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HomeMy WebLinkAboutTrussIII 00
LUMBER 00.,LLC
Signature (this o document acknowed that the client has reviewed this truss placement diagram
lies a
-. in its entirety and is in agreement with the following items including but not limited to:
�,_..182` -� 132p 5". 6'10" 6'19' 156' 4'11" - A.) The client is responsible to verily theaauracy of information submitted foruse in design,
fabrication, and sdredubng. Any labor, material, rX time delay incurred from inadequate or incorrect
- I information supplied from the client will be at thedient's expense.
i - B.) Design Criteria: The client acknowledges that the two design criteria noted on this two
i;
klatch Legend placement diagram meets or exceeds the design criteria specified by the building designer, engineer of
IL 12-0 A.F.F. BRIG. record, and local and state building requirements.
m R,
Fabrication and Delivery. One approved truss placement diagram muse be returned to the trial
COFFER STEP UP- manufacturer before fabrication and de' will be scheduled. Itisthedhent'sres onsibili beery in
- J N
coordinate deinre dates with thetmssm anufadurer. The dreM hall . s e a marked location r
6 - 14-0 FLAT CLG. W delivery, which must be accessible, level, and clear of material and debris, in lieu of this, trusses will be
J o delivered in the best available location atour driver's discretion. Care and handling of the trusses
j m P i � 14-0 A.F.F. BRIG. z following dilvery is the responsibility of the client
cis 4 N . O
N �
16'4• --- - - I.N < D.) Installation&Bracing! BCS12008( Building Component Safety Information WTCA/TPI
J t2-0 - 1.
EJ - n - FLT, ■
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J7 \ i / � � � � � / / ry ip 4• S L I
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HANGER SCHEDULE
ALL JACK TRUSSES TO BE
TOE NAILED PER ALUTEK.
DETAIL, W-TOENA2 SP, LND
QTY.
HANGER
15
JUS24
60
THD26
2
THD26.2
1
THDH28-3
8
SKH26R
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LSSH210
which the
guidelines shall be followed when handling, installing, and bracing trusses. Tempmaryand/or
-
i f permanent 6racingand blocking is net included in the two package. Trusses shall bebraced to
3 ! Prevent rotation and provide Lateral stability in accordance with the requirements specified in the
construction documents for the building and on the individual two design drawings. Theoverall
i
stability ofthe truss system is the responsibility of the building designer.
Q Field Framing: Tray ceilings and other ceiling transitions require field framing others.
i n6 ) Y � B may eq g by
2.) Ceiling drops and va8eys notshown are th be field framed by others. 3.) Overhangs may be over
`Iq length-cuttofitinfield. Overhangs are 2x4 or 2x6-no blocking is applied. Comerjackswillbe
r square cut and hip jacks will be double beveled.
3i F.) Repairs: Two related problems areto bereported to the truss manufacturer ASAP, preferably
inwriting. DO NOTLUTANY TRUSSES before contacting the two manufacturer with specifics of the
problem. Any field modifications made without an engineered repair drawing will be the responsibility
-
?i€.
E of the client No back charges ar crane charges of any kindwill be acepeted, unless specifically
approved in writing by the truss manufacturer's management.
rG.) This Truss Placement diagram was not created by an engineer, rather by Tibbetts Lumber Co.
o
,j 11C stiff, and is purely to be used as an installation Bede and does not requ' gn
1O
anal are on the Two Design Dmwin be led b T
\ H _ Cy '4s .C� s Y■s gs may sea y
eating post PIGGYBACKS ARE BEARING on ,�,� +,ONES ss •...
12:6 D 'kr % '/, °• /, 'a // '// Y, ' A a I RUNS @ 24- D.C. WMICH ARE h p t ---
EJ7 FLT. eed�• - ' OJ /. '/ , t y. USED TO BRACE FLAT T.C. - Qi Q2' 1
// CLG. / % i/ /5 t. 13'3• iv )_r /; 1
2'0- 2'0"_ z0" 2' 2'0" 2'P 20' 2' ° e / / / / -/ / / / ' Inct,7r y
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2' 0" T 0' 2- / / / / / / / / ' p Y 2' 0" 2 0' " 2' 0" 2
' —._ - .-.:
- N '
^' COFFER 102" CLG.)/ / / / ` �U' � n � � J3 � . • H g .a€, }
D4EJ
CJi o / / / / / / / / CiZ FLT. 5 m
1
XG
fo
a
eating post
EJ
eeded.
E,14
E
EJ4
E
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THE ENGINEER OF RECORD IS RESPONSIBLE
0
FOR SPECIFYING ALL LOADS RESULTING FROM
kg,
CANTILEVERED TRUSSES AND STRUCTURAL
I
FASCIAS THAT TRANSFER TO AND AFFECT THE
-
r
ROOF TRUSSES
ICJ7
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1
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-
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FLT.
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CLG.
Floor Load; Rooi Load;
1t Pit TOLL, TCOL, SCLL, BCDL; Du, 40N put 20 TCLL, 10 TCOL, 0 BCLL, 10 BCDL; Div. 1.25
Design choked for 10 psi rencwwvurcurt LL on BC. Design checked for 70 psf naircptcurrent lL on BC.
-
Minix Engineering 8.2.1.267 0 9 Exposure : C
'j
Building Code FBC 2020 Mean HgL : 18
2'0"
20•
2'0"
20"
TO'
2'D'
20"
20'
2.0•
20"
20'
20"
20'
0'
S
0'
20°
2'0'
2'0'
2'0`
2'0'
2'0•
2'0"
2&
2a,.
2.0•
YO'
TO'
�1
> DENOTES LEFT END OF TRUSS
.4T
2'0•
2'.
2
O
20'
20",
20'
0"
20"
2a'
2.0"
20-
2'0"
20-
r0"
20'
2'0•
SO'
J
-
ASCE 7-i6 Bldg.Cat. II
1
o
TPI 1-2014 Importance Factor : 11
I
TRUSS END DETAIL
5
Truss Design : C & C Enclosure : Enclosed
PLUM CUT CANnOEVER
W
Uplift Cate. : MWFRS Entry : Exposedto Wind
f
D
Wind Speed : 180 mph US Lanai : Exposed m Wind
I
12-0
12
= i
)
FLT.
61
g
ROOF CRITERIA
FLOOR CRITERIA
�J
12-0
CLG.
I
•
G
T.C. Pitch 6 / 12
CLG.
-I
to
t,
4-]!1S
rfFH IIEMaIir
a
B.C. Pitch - 112
Depth
,p
T.C. Size 2X4
A Spacing
9
a
12' T-oe.
Heel Hgt. - 4-7/16
--
__
-
--
-on_�
7
ts'e'
1
Beating 8"
r4un-
ZD
Cantilever 24
Vapor barrier between floor & concrete by others.
N
Overhang _
Floor trusses held back 3/4" at exterior walls,
a
a
f
m
a
m
m
block & fig by others. Blocking for vertical load transfer
a
a
Spacing ZC o.c.
by others.
all
NG FRA
ED
j
r
-
Odd space floor trusses around plumbing as noted
00
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DER14-0
m
E
_
-J
//
/
//
I
CLG.
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9 H q
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o.
Approved by:
'
'
0'
z4r
oil
r
Desired delivery date:
n
a
v3
W
Approval Date:
Date, In6els, DeDescriptionh812
--..
-_
t'-41 H
6'
tll. rile
1 DNr Revised to new codes.
'
ra
sz
m
y
°P1 PPF6 TYPICAL CANT.CORNER SET
pro
FLT..
.._
_.
CLG..-...-
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R2
2-PLY
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rp
0
R7(
- _...
20'1'
313"
T01/2" 2'a"
ter
3S _
6B"
3'S'
8'1p-
P7" SS 15'6'
T4"
73'2112' 4'1$
-
client,
Rudy Vega
Project
D
Vega residence
-
Address: ,
1950 S Brocksmith Rd Ft Pierce, Ff 34945
Dist! i
4/29/2021 Designer:
i DN-.�._.,«��,..
Project # 508208
® Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
MiTek®
RE: 508208 -Rudy Vega MiTek USA, Inc.
Site Information: 6904 Parke East Blvd.
Customer Info: Rudy Vega Project Name: Vega Model: .. Tampa, FL.33610-4115
Lot/Block: .. Subdivision: ..
Address: 1950 BROCKSMITH RD., ..
City: FORT PIERCE State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City: State:
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8A
Wind Code: ASCE 7-16 Wind Speed: 160 mph
Roof Load: 40.0 psf Floor Load: N/A psf
This package includes 168 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 611315-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No. Seal# Truss Name Date No. Seal# Truss Name Date
1
T23802042
Al
513/21
15
T23802056
A15
5/3/21
2
T23802043
A2
5/3/21
16
T23802057
A16
5/3/21
3
T23802044
A3
5/3/21
17
T23802058
A17
5/3/21
4
T23802045
A4
5/3/21
18
T23802059
A18
5/3/21
5
T23802046
A5
5/3/21
19
T23802060
A19
5/3/21
6
723802047
A6
5/3/21
20
T23802061
A20
5/3/21
7
T23802048
A7
5/3/21
21
T23802062
A21
5/3/21
8
T23802049
A8
5/3/21
22
T23802063
A22
5/3/21
9
T23802050
A9
5/3/21
23
T23802064
A23
5/3/21
10
T23802051
A10
5/3/21
24
T23802065
A24
5/3/21
11
T23802052
All
5/3/21
25
T23802066
A25
5/3/21
12
T23802053
Al2
5/3/21
26
T23802067
A26
5/3/21
13
T23802054
A13
5/3/21
27
T23802068
A27
5/3/21
14
T23802055
A14
5/3/21
28
T23802069
A28
5/3/21
STATE
• .�,BERNgR 0.
11N
O
�i__, r
s, -
" ARCH1-T
This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature.
Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies
The truss drawing(s) referenced above have been prepared by
MiTek USA, Inc. under my direct supervision based on the parameters
provided by Tibbetts Lumber Company -Palm Bay.
Truss Design Engineer's Name: Lee, Julius
My license renewal date for the state of Florida is February 28, 2023.
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs comply with ANSI/TPI 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
given to MiTek or TRENCO. Any project specific information included is for MiTek's or
TRENCO's customers file reference purpose only, and was not taken into account in the
preparation of these designs. MiTek or TRENCO has not independently verified the
applicability of the design parameters or the designs for any particular building. Before use,
the building designer should verify applicability of design parameters and properly
incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2.
svL1US LFR
No 34869
00 STATE OF GO
Q�
0is��NA1
JJJIIIIIl1��ll%%
�
Julius Lee PE No.34869
MITek USA, Inc. FL Can 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 3,2021
Lee, Julius 1 of 3
—�NMe
MiTek 0
RE: 508208 -Rudy Vega
Site Information:
MiTek USA, Inc.
6904 Parke East Blvd.
Tampa, FL 33610-4115
Customer Info: Rudy Vega Project Name: Vega Model:
Lot/Block: .. Subdivision: ..
Address: 1950 BROCKSMITH RD., ..
City: FORT PIERCE State: FL
No. Seal# Truss Name Date No. Seal# Truss Name Date
29
T23802070
A29
5/3/21
86
T23802127
CJ10
5/3/21
30
T23802071
A30
5/3/21
87
T23802128
D1
5/3/21
31
T23802072
A31
5/3/21
88
T23802129
D2
5/3/21
32
T23802073
A32
5/3/21
89
T23802130
D3
5/3/21
33
T23802074
A33
5/3/21
90
T23802131
D4
5/3/21
34
T23802075
A34
5/3/21
91
T23802132
D5
5/3/21
35
T23802076
A35
5/3/21
92
T23802133
D6
5/3/21
36
T23802077
A36
5/3/21
93
T23802134
D7
5/3/21
37
T23802078
A37
5/3/21
94
T23802135
EJ1
5/3/21
38
T23802079
A38
5/3/21
95
T23802136
EAA
5/3/21
39
T23802080
A39
5/3/21
96
T23802137
EJ1B
5/3/21
40
T23802081
A40
5/3/21
97
T23802138
EJ1C
5/3/21
41
T23802082
A41
5/3/21
98
T23802139
EJ1P
5/3/21
42
T23802083
A42
5/3/21
99
T23802140
EJ2
5/3/21
43
T23802084
A43
5/3/21
100
T23802141
EJ3
5/3/21
44
T23802085
B1
5/3/21
101
T23802142
EJ4
5/3/21
45
T23802086
B2
5/3/21
102
T23802143
EJ5
5/3/21
46
T23802087
B3
5/3/21
103
T23802144
ER
5/3/21
47
T23802088
B4
5/3/21
104
T23802145
EJ8
5/3/21
48
T23802089
B5
5/3/21
105
T23802146
EJ9
5/3/21
49
T23802090
B6
5/3/21
106
T23802147
HA
5/3/21
50
T23802091
B7
5/3/21
107
T23802148
HAP
5/3/21
51
T23802092
B8
5/3/21
108
T23802149
HJ2
5/3/21
52
T23802093
B9
5/3/21
109
T23802150
HJ3
5/3/21
53
T23802094
B10
5/3/21
110
T23802151
HJ4
5/3/21
54
T23802095
B11
5/3/21
111
T23802152
HJ5
5/3/21
55
T23802096
C1
5/3/21
112
T23802153
HJSA
5/3/21
56
T23802097
C2
5/3/21
113
T23802154
HJ6
5/3/21
57
T23802098
C3
5/3/21
114
T23802155
K1
5/3/21
58
T23802099
C4
5/3/21
115
T23802156
K2
5/3/21
59
T23802100
C5
5/3/21
116
T23802157
K3
5/3/21
50
T23802101
C6
5/3/21
117
T23802158
K4
5/3/21
51
T23802102
C7
5/3/21
118
T23802159
L1
5/3/21
52
T23802103
C8
5/3/21
119
T23802160
L2
5/3/21
53
T23802104
C9
5/3/21
120
T23802161
M1
5/3/21
34
T23802105
C10
5/3/21
121
T23802162
M2
5/3/21
35
T23802106
C11
5/3/21
122
T23802163
M3
5/3/21
56
T23802107
C12
5/3/21
123
T23802164
M4
5/3/21
37
T23802108
C13
5/3/21
124
T23802165
M5
5/3/21
38
T23802109
C14
5/3/21
125
T23802166
M6
5/3/21
59
T23802110
C15
5/3/21
126
T23802167
MG1
5/3/21
70
T23802111
C16
5/3/21
127
T23802168
MG3
5/3/21
71
T23802112
C17
5/3/21
128
T23802169
N1
5/3/21
72
T23802113
C18
5/3/21
129
T23802170
N2
5/3/21
73
T23802114
C19
5/3/21
130
T23802171
N3
5/3/21
74
T23802115
CA
5/3121
131
T23802172
N4
5/3/21
75
T23802116
CAA
5/3/21
132
T23802173
N5
5/3/21
76
T23802117
CJ2
5/3/21
133
T23802174
N6
5/3/21
77
T23802118
CJ3
5/3/21
134
T23802175
N7
5/3/21
78
T23802119
CJ3A
5/3/21
135
T23802176
N8
5/3/21
79
T23802120
CJ3B
5/3/21
136
T23802177
N9
5/3/21
30
T23802121
CJ3C
5/3/21
137
T23802178
N10
5/3/21
51
T23802122
CJ5
5/3/21
138
T23802179
P1
5/3/21
52
T23802123
CJSA
5/3/21
139
T23802180
P2
5/3/21
33
T23802124
CJSF
5/3/21
140
T23802181
P3
5/3/21
34
T23802125
CJ6
5/3/21
141
T23802182
P4
5/3/21
35
T23802126
CJ9
5/3/21
142
T23802183
P5
5/3/21
2 of 3
MiTek'
RE: 508208 -Rudy Vega
Site Information:
Customer Info: Rudy Vega Project Name: Vega Model:
Lot/Block: .. Subdivision: ..
Address: 1950 BROCKSMITH RD., ..
City: FORT PIERCE State: FL
No. Seal# Truss Name Date
143
T23802184
PB1
5/3/21
144
T23802185
PB2
5/3/21
145
T23802186
PB3
5/3/21
146
T23802187
PB4
5/3/21
147
T23802188
P65
5/3/21
148
T23802189
P136
5/3/21
149
T23802190
PB7
5/3/21
150
T23802191
PB8
5/3/21
151
T23802192
P139
5/3/21
152
T23802193
PB10
5/3/21
153
T23802194
R1
5/3/21
154
T23802195
R1 GE
5/3/21
155
T23802196
R2
5/3/21
156
T23802197
S1
5/3/21
157
T23802198
S1GE
5/3/21
158
T23802199
S2
5/3/21
159
T23802200
S3
5/3/21
160
T23802201
T1
5/3/21
161
T23802202
T2
5/3/21
162
T23802203
V1
5/3/21
163
T23802204
V2
5/3/21
164
T23802205
V3
5/3/21
165
T23802206
V4
5/3/21
166
T23802207
V5
5/3/21
167
T23802208
V6
5/3/21
168
T23802209
V7
5/3/21
3 of 3
MiTek USA, Inc.
6904 Parke East Blvd.
Tampa, FL 33610-4115
Job
Truss
Truss Type
Qty
PlyT2JRoudReference
Vega
T23802042
508208
Al
HALF HIP GIRDER
1
(optional)
i wucuo wuwei company, rann may, r, -Draw, t5.43U s Hpr zu zuzl mi I eK Incustrles, Inc. Mon May 3 u6:zab1 zuzi Page 1
ID:OIR7uvPCrTEdiMbCgUSxELyQZsg-7ND21 XsVOmz1 QkYKONxzX1 g6LK5ngny7rTLs7azKGRA
4-8-0 _ ,6.2-12i 12.9-6 19-0-1 25-10-11 32-5-6 39-0-0 42-7-2 46-0-0
4-&0 1-6-12 6-6-10 6$10 6-6-10 6-6-10 6-6-10 3.7-2 3-8-14
Special Special Special Special Special Special Special
6.00 12 6x6 2x4 II Special 7x8 = Special Special 2x4 II Special Special 7x8 = Special
r-
d
Scale = 1:78.7
Special
Special Special Special Special
2x4 II 4x8 = 3x4 II
D 40
19 18 41 42 17 43 44 45 46 16 47 48 49 15 50 51 52 14 53 54 55 13 56 1257 58 11 59
4x6 = NOP2X STP = Special Special 7x8 = Special 2x4 II Special Special 5x8 = Special Special 2x4 II Special NOP2X STP = 5x6 = 6x6
3x8 II Special Special Special Special Special Special Special 6x8 = Special Special
4x4 =
Special Special Special
Special
"Special" indicates special hanger(s) or other connection device(s)
required at locabon(s)shown. The design/selection of such special
connection device(s) is the responsibility of others. This applies
to all applicable truss designs in this job.
6-2-12
i 41 -0� 0 i 191-6 194-1 25-10-11 32-5-0 39-0-0 42-7-2 46-0-0
4-0-0 041 6-0-10 6 6-10 6E10 6-0-10 6E•10 3-7-2 3-e-14
1-6.12
Plate Offsets (X,Y)—[1:0-2-0,0-0-8],[3:0-3-0,0-2-7],[5:0-4-0,0-4-8] [7:0-4-0 0-"] [12:0-3-0 0-3-0] [15:0-4-0 0-3-0] [17:0-2-8 0-3-4]
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.29 15-16 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.19 15-16 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(CT) -0.05 13 n/a n/a
BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 573 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 10-0-0 cc puffins,
1-3: 2x4 SP No.2 except end verticals, and 2-0-0 cc purlins (6-0-0 max.): 3-10.
BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing.
1-17: 2x6 SP No.2
WEBS 2x4 SP No.2
REACTIONS. (size) 11=Mechanical, 19=0-8-0, 13=0-8-0
Max Horz 19=164(LC 8)
Max Uplift 11=1017(LC 38), 19=-2620(LC 8), 13=-3836(LC 8)
Max Grav 11=902(LC 8), 19=2149(LC 39), 13=3481(LC 38)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=575/680, 2-3=839/1091, 34=2411/2761, 4-5=2433/2782, 5-6=-2475/2597,
6-7=-2475/2597, 7-8=3049/2866, 8-9=3049/2866
BOT CHORD 1-19=558/578, 18-19=558/413, 17-18=952f724, 16-17=-3365/3125, 15-16=3365/3125,
14-15=-423/452,13-14=-423/452,12-13=1345/1318,11-12=1345/1318
WEBS 2-19=-1949/2432, 2-18=2008/1548, 3-18=-1360/765, 3-17=-2254/2193, 4-17=509/485,
5-17=992/643, 5-16=164/308, 5-15=719/851, 6-15=508/492, 7-15=-2405/2241,
7-14=-164/301,7-13=3671/3843,8-13=-495/492,9-13=2011/2289,9-11=-1752/1777
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"4") nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 cc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc, 2x4 - l row at 0-9-0 cc.
This item has been
Webs connected as follows: 2x4 - 1 row at 0-9-0 cc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
electronically signed and
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
Sealed by Lee, Julius, PE
3) Unbalanced roof live loads have been considered for this design.
using a Digital Signature.
4) Wind: ASCE 7-16; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15111; B=97ft; L=97ft; eave=lift;
Printed copies of this
p
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch right exposed; Lumber DOL=1.60
plate grip DOL=1.60
document are not considered
5) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
signed and sealed and the
to the use of this truss component.
signature must be Verified
6) Provide adequate drainage to prevent water ponding.
On any electronic copies.
7) All plates are MT20 plates unless otherwise indicated.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Julius Lee PE'No. 34869
9) ' 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
MiT@kUSAI, thc.,FL Cart 61634
will fit between the bottom chord and any other members.
6904 Parke East Blvd. Tampa FL33610
10) Refer to girder(s) for truss to truss connections.
Date;
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
May 3,2021
11=1017. 19=2620. 13=3836.
Continued on page 2
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE USE. �'
Design valid for use only with 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 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 ANSI1nPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802042
508208
Al
HALF HIP GIRDER
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:20:51 2021 Page 2
ID:OIR?uvPCrTEdiMbCgUSxELyQZsg-7ND21 XsVOmz1 QkYKONxzXI g6LK5ngny7rTLs?azKGRA
NOTES-
12) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
13) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer
must provide for uplift reactions indicated.
14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 130 lb down and 113 lb up at 12-3-8, 130 lb down and 113 lb up at
14-3-8, 130 lb down and 113 lb up at 16-3-8, 130 lb down and 113 lb up at 18-3-8, 130 lb down and 113 lb up at 20-3-8, 130 lb down and 113 lb up at 22-3-8, 130 lb
down and 113 lb up at 24-3-8, 130 lb down and 113 lb up at 26-3-8, 130 lb down and 113 lb up at 28-3-8, 130 lb down and 113 lb up at 30-3-8, 130 lb down and 113 lb
up at 32-3-8, 130 lb down and 113 lb up at 34-3-8, 130 lb down and 113 lb up at 36-3-8, 130 lb down and 113 lb up at 38-3-8, 130 lb down and 113 lb up at 40-3-8, 130
lb down and 113 lb up at 42-3-8, and 130 lb down and 113 lb up at 44-3-8, and 120 lb down and 113 lb up at 45-7-8 on top chord, and 153 lb down and 124 lb up at
0-0-0, 686lb down and 1076 lb up at 6-2-12, 16 lb down and 200 lb up at 8-3-8, 16 lb down and 200 lb up at 10-3-8, 12 lb down and 79 lb up at 12-3-8, 12 lb down and
79 lb up at 14-3-8, 12 lb down and 79 lb up at 16-3-8, 12 lb down and 79 lb up at 18-3-8, 12 lb down and 79 lb up at 20-3-8, 12 lb down and 79 lb up at 22-3-8, 12 lb
down and 79 lb up at 24-3-8, 12 lb down and 79 lb up at 26-3-8, 12 lb down and 79 lb up at 28-3-8, 12 lb down and 79 lb up at 30-3-8, 12 lb down and 79 lb up at
32-3-8. 12lb down and 79 lb up at 34-3-8, 12 lb down and 79 lb up at 36-3-8, 12 lb down and 73 lb up at 38-3-8, 12 lb down and 41 lb up at 40-3-8, 12 lb down and 41
lb up at 42-3-8, and 12 lb down and 41 lb up at 44-3-8, and 20 lb down and 49 lb up at 45-7-8 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-3=-60, 3-10=60, 1-11=20
Concentrated Loads (lb)
Vert: 1=138(F) 18=545(B) 7=20(B) 14=2(B) 22=20(B) 23=20(B) 25=-20(B) 26=20(B) 27=20(B) 28=20(B) 29=20(B) 30=20(B) 31=20(B) 32=20(131) 34=20(B)
35=20(B) 36=20(1]1) 37=20(131) 38=20(B) 39=20(B) 40=33(131) 41=98(B) 42=98(B) 43=2(B) 44=2(B) 45=2(B) 46=2(B) 47=2(B) 48=2(B) 49=2(B) 50=2(B) 51=2(B)
52=2(B) 53=2(B) 54=2(B) 55=2(B) 56=2(B) 57=2(B) 58=2(B) 59=3(B)
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M,I7EK REFERENCE PAGE Mil-7473 rev. 6/19,2020 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 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 A A'�1��
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Itl� ell
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Rudy Vega
T23802043
508208
A2
ROOF SPECIAL
1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905,
8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:10 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-41 tEO14QYcMKCfVz?smQp1 zC1_RcclbwDwSM9zzKGQt
0-6-15
�_2-0-12 , i 3-2-0 8-2-0 13-8-12 21-3-8 28-10-0 36-5-0 44-3-0
2-0-12 2-7-1 3.0.0 7-6-12 1-6-12 7.6-12 7.8-12 7-104
0-8.15
Scale = 1:79.4
6.00 F12 5x6
h� P�M.II
FASTEN TRUSS TO BEARING FOR
THE UPLIFT REACTION SHOWN
WHILE PERMITTING NO UPWARD
MOVEMENT OF THE BEARING.
3x6 = 5x6 =
19620 — — — 7
14
5x8 =
13
6x6 =
3x4 =
8
12
5x8 =
5x6 =
3x4 11
10
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TP12014
CSI.
Tc 0.91
BC 1.00
WB 0.96
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) Vdefl Ud
-0.27 13 >999 360
-0.60 13-14 >821 240
0.14 11 n/a n/a
0.37 13 >999 240
PLATES GRIP
MT20 244/190
Weight: 242 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD
Structural wood sheathing directly applied or 10-0-0 cc purlins,
1-5: 2x4 SP SS
except end verticals, and 2-0-0 cc purlins (2-2-0 max.): 1-5, 4-10.
BOT CHORD 2x4 SP SS *Except- BOT CHORD
Rigid ceiling directly applied or 1-4-12 cc bracing.
14-17: 2x4 SP No.2 WEBS
1 Row at midpt 6-15. 9-11
WEBS 2x4 SP No.2 *Except* JOINTS
1 Brace at Jt(s): 10, 3
2-17: 2x6 SP No.2
REACTIONS. (size) 17=2-11-4, 11=Mechanical, 16=2-11-4
Max Horz 17=211(LC 12)
Max Uplift 17=1858(LC 22), 11=627(1_C 12), 16=-1619(LC 12)
Max Grav 17=619(LC 12), 11=1498(LC 1), 16=3807(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-17=706/1819, 2-3=1760/3534, 3-5=1760/3534, 2-4=-170/341, 6-7=-2462/1184,
7-8=-3332/1506, 8-9=2584/1161
BOT CHORD 14-15=1111/2115, 13-14=1562/3227, 12-13=-1550/3274, 11-12=1090/2263
WEBS 5-1 5=474/1360, 4-5=494/444, 6-15=2638/1274, 6-14=-207/847, 7-14=-959/513,
7-13=-32/273, 8-12=857/512, 9-12=1941793, 9-11=2525/1217, 2-16=-3977/2047,
5-16=-4031 /2017
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-12 to 0-2-12, Interior(1) 0-2-12 to 6-2-0, This item has been
Exterior(2R) 6-2-0 to 12-2-0, Interior(1) 12-2-0 to 44-1-8 zone; cantilever left and right exposed ; end vertical left exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Lee, Julius, PE
to the use of this truss component. using a Digital Signature.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed Copies Of this
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 document are not considered
will fit between the bottom chord and any other members. signed and sealed and the
7) Refer to girder(s) for truss to truss connections. signature must be verified
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) On an electronic copies.
17=1858,11=627,16=1619. Y P
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Julius Lee PE No. USO
10) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward MI7ak;USA, (nc..'FLCart6634
movement at the bearing 17. Building designer must provide for uplift reactions indicated. 8gh4P.arke,EastBlvd. Tampa FL33610
Date:
May 3,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with 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 i 1'
buildingdesign. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Type
Qly
Ply
Rudy Vega
jRrOOuss
T23802044
508208
A3
F SPECIAL
1
1
Jab Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:21:33 2021 Page 1
ID:OjR7uvPCrTEdiMbCgUSxELyQZsg-uSmxrvMr7gG3TBIOrChgEtQ9oFKcVlfIV7X4T8zKGQ W
-2-0-12 , 3-2-15 8-2-0 15-3-15 22-5-14 29-7-14 36-9-13 44-3-4
I-
2-0-12 ' 3-2-15 4-11-1 ' 7-1-15 7-1-15 7-1-15 7-1-15 7-5-7
6.00 F12 5x6 =
3x4 =
5x6 =
3x4 =
5x6 =
Scale = 1:79.4
3x4 11
16 15 14 22 23 13 24 25 12 26 27 11 28 29 10
3x6 11 5x6 =
NOP2X STP =
5x8 = 6x12 MT20HS =
3x4 =
5x8 =
6x6 =
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CSI.
TC 0.87
BC 0.77
WB 0.81
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) Vdefi Ud
-0.38 12-13 >999 360
-0.71 12-13 >746 240
0.17 10 n/a n/a
0.36 12-13 >999 240
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 254 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 2-10-12 oc pudins,
BOT CHORD 2x4 SP SS 'Except'
except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 1-3, 4-9.
14-16: 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 4-11-5 oc bracing.
WEBS 2x4 SP No.2 *Except*
WEBS
1 Row at midpt 5-14. 7-11
2-16: 2x6 SP No.2
2 Rows at 1/3 pts 8-10
REACTIONS. (size) 16=0-7-4, 10=Mechanical
Max Horz 16=252(LC 12)
Max Uplift 16=887(LC 12). 10=-740(LC 12)
Max Grav 16=2115(LC 17). 10=1983(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-16=-2040/1157, 2-3=2193/988, 3-4=2941/1259, 4.5=-2580/1211, 5-6=-4071/1733,
6-7=-4116/1686, 7-8=2830/1147
BOT CHORD 15-16=257/143, 14-15=1136/2144, 13-14=1739/3879, 12-13=-1838/4249,
11-12=1604/3750, 10-11=1037/2390
WEBS 2-15=-1222/2815, 3-15=1772/845, 3-14=282/628, 4-14=-225/944, 5-14=-1658/712,
5-13=-19/609, 6-13=332/190, 6-12=270/274, 7-12=150/646, 7-11=1280/657,
8-11=354/1347, 8-10=2888/1255
NOTES -
I) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-12 to 3-2-15, Interior(1) 3-2-15 to 8-2-0,
This item has been
Exterior(2R) 8-2-0 to 14-2-0, Interior(1) 14-2-0 to 44-1-8 zone; cantilever left and right exposed ; end vertical left exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
electronically signed and
3) Building Designer Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
sealed by Lee, Julius, PE
to the use of this truss component.
Using a Digital Signature.
4) Provide adequate drainage to prevent water ponding.
Printed Copies this
5) All plates are MT20 plates unless otherwise indicated.
Of
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
document are not Considered
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
signed and sealed and the
Will fit between the bottom chord and any other members, with BCDL = IO.Opsf.
Signature must be Verified
8) Refer to girder(s) for truss to truss connections.
On any electronic Copies.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb)
16=887, 10=740.
Julius Lea PE No.U869
10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
MTTO. USA, Inc. FL Cert6634'
69e4 Parke East Blvd. Tampa FL33610
Date:
May 3,2021
.................... _.... -... --._._........-..- ..........
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5!192020 BEFORE USE.
---- - — --...----___ -
��'
Design valid for use only with 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
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 ANS11rPl1 Quality Criteria, DSB-89 and SCSI Building Component
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802045
508208
A4
ROOF SPECIAL
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:21:56 2021 Page 1
ID:Oj R?uvPCrTEdiMbCgUSxELyQZsg-jtfdgmeHikgojjOpiXbDgkt6XXBM08—ho4bonJzKGQ9
i-2-0-12 5-10-15 10-2-0 16-11-2 23-8-5 30-5-7 i 37-2-10 44-3-4
2-0-12 5-10-15 4.3-1 6-9-2 6-9-2 6-9-2 7-0-10
6.o0 12 5.16 =
3x4 =
Scale = 1:79.4
5x6 = 3x4 = 5x6 = 2x4 II
17 16 15 25 26 14 27 26 13 1Z Zu Zu 11 31 32 10
3x6 II 5x6 = 5x8 = 3x4 = 3x4 = 5x8 = 6x6 =
NOP2X STP =
3x8 MT20HS =
5-10-15 10-2-0 18-7-7
27-0-14
i 35.6-5 44-3-0 i
5-10-15 4-3-1 8-5-7
8-5-7
85-7 81-15
Plate Offsets (X,Y)—[4:0-3-0,0-2-01,[6:0-3-0,0-3-01,[8:0-3-0,0-3-01,[11:0-4-0,0-3-41,[15:0-4-0,0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL
in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.71
Vert(LL)
-0.32 14-15 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.81
Vert(CT)
-0.58 14-15 >903 240
MT20HS 1871143
BCLL 0.0
Rep Stress Incr YES
WB 0.77
Horz(CT)
0.14 10 n/a n/a
BCDL 10.0
Code FBC2020rTP12014
Matrix -MS
Wind(LL)
0.29 12-14 >999 240
Weight: 274 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-2-1 oc purlins,
BOT CHORD 2x4 SP SS *Except*
except end verticals, and 2-0-0 oc purlins (2-9-4 max.): 1-3, 4-9.
16-17: 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 5-2-2 oc bracing.
WEBS 2x4 SP No.2 *Except*
WEBS
1 Row at micipt 2-16, 5-15, 7-11
2-17: 2x6 SP No.2
2 Rows at 1/3 pts 8-10
REACTIONS. (size) 17=0-7-4, 10=Mechanical
Max Harz 17=293(LC 12)
Max Uplift 17=881(LC 12). 10=-746(LC 12)
Max Grav 17=2115(LC 17). 10=2026(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-17=-2006/1178, 2-3=2599/1142, 34=2958/1277, 4-5=-2601/1214, 5-6=-3589/1516,
6-7=-3463/1418, 7-8=2326/940
BOT CHORD 16-17=292/191, 15-16=1281/2581, 14-15=-1530/3470, 12-14=1562/3626,
11-12=-1326/3119, 10-11=843/1957
WEBS 2-16=-1300/3029, 3-16=1602/805, 4-15=269/991, 5.15=-1245/520, 5-14=0/488,
6-12=351/300, 7-12=192/719, 7-11=12511622, 8-11=379/1401, 8-10=-2594/1119
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-12 to 3-11-4, Interior(1) 3-11-4 to 10-2-0,
Exterior(2R) 10-2-0 to 16-2-0, Interior(1) 16-2-0 to 44-1-8 zone; cantilever left and right exposed ; end vertical left exposed;C-C for
This item has been
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
electronically signed and
to the use of this truss component.
sealed by Lee, Julius, PE
4) Provide adequate drainage to prevent water ponding.
using a Digital Signature.
5) All plates are MT20 plates unless otherwise indicated.
Printed COPIeS Of this
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
document are not considered
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
signed and Sealed and the
8) Refer to girder(s) for truss to truss connections.
signature must be verified
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb)
electronic
on anylticopies.
17=881,10=746.
10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Julius Lee PE No.U869
wok,USA; tno.FL Cart 6,634
6664 Parke East Blvd. TampaFL 33610
Date:
May 3,2021
........... _.....
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED IdITEK REFERENCE PAGE MII-7473 rev. 5!162020 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 p p�
ek�
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 iVliT
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS17rP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Selety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802046
508208
A5
ROOF SPECIAL
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:09 2021 Page 1
I D:Oj R?uvP C rTEd iMbCgU SxELyQZsg-rNxYOC oQekoynj VJyIKGiTv LemZnx34enbFJ2zKG Py
-2-O 21 4-6-3 8-6-15 12-2-0 16-6-6 24-10-11 i 31-3-1 37-7-6 44-3-4
2-0 12 41-3 4-0-11 3-7-1 B4,
4 6 6 4 6 6 4 6 6 4 6 6 7-14
6.0o 12 5x6 =
Scale = 1:79.4
2x4 II 5x6 = 5x6 = 2x4 II 5x6 =
17 2b 26 16 15 27 14 28 29 13 3U 31 12 32 11
6x6 = 5x6 = 3x4 = 5x8 = 6x8 = 6x8 = 4x6 I I
NOP2X STP =
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CSI.
TIC 0.75
BC 0.98
WB 0.65
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) I/defl L/d
-0.33 13-14 >999 360
-0.59 13-14 >886 240
0.13 11 n/a n/a
0.23 13-14 >999 240
PLATES GRIP
MT20 2441190
Weight: 302 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 3-4-7 oc purlins,
BOT CHORD 2x4 SP No.2 *Except*
except end verticals, and 2-0-0 oc purlins (2-8-9 max.): 1-4, 5-10.
12-13,13-14: 2x4 SP SS BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.2 *Except` WEBS
1 Row at midpt 10-11, 3-17, 7-14, 8-12, 10-12
2-17: 2x6 SP No.2
REACTIONS. (size) 17=0-7-4, 11=Mechanical
Max Harz 17=334(LC 12)
Max Uplift 17=874(LC 12). 11=-753(LC 12)
Max Grav 17=2134(LC 17), 11=2061(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-17=-277/382, 3-4=2685/1143, 4-5=2900/1263, 5-6=3150/1368, 6-7=-3150/1368,
7-8=-2969/1209, 8-9=16421689, 9-1 0=1 642/689, 10-11 =-1 944/917
BOT CHORD 16-17=-871/1553, 15-16=1284/2718, 14-15=-1196/2574, 13-14=1350/3125,
12-13=-1120/2621
WEBS 3-17=2239/1032, 3-16=748/1938, 4-16=1268/690, 4-15=-255/159, 5-15=-98/345,
5-14=-357/967, 6-14=411/398, 7-13=-403/350, 8-13=220/862, B-12=-1477/653,
9-12=-422/373, 10-12=1014/2427
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-12 to 3-11-4, Interior(1) 3-11-4 to 12-2-0.
This item has been
Exterior(2R) 12-2-0 to 18-2-0, Interior(1) 18-2-0 to 44-1-8 zone; cantilever left and right exposed ; end vertical left exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
electronically signed and
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
sealed by Lee, Julius, PE
to the use of this truss component.
using a Digital Signature.
4) Provide adequate drainage to prevent water ponding.
Printed copies of this
p
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
document are not Considered
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
signed and sealed and the
Will fit between the bottom chord and any other members, with BCDL = 10.0psf.
Signature must be Verified
8) Refer to girder(s) for truss to truss connections.
On any electronic COpIBS.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (it=lb)
17=874. 11=753.
Julius Lee PE No. U869
10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
MTgk:USA. Inc. FL Ce t 6.634
6§64 Parke East Blvd: Tampa FL33610
Date:
May 3,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 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 p/��'rp�'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the �i
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVMP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty.
Ply
Rudy Vega
T23802047
508208
A6
ROOF SPECIAL
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:22:10 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-JaVwcYp3P1 wpPt4V WrrVEhSVoAvIgTJIOF_XGVzKGPx
i-2-0-12 5.10-3 11-2-15 14-2-0 21-6-9 29-0-14 36-7-3 44-3-0
2-0.12 5-10.3 5-0-11 2-11-1 7-4-9 7-6-5 7-6-5 7-8-1
Scale = 1:79.4
6.00 12
5x6 _ 2x4 11
Sx8 =
2x4 11
5x6 =
16 ct 15 [e [s 14 G4 13 Lb 12 Gb 11 21 10
3X6 11 6x8 = 6X6 = 3x8 =
NOP2X STP =
5X6 =
6x8 =
5-10.3 11-2-15 14-2-0 21-0-9 29-0-14 36-7-3 44-3-4
1113 5-4-11 2-11-1 71 7-6-5 7-6-5 7-8-1
LOADING (psf)
SPACING-
2-0-0
CS'.
DEFL.
in (loc)
Vdefl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.79
Vert(LL)
-0.23 12-13
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 1.00
Vert(CT)
-0.42 12-13
>999
240
BCLL 0.0
Rep Stress Incr
YES
W3 0.78
Horz(CT)
0.12 10
n/a
n/a
BCDL 10.0
Code FBC2020rrP12014
Matrix -MS
Wind(LL)
0.20 13
>999
240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD
5-7: 2x4 SP SS
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No.2 *Except* WEBS
2-16: 2x6 SP No.2
REACTIONS. (size) 16=0-74, 10=Mechanical
Max Horz 16=374(LC 12)
Max Uplift 16=866(LC 12), 10=-761(LC 12)
Max Grav 16=2162(LC 17), 10=2096(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-16=-2064/1165, 2-3=16481750, 3-4=1648/750, 45=2879/1223, 5-6=-2893/1248,
6-7=-2893/1248, 7-8=1649/696, 8-9=1649/696, 9-10=-1941/936
BOT CHORD 15-16=-308/219, 14-15=1255/2663, 13-14=-1146/2546, 12-13=-1085/2601,
11-12=1085/2601
WEBS 2-15=-988/2361, 3-15=353/289, 4-15=15801725, 4-14=263/282, 5-14=-165/608,
5-13=-249/651, 6-13=486/449, 7-13=241/431, 7-12=0/416, 7-11=-1407/576,
8-11=-496/426, 9-11=1015/2411
4X6 11
PLATES GRIP
MT20 244/190
Weight: 317 lb FT = 20%
Structural wood sheathing directly applied or 3-4-14 cc puffins,
except end verticals, and 2-0-0 cc purlins (3-5-6 max.): 1-4, 5-9.
Rigid ceiling directly applied or 2-2-0 cc bracing.
1 Row at midpt 2-16, 9-10, 2-15, 4-15, 6-13, 7-11, 8-11,
9-11
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; Vu@=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf,, BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-12 to 3-11-4, Interior(!) 3-11-4 to 14-2-0,
Exterior(2R) 14-2-0 to 20-2-0, Interior(1) 20-2-0 to 44-1-8 zone; cantilever left and right exposed ; end vertical left exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.0psf 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.
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)
16=866, 10=761.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with 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
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?PI! QuaW Criteria, DSB-89 and BCS/ Building Component
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No.'U150
MiTek USA, Inc.,FL Cart 6634'
6904 Parka East Blvd. Tampa FL 33610
Dater
May 3,2021
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802046
508208
A7
ROOF SPECIAL
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:12 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-Fydg1 EgJxfAXeAEueuuzJ6XoC_co8M12TZTeKNzKGPv
-2-0-12 7-2-3 13-10-15 i 16-2-0 23-0-9 30-0-14 37-1-3 44-3-4
2-0-12 ' 7-2-3 6-B-11 2-3-1 6-10-9 7-0-5 7-2-1
6.00 12
5x6 =
5x6 =
3x8 =
Scale = 1:79.4
5x6 = 5x6 =
17 24 16 20 Z6 15 2/ 14 28 13 29 12 30 11
3x6 11 6x8 =
NOP2X STP =
16-2-0
6x6 =
3x8 =
5x6 =
6x8 = 4x6 11
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CSI.
TC 0.92
BC 0.96
WB 0.84
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) Vdefl L/d
-0.24 15-16 >999 360
-0.41 15-16 >999 240
0.10 11 n/a n/a
0.19 14-15 >999 240
PLATES GRIP
MT20 244/190
Weight: 340 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-5-8 oc purlins,
BOT CHORD 2x4 SP No.2 *Except*
except end verticals, and 2-0-0 oc purlins (2-10-3 max.): 1-4, 5-10.
15-17: 2x4 SP SS
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.2 *Except*
WEBS
1 Row at midpt 2-17, 2-16, 4-16, 6-14, 7-12, 8-12, 10-12,
2-17: 2x6 SP No.2
4-15
2 Rows at 1/3 pts 10-11
REACTIONS. (size) 17=0-7-4, 11=Mechanical
Max Harz 17=421(LC 10)
Max Uplift 17=858(LC 12). 11=-769(LC 12)
Max Grav 17=2184(LC 19), 11=2119(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-17=2043/1173, 2-3=1681/774, 3-4=1681/774, 4-5=-2770/1177, 5-6=2599/1116,
6-7=-2604/1122, 7-8=1404/592, 8-10=1404/592, 10.11=1973/942
BOT CHORD 16-17=-322/247, 15-16=1182/2569, 14-15=-1088/2446, 13-14=-943/2261,
12-13=-943/2261
WEBS 2-16=979/2347, 3-16=448/364, 4-16=1375/639, 5-15=256/777,-14=154/339,
6-14=-450/426, 7-14=294/565, 7-13=01396, 7-12=1412/578, 8-12=-465/404,
10-12=-965/2290, 4-15=416/365
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-12 to 3-11-4, Interior(1) 3-11-4 to 16-2-0,
Exterior(2R) 16-2-0 to 22-2-0, Interior(1) 22-2-0 to 44-1-8 zone; cantilever left and right exposed ; end vertical left exposed;C-C for
This item has been
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
electronically signed and
to the use of this truss component.
sealed by Lee, Julius, PE
3) Provide adequate drainage to prevent water ponding.
using a Digital Signature.
4) All plates are MT20 plates unless otherwise indicated.
Printed COpI@S Of this
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
document are not considered
will fit between the bottom chord and any other members, with BCDL = IO.Opsf.
Signed and sealed and the
7) Refer to girder(s) for truss to truss connections.
signature must be verified
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Gt=lb)
on an electronic copies.
17=856, 11=769.
y p
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Julius Lea PE No. 34669
MiTek USA, lnc.,FL Cart6.634`
6304 Backe East Blvd. Tampa FL33670
Date:
May 3,2021
-- ----- ............. ---
WARNING -Verify design parameters and REED NOTES ON THIS AND INCLUDED F41TEK REFERENCE PAGE MII-7473 rev. 5/19,2020 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 p p building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iUtiTek�
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/rP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Rudy Vega
T23802049
508208
A8
ROOF SPECIAL
1
1
Job Reference (optional)
I IUUa115 LUIrIUal company, rain Day, rL - 0/yUD, m4ou s Apr zU zuz I Ivll I eK InaustrieS, Inc. mon may 3 UD:.ez:19 zuz1 rage 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-k9A2EarxiylOGKp4BbPCsJ4?ENzstn7BiDD BtgzKGPu
1-2-0,121 5-1 -3 , Ll:2-15 18-2-0 24-6-9 31-0-14 37-7-3 44-3-4
2-0-12 5-10.3 5-4-11 ' 6-11-1 6-4-9 6-65 6-6-5
Scale = 1:79.4
6.00 12 5x6 = 2x4 11 5x8 = 2x4 II 5x6 =
17 14 16 25 15 25 14 27 13 28 12 29 11 30 10
3x6 II 6x8 = 2x4 11 5x6 = 3x8 = 5x6 = 6x8 = 4x6 11
NOP2X STP =
11-2-15
LOADING (psi)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020(rP12014
CSI.
TC 0.77
BC 0.84
WB 0.96
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) Vdefl Ud
-0.20 13-14 >999 360
-0.34 13-14 >999 240
0.11 10 n/a n/a
0.17 14 >999 240
PLATES GRIP
MT20 244/190
Weight: 352 Ito FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied or 3-1-15 oc purlins,
4-5: 2x4 SP SS
except end verticals, and 2-0-0 oc puffins (3-6-11 max.): 1-4, 5-9.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 4-11-6 oc bracing.
WEBS 2x4 SP No.2 *Except*
WEBS
1 Row at midpt 2-17. 9-10, 2-16, 4-16, 4-14, 6-13, 7-11,
2-17: 2x6 SP No.2, 9-10: 2x4 SP SS
8-11. 9-11
REACTIONS. (size) 17=0-7-4, 10=Mechanical
Max Horz 17=482(LC 12)
Max Uplift 17=844(LC 12). 10=783(LC 12)
Max Grav 17=2209(LC 17). 10=2150(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-17=2095/1134, 2-3=1673/759, 3-4=1673/759, 4-5=-2693/1143, 5-6=2363/1082,
6-7=-2363/1082, 7-8=1208/534, 8-9=1208/534, 9710=-2013/989
BOT CHORD 16-17=-454/275, 15-16=1427/2820, 14-15=-1426/2825, 13-14=-1140/2351,
12-13=-879/1988, 11-12=879/1988
WEBS 2-16=-941/2391, 3-16=331/266, 4-16=1731/685, 4-15=0/315, 4-14=-645/398,
5-14=205/752, 5-13=73/282, 6-13= 416/390, 7-13=376/694, 7-12=01367.
7-11 =1 4481640, 8-11=-429/376, 9-11=979/2219
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; VuK=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-12 to 3-11-4, Interior(1) 3-11-4 to 18-2-0,
This item has been
Exterior(2R) 18-2-0 to 24-2-0, Interior(1) 24-2-0 to 44-1-8 zone; cantilever left and right exposed ; end vertical left exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
electronically signed and
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
sealed by Lee, Julius, PE
to the use of this truss component.
using a Digital Signature.
4) Provide adequate drainage to prevent water ponding.
Printed Copies Of this
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
document are not Considered
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
signed and sealed and the
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
Signature must be verified
8) Refer to girder(s) for truss to truss connections.
On any electronic COpI@S.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb)
17=844, 10=783.
Julius Lee PE No. U869
10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Walk ;USA Inc, FL Cart8634'
Ou P.arke East Blvd. Tampa FL 33610
Date:
May 3,2021
® WARNING - Verify design parameters and READ NOTES Gtd THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119,2020 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 ofdesign parameters and property 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 MVl� ly
�i k°
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qly
Ply
Rudy Vega
T23802050
508208
A9
ROOF SPECIAL
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:15 2021 Page 1
ID:OjR?uvP C rTEd iMbCgU SxE LyQZsg-gXlpfGtBEaY6VezTJORgxk9KxBe5LkCU9Xi IxizKGPs
1
-2 0121
12 8-6-15 14-0-0 20-2-0 26-0-9 32-0-14 38-1-3 44-3-4
2-0.12 4.6-3 4-,11 5-10.9 6 0-5 6 0.5 6-2-1
5x6 2x4 11
5x8 =
2x4 I I
Scale=1:80.8
5x6 =
18 u rs 17 16 24 15 2b 14 2b 13 27 12 28 11
6x6 = 5x6 = 3x4 = 5x6 = 3x8 = 5x6 = 6x8 = 4x6 II
NOP2X STP =
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING= 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CSI.
TC 0.89
BC 0.92
WB 0.80
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) Vdefl Ud
-0.22 17-18 >999 360
-OAO 17-18 >999 240
0.12 11 n/a n/a
0.19 15-16 >999 240
PLATES GRIP
MT20 244/190
Weight: 367 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 2-11-10 oc purlins,
BOT CHORD 2x4 SP No.2
except end verticals, and 2-0-0 oc purlins (3-5-4 max.): 1-4, 6-10.
WEBS 2x4 SP No.2 `Except'
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
2-18: 2x6 SP No.2, 10-11: 2x4 SP SS
WEBS
1 Row at midpt 3-18, 5-15, 6-14, 7-14, 8-14, 9-12, 10-12
2 Rows at 1/3 pts 10-11. 8-12
REACTIONS. (size) 18=0-7-4, 11=Mechanical
Max Horz 18=548(LC 12)
Max Uplift 18=829(LC 12). 11=-798(LC 12)
Max Grav 18=2222(LC 17), 11=2175(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-18=-279/385, 34=2826/1092, 4-5=2992/1184, 5-6=-2558/1108, 6-7=2134/990,
7-8=2134/990, 8-9=1039/466, 9-10=1039/466, 10-11 =-2047/1 010
BOT CHORD 17-18=-1097/1696, 16-17=1484/2933, 15-16=-1387/2723, 14-15=1081/2218,
13-14=-783/1745, 12-13=783/1745
WEBS 3-18=-2349/937, 3-17=667/2058, 4-17=1351/629, 4-16=-297/138, 5-16=-39/400,
5-15=-818/506, 6-15=335/943, 7-14=376/373, 8-14=-437/822, 8-13=01341,
8-12=1489/669, 9-12=396/354, 10-12=975/2175
NOTES-
1) Wind: ASCE 7-16; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-12 to 3-11-4, Interior(1) 3-11-4 to 20-2-0,
Exterior(2R) 20-2-0 to 26-0-9, Interior(1) 26-0-9 to 44-1-6 zone; cantilever left and right exposed ; end vertical left exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
This item has been
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
electronically signed and
3) Provide adequate drainage to prevent water ponding.
sealed by Lee, Julius, PE
4) All plates are MT20 plates unless otherwise indicated.
using a Digital Signature.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
`
Printed COp10S Of this
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.
document are not Considered
7) Refer to girder(s) for truss to truss connections.
signed and sealed and the
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb)
signature must be verified
18=829, 11=798.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
On any copies.
electronic
Julius Lee PE.No. U$69
MiTek USA; Inc. FL tort 8,634
6804 Parke East Blvd; Tampa FL 33818
Date:
May 3,2021
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 BEFORE USE. �' y
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 MOW
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M i IC
fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI117Pl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802051
508208
A10
PIGGYBACK BASE
1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:20:54 2021 Page 1
ID:OjR7uvP CrTEdiMbCgUSxELyQZsg-YyvBfZuOJh LbH BGv3VUg9fIZZXObt4kZXRa WcvzKG R7
-2-0-12 5-10-15 1 13-0-0 20-1-0 25-11-13 32-0-6 38-0-15 44-3-4
12-0.12 ' 5-'_I;
7-1-1 7-1-0 5-10-13 6-0-9 6-0-9
5x6 =
3x8 =
Scale = 1:80.6
5x6 = 4x8 = 2x4 11
17 16 15 22 14 23 13 24 12 25 11 26 10
3x6 II 6x6 = 3x4 = 5x8 = 2x4 II 5x8 = 2x4 II 6x6 =
NOP2X STP =
20-1-0 25-11-13
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CSI.
TC 0.56
BC 0.83
WB 0.95
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (]cc) Vdefl Lid
-0.19 14-15 >999 360
-0.34 14-15 >999 240
0.11 10 n/a n/a
0.17 14-15 >999 240
PLATES GRIP
MT20 244/190
Weight: 353 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied or 3-2-14 cc puffins,
3-5: 2x4 SP SS
except end verticals, and 2-0-0 cc purlins (3-4-0 max.): 1-3, 5-9.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 4-9-14 cc bracing.
WEBS 2x4 SP No.2 *Except*
WEBS
1 Row at midpt 9-10, 4-14, 6-14, 6-12, 7-12, 8-12
2-17: 2x6 SP No.2, 6-14,6-12,8-12,8-10: 2x4 SP SS
2 Rows at 1/3 pts 8-10
REACTIONS. (size) 17=0-7-4, 10=Mechanical
Max Horz 17=559(LC 12)
Max Uplift 17=828(LC 12). 10=799(LC 12)
Max Grav 17=2237(LC 17). 10=2175(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-17=-2145/1086, 2-3=2743/1032, 3-4=3106/1180, 4-5=-2570/1090, 5.6=2232/1084,
6-7=-17541784, 7-8=1756/785
BOT CHORD 16-17=-588/319, 15-16=1493/2870, 14-15=-1428/2826, 13-14=-992/2157,
12-13=-992/2157, 11-12=-469/1059, 10-11 =-469/1059
WEBS 2-16=1142/3241, 3-16=1661/751, 4-15=0/335, 4-14=-866/508, 5-14=136/762,
6-13=0/348, 6-12=-845/436, 7-12=348/270, 8-12=664/1460, 8-11=01383,
8-10=2209/977
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-12 to 3-11-4, Interior(1) 3-11-4 to 20-1-0,
This item has been
Exterior(2R) 20-1-0 to 25-11-13, Interior(1) 25-11-13 to 44-1-8 zone; cantilever left and right exposed ; end vertical left exposed;C-C
for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
electronically signed and
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
sealed by Lee, Julius, PE
to the use of this truss component.
Using a Digital Signature.
4) Provide adequate drainage to prevent water ponding.
Printed Copies Of this
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
document are not Considered
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
signed and sealed and the
Will fit between the bottom chord and any other members, with BCDL = IO.Opsf.
Signature must be Verified
8) Refer to girder(s) for truss to truss connections.
On any electronic Copies.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
17=828. 10=799.
Julius Lee PE No; 34869
10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Mi7ekUSA, Inc. FLbert0'634
6904 Parke East Bivd. Tampa F03610
Date:
May 3,2021
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with 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 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
IVIi?ek'
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?P/1 Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802052
508208
All
PIGGYBACK BASE
1
1
Job Reference o tional
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:20:55 2021 Page 1
ID:OIR?uvPCrTEdiMbC qU SxELyQZsg-OBTZsw04?TSvLr5dD?vitrelxJ9cXkj m4K38LzKG R6
-2-0-12 3-2-15 9-0-0 15.0•g 20.1•D 27-9-9 35-7-13 43154 4 3
2-0.12 3-2-15 5.9-1 6-0-0 7-8-9 7.10-5 7.9-7 0-10-
3.58112 Scale = 1:86.3
5x6 = 3x8 = 5x6 = 5x8 11
20 19 25 26 18 27 28 17 29 16 30 15 14 13
3x6 11 7x8 = 5x8 = 3x8 =
6x6 = 4x8 = 4x4 11
NOP2X STP =
4434
i 3-2-15 12-0-0 i 20.1-0
27-9-9
3517-13 43-5-11 43-Br12
3-2-15 a-9-1 8-1-0
7-e-9
7-10-5 7-9-14 0-0
Ofi-0
Plate Offsets (X,Y)— [3:0-3-0,Edge), [6:D-3-0,D-2-01, [8:0-3-0,0.3-4), [14:0-2-0,0-0-8) [16:0-3-0,Edge), [18:0-4-0,0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL
in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.91
Vert(LL)
-0.22 17-18 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 1.00
Vert(CT) -0.39 16-17 >999 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.91
Horz(CT)
0.10 11 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL)
0.18 17 >999 240
Weight: 364 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied or 2-11-11 oc purlins,
9-10: 2x6 SP No.2
except end verticals, and 2-0-0 cc purlins (2-2-0 max.): 1-3, 6-9.
BOT CHORD 2x4 SP No.2 *Except*
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing. Except:
18-20: 2x4 SP SS
1 Row at midpt 9-12
WEBS 2x4 SP No.2 *Except*
10-0-0 oc bracing: 12-14
2-20: 2x6 SP No.2, 8-12: 2x4 SP SS
WEBS
1 Row at midpt 5-17, 7-17, 10-11, 9-11
2 Rows at 1/3 pts 7-15, 8-12
REACTIONS. (size) 20=0-7-4, 11=Mechanical
Max Horz 20=556(LC 12)
Max Uplift 20=831(LC 12), 11=791(LC 12)
Max Grav 20=2310(LC 17), 11=2139(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-20=-2299/1257, 2-3=2482/1096, 34=2764/1279, 4-5=-3197/1563, 5-6=-2577/1399,
6-7=-2259/1337, 7-8=1385/807
BOT CHORD 19-20=-659/288, 18-19=1853/2984, 17-18=-1616/2661, 16-17=-1184/2100,
15-16=1184/2100, 14-15=150/466, 9-12=-656/1399
WEBS 2-19=-1362/3214, 3-19=1427/786, 4-19=608/406, 4-18=244/343, 5-18=-212/614,
5-17=803/606, 6-17=249/799, 7-17=228/271, 7-16=0/461, 7-15=-1256/717,
8-15=-410/1209, 12-15=632/898, 8-12=2028/1'139, 9-11=1614/1071
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l lft;
This item has been
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-12 to 3-2-15, Interior(1) 3-2-15 to 20-1-0,
Exterior(2R) 20-1-0 to 26-1-0, Interior(1) 26-1-0 to 43-3-8, Exterior(2E) 43-3-8 to 44-1-8 zone; cantilever left and right exposed ; end
electronically signed and
vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
sealed by Lee, Julius, PE
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
using a Digital Signature.
to the use of this truss component.
