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HomeMy WebLinkAboutTRUSS PAPERWORKrf"1
r�iz
'A1uncEUffibJ; l_a sign values are in accordance with ANSI/TPI 1 section 6.3
These trus designs rely on lumber values established by others.
c T d3S
RE: J36494 - Tubito Res. MiTek USA, Inc.
Site Information: 6904 Parke East Blvd.
Tampa, FL 33610-4115
Customer Info: Telese Builders' Project Name: Tubito Res. Model: .
Lot/Block: . Subdivision: . SCANNED
Address: TBD, .
City: Port St. Lucie State: FL. C
Name Address and License # of Structural Engineer of Record, If there is one, for the building.. 11 f'
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: MiTek 20/20 8.2
Wind Code: ASCE 7-10 [All HeighJI Wind Speed: 170 mph
Roof Load: 37.0 psf Floor Load: N/A psf
This package includes 124 individual, Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No.
]Seal#
Truss Name
Date
No.
Seal#
Truss Name
Date
1
T14662096 1
AO G
7/25/18
118
IT14662113IA18
7/25/18
12
1IT146620971
A02 1
7/25/18
119
1 T1 4662114
1 Al
1 7/25/18 1
13 I
T14662098 I
A03
1 7/25/18
120
1 T14662115
1 A20
1 7/25/18 I
14 I
iT14662099 1
A04
1 7/25/18
121
1 T14662116
1 A21 G
1 7/25/18 1
15
I IT1466210O I
A05
1 7/25/18
122
1 T14662117
1 B01
7/25/18 1
6
1 T14662101
A06
7/25/18
23
1 T14662118
1 B02
7/25/18
7
1 T14662102
1 A07
1 7/25/18
24
1 T146621191
B03G
1 7/25/18 1
18
1 iT14662103
1 A08
1 7/25/18
125
1 T14662120
1 B04
1 7/25/18 1
19
1 T14662104
1 A09
1 7/25/18
126
I T14662121
1 B05
1 7/25/18
110
I T14662105
J A10
1 7/25/18
127
1 T14662122
1 B06
1 7/25/18
Ill
I IT146621061
Al 1
1 7/25/18
128
1 T146621231
B07
1 7/25/18
112
1 T14662107
1 Al
1 7/25/18
129
1 T14662124
1 B08
1 7/25/18
13
1 IT14662108
JAI3
1 7/25/18
130
1 T14662125
1 B09G
1 7/25/18
14
1 T14662109
1 Al
1 7/25/18
131
1 T14662126
1 CO
1 7/25/18 1
15
1 T14662.110
1 Al
7/25/18
132
1 T14662127
1 CO2
7/25/18
16
I T14662111
I A16
1 7/25/18
133
1 T14662128
1 CO3
1 7/25/18 1
117
1 T146621121
Al
17/25/18
134
1 T146621291
C04
1 7/25/18
The truss drawing(s) referenced above have been prepared by
MiTek USA, Inc. under my direct supervision based on the parameters
provided by East Coast Truss.
Truss Design Engineer's Name: Albani, Thomas
My license renewal date for the state of Florida is 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 (eig., loads, supports, dimensions, shapes and design codes), which were
given to MiTek. Any project specific information included is for MiTek's customers
file reference purpose only, and was not taken into account in the preparation of
these designs. MiTek has not independently verified the applicability of the design
parameters or the designs for any particular building. Before use, the building designer
should verify applicability of design parameters and properly incorporate these designs
into the overall building design per ANSI/TPI 1, Chapter 2.
F�;
380
rc� OF .' 4/�
lO N A, ``JG
Thomas A. Alban] PE No.39380
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
IPYni, Thomas 1 of 3
I
RE: J36494 - Tubito Res.
Site Information:
C 1 stomer Info: Telese Builders Project Name: Tubito Res. Model: .
Lot/Block: . Subdivision: .
Address: TBD, .
Ci ly: Port St. Lucie State: FL.
No. I
Seal#
Truss Name I
Date
No. I
Seal#
Truss Name I
Date
35
T14662130 1
C05
7/25/18
78 1
T14662173
1 H03
7/25/18
36
T14662131 1
C06 1
7/25/18 179
1
T14662174 1
H04 1
7/25/18 1
37
T14662132 1
C07 1
7/25/18 180
1
T14662175 1
MV10 1
7/25/18 1
138 1
T14662133 1
C08 1
7/25/18 181
1
T14662176 1
MV2 1
7/25/18
39
T14662134 1
C09 1
7/25/18 182
1
T14662177
1 MV4 1
7/25/18
140
T14662135 1
C10 1
7/25/18 183
1
T14662178
1 MV6 1
7/25/18 1
141 1
T14662136 1
C11 G 1
7/25/18 184
1
T14662179
1 MV8 1
7/25/18
142 1
T146621371
DO G 1
7/25/18 185
1
T14662180
1 PB01 1
7/25/18
143 1
T14662138 1
D02 1
7/25/18 186
1
T14662181
1 PB02 1
7/25/18
144 1
T14662139 1
D03 1
7/25/18 187
1
T14662182
1 PB03 1
7/25/18
145
T14662140 1
D04
1 7/25/18 188
1
T14662183
1 PB04 1
7/25/18
46
T1 46621411
D05
1 7/25/18 189
1 T14662184
1 PB05 1
7/25/18 1
147 1
T14662142 1
D06
1 7/25/18 190
1 T14662185
1 PB06 1
7/25/18 1
148 1
T14662143
1 D07
1 7/25/18 191
1 T14662186
1 PB07 1
7/25/18
149 1
T14662144
1 D08
1 7/25/18
192
1 T146621871
PB08
1 7/25/18
150
T14662145
1 D09
1 7/25/18
193
1 T14662188
1 PB09
1 7/25/18 1
151
T14662146
1 D10
1 7/25/18
194
1 T14662189
1 PB10
1 7/25/18 1
152
1 T14662147
1 D11
1 7125/18
195
1 T14662190
1 PB11
1 7/25/18 1
153 .
1 T14662148
1 D12
1 7/25/18
196
1 T14662191
1 ZCJ1
1 7/25/18 1
154
1 T14662149
1 D13
1 7/25/18
197
1 T14662192
1 ZCJ3
1 7/25/18 1
155
1 T14662150
1 D14
1 7/25/18
198
1 T14662193
1 ZCJ5
1 7/25/18 1
156
1 T14662151
1 D15
1 7/25/18
199
1 T14662194
I ZCJ5A
1 7/25/18 1
157
1 T14662152
1 D16
1 7/25/18
1 100
1 T14662195
1 ZCJ5T
1 7/25/18 1
158
1 T14662153
1 D17
1 7/25/18
1 101
1 T14662196
1 ZEJ3
1 7/25/18 1
159
1 T14662154
1 D18
1 7/25/18
1 102
1 T14662197
1 ZEJ3A
1 7/25/18 1
160
I T14662155
1 D19
1 7/25/18
1 103
1 T14662198
1 ZEJ3B
1 7/25/18 1
161
1 T14662156
1 D20G
1 7/25/18
1 104
1 T14662199
1 ZEJ4
1 7/25/18
162
1 T14662157
1 E01 G
1 7/25/18
1105
1 T14662200
1 ZEAA
1 7/25/18
163
I T14662158
J E02
1 7/25/18
1 106
1 T14662201
1 ZEJ5
1 7/25/18 1
64
1 T14662159
1 E03
7/25/18
1107
1 T14662202
1 ZEJ5A
7/25/18
165
1 T14662160
1 E04
1 7/25/18 ,
1108
1 T14662203
1 ZEJ5B
7/25/18
166
1 T14662161
1 E05
1 7/25/18
1109
1 T14662204
1 ZEJ6
1 7/25/18 1
167
1 T14662162
1 E06
1 7/25/18
1 110
1 T14662205
1 ZEJ6A
1 7/25/18 1
168
1 T14662163
1 F01
1 7/25/18
1111
I T14662206
1 ZEJ7
1 7/25/18 1
169
1 T14662164
1 F02
1 7/25/18
1 112
1 T14662207
1 ZEJ7A
1 7/25/18
170
1 T14662165
1 G01 G
1 7/25/18
1113
1 T14662208
1 ZERB
1 7/25/18 1
171
1 T14662166
1 G02
1 7/25/18
1 114
1 T14662209
1 ZEJ7C
1 7/25/18 1
172
1 T14662167
1 G03
1 7/25/18
1115
1 T14662210
1 ZERT
1 7/25/18 1
173
1 T14662168
1 G04
1 7/25/18
1 116
I T14662211
J ZEJ7T1
1 7/25/18
174
1 T14662169
1 G05
1 7/25/18
1 117
1 T14662212
1 ZHJ3
1 7/25/18 1
175
1 T14662170
1 G06
1 7/25/18
1 118
1 T14662213
1 ZHJ3A
1 7/25/18
176
1 T1 4662171
1 HO1
1 7/25/18
1119
1 T1 4662214
1 ZHJ3B
1 7/25/18
177
1 T14662172
1 H02
1 7125/18
1120
1 T14662215
[ZHJ5
1 7/25/18
2of3
.E: J36494 - Tubito Res.
Si a Information:
Customer Info: Telese Builders
Lot/Block: .
Address: TBD, .
Cily: Port St. Lucie
Project Name: Tubito Res. Model: .
Subdivision: .
jo.
Seal#
Truss Name
Date
121
T14662216
ZHJ5A
7/25/18
1
2
T14662217 1
ZHJ6
1 7/25/18
123
I T14662218
1 ZHJ7
1 7/25/18
124
I T14662219
1 ZHJ7T
1 7/25/18
State: FL.
3 of 3
Client: Telese Builders Date: 7/25/2018
SO L I D START"i ct: Tubito Res. Designer. Larry
OESIcuSOFMARIE Addro:tis: Job Name: Beaml
Project #: J36494
B2 LP-LVL 290OFb-2.OE 1.750" X 18.000" 3-Ply-PASSED
Level: Level
2
LI11411 Lliiatffiiilitllilrl!lllltiatti�iiiil(Itiilii lriitfiflfiiiiiiiiltitifttlfri�filFiift-LL�ifliilflft
�. �7
� •.I 11-6-
�.
'� -- - -
3;. — � , ��_.
-ewe _ �.� - - --- -��
�, ,.raWr,•w,Ml,r,
h - - .r_. _-
1 SPF ' 2 SPF
5 1/4"
21'8"
21'8"
Member Information
Reactions lb (Uplift)
Type:
Girder
Application: Floor
Brg Live Dead Snow Wind Const
Plies:
3
Design Method: ASD
1 3163 401 0 0 1018
Moisture Condition:
Dry
Building Code: IBC 2012
2 3163 401 0 0 1018
Deflection LL:
480
Load Sharing: Yes
Deflection TL:
240
Deck: Not Checked
Importance:
Normal
Temperature:
Temp — 100°F
Bearings
General Load
Bearing Input In Cap. React D/L Total Ld. Case Ld. Comb.
Floor Live:
20 PSF
Length Analysis lb
Dead:
170 PSF
Wind:
170 PSF
1 - SPF 3.500" 1.750" 91% 401/3163 3565 L D+L
Construction:
1.3 PSF
2-SPF 3.500" 1.750" 91 % 401/3163 3565 L D+L
Analysis Results
Analysis
Actual Location Allowed Capacity Comb. Case
Moment
18536 ft-lb 10'10" 67243 ft-lb 0.276 (28%) D+L L
Shear
2999 lb 118 5/8" 17955 lb 0.167 (17%) D+L L
LL Defl inch
0.282 (1-1905) 10,10 1/16' 0.531 (U480) 0.530 (53%) L L
TL Defl inch
0.317 (U803) 10'10 1/16" 1.061 (U240) 0.300 (30%) D+L L
Design Notes
1 Provide restraint at supports to ensure lateral stability.
2 Dead Loadl Deflection: Instant = 0.036", Long Term = 0.054"
3 Fasten all plies using 3 rows of 1 Od Box nails (.128x3") at 12" o.c. Nail from both sides.
Maximum end distance not to exceed 6".
4 Refer to last page of calculations for fasteners required for specked loads.
5 Girders are designed to be supported on the bottom edge only.
6 Top loads must be supported equally by all plies.
7 Top must be laterally braced at a maximum of 1 O'l1 1/4" o.c.
8 Bottom unbraced.
9 Lateral slelldemess ratio based on single ply width.
ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const 1.25 Comments
1 Uniform 1-0-0 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF
2 Uniform Top 0 PLF 252 PLF 0 PLF 0 PLF 94 PLF
Self Weight 27 PLF
I
Manufacturer Info
Notes
This component analysis is based on the loads,
geometry and other condNons as entered by the user
Louisiana-Pacific Corp
414 Union Street, Suite 2000
and listed in this report The user is responsible to
Nashville, TN 37219
ensure the accuracy df the input and the applicability to
the actual conditions of the muchue for vNch this
(888) 820-0325 -
component is intended This analysis is varid only for the
mniomfocoro.gM
product fisted.
APA: PR-1-280, [CC -ES: ESR-2403,
Copydght 2016 Pit fights reserved by Louisiana Pacific
Corp. 414 Union St Suite 2000, Nashville, TN 37219 This design is valid until
LADBS: RR-25783, Florida: FL15228
12/31/2017
LP SolidStart Design Version 1.0 (Build 16.7.095) Powered by i5trudTM
%'� r Client: TeteseBuilders
Date:
7/25/2018
•' S O L I D S TA RT"Project. Tubito R.S.
Designer.
Larry
Address:
Job Name:
Beaml
FEStGNSOtTSAnF
Project #:
J36494
B2 LP-LVL 290OFb-2.OE 1.750" X 18.000"
I
3-Ply - PASSED
Level: Level
I
IV6"
i
1 SPF
2 SPF
5 1/4"
21'8"
2.1 -8n
Multi -Ply Analysis
Fasten all pl;es using 3 rows of 10d Box nails (.128x3") at 12" D.C..
Nail from both sides. Maximum end distance not to exceed
6"
Capacity 0.0 %
Load 0.0 PLF
Yield Limit per dot 271.6 PLF
Yield Limit per Fastener 90.5 lb.
Yield Mode IV
Edge Distance 1 1/2"
Min. End Distance 3"
I.
Manufacturer Info
Notes
This componentanalysis is based on the loads,
geometry and other con ._ as entered by the user
Louisiana-Pacific Corp
414 Union Street, Suite 2000
end listed In this report The use Is responsible to
Nashville, TN 37219
ensure the accuracy q the inert and the applicability to
the actual conditions of the structure for which this
(888) 820-0325
component is intended This analysis Is valid only for the
product fisted
www.IoccrD.t%lfft
APA: PR-L280, ICC-ES: ESR-2403,
Copyright 2016 All rights reserved by Louisiana Pacific
Corp. 414 union St Suit'2000, Nashville, TN 37219
This design is valid until
LADBS: RR-25783, Florida: FL15228
12/3112017
LP SolidStart Design Version 1.0 (Build 163.095) Powered by i5trudTM
Client: Telese Builders Date: 7/25/2018
O L' O ST /► RT'Project: Tubito Res. Designer. Larry
In �
M Addrosst Job Name: Beaml
OESICf1SOFWARE
Project #: J36494
B2 LPL LVL 290OFb-2.OE 1.750" X 18.000" 3-Ply - PASSED
Level: Level
I'
---- --- 2 -- -- - - - �1 - - -- --- -- -
9I1.tl11.1 l I l 1111 l I I l 4 I I 1 I I I Lit llitllltlill 1 I111t 11111.1 !'Ill.titlt l•16fllktl111l61111PIti(t9611f1 k1
1 SPF
2 SPF
H5 1/4"
21'8"
21'8e
Member Information
Reactions lb (Uplift)
Type:
Girder
Application: Floor
Brg Live Dead Snow Wind Const
Plies:
3
Design Method: ASD
1 3163 401 0 0 1018
Moisture Condition:
Dry
Building Code: IBC 2012
2 3163 401 0 0 1018
Deflection LL:
480
Load Sharing: Yes
Deflection TL:
240
Deck: Not Checked
Importance:
Normal
Temperature:
Temp — 100°F
Bearings
General Load
Floor Live:
20 PSF
Bearing Input In Cap. React D/L Total Ld, Case Ld. Comb.
Length Analysis lb
Dead:
170 PSF
Wind:
170 PSF
1 - SPF 3.500" 1.750" 91% 401 13163 3565 L D+L
Construction:
1.3 PSF
2-SPF 3.500" 1.750" 91% 401/3163 3565 L D+L
Analysis Results
Analysis
Actual Location Allowed Capacity Comb. Case
Moment
18536 ft-lb 1010" 67243 ft-lb 0.276 (28%) D+L L
Shear
2999 Ib T8 5/8" 17955 lb 0.167 (17%) D+L L
LL Defl inch
0.282 (U905) 10'10 1/16' 0.531 (U480) 0.530 (53%) L L
TL De8 inch
0.317 (U803) 10'10 1/16" 1.061 (U240) 0.300 (30%) D+L L
Design Notes
1 Provide restraint at supports to ensure lateral stability.
2 Dead Load (Deflection: Instant = 0.036", Long Term = 0.054"
3 Fasten all plies using 3 rows of 10d Box nails (.128x3") at 12" o.c. Nail from both sides.
Maximum end distance not to exceed 6".
4 Refer to last page of calculations for fasteners required for specified loads.
5 Girders are designed to be supported on the bottom edge only.
6 Top loads must be supported equally by all plies.
7 Top must be laterally braced at a maximum of 1 O'l1 1/4" o.c.
8 Bottom unbiraced.
9 Lateral slenderness ratio based on single ply width.
ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const 1.25 Comments
1 Uniform 1-0-0 Top 10 PSF ( 40 PSF 0 PSF 0 PSF 0 PSF
2 Uniform Top 0 PLF 252 PLF 0 PLF 0 PLF 94 PLF
Self Weight 27 PLF
I
Manufacturer info
Notes
This component analysis is based on the loads,
geometry and other conditions as entered by the user
LOUISIana-Pacific Corp
414 Union Street, Suite 2000
and listed in this report The user is resporeihle to
Nashville, TN 37219
ensure the accuracy of the input and the applicability to the actual conditional of the structure for which this
(888) 820-0325
component is intended This analysis is valid only for the
www.locom,Corti-Corti
product listed
APA: PR-1-280, [CC -ES: ESR-2403,
Copyright 2016 All rights reserved by Louisiana Nall.
Corp. 414 Union St Suite 2000, Nashville. TN 37219 This design is valid Until
LADBS: RR-25783, Florida: FL15228
12/31/2017
LP SolidStart Design Version 1.0 (Build 16.7.095) Powered by iStruct"
�I a Client: Telese Builders
Date:
7/25/2018
■ O ST A �T'Project: Tubito Res.
®M
Designer.
Larry
Addr°SS'
Job Name:
Beam1
OfSr61JSORM14
Project #:
J36494
B2 LPL LVL 290OFb-2.OE 1.750" X 18.000"
3-Ply - PASSED
Level: Level
N
1 SPF I
2 SPF
H5 1/4"
21'8"
21'8"
Multi -ply Analysis
Fasten all Pljes using 3 rows of 10d Box nails (.128x3") at 12" o.c..
Nail from both sides. Maximum end distance not to exceed
6"
Capacity 0.0 %
Load 0.0 PLF
geld Limit per Foot 271.6 PLF
geld Limit per F stener 90.5 lb.
Yield Mode IV
Edge Distance 1 1/2"
Min. End Distance T
i
I
I
Manufacturer Info
Notes
This component analysis Is based on the loans,
Louisiana-Pacific Corp
geometry and other conditions as ordered by the user
414 Union Street, Suite 21H10
and listed in this report The user is responsriie to
Nashville, TN 37219
ensure the accuracy of the input and the applicability to
the actual conditions of the suucture for which this
(888) 820-0325
component is Intended This analysis is valid only for the
MWMlycoro.cOn1
product Md.
APA: PR-1-280, ICC-ES: ESR-2403,
Copyright 2016 All rights reserved by Louisiana Pacific
Corp. 414 Union St Suite 2000, Nashville, TN 37219
This design Is valid unfit
12131/2017
LADBS: RR-25783, Florida: FL15228
LP SolidStart Design Version 1.0 (Build 16.7.095) Powered by iStrudTM
Job r
Truss
Truss Type
City
Ply
Tubito Res.
'
T14662096
J36494
A01G
Flat Girder
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 Mil ek industries, Inc. Wed JUI 25 12:08:38 2078 rage 1
I D:6fllib2ybD_xViUgJz3Juyyulka-1 KLrIVzpMJkYQU3GdHMgV2gGE_wHE5?7iQQDPyuXDd
5 4� 10-7-1 15-9-11 21-0-5 26-2-15 31-5-10 -10-0
5-4-6 5-2-10 5-2-10 5-2-10 5-2-10 36
5-2-10 5-4-6
Scale: 3/16"=l'
NAILED
NAILED NAILED NAILED NAILED NAILED 3x4 = NAILED NAILED NAILED NAILED
48 = NAILED 3x4 = NAILED 3x4 = NAILED 2x4 II NAILED 46 =NAILED NAILED 3x4 = NAILED 3x4 = NAILED 4x8
1 i 14 2n 21 2 22 23 24 3 25 26 4 27 28 529 6 30 31 732 33 34 835 3637 38 9
vN'1�
uu
N��
N`�
Z
zfi
hn
18 I
39
nn
40 17 41 42
1111- 1
43 16 44
45
15 14 46 47 13 48 49
fln
12 5051 52
11 53 54
nfl-5
55 10
3x8 I�
4x4 =
NAILED NAILED
3x4 =
NAILED
4x6 =
=
NAILED 3x4 NAILED
3x4 =
NAILED 4x4 = NAILED
3x6 II
AILED
NAILED
NAILED NAILED
3x8 = NAILED NAILED
NAILED NAILED NAILED
NAILED
NAILED
i5-4-6
10-7-1
15-9-11
21-0-5 26-2-15
31-5-10
36-10-0
5:,1
5-2-10
5-2-10
5-2-10 5-2-10
5-2-10
5-0-6
Plate Offsetsl(X
Y)
15:0 3 0 Eddel
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in (loc)
I/deft L/d
PLATES
GRIP
TCLL
20.6
Plate Grip DOL
1.25
TC
0.72
Vert(LL) 0.47 13-15
>919
240
MT20
244/190
TCDL
7.0
Lumber DOL
1.25
BC
0.81
Vert(CT) -0.44 13-15
>981 180
BCLL
0.0 -
Rep Stress Incr
NO
WB
0.68
Horz(CT) -0.10 10
n/a n/a
BCDL
1Q.0
Code FBC2017rrP12014
Matrix -MS
Weight: 456lb
FT=0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHOR 2x4 SP No.2
WEBS 2x4 SP No.3 *Except* BOT CHORD
1-18,9-10: 2x8 SP No.2
REACTIONS (lb/size) 18=2446/Mechanical, 10=2511/0-8-0
Max Horz 18=-288(LC 4)
Max Uplift 18=-2196(LC 8). 10=-2266(LC 8)
Max Grav 18=2561(LC 26). 10=2632(LC 25)
FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown.
TOP CHORD 1-18=-2468/2189, 1-2=3007/2636, 2-3=-4999/4361, 3-4=-6074/5286, 4-6=-6074/5286,
6-7=-6125/5319, 7-8=-5039/4387, 8-9=-3027/2650, 9-10=-2522/2252
BOT CHORD 17-18=-283/246, 16-17=2548/3055, 15-16=-4159/5047, 13-15=-5118/6157,
12-13=-4244/5040,11-12=-2561/2999
WEBS 1-17=-3162/3685, 2-17=-2047/1944, 2-16=-2165/2539, 3-16=-1320/1299,
3-15=-1161/1388,4-15=-545/657,6-13=-564/669,7-13=-1170/1402,7-12=-1333/1308,
8-12=-2180/2564, 8-11 =-2062/1953, 9-11 =-3177/3708
Structural wood sheathing directly applied or 4-10-4 oc purlins,
except end verticals.
Rigid ceiling directly applied or 5-7-7 oc bracing.
NOTES-
1) 2-ply trussIto be connected tog ether with 1Od (0.131"x3") nails as follows:
Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASGE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=37ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding.
5) Plates checked for a plus or minus 0 degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
18=2196,10=2266.
10) "NAILED''indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines.
Thomas A. Albani PE No.39360
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
LOAD CASE(S) Standard July 25,2018
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. ' r'
Design validlfor use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not q`
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
building desi n. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always rer(�ulred far stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610
Job J'
Truss
Truss Type
City
Ply
Tubito Res.
T14662096
J36494
A01G
Flat Girder
1
2
Job Reference o tional
East Coast Truss, Ft. Pierce, FL-:3494b,
y ...
ID:6fllib2ybD_xViUgJz3Juyyutka-1 KLrlVzpMJkYQU3GdHMgV2gGE_wHE6?7iQQDPyuXDd
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-9=-54, 10-18=-20
Concentrated Loads (lb)
Vert: 15=-34(B) 4=-77(B) 19=-77(B) 21=-77(B) 22=-77(B) 23=77(13) 24=-77(B) 25=-77(B) 26=-77(B) 28=-130(B) 29=130(13) 30=-130(B) 31=-77(B) 32=-77(B)
33=-77(B) 34=-77(B) 35=-77(B) 36=77(13) 38=-83(B) 39=-34(B) 40=-34(B) 41=34(13) 42=-34(B) 43=-34(B) 44=-34(B) 45=-34(B) 46=-71(13) 47=-71(B) 48=-71(B)
49=-34(B)50=-34(B)51=-34(B)52=34(13)53=-34(B)54=-34(B)55=-34(B)
® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711.7473 rev. 1010312015 BEFORE USE.
Design valid�for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek"
is atways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety InforI nation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job 1
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662097
J36494
A02
Flat
1
1
Job Reference o tional
tasl t:oasl I Fuss, ri. riuiuu, rL - oyyyo, -•--- - • •-+ - -- -- -- • --- -
ID:6flIib2ybD_xViUgYz3Juyyulka-VWvDVr R7dsP2eeSOTobNibOBelwOeo9MM9zIryuXDc
7-" 14-9-8 22-0-8 29-3-8 36-10-0
7-" 7-3-0 7-3-0 7-3-0 7.6-8
Scale = 1:62.7
3x4 = 3x4 =
1 14 2
- zl_
12
13
5x5 — 3x4 =
9-4-4
3x4 =
3 15
11 10
4x6 = 3x4 =
3x6 = 3x4 =
416 5
9
3x4 =
3x4 =
6 17
3x4 =
7
8
5x5 =
LOADING (psf)
SPACING- 2-0-0 CSI.
DEFL. in
(loc) Vdefl Ud PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25 TC 0.65
Vert(LL) 0.26
10 >999 240 MT20 244/190
TCDL
h.0 Lumber DOL 1.25 BC 0.95
Vert(CT) -0.40
8-9 >999 180
BCLL
0.0 Rep Stress Incr YES WB 0.84
Horz(CT) 0.12
8 n/a n/a
Weight: 203 Ito FT = 0%
BCDL 1p.0
Code FBC20171TPI2014 Matrix -AS
LUMBER-
I
BRACING -
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
TOP CHORD
BOT CHORD
2x4 SP No.2
2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied.
WEBS
2x4 SP No.3
WEBS
1 Row at micipt 2-13, 6-8
REACTIONS.
(lb/size) 13=1352/Mechanical, 8=1352/0-8-0
Max Horz 13=-360(LC 4)
Max -Uplift 13=-872(LC 8), 8=-872(LC 8)
FORCES.
(lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORQ
2-3=-1905/1326, 3-5=-2487/1698, 5-6=1905/1326
-
BOT CHORD
12-13=-963/1662, 10-12=-1465/2423, 9-10=-1465/2423, 8-9=-1037/1662
WEBS
I 2-13=-195411287, 2-12=321/710, 3-12=-701/531, 5-9=-701/531, 6-9=-321/710,
6-8=-1954/1287
NOTES- I
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=37ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit betv�een the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
13=872,8=872.
8) This truss The
requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Albani PE No.39380
'MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not pal'
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 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 36610
Ab �'
Truss
Truss Type
Qty
Ply
Tubito Res.
< T14662098
J36494
A03
Flat
1
1
i
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, o.ctu b may cv cv 10 wn 1 cn n iuumuco, a w.. vvuu eu cv i a.w. v av i v r ayc
ID:6fllib2ybD xViUgJz3Juyyulka-ziTbjB_4ux_FfoDfyAJgww7BB1ft15ylaOvXHlyuXDb
6-11-5 13-7-3 20-3-0 26-10-13 33.E-11 40-6-0
6-11-5 6-7-13 6-7-13 6-7-13 6-7-13 6-11-5
Scale = 1:69.0
3x4 = 3x4 = 3x4 = 3x6 = 3x4 = 3x4 = 3x6 = 3x4 = 3x4 =
1 tag a 4 19 5 20 6 7 8 21 9
16 22 15 23
24 14
25 13 26
12 27
28
11 29
30 10
17
5x5 =
4x6 = 3x4 =
3x4 =
4x6 =
3x4 =
3x4 =
5x5 =
B-3-5 16-3-2
24-2-14
32-2-11
40-6-0
8-3-5 7-11-13
7-11-13
7-11-13
8-3-5
Plate Offsetsl(X
Y)
r9•Edge 0 1 81 110:0 2 8 0 3 O1 117:0-2-8 0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.70
Vert(LL)
0.27 12-14
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.84
Vert(CT)
-0.42 12-14
>999
180
BCLL 0.0 -
Rep Stress Incr YES
WB 0.84
Horz(CT)
0.13 10
n/a
n/a
BCDL 1 Q.0
Code FBC2017lrP12014
Matrix -AS
Weight: 243 lb FT = 0%
LUMBER- BRACING -
TOP CHORD, 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No.3 WEBS
REACTIONS (Ib/size) 17=1488/Mechanical, 10=1488/0-8-0
Max Horz 17=-433(LC 4)
Max Uplift 17=-960(LC 8), 10=-960(LC 8)
Max Grav 17=1542(LC 14). 10=16S9(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHOR13 2-3=-180611195, 3-5=-2569/1685, 5-6=-2569/1685, 6-8=-180411195
BOT CHORD 15-17=-838/1666, 14-15=-132312475, 12-14=-1502/2727, 11-12=-1323/2419,
10-11=-908/1560
WEBS 2-17=-1993/1236, 2-15=-451/1006, 3-15=-960/648, 3-14=144/463, 6-12=-144/465,
6-11=-961/648, 8-11=-451/1005, 8-1 0=-1 991/1236
Structural wood sheathing directly applied, except end verticals.
Rigid ceiling directly applied.
1 Row at midpt 2-17, 3-15, 6-11, 8-10
NOTES- I
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=41ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60'plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
17=960, 10=960.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6834
6904 Parke East Blvd. Tampa FL 33610
Date;
July 25,2018
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. ME
valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a imss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
A '
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662099
J36494
A04
Roof Special
1
1
Job Reference (optional)
r_,. .-- mr.,a r„i �a �o•na•n� onaa o�..o t
Last l.oast i n155, rr. rwi—,-
ID:6flIib2ybD xViUgJz3Juyyutka-RvlzwX7ifE66HyorWug3S7gMSRObUYXRpge4gkyuXDa
7-3-5 14-3-2 21-2-14 28-2-11 35-6-0 41-4-4 47 6-0
7-3-5 6-11-13 6-11-13 6-11-13 7-3-5 5-10-4 6-1-12
Scale = 1:80.9
4x6 =
2x4 11
3x6 = 3x6 = 3x6 =
3x6 = 5x8 =
19 24 18 25 17 26 16 15 27 1413 28 12 11 10
5x6 II 4x6 = 3x6 = 4x6 = 3x6 = 3x6 = 5x5 = 5x6 I
3x8 = 4x6 =
LOADING (I
TCLL 2
TCDL
BCLL
BCDL 1
LUMBER -
TOP CHORI
BOT CHORI
WEBS
FORCES.
TOP CHC
BOT CHC
WEBS
if)
SPACING-
2-0-0
.0
Plate Grip DOL
1.25
.0
Lumber DOL
1.25
.0
Rep Stress Incr
YES
.0
Code FBC2017ITP12014
21-2-14
fit
CSI.
DEFL.
in (loc)
Udefl
L/d
TC 0.66
Vert(LL)
0.41 13-15
>999
240
BC 0.81
Vert(CT)
-0.62 13-15
>999
180
WB 0.89
Horz(CT)
0.13 10
nla
n/a
Matrix -AS
BRACING-
2x4 SP No.2 TOP CHORD
2x4 SP No.2 BOT CHORD
2x4 SP No.3 *Except* WEBS
1-19: 2x4 SP No.2
(lb/size) 19=1747/Mechanical, 10=1747/Mechanical
Max Horz 19=-538(LC 4)
Max Uplift 19=-1133(LC 8). 10=-1122(LC 8)
Max Grav 19=1885(LC 14), 10=1888(LC 14)
- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
1-1 9=-1 74511165, 1-2=-1712/1194, 2-3=-2645/1817, 3-5=-3118/2109, 5-6=-3118/2109,
6-7=-3101/2073, 7-8=-2800/1773, 8-9=-2866/1723, 9-10=-1815/1129
18-19=-256/412, 17-18=-773/1821, 15-17=-1396/2740, 13-15=-1652/2997,
12-13=-1242/2321, 11-12=-1390/2440
7-12=-67/302, 8-11=-282/261, 9-11=-1267/2236, 1-1 8=1 400/2297, 2-18=-136311007,
2-17=-879/1437, 3-17=-814/666, 3-15=413/668, 5-15=-371/368, 6-13=-471/437,
7-13=-568/1013
PLATES GRIP
MT20 244/190
Weight: 299 lb FT = 0%
Structural wood sheathing directly applied, except end verticals.
Rigid ceiling directly applied.
1 Row at midpt 1-19, 1-18, 2-18, 2-17, 7-13
NOTES-
1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=48ft; eave=6ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60i plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
19=1133,10=1122.
8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock i e applied directly to the bottom chord.
Thomas A, Albani PE No.39360
MiTek USA, Inc. FL Ceit 6634
6904 Parke East Blvd. Tampa FL 33610
Date;
July 25,2018
WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. �,,�*R�
Design valid, for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not . i.�qq`
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek`
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPl1 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 36610
Jbb '
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662100
J36494
A05
Roof Special
1
1
Job Reference (optional)
.. i..,, rnr..a ia oa Io.nv.nz orna o�,.e 1
Last coast truss, rt. vierre, rL-.34-440,
ID:6fllib2ybD_xViUgJz3Juyyutka-OH8kLD1 yBsNg WFyEdltXXYlg7Fe6yRokG_7BucyuXDY
6-10-8 13-5-8 20-0-8 26-7-8 33-6-0 40-4-4 47-6-0
6-10-8 6-7-0 6-7-0 6-7-0 6-10-8 6-10-4 7-1-12
Scale = 1:86.3
I
3x4 = 3x6 =
1 2
17 20 21 16 22
6x8 M1I18SHS = 3x6
8-6-4
3x6 = 5x5 = 3x6 =
3 18 4 5 19
23 15 24 14 25 1326 12 27
3x6 = 4x6 = 3x6 = 4x6 =
65x5 =
6.00 12
3x6
7
ao
4x6
8
11 10 9
3x8 = 5x5 = 3x6 M18SHS I I
47-6-0
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in (loc) I/defl L/d
PLATES GRIP
TCLL 2Q.0
Plate Grip DOL
1.25
TC 0.78
Vert(LL)
0.32 13-15 >999 240
MT20 244/190
TCDL
rJ.0
Lumber DOL
1.25
BC 1.00
Vert(CT)
-0.55 11-13 >999 180
M18SHS 244/190
BCLL
0 '
Rep Stress Incr
YES
WB 0.90
Horz(CT)
0.15 9 n/a n/a
Weight: 301 lb FT = 0%
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
LUMBER-
BRACING -
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
TOP CHORq
BOT CHORD
2x4 SP No.2
2x4 SP No.2
BOT CHORD Rigid ceiling directly applied.
WEBS
2x4 SP No.3
*Except*
WEBS
1 Row at midpt 1-17, 7-11, 8-10, 3-16, 4-15, 5-11
1 170 2x4 SP
I
No 2
2 Rows at 1/3 pts 2-17
REACTIONSI. (lb/size) 17=1747/Mechanical, 9=1747/Mechanical
Max Horz 17=-617(LC 4)
Max Uplift 17=-1135(LC 8), 9=-1120(LC 8)
Max Grav 17=1922(LC 14), 9=1912(LC 14)
FORCES. ('b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1753/1183, 3-4=-2615/1725, 4-5=-2889/1885, 5-6=-2450/1643, 6-7=-2763/1732,
7-8=-2966/1756, 8-9=-1831/1132
BOT CHORD 16-17=-564/1611, 15-16=-1112/2430, 13-15=-1392/2803, 11-13=-1416/2749,
10-11 =-1 405/2518, 9-1 0=-1 80/297
WEBS 6-11=-425/852, 7-11=-329/301, 8-1 0=-1 238/2244, 2-17=-2197/1292, 2-16=-649/1378,
3-16=-1204/785, 3-15=-340/797, 4-15=-482/396, 5-13=0/307, 5-11=-815/398
NOTES.
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=48ft; eave=6ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) All plates are MT20 plates unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
17=1135,9=1120.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
I
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
t„ I„ 7G �n�s
WARNING -Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE.
Design valid�for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and prop edy 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 pp� Syr iTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
JAb '
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662101
J36494
A06
Roof Special
1
1
i
Job Reference (optional)
tasi toa5i i r1155, rt. riviO,rL-J4DYO,-
ID:6fl1ib2ybD_xVtUgJz3Juyyutka-KgGUmu2CjTdYmZ5cljv?czr?g2MTQMm 1 klcHzVyuXD W
11 4-9-0 7-5-12 14-8-0 20-3-5 25-10-11 31-6-0 39-4-4 47-6-0
4-9.0 2-8-12 7-21 5-7-5 5-7-5 5-7-5 7-10-4 8-1-12
1 3x4 11
4x6 = 3x6 = 3x6 = 3x6 = 3x6 = 5x5 =
1 2 22 3 4 23 5 6 24 7
SHS
Scale = 1:88.3
14 28 za
21 2520 3x6 = 15
13 "
11 10
3x8 M18SHS II 2x4 II 3x4 = 5x8 —
3x8 = 46 =
5x5 = 3x8 M18SHS II
4i 6 = 2x4 11
4-9-0 7-5-12 14-8-0 23-1-0 31-6-0
39-011
47-6-(1
4.9-0 2-8-12 7-2-4 8-5-0 8-5-0
7-10-4
8-1-12
Plate Offsets.(X Y) 17-.0 2 8 0 2-41 19:Edoe 0 1 121 111:0 2 8 0 2 O1 114.0-4-0 0-1-121 116:0-2-8 0-2-121
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.90
Vert(LL) -0.34
13-14 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.88
Vert(CT) -0.55
13-14 >999 180
M18SHS 244/190
BCLL 0.0 -
Rep Stress Incr YES
WB 0.87
HOrz(CT) 0.19
10 n/a n/a
BCDL 1 b.0
Code FBC2017/TP12014
Matrix -AS
Weight: 333 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 *Except* BOT CHORD
Rigid ceiling directly applied.