Printed copies Of this
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
document are not considered
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Signed and Sealed and the
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide
signature must be verified
will fit between the bottom chord and any other members, with BCDL = 1O.Opsf.
On any electronic copies.
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 joints) except (jt=1b)
Julius Lee PE No. U869
20=831, 11=791.
MiTek,USA,lnq.FLCart 6.634'
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
6864 Parke East Blvd. Tampa FL 3367D
Date;
May 3,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED ff,ITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 p� � {
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IYIT
�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 ANSI?PH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802053
508208
Al2
PIGGYBACK BASE
1
1
Job Reference (optional)
I IDDetts LUmDer Company, Palm Iday, I-L - 3zyUD, 8.43U S Apr ZU ZU21 MI I ek Industries, Inc. man May 3 U6:zu:b/ 2U21 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQ7-sg-yXaKHbwGccjA8f?Tke1 Nnlw1 J1114Rs?DOpADDzKGR4
0-6-15 443-4
r2-0-12, 3-7-14 7-M 14-0-0 20.1-0 27-1-13 34-0-7p3S-tti
'2-0-12 3-0-15 3-4-2 7-0-0 6-1-0 7-0-13 7-2-9 7-0-13 2-0-e
0-0-15 0-9-9
Scale = 1:103.1
3.58112
5x6 =
.-
2x4 11 5x8 =
5x10 =
4x6
1 12
2x4 II
re
n
dr
6x8 = o
I 13 Id
25 2423 22 21 30 20 31 19 32 18 33 17 16 15
3x6 II 6x8 = 2x4 11 5x6 = 3x4 = 5x8 = 5x6 = 2x4 II
3x8 = 6x6 =
4434
43-93
2 7-1 7-1p 7-0-0 14-0-0 20.1-0 27-1-13 34-4-7 1 41-54 p3S11
2-7-12 -0- 34-2 7-0-0 6-1-0 7-0-13 7-2-9 7-0-13 2-0-8 nl
LOADING (psf)
SPACING-
2-0-0
CS'_
DEFL.
in (loc)
Vdefl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.72
Vert(LL)
-0.22 19-20
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.86
Vert(CT)
-0.38 19-20
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.87
Horz(CT)
0.07 13
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wtnd(LL)
0.18 20
>999
240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2 *Except* BOT CHORD
2-25: 2x6 SP No.2, 7-19,9-19,9-17: 2x4 SP SS
WEBS
JOINTS
REACTIONS. (size) 25=2-11-4, 13=Mechanical, 24=0-3-8
Max Harz 25=541(LC 12)
Max Uplift 25=533(LC 12), 13=-766(LC 12), 24=323(LC 12)
Max Grav 25=1366(LC 17), 13=2130(LC 17). 24=1028(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-25=-1554/949, 2-3=966/1956, 3-5=966/1956, 2-4=-2636/1177, 4-6=-2817/1395,
6-7=-2430/1341, 7-8=2028/1211, 8-9=2028/1211, 9-10=-483/330
BOT CHORD 24-25=-615/239, 23-24=615/239, 22-23=1646/2513, 21-22=-1636/2521,
20-21=-1551/2524, 19-20=1242/2109, 18-19=-846/1492, 17-18=846/1492,
11-14=-952/1684
WEBS 5-22=0/273, 4-5=-031/495, 6-21=0/254, 6-20=684/516, 7-20=338/847,
10-17=-684/1583,14-17=194/435,10-14=-1836/1047,11-13=-1566/869,
5-23=2183/1106, 2-23=125/449, 8-19=457/491, 9-19=598/973, 9-18=01434,
9-17=1872/1059
PLATES GRIP
MT20 2441190
Weight: 389 lb FT = 20%
Structural wood sheathing directly applied or 2-2-0 oc purlins,
except end verticals, and 2-0-0 oc purlins (3-6-10 max.): 1-5, 7-10.
Rigid ceiling directly applied or 4-5-7 oc bracing. Except:
1 Row at midpt 11-14
6-0-0 oc bracing: 14-16
1 Row at midpt 6-20, 10-17, 10-14, 12-13, 11-13, 7-19,
8-19,9-19
2 Rows at 113 pis 9-17
1 Brace at Jt(s): 3
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-12 to 0-2-12, Interior(1) 0-2-12 to 20-1-0,
Exterior(21R) 20-1-0 to 26-1-0, Interior(1) 26-1-0 to 41-5-4, Extedor(2E) 41-5-4 to 44-1-8 zone; cantilever left and right exposed ; end
vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) 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 (jt=lb)
25=533. 13=766, 24=323.
9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No.34669
Mi rok 61 Inc. FL Cert 61634
69t14 Parke East Blvd. Tampa FL33610
Date:
May 3,2021
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5!192020 BEFORE USE.
Design valid for use only with 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 r IF
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/rPll Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802054
508208
A13
PIGGYBACK BASE
1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:20:59 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxE LyQZsg-uvi4 iHy W8 D_uOy9ss34rsj?NtYj2XLAlh i IHH6zKGR2
2-0-0 46-0 10-0-0 18-0-0 22-1-12 29-7-3 35-0-9 41-6-0 456-7 4 0
2-0-0 2-4-0 5-4-0 6-0-0 6-1-12 6-5-7 6-57 6-5-7 4.0.8 9-
5x6 =
3x6 = 5x6 =
3.58 L12 Scale:l/B"=1'
5x8 =
4x6
a II
1
2
21 20 19 31 32 18 33 34 17 35 36 16 15 14
NOP2X STP = 6x6 5x10 = 6x8 48 = 3x4 11
6x6 =
4x6 = NOP2X STP =
6x8 =
2x4 11 6x8 =
2-" 464-0
241-0 4A-0 13-0-0 22-1-12 31-9-14 416-0 45-6-7 4S 1
2-0-0 2�-0 e-4-0 9-1-12 9-8-2 9-6-2 4-" 0.
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (IDc)
Vdefl
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.71
Vert(LL)
-0.27 16-17
>999
360
TCDL
10.0
Lumber DOL
1.25
BC 0.81
Vert(CT)
-OA6 16-17
>999
240
BCLL
0.0
Rep Stress Incr
YES
WB 0.88
Horz(CT)
0.06 12
n/a
n/a
BCDL
10.0
Code FBC2020rrP12014
Matrix -MS
Wind(LL)
0.13 18
>999
240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 `Except`
18-19,14-17,17-18: 2x4 SP SS BOT CHORD
WEBS 2x4 SP No.2
WEBS
REACTIONS. (size) 12=Mechanical, 21=0-8-0, 20=0-8-0
Max Horz 21=519(LC 12)
Max Uplift 12=722(LC 12), 21=-439(LC 17), 20=1084(LC 12)
Max Grav 12=1940(LC 17), 21=143(LC 9), 20=2937(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-335/260, 2-3=649/742, 3-4=-488/703, 4-5=-2277/1157, 5-6=-217211271,
6-7=-1898/1242, 7-8=1724/1100, 8-9=744/549
BOT CHORD 1-21=-207/339, 20-21=393/194, 19-20=1249/1798, 18-19=-1389/2130,
17-1 8=-1 120/1865,16-17=912/1485, 10-13=-764/1427
WEBS 2-21=-242/359, 2-20=499/394, 3-20=349/354, 4-20=3070/1666, 4-1 9=1 16/588.
5-18=3551410, 6-18=181/601, 9-16=610/1417, 13-16=312/626, 9-13=17331997,
10-12=1402/924, 7-17=442/491, 8-17=3651923, 8-16=1435/922
PLATES GRIP
MT20 244/190
Weight: 361 lb FT = 20%
Structural wood sheathing directly applied or 3.5-3 oc purlins,
except end verticals, and 2-0-0 oc purlins (3-11-10 max.): 6-9.
Rigid ceiling directly applied or 5-2-7 oc bracing. Except:
1 Row at midpt 10-13
10-0-0 oc bracing: 13-15
1 Row at midpt 4-20, 5-19, 5-18, 9-16, 9-13, 11-12, 10-12,
7-18,7-17
2 Rows at 1/3 pis 8-16
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; VuK=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R)
22-1-12 to 30-7-9, Interior(1) 30-7-9 to 41-6-0, Exterior(2E) 41-6-0 to 46-2-4 zone; cantilever left and right exposed ; porch left
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members, with BCDL = I O.Opsf.
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 atjoint(s) except (jt=lb)
12=722,21=439,20=1084.
10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. U869
MITek USA, Ino. FL Cart ess4
6904 Parke East Blvd. Tampa FL 33616
Date:
May 3,2021
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19.2020 BEFORE USE.
Design valid for use only with MTek4D 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 A T
Pr K�
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the pI I
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIoTP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802055
508208
A14
PIGGYBACK BASE
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:01 2021 Page 1
ID:Oj R?uvP CrTEdiMbCgUSxELyQZsg-glgg7yznfrEcdGJFzT6Jx85k8MNa?Hcb8OnNM?zKGRO
2-4-0 i 8-0-0 1 131-0 17-8-0 22-1-12 27-11-3 33-8-9 39-6-0 484-0
2-4-0 5-8.0 5-6-0 4-2-0 4-5-12 5-9-7 5-9-7 5.9-7 6-10-0
5x6 = 3.58 L12 Scale = 1:86.3
6.00 12
3x6 = 5x6 — 5x6 —
I
17 26 16 15 27 28 14 29 30 13 31 32 12 33 11
NOP2X STP = 5x6 = NOP2X STP = 5x10 = 5x8 = 4x8 = 3x6 11
4x6 = 2x4 11 6x8 =
2-4-0
i 2-0-0 8-0-0 13fi-0 22-1-12 30-9-14 39-641 46-0-0
2-0-0 5-8-0 SE 0 8-7-12 8 8-2 8-8-2 6-10-0
LOADING (psf)
SPACING-
2-0 0
CS'.
DEFL.
in (loc)
I/defl
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.66
Vert(LL)
-0.20 12-13
>999
360
TCDL
10.0
Lumber DOL
1.25
BC 0.93
Vert(CT)
-0.32 12-13
>999
240
BCLL
0.0
Rep Stress Incr
YES
WB 0.75
Horz(CT)
0.03 11
n/a
n/a
BCDL
10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL)
0.10 15-16
>999
240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2 BOT CHORD
WEBS
REACTIONS. (size) 17=0-8-0, 15=0-8-0, 11=Mechanical
Max Horz 17=487(LC 12)
Max Uplift 17=338(LC 12), 15=-1190(LC 12), 11=-527(LC 12)
Max Grav 17=483(LC 23), 15=2392(LC 17), 11=1515(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=571/458, 4-5=375/398, 5-6=946/535, 6-7=816/559, 7-8=1082/727,
8-9=738/552, 9-10=803/501, 10-11=13931895
BOT CHORD 16-17=5461288, 15-16=646/129, 14-15=281/498, 13-14=-590/1071, 12-13=602/1033
WEBS 2-17=-378/507, 3-16=612/187, 3-15=433/1049, 4-15=-352/401, 5-15=-1723/1121,
5-14=-364/834, 9-12=204/291, 10-12=677/1223, 7-14=-591/410, 8-13=0/289,
8-12=-663/414
PLATES GRIP
MT20 2441190
Weight: 337 lb FT = 20%
Structural wood sheathing directly applied or 4-9-13 oc purlins,
except end verticals, and 2-0-0 oc purlins (5-6-6 max.): 6-9.
Rigid ceiling directly applied or 2-2-0 oc bracing.
1 Row at midpt 5-15, 9-12, 10-11, 10-12, 7-14, 8-12
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior()) 6-0-0 to 22-1-12, Exterior(2R)
22-1-12 to 30-7-9, Interior()) 30-7-9 to 39-6-0, Exterior(2E) 30-6-0 to 46-2-4 zone; cantilever left and right exposed ; porch left
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members, with BCDL = 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 atjoint(s) except (jt=lb)
17=338, 15=1190, 11=527.
10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No; USO
MIT01MA, Inc. FL deft 434
9994 Paika Eaaf Bl4d. Tampa FL338411
Dater
May 3,2021
-- --...-......-- --- — ---------..
..�
® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual bulking component, note
a truss system. Before use, the building designer must verify the applicability of design parametersand property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord membersonly. 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 ANS11rP/i Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T23802056
FJobRefgearence
508208
A15
PIGGYBACK BASE
1
1
(optional)
ribbetts Lumber Co, Palm Bay, FL Run: 8.430 s Nov 30 2020 Print: 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon May 3 16:17:58 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-H_BXBja452QskzegOmSavTjwHseC1 hDtogKgvTzKAK7
2�i 8-0-0 13-6-0 17-8-0 22-1-12 29-9-14 i 37-6-0 42-0-0 46-4-0
2-0-0 5-8.0 N-0 4.2.0 4-5-12 7-8-2 7-8-2 4-6-0 4-4-0
5x6 = 3.58112 Scale = 1:87.0
6.00 12 2x4 II 5x6 =
r II
0
n
0
17 Zb 16 15 21 2ts
14 Za
13 3U 12 31 3Z 11
NOP2X STP = 5x6 = NOP2X STP = 5x10 =
3x8 = 5x10 = 6x6 =
4x6 = 2x4 11 6x8 =
2-4-0
i 2-0-0 i i 8-0-0 13-0-0 22-1-12
229-14
37-0-0 46-0-0
2-0-0 6-8-0 6E-0 8-7-12
0-4-0
7-8-2
7-8-2 8-10-0
Plate Offsets (X,Y)—[4:0-3-0,0-3-01,[6:0-3-0,0-2-01,[12:0-4-12,0-3-0],[14:0-4-12,0-3-0]
[16:0-2-8,0-3-0]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.82
Vert(LL) -0.28 11-12 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.95
Vert(CT) -0.45 11-12 >877 240
BCLL 0.0 '
Rep Stress Incr YES
W3 0.73
Horz(CT)
0.03 11 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL)
0.08 15-16 >999 240
Weight: 336lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-9-8 oc purlins, except
BOT CHORD 2x4 SP No.2
end verticals, and 2-0-0 oc purlins (4-9-8 max.): 6-8.
WEBS 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 5-15, 6-14, 6-13, 7-13, 8-13, 8-12, 10-11,
9-11
REACTIONS. (lb/size) 17=500/0-8-0, 15=1940/0-8-0, 11=1255/Mechanical
Max Horz 17=455(LC 12)
Max Uplift 17=-363(LC 12), 15=1165(LC 12), 11=527(1_13 12)
Max Grav 17=520(LC 23), 15=2339(LC 17), 11=1538(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-21=213/285, 3-21=-76/296, 3-4=-507/391, 4-5=311/330, 5-6=976/587,
6-22=1103/817, 7-22=-1103/817, 7-23=1103/817, 23-24=1103/817, 8-24=-1103/817,
8-26=941/649, 9-25=974/639
BOT CHORD 17-26=520/296, 18-26=-520/296, 15-16=667/172, 15-27=289/539, 27-28=-289/539,
14-28=289/539, 14-29= 423/878, 13-29=423/878, 13-30=480/887, 12-30=-480/887,
12-31=331/547, 31-32=-331/547, 11-32=331/547
WEBS 2-17=406/526, 3-1 6=-607/1 77, 3-15=-421/1053, 4-15=354/402. 5-15=1662/1100,
5-14=358/810, 6-14=398/445, 6-13=370/565, 7-13=534/606, 8-13=276/436,
8-12=397/431, 9-12=-352/863, 9-11 =-1 371/852
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R)
This item has been
22-1-12 to 30-7-9, Interior(1) 30-7-9 to 37-6-0, Exterior(2E) 37-6-0 to 46-2-4 zone; cantilever left and right exposed ; porch left
electronically signed and
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
sealed by Lee, Julius, PE
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to
Digital Signature.
using a g g
the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
Printed Copies Of this
5) All plates are MT20 plates unless otherwise indicated.
document are not considered
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Signed and Sealed and the
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
signature must be verified
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
8) Refer to girder(s) for truss to truss connections.
on any electronic Copies.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 363 lb uplift at joint 17, 1165 lb uplift at
Julius Lee PE N634869
joint 15 and 527 lb uplift at joint 11.
MiTek;USA ird. t t'Cart6634'
10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord.
,
6904 Parke East Blvd. Tampa FL33610
Oete:
LOAD CASE(S) Standard
May 3,2021
- .............. -------—........... -- ... _....... - ......
—
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
y
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall tt� r
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ,y'T
ek`
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?PH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802057
508208
A16
PIGGYBACK BASE
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:03 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-nhybYe?1BSUKsaSd5u8nOZA2y96pTBPucKGUQtzKGR_
2-4-0 8-0-0 i 13-6-0 17-M 22-1-12 29.7-12 i - 37.1-12 39-7-0 46-0-0
2-4-0 5-8-0 4-2-0 4.5-12 7-6-0 7-6-0 2-5-0
5x6 = Scale = 1:87.2
6.00 12 2x4 II 5x6 = 5x12 zz� 3.58 12
18 L6 17 16 2a 'u 15 14 'Z 13 12 " 11
NOP2X STP = 5x6 = NOP2X STP = 6x8 = 3x8 = 5x6 = 3x6 = 3x6 I I
4x6 = 2x4 11 6x8 =
2-0-0
1 2-" 8-0-0 13-0-0 22-1-12 29-7-12 37-1-12 i 39-7-0 i 46-0-0
2-0-0 5-8-0 5$-0 8-7-12 7-6-0 7-6-0 25-0 6-9-0
0-0-0
Plate Offsets (X Y)— [4:0-3-0 0-3-0] [6:0-3-0 0-2-0] [8:0-3-0 0-2-0] [13:0-2-12 0-3-0] [15:0-2-12 Edge] [17:0-3-0,0-3-0]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.77
Vert(LL) -0.20 15-16 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.76
Vert(CT) -0.31 15-16 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.73
Horz(CT) 0.03 11 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL) 0.10 16-17 >999 240
Weight: 349 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (4-11-0 max.): 6-8.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 5-16,
6-15, 6-14, 7-14, B-14, 8-13, 9-12,
10-11, 10-12
REACTIONS. (size) 18=0-8-0, 16=0-8-0, 11=Mechanical
Max Horz 18=423(LC 12)
Max Uplift 18=361(LC 12), 16=-1177(LC 12), 11=-518(LC 12)
Max Grav 18=502(LC 23), 16=2358(LC 17), 11=1529(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-191/299, 3-4=499/433, 4-5=-321/373, 5-6=944/564, 6-7=1089/791,
7-8=-1089/791, 8-9=1041/716, 9-1 0=91 1/536, 10-11=-13851857
BOT CHORD 17-18=-445/311, 16-17=600/151, 15-16=226/517, 14-15=-364/859, 13-14=454/870,
12-13=-428/808
WEBS 2-18=-395/542,3-17=601/179, 3-16=-423/1039,4-16=-353/364,5-16=-1676/1085,
5-15=-348/825, 6-15=416/434, 6-14=364/591, 7-14=523/556, 8-14=-218/444,
9-13=-106/397, 9-12=774/559, 10-12=657/1238
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; VuK=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R)
22-1-12 to 28-1-12, Interior(1) 28-1-12 to 37-1-12, Exterior(2E) 37-1-12 to 39-7-0, Interior(1) 39-7-0 to 46-2-4 zone; cantilever left and
This item has been
right ed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
exposed;
DOL 1
electronically signed and
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
sealed by Lee, Julius, PE
to the use of this truss component.
using a Digital Signature.
4) Provide adequate drainage to prevent water ponding.
Printed Copies Of this
5) All plates are MT20 plates unless otherwise indicated.
document are not Considered
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
signed and sealed and the
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
signature must be Verified
8) Refer to girder(s) for truss to truss connections.
On any electronic Copies.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb)
18=361, 16=1177, 11=518.
Julius Lee PENdi; 8US .
10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Mi7ak USA, Inc. k dart 6.634'
6§64 Plate East Blvd, Tampa PL33610
Dater
May 3,2021
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 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 guidance regarding the
fabrication, storage, delivery, erection and bracing ofirusses and truss systems, see ANSI/rPlf Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available fromTruss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802058
508208
A17
PIGGYBACK BASE
1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:05 2021 Page 1
ID:Oj R?uvP C rTEdi MbCgU Sx ELyQZsg-j33LzKOHj3k16ucOCJ BF6_FPdzoCx4 W B3el bUmzKGQy
2-4-0 8.0-0 13-6-0 17-9-14 22-1-12 29-7-12 37-1-12 42-6-9 464 0
2-4-0 5-8-0 5-6-0 4-3-14 4-3-14 7-6-0 7E-0 5-4-13 3-9-7
5x6 =
6.o0 12
2x4 II 5x6 =
Scale = 1:87.2
9
r;
18 LI 17 16 26 29 15 3u 14 31
13 32 12 11
NOP2X STP = 5x6 = NOP2X STP = 5x10 = 3x8 =
5x6 = 3x8 = 3x6 I I
4x6 = 2x4 II 6x8 =
2-0-0
i 2-0-0 8-0-0 13-6-0 22-1-12 29-7-12 i 37-1-12
42-8-9 46-4-0
2-M 5-0-08-7-12 7.6-05-0-13
04-0
3-9-7
Plate Offsets (X,Y)— [4:0-3-0 0-3-0] [6:0-3-0 0-2-0], [8:0-&0,0-2-0] [9:0-4-12 0-2-12], [12:0-3-8,0-1-8], [13:0-3-0 0-3-0], [15:0-4-12,0-3-0], [17:0-3-0 0-3-0]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.76
Vert(LL) -0.20 15-16 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.76
Vert(CT) -0.31 15-16 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.82
Horz(CT) 0.03 11 n/a n/a
BCDL 10.0
Code FBC2020rrP12014
Matrix -MS
Wind(LL) 0.10 16-17 >999 240
Weight: 343 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (4-10-12 max.): 6-8.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt
5-16, 6-15, 6-14, 7-14, 8-13, 9-12, 10-11
REACTIONS. (size) 18=0-8-0, 16=0-8-0, 11=Mechanical
Max Horz 18=391(LC 12)
Max Uplift 18=367(1_C 12), 16=-1175(LC 12), 11=-513(LC 12)
Max Grav 18=506(LC 23), 16=2357(LC 17), 11=1533(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-197/314, 3-4=-483/431, 4-5=300/371, 5-6=945/580, 6-7=1108/804,
7-8=-11081804, 8-9=1084/677, 9-10=674/375, 10-11 =-1 473/823
BOT CHORD 17-18=-411/325, 16-17=575/165, 15-16=212/546, 14-15=338/870, 13-14=-436/885,
12-13=-310/603
WEBS 2-18=400/552, 3-17=599/179, 3-16=-422/1035, 4-16=-362/372, 5-16=-1676/1075,
5-15=-341/822, 6-15=410/431, 6-14=367/602, 7-14=521/548, 8-14=-196/439,
8-13=263/280, 9-13=232/614, 9-12=1032/672, 10-12=-695/1344
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R)
22-1-12 to 28-1-12, Interior(1) 28-1-12 to 37-1-12, Exterior(2E) 37-1-12 to 42-6-9, Interior(1) 42-6-9 to 46-2-4 zone; cantilever left and
right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
This item has been
DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
electronically signed and
to the use of this truss component.
Sealed by Lee, Julius, PE
4) Provide adequate drainage to prevent water ponding.
using a Digital Signature.
5) All plates are MT20 plates unless otherwise indicated.
Printed Copies Of this
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
document are not considered
will fit between the bottom chord and any other members, with BCDL = IO.Opsf.
signed and sealed and the
8) Refer to girder(s) for truss to truss connections.
signature must be Verified
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb)
on an electronic
y copies.
18=367, 16=1175, 11=513.
10) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Julius Loa PE,No.99869
MiTak USA, Inc. FL Cart 6634
6964 Parke East Blvd: Tampa FL 33616
Date:
May 3,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119R020 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 T
�k°
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Mif
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802059
508208
A18
PIGGYBACK BASE
1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:07 2021 Page 1
I D:Oj R?uvPC rTEdiMbCq USx ELyQZsg-fS B6002XFh_I LBm 0 KkDj B P LjtnP5PyeUXyEYezKGQw
i 2-4-0 4.8-0 10-5-15 i 16-3-13 22-1.12 29-7.12 i 37-1-12 i 41.4.0 i 45-6-2 46-0�0
2-0-0 2-4-0 5-9-15 5.9-15 5-9-15 7-6-0 4-2-4 4-2-2 0-9-14
5x6 =
2x4 II 54 =
19 18 28 29 17 30 31 16 32 15 33 14 34 13 12
5x8 =
NOP2X STP =
4x6 = NOP2X STP =
2x4 11 6x8 =
5x10 = 3x8 = 5x6 = 4x6 =
6x6 =
Scale = 1:94.4
2-4-0
2-0-0 4-80 13-0-14 22-1-12 29-7-12 37-1-12
41-0-0 46-0-0 i
11
2-0-0 2-4-0 8-8-14 8-8-14 7E-0 7-0-0
42-4
04-0
Plate Offsets (X,Y)—[6:0-3-0,0-2-0),[8:0-3-0,0-2-0),[14:0-3-0,0-3-0),[16:0-4-12,0-3-0),[17:0-4-0,0-3-0)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) ydefl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.84
Vert(L-) -0.23 16-17 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.99
Vert(CT) -0.40 16-17 >999 240
BCLL 0.0
Rep Stress Incr YES
W3 0.91
Horz(CT) 0.09 12 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL) 0.13 16-17 >999 240
Weight: 344lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals, and
2-0-0 oc purlins (3-7-0 max.): 6-8.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied
or 2-2-0 oc bracing.
WEBS 1 Row at midpt
4-18, 5-17, 5-16, 6-15, 7-15, 8-15, 8-14,
9-13, 10-12
REACTIONS. (size) 19=0-8-0, 18=0-8-0, 12=Mechanical
Max Horz 19=359(LC 12)
Max Uplift 19=370(1_10 17), 18=-1046(LC 12), 12=-699(LC 12)
Max Grav 19=106(LC 9), 18=2867(LC 17), 12=1945(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-331/267, 2-3=528/639, 3-4=349/597, 4-5=2317/1233, 5-6=-2140/1320,
6-7=-1799/1274, 7-8=1799/1274, 8-9=1454/1007, 9-1 0=-1 084/674
BOT CHORD 1-19=-217/337, 18-19=408/248, 17-18=1113/1937, 16-17=-1196/2164, 15-16=983/1934,
14-15=-664/1281, 13-14=522/927
WEBS 2-19=-181/263, 2-18=375/266, 3-18=384/390, 4-18=3007/1588, 4-17=-51/527,
5-16=-403/373, 6-16=213/694, 7-15=522/550, 8-15=558/1038, 8-14=-490/393,
9-13=-10991737, 9-14=350/853, 10-13=798/1459, 10-12=1816/1122
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R)
22-1-12 to 28-1-12, Interior(1) 28-1-12 to 37-1-12, Exterior(2R) 37-1-12 to 43-1-12, Interior(1) 43-1-12 to 46-2-4 zone; cantilever left
This item has been
and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
electronically signed and
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
sealed by Lee, Julius, PE
to the use of this truss component.
using a Digital Signature.
4) Provide adequate drainage to prevent water ponding.
Printed COPIeS Of this
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
document are not considered
7) `This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
signed and sealed and the
will fit between the bottom chord and any other members, with BCDL = I O.Opsf.
signature must be Verified
8) Refer to girder(s) for truss to truss connections.
On any electronic copies.,
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
19=370, 18=1046, 12=699.
Julius Lie PE,No. 34869
10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
• MITakUSA, Inc.,FL cart 8634
6 04, Padre East bled. Tampa PL33616
Date;
May 3,2021
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 519,2020 BEFORE USE.
Design valid for use only with Mrrek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not Y a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall MOW
T
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IY6�
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I.�. k�
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS//rPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty,
Ply
�Rudy\lega
T23802060
508208
A19
Piggyback Base
1
1
,
Job Reference (optional)
ribbeds Lumber Co, Palm Bay, FL 8A30 s Nov 30 2020 MiTek Industries, Inc. Mon May 3 16:19:062021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-13FETzOk4x_CuQrkN2gXgoXZAGrBzQLuRFoGIXzKAJ3
i 3-0 �18-29-7-12 37 -
36-0 11 2-0 7-6 -&444
32 0 4646 i, 0
Scale = 1:82.6
5x12 % 2x4 II 5x6 =
23
22 21 20----
3x6 = ----
15 14 3b
13
3b
12 3t 36
11
16
4x6 - 6x6 = 3x4 =
3x4 II 6x8 =
3x8 =
5x8 =
6x8 =
2-0-0
7-0-0
1-11-13 3-0-0
-0A 6-6-8 12-0-0
16-0-0
16 1-8 22-1-12
29-7-12
37-1-12
46A-0
1-11-13 1�6-0 1-2-e 2-0-0 5-0-0
4-e-0
8 5-24
76-0
7-0-0
9-2-4
0-0-3
03A
Plate Offsets (X Y)-
[4:0-3-0,0-3-0] [8:0-3-0 0-2-0], [12:0-4-0,0-3-4], [14:0-2-12,0-3-4],
[20:Edoe,0-1-8]
LOADING (psf)
SPACING-
2-0-0
cSl.
DEFL.
in ([cc)
Udefl
Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.75
Vert(LL)
-0.31 11-12
>999
360
MT20
244/190
TCDL 10.0
Lumber DOL
1.25
BC 1.00
Vert(CT)
-0.49 11-12
>999
240
BCLL 0.0
Rep Stress Incr
YES
W3 0.84
Horz(CT)
0.14 11
n/a
n/a
BCDL 10.0
Code FBC2020frP12014
Matrix -MS
Wind(LL)
0.18 16
>999
240
Weight: 346 lb
FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-6 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals, and 2-0-0 oc purlins (3-6-3 max.): 6-8.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. Except:
1 Row at midpt 5-17
10-0-0 oc bracing: 15-17
WEBS 1 Row at midpt 6-17, 6-14, 6-13, 7-13, 8-13, 8-12, 9-11
REACTIONS. All bearings 0-3-8 except Qt=length) 22=3-0-0, 11=Mechanical.
(lb) - Max Horz 22=-359(LC 10)
Max Uplift All uplift 100 lb or less at joint(s) except 22=683(LC 12), 11=718(LC 12), 21=-220(LC 12), 23=168(LC
17)
Max Grav All reactions 250 lb or less atjoint(s) 23 except 22=1939(LC 17), 11=2010(LC 18), 21=679(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-409/456, 2-27=-2352/889, 3-27=-2290/899, 34=3046/1254, 4-28=2819/1266,
5-28=2720/1283, 5-6=-2866/1473, 6-29=1862/1072, 7-29=1862/1072, 7-30=-1862/1072,
30-31=1862/1072, 31-32=-1862/1072, 8-32=1862/1072, 8-33=1453/839, 9-33=-1507/823
BOT CHORD 1-23=369/412, 22-23=-369/412, 19-20=281/146, 3-19=789/427, 18-19=1070/2352,
17-18=1236/2855, 5-17=-373/392, 14-35=796/2020, 13-35=796/2020, 13-36=-523/1337,
12-36=523/1337, 12-37=-416/879, 37-38=416/879, 11-38=-416/879
WEBS 2-22=2111/1023, 19-22=-415/218, 2-19=1065/2464, 3-18=179/680, 4-17=-356/200,
14-17=761/1955, 6-17=-688/1291, 7-13=-521/464, 8-13=470/1056, 8-12=490/314,
9-12=227/1009, 9-11=-1907/922
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R)
22-1-12 to 30-7-9, Interior(1) 30-7-9 to 37-1-12, Exterior(2R) 37-1-12 to 45-7-9, Interior(1) 45-7-9 to 46-2-4 zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to
the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members, with BCDL=10.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 683 lb uplift at joint 22, 718 lb uplift at
joint 11, 220 lb uplift at joint 21 and 168 lb uplift at joint 23.
9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119,2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parametersand properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord membersonly. Additional temporary and permanent bracing
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 ANS11TP/i Quality Criteria, DSB-89 and BCS/ Building Component
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 .
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius tee PE No.34669
MiTak,USA, inc: FL Cori 6.634
0604 Parke East Blvd; Tampa FL33610
Date:
May 3,2021
MiTele
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Rudy Vega
T23802061
508208
A20
Piggyback Base
3
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:12 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-OQ??Rj6g4Dc2RyeM7HpuuS2buo6h4EIDgExTEszKGQr
i 2-4-0 6-8-8 i 12.0-0 16-11-8 i 22.1-12 29-7-12 37-1-12 i 41-8-0 _r_ 46-4-0
2-4-0 4-0-8 5-3-8 4.11.6 5-2-4 7.8-0 7$0 4-8-4 48-0
d
5x10
2x4 11 5x6 =
r—
22 21 20 3x6 = 16 15 14 34 13 3b 12 3b it 11
NOP2X STP = 3x4 11 3x4 I I 6x8 = 4x8 = 5x8 =
44 = 6x6 = 7x8 = 5x12 =
6x8 =
Scale = 1:87.5
2-0-0
2-0-0 6A-6 7 12-0-0 16-6-0 1611-8 22-1-12 29-7-12 37.1-12
464-0
2-0-0 4-4-0 0.-0 6-0-0 4-0-0 0. 5-2� 7-6-0 7-0-0
&2-0
0-0-0
Plate Offsets (X Y)— [4:0-3-0,0-3-0],[6:0-4-0 0-1-12],[8:0-3-0 0-2-01,[12:0-4-0,0-3-4] [14:0-2-12,0-3-41,[19:0-5-8 0-3-8]
LOADING (psi)
SPACING- 2-0-0
CS1.
DEFL. in (loc) Vdefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.76
Vert(LL) -0.26 11-12 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.96
Vert(CT) -0.44 13-14 >999 240
BCLL 0.0
Rep Stress ]nor YES
W3 0.88
Horz(CT) 0.18 11 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL) 0.25 16 >999 240
Weight: 349 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-15 cc purlins,
BOT CHORD 2x4 SP No.2 *Except* except end verticals, and 2-0-0 cc purlins (3-3-14 max.): 6-8.
11-12: 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. Except:
WEBS 2x4 SP No.2 1 Row at midpt 5-17
10-0-0 cc bracing: 19-21, 15-17
WEBS 1 Row at midpt 6-17,
6-14, 6-13, 7-13, 8-13, 8-12, 9-11
REACTIONS. (size) 22=0-8-0, 11=Mechanical
Max Horz 22=359(LC 10)
Max Uplift 22=866(LC 12), 11=-749(LC 12)
Max Grav 22=2367(LC 17), 11=2084(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-296/91, 2-3=4040/1551, 3-4=3750/1530, 4-5=3216/1438, 5-6=3261/1628,
6-7=-2000/1126, 7-8=2000/1126, 8-9=1572/872
BOT CHORD 1-22=-37/273, 18-19=1668/3876, 17-18=1480/3478, 5-17=-372/392, 13-14=874/2220,
12-13=-553/1411,11-12=435/925
WEBS 2-22=2249/1125, 2-19=1493/3533, 3-18=-427/247, 4-18=32/395, 4-17=-739/334,
14-17=-835/2143, 6-17=823/1634, 6-13=283/127, 7-13=521/464, 8-13=514/1169,
8-12=-541/335, 9-12=251/1071, 9-11=2012/962, 19-22=-355/278
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0. Interior(1) 6-0-0 to 22-1-12, Exterior(2R)
This item has been
22-1-12 to 30-7-9, Interior(1) 3G-7-9 to 37-1-12, Exterjor(2R) 37-1-12 to 45-7-9, Interior(1) 45-7-9 to 46-2-4 zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
electronically signed and
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
sealed by Lee, Julius, PE
to the use of this truss component.
using a Digital Signature.
4) Provide adequate drainage to prevent water ponding.
Printed copies Of this
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
document are not considered
7) • 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
signed and sealed and the
Will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
signature must be Verified
8) Refer to girder(s) for truss to truss connections.
On any electronic COp12S.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
22=866, 11=749.
JaliusLee PENo.34669
10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
MiTekUSA, Ine...,FL Cart 6634
6904 Parke East Blvd. Tampa FL33610
Date:
May 3,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/1912020 BEFORE USE. �'
Design valid for use only with 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 ofdesign parameters and properly incorporate this design into the overall p aq
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ,y f�T�i k•
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802062
508208
A21
Piggyback Base
1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:21:15 2021 Page 1
ID:Oj R?uvPC rTEdiMbCq USxELyQZsg-Q_g7318ZM8?dIQ Nxo Q McW5g6M?EZHYUfM CA7q BzKGQ o
2-4-0 6-8.8 12-0-0 18-8-8 211-12 27-1-12 32-1-12 37-1-12 i 41-8-0 46-4-0
2-4-0 4-4-8 a.8-8 3-5-4 5-0-0 5-0-0 5-0-0 4-8-0 4.8.0
5x6 =
4x4 = 4x4 = 5x6 =
6.00 12 _� �,
d
Scale = 1:92.7
l �I
36
1
m
cr
0
4
0
d
STP = N
23 22 21
6x10 =
17
4x6 = 6x12 MT20HS
4x4 11 6x12 MT20HS
=
6x10
NOP2X STP = 3x4 11
7x14 MT20HS =
6x12 MT20HS =
4x6 = 6x6 =
2-4-0
22-1-12
i ,7-Or0 12-0.0 18-8-8
19,p-0
29-7-12
37-1-12 46-0-0
2-0-0 ' 4-0.8 0.3!8 5-0-0 ' 6A-6
0$A 3-1-12
7-0-0
7.6-0 9-2-4
04-0
Plate Offsets (X,Y)- [4:0-3-0,0-3-0][6:0-3-0,0-2-7],[9:0-3-0,0-2-7],[16:0-8-0,0-3-4] [18:0-2-0,0-0-8],[19:0-4-12 0-2-0) [20:0-10-8 0-2-4]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Udefi Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.74
Vert(L-)
-0.29 14-15 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.63
Vert(CT)
-0.60 14-15 >875 240
MT20HS 187/143
BCLL 0.0
Rep Stress Incr NO
WB 0.98
Horz(CT)
0.27 12 n/a n/a
BCDL 10.0
Code FBC2020rrP12014
Matrix -MS
Wtnd(LL)
0.36 17 >999 240
Weight: 351 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied or 2-1-1 cc purlins,
4-6: 2x4 SP SS, 6-9: 2x6 SP No.2
except end verticals, and 2-0-0 oc purlins (3-0-6 max.): 6-9.
BOT CHORD 2x4 SP SS *Except*
BOT CHORD
Rigid ceiling directly applied or 4-7-0 cc bracing. Except:
1-21,3-22,5-18: 2x4 SP No.2
10-0-0 cc bracing: 20-22, 16-18
WEBS 2x4 SP No.2 `Except'
WEBS
1 Row at micipt 16-19, 5-15, 6-15, 7-15, 7-14
11-12: 2x6 SP No.2
2 Rows at 1/3 pts 10-12, 8-13
REACTIONS. (size) 23=0-8-0, 12=0-8-0
Max Horz 23=357(LC 10)
Max Uplift 23=1002(LC 12), 12=937(LC 12)
Max Grav 23=3240(LC 17), 12=3269(LC 18)
FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-5763/2115, 3-4=5615/2084, 4-5=5640/2191, 5.6=5109/2076, 6-7=-4558/1897,
7-8=-4511/1865, 8-9=2783/1270, 9-10=3190/1373
BOT CHORD 19-20=-2157/5430, 18-19=101/458, 5-16=-301/902, 15-16=-1893/5109,
14-15=1726/4917, 13-14=1478/4153, 12-13=-772/1936
WEBS 2-23=-3106/1301, 20-23=375/264, 2-20=1881/5035, 3-19=-295/248, 4-19=-440/310,
16-19=-1913/4763, 4-16=77/258, 5-15=1138/637, 6.15=-716/1892, 9-13=-412/1291,
10-13=413/1693, 10-12=3518/1425, 7-15=-928/279, 7-14=-1239/520, 8-14= 423/1572,
8-13=-2693/995
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R)
22-1-12 to 30-7-9, Interior(1) 30-7-9 to 37-1-12, Exterior(2R) 37-1-12 to 45-7-9, Interior(1) 45-7-9 to 46-1-4 zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.0psf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb)
23=1002, 12=937.
9) Load case(s) 1, 2, 3, 4, 5, 6, 7, S. 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34,
35, 36, 37, 38, 39, 40 has/have been modified. Building designer must review loads to verify that they are correct for the intended
use of this truss.
10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
C0ntin0etl.'0rf'p9ge.2...._............_.....- ....-----._.._...._......-- ----..._........_..._........_......_..- -------.._.........................-_...---- ---- -.._........._._.-
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119,2020 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. Safe re 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 ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
Signature must be verified
on any electronic copies.
Julius Lee PE No 34869
MI ek USA, Inc: FL Cert 663A
6su Parke East BNd, Tampa FL 3361-0
Dats:
May 3,2021
MiTeW
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802062
508208
A21
Piggyback Base
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905.
8,430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:16 2021 Page 2
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-uBEVG59B7S7Tway7M7t21CH6Pao0?kobsvgNdzKGQn
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-6=-60, 6-29=60, 29-34=-302, 9-34=-60, 9-11=60, 22-24=-20, 21-22=-20, 18-20=-20, 17-18=-20, 12-16=-20
2) Dead + 0.75 Roof Live (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-6=-50, 6-29=50, 29-34=-267, 9-34=-50, 9-11=50, 22-24=-35, 21-22=-35, 18-20=-35, 17-18=-35, 16-37=-35, 37-38=-50, 38-39=-35, 39-40=-50, 40-41=-35,
41-42=-50, 12-42=-35
3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-6=-20, 6-29=20, 29-34=-212, 9-34=-20, 9-11=20, 22-24=40, 21-22=40, 18-20=-40, 17-18=40, 12-16=40
4) Dead +0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-27=59, 6-27=47, 6-29=59, 29-32=133, 32-34=122, 9-34=47, 9-36=59, 11-36=47, 22-24=12, 21-22=12, 18-20=-12, 17-18=-12, 12-16=-12
Horz: 1-27=67, 6-27=-56, 9-36=67, 11-36=56
Drag: 6-7=1, 8-9=1
5) Dead +0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-28=47, 6-28=59, 6-29=47, 29-30=122, 30-34=133, 9-34=59, 9-35=47, 11-35=59, 23-24=45, 22-23=12, 21-22=-12, 18-20=12, 17-18=-12, 12-16=12
Horz: 1-28=56, 6-28=-67, 9-35=56, 11-35=67
Drag: 6-7=1, 8-9=1
6) Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-6=47, 6-29= 47, 29-34=-257, 9-34=-47, 9-11=-47, 23-24=-3, 22-23=20, 21-22=20, 18-20=20, 17-18=-20, 12-16=-20
Horz: 1-6=27, 9-11=27
Drag: 6-7=-0, 8-9=0
7) Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-6=47, 6-29=47, 29-34=257, 9-34=-47, 9-11=-47, 23-24=3, 22-23=20, 21-22=20, 18-20=20, 17-18=20, 12-16=20
Horz: 1-6=27, 9-11=27
Drag: 6-7=-0, 8-9=0
8) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-6=11, 6-29=26, 29-31=31, 31-34=21, 9-34=16, 9-11=31, 23-24=27, 22-23=12, 21-22=12, 18-20=12, 17-18=12, 12-16=12
Horz: 1-6=-20, 9-11=39
Drag: 6-7=0, 8-9=0
9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-6=31, 6-29=26, 29-33=67, 33-34=86, 9-34=45, 9-11=11, 22-24=12, 21-22=12, 18-20=12, 17-18=12, 12-16=12
Horz: 1-6=-39, 9-11=20
Drag: 6-7=0, 8-9=1
10) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-6=45, 6-29=22, 29-34=225, 9-34=22, 9-11=1, 23-24=19, 22-23=-20, 21-22=20, 18-20=20, 17-18=20, 12-16=20
Horz: 1-6=25, 9-11=19
Drag: 6-7=0, 8-9=0
11) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-6=1, 6-29=22, 29-34=225, 9-34=22, 9-11=45, 22-24=20, 21-22=20, 18-20=20, 17-18=20, 12-16=20
Horz: 1-6=19. 9-11=25
Drag: 6-7=0, 8-9=0
12) Dead +0.6 MWFRS Wind (Pas. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-6=45, 6-29=45, 29-34=86, 9-34=45, 9-11=45, 23-24=27, 22-23=-12, 21-22=-12, 18-20=-12, 17-18=-12, 12-16=-12
Horz: 1-6=54, 9-11=54
Drag: 6-7=1, 8-9=-1
13) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-6=16, 6-29=16, 29-34=15, 9-34=16, 9-11=16, 22-24=12, 21-22=12, 18-20=12, 17-18=12, 12-16=12
Horz: 1-6=25, 9-11=25
Drag: 6-7=0, 8-9=-0
14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-6=22, 6-29=22, 29-34=189, 9-34=22, 9-11=22, 23-24=19, 22-23=20, 21-22=20, 18-20=20, 17-18=20,
12-16=20
Horz: 1-6=2, 9-11=-2
Drag: 6-7=0, 8-9=0
15) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-6=22, 6-29=22, 29-34=189, 9-34=22, 9-11=22, 22-24=20, 21-22=20, 18-20=20, 17-18=20, 12-16=20
Horz: 1-6=2, 9-11=-2
Drag: 6-7=0, 8-9=0
16) Dead + Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-6=20, 6-29=20, 29-34=162, 9-34=20, 9-11=20, 22-24=40, 21-22= 40, 18-20=40, 17-18=40, 16-37=40,
37-38=60, 38-39=-40, 39-40=60, 40-41=40, 41-42=60, 12-42=40
Continued on page 3
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and 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 stabilhy 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 ANSI117/1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
Qly
Ply
Rudy Vega
T23602062
508208
A21
Piggyback Base
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, UA3U 6 Apr 2U 2U21 MI I eK Inoustrles, Inc. Mon may 3 Utl:zl:lb zuzl rage 3
ID:qR?uvPCrTEdiMbCgUSxELyQZsg-uBEVG59B7S7Tway7M7t2lCHGPao0?kobsvgNdzKGQn
LOAD CASE(S) Standard
17) Dead +0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MW=RS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-6=69, 6-29=51, 29-34=314, 9-34=51, 9-11=36, 23-24=6, 22-23=-35, 21-22=-35, 18-20=35, 17-18=35, 16-37=35, 37-38=50, 38-39=35, 39-40=50,
40-41=35, 41-42=50, 12-42=35
Horz: 1-6=19. 9-11=14
Drag: 6-7=0, 8-9=0
18) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MW'RS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-6=36, 6-29=51, 29-34=314, 9-34=51, 9-11=69, 22-24=35, 21-22=35, 18-20=35, 17-18=35, 16-37=35, 37-38=50, 38-39=35, 39-40=50, 40-41=35,
4142=50, 12-42=35
Horz: 1-6=14, 9-11=19
Drag: 6-7=0, 8-9=0
19) Dead + 0.75 Roof Live (bat.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MW=RS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-6=51, 6-29=51, 29-34=287, 9-34=51, 9-11=51, 23-24=6, 22-23=35, 21-22=35, 18-20=35, 17-18=35, 16-37=35, 37-38=50, 38-39=35, 39-40=50,
40-41=35, 41-42=50, 12-42=35
Horz: 1-6=1, 9-11=1
Drag: 6-7=0, 8-9=0
20) Dead +0.75 Roof Live (bat.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MW=RS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-6=51, 6-29=51, 29-34=287, 9-34=-51, 9-11=51, 22-24=35, 21-22=35, 18-20=35, 17-18=35, 16-37=35, 37-38=50, 38-39=-35, 39-40=50, 40-41=35,
41-42=-50, 12-42=35
Horz: 1-6=1, 9-11=-1
Drag: 6-7=0, 8-9=0
21) 1st Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pif)
Vert: 1-6=60, 6-29=60, 29-34=302, 9-34=60, 9-11=20, 22-24=20, 21-22=20, 18-20=20, 17-18=20, 12-16=20
22) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-6=20, 6-29=60, 29-34=302, 9-34=60, 9-11=60, 22-24=20, 21-22=20, 18-20=20, 17-18=20, 12-16=20
23) 3rd Dead + 0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-6=50, 6-29=50, 29-34=267, 9-34=50, 9-11=20, 22-24=35, 21-22=35, 18-20=35, 17-18=35, 16-37=35, 37-38=50, 38-39=35, 39-40=50, 40-41=35,
41-42=50, 12-42=35
24) 4th Dead + 0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-6=20, 6-29=50, 29-34=267, 9-34=50, 9-11=50, 22-24=35, 21-22=35, 18-20=-35, 17-18=35, 16-37=35, 37-38=50, 38-39=35, 39-40=50, 40-41=35,
41-42=50, 12-42=35
25) Reversal: Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-27=59, 6-27=47, 6-29=59, 29-32=133, 32-34=122, 9-34=47, 9-36=59, 11-36=47, 22-24=12, 21-22=12, 18-20=12, 17-18=12, 12-16=12
Horz: 1-27=67, 6-27=56, 9-36=67, 11-36=56
Drag: 6-7=1, 8-9=1
26) Reversal: Dead +0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-28 7, 6-28=59, 6-29=47, 29-30=122, 30-34=133, 9-34=59, 9-35=47, 11-35=59, 23-24=45, 22-23=12, 21-22=12,
18-20=12, 17-18=12, 12-16=12
Horz: 1-28=56, 6-28=67. 9-35=56, 11-35=67
Drag: 6-7=1, 8-9=1
27) Reversal: Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-6=47, 6-29=47, 29-34=257, 9-34=47, 9-11=47, 23-24=3, 22-23=20, 21-22=20, 18-20=20, 17-18=20,
12-16=20
Horz: 1-6=27, 9-11=27
Drag: 6-7=0, 8-9=0
28) Reversal: Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-6=-47, 6-29=47, 29-34=257, 9-34=-47, 9-11=-47, 23-24=3, 22-23=20, 21-22=20, 18-20=20, 17-18=20,
12-16=20
Horz: 1-6=27, 9-11=27
Drag: 6-7=0, 8-9=0
29) Reversal: Dead + 0.6 MW=RS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-6=11, 6-29=26, 29-31=31, 31-34=21, 9-34=16, 9-11=31, 23-24=27, 22-23=12, 21-22=-12, 18-20=-12, 17-18=12,
12-16=12
Horz: 1-6=20, 9-11=39
Drag: 6-7=0, 8-9=-0
30) Reversal: Dead + 0.6 MW=RS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-6=31, 6-29=26, 29-33=67, 33-34=86, 9-34=45, 9-11=11, 22-24=-12, 21-22=-12, 18-20=-12, 17-18=-12, 12-16=-12
Horz: 1-6=39, 9-11=20
Drag: 6-7=0, 8-9=-1
31) Reversal: Dead +0.6 MW'RS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Continued on page 4
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE.
!'
Design valid for use only with 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 ofdesign 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
NliTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erecgon and bracing of trusses and truss systems, see ANSI?Pll Quality Criteria, DSB-99 and BCS/ Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802062
508208
A21
Piggyback Base
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 15.431.1 6 Apr zu 2uz1 ml I eK moustries, Inc. mon may a uts:zi:io zurl rage 4
ID:Oj R?uvP CrTEdiMbCgU SxE LyQZsg-u B EVG59B7S7Tway7M7tr2l CH6PaoO?kobsvg NdzKGQn
LOAD CASE(S) Standard
Uniform Loads (pig
Vert: 1-6=45, 6-29=22, 29-34=225, 9-34=22, 9-11=1, 23-24=19, 22-23=-20, 21-22=20, 18-20=20, 17-18=20, 12-16=20
Horz: 1-6=25, 9-11=19
Drag: 6-7=0, 8-9=0
32) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pig
Vert: 1-6=1, 6-29=22, 29-34=225, 9-34=22, 9-11=-45, 22-24=20, 21-22=20, 18-20=20, 17-18=20, 12-16=20
Horz: 1-6=19, 9-11=25
Drag: 6-7=0, 8-9=0
33) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) list Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-6=45, 6-29=45, 29-34=86, 9-34=45, 9-11=45, 23-24=27, 22-23=-12, 21-22=-12. 18-20=-12, 17-18=-12, 12-16=-12
Horz: 1-6=-54, 9-11=54
Drag:6-7=1, 8-9=-1
34) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pig
Vert: 1-6=16, 6-29=16, 29-34= 15, 9-34=16, 9-11=16, 22-24=-12, 21-22=-12, 18-20=-12, 17-18=12, 12-16=12
Horz: 1-6=25, 9-11=25
Drag: 6-7=0, 8-9=-0
35) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pig
Vert: 1-6=22, 6-29=22, 29-34=189, 9-34=22, 9-11=22, 23-24=19, 22-23=20, 21-22=20, 18-20=20, 17-18=20, 12-16=20
Horz: 1-6=2, 9-i1=-2
Drag: 6-7=0, 8-9=0
36) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pig
Vert: 1-6=22, 6-29=22, 29-34=189, 9-34=22, 9-11=22, 22-24=20, 21-22=20, 18-20=20, 17-18=20, 12-16=20
Horz: 1-6=2, 9-11=-2
Drag: 6-7=0, 8-9=0
37) Reversal: Dead +0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pig
Vert: 1-6=69, 6-29=51, 29-34=314, 9-34=51, 9-11=36, 23-24=6, 22-23=35, 21-22=35, 18-20=35, 17-18=35, 16-37=35, 37-38=50, 38-39=35, 39-40=50,
40-41=35, 41-42=50, 12-42=35
Horz: 1-6=19, 9-11=14
Drag: 6-7=0, 8-9=0
38) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-6=36, 6-29=51, 29-34=314. 9-34=51, 9-11=69, 22-24=35, 21-22=35, 18-20=35, 17-18=35, 16-37=35, 37-38=50, 38-39=35, 39-40=50, 40-41=35,
41-42=50, 12-42=35
Horz: 1-6=14, 9-11=19
Drag: 6-7=0, 8-9=0
39) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pig
Vert: 1-6=51, 6-29=51, 29-34=287, 9-34=51, 9-11=51, 23-24=6, 22-23=-35, 21-22=35, 18-20=35, 17-18=35, 16-37=35, 37-38=50, 38-39=35, 39-40=50,
40-41=35, 41-42=50, 12-42=35
Horz: 1-6=1, 9-11=1
Drag: 6-7=0, 8-9=0
40) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-6=51, 6-29=51, 29-34=287, 9-34=51, 9-11=51, 22-24=35, 21-22=35, 18-20=35, 17-18=35, 16-37=35,
37-38=50, 38-39=35, 39-40=50, 40-41=35, 41-42=50, 12-42=35
Horz: 1-6=1, 9-11=-1
Drag: 6-7=0, 8-9=0
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED F61TEK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is 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 ITS['
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �i`�'e�°
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 ANSI1rP11 Quality Criteria, DSB-99 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802083
508208
A22
Piggyback Base
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:21:17 2021 Page 1
ID:OIR?uvP C rTEdiMbCq U SxE LyQZsg-MNotUQApulFKYkXJvrO4bWIQFprFIYAyq WFEv3zKG Q m
i 2-0-8 , 6-8-0 10-8-8 119-12 25-3-12 32-9-12 37-0-0 42-0-0
2-1-0 7-6-0 7-6-0 4-6-0 4-8-0
Scale = 1:77.6
5x6 = 2x4 11 5x6 =
c — r— 5 9R 6 97 9a 99 7
NOP2XSTP = 5x8 =
19 18 17 16 5x8 = 3x10 = 5x8 = NOP2X STP =
5x6 = 2x4 II 6x8 = 2x4 II 6x6 =
5x10 =
2-4-8 6-&0 10-8-8 11 0 17-9-12 25-3-12
32-9-12 42-0-0
2-4-8 4-3-8 40.8 0. 6-9-12 7-6-0
7-6-0 9-2-0
Plate Offsets (X,Y)—[3:0-1-12,0-3-0),[5:0-3-0,0-2-0),[7:0-3-0,0-2-0),[11:0-4-0 03-0),[13:0-4-0,0-3-01,[14:0-5-12,0-3-01 [20:0-8-4,D-3-4)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip COL 1.25
TC 0.84
Vert(LL)
-0.24 10-11 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.94
Vert(CT)
-0.41 10-11 >999 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.59
Horz(CT)
0.13 10 n/a n/a
BCDL 10.0
Code FBC2020lrP12014
Matrix -MS
Wind(LL)
0.19 13-14 >999 240
Weight: 299 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD
Structural wood sheathing directly applied or 2-7-2 cc purlins,
3-5: 2x4 SP SS
except end verticals, and 2-0-0 cc purlins (2-2-0 max.): 5-7.
BOT CHORD 2x4 SP No.2 *Except* BOT CHORD
Rigid ceiling directly applied or 2-2-0 cc bracing. Except:
1-20,13-14: 2x4 SP SS
10-0-0 cc bracing: 18-20, 14-16
WEBS 2x4 SP No.2 *Except* WEBS
1 Row at midpt 4-13, 5-12, 6-12, 7-12, 7-11. B-10
9-10: 2x6 SP No.2
WEDGE
Left: 2x4 SP No.3
REACTIONS. (size) 1=0-8-0, 10=0-8-0
Max Horz 1=304(LC 10)
Max Uplift 1=655(1_13 12), 10=706(LC 12)
Max Grav 1=2159(LC 17), 10=1999(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3719/1426, 2-3=3648/1524, 3-4=3455/1478, 4-5=2726/1271, 5-6=2247/1221,
6-7=-2247/1221, 7-8=1793/948
BOT CHORD 1-20=1444/3455, 17-18=190/446, 4-14=87/531, 13-14=1376/3245, 12-13=949/2441,
11-12=-025/1594, 10-11=520/1109
WEBS 17-20=-991/2378, 3-20=-432/881, 3-17=1169/589, 14-17=-1097/2727, 3-14=265/599,
4-13=-1001/536, 5-13=230/941, 6-12=519/457, 7-12=-492/1130, 7-11=-393/261,
8-11=-183/894, 8-10=1977/959
NOTEs- This item has been
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; electronically signed and
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 17-9-12, Exterior(2R) sealed by Lee, Julius, PE
17-9-12 to 26-3-9, Interior(1) 26-3-9 to 32-9-12, Exterior(2R) 32-9-12 to 41-3-9, Interior(1) 41-3-9 to 41-9-4 zone; cantilever left and using a Digital Signature.
right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Printed copies of this
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component. document are not considered
4) Provide adequate drainage to prevent water ponding. Signed and sealed and the
5) All plates are MT20 plates unless otherwise indicated. Signature must be Verified
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. On any electronic copies.
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. Julius lee PE No.=69
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) MTTek USA, Inc. FL Cett6634
1=655, 10=706. 6904 Parke East Blvd. Tampa FL 33610
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Date;
May 3,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5!19.2020 BEFORE USE. �'
Design valid for use only with 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 pp A� T
Pr �•
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI 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 ANSI/rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Rudy Vega
T23802064
508208
A23
Piggyback Base
1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8A30 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:21:19 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-Jmwev6B3QNV2n1 hit FRYgwgmncWkDP4FHp8KzyzKGQk
11-4 01 6-0-0 10-8-8 17-9-12 25-3-12 32-9-12 37-4-0 42-0-0
1 4-0 4 8-0 4-8 4 7 6 0 7-6-0 4 6 4-0
5x6 =
2x4 11 5x6 =
NOP2X S'
5:
Scale = 1:77.7
19 18 17 16
6x6 =
3x4 II 5x8 = 2x4 11
10-8-8 11 q-0 17-9-12 25-3-12
32-9-12 42-0-0
1-4-0 4-8-0 4-8-8 0- -8 6-9-12 7-6-0
7-6-0
Plate Offsets (X,Y)— [3:0-2-0,D-3-0L [5:0-3-0 0-2-0L [7:0-30 0-2-Oj,[11:0-4-0 0-30] [13:0-4-0 0-3-01[14:0-5-120-3-01 [20:0-8-0 0-3-4j
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Vdefl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.84
Vert(LL)
-0.24 10-11 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.94
Vert(CT)
-0A1 10-11 >999 240
BCLL 0.0 '
Rep Stress Incr YES
W3 0.82
HOrz(CT)
0.13 10 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL)
0.19 13-14 >999 240
Weight: 304 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD
Structural wood sheathing directly applied or 2-10-5 cc purlins,
3-5: 2x4 SP SS
except end verticals, and 2-0-0 cc purlins (2-2-0 max.): 5-7.