Except:
3-15: 2x4 SP No.3
1 Row at midpt
3-16
WEBS 2x4 SP No.3 *Except* WEBS
1 Row at midpt
1-21, 14-16, 5-16, 5-14, 6-13, 8-13, 9-11,
1-21: 2x4 SP No.2
1-17, 2-17, 2-16
i
REACTIONS. (lb/size) 21=1747/Mechanical, 10=1747/Mechanical
Max Horz 21=494(LC 8)
i Max Uplift 21=-1179(LC 8), 10=-1075(LC 8)
Max Grav 21=1962(LC 14), 10=1871(LC 14)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 19-21 =-1 82611135, 1-19=-1717/1124, 1-2=1528/903, 2-3=-2406/1530, 3-5=-2393/1524,
5-6=-2440/1604, 6-7=-2273/1528, 7-8=-2576/1594, 8-9=-2925/1692, 9-1 0=-1 784/1091
BOT CHORD 18-19=-215/519, 17-18=-215/519, 16-17=409/1591, 3-16=-336/330, 13-14=-1143/2292,
11-13=-1385/2513, 10-11=-247/382
WEBS 14-16=-1141/2287,5-14=-260/160,6-13=-478/210,7-13=-360/750, 8-13=-482/420,
9-11=1146/2148,1-17=-1339/2182,2-17=-1342/1102,2-16=-905/1267
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=17ft; B=45ft; L=48ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) All plates are MT20 plates unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
21=1179,10=1075.
9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock tie applied directly to the bottom chord.
I
Thomas A. Albani PE No.39380
MiTek USA; Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and tmss systems, see ANSIITP11 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 36610
Jdb
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662102
J36494
A07
Roof Special
1
1
Job Reference (optional)
East Coast Truss,
Ft. Pierce, FL - 34946,
8.220 s May 24 GU 10 wi I ex IrluuJnleb, 111u. vveu Jul zu IG.Vo.9V Gv to rag" I
ID:6fllib2ybD xViUgJz3Juyyutka-osgszE3gUnIPNjgoJRQE9BNDFShi9nJBzxMrVxyuXDV
11•e-0
2-9.0 5-0-4 10-0-8 1i 14-8-0 22.1-0 29b-0 35-4-13 41311 47-0-0
2-9-0 2-3-4 S0.4 0. 3-0-0 7-5-0 7-5-0 570.13 5-10.13 6-2-5
1-2-0
6.00 12 Scale = 1:90.7
5x5 =
4x6 = 3x6 = 5x5 = 3x4 II 3x8 = 5x5 =
27 26 - 5x8 = 17
5x8 M18SHS II 2x4 11 3x4 II
2x4 I I 3x4 =
2x4 II
16. '"' 15 JJ .... , 12
3x10 = 3x8 = 4x6 = 3x6 = 5x5 =
11-8-0
2-47-6-0
9-0 5-0-4 10-0-8 1 0
22-1-0
29b-0
38-4�1
2-9-11 23-0 5-0-0 0- 3-0-0
7-5-0
7-5-0
e-10-0
9-1-12
9-1-12
1-2-0
Plate Offsetsl(X Y)
f4:0 2 8 0 2-41 f7:0 2 8 0 2 41 f12-Edge 0 3 Ol
f16 0-3-8 0-1-81 f20
0-2-12 0-3-01
f25 0-3 8 0-2-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Udefl
L/d
PLATES
GRIP
TCLL 29.0
Plate Grip DOL 1.25
TC 0.66
Vert(LL)
-0.32 13-15
>999
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.94
Vert(CT)
-0.56 13-15
>999
180
M18SHS
244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.98
Horz(CT)
0.48 12
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -AS
Weight: 370 lb
FT = 0%
LUMBER- I BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD
5-17: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except* WEBS
1-27: 2x4 SP 285OF 1.8E
REACTIONS. (lb/size) 27=1747/Mechanical, 12=1747/Mechanical
Max Horz 27=-542(LC 8)
Max Uplift 27=-1189(LC 8). 12=-1066(LC 8)
Max Grav 27=1993(LC 14), 12=1975(LC 14)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORIJ 25-27=1858/982, 1-25=-1769/988, 1-2=-1111/531, 2-3=-1959/1096, 3-4=-2120/1203,
4-5=-2495/1469, 5-6=-2495/1474, 6-7=-2280/1466, 7-9=-2569/1547, 9-1 0=-3047/171 1,
10-1 1=-429/284,11-12=-358/276
BOT CHORD 24-25=-253/606, 23-24=253/606, 22-23=-32/1261, 21-22=-584/2023, 20-21=-584/2023,
5-20=-304/313,15-16=-948/2162,13-15=-1206/2478,12-13=-1362/2591
WEBS 6-16=-508/343, 6-15=-379/87, 7-15=-355/792, 9-15=-589/460, 9-13=-97/281,
10-12=-2758/1453, 3-22=-874/576, 4-20=-668/1012, 1-23=-1082/2013, 2-23=-157411199,
I 2-22=-1026/1557, 16-20=-964/2219, 6-20=-701435
Structural wood sheathing directly applied, except end verticals.
Rigid ceiling directly applied. Except:
1 Row at midpt 5-18
1 Row at midpt 1-27, 6-16, 6-15, 9-15, 10-12, 1-23, 2-23,
2-22, 16-20
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=48ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; 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) Plates checked for a plus or minus 0 degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
8) Refer to gi ider(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
27=1189,12=1066.
10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
Thomas A. Albani PE No.39390
sheetrock be applied directly to the bottom chord.
Walk USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
®WARNING - verify d-rgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use onlywith Mi feM connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610
l,
Jdb `
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662103
J36494
A08
Roof Special
1
1
Jab Reference o tional
T_ 1.,. ..•1,:.,.- Inn 1AIcA 1„1 79 17 ()8 A7 2018 Ps e 1
East Coast I mss, R. Pierce, FL - 34946,
3 4-0 8-0-8 11-8-0
20-0-0
�.c�v . inox c-. c.. ,v n„ , �.. ................I ,,,... ....,..,... �.. , �......�. .-.. ... ... .. .
ID:6fllib2ybD_xViUgJz3Juyyutka-G30FBa4TF4tG?tF?s8xTiOwMRs4?uFBKBb5010yuXDU
27 6-0 33-1-0 40-1-12 47 6-0
3�-0
4-8-8
3-7-8
8-4-0
7-6-0 5-7-0 7-0-12 7-4-4
Scale = 1:88.6
6.00 12
=
5x5
3x8 =
5x5 =
3 26 27
4
5
5x6 =
5x5 =
4x6
� 1
6
3x6
7 3x6
n
8
4x6
9
42 2
0
0
21
20 9
5x —
28 14 29 5A _
I o
a
iY 25 24
w
4x6 =
18 17
16
15
>,'
4x6 II 2x4 II
2x4 II
5x5 =
4x6
12 11
10
3x8 M18SHS =
2x4 I
3x8 =
3x4 II 5x8 =
5x6 II
2x4 I I
2x4 11
LOADING (
TCLL 2
TCDL
BCLL
BCDL 1
LUMBER-
11-8-0
27-6-0
40-1-12
:f)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES
GRIP
.0
Plate Grip DOL 1.25
TC 0.82
Vert(LL)
0.33 15-16
>999
240
MT20
2441190
.0
Lumber DOL 1.25
BC 0.75
Vert(CT)
-0.49 15-16
>999
180
M18SHS
244/190
.0
Rep Stress Incr YES
WB 0.88
Horz(CT)
0.19 10
n/a
n/a
.0
Code FBC2017/TPI2014
Matrix -AS
Weight: 354 lb
FT = 0%
BRACING -
TOP CHOW.2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 `Except` BOT CHORD
6-12: 2x4 SP No.3 WEBS
WEBS 2x4 SP No.3 *Except*
1-25: 2x6 SP No.2
REACTIONS. (lb/size) 25=1744/0-B-0, 10=1744/Mechanical
Max Horz 25=-708(LC 6)
Max Uplift 25=-1131(LC 8), 10=-1120(LC 8)
Max Grav 25=1853(LC 14), 10=1896(LC 14)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD. 23-25=-171811135, 1-23=-1654/1148, 1-2=-1876/1284, 2-3=2130/1527, 3-4=-1884/1423,
4-5=-2279/1638, 5-6=-2569/1741, 6-8=-3258/2023, 8-9=-2947/1756, 9-1 0=-1 817/1131
BOT CHORD, 22-23=442/585, 21-22=-442/585, 20-21=-775/2120, 19-20=-775/2120, 15-16=-979/2221,
13-15=-1411/2710,6-13=-297/669,10-11=-198/311
WEBS 2-21=-1325/975, 5-15=-450/802, 6-15=-1031/684, 11-13=-1375/2437, 8-13=-70/441,
8-11=-695/524,9-11=-1214/2208,17-19=0/322,3-19=-387/693,16-19=-977/2188,
4-19=648/344, 1-21=-1448/2235
Structural wood sheathing directly applied, except end verticals.
Rigid ceiling directly applied.
1 Row at midpt 1-25, 2-21, 4-16, 4-15, 6-15, 11-13, 9-11,
16-19, 4-19, 1-21
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=48ft; eave=6ft; Cat.
11; Exp C; Fncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates ale MT20 plates unless otherwise indicated.
5) Plates checked for a plus or minus 0 degree rotation about its center.
6) This truss F as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
25=1131, 110=1120.
10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrocli be applied directly to the bottom chord.
Thomas A. Alban! PE No.39360
MiTek USA, Inc. FL Cert 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
�WARNINC . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev, 1010312015 BEFORE USE. '
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
t1
J'ob
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662104
J36494
A09
Piggyback Base
1
1
Job Reference o tional
08
.
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MITek Industnes, Inc. Wed Jul 25 I : age
ID:6FlIib2ybD_xViUgJz3Juyyutka-CRW7cG5jni7 FAPN_Zzxnp?ivgmZM9gdfvaV6GyuXDS
3-4-0 6-3-0 -6- 11-8-0 1 -6 0 20-0-0 27-6-0 33-1-0 40-1-12 47-6-0
3-4-0 2-11-0 -3- 4-2-0 0-10-0 711 7-6-0 5-7-0 7-0-12 74-4
Scale = 1:85.2
5x5 = 3x6 = 5x8 =
6.00 12 3 26 27 4 5
4x6
3x6
6
2
3x6
4x8 7 3x6
1 8
4x6
9
2 o d 20
0
0 21
0 0
425 24 3x6 = 18 17 16 28 15 14 29 1' 6x8
= —
3x6 � 12x4 11 5x8 6x8 = 4— _ 12 11 10
3x6
3x8 = 2x4 II 2x4 —
3x4 II 5x8 = 5x6 II
2x4 I I
2x4 II
3�-0 6-3-0 11-8-0
1 - 0 20-0-0
27.6-0
33-1-0 40-1-12 4/-b-u
i3-0-0 2-11-0 5-5-0
0-10-0 7-0-0
7.6-0
5-7-0 7-0-12 7-0-4
Plate Offsetsl(X Y)
f3 0 2 8 0 2 41 f5 0 6 0 0 2 81 f9:0 3 0 0 1 81
110:Edae 0 3 81
fl l:O-4-0 0-1-121 113:0-5-12
0-4-01 f19:0-2-8 0-3-01
I
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.83
Vert(LL)
0.31 15-16 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.74
Vert(CT)
-0.47 15-16 >999 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.88
Horz(CT)
0.16 10 n/a nla
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Weight: 341 lb FT = 0%
LUMBER- I
BRACING -
TOP CHORD
2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied, except end verticals, and
BOT CHORD
2x4 SP No.2 -Except'
2-0-0 oc purlins (3-2-9 max.): 3-5.
6-12: 2x4 SP No.3
BOT CHORD Rigid ceiling directly applied.
WEBS
2x4 SP No.3 *Except*
WEBS
1 Row at midpt 4-16, 5-16, 6-15, 11-13, 9-11, 16-19, 4-19
1-25: 2x6 SP No.2
REACTIONS (lb/size) 25=174410-8-0, 10=1744/Mechanical
Max Horz 25=-589(LC 6)
Max Uplift 25=-1126(LC 8). 10=-1125(LC 8)
Max Grav 25=1744(LC 1), 10=1885(LC 14)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-2031/1302, 2-3=-2160/1531, 3-4=-1864/1448, 4-5=2128/1662, 5-6=-2546/1753,
6-8=-3231/2035,8-9=-2929/1764,23-25=-169911126,1-23=-1676/1131,9-10=-1806/1136
BOT CHORD 22-23=-614/716,21-22=-614/716,20-21=-780/2033,19-20=-780/2033,15-16=-979/2105,
13-15=-1421/2686, 6-13=-298/665, 10-11=-198/310
WEBS 4-16=-268/231, 5-15=-435/964, 6-15=-1026/683, 11-13=-1383/2418, 8-13=-79/443,
8-11=-689/527, 9-11=-1221/2192, 17-19=0/383, 3-19=-3371618, 1-21 =-1 067/1753.
2-21=556/457, 2-19=-183/396, 16-19=991/2148, 4-19=-663/328
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=48ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Refer to gi�der(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
25=1126,10=1125.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord. I Thomas A. Albans PE No.39380
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MITek USA, Inc. FL Ced 6634
6904 Parke East Blvd. Tampa FL 33610
Date;
July 25,2018
7A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage• delivery, erection and bracing of trusses and truss systems, see ANSIITPI11 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 36610
I �
- r
JLb l
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662105
J36494
A10
Piggyback Base
4
1
Job Reference o tional
Last Goast I Fuss, t-t. Fierce, FL - s4V4b, 'Y
ID:6ftlib2ybD xViUgJz3Juyyutka-ge4Npc6LY?FrsK aYHVAJ1Yuk35u5aBmuZK2eiyuXDR
3-4-0 6-3-0 1-8-0 -6- 0.0-0 2 -0.0 33- -0 40-1 - 49-0.0
3-4-0 2-11-0 5•SO 7-6-0 7-6-0 5-7-0 7.10-1 8-0-15
5x5 =
3x6 =
3 In 4
5x8 =
5
3x6 III 2x4 II 2x4 II 6x8 = 4xb 13 12 11 4x6 =
3x8 2x4 II 2x4 II 3x6
3x4 = 6x8 = 3x6
2x4 II II
49-0-0
2-11-0
Scale = 1:87.9
T4 l
0
LOADING (psf)
TCLL 26.6
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 FBC20171TP12014
CSI.
TC 0.69
BC 0.73
WB 0.99
Matrix -AS
DEFL. in (loc) I/deft L/d
Vert(LL) 0.30 16-17 >999 240
Vert(CT) -0.46 16-17 >999 180
Horz(CT) 0.16 11 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 345 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD
2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied, except end verticals, and
BOT CHORD
2x4 SP No.2 `Except'
2-0-0 oc purlins (3-2-10 max.): 3-5.
6-13: 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied.
WEBS
2x4 SP No.3 *Except*
WEBS
1 Row at midpt 4-17, 5-17, 6-16, 12-14, 17-20, 4-20
1-26: 2x6 SP No.2
REACTIONS
(lb/size) 26=1734/0-8-0, 11=1875/0-8-0
Max Horz 26=-593(LC 6)
Max Uplift 26=-1120(LC 8), 11=-1209(LC 8)
Max Grav 26=1734(LC 1), 11=1973(LC 14)
FORCES. 0b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-2024/1295, 2-3=-2145/1521, 3-4=-1856/1440, 4-5=2112/1649, 5-6=-2524/1737,
6-8=-3196/1997, 8-9=-2806/1689, 24-26=-1689/1120, 1-24=-1666/1125
BOT CHORD 23-24=-569/721, 22-23=-569/721, 21-22=-774/2029, 20-21=-774/2029, 16-17=-961/2086,
14-16=-1397/2676, 6-14=-242/599
WEBS 4-17=-272/224, 5-17=-222/254,5-16=-430/954, 6-16=-10081673, 12-14=-1333/2327,
8- 1 4=-84/494, 8-12=-717/544, 9-12=-1306/2292, 9-11 =-1 883/1232, 18-20=0/383,
3-20=-333/614,17-20=-980/2135, 4-20=-651/322,1-22=-106011742,2-22=-552/455,
2-20=182/389
i
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.1 B; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss lias been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) - This trussi has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb)
26=1120, 111=1209.
8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock tie applied directly to the bottom chord.
9) Graphical lu din representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,7II-7473 rev. 1010312015 BEFORE USE. '
Design valid for use only with MrrekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building desiggn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 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 36610
01
Jbb '
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662106
J36494
At
Piggyback Base Girder
1
2
Job Reference (optional)
Last Goast I russ, rt. tierce, t- L - 34B4o, 0.4— 5 IVICy — — 10 IVII I CA II IUUJII ICJ, 11IU. V rayc I
I D:6flIi b2ybD_xViUgJz3J uyyutka-dOB BE 18 b3dVZ6 e8yfhXe PSd H5to LZXG3Ltp9jbyuXDP
6-3-0 12-6-0 20-0-0 27-&0 30-0-0 33-1-9 37-9-8 42-6-0 47�-0
6-3-0 7-6-0 7-6-D 2-6-0 3-1-0 4-8-8 4-8-B 5-OA
Scale = 1:85.2
4x8
M
�I
3z6 II
5x8 = 2x4 II 5x8 =
7x6 =
3 �a 9e 4 5 6 3x4 II 4x8 = 4x6 = 2x4 II
6x6 =
3x6 = 3x6 = Vxo — 3x8 = 3x6 = 15 14 13 12
3x4 II 3x6 = 6x8 = 3x6 II
12-6-0 20-0-0 27-6-0 130-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defl
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.51
Vert(LL)
0.28 16-17
>999
240
TCDL
7.0
Lumber DOL
1.25
BC 0.67
Vert(CT)
-0.30 16-17
>999
180
BCLL
0.0
Rep Stress Incr
NO
WB 0.82
Horz(CT)
0.12 12
n/a
n/a
BCDL
16.0
Code FBC2017/TP12014
Matrix -MS
LUMBER- '
BRACING -
TOP CHORD,
2x4 SP No.2 `Except'
TOP CHORD
9-11,6-9: 2x6 SP No.2
BOT CHORD,
2x4 SP No.2 *Except*
BOT CHORD
7-15: 2x4 SP No.3
WEBS
2x4 SP No.3 `Except'
WEBS
11-12,1-22: 2x6 SP No.2
REACTIONS.
(lb/size) 12=4617/0-8-0, 22=2359/0-8-0
Max Horz 22=765(LC 7)
Max Uplift 12=-3658(LC 8). 22=-1666(LC 8)
Max Grav 12=4617(LC 1), 22=2435(LC 29)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-2433/1729, 2-3=-2891/2215, 3-4=-3385/2773, 4-5=-3385/2773, 5-6=-4273/3463,
6-7=-4389/3617, 7-8=-4371/3604, 8-1 0=-1 946/1779, 10-11 =-1 946/1779,
11 -1 2=-4555/3680, 1-22=-2380/1679
BOT CHORD 21-22=-734/465, 20-21=-1623/2357, 18-20=-1796/2681, 17-18=-2799/3847,
16-17=-3299/4466, 7-16=-980/885, 13-14=-2488/3165, 12-13=-278/247
WEBS 3-20=-375/435, 5-17=-1786/2209, 6-17=-2161/1912, 14-16=-2517/3204, 8-16=-1810/2501,
8-14=800/728, 8-13=2775/2166, 10-13=-1307/1243, 11-13=-3381/4321,
3-18=-1172/1609, 4-18=-464/459, 5-18=-831/1131, 1-21 =-1 541/2296, 2-21 =-1 023/814,
2-20=-476/723,6-16=-915/590
PLATES
MT20
GRIP
2441190
Weight: 827 lb FT = 0%
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-5, 6-11.
Rigid ceiling directly applied or 7-0-14 oc bracing. Except:
1 Row at midpt 7-16
1 Row at micipt 11-12, 8-13, 11-13
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords, connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
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; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=48ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding. Thomas A. Alban) PE No.39380
6) Plates checked for a plus or minus 0 degree rotation about its center. MiTek USA, Inc. FL Cert 6634
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6904 Parke East Blvd. Tampa FL 33610
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 with BCDL = 10.Opsf. Date:
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) July 25,201 E
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. i
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall ■■■��•i�Yi
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610
Job— '
Truss
Truss Type
Qty
Ply
Tubito Res.
�
T14662106
J36494
At
Piggyback Base Girder
1
Job Reference (optional)
East (;oast I ruSs, I-t. Fierce, t-L - 34946,
o—v a Ivicy c r y�
ID:6fIlib2ybD_xViUgJz3Juyyutka-dOBBE18b3dVZ6e8yfhXePSd H5toLZXG3Ltp9jbyuXDP
NOTES-
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 425 lb down and 461 lb up at 30-0-0, 425 lb down and 444 lb up at
32-3-4, 425 lb down and 444 lb up at 34-3-4, 425 lb down and 444 lb up at 36-3-4, 425 lb down and 444 lb up at 38-34, 425 lb down and 444 lb up at 40-3-4. 425 lb
down and 444 lb up at 42-3-4, and 606 lb down and 586 lb up at 44-34, and 606 lb down and 586 lb up at 46-3-4 on top chord. The design/selection of such
connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pif)
Vert: 1-3=-54, 3-5=-54, 5-6=-54, 6-11=-54, 16-22=-20, 12-15=-20
Concentrated Loads (lb)
Vert: 6=-349 9=-349 10=-349 25=-349 26=-349 27=-349 28=349 29=-526 30=-526
1
A WARNINGI - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MIME) connectors. This design is based only upon parameters shown, and is for an individual building component, not ��
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ■■■��•iYYl'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPII 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 36610
Jdb
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662107
J36494
Al2
Piggyback Base Girder
1
1
Jab Reference o tional
OMG � .T In.lne Ai Inn W-1 .tut 9F 19.OR•6d 901R Pane 1
Last Goasl i russ,
I
I
0
w
I
rt. rierce, rL - 3ffW40.
ID:6fl1ib2ybD_xViUgJz3Juyyutka-ZPJuf79sbEIGLyHLn6Z6UtjcbhU31RyMoBIGnUyuXDN
3�-0 7-11-12 1 12-7-8 17-3A 21-11-0 23-11-0 27-0-3 31-1-5 35-0-0
3-4-0 4-7-12 4-7-12 4-7-12 4-7-12 2-0-0 , 3-7-3 r 3-7-3 3-10-11
NAILED Scale = 1:75.3
6.00 12 NAILED 4x4 = NAILED NAILED NAILED NAILED
Sx5 =
3x4 = 3x4 = 3x4 = 3x4 = 2x4 II NAILED 3x4 = 3x4 = 3x6 =
I t __ _ 7 Ft — 9 — .,, 10 11 43
2x4
26 44 25 3x4 = 3x4 = 4x6 = 17 16 3x4 = 3x4 = 3x6 I
4x6 I 1x4 II 3x4 = 3x4 =
3x8 = 1x4 II 2x4 II
4x8 =
3-4-0 7-11-12 12-7-8
17-3-4 i21-11-0
,23-11-0
27-0-3 31-1-5 35-0-0
3-4-0 4-7-12 4-7-12
4-7-12
4-7-12 2-0-0
3-7-3 3-7-3 3-10-11
Plate Offsets (X Y) 12 0 2 8 0 2-41 115.0 2 12 0 2 O1 118.0 2 12 0 2 O1 119:0-3-0 0-0-41
—
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.57
Vert(LL) -0.16
22-23 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.65
Vert(CT) -0.24
22-23 >999 180
BCLL 0.0
Rep Stress Incr NO
WB 0.81
Horz(CT) 0.16
12 n/a n/a
BCDL 0.0
Code FBC2017/TP12014
Matrix -MS
Weight: 388 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 *Except`
except end verticals, and 2-0-0 oc purlins (4-8-12 max.): 2-11.
7-17,8-16: 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
WEBS 2x4 SP No.3 `Except`
1 Row at midpt 18-34, 15-28
11-12,1-26: 2x6 SP No.2
WEBS
1 Row at midpt 11-12, 3-22, 4-21, 5-20, 18-27, 14-30,
13-32, 13-33, 1-26, 2-24, 2-22
JOINTS
1 Brace at Jt(s): 11, 27, 28, 29, 30, 31, 32, 33, 34, 35
REACTIONS. (lb/size) 12=1037/0-8-0, 26=121810-8-0
Max Horz 26=686(LC 5)
Max Uplift 12=-752(LC 8), 26=-790(LC 8)
Max Grav 12=1467(LC 36), 26=1484(LC 37)
FORCES. I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-366/300, 2-3=-1190/795, 3-4=-1445/957, 4-5=-1535/1007, 5-7=-13961916,
7-8=-1376/902, 8-9=-1300/858, 9-10=-1081/721, 10-11=-776/551, 11-12=-1418/793,
24-26=-1415/815,1-24=-257/214
BOT CHORD 23-24=-677/751, 22-23=-677/751, 21-22=840/1299, 20-21=-908/1553, 18-20=-930/1643,
15-28=878/486, 8-28=-850/470, 14-15=-620/1030, 13-14=-419/623, 12-13=-253/232
WEBS 3-22=-868/611, 3-21=-391/728, 4-21=-504/348, 4-20=-112/343, 5-27=-533/331,
18-27=-516/322, 15-29=-398/807, 9-29=-398/805, 14-30=-974/540, 9-30=-974/540,
14-31=543/1129, 10-31=-549/1144, 13-32=-1278/712, 10-32=-1278/712,
13-33=708/1438, 11-33=-728/1482, 15-18=-742/1321, 18-35=-404/760, 8-35=-400/754,
2-24=-1373/824, 2-22=622/1254
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=35ft; eave=5ft; Cat.
II; Exp G; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
12=752,' 26=790.
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
9) "NAILED" indicates 3-10d (0.148"xY) or 3-12d (0.148" x3.25") toe -nails per NDS guidlines.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/07/2015 BEFORE USE.
Design valid for use only with Mirek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always i required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cott 6834
6904 Parke East Blvd. Tampa FL 33810
Date:
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
July 25,2018
Truss
Qty JPly I Tubito Res.
T14662107
J36494 I IA12
Type
back Base Girder
East Coast Truss, Ft, Pierce, FL - 3494b,
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-54, 2-11=-54, 25-26=-20, 18-23=-20, 16-17=-20, 12-15=-20
Concentrated Loads (lb)
Vert: 1 0=37(B) 37=37(B) 38=37(B) 39=37(B) 40=37(B) 41 =37(B) 42=76(B)
I
8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:08:54 2018 Page 2
ID:6fl1ib2ybD_xViUgJz3Juyyutka-ZPJuf79sbEIGLyHLn6Z6UtjcbhU31RyMoBIGnUyuXDN
WARMING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE.
Design valid far use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IV I iTek*
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
4
Job
'
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662108
J36494
A13
Piggyback Base
3
1
Job Reference (optional)
c
oqn � nAwOd
9n1A MiTak Inri—trips: Inr. Wed .lul 25 12,08,55 2018 Paae 1
Last tloast 1 russ, rt. rierce, ru - 0-40. ---
ID:6flIib2ybD_xViUgJz3Juyyutka-1 btGsJAU MYt7z5sXKg4L04F144pRmsmV 1 r1 pJwyuXDM
9-6-5 9 -6 15-8-10 21-11-0 3-11-0 26-5-0 28-4-8 32-10-0 35-0-0
3-4-0 6-2-4 6-2-6 2-0-0 2-6-0 1-11-8 4-5-8 2-2-0
6.00 12 5x5 = Scale = 1:82.4
3x4 = 3x4 = 3x4 = 3x4 = 3x8 =
3x4
5x6 II 1x4 II 2x4 I 1x4 II 3x6 =
3x10 M18SHS = 1x4 II 1x4 11 1x4 II
1x4 I 4x8 =
1x4 II
3x4 =
34-0 9-6-6 15-8-10 21-11-0 ?3-11-01 26-6-0 1284-8 1 32-10-0 135-0-0 ,
LOADING '(psf) V ` SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud
TCLL 20.0 Plate Grip DOL 1.26 TC 0.65 Vert(LL) -0.25 24-25 >999 240
PLATES GRIP
MT20 2441190
TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.40 24-25 >999 180
M18SHS 244/190
BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.16 9 n/a n/a
Weight: 308 lb FT = 0%
BCDL 10.0 Code FBC2017rrP12014 Matrix -AS
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and
BOT CHORD 2x4 SP No.2 `Except' 2-0-0 oc purlins (4-9-14 max.): 2-8.
5-20: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. Except:
WEBS 2x4 SP No.3 `Except` 1 Row at midpt 5-21
8-9,1-28: 2x6 SP No.2 WEBS 1 Row at midpt 8-9, 1-28,
2-26, 3-24, 4-23, 2-24, 7-13,
8-13
JOINTS 1 Brace at Jt(s): 8, 15
REACTIONS. (lb/size) 9=1278/0-8-0, 28=1278/0-8-0
Max Horz 28=686(LC 5)
Max Uplift 9=-830(LC 8), 28=-820(LC 8)
Max Grav 9=1492(LC 13), 28=1424(LC 14)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-395/306, 2-3=-1253/904, 3-4=-1411/1061, 4-5=-1400/1053, 5-7=-1407/1054,
7-8=-1027/767, 9-11 =-1 409/861, 8-11 =-1 305/865, 26-28=-1337/847, 1-26=-279/218
BOT CHORD 25-26=-689/732, 24-25=-689/732, 23-24=-908/1361, 5-18=-338/340, 15-18=-728/1035,
14-15=728/1035,13-14=-728/1035,12-13=-278/258,11-12=-278/258
WEBS 2-26=-1275/872, 3-24=-708/574, 4-23=-359/319, 2-24=-664/1198, 18-23=-874/1402,
3-23=-273/471, 7-13=-914/732, 8-13=-890/1502, 7-18=-463/773
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=35ft; eave=5ft; Cat.
11; Exp 0; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; 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) Plates checked for a plus or minus 0 degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
8) Provide !mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
9=830, 28=820.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Alban! PE No.39380
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
MiTek USA, Inc. FL Cent 6034
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
AWARNING - verity design parameters and READ NOTES ONTHIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 10/03/2015 BEFORE USE. �`
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 VI iTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610
Truss
A14
Type
>ack Base Girder
1 1 1
Tubito Res.
T14662109
LOADING
TCLL
TCDL
BCLL
BCDL
LUMBER -
TOP CHOI
BOT CHOI
WEBS
Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:08:57 201E Page 1
ID:6flIib2ybD_xViUgJz3Juyyutka-z?1H?Bku97rCPOwSF7p6VK5auSrErYoV9WwOoyuXDK
34-0 9-6-8 15-7-0 21-11-0 26-2-3 - 30-5-5 35-0-0
3-4 0 6-2-8 6-0-8 6-4-0 4-3-3 4-3-3 4-6-11
Scale = 1:72.5
6.00 12 3x8 = 3x6 =
5x5 =
3x4 = 1x4 I 3x4 = 3x4 = 3x8 = NAILED 2x4 II
2x4
21 2ti 20 3x4 = 3x8 = 4x6 5x5 = 3x4 = 1x4 II
4x6 II 1x4 II 4.00 L121115 =
5x8 = 1x4 II
21-11-0 22-11-0 26-2-3 30-5-5
(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
20.0
Plate Grip DOL 1.25
TC 0.65
Vert(LL)
-0.29 17-18
>999
240
7.0
Lumber DOL 1.25
BC 0.84
Vert(CT)
-0.45 17-18
>912
. 180
0.0 *
Rep Stress Incr NO
WB 0.63
Horz(CT)
0.17 10
n/a
n/a
10.0
Code FBC2017/TPI2014
Matrix -MS
BRACING-
2x4 SP No.2
TOP CHORD
2x4 SP No.2
2x4 SP No.3 *Except*
BOT CHORD
9-10,1-21: 2x6 SP No.2
WEBS
JOINTS
REACTIO S. (Ib/size) 10=1240/0-8-0, 21=127610-8-0
Max Horz 21=686(LC 5)
Max Uplift 10=-857(LC 8), 21=-821(LC 8)
Max Grav 10=1417(LC 36), 21=1451(LC 37)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-379/299, 2-3=1279/905, 3-4=-1459/1064, 4-5=-1459/1064, 5-7=-1265/958,
7-8=-1096/837, 19-21=-1359/846, 1-19=-263/208
BOT CHORD 18-19=-690/739, 17-18=-690/739, 16-17=-909/1387, 14-16=-946/1443, 12-13=-752/1097,
11-12=-511/691,10-11=-511/691,13-14=-990/1538
WEBS 7-12=-799/573,8-12=-595/984, 8-22=-1443/877,10-22=-1424/825,5-14=-256/637,
5-13=-1068/617, 7-13=-360/650, 3-17=-714/580, 3-16=-277/5b9, 4-16=-331/329,
2-19=-1298/852, 2-17=-669/1236
PLATES GRIP
MT20 244/190
Weight: 331 lb FT = 0%
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals, and 2-0-0 oc purlins (4-8-6 max.): 2-9.
Rigid ceiling directly applied or 5-11-8 oc bracing.
1 Row at midpt 9-10, 7-12, 8-12, 10-22, 1-21. 5-13, 3-17,
4-16, 2-19, 2-17
1 Brace at Jt(s): 9, 22
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=35ft; eave=5ft; Cat.
II; Exp G; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide 'adequate drainage to prevent water ponding.
4) Plates c�' ecked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Provide 'mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
10=857121=821.
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
9) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASES) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7477 rev. 10/07/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component
Safety Irjformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Thomas A. Albani PE No.39360
MITek USA, Inc. FL Cert 6634
6904 Padre EastBlvd. Tampa FL 33610
Date:
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
July 25,2018
Jdb t
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662109
J36494
A14
Piggyback Base Girder
1
1
I
Job Reference (optional)
v i..a.,....,e.. i.... rnro.r I oa 1 -�•nn•S7 9n1a Pana 2
East Coast Truss, Ft. Pierce, FL - 34946, 8.420 o May M 2018 . �� ��• -• -- •- • - _ _
ID:6fl1ib2ybD_>NUgJz3Juyyutka-z_?1 H?Bku97rCPOwSF7p6VK5auSrErYoV9WwOoyuXDK
LOAD CASE(S) Standard
Uniform Loads (plf)
Vert: 1-2=-54,2-9=-54,20-21=-20, 14-16=-20, 10-13=-20,13-14=-20
Concentrated Loads (Ib)
Vert: 26=40(F)
®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek•
is alwaysi required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Sob
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662110
J36494
A15
Piggyback Base Girder
1
Job Reference o lional
a..-\� .- 1.... \Ale.l 15 ')F 1�•nR•FA 7n1R Dene 'I
test Boas[ I russ, rl. ritn( ,-
ID:601ib2ybD_xViUgJz3Juyyutka-RAYPU LCMfrGigZb6Oye2ejtMmlwRzJOyjpGUwFyuXDJ
3: 8 5-12 13-5 12 18-0-0 21-11-0 3-11-0 27-11-11 32-0-0 36-1-1 40-5-4
3-0-0 5-1-12 5-0-0 4-10-4 3-7-0 2-0-D 4-0-11 4-0-11 4-0-11 4-4-3
6.00 12 5x5 =
i
2x4
3x4 = 3x4 = ' 2x4 II
zn 3 4 31 5 c„c — n..A = AAA = '>x4 I I 4xa = 4x1`1 = 2x4 11
29 28 3x4 = 3x8 = 4x6 = 4x6 = 20 19-••- 3x4 = 3x8 = 2x4 II 5x5 =
3x6 II 2x4 II 46 =
4x6 = 2x4 II 2x4 11'
5x8 =
Scale=1:76.1
34-0 8-5-12
13-5-12
18A-0
21-11-0 23-11-0
27-11-11 32-0-0 i 36-1-1 40.5-4
3 OT 5-1-12
5-0-0
4-10-4
3-7-0 2-0-0
4-0-11 4-0-11 4-0-11 4�-3
Plate Offsets (X Y)— 12.0 2 8 0 2-41 16.0 5-8 0 4 Ol 114.0 2-4 0-3-01
118.0-5-8 0-2-81
f21.0-5-8 0-2-81
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) I/dell L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.31
Vert(LL)
0.12 21-22 >999 240
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.37
Vert(CT) -0.15 25-26 >999 180
BCLL 0.0
Rep Stress Incr
NO
WB 0.55
Horz(CT)
0.12 14 n/a n/a
BCDL 10.0
Code FBC20171TPI2014
Matrix -MS
Weight: 819 lb FT = 0%
LUMBER- i
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD.
Structural wood sheathing directly applied or 6-0-0 oc purlins,
6-11,11-13: 2x6 SP No.2
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-5, 6-22,
BOT CHORD 2x4 SP No.2 `Except'
6-13.
7-20,8-19: 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.3 *Except*
6-0-0 oc bracing: 20-21,19-20.
13-14,1-29: 2x6 SP No.2
1 Row at midpt B-18
WEBS
1 Row at midpt 13-14, 12-14, 1-29
REACTIONS. (lb/size) 14=326610-7-4, 29=1657/0-8-0
Max Harz 29=746(LC 5)
Max Uplift 14=-2157(LC 8), 29=-1020(LC 8)
Max Grav 14=3981(LC 13), 29=1763(LC 15)
FORCES. I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-386/310, 2-3=1540/1065, 3-4=-1960/1355, 6-7=-2787/1974, 7-8=-2757/1951,
B-9=-2517/1761, 9-10=-2278/1555, 10-12=-2278/1555, 13-14=-806/462,
j 27-29=-1726/1056,1-27=-268/229
BOT CHORD 26-27=-804/938, 25-26=-804/938, 24-25=-1097/1715, 22-24=-1634/2865,
21-22=-1646/2854, 8-18=-317/234, 17-18=-1598/2750, 16-17=-1530/2609,
15-16=-1022/1753, 14-15=-1022/1753
WEBS 3-25=-11431789, 3-24=-577/983, 4-24=186/424, 4-6=-2017/1415, 6-24=-13101868,
8-17=-305/256, 9-17=-175/341, 9-16=-591/438, 10-16=619/414, 12-16=-880/1312,
12-14=-3544/1950, 2-27=-1610/991, 2-25=-900/1542, 18-21 =-1 570/2713, B-21=-287/434
NOTES-
1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section.. Ply to
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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp C,; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding. Thomas A. Albani PE No.39380
6) Plates checked for a plus or minus 0 degree rotation about its center. MITek USA, Inc. FL Cart 6634
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6904 Parke East Blvd. Tampa FL 33610
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 Date:
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) July 25,2018
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MTekdO connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chortl members only. Additional temporary and permanent bracing M iTe k•
is always Irequired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIII 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 36610 ,
Truss
City IPIy I Tubito Res.
T14662110
15
East Coast Truss, Ft. Pierce, FL - 34946,
Type
back Base Girder
K
8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:08:59 2018 Page 2
ID:6fllib2ybD_xViUgJz3Juyyutka-wM6nihD_QmOZRjAIZg9HBwQXWhGgimG5yT? 1 ShyuXDI
NOTES-
10) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 453 lb down and 203 lb up at 33-1-0, 791 lb down and 355 lb up at
35-1-0, and 791 lb down and 355 lb up at 37-1-0, and 791 lb down and 355 lb up at 39-7-0 on top chord. The design/selection of such connection device(s) is the
responsii ility of others.
LOAD CASES) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=54, 2-5=-54, 6-13=-54, 28-29=-20, 21-26=-20, 19-20=-20, 14-18=-20
Concentrated Loads (lb)
Vert: 33=315 34=-550 35=-550 36=-550
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek*
is always 'required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPII 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 36610
6
Type
Base
Qty 1Ply I Tubito Res.
T14662111
iss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:00 2018 Page 1
I D:6fllib2ybD_xViUgJz3Juyyutka-OZg9v1 EcB4 WQ3tIV7NgWjBydG5VgR71EB71a?7yuXDH
3-4-0 890 14-2-0 �-8-44, 21-11-0 23-11-0 30-5-4 35-3-8 40-5-4
1 3-4-0 5-5-0 55 0 1.64' 6-2-12 2 0 0 6-6-4 4-10-4 5-1-12 1.6-12
Scale = 1:79.2
4x6 11
5X6 =
5x5 = 3x4 = 5x5 =5x5 = 4X8
2x4 11 5x5 =
�•• 3X5 — 4Xb —
2x4 II 4x6 =
2x4 II 2x4 II
5x8 =
—14-2-0 15-8-4, 21-11-0 73-11-0
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 10.0
BCDL 10.0
i
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TPI2014
CSI.
TC 0.63
BC 0.82
WB 0.92
Matrix -AS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in (loc) I/deft L/d
-0.23 17-19 >999 240
-0.46 12-13 >999 180
0.18 12 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 342 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied, except end verticals, and
BOT CHORD 2x4 SP No.2 `Except`
2-0-0 oc purlins (3-7-10 max.): 2-4, 5-8. 10-25. Except:
6-16,7-15: 2x4 SP No.3
6-0-0 oc bracing: 12-25
WEBS 2x4 SP No'3 *Except*
BOT CHORD Rigid ceiling directly applied. Except:
1-24,10-12: 2x6 SP No.2
1 Row at midpt 6-17. 7-14
WEBS
1 Row at midpt 3-20, 5-19, 7-13, 1-24, 9-12, 2-22, 2-20,
5-17
REACTIONS. (lb/size) 24=1477/0-8-0, 12=1582/0-7-4
Max Horz 24=-673(LC 6)
Max Uplift 24=-959(LC 8), 12=-1050(LC 8)
Max Grav 24=1670(LC 14), 12=1772(LC 14)
-
i
FORCES. l (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-395/264, 2-3=-1406/994, 3-4=-1742/1242, 4-5=-1953/1360, 5-6=-2066/1436,
6-7=-2054/1428, 7-8=-1563/1108, 8-9=-1762/1158, 22-24=-1568/981, 1-22=-287/209,
12-25=-356/317, 10-25=-351/311
BOT CHORD 21-22=-261/836, 20-21=-261/836, 19-20=477/1540, 17-19=-901/2089, 13-14=908/1989,
12-13=-565/1143
WEBS 3-20=-10121726. 3-19=475/875, 4-19=-441/726, 5-19=1211/910, 7-13=-806/441,
8-13=-208/465,9-13=-151/560, 9-12=-1666/996, 2-22=-1528/922,2-20=-822/1475,
14-17=-842/2076, 7-17=-236/610
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C`, Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
24=959,12=1050.
8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Thomas A. Albani PE No.39380
MITek USA, Inc. FL Cert 6634
69D4Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not•
a truss sllstem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p�.��`YY
building esign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I V IiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabricatio{I, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
7
Type
Special
Res.
T14662112
C
CA
ab
uss, Ft. Pierce, FL - 34946. 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:01 2018 Page 1
ID:6fllib2ybD_xViUgJz3Juyyutka-sIEX7NFFyOeHhOKhh4BIGLVo 1 Vg5AazOPnU8XayuXDG
3 4 12 8 9 D 14 1 4 17 8 4 21-11-0 23-11-0, 28 2-2 32-5-4 36-5� 40-5-4 p2-0-0,
3-4-12 5 -0-4 3-7-0 4-2-12 2-0-0 4-3-2 4-3-2 4-0-0 4-0-0 6 12
Scale = 1:78.7
6.00 12 5x5 =
3x4 = 5x5 =
o 'I7 3 4
3x4
4x6 =
25 cn 24 3x4 = 3x8 —
4x6 =
17 16
3x8 = 5x5 =
4x6 I 2x4 II
4x6 =
5x6 = 2x4 II
2x4 II
5x8 =
36-0 14-14
17-8-4 21-11-0
3-11-0
32-5-4 40-5-4
3-6-0 5-3-0 5-4-4
3-7-0 4-2-12
2-0-0
8Fi-0 8-0-0
Plate Offsets (X Y1—
12 0-2 8 0 2-41 14:0 2 8 0 2-41 1970-2 8 0 2-41
113.0 2-4 0-3-01 f15.0-2-0 0-3-41 f18.0-2-12 0-3-01 —
LOADING
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/defl L/d
PLATES GRIP
,(psf)
TCLL 20.0
Plate Grip DOL 1.25
TC 0.62
Vert(LL)
-0.25 18-20 >999 240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.89
Vert(CT)
-0.46 18-20 >999 180
BCLL
0.0
Rep Stress Incr YES
WB 0.92
Horz(CT)
0.18 13 n/a n/a
BCDL
10.0
Code FBC2017/TPI2O14
Matrix -AS
Weight: 339 lb FT = 0%
I
BRACING -
LUMBER-
TOP CHORD
2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied, except end verticals, and
BOT CHORD
2x4 SP No.2 *Except*
2-0-0 oc purlins (3-9-7 max.): 2-4, 5-9, 11-26. Except:
6-17,7-16: 2x4 SP No.3
6-0-0 oc bracing: 13-26
WEBS
2x4 SP No.3 *Except*
BOT CHORD Rigid ceiling directly applied.
1-25,11-13: 2x6 SP No.2
i
WEBS
1 Row at midpt 3-21, 5-20. 1-25, 2-23, 2-21, 8-14, 10-13
REACTIONS. (Ib/size) 25=1477/0-8-0, 13=158210-7-4
/
Max Horz 25=-675(LC 6)
Max Uplift 25=-959(LC 8), 13=-1050(LC 8)
Max Grav 25=1655(LC 14), 13=1687(LC 14)
FORCES. I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-395/266, 2-3=-1362/992, 3-4=-167111237, 4-5=-1897/1318, 5-6=-2288/1563,
6-7=-2274/1557, 7-8=-2148/1480, B-9=-1461/1042, 9-10=-1643/1099, 23-25=-1550/981,
1-23=-288/211, 13-26=-290/279, 11-26=-284/273
BOT CHORD 22-23=-263/829, 21-22=-263/829, 20-21=-475/1496, 18-20=-1144/2324, 16-17=-303/0,
7-15=-775/464, 114-15=-915/1824, 13-14=-491/985
WEBS 3-21=-996/723, 3-20=-476/856, 4-20=-353/666, 5-20=-1264/914, 9-14=-279/503,
2-23=-1515/900, 2-21=-816/1452, 8-15=-291/654, 8-14=-891/576, 15-1 8=-1 02712296,
7-18=-290/626, 10-14=-213/666, 10-13=16531979
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp C'; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
25=959,I 13=1050.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
,
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev. 1010312015 BEFORE USE. `
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss s�stem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall MiTek
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVI iTek�
is alwayslrequired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabricatiop, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610
J36494
East C
m
0
m
IA18
Truss, Ft. Pierce, FL-349,
3-310 5-1-4
3-3-0 1-104
6.00 12 5x5 =
2 5x8 =
3x4
1
Truss Type
Roof Special
6,
ID:
10-7-4 16-1-4 19-8-4 21-11-023-11
5-6-D_ 5-6-0 3-7-0 2-2-12
2x4 II 5x8 =
Qty Ply Tubito Res.
1 1
Job Reference o tional
8.220 s May 24 2018 MiTek Industries, Inc. V
ib2ybD xViUgJz3Juyyutka-o8MIY2GVU?u?WKU40V
2g_2.2 341
4 40-5-
5-3-2 5-3-2 6-0-0
dvA =
27 31 26 5x5 = 3x8 = 3x4 =4 6 = 18 17---- 3x8 — 3x4 = 3x6 II
3x6 I I 2x4 11 46 —
4x6 = 2x4 II 2x4 I
6x8 =
3-0-0 5-1-4 10-7-4 16-1-4 19-8� 21-11-0 3-11-0 29-2-2 34-5-0 40-5-4
31-0 1-7, 5-6-0 5.6-0 3-7-0 2-2-12 2-0-0 5-3-2 5.3-2 6-0-0
Platy: nffsefc IM Y1— r3-0-5-4.0-2-81.15:0-6-0.0-2-81.r10:0-6-0,0-2-81 I1970-2 12 0 3-41
T14662113
2018 Pagel
Scale = 1:80.2
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.47
Vert(LL)
0.28 19-21
>999
240
MT20 244/190
TCDL 17.0
Lumber DOL
1.25
BC 0.61
Vert(CT)
-0.36 19-21
>999
180
BCLL 10.0
Rep Stress Incr
YES
WB 0.88
Horz(CT)
0.16 13
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -AS
Weight: 346 lb FT = 0%
BRACING -
LUMBER-
I d h
th'
direct) a lied exce tend verticals
TOP CHORD 2x4 SP No.2 TOP CHORD Structure woo s ea Ing y pp p
BOT CHORD 2x4 SP No.2 `Except` Except:
7-18,8-17: 2x4 SP No.3 6-0-0 oc bracing: 13-28
WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied.
1-27,11-13: 2x6 SP No.2 WEBS 1 Row at midpt 3-23, 3-22, 5-22, 6-21, 1-27, 2-25, 2-23
REACTIONS. (lb/size) 27=1477/0-8-0, 13=1582/0-7-4
Max Horz 27=-670(LC 6)
Max Uplift 27=-959(LC 8), 13=-1050(LC 8)
Max Grav 27=1588(LC 14), 13=1582(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-354/269, 2-3=-11871879, 3-4=-1584/1179, 4-5=-1584/1179, 5-6=-2084/1495,
6-7=-2493/1752, 7-8=-2483/1748, 8-9=-1922/1409, 9-10=-1922/1409, 10-11=-1423/982,
25-27=-1502/979,1-25=-255/216,13-28=-1522/1066,11-28=-1519/1061
BOT CHORD 24-25=-261/786, 23-24=-261/786, 22-23=-397/1155, 21-22=-946/1954, 19-21=-1423/2503,
8-16=-260/201, 15-16=-1325/2344, 14-15=-590/1191
WEBS 3-23=-1522/1172, 3-22=-758/1178, 4-22=-339/334, 5-22=-649/392, 5-21=-740/1188,
6-21=-1233/916, 8-15=-678/405, 9-15=-300/307, 10-15=-723/1131, 10-14=-535/393,
11-14=-738/1330, 2-25=-1542/817, 2-23=-1187/1741, 16-19=-1275/2321, 8-19=-266/568
NOTES.
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=40ft; eave=5ft: Cat.
II; Exp C Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates chlecked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.0psf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
27=959, 3=1050.
8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Alban! PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
A WARNING - verny design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,7II.7473 rev. 10/03/2015 BEFORE USE. •
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always[equired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety In formation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
I
i
I
I
Job f '
J36494
East Coast l
Truss Truss Type Qty Ply Tubito Res.
A19 Roof Special 1 1
T14662114
------------
iss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:04 2018 Page 1
I D:6fllib2ybD_xViUgJz3Juyyutka-G KwglOH7FJOsYU2GMDISu_7 KUipPNxzg6ljoBvyuXDD
3-5.4
3- -12 3 7-1-4 12.7.4 18-1-4 21.8-4 23.11-0 30-2-2 36-5-4 40-5-4 2-0.0
3-D•12 0. -4 38-0 5-6-0 5-6.0 3-7-0 2-2-12 6-3-2 6.32 40-0 -6-12
0.2-4 Scale = 1:81.8
6.00 12 5x5 =
2
3x4' "
25 31 24' as 5x5 = S4 3x8 — 5x61WB = �� 17 16""" 3x4 = 3x8 = 3x6 II
4x6 II 2x4 II 4x6 =
4x6 = 2x4 II 2x4 II
5x8 =
3 6-0 7-1 4 12-7-4
18-1-4 21-11-0 z3-11-0
30-2-2
36-5.4
40-5 4
31-0 T3-7-4 51-0
5-6-0 3-9-12 2-0-0
6-3-2
6-3-2
4-0-0
Plate Offsets (X Yl
13:0 5-4 0 2 81 15:0 2 8 0 2 41 16:0 4 0 0-2 21
1970 2 8 0 2 41 115:0-5-8
0-2-81 118:0-2-8 0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in floc)
I/defl
L/d
PLATES
GRIP
TCLL 120.0
Plate Grip DOL 1.25
TC 0.55
Vert(LL)
-0.38 18-20
>999
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.97
Vert(CT)
-0.73 18-20
>656
180
M18SHS
244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.90
Horz(CT)
0.19 12
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Weight: 315 lb
FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 `Except`
6-17,7-16: 2x4 SP No.3, 18-19: 2x4 SP No.1
WEBS 2x4 SP No.3 `Except` BOT CHORD
1-25,10-12: 2x6 SP No.2, 15-18: 2x4 SP N0.2 WEBS
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 25=1477/0-8-0, 12=1582/0-7-4
Max Harz 25=-670(LC 6)
Max Uplift 25=-959(LC 8), 12=-1050(LC 8)
Max Grav 25=1642(LC 14), 12=1582(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-379/262, 2-3=-1715/1202, 3-4=-2038/1410, 4-5=-2038/1410, 5-6=-3503/2391,
6-7=-3040/2052, 7-8=-2175/1538, 8-9=-1026/790, 9-10=-1168/823, 23-25=-1547/979,
1-23=-275/206, 12-26=-1549/1059, 10-26=-1544/1053
BOT CHORD 22-23=-264/777, 21-22=-264/777, 20-21=-589/1594, 18-20=-1207/2277, 6-18=-1660/1159,
7-15=-393/242,14-15=-1651/2810,13-14=-1250/2175
WEBS 3-21 =-1 698/1268, 3-20=-661/1078, 4-20=-324/326, 7-14=878/516, 8-14=-269/660,
8-13=15281981, 9-13=-1151307, 10-13=-762/1315, 2-23=-1537/846, 2-21 =-1 375/2071,
5-20=-422/309, 5-18=-1184/1838, 15-18=-1568/2933. 7-18=360/796
Structural wood sheathing directly applied, except end verticals.
Except:
6-0-0 oc bracing: 12-26
Rigid ceiling directly applied.
1 Row at midpt 3-21, 7-14, 8-13, 1-25, 2-23, 2-21, 5-20,
5-18
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; 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) Plates checked for a plus or minus 0 degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
25=959,112=1050. Thomas A. Albani PE No.39380
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum MiTek USA, Inc. FL Cert 6634
sheetrock be applied directly to the bottom chord. 6964 Parke East Blvd. Tampa FL 33618
Date:
July 25,2018
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
�`
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
Is alwayslrequired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabricatioh, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPl1 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 36610
i
J5b
J36494
East Coast Tt
Truss
Type
Special Girder
Qty Ply Tubito Res.
1 1
T14662115
Is, Ft. Pierce, FL - 34946. 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:06 2018 Page 1
ID:6fllib2ybD_xViUgJz3Juyyutka-Cj1 QA41NmwGZnoCeUenwzPCbNWy8rsg7Z3CvCnyuXDB
1 0-1 5-5-4 9-1-4 14-7-4 20-1-4 23-8-4 28-7-4 33$-4 38-5-4 40-5-4 2-0-0
1-0-1 4-4-8 3-8-0 5-6-0 5-6-0 3-7-0 4-11-0 4-11-0 4=11-0 2-0-0-12
Scale = 1:80.2
6.00 12
5x5 =
3x4 11
1 1 2
LOADING
TCLL
TCDL
BCLL
BCDL
LUMBER -
TOP CHOI
BOT CHOI
WEBS
FORCES.
TOP CHC
BOT
WEBS
5x5 =
3
I
2331 32 22
5x5 = 3x8 =
I
i 1�0-12 5-5-4 ,
21 33 20 34 19 187x8 =
3x4 = 3x4 = 6x6 = 2x4 II
14-7-4
23-11-0
NAILED
NAILED NAILED
4x4 = 5x8 = 3x6 =
9 NAILED 4x8
11 3x4
2g 30 12
0
• 2m
N M
N
15 NAILED 14 13 d
'- 35 36 37 38
3x4 = 4x4 = 3x4 = 3x6 I I
NAILED NAILED Special
NAILED
33-6-4
)SD
SPACING- 2-0-0
CSI.
DEFL. in (loc) Well Ud
PLATES GRIP
0.0
Plate Grip DOL , 1.25
TC 0.78
Vert(LL) 0.49 7-17 >988 240
MT20 244/190
7.0
Lumber DOL 1.25
BC 0.83
Vert(CT) -0.46 16-17 >999 180
0.0
Rep Stress Incr NO
WB 0.83
Horz(CT) 0.11 13 n/a n/a
0.0
Code FBC2017IrP12014
Matrix -MS
Weight: 337 lb FT = 0%
BRACING-
2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins,
7-10: 2x6 SP No.2
2x4 SP No.2 `Except'
7-18: 2x4 SP No.3 BOT CHORD
2x4 SP No.3 `Except`
1-23,11-13: 2x6 SP No.2 WEBS
(lb/size) 23=1454/0-8-0, 13=143610-7-4
Max Horz 23=-621(LC 6)
Max Uplift 23=-1086(LC 8). 13=-1732(LC 8)
Max Grav 23=1631(LC 37), 13=1811(LC 37)
- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
1-2=-376/348, 2-3=-878/801, 3-4=-1028/836, 4-5=-166911335, 5-6=-2208/1778,
6-7=-4202/3455, 7-8=-3699/3011, 8-9=-3292/2896, 9-10=-2306/2189, 10-11=-887/909,
1-23=-346/323, 13-24=-1812/1752, 11-24=-1806/1746
22-23=-248/437, 21-22=-986/1740, 20-21 =-1 440/2259, 19-20=-165012386,
18-19=-262/312,7-17=-2073/1749,16-17=-2675/3235,15-16=-1965/2263,
14-15=-643/709
3-22=-149/289, 4-22=-1665/1285, 4-21=-518/826, 5-21=-938/706, 5-20=-219/456,
6-20=-350/329,6-19=-236/275,17-19=-1416/2111,6-17=-2180/2496,8-17=-663/952,
8-16=-704/514, 9-16=-925/1288, 9-15=-1175/1027, 10-15=-1838/2063, 10-14=-1105/964,
11-14=-1355/1430,2-23=-1484/1092,2-22=-1068/1553
except end verticals. Except:
5-6-0 oc bracing: 13-24
Rigid ceiling directly applied or 3-6-5 oc bracing. Except:
1 Row at midpt 7-17
1 Row at midpt 4-22, 5-21, 6-20, 6-17, 10-15, 1-23, 2-23,
2-22
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp Ck Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates ctliecked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
23=1086,13=1732.
8) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 117 lb down and 199 lb up at
38-4-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
an ar
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is alwayslrequired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabricatiop, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert'6634
6904 Parke East Blvd. Tampa FL 33610
Date;
July 25,2018
i�lY�• �
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
Job y Truss Truss Type City Ply Tubito Res.
T14662115
J36494 A20 Roof Special Girder 1 d
Job Reference (optional
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 2512:09:07 2018 Page 2
ID:6fllib2ybD_xViUgJz3Juyyutka-hvboNQJ?XEOQPxnr1 L19Wclm7wuNaJvGojxSlDyuXDA
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-54, 2-3=-54, 3-4=-54, 4-6=-54, 6-7=-54, 7-10=-54, 10-11=-54, 11-12=-54, 18-23=-20, 13-17=-20
Concentrated Loads (lb)
Vert:10=20(F)8=20(F)14=46(F)27=20(F)28=20(F)29=20(F)30=20(F)
B
®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE. �e
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not? �1�•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall -•Y
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek`
is always) required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI7 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Irjformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Jbb ''
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662116
J36494
A21G
Roof Special Girder
1
Job Reference (optional)
Last coast (runs, rt.rterce,rL-ovyro,-
ID:6fllib2ybD xViUgJz3Juyyulka-dHjZo6LG3re8eFxD9mKdblgDXjdW2GgZFOQZp6yuXDB
,1 7 0 4-6-2 7-5-4 11-1-4 15-6-9 20-0-0 r22-1-4 , 25-8-4 ,27-11-12 30-11-2 34-2-0 ,
1_7' 2 p_l�_2 2 3 8-0 4-5-5 4-5-7 2 1-4 3-7-0 2. _B
2-11 6 3-2-14
2x4 II
6x8 = 6.00 112
4x8 = 3x4 = 4x8 =
1 2 3 4
26 25 24 23 HUS26 22 HUS26 20 HUS26 19 HU52b HuJ2b 17 16 nuoco 15 14
3x10 II 3x8 = 3x4 = 4x6 = 3x6 = 7x12 = 46 = 3x8 = 2x4 II 3x8 = 3x4 II
2x4 II HUS26 HUS26 2x4 II HUS26 HUS26 HUS26 HUS26
Special HUS26 HUS26
Scale = 1:76.7
1
�1 7 0 4-6-2
7-5-4 11-1-0
1 15-6-9
20-0-0 22-1-4
25-8-4 ,27-11-121 32511-2 342_
1_7�
3-0
—r 4-5-5
4-5-7 2-1-4
4
3-7-0 2-3-8 2-11.6 3-2-14
Plate Offsets (X Y)
r4 0 5-4 0 2 Ol r5:0 5-4 0 2 O1 r8:0 2 8 0 2-41
r9 0 5-4 0 2 O1
r11:0 2-12 0-3-41 119:0-6-0 0-4-121 r27:0-2-12 0-2-81
LOADING (pst)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) I/deft Ltd
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.34
Vert(LL) 0.09
22-23 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.53
Vert(CT) -0.09
22-23 >999 180
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.62
Horz(CT) 0.00
14 n/a n/a
BCDL 10.0
Code FBC2017ITPI2014
Matrix -MS
Weight: 736 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
11-13: 2x6 SP No.2
except end verticals.
BOT CHORDI 2x6 SP No.2 *Except`
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
2-25: 2x4 SP No.3
6-0-0 oc bracing: 17-19.
WEBS
2x4 SP No.3 `Except`
10-0-0 oc bracing: 25-27
1-28,13-14,7-19: 2x8 SP No.2
WEBS
1 Row at midpt 6-19
REACTIONS: (lb/size) 28=2770I0-8-0, 14=81210-8-0, 19=7475/0-4-12
Max Horz 28=-487(LC 6)
Max Uplift 28=-2458(LC 4), 14=-459(LC 8), 19=5671(LC 8)
Max Grav 28=3066(LC 26), 14=812(LC 1), 19=7965(LC 26)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD, 1-28=-2679/2191, 1-2=-669/606, 2-3=-682/617, 3-4=-1246/1077, 4-5=-1755/1393,
5-6=-613/404, 6-7=-1319/1797, 7-8=-1319/1797, 11-16=-458/499, 11-12=-1226/810,
12-13=-1226/810,13-14=-781/485
BOT CHORD 27-28=-216/301, 23-24=-1277/1607, 22-23=-1442/1864, 20-22=-1464/1897,
19-20=-478/634, 17-19=-1120/783, 16-17=-625/946, 15-16=-689/1028
WEBS 1-27=-2046/2564, 24-27=-972/1221, 3-27=-1800/1492, 3-24=-1199/1509, 4-24=-1131/832,
4-23=1184/1631, 5-23=-626/401, 5-22=-1045/1573, 9-17=-275/271, 11-17=-1286/785,
11-15=-140/282,12-15=-373/151,13-15=-816/1267,5-20=-2333/1822,6-20=-2419/3403,
8-19=-2183/1644, 8-17=1575/2218, 6-19=-4301/3178
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc, 2x4 - 1 row at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered 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) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=34ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding.
5) Plates checked for a plus or minus 0 degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
28=2458,14=459,19=5671.
Thomas A. Albani PE No.39360
MiTek USA, Inc. FL Cert 6634
8904 Parke East Blvd. Tampa FL 33610
Date:
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.
Design valid, for use only with MiTek®connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek`
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610
July 25,2018
i
Jolt 7
Truss
Truss Type
City
Ply
Tubito Res.
T14662116
J36494
A21G
Roof Special Girder
1
................
Job Reference (optional)
..... .. ..:— i__ _1 -a oe �n.nn.nn ono o�....o
East Coast Truss, Ft. Pierce, FL - 3494ti,
.ay ,.,,,,.,. „,.....
I D:6fllib2ybD_xVtUgJz3Juyyutka-dHjZo6LG3re8eFxD9mKdb1 gDXjdW2GgZFOQZp6yuXD8
NOTES-
9) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 3-6-12 from the left end to 29-6-12 to
connect truss(es) to front face of bottom chord.
10) Fill all nail holes where hanger is in contact with lumber.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 168 lb down and 114 lb up at 28-4-8, and 168 lb down and 114 lb up
at 30-4-8, and 168 lb down and 114 lb up at 32-4-8 on top chord, and 594 lb down and 529 lb up at 1-8-12 on bottom chord. The design/selection of such connection
device(s) is the responsibility of others.
LOAD CASES) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-4=-54, 4-5=-54, 5-8=-54, 8-9=-54, 9-1 O=54, 11-13=-54, 27-28=-20, 25-26=-20, 14-25=-20
Concentrated Loads (lb)
Vert:16=-398(F) 27=-536(F) 23=-536(F) 17=-398(F) 20=-609(F) 31=-167 32=-167 33=-167 34=-536(F) 35=-536(F) 36=-614(F) 37=-611(F) 38=-609(F) 39=-609(F)
40=-609(F) 41=-595(F) 42=-398(F) 43=459(F)
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not •
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Infohnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job r
Truss
Truss Type
City
Ply
Tubito Res.
T14662117
J36494
B01
Common Supported Gable
1
1
Job Reference o lional
1e _1 I...I....I.. .. 1..., t�l.,.l I, .I �G •17•n0.1n 7n1A Dann 1
Cast k caSt I m55, rt.
I D:6flli b2ybD_xViU g Jz3Juyyutka-5UHxOS Mug9m?GP WOjTss7 F N Sv74AnrZjUgA6LYyuXD7
8-0-0 16-0-0
8-0-0 8-0-0
04 =
5
16 15 14 13 12 11 10
1x4 11 tx4 11 1x4 11 1x4 11 1x4 11 1x4 11 1x4 11
14-6-0
Scale = 1:29.4
I0�
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 10 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 74 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins.
BOT CHORD; 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS, All bearings 13-0-0.
(lb);- Max Horz 16=174(LC 7)
Max Uplift All uplift 100 lb or less at joint(s) except 14=-144(LC 8), 15=-124(LC 5), 16=-266(LC 8), 12=-127(LC
8), 11=-146(LC 8), 10=-189(LC 5)
Max Grav All reactions 250 lb or less atjoint(s) 13, 14, 15, 16, 12. 11, 10
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASOE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=2ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left ,and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable Eri l Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) Gable studs spaced at 2-0-0 oc.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 lb uplift at joint 14, 124 lb uplift at
joint 15, 2d6 lb uplift at joint 16, 127 lb uplift at joint 12, 146 lb uplift at joint 11 and 189 lb uplift at joint 10.
9) Non Standard bearing condition. Review required.
Thomas A. Alban! PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
t„t., 0c 0n-I
uy ,
WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE.
Design valid, for use only with WOO connectors. This design is based only upon parameters shown, and is for an individual building component, not +.�q
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall /p
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V I!Tek•
is always re4uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANStfTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Tmss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Jbb
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662118
J36494
B02
Common
2
1
Job Reference o tional
tast uOast I russ, ri. rierce, rL - ayoyo,
4x4
I D:681ib2ybD_xV i Uq Jz3Juyyutka-5 UHxOSMug9m? GP WQjTss7 FN Mj717 ngTj UgA6LYyuXD7
6-6-0 1 8-0-0
4x6 =
2
7 4x8 =
5 3x4 =
3x4 II 1x4 II
Scale = 1:28.6
1�
Plate Offsets)
6-6-0
6-6-0
X Y 1:Ed a 0-1-12
12-8-0
6-2-0
7'1i-u-p '14-o-u
0-0-0 1-6-0
LOADING (psi) SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft L/d
PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25
TC 0.50
Vert(LL) -0.03
6-7 >999 240
MT20 2441190
TCDL 7.0 Lumber DOL 1.25
BC 0.31
Vert(CT) -0.07
6-7 >999 180
BCLL 0.0 Rep Stress Incr YES
WB 0.13
Horz(CT) 0.00
5 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014
Matrix -AS
Weight: 72 lb FT = 0%
LUMBER-
TOP CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied.
WEBS 2x4 SP No.3
REACTIONS'. (lb/size) 7=453/Mechanical, 5=60910-8-0
Max Horz 7=-207(LC 6)
Max Uplift 7=-293(LC 8), 5=-393(LC 8)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-500/326, 2-3=-500/331, 1-7=-393/309
BOT CHORD 6-7=-153/339
WEBS 1-6=-61/292, 3-6=-119/380, 3-5=-521/453
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girders) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 293 lb uplift at joint 7 and 393 lb uplift at
joint 5. 1
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE. •
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not p`
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek`
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH 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 36610
'Job
Truss
Truss Type
City
Ply
Tubito Res.
T14662119
J36494
B03G
Roof Special Girder
1
1
Job Reference MO.
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s may 24 2018 Na I ex Inausrnes, urc. vveu Jur 25 2:09: 12 cu r o rage r
ID:681ib2ybD_xViUgJz3Juyyutka-1sPhR7N8MmOjVjjgoquuKDfSiXxeKFbAOx fDQRyuXD5
-10-0 5- -0 8-6-0 1 -9A 5- 0 8-4-0 22-2-g 26-4.0
1-10-0 3-4-0 3-4-0 3-3-4 38-12 2-10-0 32_2 4-1-7
Scale = 1:45.5
4x6 =
--. 3x6 11 3x8 = 3x10 4x4 NAILED NAILED 3x4 = 3x4 = 3x41= 3x4 =
= =
3x4
Special NAILED
U24
1-6-0 1- 0 5-2-0 1 -9-4
1�-0 D-0 3d-0 6-7-4
5�-0
3-8-12
20-0-0 2 -6-D 2 1 0 26-04 0
4-6-0 4-6.0 0-4-
Plate Offsets MY)— — 6:0-5-4 0-2-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl Lld
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.48
Vert(LL) 0.20
15 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.59
Vert(CT) -0.20
15-16 >999 180
BCLL 0.0
Rep Stress Incr NO
WB 0.76
Horz(CT) 0.04
11 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 142 lb FT = O%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-8-9 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 4-9-5 oc bracing.
WEBS 2x4 SP No.3 *Except*
5-15: 2x6 SP No.2
REACTIONS. (lb/size) 11=1107/0-8-0, 17=1132/0-8-0
Max Horz 17=-170(LC 6)
Max Uplift 11=-815(LC 8), 17=-1052(LC 8)
Max Grav 11=1107(LC 1), 17=1161(LC 39)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown!
TOP CHORD 2-3=-1317/1089. 3-4=-1174/1027, 4-5=-2296/2005, 5-6=-2296/2005, 6-7=-2348/2018,
7-8=-1205/987
BOT CHORD 15-16=-1502/1932, 14-15=-1541/2031, 12-14=-729/1071, 11-12=612/840
WEBS 3-16=-265/395, 6-14=-1399/1268, 7-14=-1515/1782, 8-12=-168/332, 8-11 =-1 250/953,
2-17=-1125/1002, 2-16=970/1205, 4-16=-947/846, 4-15=449/655, 6-15=446/458
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=26ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60,plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 815 lb uplift at joint 11 and 1052 lb uplift
at joint 17.
8) Use Simpson Strong -Tie U24 (4-10d Girder, 2-10dxl 1/2 Truss, Single Ply Girder) or equivalent at 11-9-4 from the left end to
connect truss(es) to front face of bottom chord.
9) Fill all nail holes where hanger is in contact with lumber.
10) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines.
11) Hanger(6) or other connection device(s) shall be provided sufficient to support concentrated load(s) 82 lb down and 67 lb up at
5-2-0 on (bottom chord. The design/selection of such connection device(s) is the responsibility of others. Thomas A, Albani PE No.39380
12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
LOAD CASE(S) Standard Date;
July 25,2018
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. !
Design valid for use only with MiTek® connectors. This design is basedonly upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and., property incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always reijuired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662119
J36494
B03G
Roof Special Girder
1
1
Job Reference o tional
East Coast Truss, i Ft. Fierce, FL - 34`J4b, u— .'.,ay �-, ��,,, ,.,,, �� ,,,,.,.�.,,�,. ............ ..... �., , ..,....
ID:6fllib2ybD_xViUgJz3Juyyutka-1 sPhR7N8MmOjVjgoquuKDfSiXxeKFbAOx_fDQRyuXD5
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 3-6=-54, 6-7=-54, 7-10=-54,18-21=-20
Concentrated Loads (lb)
Vert: 3=-10(F) 16=42(F) 15=-291(F) 24=-10(F) 25=-10(F) 26=-10(F) 27=0(F) 28=0(F) 29=0(F)
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE.
Design validfor use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall q
building design. Bracing indicated is to prevent truckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I VI iTek•
is always re4uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610
.I
Jbb
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662120
J36494 I
B04
Roof Special
1
1
Job Reference foqlonal
East L;oast I truss, I-t. Pierce, I-L - arlavo, �, , _ ..,, . _„ _. ..-- _-• -- .-•_-.. _ -- . _ . _ _ -
i ID:6fllib2ybD xViUgJz3Juyyutka-V3y4eTOm749a7sE?OCPZII?vILOc ?Q9AeOmytyuXD4
1. 0-0 7-2-0 2.4-0 17-6-0 8-4• 2614-0
1-10-0 5-4•o - s2•o s-z-o -10-0 &ao
Scale = 1:45.5
4x6 =
48 = 4x4 =
3x4 = 6
t4 o n
3x4 - 1x4 II 4x4 = 3x4 = US = 3x4 3x4
= 3x4 = =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
floc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.35
Vert(LL) 0:08
11-12 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.46
Vert(CT) -0.13
9-11 >999 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.95
Horz(CT) 0.03
9 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Weight: 142 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied.
WEBS I 2x4 SP No.3
(lb/size) 9=974/0-8-0, 14=974/0-8-0
Max Horz 14=-170(LC 6)
Max Uplift 9=-625(LC 8), 14=-714(LC 8)
FORCES. (1b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1083/693,3-4=-1259/923,4-5=-1068/787,5-6=-1170/844,6-7=-288/260
BOT CHORD 13-14=-157/256, 12-13=-460/922, 11-12=-699/1259, 9-11=-472/897
WEBS 3-12=-296/447, 4-11=-288/192, 5-11=-595/392, 6-11=-467/914, 6-9=-936/490,
7-9=-360/421, 2-14=-878/714, 2-13=-494/873
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=26ft; eave=4ft; Cat.
Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60� plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 625 lb uplift at joint 9 and 714 lb uplift at
joint 14. i
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Alban! PE No.39380
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Do
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII 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 36610
Jobc —
Truss
Truss Type
Qty ,,
Ply
Tubito Res.
T14662121
J36494
B05
Hip
1
1
Job Reference (optional)
.. 1n I...J I,.1 79 17•nD•!A 7r1!A n DanI
East Coast Truss, Ft. Pierce, FL - 34946, �•��� a'riny " —. I ' . `n n U "'""' "'"' ` -
ID:6fllib2ybD_xViUgJz3Juyyutka-zF WSrpPPuNHRkOpByJwol4YOzkLwjckI P18KUJyuXD3
-a- y_ -0 -2-0 21- -9 It 4-0
4 8 7 4-5-9 8.0.0 4-69 4.8-7
0
4x8 =
4x6 =
3x4 = 3x4 = axa
Scale = 1:44.7
LOADING (psf) SPACING- 2-0-0
CSI.
DEFL.
in (loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25
TC 0.61
Vert(LL)
-0.06 11-12 >999 240 MT20 2441190
TCDL 7.0 Lumber DOL 1.25
BC 0.52
Vert(CT)
-0.13 11-12 >999 180
BCLL 0.0 Rep Stress Incr YES
WB 0.31
Horz(CT)
0.03 9 n/a n/a
Weight: 1361b FT=O%
BCDL 10.0 Code FBC2017/TP12014
Matrix -AS
LUMBER-
TOP CHOR I 2x4 SP No.2
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2
BOT CHORD Rigid ceiling directly applied.
WEBS j 2x4 SP No,3
WEBS
1 Row at midpt 4-11
1
REACTIONS. (lb/size) 13=974/0-8-0, 9=974/0-8-0
Max Horz 13=195(LC 7)
Max Uplift 13=-714(LC 8), 9=-625(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
rt
TOP CHORD 3-4=-1048/716, 4-5=-903/719, 5-6=-10481722
BOT CHORD 12-13=-434/857, 11-12=-428/917, 9-11=-456/762
WEBS 3-13=-1017/747,6-9=-1017/701
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=26ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60, plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss 'has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 714 lb uplift at joint 13 and 625 lb uplift
at joint 9.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A, Alban! PE No.39380
MiTek USA, Inc. FL Cert 6034
6904 Padre East Blvd. Tampa FL 33610
Date:
July 25,2018
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. •
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not p`
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Infoirmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job-t
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662122
J36494
BO6
ROOF TRUSS
1
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946. 8.220 s may 24 20i8 MII I ex industries, inc. vved uw 25 tt:ua: ry cu to rage
I D:6fl Iib2ybD_xViUgJz3Juyyutka-zF WSrp P Pu N H RkOp ByJwol4Y?dkFdjZ71 P l8KUJyuXD3
s -s 1-2-0 5 -0 1 - -8 26-4-0
9-1-8 2-0-8 4-0.0 2-0-8 9-1-8
Scale = 1:44.7
3
7x6 =
7x6 = 2x4 =
2x4 = 5 R 7
10 [.
d
16 3x4 3x4 = iY •- -n
3x4 = 1x4 II 4x4 = 4x4 = = 1x4 II 3x4 =
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in (loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.70
Vert(LL)
-0.47 14-16 >57,5 240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.92
Vert(CT)
-0.53 14-16 >516 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.48
Horz(CT)
0.02 11 n/a n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix -AS
Attic
-0.30 13-14 339 360
Weight: 128 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD' 2x4 SP No.2
`Except`
BOT CHORD Rigid ceiling directly applied.
12-15: 2x4 SP No.1
WEBS
1 Row at midpt 4-7
WEBS 2x4 SP No.3
REACTIONS! (lb/size) 16=1058/0-8-0, 11=1058/0-8-0
Max Horz 16=238(LC 7)
Max Uplift 16=-664(LC 8), 11=-575(LC 8)
Max Grav 16=1082(LC 14), 11=1082(LC 15)
I
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-309/138, 2-3=-1355/588. 3-4=-1102/645, 5-6=-147/290, 7-8=-1102/644,
8-9=-1355/589, 9-10=-316/141
BOT CHORD: 1-16=-161/329, 14-16=-344/561, 13-14=-333/1188, 11-13=-174/334, 10-11=-174/334
WEBS 2-16=-1066/713,9-11=-1066/662,3-14=0/291,2-14=-252/1194,8-13=0/291,
9-13=-255/1200,4-17=-1408/827,17-18=-13901828,7-18=-1408/826
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=26ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
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) Ceiling dead load (5.0 psf) on member(s). 3-4, 7-8. 4-17, 17-18, 7-18
8) Bottom chord live load (20.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-14
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 664 lb uplift at joint 16 and 575 lb uplift
at joint 11.
10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. '
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
d truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I VI!Tek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 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 36610
Job
Truss
Truss Type
Qty
Ply
Tubilo Res.