BOT CHORD 2x4 SP No.2 *Except* BOT CHORD
Rigid ceiling directly applied or 2-2-0 cc bracing. Except:
1-20,13-14: 2x4 SP SS
10-0-0 cc bracing: 18-20, 14-16
WEBS 2x4 SP No.2 *Except* WEBS
1 Row at midpt 4-13, 5-12, 6-12, 7-12, 7-11, 8-10
9-10: 2x6 SP No.2
WEDGE
Left 2x4 SP No.3
REACTIONS. (size) 1=0-8-0, 10=0-8-0
Max Horz 1=304(LC 10)
Max Uplift 1= 667(LC 12), 10=706(LC 12)
Max Grav 1=2124(LC 17). 10=1997(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3304/1322, 2-3=3273/1449, 3-4=3474/1490, 4-5=-2720/1273, 5-6=-2244/1222,
6-7=-2244/1222, 7-8=1791/949
BOT CHORD 1-20=-1352/3043, 4-14=91/533, 13-14=1387/3251, 12-13=-950/2436, 11-12=625/1592,
10-11=-521/1108
WEBS 17-20=-930/2185, 3-20=605/1082, 3-17=1740/868, 14-17=998/2402, 3-14=520/1210,
4-13=-1014/548, 5-13=231/937, 6-12=519/457, 7-12=-493/1127, 7-11=392/262,
8-11=-183/893,8-10=1975/959
NOTES-
1) Unbalanced roof live loads have been considered for this design.
This item has been
2) Wnd: ASCE 7-16; Vuk=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
electronically signed and
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-15, Interior(1) 6-0-15 to 17-9-12,
sealed by Lee, Julius, PE
Exterior(2R) 17-9-12 to 26-3=9, Interior(1) 26-3-9 to 32-9-12, Exterior(2R) 32-9-12 to 41-3-9, Interior(1) 41-3-9 to 41-9-4 zone;
using a Digital Signature.
eft and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
Printed copies of this
DOL=r
1e
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
document are not considered
to the use of this truss component.
signed and sealed and the
4) Provide adequate drainage to prevent water ponding.
Signature must be Verified
5) All plates are MT20 plates unless otherwise indicated.
On any electronic copies.
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
Julius Lee PE No.34669
will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
MTakUSA Inc. FL'Cort 6634
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb)
6904 Parke East Blvd. Tampa FL33610
1=667. 10=706.
Data;
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
May 3,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED fAITEK REFERENCE PAGE MII-7473 rev. 5/192020 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 WOW
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?P/1 QuaW Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty.
Ply
Rudy Vega
T23802065
508208
A24
Piggyback Base
4
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:21 2021 Page 1
ID:OIR?uvPCrTEdiMbCgUSxELyQZsg-F81 OKoDJy_Im 1 Lg58gT01Lw81QlohHSX17dR2gzKGQi
7-0-0 14-1-12 21-7-12 29-1-12 33-4-0 18-4-0 7-0-0 ' 7-1-12 ' 7-0-0 7-6-0 4-2-4 5-0-0
6x6 = 3x8 II 6x6 =
48
NOP2X STP = 6x6 = 5x6 =
4x6 11
5x8 =.
5x8 =
Scale = 1:68.9
23
NOP2X STP =
6x6 =
7-0-0 14-1-12 21-7-12
29-1-12 38-4-0
' 7-0-0 7-1-12 7-6-0
7-6-0 9-2-4
Plate Offsets (X,Y)- [3:0-3-0,0-2-7) [5:0-3-0,0-2-7],[B:0-1-8 0-3-0),[9:0-4-0 0-3-0] [11:0-3-0 0-3-4]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in ([cc) Vdefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.75
Vert(LL)
-0.19 8-9 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.52
Vert(CT)
-0.35 10-11 >999 240
BCLL 0.0 '
Rep Stress Incr NO
WB 0.95
Horz(CT)
0.09 8 n/a n/a
BCDL 10.0
Code FBC2020/rP12014
Matrix -MS
Wind(ILL)
0.15 10-11 >999 240
Weight: 273 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP SS *Except' TOP CHORD
Structural wood sheathing directly applied, except end verticals, and
3-5: 2x6 SP DSS, 5-7: 2x4 SP No.2
2-0-0 cc purlins (3-11-7 max.): 3-5.
BOT CHORD 2x4 SP SS BOT CHORD
Rigid ceiling directly applied or 6-0-10 cc bracing.
WEBS 2x4 SP No.2 *Except* WEBS
1 Row at midpt 3-11, 4-10, 5-10, 5-9
1-13,7-8: 2x6 SP No.2
2 Rows at 1/3 pts 6-8
REACTIONS. (size) 13=0-8-0, 8=0-8-0
Max Horz 13=256(LC 10)
Max Uplift 13=760(1_C 12), 8=827(LC 12)
Max Grav 13=2787(LC 17), 8=3024(LC 18)
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3486/1319, 2-3=3689/1486, 3-4=3952/1664, 4-5=-3952/1664, 5-6=-2902/1234,
1-13=-2672/1076
BOT CHORD 12-13=-210/329, 11-12=124013221, 10-11 =-1 145/3309, 9-10=-877/2572, 8-9=712/1841
WEBS 2-12=-679/427, 2-11=61/407, 3-11 =-1 03/286, 3-10=392/1340, 4-1 0=-231 0/1000,
5-10=-794/2258, 5-9=881/378, 6-9=313/1466, 1-12=1098/3061, 6-8=-3211/1263
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-2-12 to 6-2-12, Interior(1) 6-2-12 to 14-1-12.
Exterior(2R) 14-1-12 to 22-7-9, Interior(1) 22-7-9 to 29-1-12, Exterior(2R) 29-1-12 to 37-7-9, Interior(1) 37-7-9 to 38-1-4 zone;
cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
This item has been
DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
electronically signed and
to the use of this truss component.
Sealed by Lee, Julius, PE
4) Provide adequate drainage to prevent water ponding.
Using a Digital Signature.
5) All plates are MT20 plates unless otherwise indicated.
Printed copies Of this
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
document are not considered
will fit between the bottom chord and any other members, with BCDL=10.Opsf.
signed and sealed and the
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb)
signature must be verified
13=760, 8=827.
9) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34,
on any electronic copies.
35, 36, 37. 38, 39, 40 hasthave been modified. Building designer must review loads to verify that they are correct for the intended
Julius Lea PE No.34669
use of this truss.
Miiek USA, Inc. FL cart ssm
10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
69, 14Parke East Blvd. Tampa FL3361g
Date:
LOAD CASE(S) Standard
May 3,2021
continued on page 2
--...-.._............
--- -
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19,2020 BEFORE USE. f'
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
'i`(
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 iwiTek'
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 ANSIMP/1 Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
PlyTRudy
Vega
T23802065
508208
A24
Piggyback Base
4
b Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL-32905,
8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:21 2021 Page 2
ID:OIR?uvPCrTEdiMbCgUSxELyQZsg-F810KoDJy_lm 1 Lg58gTOILw81QlohHSX17dR2gzKGQi
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 3-17=60, 17-21=302, 5-21=-60, 5-7=60, 8-13=20
2) Dead +0.75 Roof Live (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-3=-50, 3-17=50, 17-21=-267, 5-21=-50, 5-7=50, 12-13=35, 12-24=50, 11-24=35, 11-25=50, 25-26=35, 9-26=50, 9-27=35, 27-28=50, 8-28=35
3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-20, 3-17=20, 17-21=-212, 5-21=-20, 5-7=20, 8-13=40
4) Dead +0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-15=59, 3-15=47, 3-17=59, 17-19=133. 19-21=122, 5-21=47, 5-23=59, 7-23=47, 8-13=12
Horz: 1-15=-67, 3-15=-56, 5-23=67, 7-23=56
Drag: 3-4=1, 4-19=1, 5-19=0
5) Dead +0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-14=47, 3-14=59, 3-17=47, 17-18=122, 18-21=133, 5-21=59, 5-22=47, 7-22=59, 8-13=12
Horz: 1-14=-56, 3-14=-67, 5-22=56, 7-22=67
Drag: 3-18=0, 4-18=1, 4-5=1
6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=-47, 3-17=47, 17-21=-257, 5-21=-47, 5-7=-47, 8-13=20
Horz: 1-3=27. 5-7=27
Drag: 3-4=-0, 4-5=0
7) Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=-47, 3-17=47, 17-21=-257, 5-21=-47, 5-7=47, 8-13=20
Horz: 1-3=27, 5-7=27
Drag: 3-4=-0, 4-5=0
8) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plt)
Vert: 1-3=11, 3-16=45, 16-17=26, 17-21=67, 5-21=26, 5-7=31, 8-13=12
Horz: 1-3=-20, 5-7=39
Drag: 3-16=0, 4-16=0, 4-5=0
9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=31, 3-17=26, 17-20=67, 20-21=86, 5-21=45, 5-7=11. 8-13=12
Horz: 1-3=39, 5-7=20
Drag: 3-4=0, 4-20=0, 5-20=0
10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=45, 3-17=22, 17-21=225, 5-21=22, 5-7=-1, 8-13=-20
Horz: 1-3=25, 5-7=19
Drag: 3-4=0, 4-5=0
11) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=1, 3-17=22, 17-21=225, 5-21=22, 5-7=-45, 8-13=-20
Horz: 1-3=19, 5-7=25
Drag: 3-4=0, 4-5=0
12) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=45, 3-17=45, 17-21=86, 5-21=45, 5-7=45, 8-13=-12
Horz: 1-3=54, 5-7=54
Drag: 3-4=0, 4-5=-0
13) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=16, 3-17=16, 17-21=15, 5-21=16, 5-7=16, 8-13=-12
Horz: 1-3=25, 5-7=25
Drag: 3-4=0, 4-5=0
14) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=-22, 3-17=22, 17-21=189, 5-21=22, 5-7=-22, 8-13=-20
Horz: 1-3=2, 5-7=-2
Drag: 3-4=0, 4-5=0
15) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=22, 3-17=22, 17-21=189, 5-21=22, 5-7=22, 8-13=-20
Horz: 1-3=2, 5-7=2
Drag: 3-4=0, 4-5=0
16) Dead + Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=20, 3-17=20, 17-21=162, 5-21=-20, 5-7=20, 12-13=-40, 12-24=60, 11-24=-40, 11-25=60, 25-26= 40,
9-26=60, 9-27=40, 27-28=60, 8-28=-40
Inued on page 3
--.......... _._._._.._ ---- ...._................... _... -._....... ---
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with 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 ps y�
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI is always required forstabilky and to prevent collapse with possible personal injury and properly MiIPk°
y damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYM11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802065
508208
A24
Piggyback Base
4
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2U21 MITek Industries, Inc. Mon May 3 08:21:21 2U21 Page 3
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-F810KoDJy_lml Lg58gTOILw8lQlohHSX17dR2gzKGQi
LOAD CASE(S) Standard
17) Dead +0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=69, 3-17=51, 17-21=314, 5-21=51, 5-7=-36, 12-13=35, 12-24=50, 11-24=35, 11-25=50, 25-26=35, 9-26=50, 9-27=-35, 27-28=50, 8-28=-35
Horz: 1-3=19, 5-7=14
18) Dead +0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=36, 3-17=51, 17-21=314, 5-21=51, 5-7=-69, 12-13=35, 12-24=50, 11-24=35, 11-25=50, 25-26=35, 9-26=50, 9-27=-35, 27-28=50, 8-28=-35
Horz: 1-3=14, 5-7=19
19) Dead +0.75 Roof Live (bat.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=51, 3-17=51, 17-21=287, 5-21=51, 5-7=-51, 12-13=35, 12-24=50, 11-24=35, 11-25=50, 25-26=35, 9-26=50, 9-27=-35, 27-28=50, 8-28=-35
Horz: 1-3=1, 5-7=1
20) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=51, 3-17=51, 17-21=287, 5-21=51, 5-7=-51, 12-13=35, 12-24=50, 11-24=35, 11-25=50, 25-26=35, 9-26=50, 9-27=35, 27-28=50, 8-28=-35
Horz: 1-3=1, 5-7=1
21) 1st Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=60, 3-17=60, 17-21=302, 5-21=60, 5-7=-20, 8-13=-20
22) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=20, 3-17=60, 17-21=302, 5-21=60, 5-7=-60, 8-13=-20
23) 3rd Dead + 0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=50, 3-17=50, 17-21=267, 5-21=50, 5-7=20, 12-13=35, 12-24=50, 11-24=35, 11-25=50, 25-26=35, 9-26=50, 9-27=35, 27-28=50, 8-28=-35
24) 4th Dead + 0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=20, 3-17=50, 17-21=267, 5-21=50, 5-7=-50, 12-13=35, 12-24=50, 11-24=35, 11-25=50, 25-26=35, 9-26=50, 9-27=35, 27-28=50, 8-28=35
25) Reversal: Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-15=59, 3-15=47, 3-17=59, 17-19=133, 19-21=122, 5-21=47, 5-23=59, 7-23=47, 8-13=-12
Hoe: 1-15=67, 3-15=56, 5-23=67, 7-23=56
Drag: 3-4=1, 4-19=1, 5-19=-0
26) Reversal: Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-14=47, 3-14=59, 3-17=47. 17-18=122, 18-21=133, 5-21=59, 5-22=47, 7-22=59, 8-13=-12
Horz: 1-14=56, 3-14=67, 5-22=56, 7-22=67
Drag: 3-18=0, 4-18=1, 4-5=-1
27) Reversal: Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=-47, 3-17=-47, 17-21=257, 5-21=47, 5-7=-47, 8-13=20
Horz: 1-3=27, 5-7=27
Drag: 3-4=0, 4-5=0
28) Reversal: Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=-47, 3-17=47, 17-21=257, 5-21=47, 5-7=-47, 8-13=20
Horz: 1-3=27. 5-7=-27
Drag: 3-4=0, 4-5=0
29) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=11. 3-16=45, 16-17=26, 17-21=67, 5-21=26, 5-7=31, 8-13=-12
Hoe: 1-3=20, 5-7=39
Drag: 3-16=0, 4-16=0, 4-5=0
30) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=31, 3-17=26, 17-20=67, 20-21=86, 5-21=45. 5-7=11. 8-13=-12
Horz: 1-3=39, 5-7=20
Drag: 3-4=0, 4-20=0, 5-20=0
31) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=-45, 3-17=22, 17-21=225, 5-21=22, 5-7=1, 8-13=20
Horz: 1-3=25, 5-7=19
Drag: 3-4=0, 4-5=0
32) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=1, 3-17=22, 17-21=225, 5-21=22, 5-7=-45, 8-13=20
Horz: 1-3=-19. 5-7=25
Drag: 3-4=0, 4-5=0
33) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=45, 3-17=45, 17-21=86, 5-21=45, 5-7=45, 8-13=12
Horz: 1-3=54, 5-7=54
Drag: 3-4=0, 4-5=-0
34) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Continued on page 4
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rov. 5/192020 BEFORE USE.
Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek"
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802065
508208
A24
Piggyback Base
4
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905,
8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:21 2021 Page 4
ID:OjR7uvPCrTEdiMbCgUSxELyQZsg-F81 CKoDJy_Im1 Lg58gTOILw8lQlohHSX17dR2gzKGQi
LOAD CASE(S) Standard
Uniform Loads (plf)
Vert: 1-3=16, 3-17=16, 17-21=15, 5-21=16, 5-7=16, 8-13=12
Horz: 1-3=25, 5-7=25
Drag: 3-4=0, 4-5=-0
35) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=22, 3-17=22, 17-21=189, 5-21=22, 5-7=-22, 8-13=-20
Horz: 1-3=2, 5-7=-2
Drag: 3-4=0, 4-5=0
36) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=22, 3-17=22, 17-21=189, 5-21=22, 5-7=-22, 8-13=-20
Horz: 1-3=2, 5-7=-2
Drag: 3-4=0, 4-5=0
37) Reversal: Dead + 0.75 Roof Live (bat.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=69, 3-17=51, 17-21=314, 5-21=51, 5-7=-36, 12-13=35, 12-24=50, 11-24=35, 11-25=50, 25-26=35, 9-26=50, 9-27=35, 27-28=50, 8-28=-35
Horz: 1-3=19, 5-7=14
38) Reversal: Dead + 0.75 Roof Live (bat.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=36, 3-17=51, 17-21=314, 5-21=51, 5-7=-69, 12-13=35, 12-24=50, 11-24=-35, 11-25=-50, 25-26=-35, 9-26=-50, 9-27=-35, 27-28=50, 8-28=-35
Horz: 1-3=14, 5-7=19
39) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=51, 3-17=51, 17-21=287, 5-21=51, 5-7=51, 12-13=35. 12-24=50. 11-24=35, 11-25=50, 25-26=35, 9-26=50, 9-27=35, 27-28=50, 8-28=35
Horz: 1-3=1, 5-7=1
40) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-3=51, 3-17=51, 17-21=287, 5-21=51, 5-7=51, 12-13=35, 12-24=50, 11-24=35, 11-25=50, 25-26=35, 9-26=50, 9-27=-35, 27-28=50, 8-28=-35
Horz: 1-3=1, 5-7=-1
® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. �'
Design valid for use only with 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 �
iTek'
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 iVl
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI1 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802066
508208
A25
Piggyback Base
1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:23 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-BX99kUEaUb?UGf TG5VUgm?SYDub9CagCR6Y6jzKGQg
11-4-0, 6-0-0 10-8-8 17-9-12 25-3-12 32-9-12 37-4-0 42-0-0
1-4-0 4-8-8 7-1-4 7-6-0 7-6-0 4-6-4 48-0
NOP2X ST
5x6 =
2x4 11 5x6 =
Scale = 1:77.7
I I
30
STP =
19 18 17 16 6x6 =
3x4 II 6x8 = 2x4 11
c?
0
4
�1-4-0 6-0-0 10-8-8 12-3-0 17-9-12 25-3-12
32-9-12 42-0-0
'1-4-0 4-8-0 4-8-8 1-6-8 5-6-12 7-6-0
7-6-0 9-2-4
Plate Offsets (X,Y)— [3:0-2-0,0-3-0],[5:0-3-0,0-2-0j [7:0-3-0,0-2-0] [11:0-4-0 0-3-0],[13:0-4-0 0-3-0][14:0-5-12,0-3-4],[20:0-8-4,0-3-4]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.86
Vert(LL)
-0.24 10-11 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.94
Vert(CT)
-0A1 10-11 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.85
Horz(CT)
0.13 10 n/a n/a
BCDL 10.0
Code FBC2020frP12014
Matrix -MS
Wind(ILL)
0.20 15 >999 240
Weight: 306 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD
Structural wood sheathing directly applied or 2-9-15 oc purlins,
3-5: 2x4 SP SS
except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 5-7.
BOT CHORD 2x4 SP No.2 `Except' BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing. Except:
1-20,13-14: 2x4 SP SS
10-0-0 oc bracing: 18-20, 14-16
WEBS 2x4 SP No.2 *Except` WEBS
1 Row at midpt 4-13, 5-12, 6-12, 7-12, 7-11, 8-10
9-10: 2x6 SP No.2
WEDGE
Left: 2x4 SP No.3
REACTIONS. (size) 1=0-8-0, 10=0-8-0
Max Horz 1=304(1_C10)
Max Uplift 1=656(LC 12), 10=702(LC 12)
Max Grant 1=2169(LC 17), 10=2015(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=3365/1301, 2-3=3332/1431, 3-4=3586/1463, 4-5=-2772/1260, 5-6=-2275/1215,
6-7=2275/1215, 7-8=1810/944
BOT CHORD 1-20=-1335/3097, 4-14=74/601, 13-14=1363/3350, 12-13=-939/2482, 11-12=621/1609,
10-11=-518/1119
WEBS 17-20=-930/2248, 3-20=582/1050, 3-17=1806/854, 14-17=-968/2462, 3-14=525/1312,
4-13=-1081/531, 5-13=221/977, 6-12=-519/457, 7-12=-488/1150, 7-11=-396/260,
8-11=-180/904, 8-1 0=1 996/955
NOTES-
1) Unbalanced roof live loads have been considered for this design.
This item has been
2) Wind: ASCE 7-16; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
electronically signed and
Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-15, Interior(1) 6-0-15 to 17-9-12,
sealed by Lee, Julius, PE
Exterior(21R) 17-9-12 to 26-3-9, Interior(1) 26-3-9 to 32-9-12, Exterior(2R) 32-9-12 to 41-3-9, Interior(1) 41-3.9 to 41-9-4 zone;
using a Digital Signature.
cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
Printed copies of this
p
DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
document are not considered
to the use of this truss component.
signed and sealed and the
4) Provide adequate drainage to prevent water ponding.
signature must be Verified
5) All plates are MT20 plates unless otherwise indicated.
On any electronic copies.
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
Julius LeePE No: U869
Will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
MiTok USA, Inc. FL Cart 66U,
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
61104 Parko'East Blvd Tampa FIL MI6
1=656, 10=702.
Date;
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
May 3,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. $1192020 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design into the overall pp q� g
ek'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ,y'f E
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802067
508208
A26
Piggyback Base
1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:25 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-7wHv9AGgODFCVy8sNWYywB4m81ZwdAS7flbfBczKGQe
15-0-a 22-1-12 29-7-12 37-1-12 41-7-2 4s-4-0
7-0-8 7-1-4 7-6-0 7-6-0 4-5$ 4-8-14
3
0
5x6 =
2x4 11 5x8 =
Scale = 1:88.1
31
M
0
4
0
o
STP = N
20 19 17 16 15
6x6 =
NOP2X STP = 6x8 = 5x6 = 2x4 11
4x6 = 3x6 11
2-0-0
�u
11-0-0 15-0-8 123-1
i 22-1-12
29-7-12
37-1-12
46-4-0
' 2-0-0
5-8.0 ' 7-0-e 3-3-0
3-10-4
7-0-0
7-6-0
9-2-0
0-0-0
Plate Offsets (X,Y)—
[3:0-3-0,0-3-0] [5:0-3-0,0-2-0],[7:0-30 0-2-0],[11:0-4-0
0-3-0] [13:0-4-0 0-3-0] [17:0-3-0 0-3-0] [18:0-6-0 0-3-4]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Udefl
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.91
Vert(LL)
-0.25 12-13 >999
360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.95
Vert(CT)
-0.44 12-13 >999
240
BCLL 0.0
Rep Stress Incr YES
WB 0.63
Horz(CT)
0.17 10 n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL)
0.24 16-17 >999
240
Weight: 318 Ib FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD
3-5: 2x4 SP SS
BOT CHORD 2x4 SP No.2 *Except* BOT CHORD
13-18: 2x4 SP SS WEBS
WEBS 2x4 SP No.2 `Except' JOINTS
9-10: 2x6 SP No.2
REACTIONS. (size) 20=0-8-0, 10=0-8-0
Max Horz 20=358(LC 10)
Max Uplift 20=869(LC 12), 10=748(LC 12)
Max Grav 20=2375(LC 17). 10=2069(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=271/56, 2-3=3075/1127, 3-4=-4191/1746, 4-5=3052/1409, 5-6=-2445/1303,
6-7=-2445/1303, 7-8=1889/999
BOT CHORD 19-20=-334/417, 4-18=154/859, 14-18=1633/3870, 13-14=-1633/3869,
12-13=-1068/2726, 11-12=670/1702, 1D-11=-554/1184
WEBS 3-19=11921673, 18-19=1241/2979, 3-18=-386/950, 4-13=-1426/708, 5-13=343/1203,
5-12=344/134, 6-112=519/458, 7-12=552/1272, 7-11=-430/282, 8-11=-206/954,
2-19=-108312657. 2-20=2221/1149, 8-1 0=-2107/1 Oil
Structural wood sheathing directly applied or 3-1-0 oc purlins,
except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 5-7.
Rigid ceiling directly applied or 2-2-0 oc bracing.
1 Row at midpt 18-19, 4-13, 5-12, 6-12, 7-12, 7-11, 8-10
1 Brace at Jt(s): 18
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=llit;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R)
22-1-12 to 30-7-9, Interior(1) 30-7-9 to 37-1-12, Exterior(2R) 37-1-12 to 45-7-9, Interior(1) 45-7-9 to 46-1-4 zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb)
20=869,10=748.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No: U869
MiTek,(1$A Inc.FLCert8634
6904P.aike East Blvd. Tampa IFL 33619
Date:
May 3,2021
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED t1,ITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE.
--
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not+
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■ii��•Y��
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing T
e e
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Mil
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 fromTruss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802068
508208
A27
Piggyback Base
1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:28 2021 Page 1
ID:Oj R7uvP C rTEd i MbCgUSxELyQZsg-YVy2oB Ij 18dnMQtR3e5fXgilj EasgW3ZMjpJowzKG Qb
2-0-0 , 7-0-0 12-0-0 1&8-8 22-1-12 29.7-12 37-1-12 40.11-8 46-4-0
' 2-4-0 ' 4.8-0 ' S-0.0 6-8-8 ' 3-5-0 7-6-0 7.6-0 3-9-12 5-4-8
5x8 =
2x4 11 5x8 =
a nnl
22 21 20 19 13 12 11
NOP2X STP = 7x8 = 3x4 11
4x6 = 6x6 =
3x4 11
Scale = 1:87.5
33
d
ION
6x6 =
24-0
2-0-0 12-0-0 1B-8A 19 22-1-12 29-7-12
37-1-12 40-8-0 4 1 -8 464-0
2-0-0 9A-0 3-1-12 7-6-0
7_6-0 3-0-4 0
04-0
Plate Offsets (X,Y)—[4:0-3-0,0-3-0],[6:0-6-0,0-2-81,[8:0-6-0,0-2-81,[16:0-4-0,0-3-0] [1B:O-5-12,0-3-0] [21:0-2-12 Edge]
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 0.89
Vert(LL)
-0.24 16-17 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 1.00
Vert(CT)
-0.43 16-17 >999 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.70
Horz(CT)
0.21 11 n/a n/a
BCDL 10.0
Code FBC2020lrP12014
Matrix -MS
Wind(LL)
0.24 19 >999 240
Weight: 343 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 2-7-12 cc purlins,
BOT CHORD 2x4 SP No.2
except end verticals, and 2-0-0 cc purlins (2-2-0 max.): 6-8.
WEBS 2x4 SP No.2 BOT CHORD
Rigid ceiling directly applied or 2-2-0 cc bracing. Except:
10-0-0 cc bracing: 18-20, 12-14
WEBS
1 Row at midpt 3-22, 18-21, 5-17, 6-16, 7-16. 8-16, 8-15,
10-11
REACTIONS. (size) 22=0-8-0, 11=Mechanical
Max Horz 22=359(LC 10)
Max Uplift 22=870(LC 12), 11=-744(LC 12)
Max Grav 22=2340(LC 17), 11=2019(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-352/0, 2-3=268/36, 3-4=3093/1253, 4-5=3473/1577, 5-6=2932/1454,
6-7=-2418/1308,7-8=2418/1308,8-9=-1867/1029,9-10=-14901753,10-11=1924/986
BOT CHORD 1-22=0/307, 21-22=1208/2672, 5-18=286/866, 17-18=-1336/3164, 16-17=1062/2675,
15-16=-674/1674,14-15=586/1297,9-14=-1012/566
WEBS 2-22=282/383, 3-22=2844/1386, 3-21=36/382, 4-21=-736/516, 18-21 =-1 301/2975,
4-18=-100/342, 5-17=1125/620, 6-17=476/1269, 6-16=304/139, 7-16=-522/470,
8-16=-549/1275, 8-15=A13/241, 9-15=186/770, 10-14=783/1731
NOTES-
1) Unbalanced roof live bads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R)
This item has been
22-1-12 to 30-7-9, Interior(1) 30-7-9 to 37-1-12, Exterior(2R) 37-1-12 to 45-7-9, Interior(1) 45-7-9 to 46-2-4 zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
electronically signed and
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
sealed by Lee, Julius, PE
to the use of this truss component.
using a Digital Signature.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
Printed Copies Of this
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
document are not Considered
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
signed and sealed and the
Will fit between the bottom chord and any other members, with BCDL = IO.Opsf.
signature must be verified
8) Refer to girder(s) for truss to truss connections.
On any electronic copies.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b)
22=870, 11=744.
Julius Lee PE No.1449
10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Miiek USA Ihd.,FL Cert 6634
6664 Parke East Blvd. Tampa FL 33GID
Date:
May 3,2021
- --- ---..... ----..
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1911020 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
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
buildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
�i�.q�
IYI��Qk'
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 ANS11nPlf Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20801
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802069
508208
A28
Piggyback Base
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:29 2021 Page 1
ID:OIR?uvPCrTEdiMbCgUSxELyQZsg-OhWQ?XJL3RId_aSdcMcu41 FWGew4ZvZjaNZsKNzKGQa
2-4-0 7-0-0 12.0-0 18-8-8 22-1-12 22r11r8 30-0.10 37-1-12 41-7-2 1 48-4-0 i
2.4.0 48.0 5-0.0 6-8-8 3-5-4 0-9-12 7-1-2 7-1-2 4.5-6 4-8.14
3x4 11
5x6 = 3x8 = 5x6 =
6.00 12
6 7 28 829 30 9
22 21 20 19 16 15 14 35 13 36 37 12
NOP2X STP — 7x8 = 3x4 11 5x8 = 5x6 = 5x10 =
4x6 = 6x6 = 5x8 = 3x4 '11
6x8 =
Scale = 1:91.6
2-0-0
2-0 i
12-0-0
16-8-8 LX-0 22--" 2211-8
30-0-10
i
37-1-12
i
46-" i
2-0-0
9$-0
6-8-8 0-�3A�0
7-1-2
7-1-2
9-24
0-4-0
Plate Offsets (X,Y)— [4:0-3-0,0-3-01, [6:0-3-0,0-2-0), [9:0-3-0,0-2-0), [13:0-4-12,0-3-0), [14:0-3-0,0-3-0), [17:0-2-4,0-2-8), [18:0-2-4,0-3-0), [21:0-2-12,Edge)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/defl
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.65
Vert(LL)
-0.28 12-13
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 1.00
Vert(CT)
-0.46 12-13
>999
240
BCLL 0.0
Rep Stress Incr YES
WB 0.94
Horz(CT)
0.17 12
n/a
n/a
BCDL 10.0
Code FBC2020/iP12014
Matrix -MS
Wind(LL)
0.23 19
>999
240
Weight: 366 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-3 oc purlins,
BOT CHORD 2x4 SP No.2 `Except' except end verticals, and 2-0-0 oc purlins (3-4-2 max.): 6-9.
14-16,12-13,13-14: 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. Except:
WEBS 2x4 SP No.2 1 Row at midpt 7-17
10-0-0 oc bracing: 18-20, 15-17
WEBS 1 Row at micipt 3-22, 18-21, B-14, 8-13, 10-12, 6-18
REACTIONS. (size) 22=0-8-0, 12=Mechanical
Max Horz 22=359(LC 10)
Max Uplift 22=868(LC 12), 12=-746(LC 12)
Max Grav 22=2347(LC 17), 12=2062(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-352/0, 2-3=268/36, 3-4=-3106/1249, 4-5=3483/1564, 5-6=3521/1759,
6-7=2614/1355, 7-8=2611/1356, 8-9=1367/835, 9-1 0=-1 563/876
BOT CHORD 1-22=0/307, 21-22=1206/2681, 5-18=-409/420, 17-18=-1058/2655, 7-17=-340/358,
13-14=-826/2016, 12-13=438/922
WEBS 2-22=282/382, 3-22=2856/1383, 3-21=34/385, 4-21=-732/506, 18-21=-1291/3008,
4-18=-93/344, 14-17=857/2044, 8-17=410/1096, 8-14=-338/324, 8-13=-1153/516,
9-13=-115/434, 10-13=-245/1048, 10-12=1983/959, 6-18=727/1421, 6-17=216/478
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=tiff;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R)
This item has been
22-1-12 to 30-7-9, Interior(1) 30-7-9 to 37-1-12, Exterior(2R) 37-1-12 to 45-7-9, Interior(1) 45-7-9 to 46-2-4 zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
electronically signed and
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
sealed by Lee, Julius, PE
to the use of this truss component.
using a Digital Signature.
4) Provide adequate drainage to prevent water ponding.
Printed copies Of this
p
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
document are not Considered
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
signed and sealed and the
will fit between the bottom chord and any other members, with BCDL = IO.Opsf.
signature must be verified
8) Refer to girder(s) for truss to truss connections.
On any electronic Copies.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except 0=1b)
22=868, 12=746.
Julius LeePE'N6.34669
10) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
MiTek USA, 1nc.'FL 6rt6634
6904 Parke East Blvd Tampa FL 33616
Date:
May 3,2021
-.......... ----- - - - - -...—
A WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® 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 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/rP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802070
508208
A29
Piggyback Base
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905. 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:31 2021 Page 1
ID:OIR7uvPCrTEdiMbCgUSxELyQZsg-y3eAQDLbb3OLDtbOknfM9SKsISfs1 pHO2h2zPFzKGQY
i 2-4-0 7-0-0 12-0.0 18-8-8 i 22-1-12 22r11[8 30-0.10 37-1-12 i 41-7-2 46-4-0
2-4-0 4-8-0 5-0.o 3.5-0 0.9-12 7-1-2 7-1-2 4-5-8 4-8-14
3x4 11
5x6 =
3x8 = 5x6 =
8.00 12
6 7 28 829 30 9
a
Scale = 1:91.6
22 21 20 19 16 15
14 35 13 36 37 12
NOP2X STP = 6x8 = 3x4 11 5x8 =
4x6 = 5x10 = 6x8 =
4x8 = 6x6 = 5x8 = 3x4 11
2-0-0
i 2-0-0 12-0-0 , 18-8-8 19r0-0 22-8-0 ZI1A-0 30-0-10
37-1-12 46-0-0
' 2-0-0 ' 9-8-03-0-0 03A 7-1-2
r 7-1-2 9.2-0
0-0-0
Plate Offsets (X,Y)—[4:0-3-0,0-3-01,[6:0-3-0,0-2-01,[9:0-3-0,0-2-01[13:0-4-12 03-0] [17:0-2-4 0-2-8] [18:0-240-3-0] [21:0-2-12 0-3-4]
LOADING (psf)
SPACING- 2-D-0
CSI.
DEFL.
in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.65
Vert(LL)
-0.28 12-13 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.72
Vert(CT)
-OA6 12-13 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.93
Horz(CT)
0.16 12 n/a n/a
BCDL 10.0
Code FBC2020/rP12014
Matrix -MS
Wind(ILL)
0.23 19 >999 240
Weight: 366 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 2-8-3 oc purlins,
BOT CHORD 2x4 SP No.2 *Except*
except end verticals, and 2-0-0 oc purlins (3-4-2 max.): 6-9.
1-21,13-16,12-13: 2x4 SP SS BOT CHORD
Rigid ceiling directly applied or 5-9-2 oc bracing. Except:
WEBS 2x4 SP No.2
1 Row at midpt 7-17
10-0-0 oc bracing: 18-20, 15-17
WEBS
1 Row at midpt 3-22, 18-21, 8-14, 8-13, 10-12. 6-18
REACTIONS. (size) 22=0-8-0, 12=Mechanical
Max Horz 22=359(LC 10)
Max Uplift 22=868(1_C 12), 12=-746(LC 12)
Max Grav 22=2347(LC 17), 12=2061(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-354/0, 2-3=290/31, 3-4=3105/1253, 4-5=3483/1564, 5-6=3520/1759,
6-7=-2613/1355, 7-8=2610/1356, 8-9=1366/835, 9-10=-1562/876
BOT CHORD 1-22=0/311, 21-22=1208/2679, 5-18= 409/420, 17-18=-1058/2654, 7-17=-340/358,
13-14=-825/2017,12-13=438/922
WEBS 2-22=-283/378, 3-22=2828/1390, 3-21=35/382, 4-21=-753/516, 18-21=-1273/2990,
4-18=-116/370, 14-17=860/2041, 8-17= 404/1087, 8-14=329/320, 8-13=1156/515,
9-13=115/434. 10-13=244/1047, 10-12=1982/959, 6-18=727/1422, 6-17=216/477
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R)
This item has been
22-1-12 to 30-7-9, Interior(1) 30-7-9 to 37-1-12, Exterior(2R) 37-1-12 to 45-7-9, Interior(1) 45-7-9 to 46-2-4 zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
electronically signed and
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
sealed by Lee, Julius, PE
to the use of this truss component.
Using a Digital Signature.
4) Provide adequate drainage to prevent water ponding.
Printed Copies Of this
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
document are not Considered
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
signed and sealed and the
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
signature must be verified
8) Refer to girder(s) for truss to truss connections.
On any electronic copies.
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
22=868. 12=746.
Julius Lee PE Nd. 34869
10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
MiTak USA; Inc. FL cart 6634
6904 Parka,East Blvd. Tampa FL 33610
Dater
May 3,2021
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with 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 verity the applicability of design parameters and property incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Rudy Vega
T23802071
508208
A30
Piggyback Base
1
1
Job Reference (optional)
Tibbetts Lumber Co, Palm Bay, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon May 3 16:22:07 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-VuhfSsbGSYoX6EBXUYQ-VzXR3EgdtFwX2v8L8XzKAGE
i 7-0-0 12-0-0 18-8-8 22.1-12 22r11r8 30-0-10 37-1-12 44.5.0 i46-4-0
7-0-0 5-0-0 8-8-8 3-5-0 0-9-12 7 7-31 1-11 0
3x6 II
5x6 =
3x8 =
6.00 F12
5x6 =
12
Ir
4x6 _ 5x6 = 6x8 = 3x4 II 5x8 = 4x6 = 5x8 = 4x6 =
5x8 = 3x4 11 3x6 II
Scale = 1:91.6
2-0-6
2-M
3-0-0 -E
28-00
22-01-8 307-0--120
37-1-12
474-35-0 464
72-3-080
0-5
-8-8
63-8
7-1-2
12-M-0-5-11-8 11-0
Plate Offsets (X,Y)-
f4:0-3-0,0-3-01,[6:0-3-0,0-2-0j[9:0-3-8,0-2-41,[10:0-6-8,0-2-8j,[14:0-2-12,0-3-4l,fl8:0-2-8,0-2-8f,
[19:0-2-4,0-2-121,f24:0-3.0,0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Vdefl
L/d
PLATES GRIP
TCLL 20,0
Plate Grip DOL 1.25
TC 0.97
Vert(LL)
-0.18 18-19
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.74
Vert(CT)
-0.33 18-19
>999
240
BCLL 0.0
Rep Stress Incr YES
W3 0.98
Horz(CT)
0.14 12
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL)
0.20 18-19
>999
240
Weight: 373lb FT=20%
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 2-0-0 oc pudins (3-6-7 max.): 6-9.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-7 oc bracing. Except:
1 Row at midpt 7-18
10-0-0 oc bracing: 19-21, 16-18
WEBS 1 Row at midpt 19-22, 8-18, 8-15, 8-14, 10-14, 10-13, 3-24,
11-12, 6-19
REACTIONS. All bearings 0-3-8 except (jt=length) 24=3-0-0, 12=Mechanical.
(lb) - Max Horz 24=366(LC 12)
MaxUplift All uplift 100 lb or less at joint(s) 25 except 24=937(LC 12), 12=-724(LC 12)
Max Grav All reactions 250 lb or less at joint(s) 25 except 24=2176(LC 17), 12=1968(LC 18), 23=333(LC 16)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2= 416/341, 2-29=-291/262, 3-29=279/330, 3-4=-2547/1329, 4-30=3124/1794,
5-30=3033/1806, 5-6=-3161/2039, 6-7=2396/1600, 7-31=2393/1601, 8-31=-2393/1601,
8-32=1293/1012, 9-32=-1293/1012, 9-33=1426/984, 10-33=1503/962, 10-11=535/306,
11-12=1986/1112
BOT CHORD 1-25=269/421, 24-25=-269/421, 23-24=1117/1774, 22-23=1117/1774, 5-19=-408/507,
19-34=1295/2424, 34-35=1295/2424, 18-35=129512424, 7-18=-350/473,
15-36=1018/1888, 14-36=1018/1888, 14-37=279/485, 13-37=279/485
WEBS 3-22=321/786, 4-22=935/706, 19-22=-1450/2481, 4-19=224/513, 15-18=-1059/1913,
8-18=-485/935, 8-15=292/383, 8-14=1081/589, 9-14=0/340, 10-14=620/1212,
10-13=1594/1162, 3-24=-2651/1529, 2-24=297/309, 11-13=1112/1902, 6-19=-791/1162,
6-18=323/539
This item has been
NOTES-
electronically signed and
1) Unbalanced roof live loads have been considered for this design.
sealed by Lee, Julius, PE
2) Wind: ASCE 7-16; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat.
using a Digital Signature.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R)
Printed this
22-1-12 to 28-1-12, Interior(1) 28-1-12 to 37-1-12, Exterior(2R) 37-1-12 to 43-1-12, Interior(1) 43-1-12 to 46-2-4 zone; cantilever left
copies of
and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
document are not considered
3) Building Designer Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to
signed and sealed and the
the use of this truss component.
signature must be verified
4) Provide adequate drainage to prevent water ponding.
On any electronic copies.
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
Julius Lee PE No WO
will fit between the bottom chord and any other members, with BCDL = I O.Opsf.
tfliTekafSA Inc. FLCent e-sm
7) Refer to girder(s) for truss to truss connections.
6604P,zrkeEastBivd.Tampa FL33610
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 25 except T=lb)
NO:
24=937, 12=724.
May 3,2021
9) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LO W"61 4qRpW9 parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 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 pp pp Tek°
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Add Moral 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 IYt� l
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?Plt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802072
508208
A31
Piggyback Base
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:38 2021 Page 1
ID:Oj R?uvP C rTEd iM bCgU SxELyQZsg-FQZqucQyC uMZyeMeIH?xx72 WG 12Azi2fHErBLZKGQ R
6-0-0 12-0-0 18-8.8 22-1-12 2$11r8 30-0-10 37-1-12 , 39-7-1 4— ___1
6-0-0 Co.
6-8-8 3.5-0 0.9-12 7-1-2 2-5-5 6-8-15
3x6 I Scale = 1:91.4
Sx6 = 3x6 = 5x6 =
6.00 12 4.24 L12
I�
N
22 21 20 19 16 15 14 32 13 12 33 11
46 — NOP2XSTP = 6x8 = 3x4 II 5x12 = 4x6 = 5x8 = 3x8 = 46 II
3x6 11 5x12 = 3x4 11
5-0.0 8 0 12-0-0 18-8.8 19 -0 22-8-0 22 30-0-10 37-1-12 39-7-1
46-4-0
%811
5-8-0 0-4-0 8-0-0 8.8.8 0- •8 3-8-0 0. -8 7-1-2 7-1-2 2-5-5
6-8-15
Plate Offsets (X Y)— [3:0-3-0 0-3-0], [5:0-3-0,0-2-0], [8:0-3-0 0-2-0], [9:0-5-12 0-2-8], [11:Edge,0-3-8] [12:0-3-8 0-1-8] [13:0-4-0,0-3-0]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.74
Vert(L-) -0.17 13-14 >999 360
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.82
Vert(CT) -0.30 13-14 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.95
Horz(CT) 0.10 11 n/a n/a
BCDL 10.0
Code FBC2020rrP12014
Matrix -MS
Wind(LL) 0.15 17-18 >999 240
Weight: 377 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (3-9-9 max.): 5-8.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-13 oc bracing. Except:
1 Row at midpt 6-17
10-0-0 oc bracing: 18-20, 15-17
WEBS 1 Row at midpt 7-14,
7-13, 9-12, 10-11, 10-12
REACTIONS. (size) 22=0-8-0, 11=Mechanical
Max Harz 22=404(LC 12)
Max Uplift 22=1086(1_C 12). 11=-670(LC 12)
Max Gram 22=2447(LC 17), 11=1846(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-947/513, 2-3=1783/622, 34=2595/1342, 4-5=2632/1576, 5-6=-2076/1318,
6-7=-207411320, 7-8=1153/876, 8-9=1320/945, 9-10=-1157/719, 10-11=-1703/1087
BOT CHORD 1-22=390/920, 21-22=514/406, 4-18=407/512, 17-18=-1042/2081, 6-17=-337/453,
13-14=-889/1698, 12-13=576/1037
WEBS 2-22=-2273/1660, 2-21=1228/2014, 3-21=-1203/950, 18-21=814/1737, 3-18=-502/781,
14-17=-925/1724, 7-17=299/703, 7-14=234/349, 7-13=-967/481, 8-13=-154/363,
9-13=-233/624, 9-12=9701707, 10-12=863/1560, 5-18=-457/776, 5-17=-393/626
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=1511t; B=97ft; L=97ft; eave=11ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) G-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(21R)
This item has been
22-1-12 to 28-1-12, Interior(1) 28-1-12 to 37-1-12, Exterior(2E) 37-1-12 to 39-7-1, Interior(1) 39-7-1 to 46-2-4 zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
electronically signed and
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
sealed by Lee, ,Julius, PE
to the use of this truss component.
using a Digital Signature.
4) Provide adequate drainage to prevent water ponding.
Printed COpleS Of this
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
document are not Considered
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
signed and sealed and the
will fit between the bottom chord and any other members, with BCDL = 10.0psf.
signature must be verified
8) Refer to girder(s) for truss to truss connections.
On any electronic copies.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb)
22=1086, 11=670.
JuliuiLee PENo UN9
10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Mi7ek,USA„Inca. FL cart 6634'
6904 Parke, East Blvd. Tampa FL 33610
Date:
May 3,2021
--....... ........ ..... ---....-- -- - - -..__.._..---.._....... ....._....._.._._.._........ ......._..... _...... __......... ......_................__-._.......... _....._..........
---------
® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1%131.7473 rev. 5192020 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, notes
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall MOW
i
ek�
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 iVli l
fabdca8on, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPN Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802073
508208
A32
Piggyback Base
1
1
Job Reference (optional)
I Doers LUn1Der Company, ralm uay, rL - JZ`JUO, OAJU b Hpr ZU ZUZ I IVII I UK rnuubu lUb, If IU. IVIUI I wrdy J UO.Z I .Y 1 - I rdyU I
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-g?FyWeSsE7GwQQMxJtgiZZIWFU1 LNJvULETVIgzKGQO
I 8-0-0 I 22-1-12 2$11r8 738-1-10 4211--7112-0-0 18-8-8 6-0-0 6.8.8 :1.1 46-0-0 I
3-5-4 Oj9-1'2 42-15
3x6 11 Scale = 1:90.2
5x6 — 3x8 = 5x8 = 4.24 L12
6.00 12 r
1 11
0
0
CS
N
21 20 19 18 15 14 13 32 12 33 34 11
4x6 __ NOP2X STP = 6x8 = 3x4 11 5x12 = 6x6 = 48 = 6x6 =
3x6 11 5x12 = 3x4 11
5-8.0 6- 0 12-0-0 18-8-8 19 -0 22-8-0 22-11-8 30-6-9 38-1-10
48-4-0
5-8-0 0-0-0 8-0-0 8-8-8 0- -8 3-8-0 0- -8 7-7-1 7-7-1
8-2-6
Plate Offsets (X,Y)— [3:0-3-0 0-3-0], [5:0-3-0 0-2-01, [8:0-30 0-2-71, [13:0-2-8,Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.84
Vert(L-) -0.20 11-12 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.91
Vert(CT) -0.32 11-12 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.98
Horz(CT) 0.11 11 n/a n/a
BCDL 10.0
Code FBC2020frP12014
Matrix -MS
Wlnd(LL) 0.14 16-17 >999 240
Weight: 366 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-4 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (3-8-5 max.): 5-8.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-10 oc bracing. Except:
1 Row at midpt 6-16
10-0-0 oc bracing: 17-19, 14-16
WEBS 1 Row at midpt 13-16, 7-13, 7-12, 8-12, 9-12, 10.11, 9-11
REACTIONS. (size) 21=0-8-0, 11=Mechanical
Max Horz 21=442(LC 12)
Max Uplift 21=1078(LC 12), 11=-677(LC 12)
Max Grant 21=2457(LC 17), 11=1848(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=947/513, 2-3=17951661, 3-4=2612/1415, 4-5=2649/1662, 5-6=-2095/1373,
6-7=2093/1375, 7-8=10801824, 8-9=11781824
BOT CHORD 1-21=-390/920, 20-21=-499/368, 4-17=-407/543, 16-17=-1142/2087, 6-16=-380/521,
12-13=-961/1694, 11-12= 424/678
WEBS 2-21=-2284/1678, 2-20=1272/2025, 3-20=-1209/1003, 17-20=-925/1738, 3-17=-521/786,
13-16=-999/1694, 7-16=334/695, 7-13=207/353, 7-12=-1029/596, 9-12=-531/1168,
9-11=1735/1100, 5-17=514/773, 6-16=450/647
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R)
This item has been
22-1-12 to 30-6-9, Interior(1) 30-6-9 to 38-1-10, Exterior(2E) 38-1-10 to 46-2-4 zone; cantilever left and right exposed ;C-C for
members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
electronically signed and
3) Building Designer / Project engineer responsible for verifying applied roof live toad shown covers rain loading requirements specific
sealed by Lee, Julius, PE
to the use of this truss component.
using a Digital Signature.
4) Provide adequate drainage to prevent water ponding.
Printed COpleS Of this
5) Al plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
document are not Considered
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
signed and sealed and the
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
signature must be Verified
8) Refer to girder(s) for truss to truss connections.
On any electronic COPIeS.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except of=lb)
21=1078, 11=677.
Julius Lie PE No-W69
10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Mrrok;ltSA, Ina FLCert 6634
0904 Parke East Blvd. Tampa EL33810
Date:
May 3,2021
A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with 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 ���qq T
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVI� tPi �°
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/17P11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802074
508208
A33
Piggyback Base
1
1
Job Reference o tional
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:43 2021 Page 1
ID:OjR7uvPCrTEdiMbCgUSxELyQZsg-cNMjxJU7m IWefjWJRIsAe_gtcHIDrDenoYycgZzKGQM
6i -0 12-0-0 1&8-8 22-1-12 2 17111 8 28-7-10 34-5-8 45.1.10 48-4-0
3-5-0 0-9.12 5-8-2 5-9-14 5.8-2 8-2-6
3x4 11 Scale = 1:90.2
_ 424 12
5x6 5x8 = 2x4 II 5x6 =
6.00112
0\
0
d
N
22 21 20 lgoxo 16 15 14 33 13 34 12 35 11
4x6 __ NOP2X STP = 6x8 = 3x4 11 3x4 11 4x6 = 5x8 = 4x6 = 3x6 11
3x6 II 5x12 =
5-8-0 6- 0 12-0-0 18-8-8 1 -0 22-8-0 22-11-8 28-7-10 34-5-11 40-1-10
46-0-0
5-8-0 0-4-0 8-0-0 63-8-0 0. -8 5-8-2 5-9-146-2-0
Plate Offsets (X,Y)—[3:0-3-0,0-3-01,[5:0-3-0,0-2-01,[7:0-4-0,0-3-01,[9:0-3-0,0-2-7],[13:0-4-0 0-3-01,[17:0-2-8,0-2-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.79
Vert(LL) -0.14 17-18 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.82
Vert(CT) -0.26 17-18 >999 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.97
Horz(CT) 0.10 11 n/a rile
BCDL 10.0
Code FBC20201TPI2014
Matrix -MS
Wind(LL) 0.15 17-18 >999 240
Weight: 380 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-2 cc purlins,
BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 cc puffins (3-11-3 max.): 5-9.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-13 cc bracing. Except:
1 Row at midpt 6-17
10-0-0 oc bracing: 18-20, 15-17
WEBS 1 Row at midpt 7-14,
7-13, 8-13, 9-11 3, 9-12, 10-11, 10-12
REACTIONS. (size) 22=0-8-0, 11=Mechanical
Max Horz 22=479(LC 12)
Max Uplift 22=1070(1_C 12), 11=686(1_10 12)
Max Grant 22=2468(LC 17), 11=1858(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-947/513, 2-3=1807/642, 3-4=2629/1397, 4-5=2666/1644, 5-6=2105/1344,
6-7=-2103/1345, 7-8=1425/999, 8-9=14251999, 9-10=-967%625, 10-11=-1738/1149
BOT CHORD 1-22=-390/920, 21-22=489/317, 4-18=-407/543, 17-18=-116912095, 6-17=-239/323,
13-14=-983/1749, 12-13=518/893
WEBS 2-22=2295/1661, 2-21=1253/2037, 3-21 =-1 214/1003, 18-21=-956/1738, 3-18=522/789,
14-17=1037/1833, 7-17=-399/741, 7-14=378/425, 7-13=-637/351, 8-13=-367/438,
9-13=715/1236, 9-12=10441840, 10-12=909/1588, 5-18=-524/768, 5-17=-310/569
NOTES -
I) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(21R)
This item has been
22-1-12 to 30-7-9, Interior(1) 30-7-9 to 40-1-10, Extedor(2E) 40-1-10 to 46-2-4 zone; cantilever left and right exposed ;C-C for
members and forces s MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
electronically signed and
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
sealed by Lee, Julius, PE
to the use of this truss component.
using a Digital Signature.
4) Provide adequate drainage to prevent water ponding.
Printed Copies of this
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
document are not considered
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
signed and sealed and the
will fit between the bottom chord and any other members, with BCDL = IO.Opsf.
signature must be verified
8) Refer to girder(s) for truss to truss connections.
On anyeleCtfOnICCOpleS.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
22=1070, 11=686.
Julius Lee PE No. U869
10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
MiTek USA, [no.,FLbertIli;34
6904 Parke East Blvd. Tampa FL33610
Data:
May 3,2021
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119,2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and 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 wdh possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802075
508208
A34
Piggyback Base
1
1
Job Reference o tional
,,wcu� ��uwm wu�Nany, rams oay, r� - �cwa, ci.4Su s iipr zU zuzl m1I eK Inaustrles, Inc. mon may 3 Ua:Z1:4b ZUZI Fage 1
ID:OIR?uvPCrTEdiMbCgUSxELyQZsg-Ym UTM?VN IMmMvl giYjvejPvDk5QgJ8P4GsRiuRzKGQK
6-0-0 12-0-0 18-8-8 22-1-12 2 11 8 29-3-10 35-9-8 42-1-10 48-4-0
6-0-0 6-0-0 6-8-8 3-5-40-9- 2 6-4-2 6-5-14 6-0-2 4-2-fi
3x6 11 4.2412 Scale = 1:90.2
5x6 — 5x8 = 2x4 II 5x6 =
6.00 12
I
0
d
N
22 21 20 19 16 15 14 33 13 34 12 35 11
4x6 —_ NOP2X STP = 6x8 = 3x4 11 5x12 = 4x6 = 5x8 = 46 = 3x6 11
3x6 11 5x12 = 3x4 11
Plate Offsets (X,Y)— [3:0-3-0,0-3-0],[5:0-3-0,0-2-0] [7:0-4-0 0-3-0] [9:0-3-0 0-2-71 [13:0-4-0 0-3-0]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.81
Vert(LL) -0.15 17-18 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.82
Vert(CT) -0.27 1 7-1 8 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.95
Horz(CT) 0.10 11 n/a n/a
BCDL 10.0
Code FBC2020rTP12014
Matrix -MS
Wind(LL) 0.15 17-18 >999 240
Weight: 383 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2 BOT CHORD
WEBS
REACTIONS. (size) 22=0-8-0, 11=Mechanical
Max Horz 22=517(LC 12)
Max Uplift 22=1061(1_C 12), 11=694(1_C 12)
Max Grav 22=2473(LC 17), 11=1881(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-948/513, 2-3=1812/620, 3-4=-2635/1373, 4-5=2672/1620, 5-6=-2115/1321,
6-7=-2113/1322, 7-8=1341/900, 8-9=1341/900, 9-10=-679/437, 10-11=-1816/1143
BOT CHORD 1-22=-390/920, 21-22=479/266, 4-18=-407/543, 17-18=-1195/2091, 6-17=-297/401,
13-14=-984/1736, 12-13=373/638
WEBS 2-22=-2299/1646,2-21=1231/2042,3-21=-1215/1002,18-21=-98811733,3-18=-521/788,
14-17=-1030/1788, 7-17=417/707, 7-14=310/397, 7-13=-745/429, 8-13=-414/496,
9-13=-852/1461,9-12=1280/961,10-12=958/1656,5-18=-534/767,5-17=-345/598
Structural wood sheathing directly applied or 3-3-1 oc purlins,
except end verticals, and 2-0-0 oc purlins (3-10.6 max.): 5-9.
Rigid ceiling directly applied or 5-5-2 oc bracing. Except:
1 Row at micipt 6-17
10-0-0 oc bracing: 18-20, 15-17
1 Row at micipt 7-14, 7-13, 8-13, 9-13, 9-12, 10-11, 10-12
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R)
22-1-12 to 30-7-9, Interior(1) 30-7-9 to 42-1-10, Exterior(2E) 42-1-10 to 46-2-4 zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 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 atjoint(s) except (jt=lb)
22=1061,11=694.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No: W69
MiTak;USA "lnc. FL'Cert 6.634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 3,2021
................. ....... _.-..... _...... _.......... ----._........................... -._.._._..----..__..._........._... -. ......... .._........_...---- .......
......_.._ _....... -
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED FAITEK REFERENCE PAGE MII-7473 rev. 5119r2020 BEFORE USE.
Design valid for use only with MTek0 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 propedy incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the i V6 R
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802076
508208
A35
Hip
1
1
Job Reference (optional)
I IDDenS LUmDer company, vaim bay, t-L - 6ZVUt., 8.43U s Apr 2U 2U21 Mi I eK Industries, Inc. Mon May 3 08:21:47 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-U8cDnhXdgzl48Lg4g8x6pq?ZXv7WnlgMjAwpzKzKGQI
7-0-0 12-D-0 16-8-8 i 21-0-0 i 27-6.9 3.4 0 4 40-7-11 44-0-0
7-0-0 5-0-0 4-8-8 4-3-8 6-6-9 6-5-11 6-7-7 3-8-5
5x6
5x6
5x8 = 2x4 II
=
22 21 20 19 18 5x8 15 14 13 30 12 31
3x8 MT20HS 11 5x6 = 6x8 = 2x4 11 3x4 11 4x6 = 5x8 =
5x8
3.78 L12 Scale = 1:87.1
5x8 =
5x6
11 32 10
4x6 = 3x6 II
0
d
N
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CSI.
TC 0.79
BC 0.73
WB 0.97
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) Udefl Lid
-0.23 16-17 >999 360
-0.42 16-17 >999 240
0.15 10 n/a n/a
0.26 18 >999 240
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 385 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD
Structural wood sheathing directly applied or 2-10-11 oc purlins,
8-9: 2x6 SP No.2, 1-2: 2x4 SP SS
except end verticals, and 2-0-0 oc purlins (3-3-4 max.): 5-8.
BOT CHORD 2x4 SP No.2 BOT CHORD
Rigid ceiling directly applied or 4-2-2 cc bracing. Except:
WEBS 2x4 SP No.2
1 Row at midpt 5-16
10-0-0 oc bracing: 17-19, 14-16
WEBS
1 Row at midpt 5-17, 6-16, 6-13, 6-12, 7-12, 8-12, 8-11.
9-11
2 Rows at 1/3 pts 9-10
REACTIONS. (size) 22=Mechanical, 10=Mechanical
Max Horz 22=495(LC 12)
Max Uplift 22=661(LC 12), 10=-792(LC 12)
Max Grav 22=2216(LC 17). 10=2134(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-0288/1564, 2-3=3145/1638, 3-4=3592/2052, 4.5=3630/2264, 5-6=-2612/1678,
6-7=-1491/997, 7-8=1491/997, 8-9=699/453, 1-22=209511074, 9-10=-2075/1318
BOT CHORD 21-22=-812/458, 20-21=1965/3055, 4-17=-306/442, 16-17=-1592/2632, 5-16=118/256,
12-13=-1197/2014, 11-12=376/628
WEBS 2-21=-229/276, 3-20=913/696, 17-20=1946/3084, 3-17=-324/556, 5-17=-1011/1434,
13-16=-1249/2070, 6-16=706/1100, 6-13=370/460, 6-12=-1040/645, 7-12=-414/497,
8-12=-1074/1770,8-11=1556/1163,1-21=-1164/2629,9-11=-1158/1920
NOTES-
1) Unbalanced roof live loads have been considered for this design.