T14662123
J36494
B07
ROOF TRUSS
8
1
Job Reference o tional
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s may 24 2018 MI I ex mcustries, Inc. Wed Jul 25 12:09:15 wta rage 1
ID:6fllib2ybD_xViUgJz3Juyyutka-SR4g39P1 fhPIMAONVI R1 g145g8abS2USdyttl myuXD2
9.1-8 i 13-2-0 17-2-8
9-1-8 4-0-8 4-0-8 9-1-8
4x4 =
Scale = 1:45.8
1
1
9 I
O .�
r15
14
11
r1�
1x4 II
3x4=
13
3x4 = 4x4 =
12
4x4 =
3x4 =
0
1x4 -II 3x4 =
1-8-0 1- 0 0
24-6-0
10 0 26-4-0
IT. 0�
7-3-8
8-1-0
7-3-8
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.99
Vert(LL)
-0.54 13-15
>507
240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.94
Vert(CT) -0.64 13-15
>426
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.34
Horz(CT) 0.02 10
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Attic
-0.33 12-13
300
360
Weight: 128 lb FT = 0%
LUMBER- I BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 `Except` BOT CHORD
I 11-14: 2x4 SP No.1 JOINTS
WEBS 2x4 SP No.3
REACTIONSI. (lb/size) 15=105810-8-0, 10=1058/0-8-0
Max Horz 15=280(LC 7)
Max Uplift 15=-664(LC 8), 10=-575(LC 8)
Max Grav 15=1073(LC 14), 10=1073(LC 15)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-339/151, 2-3=-13431571, 34=-1082/633, 4-5=-139/329, 5-6=-141/328,
6-7=-1082/631, 7-8=-1343/572,8-9=-346/155
BOT CHORD 1-1 5=-1 76/381, 13-15=-376/635, 12-13=314/1167, 10-12=-200/387, 9-10=-200/387
WEBS 2-15=-10771720, 8-1 0=-1 077/669, 3-13=01299, 2-13=-18211138, 7-12=0/299,
8-12=-18011144, 4-16=-1437/869, 6-16=-14371869
Structural wood sheathing directly applied.
Rigid ceiling directly applied.
1 Brace at Jt(s): 16
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=26ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a jive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7. 4-16, 6-16
7) Bottom chord live load (20.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-13
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 664 lb uplift at joint 15 and 575 lb uplift
at joint 10.1
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE.
Design validifor use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ��-��•iYYiiii
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt 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 36610
Job
Truss
Truss Type
City
Ply
Tubito Res.
I
� T14662124
J36494
BOB
Common
1
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, u.zzu s May z4 zul is ml I etc industries, Inc. vied ,tut 20 s 2:09:1 b 20 i d rage i
ID:6fllib2ybD xViUgJz3Juyyulka-WeeCGVQfQ?X9_KzZ3kyGNVdJOY3GBS7bscdQZCyuXD1
6-8-7 13-2-0 14-0-0
-6-8-7 6-5-9 b-10-0�
5x5 =
3x4 11
4 5
8 3x4 = 3x4 = 13 6
3x4 = 3x4 =
LOADING (psf)
SPACING- 2-0-0
CSI.
TCLL 20.0
Plate Grip DOL 1.25
TC 0.80
TCDL 7.0
Lumber DOL 1.25
BC 0.33
BCLL 0.0 '
Rep Stress Incr YES
WB 0.57
BCDL 10.0
Code FBC2017rTP12014
Matrix -AS
LUMEIER.
TOPCHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS . 2x4 SP No.3
REACTIONS I. (lb/size) 6=434/0-8-0, 8=591/0-8-0
Max Horz 8=513(LC 7)
Max Uplift 6=-309(LC 5), 8=-450(LC 8)
Max Grav 6=562(LC 13), 8=591(LC 1)
i
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-454/409, 4-5=-336/242, 5-6=-362/211
BOT CHORD 7-8=-428/542
WEBS 3-7=-284/336, 4-7=-376/535, 3-8=-543/315, 2-8=-2031255, 4-6=-6651623
14-M
DEFL. in floc) I/defl Ud
Vert(LL) -0.04 6-7 >999 240
Vert(CT) -0.08 6-7 >999 180
Horz(CT) -0.01 6 n/a n/a
Scale = 1:42.2
PLATES GRIP
MT20 244/190
Weight: 91 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD Rigid ceiling directly applied.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss bas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint 6 and 450 lb uplift at
joint 8.
7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
I111,1 7F 701R
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTeKV connectors. This design is based only upon parameters shown, and is for an individual building component, not •
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always re4uired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job I '
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662125
J36494
B09G
Common Girder
1
Job Reference o tional
East Coast Truss, Ft. Pierce, FL - 34946, o.«u s sway 24 cu i o wu i en a wuxnuea, n w. vvcu uui i ° aye ,
ID:6flIib2ybD xViUgJz3Juyyutka-OgCaUrRHBIfOcUYmdRUVvj9aSyN_wpA15GM_5eyuXDO
4-1-0 7-10-8 11-8-0 _ 12-6-0,
4-1-0 3-9-8 3-9-8 b-10-0
5x6 =
4x
Scale = 1:43.9
9 ° 6
4x10 M18SHS II 7x8 = HUS26 8x8 = HUS26 6x6 =
HUS26 HUS26 HUS26 HUS26
12.6-0
4-1-0 3-9-8 4-7-8
Plate Offsets i(X Y)16.0 2 12 0 4 81 17:0 4 0 0-4 121 18:0-2-80-4-81
LOADING (PsSD
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.40
Vert(LL) 0.09 6-7 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.49
Vert(CT) -0.11 6-7 >999 180
M18SHS 2441190
BCLL 0.0
Rep Stress Incr NO
WB 0.90
Horz(CT) 0.01 6 nla n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 218 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-4 oc purlins,
BOT CHORD 2x6 SP SS except end verticals.
WEBS
2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 9-.7-1 oc bracing.
4-7: 2x4 SP No.2, 1-9: 2x8 SP No.2, 5-6: 2x6 SP No.2
REACTIONS''. (lb/size) 9=5631/0-8-0, 6=5609/0-8-0
Max Horz 9=507(LC 7)
Max Uplift 9=-3607(LC 8), 6=-3634(LC 5)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) orless except when shown.
TOP CHORD 1-2=-5965/3798, 2-3=4011/2617, 3-4=-4029/2755, 4-5=541/460, 1-9=-3905/2505,
5-6=-719/547
BOT CHORD B-9=-1105/1173, 7-8=-3553/5290, 6-7=452/476
WEBS 2-8=-1329/2067, 2-7=-2200/1473, 3-7=-260/279, 4-7=4208/6368, 1-8=-2724/4411,
4-6=-3326/2277
NOTES-
1) 2-ply truss;to be connected together with 1Od (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
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: ASC,E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60!plate grip DOL=1.60
5) All plates are MT20 plates unless otherwise indicated.
6) Plates checked for a plus or minus 0 degree rotation about its center.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3607 lb uplift at joint 9 and 3634 lb uplift
at joint 6.
10) Use Simpson Strong -Tie HUS26 (14-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at
Thomas A. Alban) PE No.39380
1-3-4 frorn the left end to 11-3-4 to connect truss(es) to back face of bottom chord.
Mi7ek USA, Inc. FL Cert'6634
11) Fill all nail holes where hanger is in contact with lumber.
6904 Parke East Blvd. Tampa FL 33610
Date:
LOAD CASE(S) Standard
I
July 25,2018
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not •
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V I iTek•
is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job t a
Truss
Truss Type
Oty
Ply
Tubito Res.
T14662125
J36494
B09G
Common Girder
1
Job Reference (optional)
East Coast Truss, Ft. tierce, FL - 3494b, o.ccu a wray cv w 1 o 6
ID:6fllib2ybD_xViUgJz3Juyyutka-OgCaUrRHBIfOcUYmdRUVvj9aSyN_wpA15GM_5eyuXDO
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Lloads (plf)
Vert: 1-4=-54, 4-5=-54, 6-9=-20
Concentrated Loads (lb)
Vert: 10=1724(B)11=-1724(B)12=-1727(B)13=-1727(B) 14=-1 727(B) 15=-1 727(B)
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1010312015 BEFORE USE. '
Design validifor use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek•
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
J36494
t Truss Truss Type
Cot Common Supported Gable
cuss. Ft. Pierce, FL-34946,
10-0-0
4x4 =
6
Ply I Tubilo Res.
T14662126
1 1 1
8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:18 2018 Page 1
ID:6fllib2ybD_xViUgJz3Juyyutka-sOmzhBSvycnsDe7yB9?kSwigsMocfr6uKw6Xd5yuXD?
20-0-0
10-0-0
Scale = 1:35.8
1x4 II 1x4 II
10
2
11
1
=
3x4 = 3x4
20 19 18 17 16 15 14 13 12
1 x4 11 1 x4 I I 1 x4 I I 1 x4 11 1 x4 1 x4 I I 1 x4 I I 1 x4 I 1 x4 11
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.10
TCDL
7.0
Lumber DOL
1.25
BC 0.15
BCLL
0.0
Rep Stress Incr
YES
WB 0.09
BCDL
10.0
Code FBC2017fTP12014
Matrix-S
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 1 2x4 SP No.3
DEFL.
in floc)
I/defl
L/d
PLATES GRIP
Vert(LL)
n/a
n/a
999
MT20 244/190
Vert(CT)
n/a
n/a
999
Horz(CT)
0.00 12
n/a
n/a
Weight: 100 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS: All bearings 17-0-0.
(lb;_ Max Horz 20=216(LC 7)
Max Uplift All uplift 100lb or less atjoint(s) except 17=-125(LC 8), 18=-140(LC 8), 19=-134(LC 5), 20=-263(LC
8), 15=129(LC 8), 14=122(1_C 8), 13=-148(LC 8), 12=-196(LC 5)
Max Grav All reactions 250 lb or less at joint(s) 16, 17, 18, 19, 20. 15, 14, 13, 12
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASQE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=2ft; Cat.
II; Exp C; Encl., GCpi=0.1 B; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSIIrPI 1.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) Gable studs spaced at 2-0-0 oc.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 17, 140 lb uplift at
joint 18, 134 lb uplift at joint 19, 263 lb uplift at joint 20, 129 lb uplift at joint 15, 122 lb uplift at joint 14, 148 lb uplift at joint 13 and 196
lb uplift at joint 12.
9) Non Standard bearing condition. Review required.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6834
6904 Parke East Blvd. Tampa FL 33610
Date;
July 25,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB.89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qly
Ply
Tubito Res.
T14662127
J36494
CO2
Roof Special
2
1
Job Reference o tional
East Coast Truss, Ft. Pierce, FL - 34946. 8.220 s may 24 2018 Mt I eK InaUSIDes, Inc. Wed Jul 20 12:09:19 2018 rage t
ID:6fllib2ybD_xViUgJz3Juyyutka-KDKLvXTXiwvjrni8ksWz?8FW4YOrA1 Yar5AXyuXD_
2-2-0 10-0-0 17-10-0 20-0-0
2-2-0 7-10-0 7-10-0 2-21
I=1
4x6 =
Scale = 1:35.8
N
5
i 8 0 3x4 =
3x4 = 5x5 = 5x5 zz
0-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.58
Vert(LL) -0.11
6-7 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.42
Vert(CT) -0.22
6-7 >839 180
BCLL 0.0
Rep Stress Incr YES
WB 0.42
Horz(CT) 0.07
6 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -AS
Weight: 96 lb FT = 0%
LUMBER- I
BRACING -
TOP CHOR 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied.
WEBS 2x4 SP No.3 "Except"
4-6,2-8: 2x6 SP No.2
REACTIONS. (lb/size) 8=740/0-8-0, 6=740/0-8-0
Max Horz 8=-208(LC 6)
j Max Uplift 8=-581(LC 8), 6=471(LC 8)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1128/565, 3-4=-1128/564
BOT CHORD 1-8=-125/263, 7-8=-281/394, 5-6=-170/261
WEBS 3-7=-66/571, 4-7=-252/993, 4-6=-667/590, 2-7=-330/882, 2-8=-682/629
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.6d plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 581 lb uplift at joint 8 and 471 lb uplift at
joint 6.
7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert:6634
6904 Parke East Blvd. Tampa FL 33610
Date;
July 25,2018
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. q!
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall Sol'
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ' M iTeW
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610
I
Job
Truss
Truss Type
City
Ply
Tubito Res.
T74662128
J36494
CO3
Roof Special
1
1
�
Job Reference o tional
East Coast Truss, Ft. Pierce, FL - 34946, o.ccu s rway cv cu io rvu i — u,USLF.65, ,,C. . , �u
ID:6fllib2ybD_xViUgJz3Juyyutka-oPuj6sT9TD1aTxHLIa1CXLn2y9PW7H4BnEbehzyuXCz
2-2-0 10-0-0 14-10-0 18-4-12
2-2-0 7-10-0 4-10-0 3-6-12
Scale = 1:35.7
4x6 =
B SXb
3x4 = 5x5
1-0-0
LOADING (psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 7.0 Lumber DOL 1.25
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 Code FBC2017/TPI2014
i
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 `Except`
2-8: 2x6 SP No.2
OTHERS I 2x8 SP No.2
REACTIONS. (lb/size) 8=761/0-8-0, 13=54510-6-12
Max Horz 8=219(LC 7)
Max Uplift 8=-582(LC 8), 13=-358(LC 8)
10-0-0 14-10-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TC 0.58
Vert(LL) -0.11 7-8 >999 240
MT20 244/190
BC 0.50
Vert(CT) -0.22 7-8 >861 180
WB 0.51
Horz(CT) 0.06 13 n/a n/a
Matrix -AS
Weight: 96 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD Rigid ceiling directly applied.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-11821658, 3-4=-11231684, 6-9=-295/472, 5-9=-295/472
BOT CHORD 1-8=-135/266, 7-8=275/343, 6-7=-556/891
WEBS 2-8=-697/674, 2-7=-396/919, 3-7=-226/624, 4-7=-1081278, 4-6=-962/702,
5-13=-575/378
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss1has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 582 lb uplift at joint 8 and 358 lb uplift at
joint 13.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrockibe applied directly to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not •
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p �g�-�.YY`
building destign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing l V I iTei[�
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, ;storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Into available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Truss Truss Type IOty IPly I Tubito Res.
T14662129
J36494 IC04 lRoof Special
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:21 2018 Page 1
ID:6fllib2ybD_xViUgJz3Juyyutka-GbR5JCUoEX9R45sXsHYR4ZKCaZjNsgmKOuKBDPyuXCy
2-2-0 10-0-0 12-10-0 18-4-12
2_2 0 7-10-0 2-10-0 5-6-12
I
0
O
4x6 =
B JXO
3x4 = 5x5
LOADING (psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
1.25
BCLL
10.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2017/TPI2014
LUMBER-'
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.3 *Except*
2-8: 2x6 SP No.2
OTHERS
2x8 SP No.2
REACTIONS.
(lb/size) 8=761/0-8-0, 13=545/0-6-12
Max Horz 8=221(LC 5)
Max Uplift 8=-569(LC 8), 13=-371(LC 8)
Scale = 1:35.7
CSI.
DEFL. in floc) I/deft Ud
PLATES GRIP
TC 0.59
Vert(LL) -0.11 7-8 >999 240
MT20 2441190
BC 0.53
Vert(CT) -0.22 7-8 >852 180
WB 0.74
Horz(CT) 0.07 13 n/a n/a
Matrix -AS
Weight: 101 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD Rigid ceiling directly applied.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-11771679, 3-4=-1084/722, 6-9=-227/398, 5-9=-227/398
BOT CHORD 1-8=-138/264, 7-8=-288/313, 6-7=-639/1009
WEBS 2-8=-701/683, 2-7=-412/910, 3-7=-306/637, 4-6=-1033/727, 5-13=-561/384
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates chlpcked for a plus or minus 0 degree rotation about its center,
5) This truss has been designed for a 10.0 psf bottom chord jive 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) 13 considers parallel to grain value using ANSIfTPI 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 569 lb uplift at joint 8 and 371 lb uplift at
joint 13.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrocli be applied directly to the bottom chord.
Thomas A. Albani PE No.39360
MiTek USA, Inc. FL Cent 6634
6904 Parke East Blvd. Tampa FL 33610
Date;
July 25,2018
WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �■�•YY
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek*
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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, Alexandda, VA 22314. Tampa, FL 36610
dob
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662130
J36494
C05
Roof Special
1
1
Job Reference (optional)
1 W d J 125 12.09.21 2018 Pa e 1
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MITek Industnas, nc. e u . . g
I D:6fl Iib2ybD_xVi UgJz3Juyyutka-Gb R5JC UoEX9R45sXs HYR4ZKD5Zj8siC KOu KBDPyuXCy
2-2-0 10-0-0 0-10-0 18-4-12
2-2-0 7-10-0 0-10-0 7-6-12
4x6 =
i 3 4 46 =
6x8 =
sxa =
8 9X4
3x4 = 5x5
1-0-0 -2-0 10-0-0 184-12
1.6-0 -8-0 7-10-0 84-12
Plate Offsets (X.Y)— 11:0-0-0 0 0 131 15.0 2 12 0 2 121
LOADING (ipsf)
SPACING-
2-0-0
CSI.
DEFL.
in
floc)
I/defl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.55
Vert(LL)
-0.11
7-8
>999
240
TCDL 7.0
Lumber DOL
1.25
BC 0.54
Vert(CT)
-0.23
7-8
>839
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.58
Horz(CT)
-0.09
13
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -AS
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS I 2x4 SP No.3 *Except* WEBS
2-8: 2x6 SP No.2
2x8 SP No.2
OTHERS
REACTIONS. (lb/size) 8=761/0-8-0, 13=545/0-6-12
Max Horz 8=251(LC 5)
I Max Uplift 8=-552(LC 8), 13=-392(LC 5)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-11931706, 3-4=-1058/740, 6-9=-198/354, 5-9=-198/354
BOT CHORD 1-8=-131/252, 7-8=-308/280, 6-7=-782/1058
WEBS 1 2-8=-705/679, 2-7=-452/940, 3-7=-442/706, 4-6=-1057/760, 5-13=-556/403
Scale = 1:35.7
PLATES GRIP
MT20 244/190
Weight: 107 lb FT = 0%
Structural wood sheathing directly applied, except end verticals.
Rigid ceiling directly applied.
1 Row at midpt 4-6
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; �Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This trussihas 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 joints) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 552 lb uplift at joint 8 and 392 lb uplift at
joint 13. i
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock, be applied directly to the bottom chord.
Thomas A, Albani PE No.39380
MiTek USA; Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July LJ,LV I V
® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. '
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek`
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,lstorage, delivery, erection and bracing oftrusses and truss systems, see ANSIITP11 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, Alexandra, VA 22314. Tampa, FL 36610
J36494
s Type
Hip
Qty Ply Tubito Res.
1 1
T14662131
Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:22 2018 Page 1
I D:6fl I ib2ybD_xViUgJz3J uyyutka-ko?TXYVQ?rH [i FQj Q?3gcmlPcz3Zb7DUEY4]lsyuXCx
2-2-0 6-8-0 11-2-0 18-4-12
2-2-0 4-6-0 4-6-0 7-2-12
1 3x4 = 5x5
6x8 = Scale = 1:41.1
6x8 =
5x5 = 5x8 =
4 14 5
LOADING (PI sf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.50
Vert(LL)
-0.10
7-8
>999
240
TCDL
�.0
Lumber DOL
1.25
BC 0.53
Vert(CT)
-0.21
7-8
>890
180
BCLL
0.0
Rep Stress Incr
YES
WB 0.72
Horz(CT)
-0.09
13
n/a
n/a
BCDL
10.0
Code FBC2017/TPI2014
Matrix -AS
LUMBER- I BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS I 2x4 SP No.3 *Except* WEBS
2-8: 2x6 SP No.2
2x8 SP No.2
(lb/size) 8=761/0-8-0, 13=545/0-6-12
Max Horz 8=291(LC 8)
Max Uplift 8=-531(LC 8), 13=-408(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-1103/676, 6-9=-231/384, 5-9=-231/384
BOT CHORD 7-8=-835/1094, 6-7=-576/767
WEBS ! 2-8=-236/297, 3-8=-1134/805, 4-7=-432/785, 4-6=-818/609; 5-13=-551/413
OTHERS
PLATES GRIP
MT20 244/190
Weight: 112 lb FT = O%
Structural wood sheathing directly applied, except end verticals.
Rigid ceiling directly applied.
1 Row at midpt 4-6
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C;'Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
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) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 531 lb uplift at joint 8 and 408 lb uplift at
joint 13.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrocl� be applied directly to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cott 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated into 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
fabricationf storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 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 36610
Uob • t
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662132
J36494
C07
Half Hip
1
1
Job Reference o tional
.. i.,.. r-a I zc �z•nozz on�a o�r,o
East Coast Truss, Ft. Pierce, FL - 34946. o.«o ..-Y �� ���• --• -- •-•_-•-- -_ ._ . _,_ .
I D:6fllib2ybD_xViUgJz3Juyyutka-D_ZskuW2m8P9KP?wzibv9_PaSNPeKYZdTCplllyuXCw
2-2-0 7-8-0 13-2-D 184-12
2-2-0 5-6-0 5-6-0 5-2-12
Scale = 1:45.4
6x8 =
5x5 = 5x8 =
14
8 4.uu 1 1L 4X4
3x4
Sx5
=
1-6-0 -2-0 10-0-0 13-2-0 18-4-12
-8-0 7-10-0 3-2-0 5-2-12
Plate Offsets (X Y)11.0 0 0 0 0 131 f4.0 2 8 0 2 41 f5:0 2 12 0-2-121
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d
PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.10 6-7 >999 240
MT20 244/190
TCDL !7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.22 6-7 >878 180
BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) -0.08 13 n/a n/a
BCDL 10.0 Code FBC2017rTP12014 Matrix -AS
Weight: 119 lb FT = 0%
LUMBER- 1 BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly
applied, except end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 3-8
2-8: 2x6 SP No.2
OTHERS 2x8 SP No.2
REACTIONS. (Ib/size) 8=761/0-8-0, 13=545/0-6-12
Max Horz 8=353(LC 8)
Max Uplift 8=-507(LC 8), 13=-433(LC 8)
Max Grav 8=761(LC 1), 13=557(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-1128/686, 6-9=-324/465, 5-9=-324/465
BOT CHORD 7-8=-928/1209, 6-7=-348/469
WEBS 2-8=-280/341, 3-8=1191/788, 3-7=-154/282, 4-7=-585/936, 4-6=-636/521,
5-13=-560/435
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss'Ihas 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) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity cf bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 507 lb uplift at joint 8 and 433 lb uplift at
joint 13. '
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock'be applied directly to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Ced 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall �■�•YY
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-99 and SCSI Building Component 6904 Parke East Blvd.
Safety Infomtation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
'Job t t-
Truss
Truss Type
Qty
Ply
Tubito Res.
I
T14662133
J36494
C08
Half Hip
1
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946. 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:24 2018 Page 1
I D:6fllib2ybD_xViUgJz3Juyyutka-hA7EyEWgXSXOxZa6XQ68iByllmlm3_znisZsgkyuXCv
2-2-0 8-8-0 15-2-0 18 4-12
2-2-0 6-6-0 6-6-0 3-2-12
11
5x5 = 5x8 = Scale = 1:47.4
4 14 5
6x8 =
m O
7
e
6x8 =
13 Iy N
8 4.00 112 4x4
3x4 = 5x5
1-G-0 -2- 10.0-0 15-2-0 184-12
1-G-0 -8- 7-10-0 5-2-0 3-2-12
Plate Offsets, (X Y) 11:0-0-0 0-0-131 14:0-2-8 0-2-41 15:0-2-12 0-2-121
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.49
Vert(LL)
-0.11
6-7
>999
240
TCDL 4.0
Lumber DOL
1.25
BC 0.55
Vert(CT)
-0.23
6-7
>827
180
BCLL 0.0 -
Rep Stress Incr
YES
WB 0.84
Horz(CT)
-0.08
13
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
LUMBER- i
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.3 *Except*
2-8: 2x6 SP No.2
OTHERS
2x8 SP No.2
REACTIONS. (lb/size) 8=761/0-8-0, 13=545/0-6-12
Max Horz 8=415(LC 8)
Max Uplift 8=-478(LC 8), 13=-461(LC 8)
Max Grav 8=761(LC 1), 13=585(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-1207/759, 6-9=-448/572, 5-9=-448/572
BOT CHORD 7-8=-972/1278, 6-7=-205/281
WEBS 2-8=-331/395, 3-8=-1192/712, 3-7=-224/342, 4-7=-801/1143, 4-6=-606/539,
5-13=-586/462
PLATES GRIP
MT20 2441190
Weight: 128 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD Rigid ceiling directly applied.
WEBS 1 Row at midpt 3-8
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASGE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
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 aUjoint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 478 lb uplift at joint 8 and 461 lb uplift at
joint 13. 1
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc, FL Cert 6634
6904 Padre East Blvd. Tampa FL 33610
Date;
July 25,2018
® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. r'
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not p`
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek*
I
s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 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 36610
Job ' '
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662134
J36494
C09
Half Hip
1
1
Job Reference o tional
i.a oc �o•no.oc �n�c o�..e �
Last (oast I Russ, rt. rierce, rL - JqVD. "•' --- " •••-� - --'- ""' -" "'----"- ----- - - - - -
I D:6fllib2ybD—xViUgJz3Juyyutka-9Mhc9aXllmftZi9l57dNEPVxVA4LoUSwxWI PMByuXCu
19-0-6
2-2-
8-3-9 14-5-2 17-2-0 _ 7.11-10
2-2-0 6-1-9 6-1-9 2-&14 0.9-10'1-0-13 '
5x5 = 3x4 II
5 6
13 " '.
5x5 - 4.00 12 2x4 I tx4 II
3x4 = 7x8 =
19-M
1.6-0 -2-0 10-0-0 145-2 17-11-10 19-0.1
1.6-0 8-0 7-10 o 4-52 3b-8 t-041
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.40
Vert(LL)
-0.12 12-13
>999
240
TCDL
7.0
Lumber DOL
1.25
BC 0.59
Vert(CT)
-0.26 12-13
>779
180
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.69
Horz(CT)
0.07 7
n/a
n/a
BCDL
1b.0
Code FBC2017ffP12014
Matrix -AS
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 *Except* BOT CHORD
1 4-11: 2x4 SP No WEBS
2x4 SP No.3 *Except`
6-7,2-13: 2x6 SP No.2
WEBS
REACTIONS. (lb/size) 7=605/0-9-10, 13=786/0-8-0
Max Horz 13=636(LC 5)
Max Uplift 7=-474(LC 5), 13=-582(LC 8)
Max Grav 7=690(LC 13), 13=786(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-1256t771, 4-5=-414/499
BOT CHORD 12-13=-1109/1424, 9=12=-384/467, 4-9=-742/576
WEBS 2-13=-314/377, 3-13=-12631784, 3-12=-177/304, 4-12=758/1112, 5-9=-588/731,
5-7=621 /473
Scale = 1:54.1
PLATES GRIP
MT20 244/190
Weight: 143 lb FT = 0%
Structural wood sheathing directly applied, except end verticals.
Rigid ceiling directly applied.
1 Row at midpt 3-13
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 474 lb uplift at joint 7 and 582 lb uplift at
joint 13.
8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A, Albani.PE No.39360
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
luly 75 2018
®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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 36610
Job t
Truss Type
Qty
Ply
Tubito Res.
T14662135
J36494
Puss
0
Half Hip
1
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25-:09.26 2018 Page 1
ID:6fllib2ybD_x\ iUgJz3Juyyutka-dZF, NwYw33nkBskUfg8cncl77aQPXug39A2yvdyuXCt
9
2-2-0 i 7.9-9 i 13-5-2 18-2-0 18-9-3 i
r 2-2-0 5-7-9 5-7-9 4-8-14 d-7-1
1-0-13
5x5 = 3x4 11 Scale = 1:57.3
7
I?
q
14
4.00 FIT
12
11
5x5 =
2x4 II
1x4 II
I 3x4 =
19.10-0
1-6-0 -z-0 10-0-0
!it
13 :2
1&9-3
9-s-11
8-0 7-10-0
3S2
5-0-1
1-0-8
0-0-5
Plate Offsets (X Y)
16:0 2 8 0 2-41 18:0 2 4 0 2 121 110.0 5-4 0-2-01
LOADING (pso
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Ildefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.34
Vert(LL) -0.12
13-14 >999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.60
Vert(CT) -0.26
13-14 >799
180
BCLL 0.0
Rep Stress Incr YES
WB 0.88
Horz(CT) -0.07
8 n/a
n/a
BCDL 10.0
i
Code FBC2017/TPI2014
Matrix -AS
Weight: 149 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood
sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 *Except*
BOT CHORD
Rigid ceiling directly applied.
5-12: 2x4 SP No.3
WEBS
1 Row at midpt
7-8, 4-14, 6-10
WEBS 2x4 SP No.3 *Except*
7-8,2-14: 2x6 SP No.2
REACTIONS. (lb/size) 8=635/0-9-10, 14=815/0-8-0
Max Horz 14=675(LC 5)
Max Uplift 8=-494(LC 5), 14=-599(LC 8)
Max Grav 8=869(LC 13), 14=815(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 4-5=-1408/790, 5-6=-649/608
BOT CHORD 13-14=-1179/1549, 10-13=-501/696, 5-10=-867/625, 9-10=-255/205, 8-9=-255/205
WEBS 2-14=-294/354, 4-14=-1415/858, 4-13=-102/259, 5-13=-766/1129, 6-10=-641/904,
6-8=-710/559
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Lncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss (has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 494 lb uplift at joint 8 and 599 lb uplift at
joint 14.
8) This truss (design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock The applied directly to the bottom chord.
Thomas A. Alberti PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
hdv or, 7r1151
WAWA
,& WARNING -verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mi rek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall IS
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek*
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Truss
Truss Type
Qty
Pl72ju,,
ito Res,
T14662136
ro.b—
494
C11G
Roof Special Girder
1
Reference o tional
East Coast Truss, FL Pierce, FL 34946 Kun: o.21u s mar 12 20ie rnnr. 8.220 s rviay ae 20io m, i cn muu--........ ..o.... , ,..,... age ,
ID:6fllib2ybD_xViUgJz3Juyyulka-shB?9—zDP39ueLBkIKADf6s5i8sg9cQW 8ftEYyuWNI
20.11-6
5-0-2 -7-10 9-9- -6- 9 4 0 9 10 9
5-0-2 2-7-8 2-1-13 4-9-5 4-9-5 0-6-
1-0-13
6.00 12 4x4 = Scale = 1:67.2
8 9
1
dI
d
cb
3SHS I I 14
1ii8 /-f-To W 0 15
— — 14 — -- 13 .`
4x6 = 6x6 = 7x6 =
HUS26 10x12 = HTU210 3x8 II
4x6 =
I HGUS28-2 HUS26
HUS26 HUS26 HTU210
3x8
zaa 1-0
1-10-0
i 6-0 5-0-2 7-7-to s-9-7
20-10-11
14-6-1 t 19-0-0 19 10 9
1-0-0 3-2-2 2-7-0 2-1-13
4-9-11 49S 0.0. 0
0-0-0 1-0-2
Plate Offsets (X,Y)— [1:0-4-0,0-1-15], [2:0-1-12,0-1-8], [6:0-1-0,0-1-8], [10:0-6-4,0-2-10], [11:0-4-8,0-5-0], [13:0-6-0,0-1-81, [14:0-2-8,0-6-4], [15:0-3.0,0-5-4], [16:0-3-0,0-4-4],
118'0600181
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.62
Vert(LL) 0.19 14-15 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.47
Vert(CT) -0.21 14-15 >999 180
M18SHS 244/190
BCLL 10.0 '
Rep Stress Incr NO
WB 0.88
Horz(CT) -0.02 10 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 436 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins, except
BOT CHORD 2x8 SP SS 'Except'
end verticals.
10-11: 2x8 SP No.2
BOT CHORD Rigid ceiling directly applied or 8-8-9 oc bracing.
WEBS
2x4 SP No.3 *Except*
WEBS 1 Row at midpt 9-10, 6-11, 9-11
6-14,9-11,2-17: 2x4 SP No.2, 2-18,9-10: 2x8 SP No.2
REACTIONS. (lb/size) 10=8155/0-8-15, 18=5514/0-8=0
Max Horz 18=672(LC 5)
Max Uplift 10=-5661(LC 8), 18=4111(LC 8)
Max Grav 10=8204(LC 2), 18=5514(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1242/906, 2-3=-7038/5161, 3-4=-8460/6263, 4-5=-8057/5843, 5-6=-5412/3847,
6-7=-1404/1042, 7-8=-1342/1056, 8-9=-1470/1192, 9-10=-7416/5272
BOT CHORD 1-18=-792/1109, 17-18=-1389/1300, 16-17=-4885/6245, 15-16=-5734/7541,
15-22=-5307/7203, 22-23=-5307/7203, 14-23=-5307/7203, 14-24=-212/336,
24-25=-212/336,13-25=-212/336,10-11=-332/289
WEBS 5-15=-2657/3481, 5-14=-3457/2741, 6-14=-4188/6003, 2-18=-4278/3224,
11-13=-1919/3056, 8-11=-1046/1362, 11-14=-3355/4645, 6-11=-5791/4193,
9-11=-4622/6673, 2-17=-3927/5362, 3-17=-2027/1510, 3-16=-1339/1803, 4-16=-909/868,
4-15=-827/877
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered 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: AS CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
5) All plates are MT20 plates unless otherwise indicated.
6) Plates checked for a plus or minus 0 degree rotation about its center.
7) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads.
8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
9) Provide if iechanical connection (by others) of truss to bearing plate capable of withstanding 5661 lb uplift at joint 10 and 4111 lb uplift at
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MTek09 connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always reiluired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Thomas A, Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
10
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
try
Job
Truss
Truss Type
Qly
Ply
Tubito Res.
T14662136
J36494
C11G
Roof Special Girder
1
2
Job Reference o tional
INeA LJ 9. 1A.-{t
East Coast I russ, Ft. coerce, rL J4s40
ID:6fl1ib2ybD xViUgJz3Juyyulka-shB?9_zDP39ueL8kIKADf6s5iBsg9cQW 8ftEYyuwNl
NOTES-
10) Use Simpson Strong -Tie HGUS28-2 (36-10d Girder, 12-10d Truss) or equivalent at 7-7-10 from the left end to connect truss(es) to back face of bottom chord.
11) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent at 9-6-12 from the left end to connect truss(es) to back face of bottom chord.
12) Use Simpson Strong -Tie HUS26 (14-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 11-6-12 from the left end to 15-6-12 to
connect truss(es) to back face of bottom chord.
13) Use Simpson Strong -Tie HTU210 (20-10d Girder, 32-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 1-11-0 oc max. starting at 17-6-12 from the left end to 19-5-12
to connect truss(es) to back face of bottom chord.
14) Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-8=-54, B-9=-54, 12-19=-20, 10-11=-20
Concentrated Loads (lb)
Vert: 15=-1 332(B) 13=-1 727(B) 16=-2426(B) 22=1 468(B) 23=-1 727(B) 24=-1 727(B) 25=-1 727(B)
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not •
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 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 36610
Vob t '
Truss
Truss Type
City
Ply
Tubito Res.
T14662137
J36494
D01G
Roof Special Girder
1
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MITek Industries, Inc. Wed Jul 25 12:09:28 2018 Page 1
ID:6fllib2ybD_xViUgJz3Juyyutka-ZxMInbZBbhl SQAuimFA4sl7QO07m?uAMdUX3zVyuXCr
1-10-0 4-2-0 7-6-0 11-10-0 13-8-0 15-2-0 17-8-12
1-10-0 2-4-0 3-" 4-4-0 1-10, 1.6-0 2-6-12
Scale = 1:33.5
4x8 = NAILED
NAILED NAILED 4x4 =
4 21 22 5
20
I
165x5 = 2x4 II 1x4 II 1x4 II
3x4 = NAILED
4-2-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.55
Vert(LL)
0.09 12-13 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.48
Vert(CT)
-0.08 12-13 >999 180
BCLL 0.0
Rep Stress Incr
NO
WB 0.50
Horz(CT)
-0.06 20 n/a n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix -MS
Weight: 106 lb FT = 0%
LUMBER- I
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 4-6-5 oc purlins.
BOT CHORD 2x4 SP No.2
`Except'
BOT CHORD
Rigid ceiling directly applied or 5-1-6 oc bracing.
1 3-15: 2x4 SP
No.3
WEBS 2x4 SP No.3
OTHERS 2x8 SP No.2
REACTIONS. (Ib/size) 16=979/0-8-0, 20=862/0-6-12
Max Horz 16=177(LC 8)
Max Uplift 16=-871(LC 8), 20=-770(LC 5)
Max Grav 16=994(LC 29), 20=912(LC 29)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1695/1338, 3-4=-1534/1284, 4-5=-1320/1172, 5-6=-1466/1253, 6-7=256/225
BOT CHORD 13-14=-1342f1626, 12-13=-1155/1397, 11-12=-1222/1400, 10-11=-1227/1410
WEBS 3-13=-338/302, 4-13=-237/384, 5-12=-222/364, 7-10=-664/820, 2-16=-935/809,
2-14=-1190/1476,6-10=-1311/1148,7-20=-947/801
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60! plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
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) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity otii bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 871 lb uplift at joint 16 and 770 lb uplift
at joint 20.1
9) "NAILED" indicates 3-1 Old (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 250 lb down and 201 lb up at
7-6-0 on (bottom chord. The design/selection of such connection device(s) is the responsibility of others.
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASEi(S) Standard
1) Dead + Rd of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Thomas A. Albani PE No.39380
Mi7ek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
July 25,2018
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. �!
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not p`
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
i
Job '
Truss
Truss Type
Qly
Ply
Tubito Res.
T14662137
J36494
D01 G
Roof Special Girder
1
1
Job Reference (optional)
.. 1.... 1n/...I I.,17G �7•n0.7A 7rt�A Dann 7
East Coast Truss, Ft. Pierce, FL - MV4b,
ID:6fllib2ybD_xViUgJz3Juyyutka-ZxMInbZBbh1 SQAutmFA4s170007m?uAMdUX3zVyuXCr
LOAD CASES) Standard
Uniform Loads (plf)
Vert: 1-4=54, 4-5=-54, 5-6=-54, 6-7=-54, 15-17=20, 11-14=-20, 8-9=-20
Concentrated Loads (lb)
Vart: 4=-66(B) 5=-66(B) 6=-31(B) 13=-136(B) 12=-45(B) 11=-49(8) 22=-66(B) 23=-45(B) 24=-81(B)
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design validifor use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not •
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■•Yiii
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek`
is always re4uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
T14662138
J36494
East Coast'
LOADING
TCLL
TCDL
BCLL
BCDL
LUMBER -
TOP CHO',
BOT CHO
WEBS
OTHERS
FORCES.