This item has been
2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) G-1-12 to 6-1-12, Interior(1) 6-1-12 to 21-1-12,
electronically signed and
Exterior(21R) 21-1-12 to 29-7-9, Interior(1) 29-7-9 to 40-7-11, Exterior(2E) 40-7-11 to 44-2-4 zone; cantilever left and right exposed
sealed by Lee, Julius, PE
;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
using a Digital Signature.
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
Printed copies of this
p
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
document are not Considered
5) All plates are MT20 plates unless otherwise indicated.
Signed and sealed and the
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
'
signature must be Verified
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
on an electronic copies.
S.
will fit between the bottom chord and any other members, with BCDL = I O.Opsf.
y
8) Refer to girder(s) for truss to truss connections.
Julius Lee PE No.34869
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
MiTek_OSk inc. Fl Cart 6634'
22=661, 10=792.
6904 Parke East Blvd. Tampa FL33610
10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Date:
May 3,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/192020 BEFORE USE.
Design valid for use only with 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 �'1'e�'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
city
Ply
Rudy Vega
T23802077
508208
A36
Hip
1
1
Job Reference (optional)
I IDDeILs LUmDer Company, t-alm clay, FL - 3ZeUb, t3.46U 5 Apr zu zuzl full I eK maustrles, Inc. mon may 3 utf:2T:bu 2U21 Page 1
ID:Oj R1uvPCrTEdi MbCq USxELyQZsg-vj HM PjZW 7uPf?oYfLGUpQTd5p678_0 BpP88TZfzKGQ F
7-0.0
7-12-0.0 16-8-8 19-0-0 210-11-8 7-0.9 27-10-5 34-10-15 1 41-9-12 44-4-0
0.0 5-0-0 48-8 2-1 -11-8 6.10-13 6-10-13 21
W1d
5x6 = 2x4 5x8 =
5x6
2x4 I I
Sx6 378 112 Scale = 1:83.5
4x6
0
8 =
23 22 21 20 19 5x16 15 14 32 13 33 12 11
3xB MT20HS 11 4x6 = 6x8 = 2x4 11 3x4 11 5x6 = 6x8 = 4x6 = 3x6 11
5x8 =
7-0-0
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-D-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CSI.
TC 0.72
BC 0.80
WB 0.98
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) Udefl Ud
-0.23 17-18 >999 360
-OA3 17-18 >999 240
0.16 11 n/a n/a
0.26 17-18 >999 240
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 382 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 `Except*
TOP CHORD
Structural wood sheathing directly applied or 2-11-11 oc purlins,
1-2: 2x4 SP SS
except end verticals, and 2-0-0 oc purlins (3-2-8 max.): 5-9.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 4-2-5 oc bracing. Except:
WEBS 2x4 SP No.2
1 Row at midpt 6-17
10-0-0 oc bracing: 18-20, 15-17
WEBS
1 Row at midpt 14-17, 7-17, 7-14, 7-13, 8-13, 9-13, 9-12,
10-12. 5-18
2 Rows at 1/3 pts 10-11
REACTIONS. (size) 23=Mechanical, 11=Mechanical
Max Horz 23=466(LC 12)
Max Uplift 23=668(LC 12), 11=785(1_C 12)
Max Grav 23=2192(LC 17), 11=2095(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-0248/1585, 2-3=3102/1661, 3-4=3526/2059, 4-5=-3554/2235, 5-6=-2833/1782,
6-7=-2831/1783, 7-8=1511/971, 8-9=1511/971, 9-10=-446/277, 1-23=-2072/1086,
10-11=-2111/1266
BOT CHORD 22-23=-781/434, 21-22=1951/2995, 4-18=-284/380, 17-18=-1716/2789, 6-17=331/431,
13-14=1263/2128, 12-13=281/465
WEBS 2-22=-229/279, 2-21=251/238, 3-21=887/695, 18-21=-1940/3025, 3-18=-278/538,
5-17=163/445, 14-17=1305/2160, 7-17=753/1143, 7-14=-364/459, 7-13=-1111/695,
8-13=-445/527, 9-13=1162/1930, 9-12=1704/1241, 1-22=1181/2592, 10-12=1173/1998,
5-18=941/1354
NOTES-
This item has been
1) Unbalanced roof live loads have been considered for this design.
electronically signed and
2) Wnd: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
sealed by Lee, Julius, PE
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) G-1-12 to 6-1-12, Interior(1) 6-1-12 to 19-0-0,
using a Digital Signature.
Exterior(2R) 19-0-0 to 27-5-13, Interior(1) 27-5-13 to 41-9-12, Exterior(2E) 41-9-12 to 44-2-4 zone; cantilever left and right exposed
Printed copies of this
;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
document are not considered
to the use of this truss component.
signed and sealed and the
4) Provide adequate drainage to prevent water ponding.
signature must be Verified
5) All plates are MT20 plates unless otherwise indicated.
On any electronic copies.
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
Julius Lee PE No. U869
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
MiTek USA, Inc.pL`Cart6634
8) Refer to girder(s) for truss to truss connections.
6904 Parke East Blvd. Tampa FL 33610
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb)
Date:
23=66B,11=785.
Mav 3.2021
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord
®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE.
Design valid for use only with 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 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 MOW
always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802078
508208
A37
Roof Special
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:51 2021 Page 1
ID:Oj R?uvPCrTEdiMbCgUSxELyQZsg-Nwrkd3a8uCXWdy7sv_?2zg9H6WQJjrUyeou165zKGQE
6 0-0 12-0-0 17-0-0 23-5-1 29-11-15 36-6-12 42-11-13 44 4-0
6-0-0 6-0-0 5-0-0 6-5-1 6-6-13 6-6-13 6-5-1
3Apjg— 1:79.4
4x6
5x6 =
3x8 = 5x6 = 4x8 = 5x6 =
r
� d
d' d,
3x4
17 16 22 23 15 24 14 25 13 26 12 27 11 10
6x12 MT20HS = 6x6 = 5x8 = 2x4 I I 5x8 = 2x4 11 6x8 =
4x6 11
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020lrP12014
CSI.
TC 0.69
BC 1.00
WB 0.98
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) Vdefl L/d
-0.25 15-16 >999 360
-0.42 15-16 >999 240
0.14 10 n/a n/a
0.20 14 >999 240
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 339 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 2-11-3 cc purlins,
BOT CHORD 2x4 SP No.2 `Except*
except end verticals, and 2-0-0 cc purlins (3-4-11 max.): 4-8.
16-17: 2x4 SP SS
BOT CHORD
Rigid ceiling directly applied or 2-2-0 cc bracing.
WEBS 2x4 SP No.2
WEBS
1 Row at midpt 3-15, 5-15, 5-13, 6-13, 7-13, 8-11, 2-17,
9-11
2 Rows at 1/3 pts 7-11, 9-10
REACTIONS. (size) 17=Mechanical, 10=Mechanical
Max Horz 17=432(LC 12)
Max Uplift 17=681(LC 12), 10=-782(LC 12)
Max Grav 17=2227(LC 17), 10=2155(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-364/221, 2-3=3294/1707, 34=2823/1602, 4-5=2472/1510, 6-6=-2227/1300,
6-7=-2227/1300, 8-9=258/139, 1-17=322/262, 9-10=2118/1164
BOT CHORD 16-17=-1957/2930, 15-16=1798/2826, 14-15=-1490/2572, 13-14=149012572,
12-13=-858/1475, 11-12=858/1475
WEBS 3-16=-78/331, 3-15=607/549, 4-15=384/943, 5-15=395/87, 5-14=01369,
5-13=618/432, 6-13=380/368, 7-13=778/1321. 7-12=0/401, 7-11=-2178/1267,
8-11 =-1 85/275, 2-17=3084/1543, 9-11 =1 156/2038
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extericr(2E) 0-1-12 to 5-11-3, Interior(1) 5-11-3 to 17-0-0, This item has been
Exterior(2R) 17-0-0 to 25-5-13, Interior(1) 25-5-13 to 42-11-13, Exterior(2E) 42-11-13 to 44-2-4 zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Lee, Julius, PE
to the use of this truss component. using a Digital Signature.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated. Printed Copies Of this
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered
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 signed and sealed and the
will fit between the bottom chord and any other members, with BCDL = 10.0psf. signature must be Verified
8) Refer to girder(s) for truss to truss connections. Oft any electronic copies.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb)
17=681. 10=782. Julius Lee PE Nd_ 34869
10) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MiTek USA Inc. FLCerte634'
69e4 P.ark$East Blvd. Tampa FL3361e
Date:
May 3,2021
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED hA1TEK REFERENCE PAGE MI1-7473 rev. 5/19:2020 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 - pp /�¢ e' building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing dV1� lTeM1°
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrica0on, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802079
508208
A38
Roof Special
1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:53 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-JlzV1kcOQpnEsGHE002W25FY3J7sBnbF66NBA zKGQC
7-0.0 15-0-0 22-2-4 291136-10-4 44-1-14 44 0
7-0-0 8-0-0 7-2-4 7-4-0 7-4-0 7-3-10 0-2-2
5x6
5x6 =
2x4 11
5x8 =
2x4 11
Scale= 1:78.2
5x6 =
14 13 12 21 11 22 10 23 9 24 8
3x8 MT20HS 11 5x6 = 5x6 =
3x8 =
5x6 =
6x8 =
4x6 11
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CSI.
TC 0.98
BC 0.93
WB 0.81
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) Vdefl L/d
-0.24 11-12 >999 360
-0.43 11-12 >999 240
0.12 8 n/a n/a
0.21 11 >999 240
PLATES GRIP
MT20 244/190
MT20HS 1871143
Weight: 291 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied, except end verticals, and
2-3: 2x4 SP SS
2-0-0 oc pudins (2-2-0 max.): 3-7.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.2
WEBS
1 Row at midpt 2-12, 4-11, 5-9, 6-9, 7-9, 7-8
REACTIONS. (size) 14=Mechanical, 8=Mechanical
Max Horz 14=399(LC 12)
Max Uplift 14=688(LC 12), 8=776(LC 12)
Max Grav 14=2178(LC 17), 8=2117(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=3260/1254, 2-3=2942/1222, 3-4=2805/1259, 4-5=-2805/1259, 5-6=-1559/662,
6-7=-1559/662, 1-14=2064/877, 7-8=1965/949
BOT CHORD 13-14=-557/345, 12-13=1484/2970, 11-12=-1175/2555, 10-11 =-1 061/2484,
9-10=-1061 /2484
WEBS 2-13=-214/256, 2-12=-463/362, 3-12=99/560, 3-11 =1 30/576, 4-11=-471/422,
5-11=-304/495, 5-10=0/405, 5-9=1424/627, 6-9=-483/416, 7-9=1006/2374,
1-1 3=-961/2657
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 15-0-0,
Exterior(2R) 15-0-0 to 23-5-13, Interior(1) 23-5-13 to 44-2-4 zone; cantilever left and right exposed ;C-C for members and forces &
This item has been
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
electronically signed and
to the use of this truss component.
Sealed by Lee, Julius, PE
4) Provide adequate drainage to prevent waterponding.
using a Digital Signature.
5) All plates are MT20 plates unless otherwise indicated.
Printed COPIeS Of this
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
document are not considered
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
signed and sealed and the
8) Refer to girder(s) for truss to truss connections.
signature must be verified
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except (it=lb)
on anYli
electronic copies.
14=688,8=776.
10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Julius tea PENo. WO
MiTek USA,Jnc: FL Cort 6634
6864 Parka East Blvd. Tampa F.L 33610
Dater
May 3,2021
----....... --
® WARNING -Verify design parameters and RFAO NOTES ON THIS AND INCLUDED hAITEK REFERENCE PAGE MII•i473 rev. 5/1 9j202D BEFORE USE.
------... --........................................ ---
--
y
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 ANS17rP11 Quality Criteria, DSB-89 and BCS/ Building Component
6904 Parke East Blvd.
SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802080
508208
A39
Half Hip
1
1
Job Reference (optional)
t,00ens LUMDer company, ralm tray, rl_ - azauo,
7-0-0 6-0-0
4x6
6.43U S Apr 2U 2U21 MI I eK Industries, Inc. Mon May 3 08:21:54 2021 Page 1
7-10-0 7-11-12
Scale = 1:78.2
5x8 2x4 11 5x8 = 2x4 II 5x6 =
14 13 12 23 11 24 10 25 9 26 8
3x8 MT20HS 11 5x6 = 5x6 = 3x8 = 5x6 = 6x8 = 4x6 11
7-0-0 , 13-0-0 , 20-8-4 28-64 36-4-4 44-4-0 ,
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CSI.
TC 0.96
BC 0.85
WB 0.78
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) Vdefl Ud
-0.25 11-12 >999 360
-0.46 11-12 >999 240
0.11 8 n/a n/a
0.22 11 >999 240
PLATES
MT20
MT20HS
Weight: 279 lb
GRIP
2441190
187/143
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied, except end verticals, and
3-5: 2x4 SP SS
2-0-0 oc pudins (2-2-0 max.): 3-7.
BOT CHORD 2x4 SP SS *Except*
BOT CHORD
Rigid ceiling directly applied or 4-11-1 oc bracing.
12-14: 2x4 SP No.2
WEBS
1 Row at midpt 7-8, 5-9, 7-9
WEBS 2x4 SP No.2
REACTIONS. (size) 8=Mechanical, 14=Mechanical
Max Horz 14=346(LC 12)
Max Uplift 8=766(LC 12), 14=697(LC 12)
Max Grav 8=2091(LC 17), 14=2160(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=3202/1270, 2-3=3018/1294, 3-4=3128/1399, 4-5=3128/1399, 5-6=-1839/774,
6-7=-1839/774, 7-8=1931/935, 1-14=2037/894
BOTCHORD 13-14=-516/358, 12-13=1423/2891, 11-12=-1216/2634, 10-11 =-1 217/2867,
9-10=-1217/2867
WEBS 2-12=-305/283, 3-12=101/481, 3-11=257/836, 4-11=508/457, 5.11=-252/364,
5-10=0/422, 5-9=1430/625, 6-9=515/440, 7-9=1061/2529, 1-13=-935/2567
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 13-0.0,
Exterior(21R) 13-0-0 to 21-5-13, Interior(1) 21-5-13 to 44-2-4 zone; cantilever left and right exposed ;C-C for members and forces &
This item has been
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
electronically signed and
to the use of this truss component.
sealed by Lee, Julius, PE
4) Provide adequate drainage to prevent water ponding.
using a Digital Signature.
5) All plates are MT20 plates unless otherwise indicated.
6) This
Printed copies of 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
document are not considered
will fit between the bottom chord and any other members, with BCDL=10.opsf.
signed and sealed and the
6) Refer to girder(s) for truss to truss connections.
signature must be Verified
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
on an electronic
8=766, 14=697.
Y copies.
10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Julius LeaPE'No. U869
MITek?tiSA fnc._FL'Certse34
6904 Parke Ear Blyd Tampa 1`03610
Dater
May 3,2021
----..._._.._....... ... ............ -.... —.---._....._._..-.......-................... -........ ----- ... _..................
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED FdITEK REFERENCE PAGE MII.7473 rev. 6/19r2020 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. Add'dional 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 ANS11rPl1 Duality Criteria, DSB-89 and Bost Building Component
SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qly
Ply
Rudy Vega
T23802081
508208
A40
Half Hip
1
1
Job Reference o tional
I lbbettS Lumber company, Palm bay, FL - 329Ub, b.43U s Apr Zu ZUZ1 mi I eK Inauslfles, Inc. man may 3 Ub:Z1:Db zuzi rage 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-gGmN5SOCELPW219Cpyehl9yPLKuZs3f FO4vsBzKGQ7
i 7-0-0 11-0-0 17-7-5 24-2-10 30-9-14 37-5-3 i 44-4-0 i
0 4-0-0 6-7-5 6-7-5 6-7-5 6-7-5 6-10-13
Scale = 1:78.2
5x6 2x4 11 5x6 = 3x4 5x6 = 5x6 =
=
16 15 1413 25 12 26 27 11 28 29 10 30 9
3x8 MT20HS 11 5x6 = 3x8 MT20HS = 3x10 = 6x12 MT20HS = 6x8 = 4x6 11
3x4 =
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.94
Vert(LL) -0.37 11-12 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.70
Vert(CT) -0.67 11-12 >790 240
MT20HS 187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.76
Horz(CT) 0.12 9 n/a n/a
BCDL 10.0
Code FBC2020frP12014
Matrix -MS
Wind(LL) 0.26 11-12 >999 240
Weight: 272 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-3-4 oc purlins,
1-3: 2x4 SP SS except end verticals, and
2-0-0 oc purlins (2-2-0 max.): 3-8.
BOT CHORD 2x4 SP SS 'Except' BOT CHORD Rigid ceiling directly applied or 5-0-3 oc bracing.
13-16,9-10: 2x4 SP No.2 WEBS 1 Row at midpt
8-9, 5-12, 6-10, 8-10
WEBS 2x4 SP No.2
REACTIONS. (size) 9=Mechanical, 16=Mechanical
Max Harz 16=292(LC 12)
Max Uplift 9=757(LC 12), 16=706(LC 12)
Max Grav 9=2055(LC 17), 16=2130(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3143/1286, 2-3=3035/1362, 3-4=3408/1528, 4-5=-3408/1528, 5-6=-3298/1357,
6-7=-1849/770, 7-8=1849/770, 8-9=1935/911, 1-16=2007/908
BOT CHORD 15-16=-467/352, 14-15=1366/2814, 12-14=-1246/2665, 11-12=-1516/3447,
10-11=1261 /2926
WEBS 3-14=129/352, 3-12=398/1137, 4-12=426/401, 5-11=-363/354, 6-11=-216/829,
6-10=-1519/706,7-10=-437/383,8-10=1060/2557,1-15=-913/2496
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 11-0-0,
Exterior(2R) 11-0-0 to 19-5-13, Interior(1) 19-5-13 to 44-2-4 zone; cantilever left and right exposed ;C-C for members and forces &
This item has been
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
electronically signed and
to the use of this truss component.
sealed by Lee, Julius, PE
4) Provide adequate drainage to prevent waterponding.
using a Digital Signature.
5) All plates are MT20 plates unless otherwise indicated.
Printed COpleS Of this
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
document are not considered
Will fit between the bottom chord and any other members, with BCDL =1 O.Opsf.
signed and sealed and the
8) Refer to girders) for truss to truss connections.
Signature must be Verified
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
on an electronic copies.
y p
9=757, 16=706.
10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Julius Lea PE No.34869
w lt*,,U3A, lnc: FLbart 6634'
6904 Parke East Bivd; TarnpafL33610
DOOR
May 3,2021
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED PAITEK REFERENCE PAGE 1011.7473 rev. 5!192020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �-
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and,to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23602082
508208
A41
Half Hip
1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:00 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-cfu8V7hnmzfECKJaxNg9ga1 nc8cl KykHjiZ?w4zKGQ5
i 4-7-12 9-0.0 i 16-0-2 23-0-3 30-0-5 37-0-6 44-4-0
4-7-12 4 4-4 7-0-2 7-0-2 7-0-2 7-0.2 7-3-10
2x4
56 =
6.00 F 12
3x4 = 5x6 =
3x4 =
5x6 =
Scale = 1:78.0
3x4 11
15 14 23 13 12'4 25 26 11 27 28 10 g
6x12 MT20HS =
3x8 = 3x8 MT20HS =
3x4 =
5x8 =
35-3-6
5x8 =
6x6 =
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CSI.
TC 0.83
BC 0.57
WB 0.78
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) Udefl Lid
-0.34 11-12 >999 360
-0.64 11-12 >832 240
0.17 9 n/a n/a
0.33 11-12 >999 240
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 250lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 3-2-14 cc purlins,
BOT CHORD 2x4 SP SS
except end verticals, and 2-0-0 cc purlins (2-5-6 max.): 3-8.
WEBS 2x4 SP No.2 BOT CHORD
Rigid ceiling directly applied or 5-0-10 cc bracing.
WEBS
1 Row at midpt 2-15, 4-14, 6-10
2 Rows at 1/3 pts 7-9
REACTIONS. (size) 9=Mechanical, 15=Mechanical
Max Horz 15=238(LC 12)
Max Uplift 9=750(1_C 12), 15=713(LC 12)
Max Grav 9=1978(LC 17), 15=2086(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-285/133, 2-3=3048/1340, 3-4=2670/1244, 4.5=3902/1711, 5-6=-3852/1608,
6-7=-2584/1053, 1-15=255/176
BOT CHORD 14-15=-1317/2509, 12-14=1724/3748, 11-12=-1772/4007, 10-11=151013480,
9-1 0=-954/21 98
WEBS 2-14=-28/416, 3-14=311/1038, 2-15=2805/1247, 4-14=-1439/611, 4-12=11/538,
5-12=-261/157, 5-11=311/306, 6-11 =1 85/699, 6-1 0=1 299/663, 7-10=-377/1348,
7-9=-2746/1191
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 9-0-0, Exterior(2R)
9-0-0 to 17-5-13, Interior(1) 17-5-13 to 44-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
This item has been
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
electronically signed and
to the use of this truss component.
sealed by Lee, Julius, PE
4) Provide adequate drainage to prevent water ponding.
using a Digital Signature.
5) All plates are MT20 plates unless otherwise indicated.
Printed Copies Of this
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
document are not considered
will fit between the bottom chord and any other members, with BCDL = I O.Opsf.
Signed and Sealed and the
8) Refer to girder(s) for truss to truss connections,
signature must be Verified
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb)
on an electronic copies.
9=750,15=713,
y
10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Julius LiePE;No;U869
MiTek;USA, Inc: FLCert8634'
8904 P.atke East Blvd. Tampa FL 33610
Dater
May 3,2021
.........................................- --------- ...................... _... ---
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED Ff,ITEK REFERENCE PAGE MII-7473 rev. 6/19C2020 BEFORE USE.
—-...... _... ....... - -._... --............ ........ ---
Design valid for use only with MT&D connectors. This design is based only upon parameters shown, and is for an individual building component, not
�°
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall '
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
iwiTek°
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
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Rudy Vega
T23802OB3
508208
A42
Hag Hip
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8A30 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:01 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-4rSWjTiPXGn5gUunU4BONna_QYv_3QdQxMJZS WzKGQ4
2-4 9-0-0 15-2-1 21-43 27-8-4 33-8-s 39-10.7 46-4-0
2-4.0 6.8.0 12-1 6-2-1 6-2-1 6-2-1 6.2.1 6-59
54 =
6.00
Scale = 1:78.7
3x6 = 5x6 = 3x6 = 5x6 = 3x6 = 3x4 II
A 15 14 13 12 11 10
4x6 = 3x10 11 6x8 = 7x8 = 4x4 = 7x8 = 44 = 6x6
NOP2X STP =
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020frP12014
CSI.
TC 0.70
BC 0.72
WB 0.74
Matrix -MS
DEFL. in (loc) Vdefl L/d
Vert(LL) -0.30 13 >999 360
Vert(CT) -0.61 12-13 >859 240
Horz(CT) 0.14 10 n/a n/a
Wind(LL) 0.41 13 >999 240
PLATES GRIP
MT20 244/190
Weight: 286 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 cc purlins,
BOT CHORD 2x6 SP No.2
except end verticals, and 2-0-0 oc purlins (2-4-11 max.): 3-9.
WEBS 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 5-2-4 cc bracing.
WEBS
1 Row at micipt 4-15, 7-11, 8-10
REACTIONS. (size) 10=Mechanical, 16=0-8-0
Max Horz 16=243(LC 12)
Max Uplift 10=736(LC 12), 16=-888(LC 12)
Max Grav 10=1749(LC 1), 16=1946(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=2552/1180, 3-4=2189/1131, 4-5=3710/1823, 5-6=-4240/1996, 6-7=-3818/1760,
7-8=2467/1129
BOTCHORD 15-16=253/325, 14-15=1791/3541, 13-14=-2045/4198, 12-13=-1999/4183,
11-12=1647/3496, 10-11=1022/2136
WEBS 2-16=-1802/1224,2-15=991/2034,3-15=208/799,4-15=-1719/818,4-14=-145/638,
5-14=-682/335, 6-12=573/376, 7-12=236/670, 7-11 =1 400/724, 8-11=-402/1154,
8-10=-2595/1237
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 9-0-0, Exterior(2R)
9-0-0 to 17-5-13, Interior(1) 17-5-13 to 46-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
This item has been
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
electronically Signed and
4) Provide adequate drainage to prevent waterponding.
Sealed by Lee, Julius, PE
5) All plates are MT20 plates unless otherwise indicated.
Using a Digital Signature.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
'
Printed COpIBS Of this
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
document
Will fit between the bottom chord and any other members.
are not Considered
8) Refer to girder(s) for truss to truss connections.
Signed and Sealed and the
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb)
signature must be verified
10=736, 16=888.
10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
On any electronic copies.
Julius Lea PE No. 34869
Mliak 11SQ, Inc.FLCart8634
6904 Parke East Blvd. Tampa FL 33610
Data;
May 3,2021
-
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE, �'
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
.truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pA� 1
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 7Y1T
��'
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 ANS11rP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
ply
Rudy Vega
T23802084
508208
A43
Half Hip Girder
1
Job Reference (optional)
i IDDeas LUn1Der L ompany, valm tsay, M - 32`JUb, ".4su s Apr zu zuzi mi i eK Inaustnes, Inc. mon may 3 U6:zz:U6 zuzi rage 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-N BN9BlnouQg59Zw7P2p19GMFMMFJCdASYxVQBczKGPz
i 2-0-0 7-0-0 13-415 19-11.9 26.6.4 i 33-0-15 39.7-9 46-0-0 i
r 2-4-0 r 4-6-0 tt, 6811 6-6-11 6-6-11 6-6-11 6-8-7
Scale = 1:78.9
NAILED
_82��30
NAILED
NAILED
NAILED
NAILED
NAILED NAILED
Special
NAILED
NAILED
NAILED
NAILED
NAILED
Special
6x6 =
6.00 2x4 II
7x8 =
2x4 II
7x8 2x4 II
5x6 =
12 NAILED NAILED
NAILED NAILED
NAILED NAILED
3 191 p �4 23 ��4 25
7 5 8
�31 32 3
� 7 �, 35 R, 36 ,�_ 83 38 39
40 M
I I
`I' •I
flit•alit•i111"%�,L�ili�iliYilit-alit_ilia\%,I,�iL�ili�lt,�ilit_ilit•ilil�i�iliteit•iliti.
17 16 41 42 15 43 44 45 46 14 47 48 49 13 50 51 52 12 53 54 11 55 56 57 58 10
4x6 = 2x4 II 4x6 = NAILED 8x8 = 2x4 II NAILED 6x8 = NAILED 2x4 II 6x8 = NAILED 3x6 II
NOP2X STP= Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED
NAILED NAILED NAILED NAILED NAILED NAILED
NAILED
Plate Offsets (X,Y)- [1:Edge,0-0-81, [3:0.3-0,0-2-71, [5:0-4-0,0-4-81, [7:0-4-0,0-4-8), [13:0-4-0,Edge), [15:0-4-0,Edge)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.40
Vert(L-)
-0.35 13-14 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.93
Vert(CT)
-0.71 13-14 >744 240
BCLL 0.0
Rep Stress Incr NO
WB 0.63
Horz(CT)
0.16 10 n/a n/a
BCDL 10.0
Code FBC2020frP12014
Matrix -MS
Wind(LL)
0.60 13-14 >881 240
Weight: 551 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x6 SP No.2 `Except* TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
1-3: 2x4 SP No.2
except end verticals, and 2-0-0 oc purlins (5-2-2 max.): 3-9.
BOT CHORD 2x4 SP No.2 BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.2
REACTIONS. (size) 10=Mechanical, 17=0-8-0
Max Horz 17=184(LC 8)
Max Uplift 10=1670(LC 8), 17=-1576(LC 8)
Max Grav 10=3044(LC 36), 17=2955(LC 36)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3852/1921, 34=6819/3568, 4-5=6816/3565, 5-6=8829/4628, 6-7=-8829/4628,
7-8=-4701/2512, 8-9=-4701/2512, 9-10=2886/1645
BOT CHORD 15-16=1785/3437, 14-15=4471/8545, 13-14=-4471/8545, 12-13=393117471,
11-12=-3931/7471
WEBS 2-17=-2889/1546, 2-16=1718/3477, 3-16=-630/469, 3-15=-2036/3894, 4-15=722/612,
5-15=-1974/1027, 5-14=0/348, 5-13=220/346, 6-13=637/556, 7-13=-791/1539,
7-12=0/335, 7-11=3139/1608, 8-11=700/617, 9-11=2805/5247
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.
This item has been
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.
electronically signed and
3) Unbalanced roof live loads have been considered for this design.
Sealed by Lee, Julius, PE
4) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
using a Digital Signature.
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
Printed copies of this
5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
document are not considered
6) Provide adequate drainage to prevent water ponding.
signed and Sealed and the
7) All plates are MT20 plates unless otherwise indicated.
Signature must be verified
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
`This
On any electronic copies.
9) 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.
Julius Lee PE NO.34869
10) Refer to girder(s) for truss to truss connections.
MiTsk;US41Inc.,FL Cart6.634
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
6904 Parke East Blvd. Tampa FL 33610
10=1670, 17=1576.
Date:
12) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
May 3,2021
13) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines.
- n _... ----—...._�.—--._...._.._...._._..-- ---._...------- ---._...._........__.....-- -.... --
Contfnued-on page 2-
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MATEK REFERENCE PAGE Ml1-7473 rev. 5/192020 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 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 Ni 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 ANSIIFP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802084
508208
A43
Half Hip Girder
1
n
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:08 2021 Page 2
I D:Oj R?uvP CrTEd iM bC gUSxELyQZsg-N B N9 Btnou Qg59Zw7 P2p19 GMFM MFJCdASYxVQ BczKG Pz
NOTES-
14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 278 lb down and 251 lb up at 7-0-0, and 333 lb down and 282 lb up at
45-0-12 on top chord, and 265 lb down and 101 lb up at 7-0-0 on bottom Chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 3-9=60, 10-18=20
Concentrated Loads (lb)
Vert: 3=56(F) 16=1(F) 7=-46(F) 12=12(F) 21=46(F) 22=46(F) 23=46(F) 24=46(F) 26=46(F) 27=-46(F) 28=46(F) 29=-46(F) 30=46(F) 31=-46(F) 32=-46(F)
34=-46(F) 35=-46(F) 36=-46(F) 37=46(F) 38=81(F) 39=18(F) 40=333(F) 41=12(F) 42=12(17) 43=12(F) 44=12(F) 45=12(17) 46=12(F) 47=12(F) 48=12(F)
49=12(F) 50=12(F) 51=12(F) 52=12(F) 53=12(F) 54=12(F) 55=12(F) 56=27(1`) 57=94(17) 58=39(1`)
®WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/1912020 BEFORE USE. �'
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters. and property incorporate this design Into the overall pp�q
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iY6iTek�
i5 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 ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802085
508208
B1
HIP GIRDER
1
Job Reference (optional)
I IDDeUS LUn1Der L.ompany, ralm nay, rL - 3Z'JUo, IJAJU S Apr;du zuzi mi I eK InaustrieS, Inc. mon may J u6:zz:zi zuzl rage 1
ID:OI R?uvP CrTEd iM bCgU SxE LyQZsg-Vhf4vJxygQJ FDZQdfHY4B? P VkcgalXeNYT9c9MzKGPm
I 2-4-0 7.0-0 10-4-0 15-&0 21-0-0 26-4-0 31-8-0 35-0.0 39-8-0 42.0-0
2-43-0-0 "1 5-4.0 5-0-0 3-0 4� 2-4 0
Scale = 1:71.3
Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED
6x6 2x4 11 4x8 = 7x8 = 4x8 = 2x4 11 Special
6.00 12 NAILED NAILED NAILED NAILED 6x6 —_
3 ,�7 4 ,g8 29 N a15 X 'p 6 i` 7 V g 38 ;P 8 AP 9
r
I MINE+ r
III���ni�ai�iliPl�ip�ili�f
i4l�ili��%1111t•IIi�Oi���111
- - ..
M -I
20
2x4 II 19 41 18 42 43 4417 45 46 16 47 48 1549
3x6 = 4x4 6x8 = NAILED 5x6 = NAILED 3x8 NAILED 5x6 =
NOP2X STP = Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
L'i
50 51 14 52 13
NAILED NOP2XSTP = 4x4 =
6x8 — Special
NAILED NAILED
�J
12
NOP2X STP =
2x4 11 3x6 =
42-M
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Vdefi Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.29
Vert(LL) -0.06
17 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.34
Vert(CT) -0.12
16-17 >999 240
BCLL 0.0
Rep Stress Incr NO
WB 0.48
Horz(CT) 0.03
14 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL) 0.09
17 >999 240
Weight: 498 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 `Except*
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
3-6,6-9: 2x6 SP No.2
2-0-0 oc puriins (6-0-0 max.): 3-9.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.2
REACTIONS. (size) 20=0-8-0, 14=0-8-0, 12=0-8-0
Max Horz 20=152(LC 6)
Max Uplift 20=947(LC 8), 14=2217(LC 8), 12=-779(LC 33)
Max Grav 20=1730(LC 36), 14=3641(LC 36), 12=186(LC 7)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=2051/1013, 3-4=2579/1375, 4-5=2576/1372, 5-6=-2182/1194, 6-7=-2182/1194,
7-8=1105/2366, 8-9=1103/2367, 9-10=372/1345
BOT CHORD 18-19=-776/1859, 17-18=1371/2930, 16-17=1371/2930, 15-16=139/433,
14-15=-139/433, 13-14=1149/472
WEBS 2-20=-1656/942, 2-19=886/1833, 3-19=317/218, 3-18=-602/1173, 4-18=-468/404,
5-18=-409/219, 5-17=0/298, 5-16=868/432, 6-16=497/435, 7-16=-1075/2117,
7-15=0/294, 7-14=-3288/1674, 8-14=453/409, 9-14=1738/1195, 9-13=-448/422,
10-1 3=1 107/460, 10-12=259/693
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 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l lft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch right exposed; Lumber DOL=1.60
plate grip DOL=1.60
5) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
6) Provide adequate drainage to prevent water ponding.
7) All plates are MT20 plates unless otherwise indicated.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) ' 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.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
20=947, 14=2217, 12=779.
11) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
col,
u--._.._.........-.....-..._......---.._....._.._._.._._..._..._..._._..__...._.__.._._................................_.._.._..---.—.._.._._..._..—......._._......._..........._..._.._...................__.....__.._.__._........_._......._....— ---
Con inued on page 2
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19:2020 BEFORE USE.
Design valid for use only with 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
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Jullus Lee PE Noc34869
MiTek;ltSA, Inc. FL Gert 6,634
694 Parke East Blvd. Tampa EL33610
Dater
May 3,2021
MiTeW
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
�Rudy%fega
T23802085
508208
B1
HIP GIRDER
1
Job Reference o tional
I tbbetts Lumber Company, Palm Bay, FL - 32905. 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:22 2021 Page 2
ID:Oj R?uvPCrTEdiM bCgU SxELyQZsg-zlDS7fyabjR6rj?pD_3JjDxgUO9pU_u Wm7uAhozKG PI
NOTES-
12) "NAILED" indicates 3-10d (0.148"x3') or 3-12d (0.148"x3.25") toe -nails per NDS guidlines.
13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 278 lb down and 251 lb up at 7-0-0, and 268 lb down and 259 lb up at
35-0-0 on top chord, and 265 lb down and 101 Ib up at 7-0-0, and 250 lb down and 203 lb up at 34-11-4 on bottom chord. The design/selection of such connection
device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 3-9=60, 9-11=60, 21-24=20
Concentrated Loads (lb)
Vert: 3=56(F) 9=56(F) 19=1(F) 16=12(F) 6=-46(F) 13=1(F) 27=46(F) 28=-46(F) 30=-46(F) 31=-46(F) 32=-46(F) 33=-46(F) 34=-46(F) 35=46(F) 36=-46(F)
37=-46(F) 39=46(F) 40=-46(F) 41=12(F) 42=12(F) 43=12(F) 44=12(F) 45=12(F) 46=12(F) 47=12(F) 48=12(F) 49=12(F) 50=-12(F) 51=12(F) 52=-12(F)
---- __-----------
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED 1•AITEK REFERENCE PAGE MII.7473 rev. 51192020 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
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 Mi%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 ANSIMP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
�RudyVega
T23802086
508208
B2
HIP
1
1
Job Reference (optional)
Tibbetts Lumber Co, Palm Bay, FL Run: 8.430 s Nov 30 2020 Print: 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon May 3 16:23:52 2021 Page 1
ID:Oj R?uvPCrTEdiMbCgUSxELyQZsg-w5XMUms7jpOdCNii76obG6N SCZdCzkd_CI4PKyzKAEb
i 2-0-0 9-0-0 10-4-0 17-4-0 21.0.0 24-8-0 31-8-0 33-0-0 39-8.0 42-0-0
2-0-0 6-8-0 1-4.0 7-0-0 3-8-0 3-8-0 7-0-0 td-0 6-8_0 2.4-0
5x8 =
3x8 = 2x4 II 5x6 = 2x4 II 3x8 = 5x8 —
IU lb
4x6 = 3x10 II 6x6 = 4x8 = 5x8 =
NOP2X STP = 4x4 = 5x8 = 4x8 =
35
Scale = 1:70.2
36
NOP2X STP = NOP2X STP =
6x6 = 3x10 II 4x6 =
44 =
42-M
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Vdefi Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.68
Vert(LL)
-0.07 17 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.29
Vert(CT)
-0.15 16-17 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 1.00
Horz(CT)
0.01 14 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix -MS
Wtnd(LL)
0.10 16-17 >999 240
Weight: 275 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-3-1 oc purlins, except
BOT CHORD 2x6 SP No.2
2-0-0 oc purlins (4-2-7 max.): 3-9.
WEBS 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size) 21=1221/0-8-0, 14=2181/0-8-0, 12=-43/0-8-0
Max Horz 21=195(LC11)
Max Uplift 21=-603(LC 12), 14=1045(LC 12), 12=331(LC 10)
Max Grav 21=1222(LC 21), 14=2181(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-27=1358/650, 3-27=-1258/661, 3-4=1263/749, 4-28=1466/850, 28-29=1466/850,
5-29=1466/850, 5-6=-1466/850, 6-7=708/468, 7-30=708/468, 30-31=7081468,
8-31=708/468, 8-9=-281/909, 9-32=229/923, 10-32=243/876
BOT CHORD 20-21=143/353, 19-20=-361/1158, 18-19=460/1278, 17-18=460/1278, 16-17=-382/1135,
15-16=865/560, 14-15=-865/560, 13-14=779/357
WEBS 2-21 =1 124/935, 4-19=-548/380, 4-17=-104/280, 5-17=370/341, 6-17=263/526,
7-16=365/337, 8-16=-852/1861, 8-14=14121796, 10-12=91/361, 6-16=-677/362,
3-19=341/638, 9-13=-706/165, 9-14=-639/985, 2-20=54311007, 10-13=768/483
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat.
It; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 9-0-0, Exterior(2R) 9-0-0 to
17-4-0, Interior(1) 17-4-0 to 33-0-0, Exterior(2R) 33-0-0 to 41-5-13, Interior(1) 41-5-13 to 42-0-0 zone; cantilever left and right exposed
; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to
the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
21=603, 14=1045, 12=331.
9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No U869
MiTek USA; Inc. FL Cen 6634
6964 Parke Eaet @ivd. Tampa FL 33610
Dater
May 3,2021
MiTek`
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802087
508208
B3
HIP
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905. 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:28 2021 Page 1
ID:OIR?uvPCrTEdiMbCgUSxELyQZsg-nlajOil LAZBGZeSzZFAjzUBZjQ4?ubsP92LUuSzKGPf
2-4-0 10-4-0 1 - 17-4-0 21-0-0 24-8.0 31-0-0 3 -8 39-8-0 42-0-0
2-4-0 8-0-0 8- 6-4-0 3-8-0 3-8-0 6-0-0 W. 8-0-0 2-4-0
5x6 =
2x4 11 5x6 = 2x4 11
Sx6 =
NOP2X STP = 6x8 — 5x8 — 5x8 — NOP2X STP =
6x8 =
Scale = 1:69A
NOP2XSTP =
42-M
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CSI.
TC 0.82
BC 0.93
WB 0.84
Matrix -MS
DEFL. in (loc) Udefl Ud
Vert(LL) 0.40 12-13 >242 240
Vert(CT) -0.23 15-16 >999 240
Horz(CT) 0.02 12 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 245 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied
or 3-7-10 cc purlins,
BOT CHORD 2x4 SP No.2 except
WEBS 2x4 SP No.2 2-0-0 cc purlins (4-5-13 max.): 4-8.
BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing.
REACTIONS. (size) 19=0-8-0, 13=0-8-0, 12=0-8-0
Max Horz 19=240(LC 10)
Max Uplift 19=611(LC 12), 13=982(LC 12), 12=261(LC 13)
Max Grav 19=1429(LC 17), 13=2146(LC 2), 12=153(LC 22)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1605/687, 3-4=1728/1002, 4-5=1419/777, 5-6=1419/777, 6-7=758/476,
7-8=758/476, 8-9=181712, 9-10=208/840, 10-11=71/377
BOT CHORD 18-1 9=-1 94/425, 16-18=344/1383, 15-16=-303/1193, 13-15=-564/377, 12-13=338/89,
11-12=-338/89
WEBS 2-19=-1229/951,2-18=543/1114,3-18=-696/727,4-18=-557/803,4-16=-126/286,
5-16=-360/347, 6-15=679/357, 7-15=366/350, 8-15=668/1750, 8-13=1496/295,
9-13=-790/812, 10-13=708/711, 10-12=185/311, 6-16=244/553
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 8=97ft; L=97ft; eave=11ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 11-0-0, Exterior(2R)
11-0-0 to 19-5-13, Interior(1) 19-5-13 to 31-0-0, Exterior(2R) 31-0-0 to 39-8-0, Interior(1) 39-8-0 to 42-0-0 zone; cantilever left and
right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
This item has been
DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
electronically signed and
to the use of this truss component.
sealed by Lee, Julius, PE
4) Provide adequate drainage to prevent water ponding.
using a Digital Signature.
5) All plates are MT20 plates unless otherwise indicated.
Printed copies of this
P
6) All plates are 3x6 MT20 unless otherwise indicated.
7) This truss has been designed for a 10.0 psf bottom chord live load nonrwncurrent with any other live loads.
document are not Considered
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
signed and sealed and the
will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
Signature must be Verified
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Gt=lb)
on any copies.
electronic E?S.
19=611, 13=982, 12=261,
10) Graphical pudin representation does not depictthe size or the orientation of the purlin along the top and/or bottom chord.
Julius'LesPE No.34869
MifektlSA, Inc. FL Cart 6634
6604 Parke East Blvd. Tampa FL33610
Date:
May 3,2021
-- — -- ...... _....... _.....
-- ---
--
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 5/19,2020 BEFORE USE. �'
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �1iTek°
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 ANS11rPli Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Ply
Rudy Vega
�Qty
T23802088
508208
B4
Hip
1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8'430 s Apr 20 2021 Mi rek Industries, Inc. Mon May 3 08:22:29 2021 Page 1
ID:OIR?uvPCrTEdiMbCgUSxELyQZsg-GE86b21zxtJ7Bo197yhyWhkjggS2d3dYNi51 RuzKGPe
2-4-0 10-0-0 13-0-0 21-0-0 29-0-0 31-&0 39-8-0 42-0-0
2-4-0 6-0-0 2-8-0 6-0-0 8-0-0 2-6-0 &0-0 2�-0
5x6 =
2x4 II 5x6 =
3x6 = 3x6 11 6x6 = 5x8 =
NOP2X STP =
Sx8 =
5x8 = NOP2X STP =
6x6 =
Scale = 1:71.3
NOP2X STP =
3x6 11 3x6 =
42-0-0
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-D-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/1`1312014
CSI.
TC 0.87
BC 0.75
WB 0.80
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) Vdefl Ud
-0.14 13-14 >999 360
-0.26 13-14 >999 240
0.03 10 n/a n/a
0.08 13-14 >999 240
PLATES GRIP
MT20 244/190
Weight: 245 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 3-4-8 cc purlins, except
BOT CHORD 2x4 SP No.2
2-D-0 oc purlins (4-1-0 max.): 4-6.
WEBS 2x4 SP No.2 BOT CHORD
Rigid ceiling directly applied or 6-0-0 cc bracing.
WEBS
1 Row at midpt 4-13, 6-13
REACTIONS. (size) 16=0-8-0, 11=0-8-0, 10=0-8-0
Max Harz 16=283(LC 10)
Max Uplift 16=638(LC 12). 11=711(LC 12). 10=136(LC 12)
Max Grav 16=1536(LC 17), 11=1987(LC 18), 10=387(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1773r751, 3-4=15971830, 4-5=12821752, 5-6=12821752, 6-7=-416/307,
7-8=-146/468
BOT CHORD 1-16=-43/260, 15-16=231/479, 14-15=482/1657, 13-14=-349/1470, 12-13=0/303,
11-12=-313/326
WEBS 2-16=-1332/984, 2-15=561/1225, 3-14=-410/293, 4-14=-209/589, 5-13=-560/501.
6-13=-613/1385, 6-12=963/467, 7-12=-457/1314, 7-11=1710/913, 8-11=-512/290,
B-10=-257/504
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 13-0-0, Exterior(2R)
13-0-0 to 21-5-13, Interior(1) 21-5-13 to 29-0-0, Exterior(21R) 29-0-0 to 37-5-13, Interior(1) 37-5-13 to 42-0-0 zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
This item has been
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
electronically signed and
4) Provide adequate drainage to prevent waterponding.
Sealed by Lee, Julius, PE
5) All plates are MT20 plates unless otherwise indicated.
using a Digital Signature.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
'
Printed COPI2S Of this
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.
document are not Considered
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb)
signed and sealed and the
16=638, 11=711, 10=136.
signature must be verified
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
On any electronic copies.
Julius Lea PE No.3I.4869
fAiTek:USA,inc. FL Cart 6634
6904 P.arkeEast Blvd, Tampa FL 93610
Date:
May 3,2021
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/192020 BEFORE USE.
Design valid for use only with 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 T
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iwiTek'
is always required for stability and to prevent collapse wdh possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11FP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Rudy Vega
T23802089
508208
B5
HIP
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905. 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:31 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-CcGsOk3ETUZgQ5BYFNjQb6p62e7r5zDrrOaBVnzKGPc
i 2-4-0 104-0 15-0.0 21-0-0 27.0-0 31-8-0 39-8-0 i 42-0-0
2.40 8-0-0 4.8-0 6.0-0 6-0-0 4-8.0 8.0.0 2-4-0
Scale = 1:72.6
6.00 12
5X6 = 2x4 II 5x6 =
n
d
4
I6
16 15 14 �a 13 au 12 11 J1 3Z 10
NOP2X STP = 6x6 — 5x6 — 3x8 — 5x6 — NOP2X STP = NOP2X STP =
3x6 = 3x6 11 6x6 = 3x6 II 3x6 =
42-M
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CSI.
TC 0.69
BC 0.79
WB 0.80
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in (too) Udefl L/d
0.33 10-11 >292 240
-0.20 15-16 >999 240
0.03 10 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 251 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 3-2-14 cc purlins,
BOT CHORD 2x4 SP No.2
except
WEBS 2x4 SP No.2
2-0-0 cc purlins (5-3-10 max.): 4-6.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 cc bracing.
WEBS
1 Row at midpt 4-13
REACTIONS. (size) 16=0-8-0, 11=0-8-0, 10=0-8-0
Max Horz 16=326(LC 10)
Max Uplift 16=642(LC 12), 11=-848(LC 12), 10=304(LC 12)
Max Grav 16=1548(LC 17), 11=1890(LC 2). 10=386(LC 22)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-17951774, 3-4=1487/803, 4-5=11071726, 5-6=1107/726, 6.7=-663/426,
7-8=33/470, 8-9=98/292
BOT CHORD 1-16=-45/260, 15-16=276/524, 14-15=51 Ill 707,13-14=-305/1363. 12-13=0/571,
11-12=-270/212, 10-11=266/123, 9-10=266/123
WEBS 2-16=-13471988, 2-15=595/1234, 3-14=509/316, 4-14=188/596, 5-13=-422/396,
6-13=-475/1034, 6-12=770/398, 7-12=277/1284, 7-11 =-I 694/781, 8-11=-404/469,
8-1 0=-322/1 90
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 15-0-0, Exterior(2R)
15-0-0 to 23-5-13, Interior(1) 23-5-13 to 27-0-0, Exterior(2R) 27-0-0 to 35-5-13, Interior(1) 35-5-13 to 42-0-0 zone; cantilever left and
This item has been
right exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
electronically signed and
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
sealed by Lee, Julius, PE
to the use of this truss component.
Using a Digital Signature.
4) Provide adequate drainage to prevent water ponding.
Flirted COPIES Of this
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
document are not considered
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
signed and sealed and the
Will fit between the bottom chord and any other members, with BCDL = I O.Opsf.
signature must be verified
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (it=lb)
on an electronic
y copies.
16=642, 11=848, 10=304.
9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Julius Lee PE No. U869
mrrek,USA 1nC; FL Cart 8634
6904 Parke East Blvd, Tampa FIL M10
Date:
May 3,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/192020 BEFORE USE.
Design valid for use only with 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� �q
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IV6il l�r �'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ka
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11]"P/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
city
Ply
Rudy Vega
T23802090
508208
B6
HIP
1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:32 2021 Page 1
ID:OjR7uvPCrTEdiMbCgUSxELyQZsg-gpgED44sEchh2Fmko5Ff7KMG52SMgQh_4gJi1 DzKGPb
2-0-0 10-4-0 17-0-0 21.0.0 250-0 31-8-0 39.8.0 42-0.0
2-4-0 6-0-0 6.8-0 4-0.0 4-0-0 6.8-0 B-0-0 2-4-0
5x6 =
6.00 F12 3x4 = 5X —
4 5 6
Scale = 1:73.0
n
d
ob
n
Ib
NOP2X STP = 6x6V— 3x8 MT20HS =
3x10 —_ NOP2X STP =
NOP2X STP =
3x6 = 3x6 I I 3x10 =
3x8 MT20HS = 6x6 =
3x6 11 3x6 =
42-M
2-0-0 2r3,0 10-0-0 17-M
A10
25-0-0
31-8-0 39-B-0
40r0-0 i
2 0-4-0 6-8-0
8-0-0
6-8-0 9-0-0
0 o 2-0-0
Plate Offsets (X,Y)— [3:0-3-0,Edge] [4:0-3-0 0-2-0], [6:0-3.0 0-2-0], [7:0-3-0 Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Vdefl Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.73
Vert(LL)
-0.21 13-14 >999 360
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.84
Vert(CT)
-0.34 13-14 >999 240
MT20HS
1871143
BCLL 0.0
Rep Stress Incr YES
WB 0.78
Horz(CT)
0.03 10 n/a n/a
BCDL 10.0
Code FBC2020/rP12014
Matrix -MS
Wind(LL)
0.35 10-11 >275 240
Weight: 248 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 3-5-5 oc purlins, except
BOT CHORD 2x4 SP No.2
2-0-0 oc purlins (5-5-14 max.): 4-6.
WEBS 2x4 SP No.2
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
1 Row at midpt 3-14, 5-13, 6-13
REACTIONS. (size) 17=0-8-0, 11=0-8-0, 10=0-8-0
Max Horz 17=370(LC 10)
Max Uplift 17=641(1_13 12), 11=-853(LC 12). 10=300(LC 12)
Max Grav 17=1539(LC 17), 11=1877(LC 2), 10=390(LC 22)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1789/782, 34=13291747, 4-5=11301750, 5-6=699/543, 6-7=844/517,
7-8=-06/478, 8-9=89/276
BOT CHORD 16-17=-322/550, 14-16=528/1739, 13-14=185/1040, 11-13=-276/214
WEBS 2-17=-1332/976, 2-16=646/1243, 3-14=627/368, 4-14=-72/305, 5-13=-704/383,
7-13=300/1307, 7-11 =1 665/859, 8-11=376/475, 8-10=-316/165, 5-14=-132/480
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ff; L=97ft; eave=l ift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 17-0-0, Exterior(2E)
17-0-0 to 25-0-0, Exterior(2R) 25-0-0 to 33-5-13, Interior(1) 33-5-13 to 42-0-0 zone; cantilever left and right exposed ; porch right
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
This item has been
5) All plates are MT20 plates unless otherwise indicated.
electronically Signed and
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
sealed by Lee, Julius, PE
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
using a Digital Signature.
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
Printed copies of this
p
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Gt=lb)
17=641, 11=853,10=300.
document are not considered
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Signed and Sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34669
MiTokUSA, Inc. FL Cart 6634'
6904 Parke East Blvd, Tampa FL3361,0
Date:
May 3,2021
® WARNING -Verify design parameters and RFAO NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE.
--
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters 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
q
NIITek•
is always required. for stability and to.prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802091
508208
B7
HIP
1
1
Job Reference o tional
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:34 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-cBy_em56mPyPHZw7wWH7CIRder7slMLHX oo66zKGPZ
2-4-0 10-4-0 i
2.4-D 14.48-00 19-0-0 23-00 27-4-00 -4-0 39-8-0 2.-0 -0
4-4 34 I4248-0-0 4-4-0 4-0-0 -4-8-0-0
5x6 =
6.00 12
5x6 =
18 it 16 Zr Zo 15 za 14 su st 13 1Z az 11
Scale = 1:77.3
NOP2X STP
=
4x8 =
5x8 = Sx8 =
NOP2X STP =
NOP2X STP =
3x6 = 3x6 II
3x6 =
6x8 =
2x4 11 3x6 =
3x6 =
42-M
i 2-0-0 2A-0
104-0
19-0-0
23-0-0
31-8-0
39-8-0 40rg0
2-0-0 0-0-0
8-0-0
8-e-0
40-0
8-8-0
8-0-0 0 2-M
Plate Offsets (X,Y)— [3:0-3-0,0-3-0], [5:0-3-0,0-2-0], [6:0-3-0,0-2-0] [8:0-3-0 0-3-0], [14:0-2-12 0-3-4] [15:0-2-12,0-3-4]
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.66
Vert(LL)
-0.23 15-16
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.90
Vert(CT)
-0.39 15-16
>909
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.64
Horz(CT)
0.03 11
n/a
n/a
BCDL 10.0
Code FBC20201TPI2014
Matrix -MS
Wind(ILL)
0.38 11-13
>256
240
Weight: 264 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2 BOT CHORD
WEBS
REACTIONS. (size) 18=0-8-0, 13=0-8-0, 11=0-8-0
Max Horz 18=413(1_13 10)
Max Uplift 18=632(LC 12), 13=-886(LC 12), 11=279(LC 12)
Max Grav 18=1559(LC 17), 13=1967(LC 2), 11=387(LC 22)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1844/720, 3-4=1870/917, 4-5=1120/687, 5-6=752/576, 6-7=-879/576, 7-8=0/482,
8-9=100/479, 9-10=-60/314
BOT CHORD 16-18=-376/592, 15-16=325/1440, 14-15=-113/1109, 13-14=0/472, 11-13=276/97,
10-11=276/97
WEBS 2-18=-1405/954, 2-16=566/1312, 3-16=-482/428, 4-16=-262/731, 4-15=-656/419,
5-15=-326/821, 5-14=641/281, 7-14=80/770, 7-13=1572/506, 8-13=-496/448,
9-13=-392/551, 9-11=331/127
Structural wood sheathing directly applied or 3-3-2 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 5-6.
Rigid ceiling directly applied or 2-2-7 oc bracing.
1 Row at midpt 4-15, 5-14, 6-14, 7-13
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 19-0-0, Exterior(2E)
19-0-0 to 23-0-0, Exterior(2R) 23-0-0 to 31-8-13, Interior(1) 31-8-13 to 42-0-0 zone; cantilever left and right exposed ; porch right
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = I O.Opsf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb)
18=632,13=886,11=279.
9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19.12020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rpli Quality Criteria, DSB-89 and SCSI Building Component
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Juliu§ Lee PE No34s69
'MiTgk USA, Inc. FL d0A 6634
6§64 Paake Easf Bivd:.Tampa FL33610
Date:
May 3,2021
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
QtyT
y
Rudy Vega
T23802092
508208
B8
COMMON
4
1
Job Reference (optional)
I IDDelrs LUmoer Company, ralm tray, t-L - 32`JUb, UAJU S Apr zu zu21 MI I eK InrdusVles, Inc. Mon May 3 U6:22:3b 2U21 rage 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-4NVNs56kXj4GvjVJUDoMly_nhFT01 nPRmeYMeYzKGPY
i 2-44 10-4-0 17-0.0 - 21-0-0 25-0-0 31•B-0 i 39-8-0 42-0-0
2-4-0 8-0-0 6-8-0 4-0-0 4-0-0 6-8-0 8-0-0 2-0 0
5x6 =
6.00 12 5
Scale = 1:81.0
n
I�
17 16 10 14 L° Z9 13 12 11 3u 10
NOP2X STP = 6x6 = 3x6 = 4x8 = NOP2X STP = NOP2X STP =
3x6 = 3x6 11 4x8 = 3x6 = 6x6 = 3x6 11 3x6 =
42-0-0
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code .FBC2020rTP12014
CSI.
TC 0.71
BC 0.84
WB 0.78
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) Ildefl Ud
-0.20 13-14 >999 360
-0.31 13-14 >999 240
0.03 11 n/a n/a
0.35 10-11 >274 240
PLATES GRIP
MT20 244/190
Weight: 255 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-4-10 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.2
WEBS
1 Row at midpt 5-13, 6-13, 5-14, 4-14, 3-14
REACTIONS. (size) 11=0-8-0, 10=0-8-0, 17=0-8-0
Max Horz 17=456(LC 10)
Max Uplift 11=873(LC 12), 10=-285(LC 12), 17=637(LC 12)
Max Grav 11=1880(LC 2), 10=402(LC 22), 17=1535(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1782/728, 3-4=1316/714, 4-5=1345/907, 5-6=872/699, 6-7=-845/515,
7-8=-87/457, 8-9=90/281
BOT CHORD 16-17=-408/637, 14-16=476/1796, 13-14=-39/907, 11-13=-282/225
WEBS 5-13=-367/202, 6-13=390/441, 7-13=328/1325, 7-11 =-1 669/827, 8-11=-400/490,
8-10=-307/152, 5-14=596/1150, 4-14=-393/445, 3-14=-617/302, 2-16=-575/1244,
2-17=1334/976
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 21-0-0, Exterior(2R)
21-0-0 to 27-0-0, Interior(1) 27-0-0 to 42-0-0 zone; cantilever left and right exposed ; porch right exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
This item has been
to the use of this truss component.
4) All plates are MT20 plates unless otherwise indicated.
electronically signed and
5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
sealed by Lee, Julius, PE
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
using a Digital Signature.
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
Printed copies of this
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
11=873, 10=285, 17=63i.
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No; U868
MiTek USA, I= FLAert 86M
6204 Parke East B{vd. Tampa FL 33610
Data;
May 3,2021
------... _.............. ....... -
WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. �"
Design valid for use only with 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 iV l
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �piTak'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPll Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802093
508208
B9
Common
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:37 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-lmd7Gn8?2KK 80ehbeggqN36q3CoVh2jDylTjQzKGPW
L2-4.0 r 10-4-0 17-0-0 21-0-0 25-0-0 31-8-0 39-8-0 40j0-0
2A-0 8-0-0 6-8-0 4-0-0 4-0-0 6-&0 8-0-0 0.440
a
5x6 =
16 15 14 13 24 2b 12 11 10 9
N0P2X STP = 4x4 = 4x8 =
3x6 = 3x6 11 3x6 =
3x8 11
3x6 = NOP2X STP =
3x10 = 6x6 =
NOP2X STP =
3x4 11
I4
Scale = 1:82.9
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CSI.
TC 0.80
BC 0.69
WB 0.77
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) Vdefl Ud
-0.20 12-13 >999 360
-0.32 12-13 >999 240
0.03 9 n/a n/a
0.07 13-15 >999 240
PLATES GRIP
MT20 244/190
Weight: 250 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-4-13 oc puffins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x4 SP No.2 *Except*
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
8-9: 2x6 SP No.2
WEBS
1 Row at midpt 5-12, 6-12, 5-13, 4-13, 3-13
WEDGE
Left: 2x4 SP SS
REACTIONS. (size) 9=0-8-0, 10=0-8-0, 16=0-8-0
Max Harz 16=435(LC 10)
Max Uplift 9=-45(LC 8), 10=-744(LC 12), 16=633(LC 12)
Max Grav 9=208(LC 18), 10=1991(LC 18), 16=1541(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1791/731, 3-4=1327/712, 4-5=1356/907, 5-6=872/708, 6-7=-855/534,
7-8=157/401
BOT CHORD 15-16=-379/623, 13-15=542/1788, 12-13=-108/900, 9-10=-156/271
WEBS 5-12=363/191, 6-12=377/432, 7-12=409/1269, 7-1 0=-1 649/943, 8-10=522/378,
5-13=-579/1154, 4-13=393/445, 3-13=613/304, 2-15=-580/1242, 2-16=-1360/1054
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0.0, Interior(1) 6-0-0 to 21-0-0, Exterior(2R)
21-0-0 to 27-0-0, Interior(1) 27-0-0 to 39-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
This item has been
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live lead shown covers rain loading requirements specific
electronically signed and
to the use of this truss component.
sealed by Lee, Julius, PE
4) All plates are MT20 plates unless otherwise indicated.
using a Digital Signature.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
'
Printed COpIBS Of this
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.
document are not considered
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 9 except Gt=lb)
signed and sealed and the
10=744, 16=633.
signature must be verified
on any electronic copies.
Julius Leo PE'No,=69
MiTek_USA,"Inc.,FL,Gert ox
6904 Parke East Blvd. Tampa FL33610
Data.
May 3,2021
®WARNING -Verify design parameters and REED NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 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 AI '�/�ek°
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 ,ye�`�
fabdeation, storage, delivery. erection and bracing of trusses and truss systems, see ANSI1rP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Rudy Vega
T23802094
508208
B10
Common
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:23 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-R4ngK?zCL1 ZzTta?niaYGQUjMPQXDMag?nejDEzKGPk
2-0-0 , 10-0.0 17-0-0 21-0-0 250-0 31-6-0 39-6-0 40r0-0
2-4-0 8-0-0 6-8-0 � 4.0.0 6-8-0 l9M 04-0
5x6 =
I¢
16 15 14 13 24 2b 12 11 10 9
NOP2X STP = 4x4 = 48 = 3x6 = NOP2X STP = 3x4 11
3x6 = 3x6 11 3x6 = 3x10 = 6x6 =
3x8 11
Scale = 1:82.9
2-0-02yir0 10-0-0 17-0-0 21-0-o
i 25-0-0
31-a-0 31-9r12 39-6-0 40rq-0
2-0-00�-0 8-011 6-8-0 4-.
4-0-0
61 0-i-12 7-10�
Plate Offsets (X,Y)— [1:0-0-8,Edge] fl:Edge,0-0-01, [3:0-3-0,0-3-0] [7:0-3-0 Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.80
Vert(LL)
-0.20 12-13 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.69
Vert(CT)
-0.32 12-13 >999 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.77
Horz(CT)
0.03 9 n/a n/a
BCDL 10.0
Code FBC2020lrP12014
Matrix -MS
Wind(LL)
0.07 13-15 >999 240
Weight: 250 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 3.4-13 oc purlins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x4 SP No.2 *Except*
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
8-9: 2x6 SP No.2
WEBS
1 Row at midpt 5-12. 6-12. 5-13, 4-13, 3-13
WEDGE
Left: 2x4 SP SS
REACTIONS. (size) 9=Mechanical, 10=0-8-0, 16=0-8-0
Max Harz 16=435(1_C 10)
Max Uplift 9=45(LC 8). 10=744(1_C 12), 16=633(LC 12)
Max Grav 9=208(LC 18), 10=1991(LC 18). 16=1541(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-17911731, 3-4=1327/712, 4-5=13561907. 5-6=872/708, 6-7=855/534,
7-8=-1571401
BOT CHORD 15-16=-379/623, 13-15=542/1788, 12-13=-108/900, 9-1 0=-1 56/271
WEBS 5-12=-363/191, 6-12=377/432, 7-12=409/1269, 7-10=1649/943. 8-10=522/378,
5-13=-579/1154, 4-13=393/445, 3.13=613/304, 2-15=580/1242, 2-16=-1360/1054
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15111; B=97ft; L=97ft; eave=l ift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 21-0-0, Exterior(2R)
21-0-0 to 27-M, Interior(1) 27-0-0 to 39-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
This item has been
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
electronically signed and
to the use of this truss component.
Sealed by Lee, Julius, PE
4) All plates are MT20 plates unless otherwise indicated.
using a Digital Signature.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
'
Flirted COPI2S Of this
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
document
will fit between the bottom chord and any other members, with BCDL = IO.Opsf.
are not Considered
7) Refer to girder(s) for truss to truss connections.
Signed and sealed and the
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except (jt=lb)
signature must be verified
10=744, 16=633.
on any electronic copies.
Julius Lea PE Nd. 34669
MiTekUSA,Inc: FL Cart 6634'
6904 Patio East Blvd. Tampa FL33610
Data:
May 3,2021
A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. !'
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall T
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW
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?Plf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802095
508208
B11
Common Girder
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, BA30 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:22:25 2021 Page 1
ID:Oj R?uvPCrTEdiMbCgUSxELyQZsg-NSvblh_TtephiAkOu7dOLrZ8MD3ohlhyS57g17zKGPi
i 5-0-0 10.0-0 14-4-0 18-B 0 25-4-0
' S.0-0 ' 5-0-0 4-4-0 4-4-0 68-0
4x4 =
NOP2XSTP =JUS24 7x8 = JUS24 7x8 = THD268x8 = THD26 7x8 = THD26 NOP2XSTP =
3x8 II JUS24 THD26 THD26 THD26 THD26 Bx12 MT20HS II
JUS24 THD26
Scale = 1:68.7
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC20201TP12014
CSI.
TIC 0.51
BC 0.83
WB 0.67
Matrix -MS
DEFL. in
Vert(LL) -0.11
Vert(CT) -0.21
Horz(CT) 0.03
Wind(LL) 0.13
(loc) Udefl Ud
7-8 >999 360
7-8 >999 240
7 n/a n/a
7-8 >999 240
PLATES
MT20
MT20HS
Weight: 448 lb
GRIP
244/190
187/143
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-3-12 cc purlins,
BOT CHORD 2x6 SP No.2 `Except'
except end verticals.
7-10: 2x6 SP No.i
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
WEBS 2x4 SP No.2 *Except*
1-12,6-7: 2x6 SP No.2
REACTIONS. (size) 12=0-8-0, 7=0-8-0
Max Horz 12=275(LC 6)
Max Uplift 12=2438(LC 8), 7=2655(LC 8)
Max Grav 12=5718(LC 2), 7=6488(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-4660/1977, 2-3=5361/2332, 3-4=-4476/2046, 4-5=-4481/2054, 5-6=4677/1973,
1-12=-5066/2162, 6-7=5361/2283
BOT CHORD 11-12=-297/342, 10-11=1797/4138, 9-10=-1959/4716, 8-9=-1671/4117
WEBS 2-11=-1305/604,2-10= 431/983, 3-10=662/1642,3-9=-1668/803,4-9=-1662/3754,
5-9=457/250, 5-8=369/442, 1-11=2025/4947, 6-8=2043/5057
NOTES-
1) 2-ply truss to be connected together with 10d (0.131 "xY) nails as follows:
Top chords connected as follows: 2x4 -1 row at G-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 cc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at G-9-0 cc.
Webs connected as follows: 2x4 -1 row at G-9-0 cc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
This item has been
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.
electronically Signed and
4) Wnd: ASCE 7-16; VuK=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
sealed by Lee, Julius, PE
Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever leftand right exposed; Lumber DOL=1.60 plate grip DOL=1.60
using a Digital Signature.
5) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
Printed copies of this
P
to the use of this truss component.
6) All plates are MT20 plates unless otherwise indicated.
document are not Considered
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
signed and Sealed and the
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
signature must be verified
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
On any electronic COPIeS.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0=1b)
12=2438, 7=2655.
Julius Lee PE N6.34869
10) Use USP JUS24 (With 4-1 Old nails into Girder & 2-1 Od nails into Truss) or equivalent spaced at 2-0-0 cc max. starting at 1-0-12
Well USk lne. Fl-Cert 6634
from the left end to 7-0-12 to connect truss(es) to back face of bottom chord.
6904 Parke,East Blvd. Tampa FL 336io
11) Use USP THD26 (With 18-16d nails into Girder & 12-1Od x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 cc max. starting at
Dater
9-0-12 from the left end to 11-0-12 to connect truss(es) to back face of bottom chord.
May 3,2021
Con tinuetl on page 2
A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE.
Design valid for use only with 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
MOW
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 ANS11rPl1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Tress Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802095
508208
B11
Common Girder
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8,430 s Apr 20 2U21 MITek Industries, Inc. Mon May 3 uti:zz:Zb 2U21 Naga z
I D:OI R?uvP CrTEdiMbCgU SxELyQZsg-NSvblh_Tteph iAkO u7dOLrZ8M D3ohlhyS57g 17zKGPi
NOTES-
12) Use USP THD26 nth 18-16d nails into Girder & 12-1 Od x 1-1/2 nails into Truss) or equivalent spaced at 4-0-0 oc max. starting at 13-G-12 from the left end to 23-0-12 to
connect truss(es) to back face of bottom chord.
13) Use USP THD26 (With 18-16d nails into Girder & 12-1 Od x 1-1/2 nails into Truss) or equivalent at 15-0-12 from the left end to connect truss(es) to back face of bottom
chord, skewed 0.0 deg.to the left, sloping 0.0 deg, down.
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: 1-4=-60, 4-6=60, 7-12=20
Concentrated Loads (Ib)
Vert: 11=575(B) 13=590(B) 14=-573(B) 15=-588(B) 16=854(B) 17=858(B) 19=-848(B) 20=-839(B) 22=841(B) 23=-875(B) 24=-923(B) 25=1004(B)
® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119)2020 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
WeW
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabdca0on, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPl1 quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802096
508208
C1
ROOF SPECIAL
1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:22:38 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-VyBVU78dpeSrmADu9LL3NbcLJSXmE7DtScmOFtzKGPV
i 2-4-0 8-7-0 ,9-6-0 14-2-0 i 20-0-5 254115 31-11-0
2-4-0 6-3-0 8-11-b 4-8-0 5-10-5 5-8-9 6-2-1
�— F.—,;--
4x6 =
444 = 2x4 II
5x6 =
3x4 =
Scale = 1:55.0
2x4 11
In
N
C
13 12 — 11 9
3x4 = NOP2X STP =
2x4 11
5x8 = NOP2X STP =
6x8 =
5x6 =
3x6 =
LOADING (psf)
TCLL ' 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CSI.
TC 0.56
BC 0.71
WB 0.84
Matrix -MS
DEFL. in (loc) Vdefl Ud
Vert(LL) -0.13 9-10 >999 360
Vert(CT) -0.26 9-10 >821 240
Horz(CT) 0.02 9 n/a n/a
Wind(LL) 0.13 12-13 >999 240
PLATES GRIP
MT20 244/190
Weight: 175 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-8.
WEBS 2x4 SP No.2 *Except*
BOT CHORD
Rigid ceiling directly applied or 7-1-11 oc bracing.
8-9: 2x6 SP No.2
REACTIONS. (size) 9=Mechanical, 13=0-8-0, 11=0-8-0
Max Horz 13=206(LC 12)
Max Uplift 9=249(LC 9), 13=-506(LC 12). 11=848(LC 12)
Max Grav 9=609(LC 22), 13=551(LC 21), 11=1390(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=256/623, 3-4=126/660, 4-5=278/354, 5-6=278/354, 6-7=597/190
BOT CHORD 12-13=-400/136, 11-12=540/97, 10-11=200/454, 9-10=-281/599
WEBS 2-13=-460/660, 2-12=3031124. 3-12=263/6, 4-12=423/232, 4-11=-561/1068,
5-11=-348/279, 6-11=963/512, 6-10=31/328, 7-9=670/318
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 8-7-0, Exterior(2E)
B-7-0 to 9-6-0, Interior(1) 9-6-0 to 31-8-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
This item has been
5) All plates are MT20 plates unless otherwise indicated.
electronically Signed and
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
sealed by Lee, Julius, PE
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
using a Digital Signature.
Will fit between the bottom chord and any other members.
Flirted copies of this
p
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)
document are not considered
9=249, 13=506,11=848.
signed and sealed and the
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
signature must be verified
on any electronic copies.
Julius Lee PE No.'U869
Miiek_USA; Inc: FL Cert 6.634
8904 Parke East Blvd. Tampa #L33610
Date:
May 3,2021
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119,2020 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. Beforeuse, the building designer must verify the applicability of design parametersand properly Incorporate this design into the overall pp A� Tek�
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 iYl� l
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802097
508208
C2
HALF HIP
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905. 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:03 2021 Page 1
I D:Oj R?uvPC rTEdiM bC qU SxE LyQZsg-G mCykgS lxKbI GOeh75lwus8b DC5wbXgYC?KrewzKGP6
2-4-0 9-8-0 14-2-0 16-2-8 23-4-0 30-5-8 ,31-11-0,
2-4-0 7-4-0 4 6-0 2-0-8 7-1-8 7-1-8 1-5-8
d
3x4 = NOP2X STP =
2x4 II
LOADING (psf)
TCLL 20.0
TCDL 10,1)
BCLL 0.0
BCDL 10.0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2
5x6 =
5x6 =
SPACING-
2-0-0
Plate Grip DOL
1.25
Lumber DOL
1.25
Rep Stress Incr
YES
Code FBC2020/TPI2014
3x4 = 2z4 II
NOP2X STP =
6x8 = 2x4 11
5x8 =
Scale = 1:54.9
5x12 =
2x4 II
3x4 =
3x4 =
2x4 II
CSI.
DEFL.
in (loc) Vdefl L/d
PLATES GRIP
TC 0.64
Vert(LL)
0.2218-19 >651 240
MT20 244/190
BC 0.63
Vert(CT) -0.13 12-13 >999 240
WB 0.51
Horz(CT)
0.03 9 n/a n/a
Matrix -MS
Weight: 199 lb FT = 20%
BRACING-
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 cc purlins,
except end verticals, and 2-0-0 cc purlins (6-0-0 max.): 3-8.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 cc bracing. Except:
10-0-0 cc bracing: 14-16, 10-12
WEBS
1 Row at midpt 6-14, 6-12
REACTIONS. (size) 9=Mechanical, 19=0-8-0, 17=0-8-0
Max Horz 19=260(LC 12)
Max Uplift 9=240(LC 9), 19=-482(LC 12), 17=872(LC 12)
Max Grav 9=593(LC 22), 19=493(LC 1), 17=1478(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-127/457, 3-4=221/429, 8-9=568/257
BOT CHORD 18-19=-532/203, 17-18=-487/12, 5-14=-317/283, 13-14=-274/632, 12-13=-274/632,
7-12=389/391
WEBS 2-19=-441/533, 3-18=644/263, 3-17=-653/1044, 4-17=-724/358, 14-17=-467/266,
4-14=-258/635, 6-14=850/416, 6-13=0/327, 6-12=-457/182, 8-12=-392/706
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 9-8-0, Exterior(2R)
9-8-0 to 18-1-13, Interior(1) 18-1-13 to 31-9-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with. any other live loads.
7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 240 lb uplift at joint 9, 482 lb uplift at
joint 19 and 872 lb uplift at joint 17.
10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
I9
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No; 34868
MiTek USA, Inc. fL Ceft 034
6984 Parke East Blvd. Tampa. FL 33510
Date:
May 3,2021
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5119,2020 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 t�� /�pp g ipli®�•
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing @KI
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 ANS11rPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
IRudyVega
T23802098
508208
C3
HALF HIP
1
1
Job Reference (optional)
Tibbetts Lumber Co, Palm Bay, FL 8A30 s Nov 30 2020 MiTek Industries, Inc. Mon May 3 16:25:12 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsgaUMbH6gJuO5Hogg4pvEMV h8KpIDj?NmbBSeBJzKADL
r 2-4-0 i 7.0-0 11-&0 14-2.0 16.2.8 23.4.0 30-5-8 31-11-0
�� 4.8.0 4-8-0 2-6-0 2-0-8 7-1-8 r 7-1-8 1-5-8
3x4 = NOP2X STP =
3x4 =
Sx6 =
3x4 = 2x4 11
5x8 = NOP2X STP =
6x8 = 2x4 II
5x8 =
5x12 =
2x4 II
3x4 =
1Z
3x4 =
2x4 II
31-1"
Scale = 1:57.1
I9
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020rrP12014
CSI.
TC 0.59
BC 0.98
WB 0.62
Matrix -MS
DEFL. in (loc) Vdefl Ud
Vert(LL) 0.43 19-20 >331 240
Vert(CT) -0.22 19-20 >660 240
Horz(CT) 0.03 10 n1a n/a
PLATES GRIP
MT20 244/190
Weight: 218lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 *Except* end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-9.
1-19: 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except:
WEBS 2x4 SP No.2 10-0-0 cc bracing: 15-17, 11-13
WEBS 1 Row at midpt 7-15.
7-13
REACTIONS. (lb/size) 10=579/Mechanical, 20=479/0-8-0, 18=150010-8-0
Max Horz 20=314(LC 12)
Max Uplift 10=-236(LC 9), 20=447(LC 12), 18=-914(LC 12)
Max Grav 10=594(LC 22), 20=479(LC 1), 18=1500(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=1131323, 2-24=1051386, 24-25=92/390, 3-25=72/400, 3-4=01287, 4-5=215/396,
9-1 O=569/256
BOT CHORD 20-31=616/110, 31-32=-616/110, 19-32=616/110, 18-19=269/0, 6-15=351/334,
14-15=217/508, 13-14=-217/508, B-13=387/390
WEBS 2-20=287/189, 3-19=-345/399, 4-19=-1060/392, 4-18=656/1238, 5-18=694/400,
15-18=-434/311, 5-15=390/697, 7-15=739/356, 7-14=0/329, 7-13=393/156,
9-13=384/696
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) D-0-0 to 6-0-0, Interior(1) 6-0-0 to 11-8-0, Exterior(2R) 11-8-0
to 20-1-13, Interior(1) 20-1-13 to 31-9-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces 8,
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
This item has been
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to
electronically signed and
the use of this truss component.
Sealed by Lee, Julius, PE
4) Provide adequate drainage to prevent water ponding.
using a Digital Signature.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Printed Copies Of this
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
document are not considered
will fit between the bottom chord and any other members.
Signed and Sealed and the
8) Refer to girder(s) for truss to truss connections.
signature must be verified
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
10=236, 20=447, 18=914.
on any electronic Copies.
10) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord.
Julius Loo PE No. U869
MiTakUSA,Inc. FL-Corte634
LOAD CASE S Standard
t)
ON Parke East Blvd. Tampa FL 33616
Dater
May 3,2021
A VIARNING - Veritydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119,2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verifythe applicability of design parameters and properly Incorporate this design Into the overall pp q��� l
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVIT
ek•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS/117P/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802099
508208
C4
HALF HIP
1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8A30 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:23:06 2021 Page 1
ID:Oj R?uvP CrTEdiMbCgUSxELyQ7sg-gLt5MiU B D F_t7U MGo Esd VVm6tl9Uor8?uzYVE FzKGP3
i &4-0 8-0.0 i 13-8-0 16-2-8 23-4-0 30.5-8 31-11-0
20 5-8-0 5-8-0 2-6-8 7-1-8 7-1-8 1-5-8
a
4x12 =
3x4 =
5x6 =
4x8 =
3x4 =
3x4 =
2x4 11 5x6 = NOP2X STP = 11 3x4 =
3x4 = 2x4 II 2x4 II
NOP2X STP = 6x12 =
31-11-0
Scale = 1:59.0
I0§
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020frP12014
CSI.
TC 0.58
BC 0.51
WB 0.59
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wtnd(LL)
in (loc) Vdefl L/d
-0.08 12-13 >999 360
-0.15 12-13 >999 240
0.02 9 n/a n/a
0.09 17-18 >999 240
PLATES GRIP
MT20 244/190
Weight: 231 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 cc purlins,
BOT CHORD 2x4 SP No.2
except end verticals, and 2-0-0 cc purlins (6-0-0 max.): 4-8.
WEBS 2x4 SP No.2 `Except`
BOT CHORD
Rigid ceiling directly applied or 6-0-0 cc bracing. Except:
4-17: 2x8 SP No.2
6-0-0 cc bracing: 14-16
10-0-0 cc bracing: 10-12
REACTIONS. (size) 9=Mechanical, 19=0-8-0, 17=0-8-0
Max Horz 19=367(LC 12)
Max Uplift 9=230(1_C 9), 19=-396(LC 12), 17=960(LC 12)
Max Grav 9=696(LC 18), 19=480(LC 2), 17=1673(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-152/384, 3-4=373/455, 5-6=-487/160, 6.7=487/160, 8-9=691/213
BOT CHORD 18-19=-338/146, 17-18=624/83, 5-14=728/548, 7-12=-615/424
WEBS 2-19=-367/514, 2-18=292/123, 3-18=554/226, 3-17=510/1043, 4-17=-1115/546,
14-17=375/257, 4-14=276/806, 5-13=389f716, 6-13=-459/392, 7-13=-124/406,
8-12=339/783
NOTES -
I) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 13-8-0, Exterior(2R)
13-8-0 to 22-1-13, Interior(1) 22-1-13 to 31-9-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
This item has been
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
electronically signed and
5) All plates are MT20 plates unless otherwise indicated.
Sealed by Lee, Julius, PE
6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
using a Digital Signature.
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
Printed copies of this
Will fit between the bottom chord and any other members, with BCDL = I O.Opsf.
8) Refer to girder(s) for truss to truss connections.
document are not Considered
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 230 lb uplift at joint 9, 396 lb uplift at
signed and sealed and the
joint 19 and 960 lb uplift at joint 17.
signature must be verified
10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
On any electronic Copies.
Julius Lae.PE No.34869
Miiek USA; Inc. FL Cart 6634
6W ParkiEast Blvd. Tampa FL 33610
Date:
May 3,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19,2020 BEFORE USE.
Design wild for use only with Miiek® 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 ty
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Miiek°
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 ANS11nPl1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802100
508208
C5
HALF HIP
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8A30 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:08 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsgck?mOW2IsEaMnwfvfu5bwrR6YlyGiQHLH1 cJ8zKGP1
2-4-0 8-10.0 15-B-0 1 2 8 23-0-12 30-58 31-11-0
2-4-0 6-6-0 6-10-0 6-10-4 7-4.12 1-5-8
5x6 =
6 on 117
5x6 =
48 = Scale = 1:62.4
3x4 =
44 =
NOP2X STP = NOP2X STP = 3x4 11 lu 6x6 =
3x4 = 2x4 II 5x8 = 3x4 = 4x8 = 2x4 II
31-11-0
Plate Offsets (X,Y)— [3:0-3-0,0-3-oL[4:0-3-0,0-2-0),[5:0-3-0,0-3-4),[11:0-6-0,0-2-81,[13:0-6-4,0-2-4)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Vdefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.66
Vert(LL)
-0.11 12-13 >999 360
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.83
Vert(CT)
-0.20 12-13 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.79
Hort(CT)
0.04 8 n/a n/a
BCDL 10.0
Code FBC2020/rP12014
Matrix -MS
Wind(LL)
0.16 17-18 >479 240
Weight: 222 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-8-8 cc purlins,
BOT CHORD 2x4 SP No.2
except end verticals, and 2-0-0 cc purlins (5-9-8 max.): 4-7.
WEBS 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 6-0-0 cc bracing. Except:
10-0-0 cc bracing: 13-15, 9-11
WEBS
1 Row at midpt 7-8
REACTIONS. (size) 8=Mechanical, 18=0-8-0, 17=0-8-0
Max Horz 18=421(LC 12)
Max Uplift 8=392(LC 12), 18=241(LC 12), 17=746(LC 12)
Max Grav 8=1049(LC 17), 18=276(LC 1), 17=1712(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-272/428, 3-4=835/320, 4-5=857/414, 5-6=856/415, 7-8=1030/432
BOT CHORD 17-18=-502/183, 4-13=273/243, 12-13=367/705, 6-11=900/659
WEBS 2-17=325/409, 3-17=1467/791, 3-13=296/1005, 4-12=-77/294, 5-12=-488/445,
6-12=-438/880, 7-11=557/1111, 13-17=331/0
NOTES-
1) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 15-8-0, Exterior(2R)
15-8-0 to 24-1-13, Interior(1) 24-1-13 to 31-9-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) Provide adequate drainage to prevent water ponding.
This Item has been
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
electronically Signed and
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
sealed by Lee, Julius, PE
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
using a Digital Signature.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 392 lb uplift at joint 8, 241 lb uplift at
Printed copies Of this
p
joint 18 and 746 lb uplift at joint 17.
document are not Considered
9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No.3U69
MiTek USA;inc. FL Cart $634
6904 Parke East BNd. Tampa FL 33619
Date:
May 3,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. �4
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iw iiek°
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIIFPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802101
508208
C6
HALF HIP
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:09 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-5wZD jW3WAMR_x5rTMPK77Od8y9C?9fRaxn9razKGPO
2-0-0 6-10-0 , 16-2-9 17-111 24-0-1z 30-5-8 a1-11-0
2-4-0 6-6-0 7-0-8 1-5-8 6-4-12 8-0-12 1-5-8
4x8 = Scale = 1:70.6
3x4 =
5x6 2x4 11 3x4 =
I9
20 m 19 17 10 3x8 = 11 10 9
NOP2X STP = NOP2X STP = 3x4 16x6 —
3x4 = 2x4 11 6x8 = 3x4 = 4x12 — 2x4 11
3x4 =
17-8.0 31-11-0
2-0-0 2,4,0 8-10-0 16-2-8 1 24-0-12 30-2-0 30�$-8
2Z W 68-0 7-4A 11-�3-8 � 84-12 6-1-4 0-1�8�
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020rrP12014
CSI.
TC 0.58
BC 0.57
WB 0.79
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) Vdefl Ud
-0.07 12-13 >999 360
-0.13 12-13 >999 240
0.04 9 n/a n/a
0.17 19-20 >472 240
PLATES GRIP
MT20 244/190
Weight: 251 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-8-2 oc purlins,
BOT CHORD 2x4 SP No.2
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-8.
WEBS 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
1 Row at midpt 7-12
10-M oc bracing: 15-17, 10-12
WEBS
1 Row at midpt 8-9
REACTIONS. (size) 9=Mechanical, 20=0-8-0, 19=0-8-0
Max Harz 20=475(LC 12)
Max Uplift 9=-405(LC 12), 20=210(LC 12), 19=772(LC 12)
Max Gram 9=1071(LC 17), 20=317(LC 2), 19=1662(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-341/375, 3-4=863/305, 4-5=885/455, 5-6=721/356, 6-7=721/356,
8-9=-10371458
BOT CHORD 19-20=554/207, 4-15= 408/186, 14-15=-422/739, 13-14=-374/728, 7-12=-890/626
WEBS 2-19=272/458, 3-19=1409/822, 15-19=369/0, 3-15=345/965, 5-14=-168/292,
6-13=433/405, 7-13= 436/860, 8-12=530/1064
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Intedor(1) 6-0-0 to 17-8-0, Exterior(2R)
17-8-0 to 26-1-13, Interior(1) 26-1-13 to 31-9-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
This item has been
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
electronically Signed and
4) Provide adequate drainage to prevent water ponding.
sealed by Lee, Julius, PE
5) All plates are MT20 plates unless otherwise indicated.
Using a Digital Signature.
6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
'
Printed COPI2S Of this
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.
document are not Considered
8) Refer to girder(s) for truss to truss connections.
signed and sealed and the
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 405 lb uplift atjoint 9, 210 lb uplift at
signature must be verified
joint20 and 772 lb uplift atjoint 19.
On any electronic copies.
10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Julius Lee PE No. U869
MiTek USA, Inc. FL Cart 6634-
89f14 Parke East Blvd. Tampa FL33610
Date:
May 3,2021
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with 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?P/I Quality Criteria, DSB-89 and BCSI Building Component 6904Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
�Rudy\lega
T23802102
508208
C7
ROOF SPECIAL
1
1
Job Reference (optional)
Tibbetts Lumber Co, Palm Bay, FL 8A30 s Nov 30 2020 MiTek Industries, Inc. Mon May 3 16:26:14 2021 Page 1
ID:OjR?uvPCrTEdiMbCgU SxELyQZsg-m P61 lJaC H RvUEBZ?SwLv03GiooyvF_aurrUwJiZKAC N
3-4-13 10-2-7 i 17-6-15 21-0.7 26-5-3 i 31-9-15 ,33-3-7i
3-4-13 6-9-10 r 7-4-8 3-5-8 14-12 5-4-12 1-5�
4x8 = Scale = 1:75.3
3x4 =
5x6 2x4 11 3x4 =
20 19 l6 17 "b 3x4 = 3x8 = 11 109
3x4 = 2x4 11 NOP2X STP = 3x4 11
6x8 =3x4 = 4x12 =
6x6 =
2x4 11
33-3-7
2-9-3 3 - 10-2-7 17-6-15 17 -7 21-0-7 26-5-3 31.6.7 31 15
2-9-3 0- - 0 6-9-10 7-0e 0- -0 3-2-0 5-0-12 5-1-0 0.
1-5-8
Plate Offsets (X,Y)—[1:0-2-9,0-0-21,[3:0-3-0,0-3-41,[5:0-3-0,0-2-0L[12:0-5-8,0-2-81,[17:0-2-3,D-D-01
LOADING (psf)
SPACING-
2-0-0
CS1.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.65
TCDL
10.0
Lumber DOL
1.25
BC 0.78
BCLL
0.0
Rep Stress Incr
YES
WB 0.88
BCDL
10.0
-Code FBC2020frP12014
Matrix -MS
DEFL. in (loc) Vdefl Ud
Vert(LL) 0.2219-20 >386 240
Vert(CT) -0.11 17-19 >999 240
Horz(CT) 0.04 9 n/a n/a
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2 BOT CHORD
WEBS
REACTIONS. (lb/size) 9=868/Mechanical, 20=398/0-11-5. 19=140310-8-0
Max Horz 20=528(LC 12)
Max Uplift 9=-414(LC 12), 20=291(LC 12), 19=779(LC 12)
Max Grav 9=1077(LC 17), 20=413(LC 2), 19=1708(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-202/400, 2-3=-520/459, 3-24=-841/293, 4-24=-735/318, 45=813/458,
5-6=592/372, 6-25=592/372, 25-26=-592/372, 7-26=592/372, 8-9=-1027/586
BOT CHORD 1-20=352/418, 19-20=-413/141, 4-15=-303/294, 14-15=548/733, 14-27=-457/685,
13-27=457/685, 7-12=-878/707
WEBS 2-20=-267/159, 2-19=178/327, 3-19=-1482/1044, 15-19=-416/0, 3-15=-499/1013,
5-14=123/294, 6-13=-371/427, 7-13=545/845, 8-12=610/1012
PLATES GRIP
MT20 244/190
Weight: 265 lb FT = 20%
Structural wood sheathing directly applied or 5-9-8 oc pudins, except
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-8.
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
1 Row at midpt 7-12
10-0-0 oc bracing: 15-17, 10-12
1 Row at midpt 8-9, 5-13, 6-13, 7-13
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) G-0-0 to 3-4-13, Interior(1) 3-4-13 to 21-0-7, Exterior(2R)
21-0-7 to 27-0-7, Intericr(1) 27-0-7 to 33-1-11 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to
the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 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)
9=414, 20=291, 19=779.
10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord.
LOAD CASE(S) Standard
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No.34869
MiTek.USA, Inc. FL Cort6.634
6904 Parke East Blvd. Tampa Fl: 33610
Data;
May 3,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/192020 BEFORE USE.
Design valid for use only with Mi rekO 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 ANSLTP/i quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802103
508208
C8
ROOF SPECIAL
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:12 2021 Page 1
ID:Oj R?uvPC rTEdiMbCq U SxE LyQZsg-VVFMdIZyp5kOrPgQ8 Uz1 Im 09LA5tCT VtGv?pRvzKG Oz
3-2-14 84
-5 3.1212-7 196.15 2436-15 I 335-9-15 a15537,
7-4-8 2-14 51 2
5x12 = Scale=1:76.2
4x6 =
Sx6 = 2x4 I I 4x6 =
I-
20 " 19 18 17 '°
3x8 = 12 11 10
3x6 __ 2x4 I I 5x6 = NOP2X STP = 3x4 =
6x6 =
6x8 = 5x12 =
2x4 II
35-3-7
2-93 3- - 4 8-0-5 12-2-7 198-15 19 1 7
28-8-7 3357 33 15
M. 0- 0 5-1 8 3:;0 7-0-8 0-
8-10-0 4-10-0 -8
1-5-8
Plate Offsets (X,Y)— [1:0-1-9,0-0-2), [4:0-3-0,0-3-0), [6:0-3-0,0-2-0), [17:0-0-8,0-1-8), [19:0-3-0,0-3-0)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Vdefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.52
Vert(L-) -0.34 14-15 >808 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.96
Vert(CT) -0.55 14-15 >506 240
BCLL 0.0
Rep Stress Incr YES
WB 0.98
Horz(CT)
0.04 10 n/a n/a
BCDL 10.0
Code FBC2020/rP12014
Matrix -MS
Wind(LL)
0.05 19-20 >999 240
Weight:271 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 5-6-14 oc purlins,
BOT CHORD 2x4 SP No.2
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-9.
WEBS 2x4 SP No.2 BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing. Except:
1 Row at midpt 8-13
10-0-0 oc bracing: 15-17, 11-13
WEBS
1 Row at midpt 9-10, 6-15. 6-14, 7-14
REACTIONS. (size) 10=Mechanical, 20=0-11-5, 18=0-8-0
Max Horz 20=542(LC 12)
Max Uplift 10= 405(LC 12), 20=353(LC 12), 18=864(LC 12)
Max Grav 10=1088(LC 17), 20=480(LC 2), 18=1798(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-536/319, 2-3=217/349, 3-4=759/545, 4-5=860/223, 5-6=901/475, 6-7=-587/329,
7-8=587/329, 9-10=997/576
BOT CHORD 1-20=-270/529, 19-20=374/178, 18-19=412/0, 5-15=-458/555, 14-15=-424/644,
8-13=-931/664
WEBS 2-20=356/499, 3-19= 468/133, 3-18=252/688, 4-18=1488/1093, 15-18=284/84,
4-15=674/1123, 6-15=151/292, 7-14=354/409, 8-14=-502/907, 9-13=-591/973
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 23-6-15, Exterior(2R)
23-6-15 to 29-6-15, Interior(1) 29-6-15 to 35-1-11 zone; cantilever left and right exposed; porch left exposed;C-C for members and
This item has been
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
electronically signed and
to the use of this truss component.
Sealed by Lee, Julius, PE
4) Provide adequate drainage to prevent waterponding.
using a Digital Signature.
5) All plates are MT20 plates unless otherwise indicated.
Printed COp12S Of this
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
document
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
are not considered
will fit between the bottom chord and any other members, with BCDL = I O.Opsf.
Signed and Sealed and the
8) Refer to girder(s) for truss to truss connections.
signature must be verified
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 405 lb uplift at joint 10, 353 lb uplift at
on any electronic copies.
joint 20 and 864 lb uplift at joint 18.
10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Julius Lee PE No U869
MiTek USA, Inc;,FL Cart 8634
6904 Parke East Blvd. Tampa FL 33910
Date;
May 3,2021
® WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with 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 {t �r ■■■
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVfiTe�•
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/rP/f Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
IRudyVega
T23802104
508208
C9
ROOF SPECIAL
1
1
Job Reference (optional)
Tibbetts Lumber Co, Palm Bay, FL 8.430 s Nov 30 2020 MITek Industries, Inc. Mon May 3 16:27:27 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-7SOdcHS_5t67VPe1Dm90TSnF3Euzr ZdeifHN_zKABE
i 3.2-14 8-0-0 13-3-14 1 2- 17-8-0 21-10-15 3-6-15 29-8-7 35-9-15 37-3-7
3-2-2i 4 4.9.2 5-3.14 •10- 3.5.9 4.2.15 1-8-0 6-1-8 6-1-8 1-5-8
5x12 = Scale=1:73.0
2x4 I I
5x6 =
3x4 = 46 =
Ib
23 22 21 20 19 1s 3x4 = 14 13 12
3x6
2x4 II 5x10 = NOP2.X STP 4x8 = 2x4 II 6x6 =
=
6x6 = 5x12 =
2x4 11
37-0-7
2-9-3 3 - 4 8-0-0 13-3-14 4-2- 171 21-10-15 M -7 29-8-7 35-6-7 35 15
249-2 SS14 10. 35-9 42-15 0- 7E-0 _10-0 01-
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Vdefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.48
Vert(LL)
-0.17 16-17
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.71
Vert(CT)
-0.28 16-17
>978
240
BCLL 0.0
Rep Stress Incr
YES
W3 0.95
Horz(CT)
0.04 12
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL)
0.11 21-22
>999
240
Weight: 285lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2 BOT CHORD
WEBS
REACTIONS. (lb/size) 12=861/Mechanical, 23=574/0-11-5, 21=1554/0-8-0
Max Horz 23=489(LC 12)
Max Uplift 12=-382(LC 12), 23=-458(LC 12), 21=926(LC 12)
Max Grav 12=1051(LC 17), 23=596(LC 2), 21=1770(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=591/350, 2-27=191/308, 3-27=-117/318, 3-4=-1741400, 4-5=700/477, 5-6=378/0,
6-7=815/269, 7-8=-819/399, 8-9=-697/375, 11-12=-996/520
BOT CHORD 1-23=305/586, 23-29=-374/120, 22-29=374/120, 21-22=355/184, 20-21=-375/258,
7-17=208/284, 17-30=392/689, 30-31=392/689, 16-31=392/689, 16-32=375/697,
15-32=375/697, 10-15=289/327
WEBS 2-23=-461/717, 2-22=-781/410, 3-22=324/336, 5-20=691/1145, 6-20=887/732,
17-20=146/459, 6-17=-346/531, 9-16=0/350, 9-15=883/474, 11-15=591/1033,
5-21 =1 365/856, 4-22=-1226/586, 4-21=354/571
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 8-11.
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
1 Row at midpt 10-15
10-0-0 oc bracing: 17-19, 13-15
1 Row at midpt 11-12. 8-17. 9-15
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 23-6-15, Exterior(2R)
23-6-15 to 29-8-7, Interior(1) 29-8-7 to 37-1-11 zone; cantilever left and right exposed ; porch left exposed;C-C for members and
farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to
the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members, with BCDL = 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 (A=lb)
12=382,23=458,21=926.
10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius tee PE No.34669
Mi7ak:USA, Inc. FL Cart 6634
6904 Parke East Blvd; Tampa FL3361 D
Dater
May 3,2021
--
® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 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 ofdesign parametersand 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 �''''e�`
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802105
508208
C10
ROOF SPECIAL
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:39 2021 Page 1
ID:OIR?uvPCrTEdiMbCgUSxE LyQZsg-z9lthT9 FayaiN Ko4j3tivo8 PbsxSzesOhG VVZnJzKGP U
i 3-2-14 9.0-0 14.11.6 18.3.7 i 25-11-15 28: 5 i 33.1-7 i 37-9-15 , I39.3-7
3-2-14 5-9-2 5-11-8 3-0-1 7-8-9 2-5-0 4-8-8 4-8-8 1-5-8
Scale = 1:73.5
6x12 MT20HS
6.00 F12
5x12 =
I�d
23 22 41 20 19 18 11 3x4 = 13 12 11
3x8 __ 2x4 II 3x6 6x6 = 4x8 = 4x4 II 6x6 =
4x4 = 5x12 =
2x4 11
28-4-15
39-3-7
2-9-3 - 4 9-0-0 14-11.6 183-7 25.10.15 26 -7 37-6-7
37 15
2.9-3 0- 0 5-9-2 5-11-6 3-0-1 7-7-9 0 -8 2-2-8 9-1-8
0
1-5-8
Plate Offsets (X,Y)—[3:0-3-0,0-3-0),[5:0-5-0,0-3-0),[6:0-9-14,0-3-0),[18:0.2-0,0.0-8)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (Ioc) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.97
Vert(L-) -0.29 14-15 >999 360
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.49
Vert(CT) -0.48 14-15 >607 240
MT20HS 187/143
BCLL 0.0 '
Rep Stress Incr YES
WB 0.63
Horz(CT) 0.04 11 n/a n/a
BCDL 10.0
Code FBC2020rrP12014
Matrix -MS
Wind(LL) 0.10 20-22 >999 240
Weight: 285 lb FT = 20%
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 pudins (6-0-0 max.): 7-10.
14-16: 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 5-11-15
oc bracing. Except:
WEBS 2x4 SP No.2 10-0-0 oc bracing: 16-18, 12-14
WEBS 1 Row at midpt 10-11, 8-14
REACTIONS. (size) 11=Mechanical, 23=0-11-5, 20=0-11-5
Max Horz 23=435(LC 12)
Max Uplift 11=376(LC 12), 23=-492(LC 12), 20=1000(LC 12)
Max Grav 11=1072(LC 17), 23=645(LC 23), 20=1791(LC 2)
FORCES- (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-498/322, 2-3=256/394, 34=746/527, 4-5=366/0, 5-6= 853/368, 6-7=794/448,
7-8=903/434, 10-11=1119/499
BOT CHORD 1-23=274/493, 22-23=372/141, 20-22=794/197, 19-20=-447/376, 6-16=0/377,
15-16=-430/904, 14-15=375/646
WEBS 2-23=-505/724, 2-22=744/417, 3-22=502/201, 3-20=645/1277, 4-20=-1501/990,
4-19=-757/1282, 5-19=835/786, 5-16=364/447, 7-16=619/144, 8-15=-105/458,
8-14=802/509, 10-14=519/1108
NOTES -
I) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, 1ntedor(1) 6-0-0 to 25-11-15, Exterior(2E)
25-11-15 to 28-4-15, Interior(1) 28-4-15 to 39-1-11 zone; cantilever left and right exposed ; porch left exposed;C-C for members and
This item has been
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
electronically signed and
to the use of this truss component.
sealed by Lee, Julius, PE
4) Provide adequate drainage to prevent waterponding.
Using a Digital Signature.
5) All plates are MT20 plates unless otherwise indicated.
Printed COPIeS Of this
6) The Fabrication Tolerance at joint 6 = 12%
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
document are not Considered
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
signed and sealed and the
Will fit between the bottom chord and any other members, with BCDL = IO.Opsf.
Signature must be verified
9) Refer to girder(s) for truss to truss connections.
On any electronic COPI2S.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b)
11=376, 23=492, 20=1000.
Julius Lee PE No. U869
11) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Mi7ekU8A, Inc. FLCerts634
6904 Parke East Blvd. Tampa FL33616
Date:
May 3,2021
®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19R020 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 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 ANShTP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Vega
T23802106
508208
C11
ROOF SPECIAL
1
1
IT
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:43 2021 Page 1
ID:Oj R7uvPCrTEdi MbCgU Sx E LyQZsg-rw_OXgC IeA47sx6ryuxE4eJAMTFivT_cbu Unw4zKG PQ
�3-2-14 i 9-0-0 UA 1-6 17-10-11 23-2-15 24-7-5 27-11-15 29-10-15i 32-4-15 39-9-15 A7-3-7
3-2-14 5-9-2 5-11-6 2-11-6 53-4 1A-6 3-4-10 1-11-0 2-8-0 7-5-0 1-5-8
6.o0 12 6x8 =
5x12 =
3vR I �
Scale = 1:73.6
Ib
30 JO 29
28 27 GO
22 21 20 1e 15 14 13
23
3x6 — 5x6 =
-6x8 = 5x12 =
5x12
— 4x8 = 5x12 = ._ 6x6 =
30-2-7 41-3-7
2-9-3 - 4 9-0-0 14-11-6
17-10-11 1 -3
24-3-13
24 7-5 27-11-15 29-12-15 32-4-15 3987 3 15
2-9-3 0. 0 5-9-2 5-116
2-116 0 -e
6-1-10
0. 3-0-10 1-11-0 2-2-6 7-1-8 0-
036 15-6
Plate Offsets (X,Y)— [3:0-3-0,0-3-0], [29:0-2-8 0-3-0]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.66
Vert(L-)
-0.13 16-17 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.66
Vert(CT)
-0.25 16-17 >999 240
BCLL 0.0
Rep Stress Incr YES
W3 0.55
Horz(CT)
0.07 13 n/a n/a
BCDL 10.0
Code FBC2020frP12014
Matrix -MS
Wind(LL)
0.08 28-29 >999 240
Weight: 328 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 5-8-7 cc purlins,
BOT CHORD 2x4 SP No.2
except end verticals, and 2-0-0 cc purlins (6-0-0 max.): 10-12.
WEBS 2x4 SP No.2
BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. Except:
10-0-0 cc bracing: 25-27, 22-24, 18-20, 14-16
WEBS
1 Row at midpt 12-13, 8-21, 10-16, 6-25
REACTIONS. (size) 13=Mechanical, 30=0-11-5, 28=0-11-5
Max Horz 30=381(LC 12)
Max Uplift 13=379(LC 12), 30=-447(LC 12), 28=1090(LC
12)
Max Grav 13=1094(LC 17). 30=508(LC 23). 28=2112(LC
17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-496/330, 2-3=22/388, 3-4=885/939, 4-5=338/39, 6-7=944/430, 7-8=973/540,
8-9=-942/593, 9-10=1011/552, 10-11=255/149, 12-13=-1073/508
BOT CHORD 1-30=-282/492, 29-30=394/138, 28-29=576/0, 5-25=2651277, 24-25=-380/850,
17-18=-508/1036, 16-17=510/1029, 11-16=-499/540
WEBS 2-30=-391/659, 2-29=609/176, 3-29=517/232, 3-28=704/1276, 4-28=-1538/911,
25-28=699/524, 4-25=643/1301, 21-24=318/800, 8-24=170/446. 8-21=-484/300,
18-21=-356/736, 8-18=450/838, 10-18=-471/202, 10-17=0/381, 10-16=999/466,
12-16=718/1233, 6-25=1056/743
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; VuH=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Intedor(1) 6-0-0 to 27-11-15, Exterior(2E)
This item has been
27-11-15 to 32-4-15, Interior(1) 32-4-15 to 41-1-11 zone; cantilever left and right exposed ; porch left exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
electronically signed and
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
sealed by Lee, Julius, PE
to the use of this truss component.
using a Digital Signature.
4) Provide adequate drainage to prevent water ponding.
5) All plates are 2x4 MT20 unless otherwise indicated.
Printed Copies Of this
6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
document are not Considered
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
signed and sealed and the
Will fit between the bottom chord and any other members, with BCDL = I O.Opsf.
signature must be Verified
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 atjoint(s) except (jt=lb)
On any electronic COPI@S.
13=379, 30=447, 28=1090.
Julius Lee PE No. U869
10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Mitek.U5A,Inc. FL Cart6634
6904PatkeEast Blvd. Tampa FL33610
Date:
May 3,2021
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 51192020 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. Betore 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 A /1�Se1.'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M li
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?Pli Qualtly Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
�RudyVega
723802107
508208
C12
ROOF SPECIAL
1
1
Job Reference (optional)
Tibbetts Lumber Co, Palm Bay, FL 8.430 s Nov 30 2020 MITek Industries, Inc. Mon May 3 16:28:23 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-UDPoMQ86v49ADOwoV W99kG6nGo1 xzPjtWPDFUzKAAM
29-11-15
3-2-11 9-0-0 14-11-6 17-10-161 23-0-9 28-2-8 211,44 3rr4-15 43-3-7
3-2-14 5-9-2 5-11E 2-11b 5-1-14 5-1-14 0 - 3 6S-0 6-10-e
14-10
6.00 F12 Scale= 1:77.0
2x4 11 5x6 =
4x8
3.58 F12 8 9
28
23 30 22 21 20 18 3x4 = 15 14 13 31 3Z 12
3x6 = 2x4 11 5x6 = 6x8 = 2x4 II 3x4 —_ 4x8 = 6x6 =
5x12 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) Vdefl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.58
Vert(LL)
-0.08 12-13 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.59
Vert(CT)
-0.15 13-14 >999 240
BCLL 0.0
Rep Stress Incr
YES
WB 0.55
Horz(CT)
0.03 12 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL)
0.11 21-22 >999 240
Weight: 300 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
`Except*
TOP CHORD
Structural wood sheathing directly applied or 5-6-14 oc purlins,
7-9,9-10: 2x6 SP No.2
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 10-11.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
WEBS 2x4 SP No.2
1 Row at midpt 8-16
1G-0-0 oc bracing: 18-20, 14-16
WEBS
1 Row at midpt 9-13, 10-12
REACTIONS. (lb/size) 12=1024/Mechanical, 23=501/0-11-5, 21=1943/0-11-5
Max Harz 23=328(LC 12)
Max Uplift 12=-417(LC 12), 23=-481(LC 12), 21=1101(LC 12)
Max Grav 12=1153(LC 18), 23=546(LC 23), 21=2088(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=512/332, 2-27=62/377, 3-27=0/384, 3-4=-749/808, 4-5=26210, 5-6=-957/412,
6-7=1066/637, 7-8=993/642, 8-9=-1063/719, 9-28=11821715, 10-28=11911692
BOT CHORD 1-23=284/507, 23-30=-406/137, 22-30=-406/137, 21-22=620/11, 5-18=1073/805,
16-17=358/958, 8-16=-383/315, 13-31=-511/983, 31-32=511/983, 12-32=-511/983
WEBS 2-23=-415/727,2-22=-751/239, 3-22=-492/218, 3-21=691/1268, 4-21=-1516/887,
18-21=661/512, 4-18=-583/1241, 5-17=688/1012, 6-17=469/513, 13-16=418/753,
9-16=2041665, 9-13=-1621265, 10-13=1081291, 10-12=1306/678
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; VuK=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=1511; B=97ft; L=97ft; eave=l ift; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 29-11-15, Exterior(2R)
29-11-15 to 35-11-15, Interior(1) 35-11-15 to 43-1-11 zone; cantilever left and right exposed ; porch left exposed;C-C for members
This item has been
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
electronically signed and
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to
sealed by Lee, ,Julius, PE
the use of this truss component.
using a Digital Signature.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Printed Copies Of this
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
document are not considered
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
Signed and Sealed and the
7) Refer to girder(s) for truss to truss connections.
signature must be verified
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0=1b)
12=417, 23=481, 21=1101.
on any electronic copies.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Julius Lee PE No 34869
LOAD CASE S Standard
( )
MiTekUSA,Inc,,FLCartsw
6904 Parka East Blvd. Tampa F433610
Date:
May 3,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/192020 BEFORE USE.
Design valid for use only whh MiTek® connectors. Thls 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
fabdcalion, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/fpll Quality Criteria, DSB-89 and BCSI Building Component 6904Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802108
508208
C13
ROOF SPECIAL
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:46 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-GVgX9sFex5SijPgQdlVxiHxd7hGh6kY21siRXPzKGPN
3-2.14 9-0.0 14-11-6 17-10-11 250-0 31-8-6 3S -5 40-4-15 45.3-7
3-2.14 5-9-2 571-6 2.11.66-8-6 0.10- 7-10-0 4-10-8
3.58 12
5x6
3xe II 6.00112
8
Scale = 1:79.5
23 30 22 21 20 19 3x6 = 15 14 13 12 11
4x6 = 2x4 11 5x6 = 6x8 = 3x4 11 4x4 II 48 = 3x6 II
5x12 =
18-2-3
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC20201TPI2014
CSI.
TC 0.89
BC 0.71
WB 0.95
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (]cc) Vdefl Ud
-0.15 16-17 >999 360
-0.27 16-17 >999 240
0.03 11 n/a n/a
0.10 21-22 >999 240
PLATES GRIP
MT20 244/190
Weight: 299 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 2-2-0 cc purlins,
BOT CHORD 2x4 SP No.2
except end verticals, and 2-0-0 oc purlins (5-9-12 max.): 9-10.
WEBS 2x4 SP No.2 `Except' BOT CHORD
Rigid ceiling directly applied or 6-0-0 cc bracing. Except:
10-11: 2x6 SP No.2
1 Row at midpt 8-16
10-0-0 cc bracing: 18-20, 14-16
WEBS
1 Row at midpt 6-16
REACTIONS. All bearings 0-11-5 except Qt=length) 11=2-0-0, 12=0-3-8.
(lb) - Max Horz 23=274(LC 12)
Max Uplift All uplift 100 lb or less atjoint(s) 12 except 11=410(LC 12), 23=-465(LC 12), 21=1148(LC
12)
Max Grav All reactions 250 lb or less atjoint(s) 12 except 11=1137(LC 18), 23=503(LC 23). 21=2239(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-511/336, 2-3=0/379, 34=818/933, 5-6=1215/592, 6-7=1128/742,
7-8=-1390/1056, 8-9=1300/746, 9-10=-965/502, 10-11 =-1 158/672
BOT CHORD 1-23=-288/506, 22-23=433/205, 21-22=495/0, 5-18=1163/894, 16-17=-511/1202,
8-16=-594/738
WEBS 2-23=-382/694, 2-22=687/174, 3-22=498/229, 3-21=711/1265, 4-21=-1649/970,
18-21=716/620, 4-18=688/1393, 5-17=768/1144, 6-17=358/498, 6-16=259172,
7-16=7141979, 13-16=510/852, 9-13=981/723, 10-13=-739/1434
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 31-8-6, Extedor(21R)
This item has been
31-8-6 to 37-8-6, Interior(1) 37-8-6 to 45-0-11 zone; cantilever left and right exposed ; porch left exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
electronically signed and
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
sealed by Lee, Julius, PE
to the use of this truss component.
using a Digital Signature.
4) Provide adequate drainage to prevent water ponding.
Printed COpleS Of this
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
document
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
are not considered
Will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
signed and sealed and the
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 12 except (jt=lb)
signature must be verified
11=410, 23=465, 21=1148.
On any electronic copies.
8) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Julius Lee PE No: =69
MiTek USA, Inc. FL Cart $634
6904 Parke East Bivd: Tampa FLj3610
Dater
May 3,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED tAITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �OTLyk°
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?P/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
1RudyVega
T23802109
508208
C14
ROOF SPECIAL
1
1
Job Reference (optional)
Tibbetts Lumber Co, Palm Bay, FL 8.430 s Nov 30 2020 Mrrek Industries, Inc. Mon May 3 16:28:59 2021 Page 1
I D:01 R?uvPCrTEdiMbCgU SxELyQZsg-R9aPwkaiQ8i4XYg ic4pbCsbu9J G6PcsAoOy9bfzKA90
i 2-9-9 12-9-7 156-12 23-3-2 30-9A 32-0-15 37-0-0 42-3-0 A35�45-1-8
2-9-9 r 5-2-7 49-7 2-116 7- 7664-11-0 411-0 1-26
Scale = 1:81.0
5x6
3.58 12
3x4 11
5x6 i:'�
2x4 11 26
6
7 8 6.00 PY2
3x6
g
2x4 II
3x6 5
4
4x6
3
46 = 5x6 =
1
5x6 = 4x6 =
10 11 12
2
0
,9
,8
—
Id
25 24 23 22 21
5x8 =
17 16 15 14 13
3x6 I 6x8 = 04 11
3x4 11 4x8 = NOP2X STP =
6x12 MT20HS = 5x12 _
3x4 11
6x8 =
43-9-8
2-9-9 12-3-12 1 9 7 15-a-12 16 233-2
32-1-7 32 15 37-0-0 42-3-0 3" 5-1-9
2-9-9 96-3 0- 1 2-116 0 6 7-2-14
8-106 3 411-0 411-0 1-23 1-0-0
0-4-0
Plate Offsets (X,Y)— [2:0-3-0,Edge),[5:0-3-0,0-3-01.f7:0-4-0,0-2-81[19:0-4-0 0-3-01
[22:0-2-0 0-0-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL,
in (loc) Vdefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.78
Vert(LL)
0.54 23-24 >279 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.80
Vert(CT)
-OAO 18-19 >926 240
MT20HS 187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.86
Horz(CT)
0.03 14 n/a n/a
BCDL 10.0
Code FBC2020rrP12014
Matrix -MS
Weight: 312 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-7-1 oc purlins, except
BOT CHORD 2x4 SP No.2 *Except*
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2, 10-12.
24-25,13-17,21-24: 2x4 SP SS
BOT CHORD
Rigid ceiling directly applied or 6-G-0 cc bracing. Except:
WEBS 2x4 SP No.2
1 Row at midpt 8-18
6-0-0 oc bracing: 20-22
10-0-0 oc bracing: 16-18
WEBS
1 Row at midpt 5-19
REACTIONS. (lb/size) 25=209/Mechanical, 23=2149/0-11-5, 14=1246/0-8-0
Max Horz 25=270(LC11)
Max Uplift 25=254(LC 8), 23=1230(LC 12), 14=-489(LC 12)
Max Grav 25=233(LC 21), 23=2149(LC 1), 14=1246(LC 1)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-25=247/763, 1-2=-333/1225, 2-3=-342/1251, 3-4=823/831, 4-5=357/1,
5-6=1111/576, 6-26=-11241737, 7-26=-1051/753, 7-8=1056/878, 8-27=1049/755,
9-27=1122/739, 9-10=-974/565
BOT CHORD 24-25=257/225, 23-24=-360/0, 20-22=-45/328, 5-20=1150/995, 19-20=0/365,
18-19=374/875, B-18=-210/271, 14-15=152/303
WEBS 1-24=1422/375, 2-24=-312/571, 3-24=1446/620, 3-23=629/975, 4-23=13811758,
20-23=709/591, 4-20=-572/1219, 5-19=845/1061, 6-19=506/591, 15-18=-401/860,
9-15=518/401, 10-15=-366/691, 10-14=1080/701, 7-18=322/476, 7-19=88/316
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 2-9-9, Interior(1) 2-9-9 to 30-9-8, Exterior(2R) 30-9-8
to 36-9-8, Interior(1) 36-9-8 to 44-11-12 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to
the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) 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 T=lb)
25=254, 23=1230, 14=489.
10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PENo. 34869
MiTak U§A,1hc. FL Cert e634
6804 Parka East Blvd. TampaIFL33610
Date;
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5119,2020 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 p� '('
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing fYl M � F�. 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 ANSI?PH Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
May 3,2021
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802110
508208
C15
ROOF SPECIAL
1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:50 2021 Page 1
I D:OjR?uvPCrTEdiMbC gUSxE LyQZsg-8Gv2?El8?KZ8COBBstZts76LtlaG2CKeC U gfgAzKG PJ
4.1-12 4- 1 9-11-0 14-3-2 22-0-0 26.0-0 30-0-8 32-4-15 38-0-0 43-5-8 45-1-8
4-1-12 0. 5 43-5 5-3.2 7-6-14 4-0-0 4-0-8 2-0-7 5-7-1 5-5-8 1-8-0
3.58 12 5x6
26 25 au 24 23 « 5x8 = :11 s2 3x8 = 17 16 15 14 13
6x6 = 6x6 = 6x8 = 3x4 II
5x8 =
3x4 14x8 = NOP2X STP =
3x4 11
6x6 =
4-8-11 32.4-15 45-1-8
4.1-12 4-3112 9-0-0 i 14-3-2 14$r10 2N1-0 30-0-8 32-1-7 39-0-0 435-8 43r9-8
' 4-1-12 0 435 0.'i8 7-5-6 2-0.15 5-7-1 5-544 -0
Scale = 1:81.9
Plate Offsets (X,Y)— [4:0-2-0,0-3-01, [6:0-3-0,0-3-0] [8:0-4-0,0-2-81 [10:0-3-0,0-301, [18:0-5-12,0-2-81, [20:0-3-8,0-3-41, I2L0-6-o 0-2-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.71
Vert(LL) -0.24 19-20 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.92
Vert(CT) -0.42 19-20 >999 240
BCLL 0.0
Rep Stress Iner YES
WB 0.58
Horz(CT) 0.09 14 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Mat ix -MS
Wind(LL) 0.17 20-21 >999 240
Weight: 330 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2 BOT CHORD
WEBS
REACTIONS. (size) 26=Mechanical, 14=0-8-0, 25=0-11-5
Max Horz 26=304(LC11)
Max Uplift 26=951(LC 17), 14=-649(LC 12), 25=1228(1_C 12)
Max Grav 26=227(LC 12), 14=1795(LC 18), 25=3132(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-920/1793, 34=820/413, 4-5=2273/1256, 5-6=2340/1373, 6-7=2344/1506,
7-8=-1616/1156, 8-9=1742/1254, 9-10=1815/1192, 10-11=1456/847
BOT CHORD 25-26=-1431/797, 24-25=1422/801, 5-21=-435/422, 20-21 =-1 104/2346,19-20=882/1952,
18-19=-707/1587
WEBS 3-24=-1348/2735, 4-24=1498/913, 21-24=-277/791, 4-21=-842/1640, 6-20=402/429,
7-20=-389/836, 7-19=812/568, 8-19=710/1078, 9-19=-286/361, 15-18=-608/1066,
10-18=139/549, 10-15=792/606, 11-15=747/1419, 11-14=1709/1100, 3-25=2341/1262,
2-25=689/420, 2-26=1011/1906
Structural wood sheathing directly applied or 3-1-2 cc purlins,
except end verticals, and 2-0-0 cc purlins (6-0-0 max.): 1-2.