TOP CHC
BOT CHC
WEBS
I
Truss Truss Type Qly Ply �Tullo
D02 Roof Special 1 1
Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:29 201 B Page 1
ID:6fllib2ybD_xViUgJz3Juyyutka-18w7?xapM_AJ2KT3KzhJPFfcznUekL3Wr8GcVyyuXCq
9-10-0
1-10.0 4-2-0 9-6-0 9- 11-8-0 15-2-0 1 '-1'2-
1-10.0 2-4-0 5-0-0 0. 1-10-0 3-0-0 2-&
0-2-0 Scale = 1:36.5
4x4 =
4
3x4 =
143x4 = 2x4 II tx4 II 2x4 II
9-10-0
160 110- 42-0 9-6-0 9- 11-6-0 15-2-0 I I t7-&12
1.10 - 2-40 54-0 0. 1-10-0 3-6-0 2-6-12
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
.0
Plate Grip DOL 1.25
TC 0.50
Vert(LL) 0.06 11-12 >999 240
MT20 2441190
.0
Lumber DOL 1.25
BC 0.44
Vert(CT) -0.10 10-11 >999 180
.0 '
Rep Stress Incr YES
WB 0.46
Horz(CT) -0.04 18 n/a n/a
.0
Code FBC2017fTP12014
Matrix -AS
Weight: 109 lb FT = 0%
BRACING-
2x4 SP No.2 TOP CHORD
2x4 SP No.2 *Except* BOT CHORD
3-13: 2x4 SP No.3
2x4 SP No.3
2x8 SP No.2
(lb/size) 14=721/0-8-0, 18=536/0-6-12
Max Horz 14=228(LC 5)
Max Uplift 14=-522(LC 8), 18=-371(LC 8)
- Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown.
2-3=-1043/656, 3-4=-720/436, 4-5=-669/477, 6-9=-216/380
11-12=-804/1146, 10-11=-465/685, 9-10=-463/688
5-9=-627/478, 4-11=-182/366, 3-11=-558/469, 2-14=-603/458, 2-12=-620/930,
6-18=-549/383
Structural wood sheathing directly applied, except end verticals.
Rigid ceiling directly applied.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
Il; Exit C;IEncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide atlequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
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) 18 considers parallel to grain value using ANSI/fPI 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 522 lb uplift at joint 14 and 371 lb uplift
at joint 18.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always /equired for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication storage, delivery, erection and bracing of trusses and truss systems, see ANSrfrPll Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
July 25,2018
Job , r r Truss Truss Type City Ply Tubito Res.
T14662139
J36494 D03 �Halfllip 1 1
Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:30 2018 Page 1
I D:6fil ib2ybD_xVi UgJz3Juyyutka-VKUVC HbR7119fU2Gug DYxSCnGBpTTnLf4oOA20yuXCp
1-10-0 4-2-0 9-8-0 15-2-0 17-8-12
1-10-0 2-4-0 5-0-0 5-6-0 2-6-12
6x8 = Scale = 1:35.0
• 4x6 = 5x12 =
2x4 I
1X4 II 2x4 II
3x4 =
1-0-0 110 4-2-0
9-8-0
15-2-0
17-8-12
1-6-0 0-0- 2-0-0
5-6-0
5_6-0
2-6-12
Plate Offsets (X Y) 11:0-0-0 0-0-131 15:0-3-4 0-2-121
I11:0-5-8 0-2-41
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.46
Vert(LL) -0.05
9-10 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.46
Vert(CT) -0.11
9-10 >999 180
BCLL 10.0
Rep Stress Incr
YES
WB 0.52
Horz(CT) -0.03
18 n/a n/a
BCDL i0.0
Code FBC2017/TP12014
Matrix -AS
Weight: 112 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 `Except'
BOT CHORD
Rigid ceiling directly applied.
3-12: 2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS 2x8 SP No.2
REACTIONS. (lb/size) 13=721/0-8-0, 18=536/0-6-12
Max Horz 13=259(LC 5)
Max Uplift 13=-504(LC 8), 18=-403(LC 5)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1065/671, 3-4=-725/422, 4-5=-603/446
BOT CHORD 10-11=-858/1134
WEBS 3-10=-524/469,5-10=-412/561, 2-13=-618/472, 2-11 =-630/944, 5-18=-545/413
t
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C;IEncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
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) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 504 lb uplift at joint 13 and 403 lb uplift
at joint 18.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrocli be applied directly to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
®WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ��-��•iYYi
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 i storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component
t y 9 P Tamp Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
J36494
LOADING (
TCLL 2
TCDL
BCLL
BCDL 1
LUMBER -
TOP CHORI
BOT CHORI
WEBS
OTHERS
s Type
Hip
Qty Ply Tubito Res.
1 1
T14662140
ierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:31 2018 Page 1
ID:6fllib2ybD_xViUgJz3Juyyutka_W2tQdc3ucQOHdcSROknUgly5b7eCGKoJSljagyuXCo
1-10-0 4-2-0 11-8-0 15-2-0 17-8-12
1-10-0 2-4-0 7-6-0 3-6-0 2-6-12
6x8 = Scale = 1:41.6
6x8 =
46 = 5x12 =
4 5
13 �
3x4 = 3x4 = 2x4 I 1x4 II 2x4 II
15-2-0
;f)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/defl
Ud
.0
Plate Grip DOL 1.25
TC 0.46
Vert(LL)
-0.10 10-11
>999
240
.0
Lumber DOL 1.25
BC 0.60
Vert(CT)
-0.20 10-11
>918
180
.0
Rep Stress Incr YES
WB 0.41
Horz(CT)
-0.05 18
n/a
n/a
.0
Code FBC2017/TP12014
Matrix -AS
BRACING-
2x4 SP No.2
TOP CHORD
2x4'SP No.2 `Except'
BOT CHORD
3-12: 2x4 SP No.3
WEBS
2x4 SP No.3
2x8 SP No.2
(lb/size) 13=721/0-8-0, 18=536/0-6-12
Max Horz 13=305(LC 5)
Max Uplift 13=-482(LC 8), 18=-411(LC 8)
PLATES GRIP
MT20 244/190
Weight: 119 lb FT = 0%
Structural wood sheathing directly applied, except end verticals.
Rigid ceiling directly applied.
1 Row at midpt 3-10
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1130/705, 3-4=-601/294, 4-5=-471/352
BOT CHORD 10-11=-1075/1348
WEBS 3-10=-865/780, 5-10=-426/575, 2-13=-615/446, 2-11=-694/1028, 5-18=-539/414
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
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 ai joint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 482 lb uplift at joint 13 and 411 lb uplift
at joint 4
9) This truss) design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always rgquired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication) storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI11 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Thomas A. Albani PE No.39380
MiTek USA,.Inc. FL Celt 6934
6904 Parke East Blvd. Tampa FL 33610
Date:
MiTek°
6904 Parke East Blvd.
Tampa, FL 36610
July 25,2018
Job % I I
Truss
Truss Type
Qly
Ply
Tubito Res.
T14662141
J36494
D05
Half Hip
1 I1
Jab Reference o tional
- — %Alva ua oa omR o 1
East Goast li ss, rt. rierce, rt_-J4U40,-
ID:6FlIib2ybD_xVtUgJz3Juyyutka-SjcFdzdhfvYtvnBe?SFOOtHgp?RpxkjyY5VH6HyuXCn
1-10-0 4-2-0 8-11-0 13-8-0 15-2-0 17-8-12
1-106 2-4-0 4-91 4-9-0 1-6-0 2-6-12
4x4 = 5x12 =
5 6
6x8 =
6x8 =
19 I�
14 1.
3x4 = 3x4 = 2x4 II 1.4 II 2x4 II
Scale = 1:42.2
1-6-0 1-10 o a-z-0 13-d-a .-�-� ,-„-,
1-6-0 0-0- 9-6-0 1.6-0 2-6-12
Plate Offsets (X Y)f1:0 0 0 0 0 131 16.0 3 4 0 2 121
LOADING ( I psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.33
Vert(LL) -0.20 11-12 >920 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.73
Vert(CT) -0.42 11-12 >450 180
BCLL 0.0
Rep Stress Incr YES
WB 0.34
Horz(CT) -0.03 19 n/a n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix -AS
Weight: 131 lb FT = 0%
LUMBER.! BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 `Except* BOT CHORD
3-13: 2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS 2x8 SP No.2
REACTIONS. (lb/size) 14=721/0-8-0, 19=536/0-6-12
Max Horz 14=365(LC 8)
Max Uplift 14=-456(LC 8), 19=-437(LC 8)
Max Grav 14=721(LC 1), 19=560(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1081/628, 3-4=-1260/790, 4-5=-394/185, 5-6=-316/222
BOT CHORD 11-12=-540/707
WEBS j 4-12=-415/567, 4-11=-463/463, 6-11=-392/580, 2-14=-671/481, 12-14=-258/A84,
2-12=-587/946, 6-19=-562/439
Structural wood sheathing directly applied, except end verticals.
Rigid ceiling directly applied.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; IEncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide aiiequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
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) 19 considers parallel to grain value using ANSIrrPI 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 456 lb uplift at joint 14 and 437 lb uplift
at joint 14.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Alberti PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111•7473 rev. 10/03/2015 BEFORE USE.
Design vali6 for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i V� ITeK•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication,lstorage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Res.
T14662142
Dofi
Half Hip
1
1b
[bito
Reference (optional)
East Coast Truss, Ft. Pierce, FL 34946 nunmi : 6.2 iv s a12 2w,5 r„ m: Q.5 ,.,=r _ .-..__.__ 2018 . _ .
ID:6f Ilib2ybD_xViUgJz3Juyyulka-02eT4GNwdCJC6PA4km GzV3jjJR7U0cCNanB6vByuWNE
i 1-10-0 1 4to 9-8-0 15-2-0_ 15-8� 17-B-12
� 2-0-0 5-8-0 5-6-0 a 2-0-12
I
5x5 = 5x8 =
14 13 8 /
3x4 = 2x4 II 1x4 II 2x4 II
3x4 =
1x4 II,
9-8-0 1 15-2-0 1 17-8-12
0
h
ob
6x8
19 0
1= la
Scale = 1:51.7
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TPI2014
CSI.
TC 0.69
BC 0.48
WB 0.52
Matrix -AS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in (loc) I/defl Lid
-0.10 10-11 >999 240
-0.18 10-11 >999 180
-0.04 19 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 138 lb FT = 0%
-LUMBER-11
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 *Except*
BOT CHORD
Rigid ceiling directly applied.
3-13: 2x4 SP No.3
WEBS
1 Row at midpt 5-11
WEBS 2x4 SP No.3
MiTek recommends that Stabilizers and required cross bracing
OTHERS 2x8 SP No.2
be installed during truss erection, in accordance with Stabilizer
[Installation
ouide.
REACTIONS. (lb/size) 14=721/0-8-0, 19=536/0-6-12
Max Horz 14=427(LC 8)
Max Uplift14=-426(LC 8), 19=-467(LC B)
Max Grav 14=721(LC 1), 19=684(LC 13)
FORCES. '(Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1146/685, 3-4=808/316, 4-5=-868/527, 9-15=-499/682, 6-15=-499/682
BOT CHOP D 11-12=-1042/1229
WEBS 1 3-11=-477/557, 4-11=-401/442, 5-11=-651/884, 5-9=542/524, 2-14=-662/486,
12-14=-314/135, 2-12=-643/1012, 6-19=686/469
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Bearing at joint(s) 19 considers parallel to grain value using ANSIrl-PI 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 426 lb uplift at joint 14 and 467 lb uplift at
joint 19'
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE,
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall MiTek*
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y� iTek`
is always rebuired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
ID:6fllib2ybD_xViUgJz3Juyyutka-05kO2fexAXob85L17WHV6INUPoAgPY6F?P_NB9yuXCl
5- - 0 11-8- 17--12
5.11-10 5-8-13 68-0-5
6x8 =
8
3x4 = 3x4 = 4x4 =
3x4 =
1-6-01- 0 9-7-10 17.8-12
1-6-0 0.4- 7-9-10 8.1.2
Iv
Scale = 1:52.4
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip, DOL 1.25
TC 0.39
Vert(LL)
-0.09
6-7
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.51
Vert(CT)
-0.15
6-7
>999
180
BCLL 10.0 -
Rep Stress Incr YES
WB 0.73
Horz(CT)
-0.03
13
n/a
n/a
BCDL 10.0
Code FBC20171TPI2014
Matrix -AS
Weight: 127 lb FT = 0%
LUMBER- I
—
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.3
OTHERS
2x8 SP No.2
REACTIONS. (lb/size) 8=721/0-8-0, 13=536/0-6-12
Max Horz 8=467(LC 8)
Max Uplift 8=-404(LC 8), 13=-488(LC 8)
Max Grav 8=721(LC 1), 13=660(LC 13)
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD Rigid ceiling directly applied.
WEBS 1 Row atmidpt 5-13
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-609/172, 6-9=-347/540, 5-9=-347/540
BOT CHORD 7-8=-564/704, 6-7=-298/460
WEBS 3-7=-1711288, 4-7=-136/346, 3-8=-664/271, 4-6=-595/483, 5-13=-662/490
NOTES- i
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C;IEncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
5) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 404 lb uplift at joint 8 and 488 lb uplift at
joint 13.
7) This truss! design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Alban! PE No.39380
MiTek USA, Inc. FL Cert 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev. 1010312015 BEFORE USE. �'
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTeW
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
a Job r
J36494
Type
D08 IMonopitch 13 I 1
Tubito Res.
T14662144
Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:34 2018 Page 1
ID:6fllib2ybD_xViUgJz3Juyyulka-05kO2fexAXob85L17WHV61NV4o9LPfbF7P_NB9yuXCl
5 9 10 i 11-4-7 17-2-12
5-9-10 5-6-13 5-10-5
2x4 II
5
3x4 = 3x4 = 5x5 =
3x4 =
1-6-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.34
Vert(LL)
-0.10
6-7
>999
240
TCDL 7.0
Lumber DOL
1.25
BC 0.53
Vert(CT)
-0.19
6-7
>984
180
BCLL !0.0
Rep Stress Incr
YES
WB 0.31
Horz(CT)
-0.01
6
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Scale = 1:51.6
PLATES GRIP
MT20 244/190
Weight: 103 lb FT = 0%
LUMBER- j BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-6, 4-6
REACTIONS. (lb/size) 6=556/Mechanical, 8=70810-8-0
Max Horz 8=531(LC 8)
Max Uplift 6=-509(LC 8), 8=-389(LC 8)
Max Grav 6=682(LC 13), 8=708(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-600/150
BOT CHORD 7-8=-604/668, 6-7=-360/449
WEBS 3-7=-145/267, 4-7=-120/347, 4-6=-624/508, 3-8=-655/241
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; !Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60
plate grip 'DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 509 lb uplift at joint 6 and 389 lb uplift at
joint 8.
7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date;
July 25,2018
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. '
Design vali' for use only with MIk® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication,lstorage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Intormatlon available from Truss Plate Institute, 218 N. Lee Street, Suite M2, Alexandria, VA 22314. Tampa, FL 36610
Job a ■ Truss
J36494 D09
s Type
Hip
Oty 1Ply 1 I Tubito Res.
T14662145
Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:35 2018 Page 1
I D:6fl I ib2yb D_xViUgJz3Juyyulka-sl I OF?faxgwS mFwDg DokeWvggCVa86mOE 3jxjcyuXCk
5 10-1 11-5.4 17-0-8 17-E,12
5-10-1 5-74 5.7-4 0-`2 4
8
3x4
3x4 =
=
3x4 =
2x4 II
5
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.34
Vert(LL)
-0.10
6-7
>999
240
TCDL 7.0
Lumber DOL
1.25
BC 0.53
Vert(CT)
-0.19
6-7
>970
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.32
Horz(CT)
-0.01
6
n/a
n/a
BCDL 10.0
Code FBC2017fTP12014
Matrix -AS
LUMBER- I
BRACING -
b
5x5 =
Scale = 1:51.5
PLATES GRIP
MT20 2441190
Weight: 103 lb FT = 0%
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-6. 4-6
REACTIONS. (Ib/size) 6=556/Mechanical, 8=708/0-8-0
Max Horz 8=531(LC 8)
Max Uplift 6=-509(LC 8), 8=-389(LC 8)
Max Grav 6=683(LC 13), 8=708(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-6001151
BOT CHORD 7-8=-604/670, 6-7=-356/443
WEBS 3-7=-1491271, 4-7=-1251349, 4-6=-622/507, 3-8=-656/240
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This trusslhas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
5) Refer to girders) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 509 lb uplift at joint 6 and 389 lb uplift at
joint 8.
7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
bate:
July 25,2018
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. '
Design valiii for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt 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 36610
Job f + Truss
J36494 D10
East Coast Truss, Ft. Pierce,
Type
Qty IPIY I Tubilo Res.
T14662146
IROOFTRUSS P
Job Reference (optional)
8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:36 2018 Page 1
ID:6fllib2ybD—xViUgJz3Juyyutka-KUnnTLgCi82JNPVPExJzBjSjKcnstPOYSjTUF2yuXCj
9 0 8 15-0.8 16-0-8 d 7-2-12 i
9.0-8 6.0.0 1-0-0 1-2-4
04 =
3x4 =
5 6 7
4x4
6x6 =
3x4 = \ 1x4 II 4x6 3x6 II
=
Scale = 1:50.5
1-6.01- 0 9-0-8
1-6-0 0-4 7-2-8
15-0-8 16-0.817-2-12
6.0.0
Plate Offsets X Y — 6:0-3-0 04-4 9:0-4-8 0-1-8 14:0-4-8 0-2-0
LOADING (psf) SPACING- 2-0-0 CSI.
DEFL.
in (loc) I/defl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.87
Vert(LL)
0.57 10-12 >322 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.78
Vert(CT)
-0.54 10-12 >340 180
BCLL 0.0 Rep Stress Incr NO WB 0.96
Horz(CT)
-0.01 8 n/a n/a
BCDL 1�0.0 Code FBC2017ffP12014 Matrix -AS
Weight: 125 lb FT = 0%
LUMBER-
TOP CHORD 2x4 SP No.2
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 *Except*
BOT CHORD
Rigid ceiling directly applied.
8-11: 2x6 SP No.2
WEBS
1 Row at midpt 7-8, 6-9, 8-14
WEBS i 2x4 SP No.3
JOINTS
1 Brace at Jt(s): 13
REACTIONS. (lb/size) 8=634/Mechanical, 12=730/0-8-0
Max Horz 12=469(LC 8)
Max Uplift 8=-526(LC 8), 12=-436(LC 8)
Max Gram 8=836(LC 13). 12=747(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-434/187,2-3=-622/101, 3-4=476/190,4-5=458/568, 5-6=-379/514,
6-7=-649/810,
7-8=-1484/1865
i
BOT CHORD 1-12=-224/456, 10-12=-693/568, 9-10=-360/531, 8-9=-328/475
WEBS 2-12=-551/371, 2-1 0=-1 55/336, 9-14=-557/1252, 6-14=-707/602, 4-13=-1026/717,
13-14=1399/1044, 5-13=-255/289, 8-14=3612/2495, 7-14=-2086/1664, 6-13=-618/705
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60
plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This trusslhas been designed fora 10.0.psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.0psf 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, with BCDL = 10.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 526 lb uplift at joint 8 and 436 lb uplift at
joint 12.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock-be applied directly to the bottom chord.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such
connection device(s) is the responsibility of others.
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Albani PE No.39360
MiTek USA, Inc. FL Cert 6634
LOAD CASE(S) Standard 6904 Parke East Blvd. Tampa FL 33610
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Date:
i IIdV 9S 7f11R
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ,
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not p`
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal Injury and property damage. Forgeneral guidance regarding the
fabrication,' storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
ob 1 russ
36494 D10
East Coast Truss, Ft. Pierce, FL - 34946,
LOAD CASE(S) Standard
Uniform Loads (plf)
Vert: 1-5=-54, 5-7=-54, 8-15=-20
Concentrated Loads (lb)
Vi rt: 18=-50(F) 19=-50(F)
Type Qty Ply Tubito Res.
T14662146
TRUSS 1 1
Job Reference (optional)
8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:36 2018 Page 2
ID:6fllib2ybD xViUgJz3Juyyutka-KUrmTLgCi82JNPVPExJzBjSjKcnstPOYSjTUF2yuXCj
WARNING -Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabricationj storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job r
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662147
J36494
D11
Roof Special
1
1
Job Reference o tional
East Coast Truss, Ft. Pierce, FL - 34946, b.CCU s may c4 4U t o wn I en muuou rob, .... < < r age ,
ID:6fllib2ybD_xViUgJz3Juyyutka-ogP8ggggTSAA?Y4coerq)x sQO9mcvlhhNC2nUyuXCi
17.2-12
9-0-8 13-0-8 16-0-8 16-8-8
9-0-8 4-0-0 3-0-0 8-0'
4x8
0.6-4 Scale = 1:43.7
=
1x4 II
5 6 7
4x6
1x4 II
6x6 =
3x4 =
4x4 =
3x6 11
9-0-8
13-0-8
16-0-8 17-2-12
7-2-8
4-0-0
3-0-0 1-2-4
Plate Offsetsl(X Y) 15.0 5 8 0 2 O1 16'0 2 8 0 0 81 f8.0 3 0 0 4-41 19'0-4-8 0-1-81
LOADING (Psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Well L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.91
Vert(LL) 0.44
10-12 >414 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.68
Vert(CT) -0.46
10-12 >399 180
BCLL 0.0
Rep Stress Incr NO
WB 0.74
Horz(CTr -0.01
8 n/a n/a
BCDL 1 b.0
Code FBC2017f rPI2014
Matrix -AS
Weight: 120 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 *Except*
BOT CHORD
Rigid ceiling directly applied.
8-11: 2x6 SP No.2
WEBS
1 Row at midpt 8-13
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 8=631/Mechanical, 12=734/0-8-0
Max Horz 12=518(LC 7)
Max Uplift 8=-498(LC 5), 12=-544(LC 8)
Max Grav 8=837(LC 13), 12=740(LC 13)
i
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-401/169, 2-3=-670/306, 3-4=-485/387, 4-5=-336/697, 5-6=-1213/1916,
1 6-7=-1062M727, 7-8=-941/1463
BOT CHORD 1-12=-212/428, 10-12=-694/606, 9-10=-420/601, 8-9=-416/614
WEBS 2-12=-578/506, 4-14=-1205/758, 13-14=-1185/747, 9-13=-546/1066, 6-13=-348/412,
5-13=-1303/956,2-10=-146/340,7-13=-2167/1441,8-13=-3072/1721
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18: MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Refer to girders) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 498 lb uplift at joint 8 and 544 lb uplift at
joint 12.
9) This truss' design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such
connection device(s) is the responsibility of others.
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Alban) PE No.39380
MiTek USA, Inc. FL Cert 6634
LOAD CASES) Standard 6904 Parke East Blvd. Tampa FL 33610
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Date:
I July 26,2018
_ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. '
Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek`
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610
Job ' ' l
Truss
Truss Type
Qty
Ply
Tubito Res.
i
T14662147
J36494
D11
Roof Special
1
1
-
Job Reference(optional)
Ca5l uua5l buss, rl.--,----,
LOAD CASES) Standard
Uniform Loads (plf)
Vert: 1-5=-54, 5-7=-54, 8-15=-20
Concentrated Loads (lb)
Vert:18=-50(F) 19=-50(F)
I D:6fllib2ybD_xVi UgJz3J uyyutka-o g P8g gggTSAA7Y4coe rCjx_sQ09m cvl hh N C2n UyuXCi
I
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. '
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, notpal
a Iruss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall p p
iTe k•
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the ivi
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job I
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662148
I
J36494
D12
Roof Special
1
1
Job Reference (optional)
I d t' 1 Wed J l 25 12.0938 2018 Pa e 1
East Coast T' Itss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MITek us rles, nc. e u g
ID:6fllib2ybD_xViUgJz3Juyyutka-Gt7XuOhSEll1 difoMMMRG8X1 yQX 1 LJ 1 qwl ybKwyuXCh
9-0-8 11-0-8 14-8-8 17-2-12
9-0-8 2-0-0 3 8-0 2-6-4
4x4 =
15 4x6 =
3x6 11
Scale = 1:43.0
qxo - 3xl0 M18SHS II
1x4 II
3x4 = _
4x4 — 6x6 =
I
-6-0 1-10 9-0-8 11-0-8 14-8-8 16-0-8 17-2-12
112.0-0
'S. 0.4- 7-2-8
Plate Offsets KY)—
l8.0 2 0 0 0 121 111.0 3 0 0-4-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in floc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.93
Vert(LL) 0.38 12-14 >485 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.55
Vert(CT) -0.41 12-14 >450 180
M18SHS 244/190
BCLL 0.0
Rep Stress Incr NO
WB 0.93
Horz(CT) -0.01 10 n/a n/a
BCDL TO
Code FBC2017/TPI2014
Matrix -AS
Weight: 127 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied, except end verticals.
5-9: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied.
BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 9-10
10-13: 2x6 SP No.2 JOINTS 1 Brace at Jt(s): 6
WEBS 2x4 SP No.3 *Except*
3-12: 2x4 SP No.1, 8-15: 2x4 SP No.2
REACTIONS. (lb/size) 10=629/Mechanical, 14=735/0-8-0
Max Horz 14=525(LC 7)
Max Uplift 10=-479(LC 5). 14=-544(LC 8)
Max Grav 10=798(LC 13), 14=735(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-330/147, 2-3=-660/334, 3-4=-886/677, 4-7=-824/647, 5-6=-403/648, 6-7=-403/602,
1 8-9=-289/237, 10-15=-1466/821
BOT CHORD 1-14=-168/350, 12-14=-680/531, 11-12=-302/359
WEBS 2-14=552/516, 3-5=-317/366, 2-12=-91/394, 8-16=-606/676, 15-16=571/629,
11-16=-1028/917, 11-15=-1152/1988
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) All plates are MT20 plates unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center.
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 betv✓een the bottom chord and any other members, with BCDL = 10.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 479 lb uplift at joint 10 and 544 lb uplift
at joint 14.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrockibe applied directly to the bottom chord.
10) Graphical purlin representation does not depict the size or the orientation of the Pullin along the top and/or bottom chord.
Thomas A. Albani PE No.39380
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 lb down and 39 lb up at
MiTek USA, Inc. FL Cert 6634
12-0-0, and 69 lb down and 39 lb up at 14-0-0 on top chord. The design/selection of such connection device(s) is the
6904 Parke East Blvd. Tampa FL 33610
responsibility of others.
Date:
12) In the LOAD CASES) section loads applied to the face of the truss are noted as front (F) or back (B).
July 25,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing I V I iTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII 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 36610
Job I
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662148
J36494
D12
Roof Special
1
1
Job Reference (optional)
East coast I russ, m. Fierce, t-L - s41140,
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-54, 4-7=-54, 7-9=-54, 10-17=-20
Concentr9'ted Loads (lb)
Vert: 20=-50(F) 21=50(F)
,.,oy ..
ID:6flIib2ybD_xViUgJz3Juyyutka-GtzXuOhSEll1 difoMMMRG8X1 yQX1 LJ 1 qwl ybKwyuXCh
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■■■��•�YY
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek`
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Infoimation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job ► t
Truss Type
Qty
Ply
Tubito Res.
T14662149
J36494 �
Puss
13
Roof Special
1
1
Job Reference o tional
East Coast Truss, Ft. Pierce, FL - 34946. o.ccu a rwdy c" cu 1 o ,va , on A U5 .,E5, U y�
I D:6fl Iib2ybD_xViUgJz3J uyyutka-13Xv5Mi4?3Q u Es E_v3tgp M4 DVpvg4ny_9hh8sNyuXCg
9-0-8 12-8-8 16-0-8 17-2-12
9-0-8 3-8-0 3-4-0 1-2-4
Scale = 1:43.0
13 46 =
3x4 = 3x4 = �FV 4x6 II
2x4 II 6x6 =
3x6 11
1-6-0 1-10 0 9-0-8
12-8-8
16-0-8 17-2-12
1-6-0 0-4- 7-2-8
3-8-0
34-0 1-2-4
Plate Offsetsi(X
Y) f3:0 2 8 0 2-41 f5.0 4-12 0 3 41 f6:0 4 0 0 0-81 f87Edge 0-3-81 f9:0-3-0 0-4-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.88
Vert(LL)
0.21 10-12 >869 240
MT26 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.39
Vert(CT)
-0.23 10-12 >792 180
BCLL 0.0 '
Rep Stress Incr NO
WB 0.88
Horz(CT)
-0.01 8 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Weight: 133 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD Structural wood sheathing directly applied, except end verticals.
5-7: 2x6 SP No.2
BOT CHORD Rigid ceiling directly applied.
BOT CHORD 2x4 SP No.2 `Except'
WEBS
1 Row at midpt 7-8
8-11: 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
6-13: 2x4 SP No.1
REACTIONS. (lb/size) 8=629/Mechanical, 12=735/0-8-0
Max Horz 12=525(LC 7)
Max Uplift 8=-466(LC 5), 12=-544(LC 8)
Max Grav 8=805(LC 13). 12=735(LC 1)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-251/114, 2-3=-1143/662, 3-4=-998/696, 4-5=-600/781, 4-6=-307/167,
1 6-7=-289/238, 8-13=-945/501
BOT CHORD 1-12=-140/273, 10-12=-282/363, 9-10=280/340
WEBS 5-10=0/284, 2-12=-615/601, 6-14=-680/718, 13-14=628/653, 9-14=1327/1050,
9-13=-936/1688, 5-12=-434/178, 2-5=-330/714
NOTES- i
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18: MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60, plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Refer to giider(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 466 lb uplift at joint 8 and 544 lb uplift at
joint 12.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 lb down and 39 lb up at
Thomas A. Alban) PE No.39380
12-0-0. and 69 lb down and 39 Ib up at 14-0-0 on top chord. The design/selection of such connection device(s) is the
MiTek USA, Inc. FL Cert 6634
responsibility of others.
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
6904 Parke East Blvd. Tampa FL 33610
Date:
LOAD CASE IfS1 Standard
July 25,2018
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. '
Design valid for use only with Mrrek®co6nectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
b
TIJob
IJ36494
Truss Truss Type Qty Ply Tubito Res.
T14662149
D13 Roof Special 1 1
Job Reference (optional)
fierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:39 2018 Page 2
I D:6fllib2ybD_xViiUgJz3J uyyutka-13Xv5Mi4?3Q u E sE_v3tgpM4DVpvg4ny_9hh 8sNyuXCg
LOAD CAS�(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 3-4=-54, 4-7=-54, 8-15=-20
Concentrated Loads (lb)
Vert: 18=-50(F) 20=50(1`)
®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. pat
valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Infoimation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job t x r
Truss
Truss Type
City
Ply
Tubito Res.
T14662150
J36494
D14
Roof Special
1
1
Job Reference o tional
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 wu i eR uwusuiaa, wc. VU aUi 4� 14.va.Va caye ,
I D:6fl li b2ybD_xViUgJz3Juyyutka-13Xv5 Mi4?3 QuEsE_v3tg pM4Ej pro4m R_9hh8sNyuXCg
1-10-0 7-0-8 9-0-8 10-8-8 17-2-12
1-10-0 5-2-8 2-0-0 1-8-0 6-6-4
3x4 = 1x4 II
1-6-0
4X4 =vxo —
2x4 11
9-0-8
15US=
4x10 M18SHS II
6x6 =
3x6 11
Scale = 1:43.0
Plate Offsets I(X Y)17:0 4 0 0 0-41 19•Edoe 0 3 81 11070-3-0 0-4-81
-
i
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/deft Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.80
Vert(LL)
0.48 11-13 >385 240
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.64
Vert(CT)
-0.47 11-13 >390 180
M18SHS
244/190
BCLL 0.0
Rep Stress Incr NO
WB 0.92
Horz(CT)
-0.01 9 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Weight: 119 lb
FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD Structural wood sheathing directly applied, except end verticals.
6-8: 2x6 SP No.2
BOT CHORD Rigid ceiling directly applied.
BOT CHORD 2x4 SP No.2 `Except*
WEBS
1 Row at midpt 8-9
9-12: 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
8-9: 2x4 SP No.2, 4-11,7-15: 2x4 SP No.1
REACTIONS. (lb/size) 9=629/Mechanical, 14=735/0-8-0
Max Horz 14=525(LC 7)
Max Uplift 9=-446(LC 5), 14=-544(LC 8)
Max Grav 9=811(LC 13), 14=735(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-698/368, 3-4=-557/390, 4-5=-1044/719, 5-6=-563/644, 5-7=-456/250,
7-8=-314/251,9-15=-1516/848
BOT CHORD 13-14=-603/381, 11-13=-511/651, 10-11=-347/449
WEBS 2-14=591/500, 2-13=-189/571, 7-16=-787/874, 15-16=-731/803, 10-16=-1428/1111,
10-15=-1435/2464
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60!,plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) All plates are MT20 plates unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.0psf.
7) Refer to girders) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 446 lb uplift at joint 9 and 544 lb uplift at
joint 14.
9) This truss ;design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 lb down and 39 lb up at
12-0-0, and 69 lb down and 39 lb up at 14-0-0 on top chord. The design/selection of such connection device(s) is the
responsieility of others.
12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p■■■���•�YY
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610
July 25,2018
Job 11 t
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662150
J36494
D14
Roof Special
1
1
Job Reference o tional
East Coast Truss, Ft. Pierce, FL - 34946,
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 3-5=-54, 5-8=-54, 9-17=-20
Concentrated Loads (lb)
Vert: 21=-50(F) 22=-50(F)
0"4u 5 wlay L9 Lu Io IVII I CR IIIuu5r11C5, 111u. vvcu Jul zu IG.Va— Gu 10 raye
ID:6fllib2ybD_xViUgJz3Juyyutka-13Xv5Mi4?3QuEsE v3tgpM4Ejpro4mR_9hh8sNyuXCg
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
•
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall pp�
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Inforination available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
ob 101.
Truss
Truss Type
Oty
Ply
Tubito Res.
T14662151
J36494
D15
Roof Special
1
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2U18 Mi t ek mdusmes, inc. vied dui 25 i c09:40 cu ro rays i
ID:6fl lib2yb D_xViUgJz3J uyyutka-DF5HJiji mNYI s0 pBTnOvLZcRn D96pDp7 N LRiOpyuXCf
1-10-0 5-0-8 8-8 8 12-9-14 17-2-12
1-10-0 3-2-8 3-8-0 4-1-6 4.4-14
Scale = 1:42.1
13 4x6 =
v
0
1
V
0
- /
—_ 3x8 I I 3x8 = 7x6 WB =
4x10 M18SHS II
3x4
2x4 II
7x6 =
1-6-0 1- 0 0 5-0-8 8-8-8
16-0-8
17-2-12
1:20 0-4- 3-2-8 3-8-0
7A-0
1-2 4
Plate Offsets '(X Y) 15:0 4-0 0 0 81 f7:Edge 0-3-81 18.0-3-0 0-4-121
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.65
Vert(LL) 0.57
8-9 >322 240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.83
Vert(CT) -0.63
8-9 >292 180
M18SHS
244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.91
Horz(CT) -0.01
7 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -AS
Weight: 124 lb
FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 `Except*
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
4-6: 2x6 SP No.2
BOT CHORD
Rigid ceiling directly applied.
BOT CHORD' 2x6 SP No.2 *Except*
WEBS
1 Row at midpt 6-7
7-10: 2x6 SP SS
2x4 SP No.3 *Except*
_WEBS
6-7,5-13: 2x4 SP No.2
OTHERS 2x4SP No.3
REACTIONS! (lb/size) 7=629/Mechanical, 12=735/0-8-0
Max Horz 12=524(LC 7)
Max Uplift 7=-418(LC 8), 12=545(LC 8)
Max Grav 7=817(LC 13), 12=735(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-802/488, 3-4=-710/482, 4-5=-553/279, 5-6=-297/236, 7-13=-1976/1129
BOT CHORD 11-12=-508/218, 9-11=-310/467, 8-9=-289/438
WEBS 4-9=-523/481, 5-14=-758/800, 13-14=-730/753, 8-14=-973/707, 2-12=741/569,
2-11=-482/787, 4-11=-441/482, 8-13=-148612601
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) All plates are MT20 plates unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 418 lb uplift at joint 7 and 545 lb uplift at
joint 12.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
10) Hanger(s} or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 lb down and 39 lb up at
Thomas A. Albani PE N09380
12-0-0, and 69 lb down and 39 lb up at 14-0-0 on top chord. The design/selection of such connection device(s) is the
MiTek USA, Inc. FL Cert 6634
responsibility of others.
6904 Parke East Blvd. Tampa FL 33610
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
Date;
LOAD CASE(S1 Standard
July 25,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss systefn. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 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 36610
Job~ ,.
Truss
Type
Qty
Ply
Tubito Res.
T14662151
J36494
]Truss
D15
Roof Special
1
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946,
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 3-4=-54, 4-6=-54, 7-15=-20
Concentrated Loads (lb)
Virt: 18=-50(F) 1 =C�,o Chad 'AlunoD aion-i 1S
M6 91 d35
GIAMD'd
. ay ...
I D:6fll ib2ybD_uVi UgJz3Juyyutka-DF5HJ iji mNYI sOp BTnOvLZcRnD96pDp7 NLRi OpyuXCf
FILE COPY
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE. PAGE 111II-7473 rev. 10/03/2015 BEFORE USE.
Design validl for use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
buildbuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek`
ing
required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality. Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety InforI nation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
1
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662152
J36494
D16
Roof Special Girder
1
1
Job Reference o tional
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 to to iviii ere muusmes, o rc. vveu ,,ur w i c.vu.4 r w r raga
ID:6fl1ib2ybD_xViUgJz3Juyyulka-hRffW2kKXggcUANN1Uv8un9bKdR_Yf9Hc?AFwFyuXCe
3-0-8 6-8-8 9-0-8 17-2-12
3-0-8 3-8-0 2 4-0 8-2-4
Scale = 1:42.1
15 4x6 =
3x6 11 3x4 =
3x4 = — —
3x10 M18SHS I I
3x4 =
Special
3x4 =
7x6 -
1-6-0 3-0-8
9-0-8
16-0-8
17-2-12
1-6-0 1-G-8 3-8-0
2-4-0
7-0-0
1-2-4
Plate Offsetsi(X Y)
13:0 5-4 0 2 O1 14:0 2 4 0 1 121 f6:0-4 0 0-0-81 19:0-3-0 0-4-121
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/defl
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.73
Vert(LL)
0.51 9-10
>358
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.98
Vert(CT)
-0.53 9-10
>343
180
M18SHS
244/190
BCLL 0.0
Rep Stress Incr NO
WB 0.97
Horz(CT)
-0.01 8
n/a
n/a
BCDL 16.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 125 lb
FT = 0%
LUMBER- ' BRACING -
TOP CHORD 2x4 SP No.2 `Except` TOP CHORD
4-7: 2x6 SP No.2
BOT CHORD 2x6 SP No.2 BOT CHORD
WEBS 2x4 SP No.3 `Except` WEBS
7-8,6-15: 2x4 SP No.2
REACTIONS: (lb/size) 8=615/Mechanical, 14=583/0-8-0
Max Horz 14=524(LC 7)
Max Uplift 8=-428(LC 8), 14=-655(LC 8)
Max Grav 8=822(LC 28), 14=659(LC 29)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-460/335, 3-4=-1222/824, 4-5=-667/256, 5-6=-510/254, 6-7=-280/213,
8-15=-1761/990
BOT CHORD, 13-14=-519/257, 12-13=-644/542, 10-12=808/1370, 9-10=-284/425
WEBS 3-13=-332/296,3-12=-635/973,2-14=-552/478,5-10=-66/294,4-10=-1183/869,
2-13=-398/537, 6-16=-718/790, 15-16=-681/734, 9-16=-11721804, 9-15=-142312514
Structural wood sheathing directly applied or 5-3-5 oc purlins,
except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
1 Row at midpt 7-8
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60iplate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) All plates are MT20 plates unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = IO.Opsf.