Rigid ceiling directly applied or 2-2-0 do bracing. Except:
1 Row at midpt 9-18
10-0-0 cc bracing: 21-23, 16-18
1 Row at midpt 5-20. 7-19. 8-19, 9-19
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 4-1-12, Interior(1) 4-1-12 to 30-0-8.
Exterior(21R) 30-0.8 to 36-0-8, Interior(1) 36-0-8 to 44-11-12 zone; cantilever left and right exposed ; porch left exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise Indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any Other members, with BCDL = 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 atjoint(s) except (jt=lb)
26=951, 14=649, 25=1228.
10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34869
Mitak,ttSk, Inc. FL Gait 6634'
6904 Parke East Blvd. Tampa FL33610
Date:
May 3,2021
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119,2020 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 p� T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing AVI� I.Pi �°
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/rPll Qualfty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802111
508208
C16
ROOF SPECIAL
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:52 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg4f1 oOvJP WxDsRKlazHcLxYBfa6MOWJJxgn9ll3zKGPH
i 2-9-7 5.5-15 9-0-0 14-3-2 22-0-0 29.3.6 31-6-6 38-0-0 43-5-8 45-1-8
2-9-7 T 2.6-9 3-6-1 5-3-2 7-8-14 7.3-8 2-2-13 6-5-10 5.5-8 1.8.0
3.58 F12 5x6
3x4 11
25 A 24 23 22 21 Zu 6x8 = Ju J116 15 14 13 12
3x4 11 6x8 = 2x4 11 5x8 = 3x4 11 3x4 I I 5x8 = NOP2X STP =
6x8 =
3x4 I I
6x6 =
45-1-8
i 2-9-7 5-1•15 9-0-0 14-3-2 14 110 I-_ i 31-2-14 31r68 39-0-0 435-8 43�-6
2-9-7 2-843 34i•1 6-3-2 0- 7S-0 9-2-14 6-5-10 5-5-0 0-0-0�
1-4-0
Scale = 1:83.5
LOADING (psf)
SPACING-
2-0 0
CSI.
DEFL.
in ([cc)
Vdefl
Lid
PLATES GRIP
TOLL 20.0
Plate Grip DOL
1.25
TC 0.89
Vert(LL)
-0.38 17-18
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
1 BC 0.58
Vert(CT)
-0.66 17-18
>739
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.74
Horz(CT)
0.14 13
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL)
0.18 18-19
>999
240
Weight: 326 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 *Except*
18-19,17-18: 2x4 SP SS BOT CHORD
WEBS 2x4 SP No.2
WEBS
REACTIONS. (size) 25=Mechanical, 24=0-11-9, 13=0-8-0
Max Horz 25=304(LC11)
Max Uplift 25=REL, 24=-1559(LC 12), 13=671(LC 12)
Max Grav 25=649(LC 12), 24=2020(LC 17), 13=1984(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-25=-1004/36, 1-2=781/54, 2-3=781/54, 34=2237/666, 4-5=3296/1369,
5-6=277711409, 6-7=2806/1592, 7-8=2135/1412, 8-9=-2137/1236, 9-1 0=-1 640/876
BOT CHORD 24-25=-304/240, 23-24=42/1464, 22-23=-41/1468, 5-19=0/321, 18-19=-1169/3320,
17-18=-667/1844, 8-17=341/424
WEBS 1-24=-93/1314, 3-24=2164/1186, 3-22=943/1207, 4-22=1210/854, 19-22=535/2233,
4-19=-702/1158, 5-18=675/145, 6-18=499/586, 7-18=-644/1506, 7-17=369/634,
14-17=-625/1436, 9-17=112/666, 9-14=921/617, 10-14=780/1632, 10-13=1899/1126
Structural wood sheathing directly applied, except end verticals, and
2-0-0 cc purlins (6-7-5 max.): 1-3.
Rigid ceiling directly applied or 6-0-0 cc bracing. Except:
1 Row at midpt 8-17
10-0-0 cc bracing: 19-21, 15-17
1 Row at midpt 5-18, 7-18
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 5-5-15, Interior(1) 5-5-15 to 29-3-8,
Exterior(2R) 29-3-8 to 35-3-8, Interior(1) 35-3-8 to 44-11-12 zone; cantilever left and right exposed ; porch left exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live lead of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will rd 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 atjoint(s) except (jt=lb)
24=1559,13=671.
10) "X indicates Released bearing: allow for upward movement at joint(s) 25.
11) Graphical purin representation does not depict the size or the orientation of the purlin along the tap and/or bottom chord.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. W69
fill Tek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL33610
Date:
May 3,2021
®WARNING -Vedy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5119,2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verilythe 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
�fiiTek°
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 ANS11rP/t Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety /nformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802112
508208
C17
Roof Special
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:54 2021 Page 1
I D:Oj R7uvPC rTEdiM bCgU SxELyQZsg-119YrbLf2ZTaheRz5 iepOzGO Qvw2_LIE75espxzKGP F
Ni8-10-2 9.0.0 14.11.0 22.0-0 2&6-9 -6 37.0.0 43.5.8 5-1-8
9• 6.0.12 2-1-14 5-11-0 7-1.0 0- 1- 3 7.5-10 6.5-8 1.8.0
3.58 12 5x6
3x6 11 6.00 12
7 8
Scale = 1:85.1
23 22 21 2u L6 4x8 = [a 163U15 14 13 12
6x16 = 6x8 = 3x4 11
5x8 =
4x4 I1 5x8 = NOP2X STP =
3x4 II
6x6 =
03-7 45-1-0
0..1to 9-0-0 1411-0 15r.2-8 22-0-0 29-2-14 29 6 37.0-0 43-5-6 43,�,A�
0. -1 &2-9 5-it-0 0-3-8 6-9A 7-2-14e 7-5-10
0-5-11 14-0
LOADING (psf)
SPACING-
2-0-0
CS'_
DEFL.
in ([cc)
VdeN
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.80
Vert(LL)
-0.27 17-18
>999
360
TCDL
10.0
Lumber DOL
1.25
BC 1.00
Vert(CT)
-0.48 17-18
>999
240
BCLL
0.0
Rep Stress Incr
YES
WB 0.93
Horz(CT)
0.16 13
n/a
n/a
BCDL
10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL)
0.24 18-19
>999
240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 *Except*
17-19: 2x4 SP SS BOT CHORD
WEBS 2x4 SP No.2
WEBS
REACTIONS. (size) 23=0-11-5, 13=0-8-0
Max Horz 23=303(LC 11)
Max Uplift 23=721(LC 12), 13=-758(LC 12)
Max Grav 23=1978(LC 17), 13=2118(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-23=-328/295, 34=2888/1524, 4-5=3542/1912, 5-6=2912/1703, 6-7=-2931/1864,
7-8=-2302/1672, 8-9=2300/1447, 9-10=1904/1077
BOT CHORD 22-23=-1219/2659, 5-19=0/320, 18-19=1629/3545, 17-18=-826/2021, 8-17=428/548
WEBS 2-23=-547/595, 3-23=2888/1534, 3-22=252/697, 4-22=-837/559, 19-22=-1260/2851,
4-19=-350/691, 5-18=847/444, 6-18=-445/533, 14-17=-808/1528, 9-17=-80/570,
9-14=840/657, 10-14=915/1790, 10-13=2048/1301, 7-17=533/762, 7-18=843/1575
PLATES GRIP
MT20 244/190
Weight: 335 lb FT = 20%
Structural wood sheathing directly applied or 2-9-10 cc purlins,
except end verticals, and 2-0-0 cc purlins (6-0-0 max.): 1-3.
Rigid ceiling directly applied or 2-2-0 cc bracing. Except:
1 Row at midpt 8-17
10-0-0 cc bracing: 19-21, 15-17
1 Row at midpt 3-23, 5-18, 7-18
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 6-1-12, Interior(!) 6-1-12 to 28-6-9,
Exterior(2R) 28-6-9 to 34-6-9, Interior(1) 34-6-9 to 44-11-12 zone; cantilever left and right exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb)
23=721. 13=758.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No:34869
Milrak USA, lnc.,FL Cart 8634
6904 Parke East Blvd. Tampa FL•33610
NO:
May 3,2021
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5//1912020 BEFORE USE.
Design valid for use only with 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 p
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p 0 (
is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the Tek•
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPN quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802113
508208
C18
ROOF SPECIAL
1
1
Job Reference o tional
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:22:56 2021 Page 1
ID:OjR?uvP CrTEdiMbCgUSxELyQZsg-zQHJGHMvaAjHwxbLC7gH60MKJjf4SGV WbP7zugzKGPD
i 4-3-15 8-2-6 12-6-0 16-11-0 i 22-4-0 27-9-9 35 0-0 i 43-5.8 48-5-8 i
' 43-15 3-10.7 47
'10 i 4-5.0 5-5-0 5-5-9 7-1-7 7-9-8 5'
5x12 =
3.58 f12 6.00112
23 ze za 22 21 20 19 3u 3x6 — 31 14
15
6x6 = 5x6 = 6x8 = 3x4 II _ 4x4 II
NOP2X STP = 5xS — 5x12 =
Scale = 1:90.7
13 12 11
6x8 = NOP2X STP = NOP2X STP =
6x6 = 3x6 II
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020lrP12014
CSI.
TC 0.91
BC 0.83
WB 0.85
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in ([cc) Vdefl Ud
-0.20 17-18 >999 360
-0.37 17-18 >999 240
0.12 11 n/a n/a
0.19 17-18 >999 240
PLATES GRIP
MT20 244/190
Weight: 357 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 cc purlins,
7-8: 2x4 SP SS
except end verticals, and 2-0-0 cc purlins (3-10-13 max.): 1-3.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 5-6-10 cc bracing. Except:
WEBS 2x4 SP No.2 *Except*
1 Row at midpt 7-16
1-23,10-11: 2x6 SP No.2
10-0-0 cc bracing: 18-20, 14-16
WEBS
1 Row at midpt 2-23, 5-17, 6-16, 9-13
REACTIONS. (size) 23=0-8-0, 12=0-8-0, 11 =0-8-0
Max Harz 23=343(LC 11)
Max Uplift 23=702(LC 12), 12=1163(LC 12), 11=-589(LC 17)
Max Grav 23=1905(LC 17), 12=2916(LC 18), 11=96(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2256/1211, 3-4=2565/1438, 4-5=2879/1627, 5-6=-2418/1490, 6-7=-1843/1291,
7-8=-1993/1305, 8-9=1667/950, 9-10=-475/1015, 10-11=262/567
BOT CHORD 22-23=-427/1457, 21-22=910/2458, 5-18=-58/458, 17-18=-1139/2924, 16-17=912/2449,
7-16=-540/1060, 12-13=832/478
WEBS 2-23=-2064/1220, 2-22=849/1752, 3-22=1153/785, 3-21=-207/286, 4-21=-733/444,
18-21=-1021/2578, 4-18=150/454, 5-17=769/380, 6-17=-226/871, 6-16=-1217/650,
13-16=-587/1192, 8-16=96/571, 8-13=877/682, 9-13=-1136/2387, 9-12=-2548/1520,
10-12=-835/644
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
This item has been
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-2-12 to 6-2-12, Interior(l) 6-2-12 to 27-9-9,
Exterior(21R) 27-9-9 to 33-9-9, Interior(1) 33-9-9 to 48-2-12 zone; Cantilever left and right exposed ; porch right exposed;C-C for
electronically signed and
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
sealed by Lee, Julius, PE
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
using a Digital Signature.
to the use of this truss component.
Printed copies Of this
P
4) Provide adequate drainage to prevent water pending.
5) All plates are MT20 plates unless otherwise indicated.
document are not Considered
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
signed and Sealed and the
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
signature must be verified
Will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
On any electronic copies.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb)
23=702. 12=1163, 11=589.
Julius Lee PE, No; V1869
9) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Mitek UsA, ipc: FL tort034
6904 Parke. East Blvd. Tampa FL 33616
Date:
May 3,2021
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 5/19,2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall r
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 ANSI117P11 quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802114
508208
C19
ROOF SPECIAL GIRDER
1
3
Job Reference o floral
I Watts LUmDer Company, valm nay, FL - 6ZUUb, 6.430 s Apr ZU ZUZ1 MI I eK Industries, Inc. Mon May 3 UB:23:U2 2U21 Page 1
ID:OIR?uvP CrTEd iM bCgUSxE LyQZsg-oaea WKRgAOTRes3VZO nh LfbQw8frszOPzLaH5UzKGP7
2-40 7-0.0 12-7-0 1911-0 2333 2 -10. 28-2-13 31-7-8 36-4-0 41-2-0 45-7-0 50-5-8
2-40 4-&0 5-7-0 8-6-0 4-2-3 -&1 3-4-11 3-4-11 4-8-8 4.10.0 4-5-0 4-10-6
6x10 =
3.5812
Scale = 1:110.4
3x4 11
5x6
6.00 12
6 7
8
7x8 i
6x6
5
9
5x6
5x6
10
5x12 =
2x4 II 7x8 =
4
11
12 13
5x6 i
3x6 i 3
2
rr
1
1
19
Id
d 31
27 A 26
32 33 34
25
35 A 48
24
37 5d938
20 0139 40
41 42
43 44
45 46 47
THD26
23 22
8x8 —_ 18
17
16
15 14
NOP2X STP = 4x4 =
8x8 = THD26 8x12 = THD26
3x6 11
5x10 11
8x8 =
7x8 =
10x10 = NOP2X STP =
2x4 II NOP2XSTP =
THD26
THD26
12x16 =
6x8 =
THD26 THD26 THD26 THD26 3x8MT20HS II
4x6 = THD26-2
THD26
THD26
BAD = THD26 THD26
THD26
THD26
THD26
THD26
THD26 THD26.
THD26
THD26
24-0
2-0-0 7-0-0 12-7-0
19-1-0 23-3-3 -10- 28-2-13 31-7-8
36-0-0
41-2-0
45-7-0
50-5-8
2-0-0 4-8-0 5-7-0
6-6-0 423 -8-1 3-0-11 3-0-it
4A-8
4-10-0
45-0
4-10A
04-0
Plate Offsets (X,Y)—
[3:0-2-12,0-3-0], [5:0-4-0,0-2-0], [6:0-3-8,0-2-4],
[8:0-2-0,0-2-0], [10:0-3-0,0-3-0], [14:Edge,0-5-8],
[16:0-4-0,0-4-8], [17:0-2-8,0-4-0], [19:0-5-12,0-4-8],
(20:0-3-8,0-4-8], (21:0-3-8,0-3-41, [23:0-8-0,0-6-4] [24:0-48 0-4-12] [25:0-4-0 Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Ildefl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.58
Vert(L-)
-0.27 17-18
>999
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.96
Vert(CT)
-0.48 17-18
>781
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr NO
WB 0.96
Horz(CT)
0.16 14
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL)
0.29 17-18
>999
240
Weight: 1460 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
BOT CHORD 2x6 SP No.1 'Except'
7-22,9-18: 2x4 SP No.2, 22-24: 2x8 SP No.2
BOT CHORD
WEBS 2x4 SP No.2 *Except*
WEBS
13-14,5-24,6-23: 2x6 SP No.2, 5-23,11-15,13-15,8-21: 2x4 SP SS
REACTIONS. All bearings 0-8-0 except (jt=length) 24=0-4-0.
(lb) - Max Horz 27=366(LC 6)
Max Uplift All uplift 100 lb or less at joint(s) except 14=-4939(LC 8). 26=2468(LC
8). 24=10732(LC 8)
Max Grav All reactions 260 lb or less atjoint(s) except 14=12931(LC 20),
27=540(LC 11), 26=2578(LC 36), 24=27489(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-147/457, 2-3=850/438, 3-4=342/181, 4-5=2157/5476, 5-6=-17031779,
6-7=-2949/1297, 7-8=3149/1335, 8-9=7367/2934, 9-10=-10645/4140,
10-11=-12497/4778, 11-12=8652/3302, 12-13=-865213302, 13-14=11699/4515
BOT CHORD 1-27=-344/144, 26-27=A40/348, 25-26=422/803, 24-25=381/480, 21-22=-802/294,
7-21=-272/512, 20-21=2637/7059, 19-20=-3851/10185, 18-19=-664/1892,
9-19=-2962/7930,17-18=472/1266,16-17=-4992/13099,15-16=4992/13099,
23-24=4861/2015, 22-23=301/783
WEBS 2-27=-562/0, 2-26=144/768, 3-26=766/653, 3-25=488/468, 4-25=-2206/6720,
4-24=-6467/2408, 5-24=176847115, 5-23=-6064/15576, 6-23=-9491/3674,
21-23=386/864, 6-21=4155/10622, 9-20=7742/3005, 17-19=-4155/10916,
10-19=-3100/1209, 10-17=1031/2867, 11-17=-1901l776, 11-16=1456/4076,
11-15=7735/2940, 12-15=284/255, 13-15=-5484/14377, 8-20=A383/11442,
8-21 =-1 1351/4457
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 11-13.
Rigid ceiling directly applied or 6-0-0 oc bracing.
1 Row at midpt 5-24
NOTES-
1) 3-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: 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc, 2x8 - 3 rows staggered at 0-4-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 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: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60
plate grip DOL=1.60
_ontinued on page 2
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No, 34869
MiTakuSA, Inc. FL Cart 6634
6004 Parke East Blvd. Tampa FL 33610
Date;
May 3,2021
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19r2020 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 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/fPI1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
----J
Truss Type
Qty
Ply
Rudy Vega
T23802114
508208
C19
ROOF SPECIAL GIRDER
1
q
J
Job Reference (optional)
I looetts Lumber L:ompany, Valm Bay, FL - 3Z9Ub, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:02 2021 Page 2
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-oaeaWKRgAOTRes3VZOnhLfbQw8f rszOPzLaH5UzKGP7
NOTES-
5) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component.
6) Provide adequate drainage to prevent water ponding.
7) All plates are MT20 plates unless otherwise indicated.
8) This truss has been designed for a 10.0 psf bottom chord live load ncnconcurrent with any other live loads.
9) ' 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.
10) Bearing atjoint(s) 24 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
11) Provide metal plate or equivalent at bearing(s) 24 to support reaction shown.
12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4939 lb uplift at joint 14, 2468 lb uplift at joint 26 and 10732 lb uplift at joint 24.
13) "A" indicates Released bearing: allow for upward movement at joint(s) 27.
14) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
15) Use USP THD26-2 (With 18-16d nails into Girder & 12-1 Od nails into Truss) or equivalent at 6-4-4 from the left end to connect truss(es) to front face of bottom chord.
16) Use USP THD26 (With 18-16d nails into Girder & 12-1 Od x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 8-3-8 from the left end to 48-3-8 to
connect truss(es) to front face of bottom chord.
17) 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: 1-6=-60, 6-11=60, 11-13=-60, 1-22=20, 19-21=20, 14-18=-20
Concentrated Loads (lb)
Vert: 25=-1732(F) 20=-1697(F) 17=-1229(F) 31=421(F) 32=1478(F) 33=-1732(F) 34=-1732(F) 36=1732(F) 37=1732(F) 38=1741(F) 39=1619(F) 40=1223(F)
41=-1235(F) 42=1229(17) 43=1614(F) 44=-1661(F) 45=1733(F) 46=1733(F) 47=1733(F) 48=-1732(F) 50=-1732(F) 51=1732(F)
WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED tAI7EK REFERENCE PAGE M11•7473 rev. 6/1912020 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 p q
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANS17rP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802115
508208
CA
Comer Jack
16
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905,
2x4 =
8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:23:15 2021 Page 1
ID:Oj R7uvP C rTEdiM bCgUSxE LyQZsg-v4wUFnbg606bisY7gd WIN Oen M NKWP3YJys ET2 EzKGOw
1-0-0
1-0-6
1-0-0
11-0-0
Scale = 1:7.2
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-D-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CSI.
TC 0.08
BC 0.06
WB 0.00
Matrix -MP
DEFL. in
Vert(L-) -0.00
Vert(CT) -0.00
Horz(CT) 0.00
(]cc) Vdefl L/d
6 n/r 120
6 n/r 120
n/a n/a
PLATES GRIP
MT20 244/190
Weight: 3 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 1-0-0 cc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 6-0-0 cc bracing.
REACTIONS. (size) 2=Mechanical, 3=Mechanical
Max Horz 2=70(LC 1), 3=75(LC 12)
Max Uplift 2=71(LC 12)
Max Grav 2=79(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or
less except when shown.
TOP CHORD 1-2=-273/97
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 2.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No.34869
Miiek, USA, Inc. FL Cert 8634
6804 Parke East Blvd. Tampa FL33610
Date:
May 3,2021
A WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with Miiek® 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 �'T`y�°
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?PH Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802116
508208
CAA
Comer Jack
8
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905,
2x4 =
8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:17 2021 Page 1
ID:OjR7uvPCrTEdiMbCgUSxELyQZsg-sT2FgTd4edMJxAiNx1 YDSpj6_801 tzl cQAja66zKGOu
1-0-0
1-0-0
Scale = 1:7.0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in ([cc) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.08
Vert(LL) -0.00 6 n/r 120
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.06
Vert(CT) -0.00 6 n/r 120
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) 0.00 n/a n/a
BCDL 10.0
Code FBC2020[TPI2014
Matrix -MP
Weight: 3 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (size) 2=Mechanical, 3=Mechanical
Max Horz 2=73(LC 1), 3=78(LC 12)
Max Uplift 2=71(LC 12)
Max Grav 2=79(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=282/100
BOT CHORD 1-3=73/253
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-0-0 cc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterier(2E) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 2.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic. copies.
Julius Lee PE No. 34869
MiTek USA, Inc. FL Cart 6634,
6904 Parke East Blvd. Tampa FL33610
Date;
May 3,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall �•
buildingdesign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing It A're1�'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the iV Il
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMP/i quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
�Rudy\fega
T23802117
508208
CJ2
Comer Jack
4
1
Job Reference (optional)
ribbetts Lumber Co, Palm Bay, FL
3x4 =
8A30 s Nov 30 2020 MTek Industries, Inc. Mon May 3 16:30:20 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-Zkz1wRYVL1val?NHsbmb_xsgtzl NuSH5Q63xxTzKABX
2-1-4
Scale = 1:9.9
PROVIDE ANCHORAGE, DESIGNED BY OTHERS,
AT BEARINGS TO RESIST MAX. UPLIFT
AND MAX HORZ. REACTIONS
SPECIFIED BELOW.
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Vdefl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.45
Vert(LL)
-0.00 6
n/r
120
TCDL 10.0
Lumber DOL
1.25
BC 0.33
Vert(CT)
-0.01 3
n/r
120
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
0.00
n/a
n/a
BCDL 10.0
Code FBC2020rrP12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 2=163/Mechanical, 3=0/Mechanical
Max Horz 2=154(LC 1), 3=164(LC 12)
Max Uplift 2=146(LC 12)
Max Grav 2=163(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=592/207
BOT CHORD 1-3=154/531
PLATES GRIP
MT20 244/190
Weight: 7 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-1-4 oc puriins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat.
II; Exp C; Encl., GCpi=0.16; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to
the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb)
2=146.
LOAD CASE(S) Standard
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julflu Lea PENo.94869
woli.USA, !no. FL cart 8634
6 w Parke East Blvd. Tampa FU3610
Date;
May 3,2021
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19i2020 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 Wit
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall p� qq building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYi��ek�
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 ANS11rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802118
508208
CJ3
Comer Jack
2
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905,
3-0-0
8,430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:18 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-KfcdtodiOxUAZKHaV13S?1 GFJaLjcQkmegS7fYzKGOt
I$
Scale = 1:17A
2x4 II
NOP2). STP — 2-0.0
3-0-0
2-0-0
1-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Udefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.23
Vert(LL)
-0.00
4
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.10
Vert(CT)
-0.01
4
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.04
Horz(CT)
-0.01
2
n/a
n/a
BCDL 10.0
Code FBC2020rrP12014
Matrix -MP
Wind(LL)
0.01
4
>999
240
Weight: 15 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x6 SP No.2 *Except* BOT CHORD
1-4: 2x4 SP No.2
REACTIONS. (size) 5=0-8-0, 2=Mechanical, 3=Mechanical
Max Horz 5=73(LC 12)
Max Uplift 2=79(LC 12), 3=-15(LC 12)
Max Grav 5=108(LC 1), 2=99(LC 17), 3=54(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
Structural wood sheathing directly applied or 3-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) All plates are MT20 plates unless otherwise indicated.
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 79 lb uplift at joint 2 and 15 lb uplift at
joint 3.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lea PE No. U869
MiT0k,6SA; Inc. FL Cert 434
69b4 Parke,East Blvd. Tampa FL33616
Data:
May 3,2021
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED F."ITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and 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 f� 10
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M''''el.Al'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PH quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
my
Ply
T23802119
508208
CJ3A
CORNERJACK
12
1
�RudyVega
Job Reference (optional)
Tibbetts Lumber Co, Palm Bay, FL
3-0-0
3-0-0
BA30 s Nov 30 2020 MTek Industries, Inc. Mon May 3 16:31:22 2021 Page 1
ID:Oj R7uv P CrTEdiMbCgU SxELyQZsg-IfjTxd 1014jnBX6B Uct7V000Ay9FPTgD gl5D7tzKA7Z
3x6 11 5NOP2X STP =
LOADING (psf)
SPACING-
2-0 0
CSI.
DEFL.
in
(loc)
ydefl
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.39
Vert(LL)
0.00
5
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.50
Vert(CT)
0.00
5
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.13
Horz(CT)
0.04
3
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MP
Wlnd(LL)
-0.00
5
>999
240
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2
REACTIONS. (lb/size) 3=-153/Mechanical, 4=184/Mechanical, 5=571/0-8-0
Max Horz 5=79(LC 12)
Max Uplift 3=-153(LC 1), 4=184(LC 1), 5=-397(LC 12)
Max Gram 3=89(LC 12). 4=120(LC 12), 5=571(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-5=292/711
Scale = 1:12.1
PLATES GRIP
MT20 244/190
Weight: 11 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; porch left
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to
the use of this truss component.
3) All plates are MT20 plates unless otherwise indicated.
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 atjoint(s) except Gt=lb)
3=153,4=184,5=397.
LOAD CASE(S) Standard
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No.U869
MiTak IISA, I= FL Cart 6634
6904 Parke East Blvd. Tampa FL33610
Date:
May 3,2021
®WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a Wss 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 ivtiTek'
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 ANS11rP/f Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T23802120
508208
CJ38
CORNERJACK
2
1
�RuclyVega
Job Reference (optional)
Tibbetts Lumber Cc, Palm Bay, FL
ADEQUATE
SUPPORT
REQUIRED
8.430 s Nov 30 2020 MiTek Industries, Inc. Mon May 3 16:32:372021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-251ggHCR57A8h2LcOsjj1 gdGNBpwUPBGwwlhFOzKA60
3-0-0
3-0-0
Scale = 1:12.1
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.31
Vert(LL) 0.10
3 >338 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.24
Vert(CT) -0.03
3 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) 0.00
2 n/a n/a
BCDL 10.0
Code FBC20201TPI2014
Matrix -MP
Weight: 14 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP SS
TOP CHORD
Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x8 SP No.2
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size) 1=123/Mechanical, 2=107/Mechanical, 3=-0/Mechanical
Max Horz 1=371(LC 1), 3=418(LC 12)
Max Uplift 1=-93(LC 12), 2=113(LC 12)
Max Grav 1=123(LC 1), 2=107(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BOT CHORD 1-3=371/1515
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; porch left
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to
the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb)
2=113.
LOAD CASE(S) Standard
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. WOO
MiTek USA, Inc. FL Cert 0634
6304 Parke East Blvd. Tampa FL 33610
Date:
May 3,2021
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 51192020 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 pp q� building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI� P,. �'
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 ANSI11"P/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qly
Ply
Rudy Vega
T23802121
508208
CJ3C
Comer Jack
2
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL-32905,
2-8-0
8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:20 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-G2jNlUfzwYktodRycA6w4SLahOxe4J7268xEjRzKGOr
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defi
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.30
Vert(LL)
0.00
5
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.39
Vert(CT)
0.00
5
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.11
Horz(CT)
0.03
3
n/a
n/a
BCDL 10.0
Code FBC2020rrP12014
Matrix -MP
Wind(LL)
-0.00
5
>999
240
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2
WEDGE
Left: 2x4 SP No.3
REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0
Max Horz 5=70(LC 12)
Max Uplift 3=109(LC 1), 4=-132(LC 1), 5=290(LC 12)
Max Grav 3=51(LC 12), 4=75(LC 12), 5=449(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-5=-237/606
Scale = 1:12.2
PLATES GRIP
MT20 244/190
Weight: 11lb FT=20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1.
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
4) All plates are MT20 plates unless otherwise indicated.
5) Gable studs spaced at 2-0-0 Do.
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 109 lb uplift at joint 3, 132 lb uplift at
joint 4 and 290 lb uplift at joint 5.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No.34669
MiTek USA, Inc. FL Cert e634
6904 Parke East Blvd. Tampa FL33610
Date:
May 3,2021
--
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED PAREK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE.
Design wild 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 � V� 1 A'"['R
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?Pl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Rudy Vega
T23602122
508208
CJ5
Comer Jack
8
1
Job Reference o tional
Tibbetts Lumber Company, Palm Bay, FL - 32905,
5-0-0
5
NOP2X STP =
2x4 II
8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:21 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-kEHmVggbhstkQnO9Atd9cfukaoJOpm WCLohoFtzKGOq
Scale = 1:19.1
2-0-0 ,2-0-0, 5-0-0
2-0-0 04-0 2-8-0
Plate Offsets (X,Y)— [1:0-1-0,Edge)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(too) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.36
Vert(LL) -0.01
4-5 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.29
Vert(CT) 0.01
4-5 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.10
Horz(CT) 0.04
3 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix -MP
Weight: 17 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.2
REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0
Max Horz 5=132(LC 12)
Max Uplift 3=56(LC 12). 4=-13(LC 1). 5=220(LC 12)
Max Grav 3=66(LC 17). 4=28(LC 10). 5=374(LC 1)
FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=311/115
BOT CHORD 1-5=-1231305
WEBS 2-5=-237/553
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
3) All plates are MT20 plates unless otherwise indicated.
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.
This Item has been
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 3, 13 lb uplift at joint 4
electronically signed and
and 220 lb uplift at joint 5.
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No.3"69
MiTek, USA; Inc,FLCart 6634
6904 Parke East Blvd. Tampa FL33610
Date:
May 3,2021
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED FAITEK REFERENCE PAGE Mll-7473 rev. 5/19262g 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 l�°
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MfT�yIl
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802123
508208
CJ5A
CORNER JACK
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:22 2021 Page 1
ID:Oj R?uvPCrTEdiMb Cq USx E LyQZsg-C Qr8jAhDS9?b2xaLkb809tQpq BY W YE H LZSQ LoKzKGOp
5-0-0 J
5-D-0
Scale = 1:17.1
N
Lh
N
SUPPORT
REQUIRED NOP2XSTP =
Plate Offsets (X,Y)— ]1:0-1-0,0-0-0] ]2:0-3-2,0-0-8]
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.71
Vert(LL) 0.16
4-7 >355 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.74
Vert(CT) -0.05
4-7 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.01
2 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MP
Weight: 19 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.2
REACTIONS. (size) 1=Mechanical, 2=Mechanical, 4=0-7-10
Max Horz 1=126(LC 12)
Max Uplift 1=136(LC 12), 2=-125(LC 12), 4=74(LC 12)
Max Grav 1=188(LC 1), 2=140(LC 17), 4=100(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; porch left
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) All plates are MT20 plates unless otherwise indicated.
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 136 lb uplift at joint 1, 125 lb uplift at
joint 2 and 74 Ito uplift at joint 4.
8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No: U869
MiTek USA, Inc. FL Cart 6634
6804 Parke East Blvd. Tampa FL 33610
Date:
May 3,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. SI 2020 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 WOW
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing V1 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 oftrusses and truss systems, see ANS11rPll Quality Criteria, DSB-89 and BCS/Building Component 6904 Parke East Blvd.
Satety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802124
508208
CJ5F
Comer Jack
1
1
Job Reference o tional
ribbetts Lumber Company, Palm Bay, FL - 32905,
8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:22 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-CQr8jAhDS9?b2xaLkb809tQw9BddYD1LZSQLoKzKGOp
5-0-0
5-0-0
Scale = 1:19.1
5
NOP2X STP =
axe II
Plate Offsets (X Y)— [1:0-3-0 0-1-0)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Vdefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.30
Vert(LL) 0.01
4-5 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC OA2
Vert(CT) 0.01
4-5 >999 240
BCLL 0.0
Rep Stress Incr NO
WB 0.08
Horz(CT) -0.04
3 n/a n/a
BCDL 10.0
Code FBC2020/rP12014
Matrix -MP
Wlnd(LL) -0.01
4-5 >999 240
Weight: 21 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5.0-0 oc purlins.
BOT CHORD 2x6 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.2
REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0
Max Horz 5=133(LC 12)
Max Uplift 3=-49(LC 12), 4=-132(LC 1), 5=333(1_C 12)
Max Grav 3=48(LC 17), 4=71(LC 12), 5=636(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=277/127
BOT CHORD 1-5=-122/305
WEBS 2-5=272/454
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
3) All plates are MT20 plates unless otherwise indicated.
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.
This Item has been
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift atjoint 3, 132 lb uplift at joint
electronically signed and
4 and 333lb uplift at joint 5.
Sealed by Lee, Julius, PE
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 155 lb down and 178 lb up at
using a Digital Signature.
G-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
Printed Copies Of this
LOAD CASE(S) Standard
document are not considered
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
signed and sealed and the
Uniform Loads (pif)
signature must be verified
Vert: 1-3=60, 1-4=20
on any electronic copies.
Concentrated Loads (lb)
Vert: 1 =1 38
Julius Lee PE No. U869
Mi7ak USA, Inc. FL Cert 6634
6864 Parke East Blvd. Tampa F03610
Date:
May 3,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. �'
Design valid for use only with 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 verity the applicability of design parameters and properlyincorporate 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 ANS111711 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa. FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802125
508208
CJ6
Comer Jack
4
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:23:23 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-gcPWwWhrDT7Sf59Xllfdi4z72b1 UHf1 Vo6AuKmzKGOo
4-4-8 i 6-2-12
4-4-8 1-10-4
Scale = 1:22.1
g 3X4 =
NOP2X STP =
2x4 II
2-0-0 -4- 4-4-8 -8- 612-12
2-0-0 -4- 2-0.8 3- 1-6-12
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.17
TCDL
10.0
Lumber DOL
1.25
BC 0.19
BCLL
0.0
Rep Stress Incr
YES
WB 0.10
BCDL
10.0
Code FBC2020/rP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2
REACTIONS. (size) 4=Mechanical, 5=Mechanical, 9=0-8-0
Max Horz 9=165(LC 12)
Max Uplift 4=69(LC 12), 5=-13(LC 9), 9=211(LC 12)
Max Grav 4=101(LC 17), 5=57(LC 10), 9=401(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-462/178
BOT CHORD 1-9=-128/463
WEBS 2-9=-326/543
DEFL. in (]cc) Vdefi Ud PLATES GRIP
Vert(L-) -0.02 7 >999 240 MT20 244/190
Vert(CT) -0.03 7 >999 180
Horz(CT) 0.01 4 n/a n/a
Weight: 27 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
3) All plates are MT20 plates unless otherwise indicated.
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 rd 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 69 lb uplift at joint 4, 13 lb uplift at joint 5
and 211 lb uplift at joint 9.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lea PE No.34669
MiTek t1SA, Inc. FL Cert6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 3,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED PAITEK REFERENCE PAGE Mll-7473 rev. 51192020 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 4
ek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Mi l
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
i City
Ply
Rudy Vega
T23802126
508208
CJ9
Comer Jack
4
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905. 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:24 2021 Page 1
ID:OIR?uvPCrTEdiMbCgUSxELyQZsg-8pzu8siT nFJHFkkrOAsEIWAm?lyO6Ee1mvSsCzKGOn
4-4-8 4-4-0
Scale = 1:28.1
NOP2X STP =
2x4 II
z-ao a� 9
s-e
42416
4-8-0
8-8-8
2-0-0 -4-
2-0-8
-3-
4-0-8
Plate Offsets (X,Y)— [1:0-1-1,0-0-8)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Udefl Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.68
Vert(LL)
0.20 7 >374 240
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC
0.49
Vert(CT)
-0.20 7 >378 180
MT20HS
IB7/143
BCLL 0.0
Rep Stress Incr YES
WB
0.10
Horz(CT)
-0.10 4 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Weight: 35 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 cc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 6-0-0 cc bracing.
WEBS 2x4 SP No.2
REACTIONS. (size) 4=Mechanical, S=Mechanical, 9=0-8-0
Max Horz 9=221(LC 12)
Max Uplift 4=140(LC 12), 5=-6(LC 12), 9=226(LC 12)
Max Grav 4=195(LC 17), 5=101(LC 3), 9=480(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-475/179
BOT CHORD 1-9=-129/467
WEBS 2-9=-414/561
NOTES-
1) Wind: ASCE 7-16; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) All plates are MT20 plates unless otherwise indicated.
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.
This Item has been
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at joint 4, 6 lb uplift at joint 5
electronically signed and
and 226lb uplift at joint 9.
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No.34889
MiTek USA, Inc; FL Cart e.634
6904 Parke.East Blvd. Tampa FL 33610
Date:
May 3,2021
®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119.2020 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 propedy Incorporate this design into the overall p q
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y{iT�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 ANSI/rP/i Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety on,
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802127
508208
CJ10
Comer Jack
2
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:16 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-NGUtS7cStJESK07BNK1_vcBognSLBUQTBWzl agzKGOv
4-4-8 7-0-0 10-4-4
4-4-8 2-7-8 3-4-4
3x4 = NOP2X STP = 3x6
2x4 11
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
l/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.68
Vert(LL)
-0.14
7
>671
360
TCDL 10.0
Lumber DOL
1.25
BC 0.92
Vert(CT)
-0.29
7
>331
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.15
Horz(CT)
-0.11
5
n/a
n/a
BCDL 10.0
Code FBC2020rrPI2014
Matrix -MS
Wind(LL)
0.37
7
>259
240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No.2
REACTIONS. (size) 5=Mechanical, 6=Mechanical, 11=0-8-0
Max Horz 11=276(LC 12)
Max Uplift 5=143(LC 12), 6=-55(LC 12), 11=229(LC 12)
Max Grav 5=214(LC 17), 6=152(LC 17), 11=539(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-424/186, 2-3=258/28
BOT CHORD 1-11=135/419, 7-8=793/659
WEBS 2-10=-243/359, 2-11=505/558, 3-7=716/861
I¢
0
Scale = 1:31.2
m
v
v
[d
PLATES GRIP
MT20 244/190
Weight: 48 lb FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied. Except:
6-0-0 oc bracing: 8-10
NOTES-
1) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 10-3-8 zone;
cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Building Designer Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) All plates are MT20 plates unless otherwise indicated.
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 143 lb uplift at joint 5, 55 lb uplift at joint
6 and 229 lb uplift at joint 11.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Gee PE No.34869
MiTek USA, Inc: FL tort6634,
6904 P.aike East Blvd: Tampa FL33610
Date:
May 3,2021
- ......... -... --—.._.._................
_.....—
® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with 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 overall6
building design. Bracing indicated into prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M�%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 ANSI?PII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802128
508208
D1
Roof Special Girder
1
Job Reference o tional
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:26 2021 Page 1
ID:OjR7uvPCrTEdiMbCgUSxELyQZsg-5B5fZXkkWOV1 WYu6zQDKJjbZKpvuUt2xU4OZx5zKG01
4-6-0 i 8-4-13 13-0-0 17-7-1 22-0-0 25-1-0 27-5-8
' 4t 3-10.13 4-7-3 4-7-1 4-4-15 3 2
3.78 12 4x4
5x8 = SKH26R 7x8 = 4x4 II SKH26R
SKH26R SKH26R
4.24112
SKH26R
Scale = 1:48.9
2x4 11 NOP2X STP =
NAILED 6x6 =
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-D-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC20201TPI2014
CS1.
TC 0.48
BC 0.72
WB 0.65
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) Vdefl L/d
-0.20 14-15 >999 360
-0.38 14-15 >845 240
0.13 9 n/a n/a
0.29 14-15 >999 240
PLATES GRIP
MT20 244/190
Weight: 389 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-8-14 oc purlins,
BOT CHORD 2x6 SP No.2 `Except'
except end verticals.
3-16,7-10: 2x4 SP No.2, 13-15: 2x6 SP No.1
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.2 `Except*
1-18,8-9: 2x6 SP No.2
REACTIONS. (size) 18=0-8-0, 9=0-8-0
Max Harz 18=153(LC 24)
Max Uplift 18=1687(LC 8), 9=1445(LC 8)
Max Grav 18=3535(LC 1), 9=2562(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-6681/3222, 2-3=9408/4745, 3-4=6358/3340, 4-5=-3952/2217, 5-6=-3999/2238,
6-7=3593/2035, 7-8=2218/1259, 1-18=3093/1525, 8-9=-2506/1426
BOT CHORD 17-18=-556/961, 16-17=-388/765, 15-16=-129/338, 3-15=-951/2148, 14-15=-4609/9108,
13-14=-3088/5964, 12-13=1850/3361, 11-12=-118912112, 7-11 =1 557/873
WEBS 2-17=-1716/992, 15-17=2868/5797, 2-15=1436/2710, 3-14=3398/1647,
4-14=-1063/2314, 4-13=2933/1475, 5-13=-1220/2238, 6-13=294/588, 6-12=676/347,
7-12=841/1588, 1-17=2621/5459, 8-11=149012648
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: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 Co.
This item has been
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
electronically signed and
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
Sealed by Lee, Julius, PE
3) Unbalanced roof live loads have been considered for this design.
using a Digital Signature.
4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Printed copies of this
P
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
document are not considered
to the use of this truss component.
signed and sealed and the
6) All plates are MT20 plates unless otherwise indicated.
signature must be Verified
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
'
On any e12CtrOnIC copies.
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.
Julius Lee PE No:34869
9) Bearing atjoint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
Miiak USA, Inc. FL Cent6634
capacity of bearing surface.
6904 Parke East Blvd. Tampa FL 33610
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1687 lb uplift at joint 18 and 1445 lb
Date;
uplift at joint 9.
May 3,2021
Continued on page2 _
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 5119.2020 BEFORE USE. �' '
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and 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 �''`e�'
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?PH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802128
508208
D1
Roof Special Girder
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:23:26 2021 Page 2
ID:OjR7uvPCrTEdiMbCgUSxELyQZsg-5B5fZXkkWOV1 WYu6zQDKJjbZKpvuUt2xU4OZx5zKGOI
NOTES-
11) Use USP SKH26R (With 6-16d nails into Girder & 6-1Od x 1-1/2 nails into Truss) or equivalent spaced at 2-9-15 oc max. starting at 2-11-4 from the left end to 14-3-0 to
conned truss(es) to front face of bottom chord.
12) Use USP SKH26R (With 6-16d nails into Girder & 6-1 Od x 1-1/2 nails into Truss) or equivalent spaced at 2-9-15 oc max. starting at 17-0-15 from the left end to 22-8-13 to
conned truss(es) to front face of bottom chord.
13) Fill all nail holes where hanger is in contact with lumber.
14) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25') toe -nails per NDS guidlines.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-5=-60, 5-8=-60, 16-18=20, 11-15=20, 9-10=20
Concentrated Loads (lb)
Vert: 19=-780(F) 20=700(F) 21=-61O(F) 22=529(F) 23=-446(F) 24=-366(F) 25=-281(F) 26=-224(F)
®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mii-7473 rev. 5/19/2020 BEFORE USE. '
Design valid for use only with 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 guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI117P/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802129
508208
D2
Roof Special Girder
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:29 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-VmmnBZmcpJtcNOdheZmlxLD5GOvKhGINA2dDXQzKGOi
I 4-10-11
' 410-11 49--01-5 3-1-5 160 0-4-15 4-0-0 79-8 2-0
3-6-11 54-1-5 3-83-7-12-0
Svc
3x6 II NAILED 5x6 = 6x8 = 2x4 II
3.78 F12
4x4
4.24112
IL
NOP2X STP =
5x6 = 3x6 11
Scale = 1:54.6
N
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2020/TPI2014
CSI.
TC 0.44
BC 0.86
WB 0.56
Matrix -MS
DEFL. in (loc) Ndefl Ud
Vert(LL) -0.15 16 >999 360
Vert(CT) -0.34 14-15 >999 240
Horz(CT) 0.17 10 n/a n/a
Wind(LL) 0.21 16 >999 240
PLATES GRIP
MT20 244/190
Weight: 197 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-15 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (3-6-4 max.): 1-2.
WEBS 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-9-5 oc bracing. Except:
9-10: 2x6 SP No.2 5-2-0 oc bracing: 11-13
10-0-0 oc bracing: 15-17
REACTIONS. (size) 20=Mechanical, 10=0-8-0
Max Horz 20=143(LC 7)
Max Uplift 20=538(LC 8). 10=499(1_C 8)
Max Grav 20=1126(LC 1), 10=1199(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-20=-1093/536, 1-2=2320/1000, 2-3=2363/990, 3-4=-2558/1108, 4-5=-2571/1175,
5-6=1427/681, 6-7=1445/688, 7-8=765/376, 8-9=632/273, 9-10=-1311/558
BOT CHORD 18-19=-1049/2269, 14-15=781/1842, 13-14=-505/1208, 11-13=-843/390
WEBS 1-19=-1049/2471, 2-19=914/464, 3-18=431/267, 15-18=-960/2183, 5-15=-413/977,
5-14=-860/461, 6-14=281/684, 7-14=10/286, 7-13=813/357, 9-11=-480/1147
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
This Item has been
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
electronically Signed and
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
sealed by Lee, Julius, PE
Will fit between the bottom chord and any other members.
using a Digital Signature.
8) Refer to girder(s) for truss to truss connections.
Printed copies Of this
p
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 538 Ib uplift at joint 20 and 499 lb uplift
at joint 10.
document are not considered
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
signed and sealed and the
11) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines.
Signature must be Verified
12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
On any electronic copies.
LOAD CASE(S) Standard
Julius Lee PE No. 3U6s
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
MiTek USA, lnc. FL `Cart8634
Uniform Loads (plf)
690d Rarke East Blvd. Tampa FL 33610
Vert: 1-2=60, 2-6=60, 6-9=60, 17-20=20, 16-17=20, 13-15=20, 11-12=20, 10-11=20
Data:
May 3,2021
Continued on page 2 _
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 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 y
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall i.�4`
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the p�il.�rk'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/1 Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802129
508208
D2
Roof Special Girder
1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:29 2021 Page 2
ID:OIR?uvPCrTEdiMbCgUSxELyQZsg-VmmnBZmcpJtcNOdheZmlxLD5GOvKhGINA2dDXQzKGOi
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 21=36(F) 22=40(F)
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED If,ITEK REFERENCE PAGE Mll-7473 rev. 51192020 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
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW
always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabricalon, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Rudy Vega
T23802130
508208
D3
Roof Special
1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:30 2021 Page 1
ID:OIR?uvP C rTEdiM bCgU SxE LyQZsg-zzK90vnEad?T?ACtCG HGUZmACQ DUQcrXPi N m4szKG Oh
6-0-12 13-0-0 20-6-5 25-0.0 30-2-0
10-12 6-11-4 7-6-5 4-5-11 5-2-0
3x6 11
5x6 =
3x4 =
4x6
5x8 =
4.24112
30-2-0
Scale = 1:53.9
NOP2X STP =
6x6 =
4
A
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.81
Vert(LL) -0.32 7-8 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.97
Vert(CT) -0.54 7-8 >663 240
BCLL 0.0
Rep Stress Incr YES
WB 0.99
Horz(CT) 0.06 7 n/a n1a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(ILL) 0.13 9-10 >999 240
Weight: 183lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied or 3-3-10 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals, and
2-0-0 oc purlins (3-3-10 max.): 1-2.
WEBS 2x4 SP No.2 `Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
6-7: 2x6 SP No.2 WEBS 1 Row at midpt
3-8, 5-7
REACTIONS. (size) 11=Mechanical, 7=0-8-0
Max Horz 11=137(LC 11)
Max Uplift 11=-487(LC 12), 7=503(LC 12)
Max Grav 11=1333(LC 17). 7=1324(LC 19)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-11=-1240/767, 1-2=2140/1150, 2-3=2088/1203, 3-4=-1277/838, 4-5=-1280/878
BOT CHORD 9-1 0=-1 243/2237. 8-9=1181/2037, 7-8=557/869
WEBS 1 -1 0=-1 261/2364, 2-10=855/674, 3-9=0/333, 3-8=1009/657, 4-8=-172/488,
5-8=-142/569, 5-7=1299/878
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; VuB=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 6-0-12, Interior(1) 6-0-12 to 20-6-5,
Exterior(21R) 20-6.5 to 26-6-5, Interior(1) 26-6-5 to 29-11-4 zone; cantilever left and right exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
This item has been
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
electronically signed and
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
sealed by Lee, Julius, PE
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
using a Digital Signature.
Will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
Printed copies of this
8) Refer to girder(s) for truss to truss connections.
document are not considered
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 487 lb uplift at joint 11 and 503 lb uplift
at joint 7.
signed and sealed and the
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
signature must be Verified
on any electronic copies.
Julius Lee PE No. U869
MiTeiiU$A, Inc.. FL bert efix
6904 Backe East Blvd. Tampa FL 93610
Date:
May 3,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119,2020 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 guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?Pli Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802131
508208
D4
Roof Special
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905,
7-2-13
6-7-11
8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:31 2021
5-4-5
4x6
3.78 F12 4 4.24 L12
Scale = 1:55.3
0
4 h
3x6 11 5x6 = 3x4 = 5x8 = 44 = 3x6 11
LOADING (psi)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020rrP12014
CSI.
TC 0.70
BC 0.67
WB 0.63
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) Vdefl Lid
-0.12 9-10 >999 360
-0.23 9-10 >999 240
0.05 7 n/a n/a
0.12 10-11 >999 240
PLATES GRIP
MT20 244/190
Weight: 205 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied or 3-8-1 oc purlins,
1-2: 2x4 SP SS
except end verticals, and 2-0-0 oc purlins (4-3-6 max.): 1-2.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 5-6-8 oc bracing.
WEBS 2x4 SP No.2 *Except*
WEBS
1 Row at midpt 1-11, 3-9
6-7: 2x6 SP No.2
REACTIONS. (size) 12=Mechanical, 7=0-10-9
Max Horz 12=142(LC11)
Max Uplift 12=519(LC 12), 7=524(LC 12)
Max Grav 12=1401(LC 17),7=1389(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-12=1287/825, 1-2=1969/1077, 2-3=1967/1149, 3-4=-1328/917, 4-5=-1337/941,
5-6=-1124/710, 6-7=1297/855
BOT CHORD 10-11=-1114/2069, 9-10=1070/1924, 8-9=-597/1019
WEBS 1-11=-1211/2223, 2-11=856/701, 3-10=0/367, 3-9=911/549, 4-9=-222/538,
5-9=112/396, 5-8=615/536, 6-8=745/1268
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 20-7-11.
Exterior(2R) 20-7-11 to 26-7-11, Interior(1) 26-7-11 to 31-6-12 zone; cantilever left and right exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
This item has been
to the use of this truss component.
electronically Signed and
4) Provide adequate drainage to prevent water ponding.
Sealed by Lee, Julius, PE
5) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads.
•
using a Digital Signature.
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
fit between the bottom
Printed copies of this
P
will chord and any other members, with BCDL = 10.Opsf.
7) Refer to girder(s) for truss to truss connections.
document are not Considered
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 519 lb uplift at joint 12 and 524 lb uplift
signed and sealed and the
ataph7.
9) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
signature must be verified
On any electronic Copies.
Julius Lee PEW. U869
Ahrroii;USA, life. FL Cart 6.634
6904 Parke East Blvd: Tampa FL33610
Data:
May 3,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall �r
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW
always required for stabildy 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 ANS11TPII Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802132
508208
D5
Roof Special
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905. 8'430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:32 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-vLSwpboU5EFB ETLGJhJkZ_rXFDxOuYUgtOst8kzKGOf
i 4-4-3 8-4-14 15-0.0 20-9-1 27-0-0 33-9-8
4-0-3 40.11 6-7-2 5-9-1 6-2-15 6-9-8
Scale = 1:58.6
4x4
13
6x6 =
12
4x4 =
3.76 F12 5
4.24112
11 10
5x6 = 3x8 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Vdefl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.65
Vert(LL)
-0.16 12-13
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.77
Vert(CT)
-0.32 12-13
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.85
Horz(CT)
0.06 8
n/a
n/a
BCDL 10.0
Code FBC2020lrP12014
Matrix -MS
Wind(LL)
0.10 11
>999
240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2 *Except* BOT CHORD
7-8: 2x6 SP No.2 WEBS
REACTIONS. (size) 13=Mechanical, 8=0-10-9
Max Horz 13=149(LC11)
Max Uplift 13=560(LC 12), 8=550(LC 12)
Max Grav 13=1484(LC 17), 8=1531(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=1915/1061, 3-4=1910/1138, 4-5=1459/1008, 5-6=1485/1009, 6-7=-1366/807,
7-8=1427/893
BOT CHORD 12-13=-610/1166, 11-12=1009/1999, 10-11=-995/1870, 9-10=-683/1228
WEBS 2-13=-1626/1016, 2-12=-653/1340, 3-12=744/606, 4-11=0/324, 4-10=-781/482,
5-10=2871639, 6-10=73/278, 6-9=582/535, 7-9=801/1436
5x6 =
PLATES GRIP
MT20 244/190
Weight: 227 lb FT = 20%
Structural wood sheathing directly applied or 3-7-6 oc purlins,
except end verticals, and 2-0-0 oc purlins (4-2-13 max.): 1-3.
Rigid ceiling directly applied or 5-9-8 oc bracing.
1 Row at midpt 2-13, 3-11, 4-10, 6-10
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 20-9-1,
Exterior(2R) 20-9-1 to 27-0-0, Interior(1) 27-0-0 to 33-6-12 zone; cantilever left and right exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 560 lb uplift at joint 13 and 550 lb uplift
at joint 8.
9) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee EE No.34869
MiTek USA, :Inc. .FL Cart 8634'
6904 Parke East Bivd. Tampa FL 33610
Date:
May 3,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIS7473 rev. 51192020 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'
i'ek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Rudy Vega
T23602133
508208
D6
Roof Special
1
1
Job Reference (optional)
i00etts LUMber Company, vaim bay, FL -: zum, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:33 2021 Page 1
ID:Oj R7uvPCrTEdiMbCgUSxELyQZsg-OY011 xp7sYN1 sdwStPrz6BOiCdlgd25z5gbQgBzKGOe
7-10-8 10-B-10 15-0-0 20-10-7 27-0-0 32-10-111 35-10-4
7-10-8 2-10-2 43-6 5-10-7 6-1-9 5-10-10 2-11-10
Scale: 3/16"=l'
3.78 12 5x6
Al 4.24112
0
ob
6
4x6 11 4x12 = 5x6 = 3x8 = 5x6 = 4x6 = 3x6 11
20-10-7
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TP12014
CSI.
TC 0.70
BC 0.76
WB 0.70
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) Udefl Lid
-0.15 13-14 >999 360
-0.26 14-15 >999 240
0.06 9 n/a n/a
0.13 13-14 >999 240
PLATES GRIP
MT20 244/190
Weight: 267 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 "Except'
TOP CHORD
Structural wood sheathing directly applied or 3-10-6 oc purlins,
1-2: 2x6 SP No.2
except end verticals, and 2-0-0 oc purlins (4-6-6 max.): 1-2, 7-8.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 5-7-8 oc bracing.
WEBS 2x4 SP No.2 *Except*
WEBS
1 Row at midpt 1-14. 4-12, B-12
8-9: 2x6 SP No.2
REACTIONS. (size) 15=Mechanical, 9=0-10-15
Max Horz 15=161(LC 10)
Max Uplift 15=586(LC 12), 9=593(LC 12)
Max Grav 15=1618(LC 17), 9=1616(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-15=-1495/934, 1-2=2073/1102, 2-3=2327/1277, 3-4=-1983/1178, 4-5=-1590/1071,
5-6=-1618/1069, 6-7=15851926, 7-8=821/453, 8-9=1574/906
BOT CHORD 13-14=1070/2011, 12-13=1042/1951, 11-12=-817/1453, 10-11=429/784
WEBS 1-14=1281/2405, 2-14=1316/908, 3-14=133/369, 4-13=0/352, 4-12=-726/431,
5-12=-299/707, 6-11=428/432, 7-11=524/926, 7-1 0=1 372/899, 8-10=-947/1718
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 20-10-7,
Exterior(2R) 20-10-7 to 27-0-0, Interior(1) 27-0-0 to 35-7-8 zone; cantilever left and right exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
This item has been
to the use of this truss component.
electronically signed and
4) Provide adequate drainage to prevent water ponding.
sealed by Lee, Julius, PE
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
using a Digital Signature.
Will fit between the bottom chord and any other members, with BCDL = I O.Opsf.
Printed copies of this
P
7) Refer to girder(s) for truss to truss connections.
document are not Considered
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 586 lb uplift at joint 15 and 593 lb uplift
signed and sealed and the
at joint 9.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
signature must be verified
On any electronic copies.
Julius Lea PE No.3U69
MiTalk USA, Inti. FL Cart 6634
6904 Parke East Blvd. Tampa I'L 33610
Date:
May 3,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 l
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Tek•
fabdcabon, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802134
508208
Tihhptts I umhpr Cmm�anv
D7
Palo, Be F - 32905
Roof Special Girder
1
q
J
Job Reference (optional)
- . - •• --, • - -----
unov o APr cu cuc i con r ere nwusu iub, inc. Rion may 3 08:23:37 202i rage i
ID:OIR?uvPCrTEdiMbCgUSxELyQZsg-GJFpslsdwmuTLEED6EvvG1 YNHEdMZoyZOIZegyzKGOa
5.8.0 10-0-0 14-0-12 1__
20-11-13 2 -10 8 26-8-0 32-0-14 3:8 1-8
5.6-0 4-4-D 4-0-12 3-5-4
3-5-13 0- 0- 1 4-9-8 5-4-14 6-0-10
3.78 F12
Scale = 1:84.9
7x8 � 2x4 11
4.24112
6x8 2x4
11 6 7
6.00 12 6
6x6
4
8
5x6
5x12 = 5X _
3
9 10
5x8 = 5x12 =
1
2
r'
19 2018 21 22 17 23 24 16 25
15 26 27 28 14 29 3031 13 32 33 12 34 35 36 11
3x8 II 7x8 = 7x8 = 7x8 = 10x10 = 7x12 = THD26 7x8 =THD26 7x8 = THD26 NOP2X STP =
THD26-2 THD26 THD26 THD26 THD26 THD26 THD26 THD26 THD26 THD26 THD26 THD26 5x6 =
THD26
THD26
101
0-0 14-0.12 17-6 0
21-10-8 26 8-0 32-0-14 38-1-8
5-8-0 4A-. 4-0.12 3-5-4
4-4-85-4-14 6-0-10
Plate Offsets (X,Y)- [12:0-3-8 0-4-121 [13:0-4-0 0-4-8] [14:0-6-0 0-5-0] [16.0-&8 0-4-41 [17.0-4-0 0-4-8] [18.0-3-8 0-4-81 [19.0-4-4 0.1 61
LOADING (pst)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.76
Vert(LL) -0.13 16-17 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.92
Vert(CT) -0.24 16-17 >999 240
BCLL 0.0
Rep Stress Incr NO
WB 0.90
Horz(CT) 0.03 11 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL) 0.16 16-17 >999 240
Weight: 1173 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x6 SP No.2
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x6 SP No.2 *Except*
except end verticals, and 2-0-0 oc puriins (6-0-0 max.): 1-2, 9-10.