7) Refer to gifder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 428 lb uplift at joint 8 and 655 lb uplift at
joint 14. I
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 lb down and 39 lb up at
12-0-0, and 69 lb down and 39 lb up at 14-0-0, and 214 lb down and 202 lb up at 3-0-8 on top chord, and 139 lb down and 180 lb
up at 3-0-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Thomas A, Albani PE No.39380
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date,
July 25,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II.7473 rev. 10/02/2015 BEFORE USE. '
Design valid for use only with Mi rek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always re4uired for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Tubito Res.
T14662152
J36494
D16
Roof Special Girder
1
1
Job Reference (optional)
ono o�..eo
East Coast Truss, Ft. Pierce, FL - 34945.
LOAD CASE(S) Standard
Uniform Loads (plf)
Vert: 1-3=54, 3-4=-54, 4-7=-54, 8-17=-20
Concentrated Loads (lb)
Vert: 3=74(F) 13=93(F) 20=-50(F) 21=-50(F)
.gay — �., , ,. ,.,, , .,
ID:6fllib2ybD xViUgJz3Juyyulka-hRffW2kKXggcUANN1Uv8un9bKdR_Yf9Hc?AFwFyuXCe
WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not •
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall ��-��.YYY
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek•
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662153
i
J36494
D17
Half Hip
1
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946. 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12.09.42 2018 Page 1
ID:6fl1ib2ybD_xViUgJz3Juyyutka-9eDljOkzl_oS5KyZbCQNQ_inp 1 xRHDfQrfwpTiyuXCd
6-11-4 12-0-8 13-6-12
6-11-4 5-1-4 1-6.4
5x5 = 3x4 =
81x4 II 6
3x4 = 4x8 — 3x4 =
Scale = 1:38.4
1-6-0 1 10 0
6-11 3
12-0-8 13-6-12
120 0.4
5-1-4
5-1-4 1.6-4
Plate Offsetsl(X Y)
14:0 2 8 0 2-41 15:Edge 0 1 81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.68
Vert(LL) -0.05
6-7 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.33
Vert(CT) -0.10
6-7 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.50
Horz(CT) -0.01
6 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Weight: 86 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 6=418/Mechanical, 8=575/0-8-0
Max Horz 8=483(LC 7)
Max Uplift 6=-340(LC 5), 8=441(LC 8)
Max Grant 6=531(LC 13), 8=575(LC 1)
—
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or
less except when shown.
TOP CHORD 2-3=-492/279, 3-4=-504/460
BOT CHORD 7-8=-474/269
WEBS 2-8=-496/437, 2-7=-177/438, 3-7=-340/379, 4-7=-407/551, 4-6=-472/419
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Refer to gi�der(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 340 lb uplift at joint 6 and 441 lb uplift at
joint 8.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord:
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
Julv 25.2018
I "
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek*
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662154
J36494
D18
Half Hip
1
1
Job Reference o tional
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 Mi i ek industries, inc. Wed dur 25 12:09.43 cu ro rays
D:601ib2ybD_xViUgJz3J uyyutka-dgm Pxklb3lwJjTXmBvxczC E?2RF?OkZa3JfM?8yuXCc
5-1-11 10-0-8 13-6-12
5-1-11 4-10-13 3-6-4
4x4 = 3x4 = Scale = 1:32.6
is 3x4 = 3x8 = 2x4 II
3x4 =
1-6-0
LOADING (psf)
SPACING-
2-0-0
CS].
TCLL
20.0
Plate Grip DOL
1.25
TC 0.46
TCDL
7.0
Lumber DOL
1.25
BC 0.50
BCLL
0.0
Rep Stress Incr
YES
WB 0.20
BCDL
10.0
Code FBC2017/TP12014
Matrix -AS
LUMBER -
TOP CHORD
2x4 SP No.2
2x4 SP No.2
SP No.3
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD, 3-4=-324/225, 4-5=-224/264, 5-6=-432/323
BOT CHORD 7-8=-429/463
WEBS 5-7=-291/448, 3-8=-439/404
DEFL. in (loc) I/deft Ud PLATES GRIP
Vert(LL) -0.09 7-8 >999 240 MT20 244/190
Vert(CT) -0.19 7-8 >750 180
Horz(CT) -0.01 6 n/a n/a
Weight: 81 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD Rigid ceiling directly applied.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph.(3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 342 lb uplift at joint 6 and 446 lb uplift at
joint 8. 1
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 10/03/1015 BEFORE USE. ���
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIffP11 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 36610
p I r
i
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662155
J36494
D19
Half Hip
1
1
Jab Reference (optional)
Last coast I fuss, I-L Nlerce, t-L - 54ago,
ID:6fllib2ybD_xViUgJz3Juyyutka-dgmPxklb3lwJjTXmBvxczCE 1 DRIUDkla3JfM?8yuXCc
8-0-8 13-6-12
8-0-8 5-6-4
4x6 = 3x4 = Scale = 1:28.0
3 11 4
3x4 = 7 4x8 = 2x4 II
1x4 II
1-6-0 1 10-
8-0-8
13-0-12
1-6-0 -4-
6-2-8
5-64
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Lid
PLATES GRIP
TCLL
20.0
Plate Grip DOL 1.25
TC 0.38
Vert(LL)
-0.03
6-7
>999
240
MT20 244/190
TCDL
7.0
Lumber DOL 1.25
BC 0.27
Vert(CT)
-0.06
6-7
>999
180
BCLL
0.0
Rep Stress Incr YES
WB 0.26
Horz(CT)
-0.00
5
n/a
n/a
BCDL
10.0
Code FBC20171TPI2014
Matrix -AS
Weight: 73 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 5=418/Mechanical, 7=575/0-8-0
Max Horz 7=327(LC 7)
Max Uplift 5=343(LC 5), 7=451(LC 8)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHOR13 2-3=-437/268, 3-4=-312/309, 4-5=-374/346
BOT CHORD 6-7=-348/265
WEBS 4-6=-305/418, 2-7=-477/484, 2-6=-114/294
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD Rigid ceiling directly applied.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASGE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60; plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
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) Refer to gi,rder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 343 lb uplift at joint 5 and 451 lb uplift at
joint 7.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33810
Date;
July 25,2018
®WARNING G. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall ■■■�r��•�YYi
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 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 36610
Job
Truss
Truss Type
City
Ply
Tubito Res.
T14662156
J36494
D20G
Half Hip Girder
1
1
Job Reference (optional)
East Coast Tuuss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MITek Industries, Inc. Wed Jul 25 12:09:44 2018 Page 1
I D:6fll ib2yb D_xV iUq Jz3Juyyutka-50 Ko84mDgb2ALd6yicTrWP nD Lgfrl B Lj IzPvXayuXCb
6-0-8 9-9-10 13-6-12
6-0-8 3-9-2 3-9-2
1
�I
Scale = 1:25.0
NAILED
4x8 = _
NAILED 1x4 II NAILED 3x4
3 13 14 4 15 5
9 4X4 = .....--- sX8 —
3x6 11
3x4 = 1x4 II NAILED NAILED
6-M 9-9-10
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.29
TCDL
b.0
Lumber DOL
1.25
BC 0.20
BCLL
0.0
Rep Stress Incr
NO
WB 0.23
BCDL
10.0
Code FBC2017/TPI2014
Matrix -MS
DEFL. in (loc) I/deft L/d PLATES GRIP
Vert(LL) 0.02 7-8 >999 240 MT20 244/190
Vert(CT) -0.02 8-9 >999 180
Horz(CT) -0.01 6 n/a n/a
LUMBER- ' BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS i 2x4 SP No.3 BOT CHORD
REACTIONS, (lb/size) 6=479/Mechanical, 9=590/0-8-0
Max Horz 9=249(LC 31)
Max Uplift 6=-483(LC 5), 9=-537(LC 8)
Max Grav 6=578(LC 36), 9=621(LC 36)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-601/405, 3-4=-502/444, 4-5=-502/444, 5-6=-530/478
BOT CHORD 7-8=-459/553
WEBS 1 4-7=-298/379, 5-7=-537/655, 2-9=-576/517, 2-8=-306/512
Weight: 75 lb FT = 0%
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES- '
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 483 lb uplift at joint 6 and 537 lb uplift at
joint 9. 1
9) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines.
10) In the LOIAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 3-5=-54, 6-10=-20
Concentrated Loads (lb)
Vert: 8=17(F) 4=-21(F) 7=-1(F) 13=-21(F) 15=-36(F) 16=-1(F) 17=-13(F)
Thomas A. Albani PE No.39360
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. '
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k'
I always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610
Job
Truss
Truss Type
City
Ply
Tubito Res.
i
T14662157
J36494
E01G
Half Hip Girder
1
1
Job Reference (optional)
095 2018 P 1
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MITek Industries, Inc. Wed Jul 25 12
.
.4 age
ID:6fllib2ybD-xViUgJz3Juyyulka-ZDuAMQnrbvB1ynh8GK 42dKGiEv2UYpsXd8T40yuXCa
3-10-7 7.6-0 13-0-0 18-6-0
3.10-7 3-7-9 5-6-0 5-6-0
0
M
v
4x8 =
NAILED
3
NAILED
13 14
Scale = 1:31.6
NAILED
NAILED 3x4 = NAILED 2x4 II
15 4 16 17 18 5
9 3x6 II 4x4 = NAILLU NAILCV 3x4 = 5x5 =
3x4 =
Special
NAILED
1-6-0 110 4-8-0 7-6-0 13-0-0 18-6-0
2-10-0 2-10-0 5-6-0 5-6-0
Plate OffsetsdX.Y1- r3:0-5-4.0-2-01.16:0-2-4,0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.83
Vert(LL)
0.08
7-8
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.59
Vert(CT)
-0.08
7-8
>999
180
BCLL 0.0
Rep Stress Incr NO
WB 0.60
Horz(CT)
-0.03
6
n/a
nla
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 104 lb FT = 0%
LUMBER- I
BRACING -
TOP CHORD
2x4 SP No.2
TOP CHORD
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.3 *Except*
BOT CHORD
5-6: 2x6 SP No.2
WEBS
REACTIONS: (Ib/size) 6=1020/0-8-0, 9=1064/0-8-0
Max Horz 9=306(LC 7)
Max Uplift 6=-995(LC 5), 9=-1000(LC 8)
Max Grav 6='1083(LC 29). 9=1099(LC 29)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1371/1160, 3-4=-1183/1136
BOT CHORD 8-9=-339/247, 7-8=-1151/1246, 6-7=-1159/1211
WEBS 1 3-8=-24/265, 4-7=-231401, 4-6=-1441/1331, 2-9=-1047/1006, 2-8=-914/1142
Structural wood sheathing directly applied or 4-8-12 oc purlins,
except end verticals.
Rigid ceiling directly applied or 5-6-0 oc bracing.
1 Row at midpt 4-6
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60lplate grip DOL=1.60
3) Provide aequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss �as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This betvietrus$$ 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 an the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 995 lb uplift at joint 6 and 1000 lb uplift
at joint 9.
8) "NAILED" Indicates 3-1Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines.
9) Hanger(s) r other connection device(s) shall be provided sufficient to support concentrated load(s) 264 lb down and 214 lb up at
7-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 3-5=-54, 6-10=-20
Concentrated Loads (lb)
Vert: 3=-77(F) 8=132(F) 14=-77(F) 15=-93(F) 16=-93(F) 17=-93(F) 19=-34(F) 20=44(F) 21=-44(F) 22=44(F)
Thomas A. Albani PE No.39380
Welk USA, Inc. FL Cert 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.
Design validj for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall ��■��•YYY
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII 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 36610
s Type
Qty Ply Tubito Res.
T14662158
J36494 E02 Half Hip 1 1
Job Reference D tional
East Coast Tjuss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:46 2018 Page 1
ID:6fllib2ybD_xViUgJz3Juyyutka-1PSYZInTLDJuaxGKglVJbgsVJTeFMD2UOmHu0cTyuXCZ
4-10-7 9-6-0 13-11-0 18-6-0
4-10-7 4-7-9 4-5-0 4-7-0
4x6 = Scale = 1:33.1
3x4 = 2x4 II
3 4 12 5
a 1x4 II 4x8 = 5x5 =
3x4 =
1
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.51
Vert(LL) -0.10 6-7 >999 240
MT20 2441190
TCDL 4.0
Lumber DOL 1.25
BC 0.58
Vert(CT) -0.21 6-7 >938 180
BCLL 0.0
Rep Stress Incr YES
WB 0.45
Horz(CT) -0.01 6 n/a . n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Weight: 106 lb FT = 0%
LUMBER- BRACING -
TOP CHORD Structural wood sheathing directly applied, except end verticals.
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3 *Except*
5-6: 2x6 SP No.2
REACTIONS. (lb/size) 6=601/0-8-0, 8=751/0-8-0
Max Horz 8=384(LC 7)
Max Uplift 6=-478(LC 5), 8=-563(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-706/426, 3-4=-540/473
BOT CHORD 7-8=-476/369, 6-7=-418/407
WEBS 2-8=-661/636, 2-7=-142/415, 4-7=-124/295, 4-6=-541/502
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASGE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60; plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This trust 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.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 478 lb uplift at joint 6 and 563 lb uplift at
joint 8.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
®WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not ��•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Inforjnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
J I 1
M
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662159
J36494
E03
Half Hip
1
1
Job Reference (optional)
�
o
hfi ,
9n 9nie KA; L, 1-1—fd— Inn IAled _hit 9F pane 19•no-no9n1n pn1
East Coast I russ, rL. rierce, rL - 34946, ......... .. .....r ,....,.. .... .....-.....__, ..._. ..__ _-. __ ._.__... __ . _ _a_ .
I D:6fl lib2yb D_xViUgJz3Juyyutka-W bOwn5o56 WRI C 5rXNIOY72PiA2YeyXm9_xdZ8vyuXCY
5-10-7 11-6-0 18-6-0
5-10-7 5-7-9 7-0-0
4x6 = 3x4 11 Scale = 1:37.6
4 12 5
8 3x4 = 3x4 = 5x5 =
3x4 =
1-6-0 1,10.0 11.6-0
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 FBC2017/TP12014
CSI.
TC 0.38
BC ' 0.71
WB 0.32
Matrix -AS
DEFL. in
Vert(LL) -0.17
Vert(CT) -0.34
Horz(CT) -0.02
(loc) I/defl L/d
7-8 >999 240
7-8 >588 180
6 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 109 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied.
WEBS 2x4 SP No.3 *Except*
WEBS
1 Row at midpt 4-6
5-6: 2x6 SP No.2
REACTIONS. (Ib/size) 6=601/0-8-0, 8=751/0-8-0
Max Horz 8=462(LC 7)
Max Uplift 6=-476(LC 5), 8=-559(LC 8)
Max Grav 6=646(LC 13), 8=751(LC 1)
I
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-565/396
BOT CHORD 7-8=-606/734, 6-7=-437/556
WEBS 3-7=-210/256, 4-7=-66/372, 4-6=-656/415, 3-8=-639/555
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASOE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates che.6ked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 476 lb uplift at joint 6 and 559 lb uplift at
joint 8.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Albani PE No.39300
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date;
®WARNING - Verity desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7477 rev. 10/03/1015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall pat
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek`
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
safety Inforination available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
July 25,2018
e
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662160
J36494
E04
Half Hip
1
1
Job Reference (optional)
fast uoast I runs, r t. tierce, YL - 391d90, 0.44U 5 IYlny cy cV I° Ivn I.r. Illuusu rob, II w. vvcu uuI c.:w Ic.va.ti° cu I° ray. I
ID:6flIib2ybD xViUgJz3Juyyutka-_oal_RpjtgZcgFQjxSXngFyu_S_EhxJJDbN7gLyuXCX
6-10-7 13-6-0 I 18-6-0
6-10-7 6-7-9 5-0-0 I
48 = 2x4 11 Scale = 1:42.8
4 13 5
9 ° 1 6
3x4 = 1x4 II 4x4 = 3x4 = 5x5 =
1-6-0 4
0 0 6-10-7 13-6-0 18-6-0
11-0 O M-7 6-7-9
Plate Offsets (X Y)— 14.0-5-4 0-2-01 16:0-2-4 0-2-121
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Well
Ud
TCLL 2D.0
Plate Grip DOL
1.25
TC 0.38
Vert(LL)
-0.05
7-8
>999
240
TCDL '7.0
Lumber DOL
1.25
BC 0.36
Vert(CT)
-0.10
7-8
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.49
Horz(CT)
-0.02
6
n/a
n/a
BCDL 1,0.0
Code FBC2017/TPI2014
Matrix -AS
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.3 `Except*
i
5-6: 2x6 SP No.2
REACTIONS.
(lb/size) 6=601/0-8-0, 9=75110-8-0
Max Horz 9=540(LC 7)
Max Uplift 6=-473(LC 5), 9=-555(LC 8)
Max Grav 6=628(LC 13), 9=751(LC 1)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-753/462, 3-4=-447/339
BOT CHORD 8-9=-518/282, 7-8=-602/778, 6-7=-359/396
WEBS I 3-7=-441/355, 4-7=-148/372, 4-6=-611/415, 2-8=-367/653, 2-9=-664/525
PLATES GRIP
MT20 244/190
Weight: 119 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD Rigid ceiling directly applied.
WEBS 1 Row at midpt 4-6
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; 6=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 473 lb uplift at joint 6 and 555 lb uplift at
joint 9. 1 -
8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly,to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert.6634
6904 Parke East Blvd. Tampa FL 33610
Date:
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. '
Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design, parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek"
is always regbired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the_ - . --
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
July 25,2018
Job i
Truss
Truss Type
Qty,
Ply
Tubito Res.
T14662161
J36494
E05
Half Hip
1
1
Job Reference o tional
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s may Z4 Z018 Nll I ex industries, inc. vied Sur 25 12:09A8 2018 rage r
I D:6fllib2yb D_xV i UgJz3J uyyutka-_oal_RpjtgZcgFQjxSXng Fys4 Sw4hriJDb N7g LyuXCX
7-10.7 15-6-0 i1Elo-11 ,
7-1 0-7 7-7-9 1-4-11
5x5 = 3x4 = Scale: 1/4"=1'
8 / 6
3x4 =
1x4 II 48 = 5x6 —
16-10-11
7-10-7
15-6-0
16-10-3
1-6-0 0-0 6-0-7
7-7-9
Plate Offsets (X Y)14:0 2 8 0 2-41
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL. in
floc) I/defl L/d
PLATES GRIP
TCLL 26.0
Plate Grip DOL 1.25
TC 0.50
Vert(LL) -0.18
6-7 >965 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.63
Vert(CT) -0.32
6-7 >555 180
BCLL 0.0
Rep Stress Incr YES
WB 0.85
Horz(CT) -0.01
6 n/a n/a
BCDL 1 D.0
Code FBC2017/TPI2014
Matrix -AS
Weight: 114 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied.
WEBS 2x4 SP No.3 `Except'
WEBS
1 Row at midpt 5-6, 4-7
5-6: 2x6 SP No.2
REACTIONS. (lb/size) 6=540/0-7-10, 8=693/0-8-0
Max Horz 8=619(LC 7)
Max Uplift 6=-422(LC 5), 8=51O(LC 8)
Max Grav 6=723(LC 13), 8=693(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-702/395, 3-4=-758/643, 4-5=-255/215
BOT CHORD 7-8=-603/341
WEBS 1 3-7=-463/514, 4-7=-583/810, 2-7=-258/618, 2-8=-622/507, 4-6=-693/638
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60,plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 422 lb uplift at joint 6 and 510 lb uplift at
joint 8.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock i e applied directly to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■.Y
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job I
Truss
Truss Type
city
Ply
Tubito Res.
T14662162
J36494
E06
Monopitch
1
1
i
Job Reference (option -al)
Last Goad i russ, m. viefce, FL - s4114b, wicy cti c 0Day=
ID:6fllib2ybD_xViUgJz3Juyyulka-S_8hCngMe8hTRP?vVA2TU3grJ3OLASSF6gDoyu'XCW
i 7-2-11 14.6-0
r 7-2-11 73-5
3x4 i
4
3x4 =
1x4 II 4x4 = 3X6 =
Scale = 1:43.7
1-6-0 1- 0 0
! 11-0 0-0-
7-2-11
5-4-11
14-b-U
7-3-5
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.37
Vert(LL) -0.06
5-6 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.39
Vert(CT) -0.12
5-6 >999 180
BCLL b.0 '
Rep Stress Incr YES
WB 0.64
Horz(CT) -0.01
5 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Weight: 88 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied.
WEBS 2x4 SP No.3 *Except*
4-5: 2x6 SP No.2
REACTIONS'. (lb/size) 5=45010-7-1, 7=606/0-8-0
Max Horz 7=569(LC 7)
Max Uplift 5=357(LC 5), 7=-455(LC 8)
Max Grav 5=542(LC 13), 7=606(LC 1)
i
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or
less except when shown.
TOP CHORD 2-3=-542/308, 3-4=-293/173
BOT CHORD 6-7=-546/298, 5-6=-439/552
WEBS , 3-5=-542/420, 2-6=-214/471, 2-7=-519/443
NOTES- '
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 357 lb uplift at joint 5 and 455 lb uplift at
joint 7.
6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
JUN 25,2018
® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. ��
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M i 1T
e'k•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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 36610
Job I
Truss
Truss Type
Ory
Ply
Tubito Res.
T14662163
J36494
F01
Half Hip
1
1
Job Reference o tional
Last Uoast I russ, I-t. rlerce, r L - wy40,—
ID:6fl1ib2ybD_xViUgJz3Juyyutka-wAi3P7r PRpK3YZ63taFlg1CNFeg9nxbhvsElEquXCV
i 5-8-10 11-2-7 _ _ 16.8-4 17rD.0
5-6-10 5-5-13 5-5-13 a3-i2
3x4 11
5
6 6
3x4 =
3x4 = 3x4 = 5x6 =
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL b.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017rrP12014
CSI.
TC 0.45
BC 0.49
WB 0.74
Matrix -AS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except`
5-6: 2x6 SP No.2
REACTIONS. (lb/size) 6=550/0-8-0, 8=691/0-5-4
Max Horz 8=667(LC 7)
Max Uplift 6=-421(LC 5), 8=-500(LC 8)
Max Grav 6=701(LC 13), 8=691(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-645/373, 4-5=-317/210
BOT CHORD 7-8=-599/732, 6-7=-395/494
WEBS 4-7=-121/339, 4-6=-608/458, 3-8=-693/446
I
DEFL. in (loc) I/deft Ud
Vert(LL) -0.08 6-7 >999 240
Vert(CT) -0.15 6-7 >999 180
Horz(CT) -0.01 6 n/a n/a
Scale = 1:50.6
PLATES GRIP
MT20 244/190
Weight: 108 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD Rigid ceiling directly applied.
WEBS 1 Row at midpt 5-6
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
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 betvJeen the bottom chord and any other members, with BCDL = 10.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 421 lb uplift at joint 6 and 500 lb uplift at
joint 8.
6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Albani PE No.39360
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date;
July 25,2018
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. !r
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610
• I l
7
Job
Truss
Truss Type
Qty
Ply
Tubilo Res.
T14662164
J36494
F02
Monopitch
10
1
i
Job Reference (optional)
tast L,oasi iruss, rt. rier ce, rL - J4V40, ,.,..� �.. ... ......... ...___...__, ...-• - •-- --• -- •-•-- -- -- - - -
ID:6fllib2ybD_xViUgJz3Juyyutka-wAj3P7r PRpK3YZ63taFlglCNFeg9nybhvsElEquXCV
5-8-11 11.2.10 r _ 17-0-0
5-8-11 5-5-14 5-9-6
3x4 II
5
3x4 = 3x4 = 5x6 =
3x4 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.45
Vert(LL)
-0.08
6-7
>999
240
TCDL 17.0
Lumber DOL
1.25
BC 0.49
Vert(CT)
-0.15
6-7
>999
180
BCLL 10.0
Rep Stress Incr
YES
WB 0.74
Horz(CT)
-0.01
6
n/a
n/a
BCDL 10.0
Code FBC20171TP12014
Matrix -AS
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.3 *Except*
5-6: 2x6 SP No.2
REACTIONS. (Ib/size) 6=550/0-8-0, 8=691/0=5-4
Max Horz 8=667(LC 7)
Max Uplift 6=421(LC 5), 8=-500(LC 8)
Max Grav 6=701(LC 13), 8=691(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-645/373, 4-5=-317/210
BOT CHORD 7-8=-599/732, 6-7=-394/493
WEBS 1 4-7=-122/339, 4-6=-608/458, 3-8=-693/446
Scale = 1:50.8
PLATES GRIP
MT20 244/190
Weight: 108 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD Rigid ceiling directly applied.
WEBS 1 Row at midpt 5-6
NOTES-
1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 421 lb uplift at joint 6 and 500 lb uplift at
joint 8.
6) This truss'design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrocklbe applied directly to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
AwARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ��
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldance.regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
July 25,2018
Job
Truss
Truss Type
City
Ply
Tubito Res.
T14662165
J36494
G01G
Hip Girder
1
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:52 2018 Page 1
I D:6fllib2ybD_xViUgJz3Juyyutka-sZppgpsEx3321sjUAlcjg56bF30mdpZu8DLKp6yuXCT
4-0-0 7�-0 10-8-0 14-8-0
4-0-0 341-0 3-4-0 4-0-0
C
ch
Scale=1:25.7
NAILED Special
4x8 =
NAILED NAILED 1x4 II NAILED 4x8 =
2 11 3 12 4
10 3x4 = 1-1— 3x8 = 11- Special °3x6 II
3x6 11 Special NAILED
4-0-0 7-4-0
10-8-0
14-8-0
4-0-0 3-4-0
3-4-0
4-0-0
Plate Offsetsl(X Y)— 12:0-5-4 0-2-01 14:0-5-4 0-2-01
LOADING (psf)
TCLL 20.0
SPACING- 2-0-0
Plate Grip DOL 1.25
CSI.
TC 0.30
DEFL. in
Vert(LL) 0.04
(loc) Well L/d
8 >999 240
PLATES GRIP
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.20
Vert(CT) -0.03
8 >999 180
BCLL 0.0
Rep Stress Incr NO
WB 0.22
Horz(CT) -0.01
6 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 84 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x4 SP No.3 `Except`
BOT CHORD
Rigid ceiling directly applied or 7-6-11 oc bracing.
1-10,5-6: 2x6 SP No.2
REACTIONS. (lb/size) 10=565/0-8-0, 6=577/0-8-0
Max Horz 10=-156(LC 6)
Max Uplift 10=-551(LC 8), 6=-576(LC 8)
Max Grav 10=691(LC 36), 6=696(LC 37)
i
i
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-856/722, 2-3=-938/901, 3-4=-938/901, 4-5=-864/758, 1 -1 0=-651/559,
1 5-6=-656/583
BOT CHORD 8-9=-601/785, 7-8=-618/757
WEBS 1 2-8=-319/329, 3-8=-272/351, 4-8=-265/301, 1-9=-554/694, 5-7=-598/732
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASGE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60� plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 551 lb uplift at joint 10 and 576 lb uplift
at joint 6.
8) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 257 lb down and 291 lb up at
10-8-0 on top chord, and 98 lb down and 58 lb up at 4-0-0, and 98 lb down and 58 lb up at 10-7-4 on bottom chord. The
design/selection of such connection device(s) is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASES) Standard
Thomas A. Albani PE No.39380
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
MiTek USA, Inc. FL Cert 6634
Uniform Loads (pif)
Parke East Blvd. Tampa FL 33610
Vert: 1-2=-54, 2-4=-54, 4-5=-54, 6-10=-20
Date
Date;
1
July 25,2018
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE,
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pi�•Y■i
building desi.pn. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek*
I iTek�
is always required for stability and to prevent collapse with possible personal Injury and property damage. -For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662165
J36494
G01G
Hip Girder
1
1
Job Reference (optional)
tast coast truss, ri. rterce, rL-o4W—, ,.....-..-...,.,
I I ID:6fl1ib2ybD_xViUgJz3Juyyutka-sZppgpsEx3321sjUAlcjg56bF30mdpZu8DLKp6yuXCT
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Vert: 2=20(1`) 4=-45(F) 9=26(F) 8=-5(F) 3=-20(F) 7=26(F) 11=20(F) 12=-20(F) 13=-5(F) 14=-5(F)
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design valid�for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not •
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ■■■��•�YYi
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Tubito Res.
T14662166
J36494
G02
Roof Special
1
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 ZU18 Mt I eK Industries, Inc. Wed Jul 25 i 2:09:53 2018 rage i
ID:6fllib2ybD_xViUgJz3Juyyutka-KINB 19tsiMBvwOlhk?7yNJflLTiRMH22Nt4uMZyuXCS
2-0-0 6-0-0 8-8.0 12-M 14-8-0
2-0-0 4-0-0 2-8-0 4-0-0 2-0-0
4x4 =
4x8 =
6.o0 12
10 - 3x8 = r
Scale = 1:27.7
3x4 =
I
3x4 =
2-0-0 6-0-0
8-&D
12-M
14-8-0
2-0-0 4-0-0
2-8-D
4-0-0
2-0-0
Plate Offsets l(X Y)14:0 5-4 0 2 Ol
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.28
Vert(LL) -0.04
7-8 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.30
Vert(CT) -0.07
7-8 >999 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.14
Horz(CT) 0.01
7 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Weight: 88 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 10=532/0-8-0, 7=532/0-8-0
Max Horz 10=-225(LC 6)
Max Uplift 10=-343(LC 8), 7=343(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or
less except when shown.
TOP CHORD 2-3=-593/417, 3-4=-490/428, 4-5=-592/417
BOT CHORD 9-10=-354/518, 8-9=-281/489, 7-8=-266/440
WEBS 2-10=-601/464, 5-7=-601/464
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601,plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
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 betWIeen the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 343 lb uplift at joint 10 and 343 lb uplift
at joint 7.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33810
Date;
July 25,2018
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II-7473 rev. 1010312015 BEFORE USE. '
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pal
building desibn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH 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 36610
Job
Truss
Truss Type
City
Ply
Tubito Res.
T14662167
J36494
G03
Roof Special
1
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:54 2018 Page 1
ID:6flIib2ybD_xViUgJz3Juyyutka-oyxaFUuUTgJmYAttljeBvWCyas1 u5iyBbXgRu?yuXCR
4-0-0 7-4-0 10-8-0 14-8-0
4-0-0 34-0 34-0 4-0-0
4x4 =
6.o0 12
3x4 =
Scale = 1:31.0
4-0-0
4-0-0
10-8-0
6-8-0
14-0-u
4-0-0
Plate Offsets'(X Y)
12:0 5-4 0-2-01 14:0-5-4 0-2-01
I
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.18
Vert(LL)
-0.05
7-8
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.35
Vert(CT)
-0.12
7-8
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.29
Horz(CT)
0.01
6
n/a
n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix -AS
Weight: 90 lb FT = 0%
LUMBER- I
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD Rigid ceiling directly applied.
REACTIONS! (lb/size) 9=532/0-8-0, 6=532/0-8-0
Max Harz 9=283(1_C 6)
Max Uplift 9=-343(LC 8), 6=-343(LC 8)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-650/529, 3-4=-650/529
BOT CHORD 8-9=-377/603, 7-8=-285/429, 6-7=-320/544
WEBS 2-9=-666/404, 3-8=174/298, 3-7=-174/298, 4-6=-666/404
I
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60%plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
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 betv).een the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 343 lb uplift at joint 9 and 343 lb uplift at
joint 6.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Alban! PE No.39360
MiTek USA, Inc. FL Ced 6634
6904 Parke East Blvd. Tampa FL 33610
Date;
July 25,2018
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711.7473 rev. 10/03/2015 BEFORE USE. '
Design valid'for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building desibn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek*
is always re9uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 quality Criteria, DSB-89 and Bost Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
t
Job j
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662168
J36494 I
G04
Roof Special I1
1
Jab Reference o tional
tast coast i russ, rt, rierce, r u - ovnvo,
5-10-8
5-10-8
5-10-8
158
6.00 12 4x4
3
8-9-8
I D:6fllib2ybD_xVtUgJz3Juyyutka-oyxaFUuUTgJmYAttlleBvWCvgs2n5ffBbXgRu?yuXCR
8-9-8 14-8-0 _
1-5-8 5-10-8
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.36
Vert(LL)
-0.03
6-7
>999
240
TCDL 17.0
Lumber DOL
1.25
BC 0.29
Vert(CT)
-0.06
6-7
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.50
Horz(CT)
-0.01
6
n/a
n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix -AS
LUMBER- BRACING -
Scale = 1:31.0
3x4 =
PLATES GRIP
MT20 244/190
Weight: 99 lb FT = 0%
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied.
WEBS I 2x4 SP No.3
REACTIONS. (lb/size) 9=532/0-8-0, 6=532/0-8-0
Max Horz 9=-313(LC 6)
Max Uplift 9=-386(LC 4), 6=-386(LC 5)
FORCES. 4Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-615/535, 3-4=-615/535
BOT CHORD 8-9=-431/546, 7-8=-358/447, 6-7=-414/513
WEBS 2-9=-573/395, 2-8=-213/270, 4-7=-213/270, 4-6=-573/394, 3-8=-259/325, 3-7=-259/325
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.6d plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss1has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 386 lb uplift at joint 9 and 386 lb uplift at
joint 6.
truss
8) This trldesign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A, Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
July 252018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111111.7473 rev. 10/03/1015 BEFORE USE.
Design valid'for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek,
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
I
Job '
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662169
J36494
G05
Flat
1
1
Job Reference o tional
Last L;oast I russ, rt. VMFC-e, r-L - '+W40,
ID:6fl1ib2ybD xViUgJz3Juyyutka-HBVySqu6E_Rc9 S3rQ9QSkk2VGLpgALLgBZ?QRyuXCQ
7-4-0 14-8-0
7-4-0 7-4-0
3x8 =
2 a
3x4 11 Scale = 1:29.4
3
s c
s s
5
c s
s c
5
1x4 II
5x5 =
5x5 =
74_0
14-8-0
74-0
7-4-0
Plate Offsets KY)—
f4:0 2 8 0-2 121 f6.0 2 8 0-2-121
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.49
Vert(LL) -0.06
5-6 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.50
Vert(CT) -0.12
4-5 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.22
Horz(CT) -0.01
4 n/a n/a
BCDL 16.0
Code FBC2017/TPI2014
Matrix -AS
Weight: 89 lb FT = 0%
LUMBER-
BRACING -
TOP CHORDI 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied.
WEBS , 2x4 SP No.3
WEBS
1 Row at midpt 2-6, 2-4
REACTIONS. (lb/size) 6=532/0-8-0, 4=532/0-8-0
Max Horz 6=356(LC 4)
Max Uplift 6=-454(LC 4), 4=-454(LC 5)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or
less except when shown.
BOT CHORD, 5-6=-502/512, 4-5=-502/512
WEBS 2-6=-554/485, 2-5=0/328, 2-4=-553/483
NOTES-
1) Wind: ASCE 7-10; Vult=17omph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 iplate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 454 lb uplift at joint 6 and 454 lb uplift at
joint 4.
7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Albani PE No.39360
MiTek USA, Inc, FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE.
Design valid Ifor use only with MrrekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall i•Yi
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610
i
Job i
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662170
J36494
G06
Flat
1
1
1
Job Reference o tional
tast L oasi 1 russ, ri. rnnt , rL - 34-. . ---..,.., . _ ..... _.. ...---...__, ...-• ---- --. -- .-.--.-- -- .-
ID:6fI1ib2ybDxViUgJz3Juyyutka-IK3KgAvl?HZTnT1 FP8gf?xHBJgkWZZiU3gJYyuyuXCP
5-6-0 , _ 11-0-_0
5-6-0 5-6-0
3x4 11 3x8 = 3x4 II
1 7 2 8 3
ZL-JX—
C S C
e e S t
6 5x5 =
5-6-0 11 ^0^0
r
4
5x5 =
Scale = 1:36.1
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.61
Vert(LL)
-0.03
5-6
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.27
Vert(CT)
-0.05
5-6
>999
180
i
BCLL -0.0
Rep Stress Incr YES
WB 0.46
Horz(CT)
-0.01
4
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Weight: 80 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3
REACTIONS. (ib/size) 6=396/0-8-0, 4=396/0-8-0
Max Horz 6=-428(LC 4)
Max Uplift 6=-420(LC 4), 4=-420(LC 5)
Max Grav 6=438(LC 14), 4=438(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
BOT CHORD 5-6=-368/308, 4-5=-368/308
WEBS j 2-6=-392/394, 2-4=-391/392
NOTES-
1) Wind: ASCE 7-10; Vult= I i0mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This trusslhas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide miechanical connection (by others) of truss to bearing plate capable of withstanding 420 lb uplift at joint 6 and 420 lb uplift at
joint 4.
7) This trussldesign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock.be applied directly to the bottom chord.
Thomas A, Albani PE No.39380
MiTek USA, Inc, FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
j July 25,2018
WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.
Design valid'for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ua truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ��r�•Yl•
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing pA iTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd!
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
4 1
Job
Truss
Truss Type
Qty •
Ply
Tubilo Res.
T14662171
J36494
H01
Common Supported Gable
1
1
.. ......
_ ..___....,....,
Job Reference (optional)
Cast Vua5i t r u55, rt. rlCl ,rL-JY ,
B-0-0
4x4 =
5
ID:6fllib2ybD_xViUgJz3Juyyutka-IK3KgAvl?HZTnT1FP8gf?xHJlgnxZfyU3gJYyuyuXCP
16-0-0
B-0-0
16 15 14 13 12
1 x4 11 1 x4 11 1 x4 11 1 x4 11 1 x4 11
14-6-0
Scale = 1:29.4
I�
11 10
1x4 II 1x4 II
16-0-0
LOADING (psf)
SPACING- 2-0 0
CSI.
DEFL.
in (loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL 1.25
TC 0.10
Vert(LL)
n/a
n/a
999
TCDL 7.0
Lumber DOL 1.25
BC 0.12
Vert(CT)
n/a
n/a
999
BCLL 0.0
Rep Stress Incr YES
WB 0.06
Horz(CT)
0.00 10
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-S
LUMBER- I BRACING -
PLATES GRIP
MT20 244/190
Weight: 74 lb FT = 0%
TOP CHORDI 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 1 2x4 SP No.3
REACTIONS All bearings 13-0-0.
(lb) - Max Horz 16=-174(LC 6)
Max Uplift All uplift 100 lbor less at joints) except 14=-144(LC 8), 15=-124(LC 5), 16=-266(LC 8), 12=-127(LC
8), 11=146(LC 8), 10=-189(LC 5)
Max Grav All reactions 250 lb or less atjoint(s) 13, 14, 15, 16, 12, 11, 10
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=2ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) Gable studs spaced at 2-0-0 oc.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 lb uplift at joint 14, 124 lb uplift at
joint 15, 266 lb uplift at joint 16, 127 lb uplift at joint 12, 146 lb uplift at joint 11 and 189 lb uplift at joint 10.
9) Non Standard bearing condition. Review required.
I
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. �'
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building des'gn. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek"
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, Storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 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 36610
r I 1
Job
Truss
Truss Type
city
Ply
Tubito Res.
•
T14662172
J36494
H02
Common
1
1
i
Job Reference (optional)
Last coast it ruse, rt.rwice,rL-04V40,
8-0-0
4x4 =
3
I D:601ib2ybD_xViUgJz3Juyyutka-D Wdit WwN mbhKPdcSzrCuX9q Qc44h 15wd1 U25VKyuXCO
14-2-0 i 16-i
6-2-0 1-10-0-00
Scale = 1:28.7
5
O
d
I 1x4 11 -V 1x4 11
16-0
2-10-0
8-0-0
14-2-0
1-6-0
1-4-0
5-2-0
6-2-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/dell
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.32
Vert(LL)
-0.02
7-8
>999
240
TCDL 7.0
Lumber DOL
1.25
BC 0.28
Vert(CT)
-0.05
7-8
>999
180
BCLL 10.0 '
Rep Stress Incr
YES
WB 0.15
Horz(CT)
0.00
6
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
LUMBER- I BRACING -
PLATES . GRIP
MT20 244/190
Weight: 77 lb FT = 0%
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3
REACTIONS. (ID/size) 8=592/0-8-0, 6=592/0-8-0
Max Horz 8=166(LC 7)
Max Uplift 8=-470(LC 8), 6=-376(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-469/302, 3-4=-469/302
BOT CHORD 7-8=-173/283
WEBS 2-7=-110/349, 2-8=505/492, 4-7=-107/353, 4-6=-505/440
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This trussihas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mIechanical connection (by others) of truss to bearing plate capable of withstanding 470 lb uplift at joint 8 and 376 lb uplift at
joint 6.
7) This trussldesign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock•be applied directly to the bottom chord.
I
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date;
July 25,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.
Design valid, for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not •
a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek"
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt 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 36610
Job
Truss
Truss Type
Oty
Ply
Tubito Res.
T14662173
J36494
H03
Common
1
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946,
1
�I
1-10-0
8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:58 2018 Page 1
ID:6fllib2ybD_xViUgJz3Juyyulka-hjB44sx?XvpBOnBeXZj74MMXMUNI I ZLnW8ofl myuXCN
16-0.0
8-0-0
4x4 = Scale = 1:28.7
3x4 = 6 1x4 II b
3x4 = 3x4 =
2-0-0
1so 11a eoo 13-10-10 1 lsoo
1-6-0 6-0-0 5.10.9 0- - 1 1-11-12
5
r�
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.58
Vert(LL)
0.08
7
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.48
Vert(CT)
-0.13
7
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.07
Horz(CT)
0.01
6
n/a
n/a
BCDL 10.0
Code FBC2017JTPI2014
Matrix -AS
Weight: 62 lb FT=O%
LUMBER- I BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3
REACTIONS (lb/size) 6=592/0-3-5, 8=592/0-8-0
Max Horz 8=-166(LC 6)
Max Uplift 6=-375(LC 8), 8=478(LC 8)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-323/77, 2-3=-407/275, 3-4=-407/272, 4-5=-323/88
BOT CHORD 1-8=-100/329, 7-8=-74/316, 6-7=-74/316, 5-6=-98/329
WEBS 4-6=-398/407, 2-8=-398/444
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60,plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit betvdeen the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 375 lb uplift at joint 6 and 478 lb uplift at
joint 8.
7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. q!
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
C
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall so
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members. only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662174
J36494
H04
Common
2
1
Job Reference o lional
East t;oast i russ. rt. rlerce, rL - agaao. , ,.,.., �, -- - -- -- -- . - . - -
I D:6fllib2ybD_xViUgJz3Juyyutka-9vkTICxdlCx2exlg4GEMcavh4tfQm7QwIOXCZCyuXCM
2-1-6 -10-11 8-0-0 13-1-5 16-0-0
2-1-6 0-9-5 5-1-0 5-1-5 2-10-11
4x4 =
7
3x4
1x4 II
=
1x4 II
1x4 II
1x4 II
2� 1-6 10-11 8-0-0 13-1-5 13-10-19 16-0-0
F_1_R 0-9-5 2-1-6
Scale = 1:31.0
Plate Offsets'(X Y)
12.0 0-0 0 0 O1 1370 0 0 0 0 O1
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in
(loc)
I/dell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.64
Vert(LL)
0.14
9-10
>973
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.71
Vert(CT)
-0.18
9-10
>717
180
BCLL 0.0
Rep Stress Incr YES
WB 0.15
Horz(CT)
0.00
8
n/a
n/a
BCDL 10.0
Code FBC2017frP12014
Matrix -AS
Weight: 64 lb FT = O%
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.3
REACTIONS.
(lb/size) 8=55010-3-5, 11=63410-3-5
Max Horz 11=-166(LC 6)
Max Uplift 8=-338(LC 8), 11=-555(LC 8)
FORCES. (1b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-295/211, 4-5=-276/191, 5-6=-288/80
WEBS 3-11=-415/488
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17111; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit betv�een the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 338 lb uplift at joint 8 and 555 lb uplift at
joint 11.
7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock 6e applied directly to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
July 25,201E
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Instdute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
i
Job I
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662175
J36494
MV10
Valley
1
1
Job Reference (optional)
East GOast I fuss, m. Fierce, t-L - 14V40,
10-0-0
I D:6fll ib2yb D_xV i UgJz3J uyyutka-9vkTl Cxdl Cx2exlg4G EMcavk?tlCmO_wloX CZCyuX C M
2x4 II
3
2x4 ! 5 4
1x4 11 2x4 II
Scale = 1:28.7
I
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
floc) I/defl L/d
r
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.46
Vert(LL) n/a
n/a 999
MT20 244/190
TCDL 7.0
BCLL 0.0
Lumber DOL
Rep Stress Incr
1.25
YES
BC 0.34
WB 0.11
Vert(CT) n/a
Horz(CT) -0.00
n/a 999
4 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-S
Weight: 40 lb FT = O%
LUMBER-
TOP CHORD 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3
BOT CHORD
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS I 2x4 SP No.3
REACTIONS. (lb/size) 1=124/10-0-0, 4=145/10-0-0. 5=414/10-0-0
Max Horz 1=361(LC 5)
Max Uplift 1=-28(LC 9), 4=-122(LC 5), 5=-354(LC 8)
Max Grav 1=159(LC 14), 4=176(LC 13), 5=461(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-276/135
WEBS 2-5=-348/368
NOTES-
1) Wind: ASOE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60;plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) Gable requires continuous bottom chord bearing.
4) This truss leas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 1, 122 lb uplift at joint
4 and 354 b uplift at joint 5.
Thomas A. Albani PE No.39380
MiTek USA; Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II-7473 rev. 1010312015 BEFORE USE. r'
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not p`
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p
building do sign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IV I iTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
1 ,.
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662176
J36494
MV2
Valley
3
1
Job Reference (optional)
tast toast I russ, rt. vierce, rL - 34agU,
r
2x3
2-0-0
ID:6fl11b2ybD_xViUgJz3Juyyutka-d51rVYyF2 W3vG5K1 ezlb9nR0EH9EVl-x4_SHI5fyuXCL
2
3
Scale = 1:7.8
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.04
Vert(LL) n/a
n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.03
Vert(CT) n/a
n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00
2 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
Weight: 5 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 2-0-0 cc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS. (Ib/size) 1=5112-0-0, 2=37/2-0-0, 3=14/2-0-0
Max Horz 1=43(LC B)
Max Uplift 1=-22(LC 8), 2=-48(LC 8)
Max Gram 1=52(LC 13), 2=43(LC 13), 3=28(LC 3)
FORCES. �lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This trus's 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 atijoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 1 and 48 lb uplift at
joint 2. I
Thomas A. Albani PE No.39380
Welk USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date;
July 25,2018
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. '
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k•
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and 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 36610
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662177
J36494
MV4
Valley
2
1
�
Job Reference (optional)
tact coast truss, rt. rrer ce, rL--0.
2x3 i
I D:681ib2ybD_xV iUgJz3Juyyutka-51 sDj uzlpgC mtFvD C h Gq i?_7QhSm EwB DC 6OJe5yuXCK
4-0-0
4-0-0
2x3 11
2
3
J
Scale = 1:12.8
� I
I
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 MT20 244/190
TCDL �.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a n/a 999
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 14 lb FT = O%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins;
BOT CHORD 2x4 SP No.3 except end verticals.
WEBS I 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=120/4-0-0, 3=120/4-0-0
Max Horz 1=127(LC 7)
Max Uplift 1=-73(LC 8), 3=-82(LC 5)
Max Grav' 1=120(LC 1), 3=139(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601 plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit bets een the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 lb uplift at joint 1 and 82 lb uplift at
joint 3. 1
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE.
Design validifor use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not •
a truss systemHE. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing irn iTek�
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job ITruss
Truss Type
Qty
Ply
Tubito Res.
T14662178
J36494
MV6
Valley
1
1
Job Reference (optional)
test LOBS[ 1IU55, rt. rrmi—, --J4 ,
6-0-0
I D:6fl1ib2ybD_xViUgJz3J uyyutka-51 sDj urtpgC mtFvD Ch Gqi?_?ehMtEwBDC6OJe5yuXCK
2x3 11
2
3
2x3 % 2x3 II
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) n/a n/a 999
TCDL 17.0 Lumber DOL 1.25 BC 0.58 Vert(CT) n/a n/a 999
BCLL -0.0 Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL 110.0 I Code FBC2017/TPI2014 I Matrix-S
LUMBER- I BRACING -
Scale = 1:18.3
PLATES GRIP
MT20 2441190
Weight: 21 lb FT = O%
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.3 except end verticals.
WEBS I 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 1=194/6-0-0, 3=194/6-0-0
Max Horz 1=205(LC 5)
j Max Uplift 1=-118(LC 8), 3=-132(LC 5)
Max Grav 1=194(LC 1), 3=224(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES- I
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1.66, plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit be4een the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 lb uplift at joint 1 and 132 Ib uplift at
joint 3.
I
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
69D4 Parke East Blvd. Tampa FL 33610
Date;
.it iiv 95 g(11P
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE.
Design valid,for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not•
a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly incorporate this design into the overall ■.Y■■
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Inforination available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662179
J36494
MV8
Valley
1
1
Job Reference (optional)
tast coast l,russ, rt. rierce, rL - 04a40,
ID:6fllib2ybD_xViUgJz3Juyyutka-aUQbwE Va7KdVOUPmOn3ECX115oxzM6NRmmsAXyuXCJ
8-0-0
8-D-0
2x4 11
3
2x4 i 1x4 II 42x4 II
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.28
TCDL I7.0 Lumber DOL 1.25 BC 0.21
BCLL 0.0 Rep Stress Incr YES WB 0.09
BCDL 1,0.0 Code FBC2017/TPI2014 Matrix-S
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS I 2x4 SP No.3
REACTIONS. (lb/size) 1=95/8-0-0, 4=116/8-0-0, 5=324/8-0-0
Max Horz 1=283(LC 5)
Max Uplift 1=-22(LC 9), 4=-97(LC 5), 5=-277(LC 8)
Max Grav 1=124(LC 14), 4=141(LC 13), 5=361(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 11 2-5=-272/288
DEFL. in (loc) Vdefl L/d PLATES GRIP
Vert(LL) n/a n/a 999 MT20 244/190
Vert(CT) n/a n/a 999
Horz(CT) -0.00 4 n/a n/a
Scale: 1/2"=1'
Weight: 31 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60i plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide m6chanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 1, 97 lb uplift at joint 4
and 277 Ib uplift at joint 5.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mi1-7473 rev. 1010312015 BEFORE USE.
Design valid ifor use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �®
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall VYI•
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610
i
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662180
J36494
PB01
Piggyback
1
1
Job Reference o tional
tasr L'uast l;russ, rr. Atlice, rL-o,
31-8-0
4x4 =
6.00 12 3
I D:6fllib2ybD_xViUgJz3Juyyutka-2g_z8Z?8LRSU7Y3cJ611nQ3ToV86ipEWgQVQiyuXCl
Scale = 1:56.6
I I
d
N
m
0
3x4 i 17 16 15 14 13 12 11 10
1x4 II 1x4 II 1x4 I 1x4 II 3x4 = 1x4 II 2x4 II
1x4 II
31-8-0
31-8-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.28
Vert(LL) n/a n/a 999
MT20 244/190
TCDL I7.0
Lumber DOL 1.25
BC 0.21
Vert(CT) n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.09
Horz(CT) -0.00 10 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-S
Weight: 112 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 31-4-8.
(Ib) - Max Horz 1=207(LC 7)
Max Uplift All uplift 100 lb or less atjoint(s) 1, 16 except 10=-110(LC 5), 17=-249(LC 8), 15=-256(LC 8).
14=-273(LC 8), 12=-246(LC 5), 11=278(LC 5)
Max Grav All reactions 250 lb or less atjoint(s) 1, 10, 16 except 17=337(LC 13), 15=344(LC 14), 14=416(LC 1),
12=376(LC 18). 11=417(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-17=-258/266, 4-15=-259/282, 5-14=-308/306, 6-12=-273/277, 7-11=-3051313
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=17ft; B=45ft; L=31ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) Gable requires continuous bottom chord bearing.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 16 except
(jt=lb) 10=110, 17=249, 15=256, 14=273, 12=246, 11=278.
9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer. '
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 rev. 1010312015 BEFORE USE. q!
Design valid,for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not C
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■■■��•�YYiii
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek`
is always re4uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 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 36610
1
' i t
D
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662181
J36494
P1302
Piggyback
1
1
Job Reference o tional
test coast i russ, rt. rierce, rL - oyavo,
31-8-0
4x4 =
6.00 12 3
I D:6fl li b2ybD_xV iUgJz3Juyyutka-VVtY M Lv?m6laLkieotpgXJd af6uVg RGTfv4FzEQyuXC H
3x4 i 16 15 14 13 12 11 10 9
1x4 II 1x4 II 1x4 II 1x4 II 3x4 = 1x4 II 1x4 II 2x4 II
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft
Lid
TCLL 20.0
Plate Grip DOL 1.25
TC 0.24
Vert(LL)
n/a
n/a
999
TCDL 17.0
Lumber DOL 1.25
BC 0.19
Vert(CT)
n/a
n/a
999
BCLL 0.0
Rep Stress Incr YES
WB 0.09
Horz(CT)
-0.00 9
n/a
n/a
BCDL 10.0
Code FBC2017fTP12014
Matrix-S
Scale = 1:56.6
PLATES GRIP
MT20 2441190
Weight: 108 lb FT = 0%
LUMBER-1 BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 31-4-8.
(Iby- Max Horz 1=188(LC 7)
Max Uplift All uplift 100 lb or less at joint(s) 1, 15 except 9=-103(LC 5), 16=-242(LC 8), 14=288(LC 8),
13=-254(LC 8), 11=-231(LC 5), 10=-264(LC 5)
Max Grav All reactions 250 lb or less at joint(s) 1, 9, 15 except 16=330(LC 13), 14=387(LC 14), 13=387(LC 1),
11=358(LC 18), 10=395(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 1 2-16=-255/257, 4-14=-296/319, 5-13=-287/283, 6-11=-260/261, 7-10=-288/296
NOTES- '
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=31ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.6d plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) Gable requires continuous bottom chord bearing.
6) This truss ,has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit betvreen the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 15 except
Qt=lb)9=103,16=242,14=288,13=254,11=231,10=264.
9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
Im
0
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date;
i
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE. �e!q
Design valid,for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not C.
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall iii��•YYYii
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe i(•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII 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, Alexandra, VA 22314. Tampa, FL 36610
July 25,2018
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
�T6:62:182]
J36494
PB03
Piggyback
1
1
Job Reference (optional)
East toast I russ, t-t. vierce, M - a41:140,
B-6-4
8-64
.gay
I D:6fl lib2yb D_xV i Uq Jz3Juyyutka- WtYM Lv?m6laLkieotp gXJdcd SUTNRGIfv4 Fz EQyuXC H
31-8-0
23-1-12
Scale = 1:56.0
i 4x4 = 4x4 = 1x4 II
6.00 12 4 5 6 19
1x4 I 1x4 II 3x4 = 2x4 II
20 7 21 8 9 10
18 17 16 15 14 13 12 11
1x4 II 1x4 II 1x4 II 1x4 II 3x4 = 1x4 II 2x4 II
1x4 II
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.00 1 n/r 90 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) 0.00 1 n/r 120
BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) -0.00 11 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix-S" Wind(LL) 0.00 1 n/r 120 Weight: 118 lb FT = 0%
LUMBER- i BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
I
REACTIONS. All bearings 30-8-11.
(lb) - Max Horz 2=226(LC 7)
Max Uplift All uplift 100 lb or less atjoint(s) 2, 17 except 11=-131(LC 5), 18=-208(LC 8), 14=-267(LC 5),
16=-214(LC 4), 15=-279(LC 8), 12=-314(LC 5)
Max Grav All reactions 250lb or less atjoint(s) 11, 2, 17 except 18=288(LC 13), 14=411(LC 18), 16=337(LC 18),
15=434(LC 1), 12=470(LC 1)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 7-14=-300/299, 6-15=-316/314, 8-12=-344/356
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=31ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60I plate grip DOL=1.60
3) Providequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) Gable requires continuous bottom chord bearing.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 17 except
Qt=lb) 11=131, 18=208, 14=267, 16=214, 15=279, 12=314.
9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date;
July 25,2018
® WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312016 BEFORE USE. �ee
Design valid `for use only with MiTek®connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall r�ppg`YTiii
building desibn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 'Vt �Te,k°
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
r 1 1
Job I
Truss
Truss Type
City
Ply
Tubito Res.
T14662183
J36494
PB04
Piggyback
1
1
�
Job Reference (op tionat)
Last l.Dast I iuss, rl. riu1 u, rL - ov ,
4x4 =
6.00 12
2 4x4 =
I D:6fl lib2yb D_xV i Uq Jz3Juyyulka-_36kYF00t2 i C MsD_RXL msr9pb IghAjlp7k_Wn syuXCG
31-8-0
1x4 II 1x4 II 3x4 = tx4 II
Scale = 1:56.6
2x4 II
17 16 15 14 13 12 11 10
1x4 II 1x4 II 1x4 II 3x4 = 1x4 II 2x4 II
1x4 II 1x4 II
31-8-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.26
Vert(LL)
n/a
n/a
999
TCDL 17.0
Lumber DOL
1.25
BC 0.21
Vert(CT)
n/a
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WB 0.09
Horz(CT)
-0.00 10
n/a
n/a
BCDL 10.0
Code FBC2017lTPI2014
Matrix-S
LUMBER- I BRACING -
PLATES GRIP
MT20 2441190
Weight: 110 lb FT = 0%
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS I 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 31-4-8.
(lb) - Max Horz 1=163(LC 7)
Max Uplift All uplift 100 lb or less at joint(s) except 1=-110(LC 8), 10=-107(LC 5), 16=-175(LC 4), 17=-141(LC
5), 15=-261(LC 4), 14=233(LC 8). 12=-241(LC 5), 11=-272(LC 5)
Max Grav All reactions 250 lb or less atjoint(s) 1, 10, 16 except 17=282(LC 13), 15=394(LC 1), 14=364(LC 18),
12=372(LC 1), 11=408(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 4-15=-291/292, 5-14=-265/263, 6-12=-271/271, 8-11=-298/307
NOTES- 1
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=31ft; eave=4ft; Cat.
II; Exp C; .=ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) Gable requires continuous bottom chord bearing.
6) This trusslhas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 1, 107 lb uplift at
joint 10, 175 lb uplift at joint 16, 141 lb uplift at joint 17, 261 lb uplift at joint 15, 233 lb uplift at joint 14, 241 lb uplift at joint 12 and 272
lb uplift at 'joint 11.
9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
9
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,7II.7473 rev. 1010312015 BEFORE USE. '
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek`
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
�
T14662184
J36494
PBO5
Piggyback
1
1
Job Reference (optional)
taSt Goast I Russ, N. rierce, r L - J4y4D,
31-8-0
I D:6fllib2ybD_xViUgJz3Juyyutka-SFf6mb 10eMg3_OoA?Es?P2hzli87vApyMOk4JJyuXCF
Scale = 1:56.6
4x4 =
6.00 12
2
3x4 14 13 12 11 10 9
1x4 II 1x4 II 1x4 II 5x5 = 1x4 II 2x4 II
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL,
in floc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.36
Vert(LL)
n/a
n/a
999
MT20 244/190
TCDL 17.0
Lumber DOL
1.25
BC 0.26
Vert(CT)
n/a
n/a
999
BCLL �0.0
Rep Stress Incr
YES
WB 0.10
Horz(CT)
-0.00 9
n/a
n/a
BCDL 110.0
Code FBC2017frP12014
Matrix-S
Weight: 101 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 31-4-8.
(lb) - Max Horz 1=129(LC 7)
Max Uplift All uplift 100 lb or less atjoint(s) 14 except 1=-145(LC 8), 9=-107(LC 5), 13=-251(LC 8),
12=-313(LC 8), 11=-287(LC 5), 10=-296(LC 5)
Max Grav All reactions 250 lb or less atjoint(s) 1, 9, 14 except 13=366(LC 18), 12=474(LC 1), 11=436(LC 18),
10=450(LC 18)
I
FORCES. (lb) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown.
WEBS 3-13=-283/288,4-12=-351/349, 5-11=-318/324,6-10=-327/332
i
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=31ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) Gable requires continuous bottom chord bearing.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14 except (jt=lb)
1=145, 9=107, 13=251, 12=313, 11=287, 10=296.
9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert G634
6904 Parke East Blvd. Tampa FL 33810
Date;
July 25,2018
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek`
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610
I
t
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662185
J36494
PB06
Piggyback
3
1
I
Job Reference (optional)
Last coast truss, ri.rierce,rL-ovayo, .....,.r............___...__,..._...--__.-- ._..-'-. --.- -
ID:6fllib2ybD_x\ iUgJz3Juyyutka-wSDUzx2ePgyvbANNYyNExGEBo6XXedS6b2TdriyuXCE
7-6-0 15-0-0
7-8-0 7-6-0
Scale = 1:25.5
44 =
4
I 3x4 = 10 9 8 3x4 =
1x4 II 1x4 II 1x4 II
15-0-0
I
15-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
- TC 0.15
Vert(LL)
-0.00
6
n/r
90
MT20 244/190
TCDL 17.0
Lumber DOL
1.25
BC 0.12
Verl(CT)
0.00
6
n/r
120
BCLL 10.0
Rep Stress Incr
YES
WB 0.08
Horz(CT)
0.00
6
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-S
Wind(LL)
0.00
6
n/r
120
Weight: 52 lb FT = 0%
LUMBER-! BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS I 2x4 SP No.3
REACTIONS. All bearings 13-1-6.
(lb) - Max Horz 2=-148(LC 6)
Max Uplift All uplift 100 lb or less atjoint(s) 2, 6, 9 except 10=-241(LC 8), 8=-241(LC 8)
Max Grav All reactions 250 lb or less at joints) 2, 6 except 9=264(LC 1), 10=321(LC 13), 8=320(LC 14)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS I 3-10=-249/263, 5-8=-248/263
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60, plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable reg6ires continuous bottom chord bearing.
5) This truss1has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mlechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 9 except
Qt=lb) 10=241, 8=241.
8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
..1
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,1II.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTek�
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610
July 25,2018
Job
Truss
Truss Type
Oty
Ply
Tubito Res.
T14662186
J36494
PB07
Piggyback
1
1
Job Reference o tional
Last Goast I cuss, Yf. rierce, I-L - 11ag0,
I D:6fllib2ybD_xViUgJz3Juyyutka-OensBH2GAz4mDJyZ6fuTUTnNN WtPN5lFpiDBOByuXCD
10-10-0
Scale = 1:18.3
4x4 = 4x4 =
3 4
8 7
2x4 = 1x4 II 1x4 II 2x4 =
LOADING (ipsf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.10
Vert(LL)
0.00
6
n/r
90
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.08
Vert(CT)
0.00
6
n/r
120
BCLL 0.0
Rep Stress Incr YES
WB 0.04
Horz(CT)
0.00
5
n/a
n/a
BCDL 10.0
i
Code FBC2017/TPI2014
Matrix-S
Wind(LL)
0.00
5
n/r
120
Weight: 35 lb FT = 0%
LUMBER- I BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. All bearings 8-11-6.
(Iti) - Max Horz 2=77(LC 7)
Max Uplift All uplift 100 lb or less at joints) except 2=-138(LC 8), 5=-138(LC 8), 8=-127(LC 5), 7=-124(LC 8)
Max Grav All reactions 250 lb or less at joint(s) 2, 5, 8, 7
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; IEncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) Gable requires continuous bottom chord bearing.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at joint 2, 138 lb uplift at
joint 5, 127 Ib uplift at joint 8 and 124 lb uplift at joint 7.
9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer. I
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Carl6634
6904 Parke East Blvd. Tampa FL 33810
Date:
July 25,2018
®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. '
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k•
is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSfITPl1 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 36610
11
Job
Truss
Truss Type
city
Ply
Tubito Res.
T14662187
J36494
PB08
Piggyback
1
1
Job Reference o tional
tast coast I cuss, t-1. tierce, l"L- a4n40,
oT ....I ...,, ".. �,. ... ...y.. .
ID:6fl Iib2ybD_xViUgJz3Juyyulka-OensB H2GAz4mDJyZ6fuTUTn KL WrC N53FpiDBOByuXCD
15-0-0
Scale = 1:25.4
4x4 =
4x4 =
3 4
3x4 = 8 7
3x4 =
1x4 II 1x4 II
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.29
Vert(LL)
0.01
6
n/r
90
MT20 244/190
TCDL 17.0
Lumber DOL
1.25
BC 0.22
Vert(CT)
0.02
6
n/r
120
BCLL 0.0
Rep Stress Incr
YES
WB 0.06
Horz(CT)
0.00
5
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-S
Wind(LL)
0.00
6
n/r
120
Weight: 50 lb FT=0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. All bearings 13-1-6.
(Ip) - Max Horz 2=-117(LC 6)
Max Uplift All uplift 100 lb or less atjoint(s) except 2=-184(LC 8), 5=-184(LC 8), 8=-177(LC 8), 7=-177(LC 8)
Max Grav All reactions 250 lb or less at joint(s) 2, 5 except 8=348(LC 13), 7=330(LC 14)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS'(directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) Gable requires continuous bottom chord bearing.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 184 lb uplift at joint 2, 184 lb uplift at
joint 5, 177 lb uplift at joint 8 and 177 lb uplift at joint 7.
9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer. 1
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. '
Design valid ,for use only with Mi rek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Idl iTe k•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the pp���
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 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 36610
Job
Truss
Truss Type
0ly
Ply
Tubilo Res.
T14662188
J36494
PBO9
Piggyback
1
1
Job Reference o tional
.. I..1 — -A n•nn 7n1n Dine A
test coast quss, rt. run ce, ru - 04n40,
4x4 =
-- r— 3
ID:6fIlib2ybD xViUgJz3Juyyutka-sgLFOd3uxHCdrT1NIgMPiOhJWWvDT6X302MykwdyuXCC
15-0-0
tx4 II
11 4 12
4x4 =
5
3x4 = 10 9 8 3x4 =
1x4 11 txa 11 1x4 II
15-0-0
15-0-0
Scale = 1:25.4
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.13
Vert(LL) 0.00 7 n/r 90
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.09
Vert(CT) 0.00 7 n/r 120
BCLL 0.0 '
Rep Stress Incr YES
WB 0.07
Horz(CT) 0.00 6 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-S
Wind(LL) 0.00 6 n/r 120
Weight: 49 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. All bearings 13-1-6.
(6) - Max Harz 2=75(LC 7)
Max Uplift All uplift 100 lb or less at joint(s) except 2=-134(LC 8), 6=-134(LC 8), 9=-220(LC 5), 10=-135(LC 8).
8=-135(LC 8)
Max Grav All reactions 250 lb or less at joint(s) 2, 6, 10, 8 except 9=279(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) UnbalanCLd roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; IEncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) Gable requires continuous bottom chord bearing.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.0psf 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.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 lb uplift at joint 2, 134 Ib uplift at
joint 6, 22O lb uplift at joint 9, 135 lb uplift at joint 10 and 135 lb uplift at joint 8.
9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
Thomas A, Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parka East Blvd. Tampa FL 33610
Date:
July 25,2018
1
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p�q.Y
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing I VI ITek*
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication. Istorage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite M2, Alexandria, VA 22314. Tampa, FL 36610
i 1
r
Job Truss
I
J36494 PB10
East Coast Truss, Ft. Pierce, FL -
1
6.00 12 6x8 i
3
Type
is
15-0-0
Qty Ply Tubilo Res.
T14662189
1 1
Job Reference (optional)
8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:10:10 2018 Page 1
ID:6fllib2ybD_xViUgJz3Juyyutka-Llvdcz4XibKUSd5yE4wxZuse5JXor hYHOIHS4yuXCB
Scale = 1:25.4
3x8 II
4
12
6x8
5
3x4 = 10
g 8 3x4 =
15-D-D
15-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.34
Vert(LL) -0.00
6 n/r 90
MT20 244/190
TCDL 17.0
Lumber DOL
1.25
BC 0.21
Vert(CT) -0.00
7 n/r 120
BCLL 0.0
Rep Stress Incr
YES
WB 0.11
Horz(CT) 0.00
8 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-S
Wind(LL) 0.00
6 n/r 120
Weight: 44 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No 2
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. All bearings 13-1-6
(Ili) - Max Horz 2=34(LC 7)
Max Uplift All uplift 100 lb or less atjoint(s) 2, 6 except 9=-340(LC 5), 10=-158(LC 4), 8=-158(LC 5)
Max Grav All reactions 250 lb or less at joint(s) 2, 6 except 9=455(LC 17), 10=269(LC 1), 8=269(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 4-9=-341/373
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) Gable requires continuous bottom chord bearing.
6) This trussl has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6 except (jt=lb)
9=340, 10=158, 8=158.
9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
Thomas A, Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. !'
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
I
t
n
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662190
J36494
PB11
Piggyback
1
1
Job Reference (optional)
tast uoasl I russ, 1-1. t lerCe, r-L - 09e4o,
6.00 12
4x4 =
3
ID:6fllib2ybD_xViUgJz3Juyyutka-pDT?pl59TuSL4ng8nnSA66Pt7jv5aRXhWgRr WyuXCA
10-10-0
1 x4 11 4x4 =
4 5
Scale = 1:18.3
10 9 8
2x4 = tx4 II 1x4 II 1x4 II 2x4 =
10-10-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.13
Vert(LL)
-0.00
6
n/r
90
TCDL 7.0
Lumber DOL
1.25
BC 0.08
Vert(CT)
-0.00
6
n/r
120
BCLL 0.0
Rep Stress Incr
YES
WB 0.07
Horz(CT)
0.00
6
n/a
n/a
BCDL 10.0
Code FBC2017lrP12014
Matrix-S
Wlnd(LL)
0.00
6
n/r
120
PLATES GRIP
MT20 244/190
Weight: 31 lb FT = 0%
LUMBER. I BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. All bearings 8-11-6.
(lb) - Max Horz 2=-35(LC 6)
Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 10. 8 except 9=-225(LC 5)
Max Grav All reactions 250 lb or less at joint(s) 2, 6, 10, 8 except 9=279(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=1711; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60, plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) Gable requires continuous bottom chord bearing.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 10, 8 except
Qt=lb) 9=2�5.
9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL33610
Date:
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. ��
Design valid, for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandra, VA 22314. Tampa, FL 36610
July 25,2018
i
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662191
J36494
ZCJ1
Jack -Open
18
1
�
Job Reference (optional)
Last [;oast I russ, I-t. vierce, V L - a41/40,
3x3 =
1-6-0
,.,ter ..-. �.. ... ......... ................. ...... .. .. _ _... --'- ' - -
ID:6fllib2ybD_xViUgJz3Juyyutka-pDT?p159TuSL4ng8nnSA66PpvjgsaSfhWgRr WyuXCA
3
m
d
6
PROVIDE BEARING CONNECTION(S) TO RESIST
HORIZONTAL REACTION(S) SHOWN.
1-6-0
1-6-0
Scale = 1:9.1
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.33
Vert(LL) -0.00
6 n/r 120
MT20 244/190
TCDL 17.0
Lumber DOL 1.25
BC 0.41
Vert(CT) -0.01
6 n/r 120
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) 0.00
n/a n/a
BCDL 1p.0
Code FBC2017/TPI2014
Matrix -MP
Weight: 5 lb FT = 0%
LUMBER- I
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 1-6-0 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
I
REACTIONS. (lb/size) 2=0/Mechanical, 3=110/Mechanical
Max Horz 2=88(LC 1), 3=128(LC 8)
Max Uplift 3=-138(LC 8)
Max Grav 3=11O(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES- I
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; 8=45ft; L=24ft; eave=oft; Cat._
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.6d plate grip DOL=1.60
2) As reguesied, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss Ihas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to gi,rder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
3=138. I
Thomas A. Alban! PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 38610
Date:
July 25,2018
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek"
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication• storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662192
J36494
ZCJ3
Jack -Open
12
1
Job Reference (optional)
tasi toast it russ, rr. rtuiw, r� - oy�Yo,
IiI
3-6-0
5
1X4 II
ID:6fl1ib2ybD_xViUgJz3Juyyutka-HP1NOe6nECaCixFKLVzPeJxOV7CCJv8rkKBOXyyuXC9
3-"
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.22
Vert(LL)
-0.00
4-5
>999
240
TCDL 17.0
Lumber DOL
1.25
BC 0.21
Vert(CT)
0.00
4-5
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.05
Horz(CT)
-0.02
3
n/a
n/a
BCDL 10.0
Code FBC2017IfP12014
Matrix -MP
LUMBER- 1 BRACING-
Scale = 1:14.1
PLATES GRIP
MT20 244/190
Weight: 13 lb FT = 0%
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS I 2x4 SP No.3
REACTIONS. (lb/size) 3=4/Mechanical, 4=-221Mechanical, 5=273/0-8-0
Max Horz 5=107(LC 8)
Max Uplift 3=39(LC 5), 4=-22(LC 1), 5=-235(LC 8)
Max Grav 3=32(LC 6), 4=24(LC 6), 5=273(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60' plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other jive 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) Refer to gi�der(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=1b)
5=235.
Thomas A. Albani PE No.39380
MiTek USA, Inc., Ft. Cod 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
® WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use ontywith MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not,
at ss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall iii��•�YY`
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTe k•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII 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 36610
1
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662193
J36494
ZCJ5
Jack -Open
4
1
Job Reference o tional
Last Boast hubs, rt. rmi cc, rt_ -o 4U,-
ID:6fllib2ybD_xViUgJz3Juyyulka-IbblE_6P? Wi3J5gXvCUeBXUA9XYN2L2_z_wy3PyuXC8
5-6-0
Scale = 1:19.9
5 4
1X4 II
1-0-0 -10 5-&0
1-0-0 -0-0 _ 3-8-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.29
Vert(LL) -0.01
4-5 >999 240
MT20 244/190
TCDL i7.0
Lumber DOL
1.25
BC 0.22
Vert(CT) -0.02
4-5 >999 180
BCLL 0.0 '
Rep Stress lncr
YES
WB 0.07
Horz(CT) -0.03
3 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Weight: 19 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied.
WEBS I 2x4 SP No.3
REACTIONS. (lb/size) 3=74/Mechanical, 4=24/Mechanical, 5=304/0-8-0
Max Horz 5=169(LC 8)
Max Uplift 3=113(LC 8), 4=8(LC 5), 5=-226(LC 8)
Max Gfav 3=100(LC 13), 4=55(LC 3), 5=304(LC 1)
I
FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601 plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to gi�der(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Gt=lb)
3=113, 5=226.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date;
July 25,2018
AWARNING - Verily desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 rev. 10/03/2015 BEFORE USE. q!
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not e
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ■■�•YYiii
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk'
always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
0
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662194
J36494
ZCJ5A
Jack -Open
1
1
'
Job Reference o tional
East (oast Ilruss, ht. mefce, t-L - 64U413.
I -0C
1-0-0
G.44U J Iwdy 44 4 I O IVII I cn H IU-1lca, Il m. vvcu ow
I D:601ib2ybD_xViUgJz3 Juyyulka-IbblE_6P? Wt3J5 gXvC UeBXU7sX W02Li_z_wy3 PyuXC8
5-6-0
5-6-0
6 5
tx4 II
1-M 1-10-Q 5-M
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.50
Vert(LL)
-0.02
5-6
>999
240
TCDL 17.0
Lumber DOL
1.25
BC 0.37
Vert(CT)
0.01
5-6
>999
180
BCLL 0.0
Rep Stress Inc
YES
WB 0.09
Horz(CT)
-0.04
4
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -AS
LUMBER- I BRACING -
Scale = 1:19.9
PLATES GRIP
MT20 244/190
Weight: 20 lb FT = 0%
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=57/Mechanical, 5=7/Mechanical, 6=392/0-8-0
Max Horz 6=217(LC 8)
Max Uplift 4=-85(LC 8), 6=-370(LC 8)
Max Grav 4=84(LC 13), 5=50(LC 3), 6=392(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 3-6=-262/314
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60'plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to giMer(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb)
6=370. 1
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock �e applied directly to the bottom chord.
Thomas A. Albani PE No.39380
Mi7ek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33810
Date;
WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not�-
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall A��iA���iYY�
building desik n. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTek•
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII 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 36610
July 25,2018
I
i 11
f.
Job I
Truss
Truss Type
Oily
Ply
Tubito Res.
T14662195
J36494
ZCJ5T
Jack -Open
2
1
1
Job Reference (optional)
Last coast I truss, t-t. vierce, cL - a4940,
I 1 1
N
ID:6fl1ib2ybD_xViUgJz3Juyyutka-Do88RK711pgwxEPjTw?tjk1 LYwu?noM8CegVbryuXC7
4-2-0 5-6 0
4-2-0 1-4-0
O
0
Scale = 1:19.9
1 1-6-0 -10-
4-2-0
1�_o -0d1
2-4-0
14-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.31
Vert(LL) 0.04
7 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.19
Vert(CT) -0.04
7 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.07
Horz(CT) -0.04
4 n/a n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix -AS
Weight: 22 lb FT = O%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied.
WEBS 2x4 SP No.3
REACTIONS. (Ib/size) 4 851Mechanical, 5=14/Mechanical, 8=30410-8-0
Max Horz 8=169(LC 8)
_ Max Uplift 4=-120(LC 8), 8=-226(LC 8)
Max Grav 4=124(LC 13), 5=28(LC 3), 8=304(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- 1
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60! plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to gi�der(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
4=120, 8=226.
8) This truss tlesign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. '
Design valid for use only with Mi rek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt 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 36610
July 25,2018
0
r i t
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662196
J36494
ZEJ3
Jack -Open
6
1
Job Reference (optional)
Last l.Dast , russ, rt. r,e,r:6, rL - 04y9D,
N 1
I D:6fllib2ybD_xViUgJz3Juyyutka-Do88RK711pgwxEPjTw?tjkt LLwsanpPBCegVbryuXC7
1-6-12 3-6-12
1-6-12 2-0-0
5
2x4 II
1-6-12 3-6-12 ,
Scale = 1:25.6
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.26
Vert(LL) 0.01
4-5 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.35
Vert(CT) 0.01
4-5 >999 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.06
3 n/a n/a
BCDL 1i0.0
Code FBC2017ffP12014
Matrix -MR
Weight: 19 lb FT = 0%
LUMBER- '
I
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 3-6-12 oc purlins.
BOT CHORD 2x4 SP No.3 *Except*
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
2-5: 2x6 SP No.2
REACTIONS. (lb/size) 3=3/Mechanical, 5=265/0-7-4, 4=-9/Mechanical
Max Horz 5=109(LC 8)
Max Uplift 3=-94(LC 8), 5=-85(LC 8), 4=-69(LC 8)
Max Grav 3=55(LC 6), 5=265(LC 1), 4=49(LC 6)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASGE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60I plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit bet%leen the bottom chord and any other members.