11-13: 2x6 SP No.1
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.2 *Except*
6-0-0 oc bracing: 14-15,13-14.
1-19: 2x8 SP No.2, 10-11,7-14: 2x6 SP No.2, 6-14: 2x4 SP SS
REACTIONS. (size) 19=Mechanical, 11=0-8-0, 14=0-5-0
Max Horz 19=207(1_13 6)
Max Uplift 19=3037(1_C 8). 11=-2152(LC 8), 14=9765(LC 8)
Max Grav 19=6330(LC 19). 11=5973(LC 20), 14=23547(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-19=6057/2923, 1-2=8739/4156, 2-3=7770/3318, 3-4=-4523/1870, 4-5=1093/426,
5-6=-1087/489, 6-7=1335/3302, 7-8=1727/4111, 8-9=-344/260, 9-10=-3060/1022,
10-11=-3179/1130
BOT CHORD 18-19=251/350, 17-18=426618738, 16-17=-3052/6943, 15-16=-156313875,
14-15=2847/1349, 13-14=291/203, 12-13=1050/3132
WEBS 1-18=-4906/10343, 2-18=2069/572, 2-17=2772/1605, 3-17=-2563/5601,
3-16=-5279/2572, 4-16=3486/8054, 8-13=-3010/7866, 9-13=-4480/1853,
9-12=-1362/3207, 10-12=1373/4153, 8-14=7420/3001, 4-15=-7241/3240,
7-14=2456/1132, 6-14=10128/4340, 6-15=-4984/11641
NOTES-
1) 3-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, 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 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) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
5) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
6) Provide adequate drainage to prevent water ponding.
7) All plates are MT20 plates unless otherwise indicated.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) ' 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.
10) Refer to girder(s) for truss to truss connections.
_ontinued_on page 2
----.......... __...................... ---............. -- ---..__....-- -- ._...---...- --------- -
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and 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 oftrusses and truss systems, see ANSIITP/f Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. U869
MiTek USA; Inc. L Cert 6634
6904 Parke East Blvd. Tampa FL33610
Data..,
May 3,2021
W!,
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802134
508208
D7
Roof Special Girder
1
q
J
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:37 2021 Page 2
ID:OjR7uvPCrTEdiMbCgUSxELyQZsg-GJFpslsdwmuTLEED6EvvG1 YNHEdMZoyZOIZegyzKGOa
NOTES-
11) Bearing atjoint(s) 11. 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3037 lb uplift at joint 19, 2152 lb uplift at joint 11 and 9765 lb uplift at joint 14.
13) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
14) Use USP THD26-2 (With 18-16d nails into Girder & 12-1 Od nails into Truss) or equivalent at 5-1-8 from the left end to connect truss(es) to back face of bottom chord.
15) Use USP THD26 (With 18-16d nails into Girder & 12-1 Od x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 7-0-12 from the left end to 37-0-12 to
connect truss(es) to back face of bottom chord.
16) 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: 1-2=-60, 2-4=60, 4-6=60, 6-9=60, 9-10=60, 11-19=20
Concentrated Loads (lb)
Vert: 13=-1558(B) 20=-2754(B) 21=-1729(B) 22=-1742(B) 23=-1742(B) 24=1742(B) 25=1742(B) 26=1742(B) 27=1749(B) 28=1749(B) 29=1558(B) 31=1558(B)
32=-1558(B) 33=-1670(B) 34=1737(B) 35=1737(B) 36=-1742(B)
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED fA1TEK REFERENCE PAGE MII-7473 rev. 5/t9/2020 BEFORE USE. !'
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not (`
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web and/or 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?Pl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802135
508208
EJ1
Jack -Open
30
1
Job Reference (optional)
ibbetts Lumber Company, Nalm t3ay, FL - 32905,
NOP2X STP =
2x4 II
8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:38 2021 Page 1
I D:Oj R7uvP CrTEdi M bCq USxELyQZsg-kVpB4etFh4OKyOpQgyQBb E5dwe6TIS LiFxJB MOzKG OZ
7-0-0
7-0-0
Scale = 1:24.6
Plate Offsets (X,Y)— [1:0-1-0,Edge]
LOADING (psf)
SPACING-
2-G-0
CSI.
DEFL. in
([cc) Vdefi Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.44
Vert(LL) -0.03
4-5 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.22
Vert(CT) -0.04
4-5 >999 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.12
Horz(CT) 0.06
3 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Weight: 24 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 cc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
WEBS 2x4 SP No.2
REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0
Max Horz 5=186(LC 12)
Max Uplift 3=118(LC 12), 5=-214(LC 12)
Max Grav 3=145(LC 17), 4=70(LC 3), 5=418(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-045/168
BOT CHORD 1-5=-156/397
WEBS 2-5=-325/688
NOTES-
1) Wind: ASCE 7-16; VuK=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=1Ift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 6-11-4 zone;
cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Building Designer Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) All plates are MT20 plates unless otherwise indicated.
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 118 lb uplift at joint 3 and 214 lb uplift at
joint 5.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Les PE No. 34869
MiTek USA, Inc. FL'Cert 8634'
WAP.arke,East Blvd. Tampa FL 33610
Date:
May 3,2021
A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED hA.I7EK REFERENCE PAGE M11.7473 rev. 6/192020 BEFORE USE.
--
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �-
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
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?PH Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802136
508208
EJ1A
Jack -Open
1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905.
5-0-0
5-0-0
8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:23:41 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-94VKigvB_?OvpsX?L4_rQtj2?s7XVpl8xvXrzjzKGO W
N
ai
6
Scale = 1:22.2
5
3
2x4 II
NOP2X STP =
2-0-0
5-0-0
2-0-0
3-0-0
LOADING (psg
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL
20.0
Plate Grip DOL
1.25
TC 0.78
Vert(LL)
-0.03
3-4
>999
360
MT20 244/190
TCDL
10.0
Lumber DOL
1.25
BC 0.32
Vert(CT)
-0.06
3-4
>958
240
BCLL
0.0
Rep Stress Incr
YES
WB 0.06
Horz(CT)
-0.04
2
n/a
n/a
BCDL
10.0
Code FBC2020/TPI2014
Matrix -MP
Wind(LL)
0.06
3-4
>905
240
Weight: 21 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x6 SP No.2 *Except* BOT CHORD
1-4: 2x4 SP No.2
REACTIONS. (size) 5=0-8-0, 2=Mechanical, 3=Mechanical
Max Horz 5=126(LC 12)
Max Uplift 5=15(LC 12), 2=138(LC 12), 3=3(LC 12)
Max Grav 5=188(LC 1), 2=172(LC 17), 3=94(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BOT CHORD 4-5=2911/118
WEBS 1-4=-141/350
Structural wood sheathing directly applied or 5-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 9-10-12 oc bracing.
NOTES-
1) Wlnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
3) All plates are MT20 plates unless otherwise indicated.
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 15 Ito uplift at joint 5, 138 lb uplift at joint
2 and 3 lb uplift at joint 3.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. U869
MiTek;ltSA, Inc. FL Gait 6,634
8904 Parke East Blvd: Tampa F433610
Date;
May 3,2021
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE.
Design valid for use ontywith MTek6 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 pmpedy Incorporate this design into the overall pp q�irT
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing /tI1� iPk�
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 ANSIMP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23$02137
508208
EJ1 B
Roof Special
1
1
Job Reference (optional)
ibbOUS Lumber Company, Palm Bay, FL - 329uS, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:42 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-dG3iwOwmlJ Wm RO6BvoV4z4FMZFXUEGYIAZHPV9zKGOV
i 2-4-0 5-0-0
2-4-0 2-8-0
ADEQ
SUPPORT
REQUIRED
2x4 11
6.00 12
3x4 =
Scale = 1:22.2
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Vdef1
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.21
Vert(LL)
-0.00
5-6
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.09
Vert(CT)
-0.00
5-6
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.04
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MP
Wind(LL)
0.00
5-6
>999
240
Weight: 30 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP N0.2
WEBS 2x4 SP No.2 BOT CHORD
REACTIONS. (size) 7=Mechanical, 3=Mechanical, 4=Mechanical
Max Horz 7=69(LC 12)
Max Uplift 7=-40(LC 8), 3=-76(LC 12), 4=-45(LC 12)
Max Grav 7=192(LC 1), 3=95(LC 17), 4=123(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Structural wood sheathing directly applied or 5-0-0 oc purlins,
except end verticals, and 2-0-0 oc purlins: 1-2.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wlnd: ASCE 7-16: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 2-4-0, Interior(1) 24-0 to 4-114 zone;
cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) Provide adequate drainage to prevent water ponding.
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 40 lb uplift at joint 7, 76 lb uplift at joint 3
and 45 lb uplift at joint 4.
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lot PE N61 U869
MI ek USA; Inc.,FL Cart 8634-
6964Parke, East Blvd; TampaPL3b616
Date:`
May 3,2021
® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,1II-7473 ray. 5/192020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 6VIiTek'
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 ANSI11"P/1 Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd.
Safety lnformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802138
508208
EJ1 C
Roof Special
1
1
Job Reference o tionai
ribbefts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:43 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-5Tc47MxOWced3AhNTVOJVIoSgfgfziKRODOy1 czKGOU
4-4-0 . 0-8-0
Scale = 1:22.2
SUPPORT 3x6 II
REQUIRED - ,, ,, - - -
LOADING (psi)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Vdefi
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.57
Vert(LL)
-0.03
6-7
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.28
Vert(CT)
-0.06
6-7
>908
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.07
Horz(CT)
-0.00
4
n/a
n/a
BCDL 10.0
Code FBC2020rrPI2014
Matrix -MP
Wind(LL)
0.01
6-7
>999
240
Weight: 33lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD
3-4: 2x4 SP SS
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No.2
REACTIONS. (size) 7=Mechanical, 4=Mechanical, 5=Mechanical
Max Horz 7=150(LC 12)
Max Uplift 7=162(LC 12), 4=-260(LC 12), 5=14(LC 12)
Max Grav 7=522(LC 1), 4=402(LC 17), 5=97(LC 3)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-7=474/404, 1-3=211/265
BOT CHORD 6-7=-382/180
WEBS 3-6=-185/393
Structural wood sheathing directly applied or 5-0-0 oc purlins,
except end verticals, and 2-0-0 oc purlins: 1-2, 2-3.
Rigid ceiling directly applied or 9-5-12 oc bracing.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf,, h=15ft; B=97ft; L=97ft; eave=lift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 4.4-7, Interior(1) 0-1-12 to 4-11-4 zone;
cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) Provide adequate drainage to prevent water ponding.
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 162 lb uplift at joint 7, 260 lb uplift at
joint 4 and 14 lb uplift at joint 5.
8) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No:34869
Miiak USA, ine. FL Gert es34
6904 Parke East Blvd; Tampa FIL U616
Date:
May 3,2021
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119,2020 BEFORE USE
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �r
.truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall 1r
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �''i'�k'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Rudy Vega
T23802139
508208
EA P
JACK -OPEN
2
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905,
1
— 5
NOP2X STP =
2x4 11
2-0-0 2-4-0
8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:44 2021 Page 1
ID:CiR?uvPCrTEdiMbCgUSxELyQZsg-ZfASKhyOHwmUhJGaOCXY2VLc536hi9Bbdtm WZ2zKGOT
7-0-0
7-0-0
Scale = 1:24.6
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL,
in
(loc)
Vdefl
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.59
Vert(LL)
0.10
4-5
>537
240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.55
Vert(CT)
0.10
4-5
>573
180
BCLL 0.0
Rep Stress Incr YES
WB 0.10
Horz(CT)
-0.08
3
n/a
n/a
BCDL 10.0
Code FBC20201TP12014
Matrix -MS
Weight: 24 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2
REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0
Max Harz 5=186(LC 12)
Max Uplift 3=126(LC 12), 4=-76(LC 9), 5=303(LC 12)
Max Grav 3=139(LC 17), 4=70(LC 3), 5=418(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-398/179
BOT CHORD 1-5=-156/397
WEBS 2-5=-353/556
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wnd: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 6-0-0, Intedor(1) 6-0-0 to 6-11-4 zone;
cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) All plates are MT20 plates unless otherwise indicated.
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 126 lb uplift at joint 3, 76 lb uplift at joint
4 and 303 lb uplift at joint 5.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34669
Mi7ek USk IngIFL Cerf 6634
6904 Parke East Blvd. TampafL33610
Data:
May 3,2021
.............. _...---._.._.._....._._.....- .... __.........
----
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 51192020 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 propedy incorporate this design Into the overall pp {l�l'
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �yl iTek•
is always required for stability and to prevent collapse with possible personal Injury and property damage. Forgeneml guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11nP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safelylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802140
608208
EJ2
Jack -Open
5
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:44 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-ZfASKhyOHwmUhJGaOCXY2VLgm3Ani9Cbdtm WZ2zKGOT
50-0
r 5-0-0
Scale = 1:17.1
NOP2X STP =
Plate Offsets (X,Y)— [1:0-1-0,Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.36
Vert(LL) -0.01
4-5 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.29
Vert(CT) 0.01
4-5 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.10
Horz(CT) 0.04
3 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MP
Weight: 17 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-G-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.2
REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0
Max Harz 5=132(LC 12)
Max Uplift 3=56(LC 12), 4=-13(LC 1), 5=220(LC 12)
Max Grav 3=66(LC 17), 4=28(LC 10), 5=374(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=311/115
BOT CHORD 1-5=-123/305
WEBS 2-5=-237/553
NOTES-
1) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) All plates are MT20 plates unless otherwise indicated.
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.
This item has been
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 3, 13 lb uplift at joint 4
electronically signed and
and 220 lb uplift at joint 5.
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34869
MiT8k.USAJnc.,Ft. Cert $634
6904 Parke East Blvd. Tampa FL 33616
Date;
May 3,2021
®WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. �"
Design valid for use only with 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 pmpedy Incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Jab
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802141
506208
EJ3
Jack -Open
5
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905,
5-0-0
SUPPORT 2x4 II
REQUIRED
8.430 s Apr 20 2021 Mi rek Industries, Inc. Mon May 3 08:23:45 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-1 rkgY1 ye2EuKlTnnaw2nbjtk_TUTRdOksXV36UzKGOS
5-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Udefl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.78
Vert(LL)
-0.03
3-4
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.32
Vert(CT)
-0.06
3-4
>958
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.06
Horz(CT)
-0.04
2
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MP
Wind(LL)
0.06
3-4
>905
240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x6 SP No.2 *Except* BOT CHORD
1-4: 2x4 SP No.2
REACTIONS. (size) 5=Mechanical, 2=Mechanical, 3=Mechanical
Max Harz 5=126(LC 12)
Max Uplift 5=15(LC 12), 2=-138(LC 12), 3=3(LC 12)
Max Grav 5=188(LC 1). 2=172(LC 17), 3=94(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BOT CHORD 4-5=-291/118
WEBS 1-4=-141/350
Scale = 1:22.2
PLATES GRIP
MT20 2441190
Weight: 21 lb FT = 201A
Structural wood sheathing directly applied or &G-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 9-10-12 oc bracing.
NOTES-
1) Wnd: ASCE 7-16; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint 5, 138 lb uplift at joint
2 and 3 lb uplift at joint 3.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius LeePE,No 34869
Mi7ek.USA, Inc. FL Celt 6634
6964 Parke East Blvd. Tampa FL33610
Data:
May 3,2021
----- ..... _.................. -- --
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M,ITEK REFERENCE PAGE MII.7473 rev. 5119f2020 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 al'
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 BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20001 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Rudy Vega
T23602142
508208
EJ4
JACK -OPEN
18
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL-32905,
NOP2X STP =
2x4 11
6-2-12
8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:46 2021 Page 1
ID:Oj R?uvP CrTEdiMbCq USxELyQZsg-V21CI NzH oXOBwdQy8daO7wQOJtgiA3lt5B FcexzKGO R
Scale = 1:22.1
2-0-0 -4- 6-2-12
2-0-0 -4- 3-10-12
Plate Offsets (X,Y)— [1:0-1-0 Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.35
Vert(LL) 0.04 4-5 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.32
Vert(CT) 0.04 4-5 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.09
Horz(CT) -0.05 3 n/a n/a
BCDL 10.0
Code FBC202OrFPl2Oi4
Matrix -MS
Weight: 21 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.2
REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0
Max Harz 5=165(LC 12)
Max Uplift 3=102(LC 12), 4=-64(LC 9), 5=287(LC 12)
Max Grav 3=112(LC 17), 4=51(LC 3), 5=397(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-364/157
BOT CHORD 1-5=-146/366
WEBS 2-5=-303/538
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=1 tft;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) zone; cantilever left and right exposed ; porch left
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) All plates are MT20 plates unless otherwise indicated.
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.
This Item has been
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 3, 64 lb uplift at joint
electronically signed and
4 and 287 lb uplift at joint 5.
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34869
Mitak USA, Inc. FL Cart 6634'
6904 Parke East Blvd. Tampa FL 33616
Date:_
May 3,2021
- ----------........................ — ---...._...—....-.........._
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M.I7EK REFERENCE PAGE MII.7473 rev. 5I192020 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
pp q/��
,y'� {S 'ek'
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 ANS11rP/1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802143
508208
EJ5
Monopitch
3
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905,
8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:47 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-zEsbzj_vZr82Yn?8iL5FgBz9rGCkvUN1Jr AANzKGOQ
6-2-12
6-2-12
2x4 II
3
Scale = 1:21.6
5 4x4 =
3x10 11
2-0-0 z-4-Q 6-2-12
2-0-0 -4- 3-10-12
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.43
Vert(LL) 0.00 4-5 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.21
Vert(CT) 0.00 4-5 >999 240
BCLL 0.0
Rep Stress Incr NO
WB 0.20
Horz(CT) 0.00 4 n/a n/a
BCDL 10.0
Code FBC2020rrP12014
Matrix -MS
Wind(LL) -0.01 4-5 >999 240
Weight: 36lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-9 oc purlins,
BOT CHORD 2x6 SP No.2 except end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (size) 4=Mechanical, 5=G-8-0
Max Horz 5=164(LC 12)
Max Uplift 4=194(LC 18), 5=-486(LC 12)
Max Grav 4=28(LC 12). 5=1044(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1143/977
BOT CHORD 1-5=-844/1056, 4-5=803/695
WEBS 2-4=-742/843, 2-5=929/1123
NOTES-
1) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 6=97ft; L=97ft; eave=11ft;
Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 194 lb uplift at joint 4 and 486 lb uplift at
joints.
This item has been
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 443 lb down and 492 lb up at
electronically signed and
0-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
Sealed by Lee, Julius, PE
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
using a Digital Signature.
LOAD CASE(S) Standard
Printed copies of this
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
document are not considered
Uniform Loads (plf)
signed and sealed and the
Vert: 1-3=-60, 14=20
signature must be verified
Concentrated Loads (Ib)
on an electronic
Y copies.
Vert:1=4G0(F)
Julius Lee PE.No. U869
Mi78k usA, Inc. FL cart 6.634
6904 Parke Eatit Blvd. Tampa FL41116
Date:
May 3,2021
.......................... .......----............. -.......
-- — ---- --- - --
VJARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED t61TEK REFERENCE PAGE Mil-7473 rev. 61192020 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 pro party incorporate this design Into the overall pp,�g�T
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVI� {Prk•
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 ANSIMP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf,.MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802144
508208
EJ7
Comer Jack
4
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905,
300
8A30 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:47 2021 Page 1
ID:OIR?uvPCrTEdiMbCgUSxELyQZsg-zEsbzyvZr82Yn?8iL5Fg8z6QG1QvXT1Jr AANzKGOQ
2-11-6
2-11-6
2-11-6
11
Scale = 1:11.7
PROVIDE ANCHORAGE, DESIGNED BY OTHERS,
AT BEARINGS TO RESIST MAX. UPLIFT
AND MAX HORZ. REACTIONS
SPECIFIED BELOW.
LOADING (psi)
SPACING-
2-0-0
CSI.
DEFL.
in ([cc)
Vdefl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.59
Vert(LL)
-0.00 6
n/r
120
TCDL 10.0
Lumber DOL
1.25
BC 0.93
Vert(CT)
-0.06 3
n/r
120
BCLL 0.0 '
Rep Stress [nor
YES
WB 0.00
Horz(CT)
0.00
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP SS
BOT CHORD 2x4 SP No.2
WEDGE
Left: 2x4 SP No.3
REACTIONS. (size) 2=Mechanical, 3=Mechanical
Max Horz 2=232(LC 1), 3=243(LC 12)
Max Uplift 2=207(LC 12)
Max Grav 2=231(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=1005/302
BOT CHORD 1-3=-232/890
PLATES GRIP
MT20 244/190
Weight: 10 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-11-6 cc purlins.
BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSIIrPI 1.
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Gable studs spaced at 2-0-0 cc.
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 207 lb uplift atjoint 2.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No.3069
MiTek USA, Inc. FL tort 6634
6964 Parke East Blvd; Tampa FL 33610
Date:
May 3,2021
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 5/192020 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 guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2870 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802145
508208
EJ8
Jack -Open
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905. 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:48 2021 Page 1
ID:Oj R?uvP CrTEdiM bCq USxE LyQZsg-SQQzA3?XK9Gv9xaLF2cUCLV LngVpezGAYVkjipzKGO P
4-0-0
4-0-0
r
0
N
5
NOP2X STP =
Scale = 1:14.7
Plate Offsets (X,Y)— [1:0-1-0 Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc) Vdefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.36
Vert(LL)
0.00
4-5 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.41
Vert(CT)
0.00
4-5 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.09
Horz(CT)
0.05
3 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MP
Wind(LL) -0.01
4-5 >999 240
Weight: 14 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-0-0 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.2
REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0
Max Horz 5=106(LC 12)
Max Uplift 3=33(LC 9), 4=-52(LC 1), 5=-247(LC 12)
Max Grav, 3=28(LC 10), 4=39(LC 12), 5=387(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-5=223/525
NOTES-
1) Wnd: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
3) All plates are MT20 plates unless otherwise indicated.
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 33 lb uplift at joint 3, 52 lb uplift at joint 4
This item has been
and 247 lb uplift at joint s.
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No.34869
Mitek.USA; Inc. FL Celt 6634'
8904 Parke East Blvd. Tampa FL 3361D
Date:
May 3,2021
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 51192020 BEFORE USE.
Design valid for use only with MiTek®connedors. 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 iNiTek�
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/rPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802146
508208
EJ9
Jack -Open
6
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905,
3x6 11
8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:49 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-wd_LOP795SOmn59Xpm7j22ak4xcNR5Kn9TGFFzKG00
3-0-0
3-0-0
Scale: V=1'
Plate Offsets (X,Y)— (5:0-1-4,0-11-0)
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.09
Vert(LL) -0.00
5 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.06
Vert(CT) -0.00
5 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.06
Horz(CT) 0.00
3 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MP
Weight: 10 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.2
REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-4-0
Max Horz 5=79(LC 12)
Max Uplift 3=-44(LC 12), 5=106(LC 12)
Max Grav 3=53(LC 17), 4=22(LC 3), 5=195(LC
1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (11 or less except when shown.
WEBS 2-5=-131/316
NOTES-
1) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 3 and 106 lb uplift at
joint 5.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE N6.34869
Miek,USA, Inc. fL beet 6634,
6904 Parke East Blvd. Tampa FL 93616
Date:
May 3,2021
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II-7473 rev. 5119/2020 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
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
�T
�tilek•
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 ANSUl1311 Quality Criteria, DSB-99 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802147
508208
HA
Diagonal Hip Girder
2
1
Jab Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905. EIA30 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:23:50 2021 Page 1
ID:OIR?uvPCrTEdiMbCgUSxELyQZsg-0pYjblOnsm WdPE2NTeylmbb_U9C6sET?pDgnizKGON
7-0-0 9-9-1
7-0-0 2-10-1
Scale = 1:24.4
NAILED 3x4 = NAILED NAILED 3x4 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Udefl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.76
Vert(L-)
-0.17
6-7
>471
240
TCDL 10.0
Lumber DOL
1.25
BC 0.54
Vert(CT)
-0.17
6-7
>463
180
BCLL 0.0
Rep Stress Incr
NO
WB 0.19
Horz(CT)
0.01
4
n/a
n/a
BCDL 10.0
Code FBC2020ITPI2014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2
REACTIONS. (size) 4=Mechanical, 5=Mechanical, 7=0-11-5
Max Horz 7=185(LC 24)
Max Uplift 4=71(LC 24), 5=65(LC 8), 7=650(LC 8)
Max Grav 4=95(LC 17), 5=238(LC 22), 7=792(LC 31)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=401/584, 2-3=408/656
BOT CHORD 1-7=525/405
WEBS 3-7=-557/237.2-7=255/246
PLATES GRIP
MT20 244/190
Weight: 43 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
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) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 4, 65 lb uplift at joint 5
and 650 lb uplift at joint 7.
7) "NAILED" indicates 3-10d (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: 1-4=-60, 5-8=20
Concentrated Loads (lb)
Vert: 11=209(F=104, B=104) 12=101(F=51, B=-51) 13=241(17=120, B=120)
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. U869
Mi7ekUSA, Inc. FL tort 6834
6964 Parke East Blvd. Tampa FL 33610
Date:
May 3,2021
- W.A........_..-.
--
RNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED FAITEK REFERENCE PAGE Mil-7473 rev. 6l19R020 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 p A building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ' Vi�Te,
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.
SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qly
Ply
Rudy Vega
T23802148
508208
HAP
DIAGONAL HIP GIRDER
1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905,
7-0-0
8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:51 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-s?55o51 Pd4e0001wxA9Bq_7mkuUQrJUcETyNJ8zKGOM
Scale = 1:24.4
NAILED 3x4 = NAILED NAILED 3x4 =
2-9-9 3-3-4
9-10-1
2-9-9 -5-1
6-6-13
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.76
Vert(LL) -0.15
6-7 >505 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.54
Vert(CT) -0.16
6-7 >496 180
BCLL 0.0
Rep Stress Incr NO
WB 0.19
Horz(CT) -0.01
4 n/a n/a
BCDL 10.0
Code FBC2020/rP12014
Matrix -MS
Weight: 43 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.2
REACTIONS. (size) 4=Mechanical, 5=Mechanical, 7=0-11-5
Max Horz 7=185(LC 8)
Max Uplift 4=71(1_C 24), 5=-173(LC 8), 7=696(LC 8)
Max Gram 4=95(LC 17), 5=190(LC 22), 7=791(LC 31)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=3951584, 2-3=-402/656
BOT CHORD 1-7=-525/400
WEBS 3-7=557/175, 2-7=256/229
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; porch left exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 4, 173 lb uplift at joint
This item has been
5 and 696 lb uplift at joint 7.
7) "NAILED" indicates 3-10d (0.148"xT) or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
electronically signed and
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
Sealed by Lee, Julius, PE
LOAD CASE(S) Standard
using a Digital Signature.
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
PrP
copies of this
tco ine
Uniform Loads (plf)
document are not considered
Vert: 1-4=-60, 5-8=20
signed and sealed and the
Concentrated Loads (lb)
signature must be verified
Vert: 11=209(F=104, B=104) 12=1 01 (F=-51, B=-51) 13=241 (F=1 20, B=120)
on any electronic copies.
Julius Lee PE No.34669
kliTek USA, Inc. FL Cart 6s34
6804 Parke East Blvd. Tampa FL 8361 U
Date:_
May 3,2021
® WARNING -Wdfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51152020 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 vedfy the applicability ofdesign 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
R.7fTe
k`
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
C tt .
fabrication, storage, delivery, erection and bradng of trusses and truss systems, see ANSUFF11 quality Criteria, DSB-89 and BCS/ Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802149
508208
HJ2
Diagonal Hip Girder
2
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:52 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-KCf00021 ONm LeYt6UugQNBgzbHpranumT7ixrazKGOL
3-8-4 3-3-14
2x4 II
2-9-9 3-3-4 , 7-0-2 ,
2-9-9 0-5-10 3-8-14
Plate Offsets (X,Y)— [1:0-0-11,0-0-0)
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.62
Vert(LL)
-0.05
5-6
>859
240
TCDL 10.0
Lumber DOL
1.25
BC 0.60
Vert(CT)
0.05
5-6
>814
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.12
Horz(CT)
-0.01
3
n/a
n/a
BCDL 10.0
Code FBC2020frP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2
REACTIONS. (size) 3=Mechanical, 4=Mechanical, 6=0-11-5
Max Harz 6=132(LC 8)
Max Uplift 3=78(1_C 8), 4=-215(LC 17), 6=638(1_C 8)
Max Grav 3=98(LC 28), 4=123(LC 24), 6=693(LC 31)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=294/542
BOT CHORD 1-6=-486/311, 5-6=486/180
WEBS 2-5=191/516, 2-6=475/378
Scale = 1:17.4
I�
d
PLATES GRIP
MT20 244/190
Weight: 28 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing.
NOTES-
1) Wind: ASCE 7-16; VuK=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
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) Building Designer/ Project engineer responsible forverifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 lb uplift at joint 3, 215 lb uplift at joint
4 and 638 lb uplift at joint 6.
7) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0. 1 48"x3.25") toe -nails per NDS guid lines.
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=-60, 4-7=20
Concentrated Loads (lb)
Vert: 10=209(F=104, B=104) 11 =1 01 (F=-51, B=-51) 12=241 (F=1 20, B=120)
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE'No'
U$69
MiTek USA, Inc. F1'cert @634
*4 Parke East Blvd. Tampa FL33616
Dater
May 3,2021
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M114473 rev. 5/19,2020 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 �i 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 �i'��k`
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Rudy Vega
T23802150
508208
HJ3
Diagonal Hip Girder
2
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905,
►1
8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:53 2021 Page 1
ID:OjR?uvPCrTEdiM bCq USxE LyQZsg-oODsDm 3g9hvC GiS 12bCfvPD7VhBkJ ECvin RU 01 zKG OK
6-0-0
6.0-0
NAILED 3x4 = NAILED NAILED 3x4 =
Scale = 1:24A
2-9-9 3-3-4 9-10-1
2-9-9 -5-1 6-6-13
Plate Offsets (X,Y)— (1:0-0-11 0-0-0j
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.68
Vert(LL) -0.14 6-7 >575 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.49
Vert(CT) -0.14 6-7 >547 180
BCLL 0.0
Rep Stress Incr NO
WB 0.11
Horz(CT) 0.00 4 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Weight: 43 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing.
WEBS 2x4 SP No.2
REACTIONS. (size) 4=Mechanical, 5=Mechanical, 7=0-11-5
Max Horz 7=185(LC 8)
Max Uplift 4=-86(LC 8), 5=53(1_C 17), 7=629(LC 8)
Max Grav 4=113(LC 28), 5=185(LC 26), 7=743(LC 31)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-353/538, 2-3=332/594
BOT CHORD 1-7=-478/356
WEBS 3-7=-531/296
NOTES-
1) Wind: ASCE 7-16: Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint 4, 53 lb uplift at joint 5
This item has been
and 629 lb uplift at joint 7.
7) "NAILED" indicates 3-10d (0.148"xT) or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
electronically signed and
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
sealed by Lee, Julius, PE
using a Digital Signature.
LOAD CASE(S) Standard
Printedp
co
copies of this
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Unfform Loads (plf)
document are not considered
Vert: 14=60, 5-8=20
signed and sealed and the
Concentrated Loads (lb)
signature must be verified
Vert: 11=187(F=82, B=104) 13=101(F=-51, B=-51) 14=215(F=94, B=120)
on any electronic copies.
Julius Lee PENo: 34869
MITeIi*A, Inc. FL Cert66U
664 Parke East Blvd. Tampa PL33616
Date:
May 3,2021
® WARNING - Verity design parameters and. READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/192020 BEFORE USE.
Design valid for use only with 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 guidance regarding the
fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802151
508208
HJ4
Diagonal Hip Girder
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:54 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-GanER631w?I3tsl VcJjuSclOgScT2e73wRB1wTzKGOJ
4-0-0 6-6-7 , 8-8-15 ,
' 4-0-0 2-6-7 2-2-8
2x4 11 Scale = 1:21.6
4 5
2X4 II
6x6 = 8 6x6 = 6
4-0-0 6-0-13 , 6-6-7 , 8-8-15
' 4-0-0 2-0-13 0.5-10 2-2-8
Plate Offsets (X Y)— [7:0-3-0,0-4-8] [8:0-3-0,0-3-12]
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) Udefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.26
Vert(LL) 0.00 8 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.14
Vert(CT) 0.00 7-8 >999 240
BCLL 0.0
Rep Stress Incr NO
WB 0.26
Horz(CT) 0.00 7 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix -MS
Wind(LL) -0.00 7-8 >999 240
Weight: 50 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except:
WEBS 2x4 SP No.2 10-0-0 oc bracing: 6-7.
REACTIONS. (size) 8=0-11-5, 7=Mechanical
Max Horz 8=106(LC 7)
Max Uplift 8=1177(LC 8), 7=-929(LC 16)
Max Grav 8=1459(LC 16), 7=687(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-497/834, 2-3=678/870
BOT CHORD 1-9=-758/475, 8-9=758/475, 7-8=811/580
WEBS 3-8=-1330/987, 3-7=900/1257
NOTES-
1) Wnd: ASCE 7-16; VuU=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
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) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1177 lb uplift at joint 8 and 929 lb uplift
This item has been
at joint 7.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 115 lb down and 63 lb up at
electronically signed and
0-0-0, and 115 lb down and 63 lb up at 0-0-0 on top chord, and 24 lb down at 0-0-0, and 24 lb down at 0-0-0 on bottom chord. The
sealed by Lee, Julius, PE
design/selection of such connection device(s) is the responsibility of others.
using a Digital Signature.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
Printed Copies Of this
LOAD CASE(S) Standard
document are not considered
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
signed and sealed and the
Concentrated Loads (lb)
signature must be verified
Vert: 1=194(F=97, 13=97)
on any electronic copies.
Trapezoidal Loads (plf)
Vert: 1=O(F=30, B=30)-to-12=49(F=5, B=5), 12=0(F=30, B=30)-to-4=-78(F=9, B=9), 4=38(1`=-9, B=-9)-to-5=42(F-11,
Julius Leo PE No V1869
B=11). 1=0(F=10. B=1 0)4o-1 3=1 6(F=2, B=2), 13=0(F=10. B=10)4o-6=27(F=-4, B=-4)
M17ek;USA,Inc.,FLbut 6634
69d4Aarke East Blvd; Tampa FL33610
Oates_
May 3,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED hdITEK REFERENCE PAGE 10II-7473 rev. 5119,2020 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 property Incorporate this design Into the overall �{ g '�`
building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing Vf i I.ek�
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 ANSUlPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802152
508208
HJ5
Diagonal Hip Girder
2
1
Job Reference o tional
I IDDetts LUmDer company, ralm tfay, t-L - SZ}IUO. o.4SU s Apr Zu Luzi MI I eK InGUSTrleS, Inc. Mon wtay .3 uo:Z6:o0Lud I rage I
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-Dzv_so5YScHn79BtjklMXIr[VvlvWZEM01g8 LzKGOH
2-6-12 2- 0 4-9-10 8A-0 12-2-5
2.6-12 0. 4 2-1-9 3-2 6 4-2-5
NAILED
2x4 11
19 5 6
NAILED
5.40 12
3x4 i
1s
NAILED 4
17
d
3x4 i
v
NAILED
3
3x4
2
1
10
0
12 =
21 9
22
23 8 d
c
NAILED 4x4 =
NAILED
3x6 =
e
12 11
13 20
3x4 = 3x4 =
2x4 II
NAILED
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Udefl
Ud
TCLL 20.0
Plate Grip COL
1.25
TC 0.24
Vert(LL)
0.02
11
>999
240
TCDL 10.0
Lumber DOL
1.25
BC 0.14
Vert(CT)
-0.02
11
>999
180
BCLL 0.0
Rep Stress Incr
NO
WB 0.22
Horz(CT)
0.01
8
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4 SP No.2 *Except*
7-10: 2x6 SP No.2
WEBS
2x4 SP No.2
REACTIONS. (size) 13=0-8-14, B=Mechanical
Max Horz 13=293(LC 8)
Max Uplift 13=537(1_13 8), 8=-437(LC 8)
Max Grav 13=825(LC 1), 8=666(LC 25)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=758/380, 3-4=547/202
BOT CHORD 9-10=-532/774, 8-9=314/515
WEBS 2-10=376/734, 3-9=272/229, 4-8=616/376, 2-13=533/372
Scale = 1:37.2
PLATES GRIP
MT20 244/190
Weight: 75 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 1-13.
10-0-0 cc bracing: 10-12
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 8=97ft; L=97ft; eave=lift;
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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 537 lb uplift at joint 13 and 437 lb uplift
at joint 8.
7) "NAILED" indicates 2-12d (0.148"x3.25') toe -nails per NDS guidlines.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 94 lb down and 96 lb up at
11-6-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are 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: 1-5=-60, 5-6=20, 12-14=20, 11-12=20, 7-10=20
Concentrated Loads (lb)
Vert: 2=36(B) 19=86(B) 20=170(F) 21=7(B) 22=16(17) 23=64
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Juljus tee PE:No. 11869
MTek USA.Jnc. FL Cart 8634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 3,2021
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with M7ekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability ofdesign parameters and 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 �''E'�k`
0 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/rPl1 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Rudy Vega
T23802153
508208
HJ5A
Diagonal Hip Girder
2
1
Job Reference o tional
I IDDens LUmDer Company, valm tray, t-L - JZUUD, d.4JU s Apr ZU zuzi mi I eK Inauslfles, Inc. mon may a umza:or LOCI rage -I
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-h9TN386ADwPdkJm3HRGb4FNx8le8F1 mVcPPiXozKGOG
2-6-12 2- 0 4-9-10 8-D-0 11-5-2
2-6 12 0 4 2-1-9 3-2-6 3-5-2
5 6
2x4
NAILED
3x4 i 18
5.40 12
4
NAILED
17
3x4
NAILED 3
3x4
2
SLJ I =
s s
a e 12 11
13 19 2x4
3x4 = 3x4 =
11
NAILED
20 9 21
NAILED 4x4 = NAILED
8
3x6 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.19
Vert(LL)
0.02
11
>999
240
TCDL 10.0
Lumber DOL
1.25
BC 0.14
Vert(CT)
-0.02
11
>999
180
BCLL 0.0
Rep Stress Incr
NO
WB 0.14
Horz(CT)
0.01
8
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4 SP No.2 *Except*
7-10: 2x6 SP No.2
WEBS
2x4 SP No.2
REACTIONS. (size) 13=0-8-14, 8=Mechanical
Max Harz 13=274(LC 8)
Max Uplift 13=522(LC 8), 8=-277(LC 8)
Max Grav 13=789(LC 1), 8=470(LC 25)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-669/332, 3-4=-438/145
BOT CHORD 9-10=-475/697, 8-9=244/401
WEBS 2-10=-333/658, 2-13=-490/347, 3-9=310/243, 4-8=517/315
Scale = 1:33.3
I9
PLATES GRIP
MT20 244/190
Weight: 71 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 1-13.
10-0-0 oc bracing: 10-12
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
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) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nenconcurrent 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 fd 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 522 lb uplift atjoint 13 and 277 lb uplift
at joint 8.
7) "NAILED" indicates 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: 1-5=-60, 5-6=20, 12-14=20, 11-12=20, 7-10=-20
Concentrated Loads (lb)
Vert: 2=36(B) 18=5(F) 19=170(F) 20=7(13) 21=18(F)
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Jaliue Lee PE No. U869
Miue U8A,Inc. FL,cart 6,834
8964 Parke East BjvdrTampa FL 3'3610
Date:
May 3,2021
- -- _-.------ ........................... ....
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek4D 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 ��g 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 ANSITP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802154
508208
HJ6
Diagonal Hip Girder
4
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:57 2021 Page 1
ID:Oj R?uvP C rTEd iM bCgU SxELyQZsg-h9TN 386ADwPdkJ m3H RGb4FNxolflF3U VcPP iXozKGO G
1-7-7 2-3-10 4-2-3
1-7-7 0-8-4 1-10-8
Scale: 1"=1'
NAILED
1-4-9 NAILED 4-2-3
1-4-9 2-9-9
Plate Offsets (X,Y)— [2:0-1-6,1-5-15)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.15
Vert(LL) -0.00 4-5 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.10
Vert(CT) -0.00 4-5 >999 180
BCLL 0.0
Rep Stress Incr NO
WB 0.03
Horz(CT) -0.01 3 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MP
Weight: 14 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.2
REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-5-11
Max Horz 5=78(LC 8)
Max Uplift 3=-47(LC 8), 5=-285(LC 8)
Max Grav 3=64(LC 13), 4=31(LC 3), 5=373(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
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) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 3 and 285 lb uplift at
joint 5.
7) "NAILED" indicates 3-1 Od (0.148"xV) 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).
This Item has been
LOAD CASE(S) Standard
electronically signed and
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
sealed by Lee, Julius, PE
Uniform Loads (plf)
using a Digital Signature.
Vert: 1-3=-60, 4-6=20
Printed copies of this
Concentrated Loads (
Vert:5=101(F=51, B=51)
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lie PE'No_ U869
MiTek USA, Inc. FL Cett $634
6964 Parke East Sivd. Tarnpa FL33610
Data;
May 3,2021
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5119:2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
�-
a truss system. Before use, the building designer must verify the applicability of design parameters and 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
Mi%k°
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMP/1 Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Type=Qty
Ply
Rudy Vega508208
]Truss
T23802155
Hip Girder1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:00 2021 Page 1
I D:Oj R?uvPCrTEdiM bCq USxELyQZsg-5k8VhA83VmC bnUeyZgl it?P? WS IS LUxJ N eM87zKG OD
2-4-0 i 7-0-0 11-0-0 15-0-0 19-8-0 22-0-0
' 2-4-0 ' 4-8-0 4-0-0 4-0-0 4-8-0 2-4-0
Scale=1:37.0
Special
5x6 = NAILED Special
NAILED 3x4 = NAILED 5x6 —
Io.
11 6x8 =NAILED NAILED NAILED 4x8 —_ 8 3x4 =
3x4 = NOP2X STP = NOP2X STP =
3x6 I I Special Special 3x6 I I
15-0-0
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2020/rP12014
CSI.
TC 0.34
BC 0.98
WB 0.27
Matrix -MS
DEFL. in
Vert(LL) -0.16
Vert(CT) -0.34
Horz(CT) 0.02
Wtnd(LL) 0.14
(loc) Vdefl Lid
9-10 >999 360
9-10 >609 240
8 n/a n/a
9-10 >999 240
PLATES GRIP
MT20 244/190
Weight: 116 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied or 4-7-5 oc purlins, except
3-5: 2x6 SP No.2
2-0-0 oc purlins (6-0-0 max.): 3-5.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.2
REACTIONS. (size) 11=0-8-0, 8=0-8-0
Max Horz 11=152(LC 30)
Max Uplift 11=824(LC 8), 8=-722(LC 8)
Max Grav 11=1317(LC 36), 8=1318(LC 37)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=15141845, 3-4=1325/805, 4-5=13221818, 5-6=1512/860
BOT CHORD 9-10=-923/1617
WEBS 2-11=-1318/820, 2-10=736/1406, 3-10=72/331, 4-10=-405/359, 4-9=408/359,
5-9=-70/329, 6-9=737/1408, 6-8=1318/763
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
This item has been
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
electronically signed and
will fit between the bottom chord and any other members.
sealed by Lee, Julius, PE
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 824 lb uplift at joint 11 and 722 lb uplift
using a Digital Signature.
at joint 6.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Printed copies of this
P
10) "NAILED" indicates 3-1 Did (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines.
document are not considered
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 304 lb down and 294 lb up at
signed and sealed and the
7-0-0, and 304 lb down and 294 lb up at 15-0-0 on top chord, and 221 lb down and 106 lb up at 7-0-0, and 221 lb down and 106 lb
signature must be verified
up at 14-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
On an electronic copies.
y c0 p
12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOADCASE(S) Standard
Julius Lee PE.I U869
MiTekUSA,Inc. FLtort 034'
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
6804 Parke East Blvd. Tampa FL 33619
Date:
May 3,2021
;ontinued on page 2 -........... ----...------- -- ........
WARNING -Verify design parameters and READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/192020 BEFORE USE.
Design valid for use only whh 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 property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is
A A'Te1�'
MVO i 1�
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 ANSI1rP/f Quality Criteria, DSB-89 and SCSI Building Component
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
6904 Parke East Blvd.
Tampa, FL 36010
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802155
�
508208
K1
Hip Girder
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8,430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:00 2021 Page 2
ID:OjR?uvPCrTEdiMbCqUSxELyQZsg-5k8VhA83VmCbnUeyZqlit?P?WSISLUxJNeM87zKGOD
LOAD CASE(S) Standard
Uniform Loads (plf)
Vert: 11-3=60,3-5=60,5-7=60,12-15=20
Concentrated Loads (1b)
Vert: 3=1 08(B) 5=1 08(B) 1 O=O(B) 4=81 (B) 9=O(B) 18=81 (B) 19=-81 (B) 20=27(B) 21 =27(B) 22=27(B)
. . .. . ..................... . ..... . ................ . ... . . ................... . ............................ . . . .... .
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IVIII-7473 rev. 511912020 BEFORE USE.
Design valid for use only with MrrekS connectors. This design Is based only upon parameters shown, and is for an individual building component. not
. 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 membersonly. Additional temporary and permanent bracing -
is always required for stability and to prevent collapse with possible personal injury and property damage. For general
ral guidance regarding the WeW
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS117PIl Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802156
508208
K2
Hip
1
1
Job Reference (optional)
ibbetts Lumber Co, Palm Say, FL 8A30 s Nov 30 2020 MiTek Industries, Inc. Mon May 3 16:35:32 2021 Page 1
ID:Oj R?uvPCrTEdiM bCgUSxE LyQZsg-Qmq_P6 KDIuDJByDE87MIdkN 53kZG_VzO9feSuNzKA3f
i 2-4-0 9.0-0 13-0-0 19-8-0 22-0-0
' 2-4-0 6-8-0 4-0-0 6-8-0 2
5x6 =
5x6 =
Scale = 1:37.1
18
3x4 = 10 - 7
NOP2X STP = 7x8 = 4x8 = 3x4 =
NOP2X STP =
3x10 II
3x10 11
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020frP12014
CSI.
Tc 0.58
BC 0.15
WB 0.23
Matrix -MS
DEFL. in (loc) Vdefl Ud
Vert(LL) -0.02 8-9 >999 360
Vert(CT) -0.03 7-8 >999 240
Horz(CT) 0.00 7 n/a n/a
Wind(LL) 0.02 8-9 >999 240
PLATES GRIP
MT20 244/190
Weight: 130 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-12 oc purlins, except
BOT CHORD 2x6 SP No.2 2-0-0 oc purlins (6-0-0 max.): 3-4.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 10=880/0-8-0, 7=880/0-8-0
Max Horz 10=-195(LC 10)
Max Uplift 10=-462(LC 12). 7=359(1-13 12)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-16=783/385, 3-16=683/397, 3-4=-611/451, 4-17=684/397, 5-17=784/386
BOT CHORD 9-10=158/332, 8-9=-153/660
WEBS 2-10=-807/821, 2-9=-304/521, 5-8=-304/524, 5-7=-804/819
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 9-0-0, Exterior(2E) 9-0-0 to
13-0-0, Exterior(2R) 13-0-0 to 21-5-13, Interior(1) 21-5-13 to 22-0-0 zone; cantilever left and right exposed ;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to
the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
This item has been
will fit between the bottom chord and any other members.
electronically Signed and
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=1b)
sealed by Lee, Julius, PE
359.
1oaphic 1pudin
9) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
using a Digital Signature.
Printed copies of this
LOAD CASE(S) Standard
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. U86S
Mitek USA, Inc.,FL'cert8634
6904 Backe East Blvd. Tampa EL33610
Date:
May 3,2021
-------._...----.........._........._... -------._...._..-... -.......... ----------- — ...................
® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/192020 BEFORE USE.
----� —-...........-._...._...-- ---
e
Design valid for use onlywith MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
NZ
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
T '
f
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
IP
av� i
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PH Quality Criteria, DSB-89 and BCS/ Building Component
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802157
508208
K3
Common
2
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:02 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-17GG6r9J1 S1 wr4el4—smnl412JEawC7Emg7SC?zKGOB
7-0-0 11-0-0 16-0-0 22-0-0
7-0-0 4-0-0 5-0-0 6-0-0
44 =
SXB = - =
3x4 = NOP2X STP = NOP2X STP =
3x4 = 3x4 =
Scale = 1:40.4
Ig
i 2-0-0
24-p 11-0-0
19-8-0
2¢0.�0�22-0-00
2-0-0
01 B-8-0
8-8-0
0-4-0 2-0-0
Plate Offsets (X Y)— [1:0-1-0,0-0-01,[9:0-4-0 0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.37
Vert(L-)
-0.09
9-10
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.64
Vert(CT)
-0.18
9-10
>999
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.45
Horz(CT)
0.02
8
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wrid(LL)
0.02
9
>999
240
Weight: 111 lb FT = 20%
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.2
REACTIONS.
(size) 10=0-8-0, 8=0-8-0
Max Horz 10=239(LC11)
Max Uplift 10=-462(LC 12), 8=359(LC 12)
Max Grav 10=880(LC 1), 8=880(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-354/61, 3-4=656/453, 4-5=673/439, 5-6=254/121, 6-7=389/93
BOT CHORD 1-10=-16/314, 9-10=269/723, 8-9=260/598, 7-8=57/361
WEBS 4-9=-118/341, 3-10=782/676, 2-10=273/386, 5-8=850/780, 6-8=-1751287
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 11-0-0, Exterior(2R)
11-0-0 to 17-0-0, Interior(1) 17-0-0 to 22-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 462 lb uplift at joint 10 and 359 lb uplift
at joint 8.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. USO
MiTek OSA, Inc. FL'Gert Ou
6904 Parke East B6rd. Tampi FL33010
Date:
May 3,2021
_...... ------..... _............................. ---...--.---......_._........_.....
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511972020 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 ��'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 ANSI?P/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802158
508208
K4
COMMON GIRDER
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 1:5.431.1 s Apr 2u ZuZ1 mi 1 eK inaustries, Inc. mon may a ub:z4:u4 ZUL I rage I
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg=VOOXXBZZ3He4OoQBPuEsjAON7uKO39XD_CzHuzKGO9
i 2-4-0 7-10-4 11-0-0 14-1-12
2-4-0 5-64 3-1-12 3-1-12
4x4 II
4xt3 = Irluzb Inuzo 4x6 = lnuzb 8x8 = lnuzb 10x10 = 1-1—
NOP2X STP = NOP2X STP =
3x10 11
THD26
THDH28-3 JUS24 6x8 =
Scale = 1:40.5
Plate Offsets (X Y)— [1:0-2-12 0-1-4] [8:0-3-8 0-6 41 [9:0-2-12 0-6-0]
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.64
Vert(LL) -0.08
8-9 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.68
Vert(CT) -0.16
8-9 >999 240
BCLL 0.0 '
Rep Stress Incr NO
WB 0.67
Horz(CT) 0.02
7 n/a n/a
BCDL 10.0
Code FBC20201TPI2014
Matrix -MS
Wind(LL) 0.11
8-9 >999 240
Weight: 435 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc pudins,
BOT CHORD 2x8 SP No.2
except end verticals.
WEBS 2x4 SP No.2 'Except'
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
6-7: 2x8 SP No.2
REACTIONS. (size) 11=0-8-0, 7=0-8-0
Max Horz 11=214(LC 6)
Max Uplift 11=3317(LC 8), 7=3444(LC 8)
Max Grav 11=7155(LC 1), 7=7785(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=2268/1014, 2-3=9218/4052, 34=8448/3841, 4-5=-8226/3742, 5-6=-11466/5205,
6-7=-7082/3197
BOT CHORD 1-11=-882/2012, 10-11 =1 045/2078, 9-10=-3533/8175, 8-9=-4566/10181, 7-8=648/1423
WEBS 2-11=-4485/2131, 2-10=2694/6290, 3-10=-436/1021, 3-9=-1121/482, 4-9=-3256/7213,
5-9=-4498/2176, 5-8=2224/4716, 6-8=-3988/8949
NOTES-
1) 3-ply truss to be connected together with 1 Od (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 - 3 rows staggered at 0-4-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 5-8 2x4 - 2 rows staggered at 0-4-0 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.
This Item has been
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
electronically signed and
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
sealed by Lee, Julius, PE
5) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
using a Digital Signature.
to the use of this truss component.
Printed COpleS Of this
6) All plates are MT20 plates unless otherwise indicated.
document are not Considered
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
signed and sealed and the
will Td between the bottom chord and any other members.
signature must be verified
9) Bearing atjoint(s) 7 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify
on any electronic copies.
capacity of bearing surface.
10) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 3317 lb uplift atjoint 11 and 3444 lb
Julius Lee PE No. UN9
uplift at joint 7.
Miiek USA, Inc. FLCert6..63d
11) Use USP THD26 (With 18-16d nails into Girder & 12-10d x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at
6964P.arke;EastBivd.Tampa EL 33610
4-0-12 from the left end to 8-0.12 to connect truss(es) to front face of bottom chord.
Dater
12) Use USP THD26 (With 18-16d nails into Girder & 12-1Od x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at
May 3,2021
10-0-12 from the left end to 12-0-12 to connect truss(es) to front face of bottom chord.
.-- ----------- -- -- —-._..__....._.__........._..---- — —-._._.._..__.._......_..__.—._..._...-— .... --------......
_........._.......-...._.............._..._..._._..._....-- - -- --
ConSlnued on page 2
0 WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119,2020 BEFORE USE.
Design valid for use only with Miiek® 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
Miiek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rP/l Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802158
508208
K4
COMMON GIRDER
1
q
J
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:04 2021 Page 2
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg_VOOXXBZZ3He4OoQBPuEsjAON7uKO39XD_czHuzKG09
NOTES-
13) Use USP THDH28-3 (With 36-16d nails into Girder & 12-16d nails into Truss) or equivalent at 14-1-12 from the left end to connect truss(es) to front face of bottom chord.
14) Use USP JUS24 (With 4-1 Od nails into Girder & 2-1 Od nails into Truss) or equivalent at 15-7-4 from the left end to connect truss(es) to front face of bottom chord.
15) Fill all nail holes where hanger is in contact with lumber.
16) "NAILED" indicates 3-1 Od (0.148"xY) or 3-12d (0.148"x3.25') toe -nails per NDS guidlines.
17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 174 lb down and 43 lb up at 19-8-6 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 (pit)
Vert: 1-4=60, 4-6=60, 1-7=20
Concentrated Loads (lb)
Vert: 6=152 10=1237(F) 8=6308(F) 14=-1106(F) 15=-1172(F) 16=-1317(F) 17=1399(F) 18=-502(F) 19=172(F)
-----._.....-----_� ...— —------ ........................
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5192020 BEFORE USE.
Design valid for use only with MiTekD 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 guidanceregarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1nPl1 QuaW Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23602159
508208
L1
Hip Girder
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905. 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:05 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-SiyOktCB KNPViYNcl7PTPxiF_XJp7ergSeL7pKzKG08
2-4-0 11-6-0 14-2-0 i 16-6-0 ,
2 4-0 2-8-0 6-6-0 2-8-0 2-4-0
Special Special
6x6 = NAILED NAILED NAILED 5x6 -
NOP2X STP = Special
2x4 2x4 11
Special
Scale = 1:27.5
0
NOP2X STP =
2x4 11
2-0-0 -4 5-0-0 11-6-0 142-0 t 16-6-o
2-0-0 4 2-8-0 6-6-0 2-8-0 -4- 2-0-0
Plate Offsets (X,Y)-[1:0-1-0,0-0-0],[3:0-3-0,0-2-7],[4:0-3-0,0-2-7] [8:0-2-12,0-3-0]
LOADING (psf)
SPACING-
2-0-0
CS'.
DEFL.
in
(loc)
Vdefl
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.32
Vert(LL)
-0.04
8-9
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.35
Vert(CT)
-0.08
8-9
>999
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.13
Horz(CT)
0.01
7
n/a
n/a
BCDL 10.0
Code FBC202OTrP12014
Matrix -MS
Wind(LL)
-0.05
8-9
>999
240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 `Except` TOP CHORD
3-4: 2x6 SP No.2
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No.2
REACTIONS. (size) 10=0-8-0, 7=0-8-0
Max Horz 10=109(LC 6)
Max Uplift 10=476(LC 8), 7=366(LC 8)
Max Grav 10=815(LC 39), 7=813(LC 38)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-082/267, 3-4=626/295, 4-5=694/290
BOT CHORD 8-9=-224/662
WEBS 2-10=785/412, 2-9=299/745, 3-9=252/157, 4-8=253/134, 5-8=290/754,
5-7=-781 /355
PLATES GRIP
MT20 244/190
Weight: 84 lb FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 3-4.
Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; VuH=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 476 lb uplift at joint 10 and 366 lb uplift
at joint 7.
9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
10) "NAILED" indicates 3-1 Old (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 257 lb down and 195 lb up at
5-0-0, and 257 lb down and 195 lb up at 11-6-0 on top chord, and 132 lb down and 260 lb up at 5-0-0, and 132 lb down and 260 lb
up at 11-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility 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).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 BEFORE USE.
Design valid for use only with N17ek0connectors. 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 ANSIMP11 Quality Criteria, DSB-89 and SCSI Building Component
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE,No. 34869
pAtoiusA Inc.FLCertB¢34
ii§ 4ParkeEastBlvd;TampaFL33611t
Date:
May 3,2021
MiTek`
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802159
508208
L1
Hip Girder
1
1
Job Reference o tional
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MITek Industries, Inc. Mon May 3 08:24:05 2U21 Page 2
ID:OjR?uvP CrTEdiM bCgU SxELyQZsg-SiyOktCB KN PViYNcl7 PTPxiF_XJp7erg SeL7pK2KGOB
LOAD CASE(S) Standard
Uniform Loads (plo
Vert: 1-3=-60, 3-4=60, 4-6=60, 11-14=20
Concentrated Loads (lb)
Vert: 3=41 (F) 4=41 (F) 8=1 31 (F) 9=1 31 (F)
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with 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
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 ANSUTP/1 Quality Criteria, DSB-69 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802160
508208
L2
Hip Girder
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:06 2021 Page 1
ID:Oj R?uvP C rTEd iM bCgUSxELyQZsg-wuVm yDDp5gXM J iyoJ gxix8FR8xhbs5egh 15gLmzKG07
4-9-8 7-8-8 12-6-0 i
4-9-8 2-11-0 4-9-8
5x6 = 5x6 =
8 NAILtU 4x4 = NAILeu 4x8 = NAILeu 5
Scale = 1:25.6
NOP2XSTP =
NAILED
NAILED
NOP2XSTP =
3x4 11
3x4 II
4-9-8
7-8-8
12-6-0
i
4-9-8
2-11-0
4-9-8
Plate Offsets (X,Y)—
[2:0-3-0,0-2-01,[3:0-3-0,0-2-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.30
Vert(LL)
-0.01
6
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.25
Vert(CT)
-0.03
5-6
>999
240
BCLL 0.0
Rep Stress Incr NO
WB 0.16
Horz(CT)
0.00
5
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL)
0.01
7
>999
240
Weight: 81 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.2 *Except* BOT CHORD
1-8,4-5: 2x6 SP No.2
REACTIONS. (size) 8=0-8-0, 5=0-8-0
Max Horz 8=100(LC 6)
Max Uplift 8=245(LC 8), 5=245(1_C 8)
Max Grav 8=978(LC 1), 5=978(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1037/308, 2-3=867/327, 3-4=-1039/308, 1-8=-829/251, 4-5=-826/250
BOT CHORD 6-7=-205/859
WEBS 3-6=-75/277, 1-7=134/720, 4-6=133/718
Structural wood sheathing directly applied or 5-4-7 oc purlins,
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-3.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
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) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 245 lb uplift at joint 8 and 245 lb uplift at
joint 5.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
10) "NAILED" indicates 3-1Od (0.148"x3') or 3-12d (0.148"x3.25) toe -nails per NDS guidlines.