6) Refer to girders) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5, 4.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Celt 6634
694 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not•
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall ■•Y■
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTek"
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlITPI1 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 36610
i 11
Job ITruss
Truss Type
Qty
Ply
Tubito Res,
T74662197
J36494
ZEJ3A
Jack -Open
2
1
I
Job Reference (optional)
test coastlruss, ri.rierce,rL-ovavo,
1
3-8-8
..y�.......................... .._,..,,..__ ._.. . _ _ .
ID:6fllib2ybD xViUgJz3Juyyutka-h_iWfg6fvV7ynZ0_vodW6GyZXhKEuWGtHQIP27HyuXC6
Scale = 1:14.6
r
t-6-0
1-6-0
1-10-0 3-8-8
11-4-0 1-10-8
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
floc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.22
Vert(LL) -0.00
4-5 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.21
Vert(CT) 0.00
4-5 >999 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.05
Horz(CT) -0.02
3 n/a n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix -MP
Weight: 13 lb FT = 0%
LUMBER- I
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 3-8-8 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS I. (lb/size) 3=14/Mechanical, 4=-15/Mechanical, 5=271/0-8-0
Max Horz 5=113(LC 8)
Max Uplift 3=-44(LC 5), 4=-15(LC 1), 5=-230(LC 8)
Max Grav 3=38(LC 13), 4=26(LC 6). 5=271(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except of=lb)
5=230.
I
Thomas A. Albani PE No.39390
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date;
July 25,2018
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE. ��
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the p �
iTe i(•
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
I
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662198
J36494
ZEJ3B
Jack -Open
1
1
Job Reference (optional)
Last Goast ll russ, t-L rlerce, r L - 44U40,
0
R
0
E
3-0-8
1X4 II
Ivory.1 w..M—u,....�..,��,,,,.....�.......—,.,...,.. �..,.. ,..y..,
ID:6flIib2ybD_xViUgJz3Juyyutka-9AGus09HHR4eBYZ5aL1 Lp96ibkal FjAQfy9cgjyuXC5
Scale = 1:13.0
2-2-0
2-2-0
,
312-8
0-10-8
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.21
Vert(LL) 0.00
5 >999 240
MT20 244/190
TCDL i7.0
Lumber DOL
1.25
BC
0.22
Vert(CT) 0.00
4-5 >999 180
BCLL 0.0
Rep Stress Incr
YES
WB
0.05
Horz(CT) -0.02
3 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
,Weight: 11 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 3-0-8 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS I 2x4 SP N0.3
REACTIONS. (lb/size) 3=-22/Mechanical, 4=-44/Mechanical, 5=287/0-8-0
Max Horz 5=93(LC 8)
Max Uplift 3=28(LC 14), 4=44(LC 1), 5=-257(LC 8)
Max Grav 3=22(LC 6). 4=37(LC 8), 5=287(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60I plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit bet#en the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb)
5=257.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6834
6904 Parke East Blvd. Tampa FL 33610
I
Date;
July 25,2018
®WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pal'
p
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A !Tek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIII 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 36610
r
0
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662199
J36494
ZEJ4
Jack -Open
7
1
Job Reference (optional)
East Goast I russ, F[. Fierce, t-L - S4y41),
1
�I
4-9-0
o.ccu a may cy <u io ry oy�
ID;6f11ib2ybD_xViUgJz3Juyyutka-9AGusO9HHR4eBYZ5aL1 Lp96dZkVYFihOfy9cgjyuXC5
Scale = 1:17.2
2-9-0
2-9-0
2- 0-11
0- -11
4-9-0
1-10-5
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL
20.0
Plate Grip DOL
1.25
TC 0.53
Vert(LL)
-0.01
4-5
>999
240
MT20 244/190
TCDL
7.0
Lumber DOL
1.25
BC 0.57
Vert(CT)
0.01
4-5
>999
180
BCLL
0.0
Rep Stress Incr
YES
WB 0.08
Horz(CT)
-0.08
3
n/a
n/a
BCDL
10.0
Code FBC2017/TPI2014
Matrix -AS
Weight: 17 lb FT = 0%
LUMBER- I BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 3=-39/Mechanical, 4=-66/Mechanical, 5=45210-3-5
Max Horz 5=146(LC 8)
Max Uplift 3=-45(LC 14), 4=-66(LC 1), 5=-414(LC 8)
Max Grav 3=33(LC 6), 4=60(LC 8), 5=452(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-5=-262/265
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb)
5=414.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A, Albani PE No.39380
MiTek USA, Inc. FL Cert 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
® wARNING - Verifydesign Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. •
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not q`
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlITPll 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, Alexandra, VA 22314. Tampa, FL 36610
July 25,2018
r1 r
Job
Truss
Truss Type
Qty
Ply
Tubilo Res.
T14662200
J36494
ZEJ4A
Jack -Open
1
1
�
Job Reference o lional
tast coast i russ, rt. riercu, rL-aff-0.
I
1
I D:6fI lib2ybD_xViUgJz3Juyyutka-dNgG4M9w2kDVoi8l82ZaL Nfs88v8_AGaucugCAyuXC4
3-11-12
3-11-12
Scale = 1:15.3
5 1x4 II
1-11-12 21 3-11-12
1-11-12 0- -11 1-10-6
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 2b.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.00 4-5 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) 0.00 4-5 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.03 3 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 14 lb FT = O%
LUMBER- I BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-11-12 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (Ib/size) 3-2/Mechanical, 4=-27/Mechanical, 5=315/0-3-5
Max Horz 5=122(LC 8)
Max Uplift 3=-42(LC 5), 4=-27(LC 1), 5=-275(LC 8)t
Max Grav 3=36(LC 6), 4=27(LC 4), 5=315(LC 1)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 3, 4 except (jt=lb)
5=275.
Thomas A, Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek`
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610
I
I
Job
Truss Type
Qty
Ply
Tubito Res.T14662201J36494
TZrEJ5
Jack -Open
4
1
Job Reference o tional
East coast I runs, Ft. Fierce, t-L - s4y40,
1
r �.......... .........., .. ..
ID:6flIib2ybD_xViUgJz3Juyyutka-6ZOeHiAYp2LMQsiUil4puaB 1 uYGYjbHj7GeikcyuXC3
5-6-0
5 4
1x4 II
0
ci
c4
Scale = 1:19.9
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.29
Vert(LL) -0.01
4-5 >999 240
MT20 244/190
TCDL
Lumber DOL 1.25
BC 0.22
Vert(CT) -0.02
4-5 >999 180
17.0
BCLL L0.0 '
Rep Stress Incr YES
WB 0.07
Horz(CT) -0.03
3 n/a n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix -AS
Weight: 19 lb FT = 0%
LUMBER-
BRACING- '
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied,
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied.
WEBS I 2x4 SP N0.3
REACTIONS. (lb/size) 3=74/Mechanical, 4=24/Mechanical, 5=304/0-8-0
Max Horz 5=169(LC 8)
Max Uplift 3=-113(LC 8), 4=-8(LC 5), 5=-226(LC 8)
i Max Grav 3=100(LC 13), 4=55(LC 3), 5=304(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES- I
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601plate grip DOL=1.60
2) As reques}ed, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb)
3=113, 5=226.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
i
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111,2II-7473 rev. 1010312015 BEFORE USE. '
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610
July 25,2018
r I i
n
Job I
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662202
J36494
ZEJ5A
Jack -Open
4
1
Job Reference (optional)
test L oast i russ, rt. tierce, r L - oyayo,
fl
iI
5-2-0
oy �y
I D:6fllib2yb D_xViUgJz3Juyyutka-6ZOeHiAYp2 L M Qsi Uil4pua B 15YGjjb Lj7GeikcyuXC3
Scale = 1:19.1
1�-0
1-6-0
5
1x4 II
-10-
-4-0
5-2-0
3-0-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft L/d
PLATES GRIP
TCLL 2b.0
Plate Grip DOL 1.25
TC 0.27
Vert(LL) -0.01
4-5 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.21
Vert(CT) -0.01
4-5 >999 180
BCLL 0.0 •
Rep Stress Incr YES
WB 0.07
Horz(CT) 0.03
3 n/a n/a
BCDL 10.0
Code FBC2017rrPI2014
Matrix -AS
Weight: 18 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 3=64/Mechanical, 4=19/Mechanical, 5=295/0-8-0
Max Horz 5=159(LC 8)
Max Uplift 3=-101(LC 8), 4=-7(LC 5), 5=-224(LC 8)
Max Grav 3=89(LC 13), 4=47(LC 3), 5=295(LC 1)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1)Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb)
3=101,5=224.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A, Albani PE No.39380
MiTek USA, Inc. FL Cert 6834
69D4 Parke East Blvd. Tampa FL 33610
Date:
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. '
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 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 36610
July 25,2018
5
Jab
Truss Type
City
Ply
Tubito Res.
T14662203
J36494
FZEJ5B
�Monopitch Girder
1
1
Job Reference o tional
tast coast i russ, rt. rierce, rL-saa40,
3-8-0
0
1 �
. oy� e
ID:6fllib2ybD—xViugJz3Juyyutka-aly0U2BAaLTC2OHgFTb2QokECxY6S3 tLvNGG2yuXC2
2
Scale = 1:18.4
q
4x4 =
3x4 II
,
3-8-0
3-8-0
Plate Offsets (X Yl— 11'0-1-12 0-1-81
LOADING (pso
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.19
Vert(LL) 0.02
3-4 >999 240
MT20 244/190
TCDL 17.0
Lumber DOL 1.25
BC 0.39
Vert(CT) -0.02
3-4 >999 180
BCLL 0.0
Rep Stress Incr NO
WB 0.04
Horz(CT) -0.00
3 n/a n/a
BCDL 1p.0
Code FBC2017/TP12014
Matrix -MP
Weight: 25 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-8-0 oc purlins,
BOT CHORD 2x6 SP No.2
except end verticals.
WEBS 2x4 SP No.3 `Except`
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
1-4: 2x8 SP No.2
REACTIONS. (lb/size) 4=360/0-8-0, 3=31 1 /Mechanical
Max Horz 4=199(LC 5)
Max Uplift 4=-233(LC 8), 3=-265(LC 5)
1 Max Grav 4=360(LC 1), 3=319(LC 25)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or
less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss Vitas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any othermembers.
5) Refer to girlder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
4=23313=�65.
7) Use Simpson Strong -Tie HUS26 (14-1 Od Girder, 4-1Od Truss, Single Ply Girder) or equivalent at 1-8-12 from the left end to connect
truss(es) td front face of bottom chord.
8) Fill all nail holes where hanger is in contact with lumber.
9) In the LOAI D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASESS) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-2=-54, 3-4=-20
Concentrated Loads (lb)
Vert: 5=-433(F)
Thomas A. Albani PE No.39380
MITekUSA, Inc. FL Cert6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
I
®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. '
Design valid for use only with MiTeW connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW
is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPH Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
July 25,2018
1
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662204
J36494
ZEJ6
Jack -Open
2
1
i
Job Reference (optional)
Last t;oastIruss,
i
m. vierce, t- L- MU'lb, o.«..'w y — 4..o w oyc
I D:6fl li b2ybD_xV i UgJz3J uyyutka-2y W Pi NCo Lfb379;tpA6 Hz?GJg Lv5B VJ0aV ppVyuXC 1
-1-0-0 6-0-B
6-0-8
Scale = 1:21.2
6 5
1x4 II
,-6-0 110 6-0-8
-0-0 -4-0 4-2-8
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.02 5-6 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.02 5-6 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.04 4 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 22 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied.
BOT CHORE 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=75/Mechanical, 5=18/Mechanical, 6=403/0-8-0
Max Horz 6=233(LC 8)
Max Uplift 4=-107(LC 8), 5=-1(LC 5), 6=-367(LC 8)
Max Grav 4=103(LC 13), 5=63(LC 3), 6=403(LC 1)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 3-6=-280/340
I
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1.60'plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girders) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except at=lb)
4=107,6=367.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
I
Thomas A. Albani PE No.38380
MiTek USA, Inc. FL Cart 6034
6904 Parke East Blvd. Tampa FL 33610
Date:
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p�/.Y`
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek•
ilV I s always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610
July 25,2018
a
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662205
J36494
ZEJ6A
Jack -Open
1
1
Job Reference o tional
test toast i russ, ri. r•ierce, rc - o4u4o,
0
,.,..r ,.. ,.,, , ,...,.,..,....... ..
ID:6fllib2ybD_xViUgJz3Juyyutka-2yWPiNCoLfb3f9stpA6Hz?GMELwEBVeOaZ7ppVyuXC 1
6-0-B
5 4
1x4 II
Scale=1:21.2
1:
12-0
-10
0
6-0-8
4-2-8
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.36
Vert(LL)
0.02
4-5
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.27
Vert(CT)
-0.03
4-5
>999
180
BCLL i0.0 -
Rep Stress Incr
YES
WB 0.08
Horz(CT)
-0.04
3
n/a
n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix -AS
Weight: 21 lb FT = 0%
LUMBER- I BRACING -
TOP CHOR4 2x4 SP No.3 TOP CHORD
BOT CHORD 2x4 SP No.3 BOT CHORD
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 3=90/Mechanical, 4=33/Mechanical, 5=319/0-8-0
Max Horz 5=186(LC 8)
Max Uplift 3=132(LC 8), 4=-8(LC 5), 5=-230(LC 8)
Max Grav 3=117(LC 13), 4=67(LC 3), 5=319(LC 1)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-5=-236/270
Structural wood sheathing directly applied.
Rigid ceiling directly applied.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb)
3=132,5=230.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Aibani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
I
WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek`
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt 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 36610
July 25,2018
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T74662206
J36494
ZEJ7
Jack -Partial
17
1
Job Reference (optional)
Last coast i russ,
ri.vierce,ru-.3yyyo, ...«.,..,.,..I - . .. __ . — .... ..---_.__ ._.._._.__._ .
ID:6fllib2ybD_xViUgJz3Juyyutka-W83nvjDQ6zjwHJR3Nud W WDpW81G2wyVApDsNLxyuXCO
3-8-11 7.6-0
3-8-11 3-9-5
1
2xs — 5 4
txa II
N
O
M
Srale = 1:25.0
1-6-0
1 6-0
'
1 10
7-6-0
6-8-0
LOADING (Psi]
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.41
Vert(LL)
0.06
4-5
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.29
Vert(CT)
-0.08
4-5
>807
180
BCLL 10.0
Rep Stress Incr YES
WB 0.11
Horz(CT)
-0.09
3
n/a
n/a
BCDL 1.0.0
Code FBC2017/TPl2014
Matrix -AS
Weight: 25 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied.
WEBS I 2x4 SP No.3
REACTIONS. (lb/size) 3=131/Mechanical, 4=54/Mechanical, 5=365/0-8-0
Max Horz 5=231(LC 8)
Max Uplift 3=-181(LC 8), 4=-10(LC 8), 5=247(LC 8)
Max Grav 3=163(LC 13), 4=96(LC 3), 5=365(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-267/95
WEBS 1 2-5=-297/356
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60! plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 pelf 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) Refer to gilrder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb)
3=181,5=�47.
8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date;
July 25,2018
I
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610
i
1
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662207
J36494
ZEJ7A
Jack -Partial
3
1
Job Reference (optional)
Cast toast li ru5s, rt. rieice, rL-w Ivo,
1
3x4 =
4x6 I I
ID:6fllib2ybDxViUgJz3Juyyutka-_Kd973D2lGmvTOFxb812QMdA9Y?fQOJ1 tcwtNyuXC?
7.6-
_
3-8-11 3-9-5
3
Scale = 1:25.9
i
0_ _1
7-4-0
Plate Offsets (X Y)
11:0 0-0 0 0 131 11:0 0 13 0 5 81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.65
Vert(LL)
0.26
3-6
>338
240
MT20 244/190
TCDL j .0
Lumber DOL 1.25
BC 0.57
Vert(CT)
-0.28
3-6
>322
180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT)
-0.03
2
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -AS
Weight: 25 lb FT = 0%
LUMBER- I BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied.
WEDGE
Left: 2x4 SP No.3
i
REACTIONS. (lb/size) 2=184/Mechanical, 3=91/Mechanical, 1=275/0-8-0
Max Horz 1=231(LC 8)
Max Uplift 2=219(LC 8), 3=-22(LC 8), 1=-114(LC 8)
Max Grav 2=212(LC 13), 3=130(LC 3), 1=278(LC 13)
FORCES. (1b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chard and any other members.
6) Refer to gilder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb)
2=219, 1=i14.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Albani PE No.39360
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date;
I
WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. •
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not p`
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610
July 25,2018
Job
Truss
Truss Type
city
Ply
Tubito Res.
T14662208
J36494
ZEJ76
Jack -Open
3
1
i
Job Reference (optional)
Last Goast I runs, Y1. Ylerce, FL - 34V40,
6-0-0
2x3
o.ccu a rvmy cy cv ro ry � , may= ,
ID:6fllib2ybD_xViUgJz3Juyyutka-_Kd973D2tGrnvTOFxb812QMbx9VpfQOJ 1 tcwtNyuXC?
4 3
3x4 =
Scale = 1:25.2
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.79
Vert(LL) 0.11
3-4 >620 240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.71
Vert(CT) -0.12
3-4 >587 180
BCLL 0.0 "
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.15
2 n/a n/a
BCDL 10.0
Code FBC20171TP12014
Matrix -AS
Weight: 21 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied.
WEBS 2x6 SP No.2
REACTIONS. (lb/size) 4=211/0-8-0, 2=147/Mechanical, 3=64/Mechanical
Max Horz 4=231(LC 8)
Max Uplift 4=-54(LC 8), 2=-199(LC 8), 3=-20(LC 8)
Max Grav 4=211(LC 1), 2=175(LC 13), 3=107(LC 3)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES- j
1) Wind: ASCE 7-10; Vu1t=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1.601plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3 except Ot=lb)
2=199.
8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i V I iTek•
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the `/�
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job I
Truss
Truss Type
Qty
Ply
Tubito Res.
T74662209
J36494
ZEJ7C
Roof Special Girder
1
1
i
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:10:23 2018 Page 1
ID:6flIib2ybD xViUgJz3Juyyutka-SXBXKPEheazeWdbSUJf beutzzu00twSGXLTPpyuXC_
1-10-0 3-8-8 5-6-8 7.6-0
1-10-0 1-10-8 1-10-0 1-11-8
A
A
9 Special NAILED 6
1x4 II
Scale = 1:20.2
1-6-0 -10- 3-8-8
1-6-0 �-0 1-10 8
5-6-8
1-10-0
7-6-0
1-11-8
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.33
Vert(LL) -0.14
7-8 >477 240
MT20 244/190
TCDL j7.0
Lumber DOL 1.25
BC 0.56
Vert(CT) -0.18
7-8 >380 180
BCLL 0.0
Rep Stress Incr NO
WB 0.05
Horz(CT) 0.11
5 n/a n/a
BCDL 10.0
Code FBC2017rTP12014
Matrix -MS
Weight: 30 lb FT = O%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing, Except:
WEBS 2x4 SP No.3
10-0-0 oc bracing: 6-7.
REACTIONS I. (lb/size) 5=81/Mechanical, 6=69/Mechanical, 9=313/0-8-0
Max Horz 9=174(LC 8)
Max Uplift 5=-126(LC 8), 6=-65(LC 8), 9=-328(LC 8)
Max Grav 5=140(LC 36), 6=113(LC 36), 9=394(LC 39)
FORCES. (1b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 6 except Qt=lb)
5=126, 9=328.
9) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 224 lb down and 156 lb up at
3-8-8 on top chord, and 94 lb down and 92 lb up at 3-8-8 on bottom chord. The design/selection of such connection device(s) is
the responsibility of others.
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
I
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 3-4=-54, 4-5=-54, 6-10=-20
Concentrated Loads (lb)
Vert: 3=41(B) 4=16(B) 8=31(B)
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall ��•
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek"
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 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 36610
4 1 r
I
Job " ITruss
Truss Type
Qty
Ply
Tubito Res.
T14662210
J36494
ZEJ7T
Jack -Open
3
1
�
Job Reference o tional
tast [:oast I cuss, rt. Tierce, rL - agngo, ..—r ���•,,
ID:6fllib2ybD_xViUgJz3Juyyutka-v4lvYIFJPu5V8nAe20BD7rR3LyIM7KucVB5lxGyuXBz
4-2-0 7-6-0
4-2-0 3-4-0
1
aI
exs — 8 2x3 II
tx4 II
Scale = 1:25.0
1-0
I 1-0
10-
010
1 -
4-2-0
2 4-0
7.6-0
3-4-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
PLATES GRIP
TCLL
20.0
Plate Grip DOL
1.25
TC
0.29
Vert(LL)
0.11 5-6
>633
240
MT20 244/190
TCDL
7.0
Lumber DOL
1.25
BC
0.32
Vert(CT)
0.09 5-6
>743
180
BCLL
0.0
Rep Stress Incr
YES
WB
0.06
Horz(CT)
-0.05 5
n/a
n/a
BCDL
10.0
Code FBC20171TP12014
Matrix -AS
Weight: 28 lb FT = 0%
LUMBER- . BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied.
3-7: 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS (Ib/size) 4=120/Mechanical, 5=65/Mechanical, 8=365/0-8-0
Max Horz 8=231(LC '8)
Max Uplift 4=-150(LC 8), 5=-41(LC 8), 8=-247(LC 8)
Max Grav 4=147(LC 13), 5=83(LC 3), 8=365(LC 1)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60'plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb)
4=150,8=247.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Albani PE No.39360
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
�-
�WARNING I - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. '
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building desidn. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTe k•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610
July 25,2018
Job
Truss
Truss Type
City
Ply
Tubito Res.
T14662211
J36494
ZEJ7T1
Jack -Open
1
1
1
Job Reference o tional
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:10:25 2018 Page 1
I D:6fl li b2ybD_xVi UgJz3Juyyulka-OvJ 115 GxAB DMmxlgcjiSg3_Da Md ism2lkrgaTiyuXBy
4-2-0 5-8-8 7-6-0
4-2-0
4x4 =
2x3 = 10 Zxc 11
1x4 II
V
d
A
Scale = 1:21.5
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.26
Vert(LL) 0.10
7-8 >680 240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.31
Vert(CT) -0.08
7-8 >794 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.07
Horz(CT) -0.08
5 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Weight: 30 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 -Except`
BOT CHORD
Rigid ceiling directly applied.
3-9: 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 5=85/Mechanical, 6=1 01 /Mechanical, 10=365/0-8-0
Max Horz 10=178(LC 8)
Max Uplift 5=86(LC 5), 6=77(LC 8), 10=-279(LC 8)
Max Grav 5=85(LC 13). 6=115(LC 13). 10=365(LC 1)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-10=-251/234
NOTES-
1) Unbalanceld roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) As requested, plates have not been designed to provide for Placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
5) Plates checked for a plus or minus 0 degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except Qt=lb)
10=279. 1
10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Celt 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
® WARNINgI - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design into the overall �•
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
iTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
city,
Ply
Tubito Res.
'
T14662212
J36494
ZHJ3
Diagonal Hip Girder
1
1
Job Reference o tional
East Coast Truss, Ft. Pierce, FL - 34946,
8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:10:25 2018 Page 1
I D:6FlI ib2yb D_xViUgJz3Juyyutka-OvJ I15GxABDMm)dgcji Sg3_E KMeKsnN IkrgaTiyuXBy
2-2-8 4-11-11
2-2-8 2-9-3
A 1A Fl_� - Scale = 1:25.3
3x6 II
NAILED
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL ,0.o
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017/TPI2014
CSI.
TC 0.21
BC 0.21
WB 0.05
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 "Except'
1 2-6: 2x8 SP No.2
WEBS 2x4 SP No.3
REACTIONSI. (lb/size) 3=36/Mechanical, 6=562/0-9-14, 4=-71/Mechanical
Max Horz 6=108(LC 8)
Max Uplift 3=49(LC 21), 6=-510(LC 8), 4=-79(LC 18)
Max Grav 3=49(LC 13), 6=562(LC 1), 4=80(LC 6)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-301/261
BOT CHORD 1-7=-210/290, 6-7=-548/515, 2-7=-386/292
DEFL. in (loc) I/defl Ud PLATES GRIP
Vert(LL) -0.00 5-6 >999 240 MT20 244/190
Vert(CT) -0.00 5-6 >999 180
Horz(CT) 0.00 3 n/a n/a
Weight: 30 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except:
10-0-0 oc bracing: 4-5.
NOTES- I
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb)
6=510. 1
7) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
8) In the LOAI ID CASE(S) section, loads applied to the face of the truss are noted as front (F) Or back (B).
LOAD CASES) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=54, 7-8=-20, 4-6=-20
Concentrated Loads (lb)
Vert: 11=-164(F=-82, B=-82)
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cott 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 rev. 1010312015 6EFOREVSE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall �.��•YY`
building design. Bracing indicated is to prevent buckling of indivip
dual truss web and/or chord members only. Additional temporary and permanent bracing A iTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610
I
Job
Truss
Truss Type
Oty
Ply
Tubilo Res.
T14662213
J36494
ZHJ3A
Diagonal Hip Girder
1
1
l
Job Reference o tional
tast toast truss, m. tierce, rL - sva40,
I
i
1
I
I
o
5-2-3
5
1x4 II
NAILED
NAILED
...«... ,.,ter .,. - ......__ I ..,,.. ..__ __' -----' _ '
ID:6fllib2ybD_xViUgJz3Juyyutka-t6tgyRGZxVLDN4KOARDhCG WMJmxhbD2vyVaB?8yuXBx
Scale = 1:17.0
2-1-1 2-6-12
2-1-1 0-5-10
5-2-3
2-7-7
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.39
Vert(LL) -0.02
4-5 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.39
Vert(CT) 0.01
4-5 >999 180
BCLL 0.0
Rep Stress Incr NO
WB 0.09
Horz(CT) 0.05
3 n/a n/a
BCDL 1 b.0
Code FBC20171TP12014
Matrix -MP
Weight: 17 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-2-3 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 3=9/Mechanical, 4=-37/Mechanical, 5=571/0-11-5
Max Horz 5=112(LC 8)
Max Uplift 3=-48(LC 18), 4=-37(LC 1), 5=-613(LC 8)
Max Grav 3=49(LC 13), 4=65(LC 8), 5=571(LC 1)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
--
WEBS 2-5=-261/286
NOTES- '
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60'plate grip DOL=1.60
2) Plates chepked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except at=lb)
5=613. 1
7) "NAILED" indicates 3-10d (0.148"xY) or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 4-6=-20
Concentrated Loads (lb)
Vert: 9=-164(F=-82, B=-82)
Thomas A. Albani PE No.39360
MiTek USA, Inc. FL Celt 6634
6904 Parke East Blvd. Tampa FL 33610
Date;
July 25,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE. '
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss systerp. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRP11 Quality Criteria, DSB.89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662214
J36494
ZHJ3B
Diagonal Hip Girder
1
1
�
Job Reference o tional
test coast i fuss, rc. rrerr:e, rL - ovnvo,
�
1
0
0
I D:6f11 ib2yb D_xV i UgJz3J uyyutka-LI R2AnH Bi pT4?E uDj8 kwl U3YNA15Kg J2 B9JhYbyuXBw
4-2-14
4-2-14
1x4 II 5
NAILED
2-1-1 NAIL®6-12 4-2-14
1_a_o
li,
Scale = 1:12.8
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.37
Vert(LL) -0.01
4-5 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.38
Vert(CT) 0.01
4-5 >999 180
BCLL 0.0
Rep Stress Incr
NO
WB 0.08
Horz(CT) 0.05
3 n/a n/a
BCDL 10.0
Code FBC2017fTP12014
Matrix -MP
Weight: 14 lb FT = O%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-2-14 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 3=-47/Mechanical, 4=-88/Mechanical, 5=60810-11-5
Max Horz 5=92(LC 8)
Max Uplift 3=47(LC 1), 4=-88(LC 1), 5=-676(LC 8)
Max Grav 3=44(LC 4), 4=112(LC 8), 5=608(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-5=-260/283
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60,plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
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 betvJeen the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except @=1b)
5=676.
7) "NAILED" indicates 3-1 Od (0.148"xY) or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pif)
Vert: 1-3=-54, 4-6=-20
Concentrated Loads (lb)
Vert: 9=-164(F=-82, B=-82)
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �,p�•iYi
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the piTek`
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPN 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 36610
Job I
Truss
Truss Type
City
Ply
Tubito Res.
T14662215
J36494
ZHJ5
Diagonal Hip Girder
2
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, tjzzu s may z4 zui is ml i eK industries, inc. vved um zo i z: w:za 20 i8 rage i
ID:6fllib2ybD xViUgJz3Juyyutka-pU7QN7lpS6bxdOTPHsF9IhcjEahX370BQp3E41yuXBv
3-10-4 1 7-8-9
3-104 3-105
Scale = 1:22.0
11x4 I I NAILED 4
NAILED
NAILED
LOADING (psf)
TCLL 20.0
TCDL `/.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017/TP12014
CSI.
TC 0.36
BC 0.18
WB 0.12
Matrix -MS
DEFL. in
Vert(LL) -0.04
Vert(CT) -0.03
Horz(CT) 0.00
floc) I/defl Ud
5-6 >999 240
5-6 >999 180
3 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 32 lb FT = 0%
I
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS I 2x4 SP No.3
REACTIONSI (lb/size) 3=92/Mechanical, 4=-18/Mechanical, 6=543/0-11-5
Max Horz 6=168(LC 8)
Max Uplift 3=-135(LC 8), 4=-26(LC 17), 6=-626(LC 8)
Max Grav 3=106(LC 28), 4=58(LC 22), 6=543(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
BOT CHORD 1-6=-155/255
WEBS 1 2-6=-357/402
NOTES-
1) Wind: ASGE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60'plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss, connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb)
3=135, 6=626.
7) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 4-7=-20
Concentrated Loads (lb)
Vert: 10=50(F=25, B=25) 11 =-1 64(F=-82, B=-82) 12=63(F=32, 8=32)
Thomas A, Albani PE No.39380
MiTek USA, Inc. FL Celt 6834
6904 Parke East Blvd. Tampa FL 33610
Date;
July 25,2018
AWARNINGI - V....y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p i
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTe k•
is always regbired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
f
Job ' ITruss
Truss Type
Qty
Ply
Tubito Res.
T74662216
J36494
ZHJ5A
Diagonal Hip Girder
1
1
�
Job Reference (optional)
Last toast I russ, t-t. vierce, t-L-,lvyvo,
o.«� oy <, <� �� �u�,,,��, y ,
ID:6flIib2ybD_xViUgJz3Juyyutka-pU?QN71pS6bxdOTPHSF91hck3aGQ 413Qp3E41yuXBv
3-7-7
7-2-15
3-7-7
3-7-8
4.24 12
NAILED
NAILED
3 Scale = 1:21.2
3x4
'
2
10
rn
m c5
N
I 1 �
I
12
5
2x4 -
1 6
tx4
NAILED
NAILED
3x4 =
4
NAILED
NAILED
z-6-12
6-9-15
7-2-15
2-1-1 -5-10
4-3-3
0-5-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft L/d
PLATES GRIP
TCLL 2b.0
Plate Grip DOL 1.25
TC 0.31
Vert(LL) -0.03
5-6 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.18
Vert(CT) 0.02
5-6 >999 180
BCLL 0.0
Rep Stress Incr NO
WB 0.12
Horz(CT) -0.00
3 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 30 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 3=78/Mechanical, 4=-33/Mechanical, 6=538/0-11-5
Max Horz 6=158(LC 8)
Max Uplift 3=-125(LC 8), 4=-42(LC 17), 6=-621(LC 8)
Max Grav 3=97(LC 28), 4=52(LC 26), 6=538(LC 1)
FORCES. (1b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BOT CHORD 1-6=-170/253
WEBS 1 2-6=-350/389
NOTES-
1)Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
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 betwleen the bottom chord and any other members.
5) Refer to gi Ider(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb)
3=125, 6=621.
7) "NAILED" ijldicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASES) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 4-7=-20
Concentrated Loads (lb)
Vert:10=50(F=25,13=25)11=-164(F=-82,B=-82)12=63(F=32,B=32)
Thomas A. Albani PE No.39360
MiTek USA, Inc. FL Cott 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
July 25,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. ��
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek`
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
i
r
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
�
T14662217
J36494
ZHJ6
Diagonal Hip Girder
1
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:10:29 2018 Page 1
ID:6fl1ib2ybD_xViUgJz3Juyyutka-HgYobSJRDQjoEY2brZmOgv8tHzlnoZ_LeToocTyuXBu
4-2-14 8-5-12
r 4 2-14 4-2-15
NAILED
3x4
1x4 II NAILED 4x6 =
NAILED NAILED
NAILED
5-4-8
Scale = 1:25.5
Plate Offsetsl (X Y)f3:0
2 14 0 0 81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.40
Vert(LL)
-0.03
5-6
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.18
Vert(CT)
-0.03
5-6
>999
180
BCLL 0.0
Rep Stress Incr NO
WB 0.14
Horz(CT)
0.00
3
n/a
n/a
BCDL 10.0
Code FBC20171TPI2014
Matrix -MS
Weight: 40 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONSI. (lb/size) 3=140/Mechanical, 5=-6/Mechanical, 6=555/0-11-5
Max Horz 6=237(LC 7)
Max Uplift 3=246(LC 7), 5=-24(LC 5), 6=-686(LC 8)
Max Grav 3=201(LC 30). 5=144(LC 24), 6=555(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-253/194
BOT CHORD 1-6=-140/265, 5-6=-254/243
WEBS 2-6=-365/461
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60!plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb)
3=246,6=686.
7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
8) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 4-7=-20
Concentrated Loads (lb)
Virt: 10=50(F=25, B=25) 11=-32(F=-7, B=-25) 12=-164(F=-82, B=-82) 13=63(F=32, B=32) 14=7(F=11. B=-4)
Thomas A, Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date;
July 25,2018
WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer, must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek*
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
I
19
Job
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662218
J36494
ZHJ7
Diagonal Hip Girder
1
1
Job Reference o tional
tasi L oasr tlruss, rt, rlerce, rL - afravo, . ,.,.r « ��,� ,•,,, �,• ,,,���•,, �. •• ��• - • �a
ID:6fIlib2ybD_xViUgJz3Juyyutka-It6BooK4 krfsldoPHHdN6h41NNMX07Ut7YL8wyuXBt
5-3-4 6-6-2 10.E-8
5-3-4 1-2-14 4-0-7
Scale = 1:27.9
3x4 = 14 8 NAILtU 3x4 = NAILCU 5
1x4 II NAILED NAILED US =
NAILED
NAILED
2-0-11 0-8-8 3-8-15
4-0-7
Plate Offsets' (X Y) r4:0-2-14 0-0-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.29
Vert(LL) 0.02
6-7 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.15
Vert(CT) -0.02
6-7 >999 180
BCLL 0.0
Rep Stress Incr NO
WB 0.14
Horz(CT) -0.01
4 n/a n/a
BCDL 10.0
Code FBC2017fTP12014
Matrix -MS
Weight: 54 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2
-
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS I. (lb/size) 4=88/Mechanical, 6=127/Mechanical, 8=598/0-11-5
Max Horz 8=294(LC 7)
Max Uplift 4=-112(LC 5). 6=-173(LC 5), 8=-744(LC 8)
Max Grav 4=100(LC 28), 6=220(LC 30), 8=598(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-369/243
BOT CHORD 7-8=-316/202, 6-7=-328/311
WEBS 2-8=-411/482, 2-7=-357/451, 3-6=-294/297
NOTES-
1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.601plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girlder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
4=112, 6=173, 8=744.
7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
8) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
I
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-54, 5-9=-20
Concentrated Loads (lb)
Vert: 12=50(F=25, 6=25) 14=-164(F=-82, B=-82) 15=63(F=32, B=32) 16=4(F=2, B=2)
Thomas A. Albani PE No.38380
MiTek USA, Inc. FL Cert 6634 \
6904 Parke East Blvd. Tampa FL 33610
Date:
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. 1�*��
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not iiip
a truss syste Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building desi;. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610
July 25,2018
Job I
Truss
Truss Type
Qty
Ply
Tubito Res.
T14662219
J36494
1
ZHJ7T
Diagonal Hip Girder
1
1
Job Reference (optional)
Last coast russ, m. Nlefce, rL-34`d4b. r�aY<�"'�"'•" �^O1""JO�",��„'. •• '-. "." "'-''..y.,,
ID:6fllib2ybD_x M Jz3Juyyutka-D3gZ08Ki11zWUsCy_psvKEDunakGSEe6nHuhMyuXBs
2-6-12 -0-11 5-9-15 10E-8
2-6-12 -5-15 2-9-4 4-8-9
Scale = 1:27.9
0
a
15 9
NAILtU 3X4 =
3X4 = 1x4 II
NAILED
I
NAILED
NAILED
5-9-15
10�-8
2-1-1 -5-1
3-34
4-8-9
Plate Offsets (X Y)—
14:0-2-14 0-0-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc) I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.40
Vert(LL)
0.04
7 >999
240
MT20 244/190
TCDL 17.0
Lumber DOL 1.25
BC
0.72
Vert(CT)
-0.05
6-7 >999
180
BCLL 0.0
Rep Stress Incr NO
WB
0.22
Horz(CT)
-0.04
6 n/a
n/a
BCDL 10.0
Code FBC20171TP12014
Matrix -MS
Weight: 51 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2.4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 *Except*
1 3-8: 2x4 SP No.3 BOT CHORD
WEBS 2x4 SP No.3
REACTIONS. (Ib/size) —111/Mechanical, 6=119/Mechanical, 9=609/0-11-5
Max Horz 9=257(LC 5)
Max Uplift 4=-143(LC 5), 6=-126(LC 5), 9=-738(LC 8)
Max Gram 4=139(LC 28), 6=195(LC 30), 9=609(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-260/234, 2-3=-337/220
BOT CHORD 1-9=-189/257, 8-9=-288/175, 6-7=-551/557
WEBS 1 3-6=-511/495, 2-9=-418/479, 2-8=-363/450
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES- I
1) Wind: ASGE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
4=143, 6=126, 9=738.
7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
8) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25') toe -nails per NDS guidlines.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
I
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-54, 8-10=-20, 5-7=-20
Concentrated Loads (lb)
Vert: 13=50(F=25, B=25) 14=-23(F=-11. B=-11) 15=-164(F=-82, B=-82) 16=63(F=32, B=32)
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Dater
July 25,2018
I
® WARNING.. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p q
building desidn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ty f iTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
PLATE LOCATION AND ORIENTATION
3I4' Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
0 -116"
I
For 4 x 2 orientation, -locate
plates 0- 'lid' 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.
PLATE SIZE
The first dimension is the plate
4 X 4 width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T or I bracing
if indicated.
Indicates location where bearings
(supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Min size shown is for crushing only.
Industry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
Numbering System 1AGeneral Safety Notes
6-4-8 dimensions shown in ft-in-sixteenths
(Drawings not to scale)
1 2 3
TOP CHORDS
BOTTOM CHORDS
8 7 6 5
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERSILETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-1311, ESR-1352, ESR1988
ER-3907, ESR-2362, ESR-1397, ESR-3282
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber values
established by others.
© 2012 MiTek® All Rights Reserved
MiTek Engineering Reference Sheet: MII-7473 rev. 10/0312015
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
stack 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 at joint
locations are regulated by ANSIITPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSIITPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or 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
ANSIITPI 1 Quality Criteria.