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-60, 2-3=60, 3-4=60, 5-8=20
Concentrated Loads (lb)
Vert: 1=754=759=168(B) 10=168(B) 11=168(B) 12=168(B) 13=168(B)
®WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE.
Design valid for use only with MiTek®wnnectors. 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
. 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 - ANS11rP11 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE'No, 54868
Mi7ak;USA, Inc., FL Curt 6614'
6904'Earko East Blvd. Tampa FU3616
Data:
May 3,2021
MiTek°
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802161
508208
M1
MONOPITCH
8
1
Job Reference (optional)
Tibbetts Lumber Co, Palm Bay, FL
8.430 s Nov 30 2020 MiTek Industries, Inc. Mon May 3 16:36:21 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-U BHVhtwyKxOMZUTfVvkF63vRfUCWzjeERnOY62zKA2u
7-4-0
7-4-0
4x4 i
3x4 i NOP2X STP =
4x6 =
Scale = 1:26.3
0 7-4-0
0220.8-
0 6-8-0
Plate Offsets (X Y)— [1:0-3-9,0-1-81, [3:Edge 0-2-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.71
Vert(LL) 0.09 3-6 >912 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.48
Vert(CT) -0.03 3-6 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) 0.00 1 n/a n/a
BCDL 10.0
Code FBC2020rrP12014
Matrix -MS
Weight: 37lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x6 SP No.2 end verticals.
WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=331/0-8-0, 3=23810-8-0
Max Horz 1=191(LC 12)
Max Uplift 1=-242(LC 12), 3=-268(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown.
TOP CHORD 2-3=196/326
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 7-1-4 zone; cantilever left
and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to
the use of this truss component.
3) All plates are MT20 plates unless otherwise indicated.
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-G-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 100 Ito uplift atjoint(s) except (jt=lb)
1=242,3=268.
This item has been
LOAD CASE(S) Standard
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No:34869
MiTekU§A„ tnc. fL Cart 6634
6904 Parke East Blvd. Tampa FL33610
Date:
May 3,2021
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not y 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/rPlf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802162
508208
M2
MONOPITCH GIRDER
1
2
Job Reference o tional
Tibbetts Lumber Company, Palm Bay, FL - 32905,
44 =
8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:08 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-sHdXNvE4dlo4Z?6BQFzAOZKnJkl9K1 f78canQfzKG05
6-8-0
6-8-0
3x4 II
2
JUS14 JUtiZ4 JUS24
NOP2X STP =
4x4 11
Scale = 1:26.5
Plate Offsets (X,Y)—
[1:0-0-0,0-0-61
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Udefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.32
Vert(LL)
0.12
3-6
>653
240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.56
Vert(CT)
-0.10
3-6
>785
240
BCLL 0.0
Rep Stress Incr NO
WB 0.00
Horz(CT)
-0.01
1
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Weight: 81 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x6 SP No.2 TOP CHORD
BOT CHORD 2x6 SP No.2
WEBS 2x6 SP No.2 BOT CHORD
REACTIONS. (size) 1=0-8-0, 3=0-8-0
Max Harz 1=173(LC 8)
Max Uplift 1=810(LC 8), 3=-923(LC 8)
Max Grav 1 =961 (LC 1). 3=965(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
Structural wood sheathing directly applied or 6-0-0 cc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 cc bracing.
NOTES-
1) 2-ply truss to be connected together as follows:
Top chords connected with 1 Od (0.131 "x3") nails as follows: 2x6 - 2 rows staggered at 0-9-0 cc.
Bottom chords connected with 10d (0.131"x3") nails as follows: 2x6 - 2 rows staggered at 0-9-0 cc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
Cat. 11; Exp C: Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60
plate grip DOL=1.60
4) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 1 and 923 lb uplift at
joint 3.
9) Use USP JUS24 (With 4-1 Od nails into Girder & 2-1 Od nails into Truss) or equivalent spaced at 2-0-0 cc max. starting at 1-2-12 from
the left end to 5-2-12 to connect truss(es) to back face of bottom chord.
10) 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: 1-2=60, 3-4=20
Concentrated Loads (lb)
Vert: 7= 470(B) 8=470(B) 9=-470(B)
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PENo:3g869
Mi ek,USA,tnc.FLCart6634.
6904 Parke East Blvd. Tampa FL 33616
Dater
May 3,2021
®WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/192020 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 /6iTek•
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the iVi
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T23802163
508208
M3
MONOPITCH
8
1
�RudyVega
Job Reference (optional)
nbbetts Lumber Co, Palm Bay, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon May 3 16:37:41 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-8a7ITDu7VXT?9ma1 B iA?MxDB4kYBjIS?gOOnwPzKA1 e
2-4-0 7-0-0 12-3-0 . 13-7-8 ,
i
O
11 „'
3x4 = NOP2X STP = 4x8 = 3x4 =
3x6 11
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.41
TCDL
10.0
Lumber DOL
1.25
BC 0.36
BCLL
0.0
Rep Stress Incr
YES
WB 0.58
BCDL
10.0
Code FBC2020/rP12014
Matrix -MS
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.2 'Except*
5-6: 2x6 SP No.2
REACTIONS.
(lb/size) 6=43910-8-0, 11=650/0-8-0
Max Horz 11=436(LC12)
Max Uplift 6=-488(LC 12), 11= 464(1_C 12)
DEFL. in (loc) Udefl L/d
Vert(LL) 0.07 9-10 >999 240
Vert(CT) -0.03 9-10 >999 240
Horz(CT) -0.01 6 n/a n/a
Scale = 1:42.5
PLATES GRIP
MT20 244/190
Weight: 98lb FT=20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
10-0-0 oc bracing: 7-9
JOINTS
1 Brace at Jt(s): 7
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-15=452/630, 3-15=-339/640
BOT CHORD 11-17=718/108, 10-17=-718/108, 9-10=276/29, 7-9=252/126, 4-7=880/276,
6-7=-333/131
WEBS 2-11=556/825, 2-10=612/439, 7-1 0=-1 123/351, 3-7=206/587, 4-6=459/1182
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 13-4-12 zone; cantilever left
and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to
the use of this truss component.
3) All plates are MT20 plates unless otherwise indicated.
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 100 lb uplift atjoint(s) except (jt=lb)
6=488,11=464.
LOAD CASE(S) Standard
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE,N& IU69
WMA USA, Ind. FL Gert8634
fo304P.arke;East Bivd! Tampa FL33610
Date:
May 3,2021
. — -. - — -- -- - - -- -
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED f•41TEtC REFERENCE PAGE MII-7473 rev. 5/19,2020 BEFORE USE. �"
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p� T
Qk`
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 IYIf I
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available fmm Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802164
508208
M4
MONOPITCH
1
1
Job Reference (optional)
Tibbetts Lumber Cc, Palm Bay, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon May 3 16:39:03 2021 Page 1
ID:Oj R?uvPCrTEdiM bCgUSxELyQZsg-I L41 hGtZBjoN?Nro?xe EhDcBVoW Hwxl4h—G6ofzKAOM
7-0-0 i 12-5-13 _J
7-0-0 5-5-13
Scale = 1:39.2
3X4 - 4X4 =
NOP2X STP = 6x6 =
3x6 I I
2-0-0 2 - 7-0-0 12-5-13
2-0-0 0-4- 4-8-0 5-5-13
Plate Offsets (X Y)— [1:0-1-0,0-0-0)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (]cc) Ildefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.47
Vert(LL) 0.09 5-6 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.43
Vert(CT) -0.04 5-6 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.24
Horz(CT) -0.01 5 n/a n/a
BCDL 10.0
Code FBC20201TP12014
Matrix -MS
Weight: 75 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-6-5 cc bracing.
4-5: 2x6 SP No.2
REACTIONS. (lb/size) 5=375/0-10-9, 7=60510-8-0
Max Horz 7=329(LC 12)
Max Uplift 5=-440(LC 12), 7=-440(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-11=387/604, 3-11=-275/614
BOT CHORD 7-12=304/137, 6-12=-304/137, 5-6=-896/296
WEBS 3-5=341/1034, 2-7=517/829, 3-6=-442/142, 2-6=-612/394
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat.
ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 12-3-1 zone; cantilever left
and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to
the use of this truss component.
3) All plates are MT20 plates unless otherwise indicated.
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.
This Item has been
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb)
electronically signed and
5=440, 7=440.
sealed by Lee, Julius, PE
using a Digital Signature.
LOAD CASE(S) Standard
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No U$66
MiTek USA, Inc. FL Cart6634
6604 Parke East Slid. Tampa EL33616
Date:
May 3,2021
- ---.._..- ------- --- - - ---- -- ---......_..._..----..._.._..-- - - - - --- ---------
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE MII.7473 rev. 51192020 BEFORE USE.
-- - -- ---- ---
Des
sign valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
wit
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
pp�
��•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
iYlT
f
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP11 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
Ply
T23802165
5oe208
M5
ROOF SPECIAL
�Qty
1
1
�RudyVega
Job Reference (optional)
Tibbetts Lumber Co, Palm Bay, FL 8A30 s Nov 30 2020 MiTek Industries, Inc. Mon May 3 16:38:30 2021 Page 1
ID:OjR7uvPCrTEdiMbCgUSxELyQZsg-D7aGm_Usyae2YIgSZVYVrGIZBUE_hzLD5Lml83zKA0t
i 8-5-4 13-D-12 ,
B-5-4 4-7-8
Scale: 3/8"=l'
6.00 12
4x4 =
2-9-15 3-1 8-5-4 13-0-12
2-9-15 5-1 5-1-11 4-7-8
LOADING (psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
10.0
Lumber DOL
1.25
BCLL
0.0 '
Rep Stress Incr
YES
BCDL
10.0
Code FBC2020lrP12014
CSI.
DEFL.
in (loc)
Vdefl
Ud
TC 0.38
Vert(LL)
0.06 6-7
>999
240
BC 0.46
Vert(CT)
-0.03 6-7
>999
240
WB 0.40
Horz(CT)
-0.00 5
n/a
n/a
Matrix -MS
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2 `Except* BOT CHORD
4-5: 2x6 SP No.2
REACTIONS. (lb/size) 5=336/0-10-15, 7=691/0-11-5
Max Harz 7=277(LC 12)
Max Uplift 5=-078(LC 12), 7=544(1_13 12)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=546/256, 2-11=-341/494, 3-11=-285/500
BOT CHORD 1-7=197/543, 5-6=739/268
WEBS 2-6=806/478, 3-6=-355/121, 3-5=-309/858, 2-7=580/928
6x6 =
PLATES GRIP
MT20 244/190
Weight: 73 lb FT = 20%
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 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 12-10-0 zone; cantilever left
and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to
the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom Chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
5=378,7=544.
LOAD CASE(S) Standard
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lea PE No: U869
MiTek lJSA Inc. FL Cert8634
8904 Parke East Blvd. Tampa FL 33610
Dater
May 3,2021
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with 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
T A'
M�
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
I.ell•
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS"P/1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T23802166
508208
Me
ROOF SPECIAL
2
�RudyVega
1
Job Reference (optional)
Tibbetts Lumber Co, Palm Bay, FL UAJU s rvov aU ZUZU mu eK meusmes, roc. man may o i—i:54 coc i raye i
ID:Oj R?uvPCrTEdiM bCq USxE LyQZsg-LJSTBs FOtFizD6j IJxiV Rm O VZH3whxnep I G FNMzKA?t
3-2-14 7-0-0 12-11-4
3-2-14 3-9-2 5-11-4
4X4 — bXb —
3x6 11
Scale = 1:28.5
2-9-3 -5-1 3-9-2
5-11-4
LOADING (pso
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Vdefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.41
Vert(LL) 0.14
5-6 >841 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.53
Vert(CT) -0.06
5-6 >999 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.30
Horz(CT) -0.01
5 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Weight: 69lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2
end verticals.
WEBS 2x4 SP No.2 *Except*
BOT CHORD
Rigid ceiling directly applied or 5-0-12 oc bracing.
4-5: 2x6 SP No.2
REACTIONS. (lb/size) 5=335/0-10-9, 7=68210-11-5
Max Horz 7=241(LC 12)
Max Uplift 5=-359(LC 12), 7=-553(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-668/310, 2-11=359/681, 3-11=-291/683
BOT CHORD 1-7=-259/665, 7-12=-259/302, 6-12=-259/302, 5-6=-879/310
WEBS 3-5=311/888, 2-7=581/1073, 2-6=-1150/598
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-G-0, Interior(1) 6-0-0 to 12-8-8 zone; cantilever left
and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to
the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb)
This item has been
5=359, 7=553.
electronically signed and
LOAD CASE(S) Standard
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No34869 '
MiTek USA, Inc.. FLCart 6634'
6994 Parke East Blvd. Tampa FL33610
Date:
May 3,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with Mffek® 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 IYi� I
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �tI� �('
QW
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPl1 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802167
508208
MG1
MONOPITCH GIRDER
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905,
NOP2X STP =
2x4 II
8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:12 2021 Page 1
ID:q R?uvPCrTEdiMbCgUSxELyQZsg-12t2CGHahWIV2dPyf516BPVQYLj?GrHi3EY—ZQzKG01
54-0
54-0
54-0
2x4 11
2
NOP2X STP =
4x6 =
Scale = 1:26.6
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2020rTP12014
CSI.
TC 0.50
BC 0.31
WB 0.02
Matrix -MP
DEFL. in
Vert(LL) 0.03
Vert(CT) -0.03
Horz(CT) -0.00
(loc) Ildeft Lid
3-4 >999 240
3-4 >999 240
3 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 38 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-4-0 oc purlins,
BOT CHORD 2x6 SP No.2
except end verticals.
WEBS 2x6 SP No.2 `Except`
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
1-3: 2x4 SP No.2
REACTIONS. (size) 3=0-8-0, 4=0-8-0
Max Horz 4=131(LC 8)
Max Uplift 3=258(LC 8), 4=-146(LC 8)
Max Grav 3=269(LC 1), 4=309(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or
less except when shown.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
3) All plates are MT20 plates unless otherwise indicated.
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 258 lb uplift at joint 3 and 146 lb uplift at
joint 4.
7) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (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: 1-2=-60, 3-4=20
Concentrated Loads (lb)
Vert: 5=188(B)
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius LeoPE No. U869
MiTek USA, Inc. FL Cart 6634
W4 Parke East Blvd. Tampa FL33610
Dates
May 3,2021
............ ......
—--------
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �r
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall �pA ■■
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 'y9�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 ANSI1rP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802168
508208
MG3
MONOPITCH GIRDER
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:13 2021 Page 1
ID:Oj R?uvP C rTEd iM bCgUSxE LyQZsg-D EQ QQc I CSq QMfn_8DoZLjd2dLlzC?Bbs IuHY5szKG 00
5-0-0 10-3-0 , 11-7-8 ,
5-0-0 5-3-0 1-4-8
Scale = 1:44.7
a.e i 4 2X4 1
3x'
IP2X STP = d
N
NCP2X STP
THD26 4x8 = 2x4 II
=
5x6 II JUS24
NAILED
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.26
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2020lrP12014
CSI.
TC 0.36
BC 0.70
WB 0.47
Matrix -MS
DEFL. in (loc) Vdefl Ud
Vert(L-) 0.03 9-10 >999 360
Vert(CT) 0.05 9-10 >999 240
Horz(CT) -0.01 5 n/a Na
Wind(LL) -0.04 9-10 >999 240
PLATES GRIP
MT20 244/190
Weight: 101 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins,
BOT CHORD 2x4 SP No.2 *Except` except end verticals.
7-10: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
WEBS 2x4 SP No.2 *Except` 10-0-0 oc bracing: 6-8
4-5,1-10: 2x6 SP No.2 JOINTS 1 Brace at Jt(s): 6
REACTIONS. (size) 5=0-8-0, 10=0-8-0
Max Horz 10=451(LC 24)
Max Uplift 5=-669(LC 8), 10=-926(LC 8)
Max Grav 5=653(LC 31). 10=807(LC 31)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-936/656, 2-3=290/144, 1-10=-657/439
BOT CHORD 9-10=-730/146, 3-6=519/534
WEBS 2-9=557/534, 6-9=950/851, 2-6=714/625, 3-5=667/681, 1-9=249/706
NOTES-
1) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Building Designer/ Project engineer responsible forverifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
3) All plates are MT20 plates unless otherwise indicated.
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
This item has been
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 669 lb uplift atjoint 5 and 926 lb uplift at
electronically signed and
joint10.
sealed by Lee, Julius, PE
7) Use USP THD26 (With 18-16d nails into Girder & 12-10d x 1-1/2 nails into Truss) or equivalent at 3-0-4 from the left end to connect
using a Digital Signature.
truss(es) to front face of bottom chord, skewed 0.0 deg.to the left, sloping 0.0 deg. down.
Printed copies of this
8) Use USP JUS24 (With 4-1 Od nails into Girder & 2-1 Od nails into Truss) or equivalent at 5-0-4 from the left end to connect truss(es)
to front face of bottom chord, skewed 0.0 deg.to the left, sloping 0.0 deg. down.
document are not Considered
9) Fill all nail holes where hanger is in contact with lumber.
Signed and Sealed and the
10) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines.
signature must be Verified
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
On any electronic Copies.
LOAD CASE(S) Standard
Julius Lee PE No. 34669
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
MiTek USA, Ina FL -Carl 6634
Uniform Loads (plf)
SWParke East Blvd. Tamp FL33610
Vert: 14=-60, 8-10=20, 7-8=20, 5-6=20
pato:
May 3,2021
Continued on page 2
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/1912020 BEFORE USE.
Design valid for use only with 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 ofdesign parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
)'i�k'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVfP/f Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802168
508208
MG3
MONOPITCH GIRDER
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905,
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 11=218(F) 12=373(F)
8.430 s Apr 20 2021 MI I eK Industries, Inc. Mon May 3 Utf:Z4:13 ZUZI rage Z
ID:Oj R?uvPC rTEd iM bCgUSxELyQZsg-D EQ QQcI CSgQMfn_8D oZLjd2dLlzC?BbsluHY5szKG00
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE.
Design valid for use only with 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 WeW
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/f Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802169
508208
Nil
Hip Girder
1
1
Job Reference o tional
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:24:15 2021 Page 1
ID:Oj R?uvP CrTEdiMbCgU SxELyQZsg-9dYArl KTzRg4v48XLDbpo27rOZhaT3k91 Cmf9lzKGO-
11-7-15 13-0-4
2-0-0 4-4-8 10-3-11 11-0-0 1114 18-11-7 20-1t-15 23-3-15
2-0-0 2-0-8 5-11-3 1-0-5 0- - 5 5-11-3 2-0-8 2-0-0
4.04 12 0-3.15 1-0-5 Scale = 1:42.5
5x6 =
5x6
5 6 5x6 ZZZ
2x4 1 sxa =
3x4 — NOP2X STP = r 2x4 NOP2X STP =
6x6 =
6x6 =
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2020rrP12014
CSI.
TC 0.86
BC 0.57
WB 0.62
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) Vdefl L/d
-0.08 14-16 >999 360
-0.15 14-15 >999 240
0.14 10 n/a n/a
0.15 14-15 >999 240
PLATES GRIP
MT20 244/190
Weight: 172 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied.
4-5,5-6: 2x6 SP No.2
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
BOT CHORD 2x4 SP No.2 *Except*
10-0-0 oc bracing: 16-18, 11-13
13-16: 2x10 SP No.2
WEBS 2x4 SP No.2
REACTIONS. (size) 19=0-8-0, 10=0-8-0
Max Horz 19=224(LC 7)
Max Uplift 19=1233(LC 8), 10=-1132(LC 8)
Max Grav 19=1877(LC 29), 10=1877(LC 30)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3430/1892, 34=3228/2091, 4-5=2957/2013, 5-6=-2898/2019, 6-7=3195/2098,
7-8=-3228/1977
BOT CHORD 18-19=-155/299, 3-16=209/259, 15-16=1786/3416, 14-15=-1510/2673,
13-14=1855/3081, 10-11 =1 66/266
WEBS 2-19=-1620/945, 16-19=621/425, 2-16=1807/3211, 3-15=-708/408, 4-15=-483/626,
5-15=-505/833, 6-14=499/626, 7-14=596/437, 10-13=-546/360, 8-13=-1815/3024,
8-10=15311934, 5-14=521/815
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
This item has been
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
electronically Signed and
4) All plates are MT20 plates unless otherwise indicated.
Sealed by Lee, Julius, PE
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
using a Digital Signature.
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
Printed copies of this
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1233 lb uplift at joint 19 and 1132 lb
document are not considered
uplift at joint 10.
signed and sealed and the
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 392 lb down and 323 lb up at
signature must be verified
10-3-11, 598 lb down and 460 lb up at 11-4-1, and 598 lb down and 460 Ito up at 11-11-14, and 392 lb down and 323 lb up at
on any electronic copies.
13-0-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
Julius Lee PE N6.'U$69
Miu USA, Inc. FL-Cert 0634
LOADCASE(S) Standard
6904P.arkeEzstB,Nd.TampaFL33610
Date;
May 3,2021
'ontinued on page 2
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19.2020 BEFORE USE.
+
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
p(� q� T ke
is always required for stability. and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
`y'f
iP
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?Pill Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Rudy Vega
T23802169
508208
N1
Hip Girder
1
1
Job Reference o tional
Tibbetts Lumber Company, Palm Bay, FL - 32905. 8.430 s Apr 20 2021 MITek Industries, Inc. Mon May 3 Ut$:14:1 b 2u21 rage 2
I D:Oj R7uvP CrTEd iM bCgU SxELyQZsg-9dYArl KTzRg4v48XLDbpo27rOZhaT3k91 Cmf9lzKG 0_
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-60, 4-5=60, 5-6=60, 6-9=60, 18-20=20, 17-18=20, 13-16=20, 11-12=20, 11-23=20
Concentrated Loads (lb)
Vert: 15=313(B) 14=-313(B) 26=505(B) 27=-505(B)
-- --- -- —-.._.... _................. _._............ -----................................. - ................. ---- --- -- .._—..—..._._... --------....._..-....._........- .._._..-...-...--- --- --- - --
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. $119,2020 BEFORE USE.
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall vppiT
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing itV1� IP..�g
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/rPlf Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802170
508208
N2
Roof Special
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:17 2021 Page 1
ID:OjR?uvPCrTEd iM bC qU SxE LyQZsg5?gxG—LjV3wo801vS ed HuTC CzM HjxuYRD WRD ezKGNy
i 2-0-0 4-0-8 11-7-15 18-11-7 20-2-0 i 22-9-1
2-4-0 2-0-8 7-3-7 7-3-7 1-2-10 2-7-0
46 =
17 io 11 -w a 8
3x4 = NOP2X STP = 2x4 11 2x4 11 3x6 11
Scale = 1:43.7
3x4 =
4x8 =
20-2-0
2-0-0 4-0-e 4
11-7-15
18-7-15
18 1 -7 22-9-1
2-0-0 -0 2-0-8 0.
6-11-15
6-11-15
0-3- 1-2-10 2-7-0
Plate Offsets (X,Y)—
[1:0-1-0,0-0-0),[12:0-5-8,0-3-0)
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 0.77
Vert(LL)
-0.11
11
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.85
Vert(CT)
-0.26
12-13
>923
240
BCLL 0.0
Rep Stress lncr YES
WB 0.92
Horz(CT)
0.15
8
n/a
n/a
BCDL 10.0
Code FBC2020lrP12014
Matrix -MS
Wind(LL)
0.15
11
>999
240
Weight: 124 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2 BOT CHORD
WEBS
REACTIONS. (size) 8=Mechanical, 17=0-8-0
Max Horz 17=223(1_C 10)
Max Uplift 8=326(1_C 12), 17=505(LC 12)
MaxGrav 8=808(LC 1). 17=101B(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=334/182, 2-3=1493/704, 3-4=1087/644, 4-5=1085/651, 5-6=-2333/1401,
6-7=-10691609, 7-8=763/470
BOT CHORD 1-17=-1391334, 3-14=118/308, 13-14=989/1804, 12-13=-1573/2381, 5-12=83/496
WEBS 2-17=844/530, 14-17=320/372, 2-14=870/1430, 3-13=939/682, 4-13=-1301532,
5-13=-1660/1225,9-12=586/1165,6-12=916/1370,6-9=-1627/934,7-9=-697/1228
Structural wood sheathing directly applied or 3-7-14 oc purlins,
except end verticals, and 2-0-0 oc purlins (5-7-0 max.): 6-7.
Rigid ceiling directly applied or 4-8-3 oc bracing. Except:
10-0-0 oc bracing: 14-16, 10-12
1 Row at midpt 5-13
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 11-7-15, Exterior(2R)
11-7-15 to 17-7-15, Interior(1) 17-7-15 to 22-7-5 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members,
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 326 lb uplift at joint 8 and 505 lb uplift at
joint 17.
10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PENo 34669
fJiTek Uk Inc. FL'Cert 66U
6964 Parke East Blvd. Tempi FL 3MI6
'Date:
May 3,2021
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 101147473 rev. 5/19.2020 BEFORE USE. _ !'
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �� 1q
�i k•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1"P11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802171
508208
N3
Roof Special
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:18 2021 Page 1
I D:Oj R7uvPC rTEdiMb CgUSxE LyQZsg-ZC EJTJ M LGM2fmYs6OL8WQg INkmgvgKibRA7J14zKG Nx
2-4-0 4-4-8 11-7-15 i 18-4-10 15-11,7 20-9-1
21-0 2-0-8 7-3-7 6-8-11 -1§ 1-9-16 '
46 =
d
NIb
16 10 ` 8
3x4 = NOP2X STP = 2x4 I 2x4 11 6x6 =
3x4 =
Scale = 1:42.0
2-0.0 2r4-,0 4-0-8 4r8�0 11-7-15
i
18-7-15 18r11-7 20-9-1
2-0.0 0-4- 2-0.8 036 6-11-15
6-11-15 0.3-'8 1-9-10 '
Plate Offsets (X,Y)—[1:0-1-0,0-0-0],[11:0-2-12,0-2-41
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 0.77
Vert(LL) -0.08 12-13 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.66
Vert(CT) -0.17 12-13 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.92
Horz(CT)
0.08 8 n/a n/a
BCDL 10.0
Code FBC2020frP12014
Matrix -MS
Wlnd(LL)
0.06 14 >999 240
Weight: 117 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-10-5 oc purlins,
BOT CHORD 2x4 SP No.2
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7.
WEBS 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 5-9-0 oc bracing. Except:
10-0-0 oc bracing: 13-15, 9-11
REACTIONS. (size) 8=Mechanical, 16=0-8-0
Max Horz 16=207(LC 10)
Max Uplift 8=297(LC 12), 16=-467(LC 12)
Max Grav 8=728(LC 1), 16=938(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-346/184, 2-3=1356/696, 3-4=913/564, 4-5=893/573, 5-6=670/377,
6-7=-031/375, 7-8=703/438
BOT CHORD 1-16=-141/347, 3-13=100/273, 12-13=1043/1667, 11-12=-694/988
WEBS 2-16=-775/534, 13-16=296/310, 2-13=868/1311, 3-12= 945/655, 4-12=-48/418,
5-12=-376/356, 5-11=7881`770, 7-11=532/894
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 11-7-15, Exterior(2R)
11-7-15 to 17-7-15, Interior(1) 17-7-15 to 20-7-5 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
This item has been
4) Provide adequate drainage to prevent water ponding.
electronically Signed and
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Sealed by Lee, Julius, PE
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
using a Digital Signature.
will fit between the bottom chord and any other members.
Printed COpleS Of this
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 297 lb uplift at joint 8 and 467 Ito uplift at
document are not considered
joint16.
signed and sealed and the
10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
signature must be Verified
on any electronic copies.
Julies Lee PE No. U869
MiTek;USA; Inc. FL `Cart es34'
69D4 Parke East Blvd. Tampa FL33610
Data:
May 3,2021
® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/1912020 BEFORE USE.
Design valid for use only with 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 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 ANSIoTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available fmm Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802172
508208
N4
Roof Special
1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:19 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-10ohgfNzl gAWNiRIa3flzulXXA1 bPnikggksl WzKGNw
2�-0 4-4-8 11-7-15 16-7-4 1&9-1
21% 2-0� 7-3-7 4-11-4 2-1-13
4x6 =
3x4 = NOP2X STP = 2x4 11
3x4 =
4-4-8
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.83
Vert(LL)
-0.08
8-9
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.63
Vert(CT)
-0.18
8-9
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.94
Horz(CT)
0.05
7
n/a
n/a
BCDL 10.0
Code FBC2020lTPI2014
Matrix -MS
Wind(LL)
0.06
10
>999
240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2 BOT CHORD
REACTIONS. (size) 7=Mechanical, 12=0-8-0
Max Horz 12=190(LC 10)
Max Uplift 7=277(LC 12), 12=426(LC 12)
Max Gram 7=639(LC 1), 12=859(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=361/185, 2-3=1218/719, 3-4=731/466, 4-5=688/512
BOT CHORD 1-12=142/363, 8-9=1169/1530, 7-8=368/461
WEBS 2-12=-705/544, 9-12=274/234, 2-9=901/1191, 3-8=961/801, 4-8=-0/313,
5-7=-704/588
Scale = 1:41.0
P
cb
N
I0
PLATES GRIP
MT20 244/190
Weight: 102 lb FT = 20%
Structural wood sheathing directly applied or 5-1-2 oc puffins,
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6.
Rigid ceiling directly applied or 5-5-4 oc bracing. Except:
10-0-0 oc bracing: 9-11
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 11-7-15, Exterior(2E)
11-7-15 to 16-7-4, Interior(1) 16-7-4 to 18-7-5 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 277 lb uplift at joint 7 and 426 lb uplift at
joint 12.
10) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE'No. U869
MTak USA, Inc.. FLCart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 3,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. !'
Design valid for use only with MTek0 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 MOW building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing oy� 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?PN quaft Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802173
508208
N5
Roof Special
1
1
Job Reference o tional
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:21 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-_nvR5LOEZHQEd?bhhUiD2JNsJ_k7thD188DzMPzKGNu
2-4-0 4- 11-7-15 14-9-13 1rr9-1 i
244 2-0-8 7-3-7 3-1-14 1-11-4
4x6 =
3x4 = NOP2X STP = 2x4 11
3x4 =
Ia
Scale = 1:40.1
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/rP12014
CSI.
TC 0.88
BC 0.57
WB 0.94
Matrix -MS
DEFL. in
Vert(LL) -0.09
Vert(CT) -0.19
Horz(CT) 0.05
Wind(LL) 0.06
(loc) Vdefl L/d
B-9 >999 360
8-9 >918 240
7 n/a n/a
10 >999 240
PLATES GRIP
MT20 244/190
Weight: 96 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins,
BOT CHORD 2x4 SP No.2
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6.
WEBS 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 5-2-6 oc bracing. Except:
10-0-0 oc bracing: 9-11
REACTIONS. (size) 7=Mechanical, 12=0-8-0
Max Horz 12=229(LC 12)
Max Uplift 7=258(LC 12), 12=379(LC 12)
Max Grav 7=557(LC 1), 12=780(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-376/186, 2-3=1076/719, 3-4=562/356, 4-5=488/423
BOT CHORD 1-1 2=-1 43/380, 8-9=1275/1385, 7-8=228/258
WEBS 2-12=634/545, 9-12=252/164, 2-9=913/1067, 3-8=959/941, 5-8=-169/277,
5-7=-537/479
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 11-7-15, Exterior(2E)
11-7-15 to 14-9-13, Interior(1) 14-9-13 to 16-7-5 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
This Item has been
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
electronically Signed and
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
sealed by Lee, Julius, PE
Will fit between the bottom chord and any other members.
using a Digital Signature.
8) Refer to girder(s) for truss to truss connections.
Printed copies of this
p
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 258 lb uplift at joint 7 and 379 lb uplift at
document
joint 12.
are not considered
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Signed and Sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34869
Mmi USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa PL 33610
Date.,
May 3,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/1912020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall p p
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing BWIi ele
B 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 ANS11rPl1 Quality Cr/ter/a, DSB-99 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802174
508208
N6
Roof Special
1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8,430 S Apr ZU ZU21 MI I eK Industries, Inc. Man May 3 ut3:24:L2 2u21 rage 1
I D:Oj R?uvPCrTEd iM bC qU SxELyQZsgSzTgJhPsKbY4E9AtF BDS bwwokN4fceeBMozWurzKG Nt
i 2-4-0 4-4-8 11-7-15 1 13:17 1 149-1
2-4-0 2-0.8 7-3-7 1-d-7 1-8-10
4x6 =
3x4 = NOP2X STP = 2x4 11
3x4 =
2-0-0 2 4-4-8 4 8 0 11-7-15 149-1
2-0-0 0-4- 2-0.8 0-3-8 6-11-15
Plate Offsets (X,Y)— [1:0-1-0,0-0-01, [3:0-1-0,0-1-121
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL,
in
(loc)
TCLL 20.0
Plate Grip DOL
1.25
TC 0.90
Vert(LL)
-0.09
8-9
TCDL 10.0
Lumber DOL
1.25
BC 0.55
Vert(CT)
-0.19
8-9
BCLL 0.0
Rep Stress Incr
YES
WB 0.93
Horz(CT)
-0.04
7
BCDL 10.0
Code FBC2020rrP12014
Matrix -MS
Wind(LL)
0.06
10
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2 BOT CHORD
REACTIONS. (size) 7=Mechanical, 12=0-8-0
Max Harz 12=277(LC 12)
Max Uplift 7=247(LC 12), 12=323(LC 12)
Max Grav 7=500(LC 17), 12=703(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-393/187, 2-3=926/683, 3-4=396/196, 4-5=270/243
BOT CHORD 1-12=144/398, 8-9=1349/1226
WEBS 2-12=562/533, 2-9=893/934, 3-8=947/1084, 4-8=125/315, 5-8=-392/413,
5-7=-486/444
— 2x4
Vdefl L/d
>999 360
>791 240
n/a n/a
>999 240
Scale = 1:39.7
Ib
PLATES GRIP
MT20 244/190
Weight: 92 lb FT = 20%
Structural wood sheathing directly applied or 2-2-0 oc purlins,
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6.
Rigid ceiling directly applied or 5-0-10 oc bracing. Except:
10-0-0 oc bracing: 9-11
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0. Interior(1) 6-0-0 to 11-7-15, Exterior(2E)
11-7-15 to 13-0-7, Interior(1) 13-0-7 to 14-7-5 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 247 lb uplift at joint 7 and 323 lb uplift at
joint 12.
10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34869
Mi7efialSA, Inc. FL Cart fi634'
0904Aarke,68t Blvd. Tampa FL 33610
Data:
May 3,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE.
Design valid for use only with 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 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 iwiTek'
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 ANSI17W11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802175
508208
N7
Half Hip
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:23 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-w91 CW1 QU5vgxsJl3pvkh7kSBOnMzLIZKbSi4RHzKGNs
212 4-4-8 12-0-14 12-9-1^
2-4-0 2-a8 7-8-6 8-1
1.
10 -
3x4 = NOP2X STP = 2x4 11
3x4 =
2-0-0 2 4-4-8 4 0 12-9-13
2-0-0 0-4- 2Z 0-3-8 8-1-13
4x6 = 2x4 II
4 5
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Udefl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.93
Vert(LL)
-0.17
6-7
>709
360
TCDL 10.0
Lumber DOL
1.25
BC 0.73
Vert(CT)
-0.36
6-7
>348
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.31
Horz(CT)
-0.04
6
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wmd(LL)
0.05
8
>999
240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2 BOT CHORD
WEBS
REACTIONS. (size) 6=Mechanical, 10=0-8-0
Max Horz 10=325(LC 12)
Max Uplift 6=249(LC 12), 10=257(LC 12)
Max Grav 6=467(LC 17), 10=628(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-412/186, 2-3=742/494, 5-6=-417/264
BOT CHORD 1 -1 0=-1 49/418, 6-7=1221/1058
WEBS 3-6=-991/1141, 2-10=-488/464, 2-7=730/783, 4-6=521/804
Scale = 1:40.5
PLATES GRIP
MT20 244/190
Weight: 77 lb FT = 20%
Structural wood sheathing directly applied or 2-2-0 oc purlins,
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5.
Rigid ceiling directly applied or 5-1-15 oc bracing. Except:
10-0-0 oc bracing: 7-9
1 Row at midpt 3-6
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 12-0-14, Exterior(2E)
12-0-14 to 12-8-1 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 249 lb uplift at joint 6 and 257 lb uplift at
joint 10.
10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
A WARNING - Vedfydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5!1R2020 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
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No.34869
MiTek USA, Inc. FL Cart 6634
6904 0ailk. East Blvd. Tampa PL 33610
Date:
May 3,2021
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802176
508208
N8
Monopitch
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MITek Industries, Inc. Mon May 3 U6:24:24 2U21 rage
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-OMbakNR6sCpoUTKGMcFwgx?QWBnl48vTg6SdzkzKGNr
2-4-0 4-4-8 10-9-13
2� 2-0-8 6-5.5
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2
3x4 = NOP2X STP = 2x4 11
3x4 =
i 2-0-0 4-4-8 4� 10-9-13
2r4-p
2-6-0 2-0-8 0-3- 6-1-13
SPACING-
2-0-0
CSI.
DEFL.
in
(]cc)
Vdefl
Ud
Plate Grip DOL
1.25
TC 0.69
Vert(LL)
-0.06
5-6
>999
360
Lumber DOL
1.25
BC 0.42
Vert(CT)
-0.12
5-6
>802
240
Rep Stress Incr
YES
WB 0.56
Horz(CT)
-0.02
5
n/a
n/a
Code FBC2020/TPI2014
Matrix -MS
Wind(LL)
0.03
7
>999
240
REACTIONS. (size) 5=Mechanical, 9=0-8-0
Max Horz 9=286(LC 12)
Max Uplift 5=207(LC 12), 9=-232(LC 12)
Max Grav 5=384(LC 17), 9=553(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=1128/188, 2-3=538/313, 4-5=192/304
BOT CHORD 1-9=-144/435, 5-6=914/778
WEBS 3-5=-7621896, 2-9=412/477, 2-6=562/583
ch
I
Scale = 1:35.4
PLATES GRIP
MT20 244/190
Weight: 60 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. Except:
10-0-0 cc bracing: 6-8
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 10-8-1 zone;
cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) All plates are MT20 plates unless otherwise indicated.
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 207 lb uplift at joint 5 and 232 lb uplift at
joint 9.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE'No. 34869
MiTek;USA, Inc. FL 6erf6634
6994P.atkeEast 13i4 Tampa:FL93616
Date:
May 3,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,1II-7473 rev. 511912020 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 �a ■
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1Y1� {.P. 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 ANSVTPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802177
508208
N9
Monopitch
1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 Mi rek Industries, Inc. Mon May 3 08:24:24 2021 Page 1
ID:OjR7uvPCrTEdiMbCgUSxELyQZsg-OMbakNR6sCpoUTKGMcFwgx7XjBn_4F1 Tg6SdzkzKGNr
3-5-3 6-9-13
3-5-3 3-4-10
4X9 —
2x4 11
2x4 II
Scale = 1:28.9
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/rP12014
CSI.
TC 0.23
BC 0.43
WB 0.10
Matrix -MS
DEFL. in
Vert(LL) -0.01
Vert(CT) -0.02
Horz(CT) -0.03
Wind(LL) 0.04
(loc) Vdefl L/d
6 >999 360
6 >999 240
4 n/a n/a
6 >999 240
PLATES GRIP
MT20 244/190
Weight: 42 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 cc purlins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x4 SP No.2 `Except*
BOT CHORD
Rigid ceiling directly applied or 6-0-0 cc bracing. Except:
1-9: 2x6 SP No.2
10-0-0 cc bracing: 5-7
REACTIONS. (size) 9=1-0-15, 4=Mechanical, 8=0-3-8
Max Horz 9=173(LC 12)
Max Uplift 9=14(1_13 12), 4=177(LC 12), 8=18(LC 12)
Max Grav 9=180(LC 1), 4=304(LC 17), 8=124(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-9=256/211
BOT CHORD 8-9=-354/138, 7-8=354/138, 4-5=533/363
WEBS 24=-393/580
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-2-12 to 6-2-12, Interior(1) 6-2-12 to 6-8-1 zone;
cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chard 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.
This Item has been
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 9, 177 lb uplift at joint
electronically signed and
4and 18 lb uplift at joint 8.
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No.34669
MiiekU$A Inc.FLcart6,634'
6904 Parke East Blvd. Tampa FL 33610
Date;
May 3,2021
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. �'
Design valid for use only with 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 Mp� s
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802178
508208
N10
Jack -Open
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905,
8.430 s Apr 20 2021 Mrrek Industries, Inc. Mon May 3 OB:24:16 2021 Page 1
ID:Oj R?uvPCrTEdiMbC qU SxE LyQZsg-dp6Y2eK5kioxW Eji ux62LFg Bhz9tCf31_sWCh BzKGNz
2-7-6
6.00 12 1
Scale = 1:22.1
5 3
2x4 11 3x4 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
floc)
Udefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.17
Vert(LL)
-0.00
4-5
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.06
Vert(CT)
-0.00
4-5
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.04
Horz(CT)
-0.00
2
n/a
n/a
BCDL 10.0
Code FBC2020rrPI2014
Matrix -MP
Wind(LL)
0.00
4-5
>999
240
Weight: 17 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x6 SP No.2 *Except* BOT CHORD
1-4: 2x4 SP No.2
REACTIONS. (size) 5=0-10-9, 2=Mechanical, 3=Mechanical
Max Horz 5=62(LC 12)
Max Uplift 2=68(LC 12), 3=-47(LC 12)
Max Grav 5=93(LC 1), 2=85(LC 17). 3=51(LC 10)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
Structural wood sheathing directly applied or 2-7-6 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wnd: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 13=97ft; L=97ft; eave=11ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb uplift at joint 2 and 47 lb uplift at
joint 3.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE Nm44669
FAITok USA, Inc. FL Cert 6634"
69tj4 Parke East Blvd. Tampa FL83619
Date:_
May 3,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5119,7020 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 ANSI1rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802179
508208
P1
ROOF SPECIAL
1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 6.43U s Apr zu zuz I mi I eK inausmes, Inc. Ivlon may o ao:w.m 262 i rays
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-KkjK93SMOg3WjmUeU1 HOIM4ub?WUY9HmHPxk1czKGNp
3-2-14 4-11-14 8-2-1 9-11-1 _r 13-1-14
3-2-14 1-9-0 3-2-3 3-2-13
6x8 =
9 3x4 =
6x8 =
3x4 =
Scale = 1:21.4
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC20201TPI2014
CSI.
TC 0.14
BC 0.23
WB 0.12
Matrix -MS
DEFL. in
Vert(LL) 0.00
Vert(CT) -0.00
Horz(CT) 0.00
(loc) I/defl Lid
8 >999 240
8 >999 240
7 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 70lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 `Except`
TOP CHORD
Structural wood sheathing directly applied or 7-3-8 oc purlins, except
3-4: 2x6 SP No.2
2-0-0 oc purlins (6-0-0 max.): 3-4.
BOT CHORD 2x6 SP No.2
BOT CHORD
Rigid ceiling directly applied or 6-0-0 cc bracing.
WEBS 2x4 SP No.2
REACTIONS. (size) 9=0-11-5, 7=0-11-5
Max Horz 9=73(LC11)
Max Uplift 9=503(LC 12), 7=-317(LC 12)
Max Grav 9=548(LC 21), 7=548(LC 22)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-639/300, 2-3=540/284, 4-5=540/284, 5-6=639/300
BOT CHORD 1-9=-254/657, 6-7=254/657
WEBS 2-9=-160/266, 3-9=352/670, 4-7=352/669, 5-7=158/266
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; porch left
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
This Item has been
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
electronically Signed and
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 503 lb uplift at joint 9 and 317 lb uplift at
sealed by Lee, Julius, PE
joint 7.
using a Digital Signature.
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Printed Copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No; 34889
MiTak _USA, Inc. FL Cart 0934'
6004 Parke East Blvd. Tampa FL33810
Dater
May 3,2021
- ----......._._..__...... --...... -............... -----..... _._..................................... _._._...._........_._..- ------..... _._..... _....... _................. _.._... _.. - - -------... _.............. .... ............ _..... --- - -----
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5!152020 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 chart 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/rP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802180
508208
P2
ROOF SPECIAL
1
1
Job Reference (optional)
Tibbetts Lumber Co, Palm Bay. FL t1.43u s rvov 3U zu2u MI I eK Inausines, mc. Mon May J I IJAUAb ZVZI rage l
I D:OIR?uvP CrTEdiMbCgU Sx ELyQZsg-EAoh IU7AwM nisCD bX3_o MyNgkJj iZWJ EMVi3vAzKA_1
3-2-14 7-7-12 i9-6-2 i 13-11-1 17-1-14
3-2-14 4-4-15 1-10-6 4-4-15 3-2-13
Scale = 1:28.3
6x8 = 6x8 =
6x6 =
2-9-3 -2-1 8-6-15 13-11-1 1 -4-11 17-1-14
2-9-3 5-1 5-4-1 5-4-2 5-1 2-9-3
Plate Offsets (X,Y)— 13:0-4-0 0-2-4] [4:0-4-0 0-2-4],[5:0-0-0 0-0-0]
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.26
TCDL
10.0
Lumber DOL
1.25
BC 0.21
BCLL
0.0
Rep Stress Incr
YES
WB 0.25
BCDL
10.0
Code FBC2020/TPI2014
Matrix -MS
LUMBER -
TOP CHORD
2x4 SP No.2 *Except*
3-4: 2x6 SP No.2
BOT CHORD
2x4 SP SS
WEBS
2x4 SP No.2
REACTIONS.
(lb/size) 9=686/0-11-5, 7=686/0-11-5
Max Horz 9=113(LC 11)
Max Uplift 9=-635(LC 12), 7=472(LC 12)
DEFL. in (loc) Vdefl Lid PLATES GRIP
Vert(LL) 0.05 8-9 >999 240 MT20 2441190
Vert(CT) -0.02 7-8 >999 240
Horz(CT) -0.00 7 n/a n/a
Weight: 80 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 8-1-14 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 3-4.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-471/250, 2-16=-328/206, 3-16=-320/247, 3-4=-265/708, 4-17=320/247,
5-17=328/213, 5-6=-471/255
BOT CHORD 1-9=193/471, 9-18=-412/247, 18-19=-412/247, 8-19=412/247, 8-20=397/250,
20-21=397/250, 7-21=-397/250, 6-7=202/471
WEBS 2-9=300/396, 3-9=527/1043, 3-8=317/134, 4-8=-317/112, 4-7=527/1043,
5-7=294/396
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 7-7-12, Exterior(2E) 7-7-12
to 17-1-14 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to
the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
9=635, 7=472.
8) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No:34869
MN OSA, Ind.. Ft. Cart 8634'
6904 Parke East Blvd. Tampa FL 33610
NO;
May 3,2021
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �A a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pp A� TQk°
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 passible personal Injury and property damage. For general guidance regarding the IYI� I
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11FP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
�RudyVega
T23802181
508208
P3
HIP
1
1
Job Reference o tional
nbbe0s Lumber Co, Palm Bay, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon May 3 16:41:30 2021 Page 1
ID:OIR7uvPCrTEdiMbCgUSxELyQZsg-xdSKXXfnZuJ W8zb261niBDCLn2kQsQZjULMOTdzKA_3
B-10-4
2-4.0 6-0-9 8-3-12 7- 11-1-7 15-2-0
2-0-0 3-8-9 2.3-3 3 2.3-3 4-0-9
0-3-4 Scale=1:30.2
4.51 12 5x6 =
3x4 = 11 4x4 = 3x8 = 4x4 = 7
NOP2X STP = 3x6 11
3x6 11
2-0.0 -4- 6-0-9 8-7-0 11-1-7 15-2-0
2-0-0 -0- 3-8-9 2-6-7 2-6-7 4-0-9
LOADING (psf)
SPACING-
2-0 0
CSI.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.38
TCDL
10.0
Lumber DOL
1.25
BC 0.25
BCLL
0.0
Rep Stress Incr
YES
WB 0.23
BCDL
10.0
Code FBC2020/TP12014
Matrix -MS
DEFL. in (loc) Udefi L/d
Vert(LL) 0.03 7-8 >999 240
Vert(CT) -0.02 7-8 >999 240
Horz(CT) -0.01 7 n/a n/a
LUMBER- BRACING -
TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD
3-4,4-5: 2x6 SP No.2
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No.2
REACTIONS. (lb/size) 7=490/Mechanical, 11=711/0-8-0
Max Horz 11=-143(LC 10)
Max Uplift 7=-043(LC 12), 11=636(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=250/146, 2-3=-490/973, 3-4=-436/967, 4-5=-438/982, 5-6=542/1091, 6-7=452/864
BOT CHORD 9-10=795/394, 8-9=-879/440
WEBS 2-11=627/1155, 2-10=976/505, 4-9=-449/140, 6-8=803/399
PLATES GRIP
MT20 244/190
Weight: 90 lb FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc pudins, 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 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) G-0-0 to 6-0.9, Interior(1) 6-0-9 to 8-7-0, Exterior(2E) 8-7-0 to
11-1-7, Interior(1) 11-1-7 to 15-0-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to
the use of this truss component.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) 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)
7=443, 11=636.
LOAD CASE(S) Standard
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No:34869
MiTek _USA, Inc: FL Cert 6634
6004 Parke East Blvd. Tampa FL 33910
Data:,
May 3,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE.
Design valid for use only with 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 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 ANS11rPl1 Quality Criteria, DSB-89 and BCS/ Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Sulte 203 Waldorf, MD 20601
Tampa, FL 36610
Job
I Truss
Truss Type
Qty
Ply
Rudy Vega
T23802182
50B208
P4
ROOF SPECIAL
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 06:24:28 2021 Page 1
ID:OjR7uvPCrTEdiMbCgUSxELyQZsg-H7g5ZkUdvRJEy4d1 bS Ksgn95Jo5sOzi31jQr6VzKGNn
8-7-0 13A-0 15-2-0 i
8-7-0 4-9-0 1-10.0
yrM11
O
NOPZK STP =
3x6 I I
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL •
20.0
Plate Grip DOL
1.25
TIC 0.76
TCDL
10.0
Lumber DOL
1.25
BC 0.69
BCLL
0.0
Rep Stress Incr
YES
WB 0.51
BCDL
10.0
Code FBC2020/TPI2014
Matrix -MS
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.2
REACTIONS.
(size) 6=Mechanical, 8=0-8-0
Max Horz 8=150(LC 10)
Max Uplift 6=-449(LC 12), 8=-630(LC 12)
Max Grav 6=490(LC 1), 8=711(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=521/1116, 3-4=-488/1157
BOT CHORD 7-8=-342/177, 6-7=766/363
WEBS 2-7=733/409, 3-7=575/193, 4-6=536/1066, 2-8=630/1086
4x6 =
4x8 =
6X6 =
DEFL. in (]cc) Vdefl L/d PLATES GRIP
Vert(LL) 0.18 6-7 >848 240 MT20 244/190
Vert(CT) -0.08 6-7 >999 240
Horz(CT) -0.01 6 n/a n/a
Scale: 3/8"=l'
Weight: 78 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins,
except end verticals, and 2-0-0 cc puriins (6-0-0 max.): 4-5.
BOT CHORD Rigid ceiling directly applied or 5-7-2 cc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 8-7-0, Exterior(2E)
6-7-0 to 13-4-0, Interior(1) 13-4-0 to 15-0-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 449 lb uplift at joint 6 and 630 lb uplift at
joint 8.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No.34869
NITekUSA Inc. FL tort au
6904 Parke East Blvd. Tampa FL33610
Date:
May 3,2021
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. �'
Design valid for use ontywith 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 pp qq T
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1yq IPr 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 ANS11rP/1 Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802183
508208
P5
ROOF SPECIAL
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021MiTek Industries, Inc. Mon May 3 08:24:30 2021 Page 1
ID:OIR?uvPCrTEdiMbCgUSxELyQZsg-DVyi QVtR2ZyCOnPjtMKvCFQhclwUt—MC1vxANzKGNI
i 2-4-0 8-7-0 11-4-0 15-2-0
2-4-0 6-3-0 2-9-0 3-10-0
4x6 =
3x4 = 8
NOP2XSTP = 4x8 = .6x6 =
3x6 11
Scale: 3/8"=l'
2-0-0 -4-
8-7-0
15-2-0
2-0-0 -4-
6-3-0
6-7-0
Plate Offsets (X,Y)—
[1:0-1-0,0-0-0]
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.77
Vert(L-)
0.16
6-7
>971
240
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.71
Vert(CT)
-0.08
6-7
>999
240
BCLL 0.0
Rep Stress ]nor
YES
WB 0.46
Horz(CT)
-0.01
6
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Weight: 80 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2 BOT CHORD
REACTIONS. (size) 6=Mechanical, 8=0-8-0
Max Horz 8=157(LC 12)
Max Uplift 6=459(LC 12), 8=-620(LC 12)
Max Grav 6=490(LC 1), 8=711(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=518/1105, 3-4=455/1187
BOT CHORD 7-8=-427/155, 6-7=988/417
WEBS 2-8=-628/1058, 2-7=660/378, 3-7=631/209, 4-6=511/1194
Structural woad sheathing directly applied or 6-0-0 oc purlins,
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5.
Rigid ceiling directly applied or 4-11-10 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 8-7-0, Extedor(2E)
8-7-0 to 11-4-0, Interior(1) 11-4-0 to 15-0-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 459 lb uplift at joint 6 and 620 lb uplift at
joint 8.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE NorU869
MITok.USA Inc.FLCart6634
0904 Parke East Blvd. Tampa FL33610
Date:
May 3,2021
- ................ --_._...... _- ............ -------- ........... --
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED P41TEK REFERENCE PAGE MII.7473 rev. 5/59:2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p/( T
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYl f�r �'
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 ANSIMP/f Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802164
508208
PB1
Piggyback
1
1
Job Reference o tional
ribbetts Lumber Company, Palm Bay, FL - 32905,
6.00 F12 4x4 =
3x4 = 16 15
5x6 =
LOADING (psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
10.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2020[TP12014
8.43U S Apr 2U ZUZ1 ml I eK Inr1Ustrles, Inc. mon may 3 Uts:z4:J1 zuzl rage 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-hi WDCmW1/CMhppYMcHatZSQnkNOFZDRQVRheVjgzKGNk
24-2-4
24-2-4
CSI.
DEFL.
in ([cc) Ildefl Ud
TC 0.20
Vert(LL)
0.00 9 n/r 120
BC 0.11
Vert(CT)
0.00 9 n/r 120
WB 0.06
Horz(CT)
0.00 11 n/a n/a
Matrix-S
Scale = 1:41.6
PLATES GRIP
MT20 244/190
Weight: 74 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 2-0-0 cc purlins (10-0-0 max.): 3-8.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing, Except:
10-0-0 cc bracing: 2-16,9-11.
REACTIONS. All bearings 22-10-13.
(lb) - Max Horz 2=31(LC 10)
Max Uplift All uplift 100 lb or less atjoint(s) 2, 16, 11, 9 except 15=148(LC 12), 13=129(1_C 9), 14=-128(LC
8). 12=-147(LC 9)
Max Grav All reactions 250 lb or less at joints) 2, 16, 11, 9 except 15=343(LC 22), 13=305(LC 22), 14=305(LC
21), 12=344(LC 21)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 4-15=261/345, 6-13=228/270, 5-14=228/270, 7-12=262/345
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-4-3 to 2-1-0, Exterior(2R) 2-1-0 to 10-6-13, Interior(1)
1D-6-13 to 21-10-6, Extericr(2E) 21-10-6 to 24-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are 2x4 MT20 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) This truss has been designed for a 10.0 psf bottom chord jive 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 100 lb uplift at joint(s) 2, 16, 11, 9 except
(jt=lb) 15=148, 13=129, 14=128, 12=147.
10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. U869
MiTek USA, Inc. FL Cart 6634
6904 parke East Blvd. Tampa FL33810
Date:
May 3,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component not
a truss system. Before use, the building designer must verify the applicabil'riy of design parameters and properly incorporate this design Into the overall T
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' .
building
required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 213601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802185
508208
PB2
Piggyback
1
1
Job Reference (optional)
ribbells Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:33 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-d4e_dSYlkzxX3rW O?w1Xrt2ipv4gLsou?7bnizKGNi
4-1-0 4-^ 12 7-10-2 12-2-12 16-8-2 23-4-4
4-1-0 0- -12 3-7-6 4-4-10 4-3-6 6-10-1
Scale= 1:39.8
4x4 =
6.00 F12
2x4 11 2x4 11
4x4 = 3.58 L12
Iztr,l
� d
3x4 = 13 1211 10 9 3x4 =
2x4 11 3x4 = 2x4 II 2x4 11
2x4 11
23-4-4
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Udefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.34
Vert(LL)
0.02
8
n/r
120
MT20 244/190
TCDL 10.0
Lumber DOL 1.26
BC 0.24
Vert(CT)
0.04
8
n/r
120
BCLL 0.0
Rep Stress Incr YES
WB 0.06
Horz(CT)
0.00
7
n/a
n/a
BCDL 10.0
Code FBC20201TP12014
Matrix-S
Weight: 75 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 2-0-0 oc purlins (10-13-0 max.): 3-6.
OTHERS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. All bearings 20-10-13.
(lb) - Max Horz 2=75(LC 10)
Max Uplift All uplift 100lb or less atjoint(s) except 2=-108(LC 12), 10=-157(LC 9), 11=149(LC 8), 13=101(LC
12), 9=-149(LC 12), 7=168(LC 12)
Max Grav All reactions 250 lb or less at joints) 2 except 10=333(LC 21), 11=347(LC 22), 13=302(LC 17).
9=412(LC 22), 7=257(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 5-10=-262/354, 4-11=263/363, 6-9=285/330
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-4-3 to 4-1-0, Exterior(2R) 4-1-0 to 12-6-13, Interior(1)
12-6-13 to 16-6-2, Exterior(2E) 16-6-2 to 22-9-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
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.
This Item has been
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.
electronically Signed and
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 2, 157 lb uplift at
sealed by Lee, Julius, PE
joint 10, 149 lb uplift at joint 11, 101 lb uplift atjoint 13, 149 lb uplift atjoint 9 and 168 lb uplift at joint 7.
using a Digital Signature.
9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
Printed COp12S Of this
designer.
10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
document are not Considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No M69
MI7ekU5A Inc: FL cartn34
6604 Parke East Blvd. Tampa FL 33616
Data;
May 3,2021
----
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/1020 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..r...
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing nlusek�
is always required forstability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Rudy Vega
T23802186
508208
PB3
Piggyback
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 OB:24:34 2021 Page 1
I D:OjR?uvP C rTEd iM bCgUSxELyQZsg-5HCMgoYNVH3Ng?5ByiRG42 P D pD GG Pnry7ft9J8zKGNh
i 6-1-0 11-1-15 _ 21-4-4_ _
6-1-0 5-0-15 10-2-5
Scale = 1:36.4
4x8 =
4x4 =
I6 a 1
3x4 = 13 12 11 10 9 3x4 =
2x4 11 3x4 = 3x4 = 2x4 II
2x4 II
21-4-4
21-4-4
Plate Offsets (X,Y)—
[4:0-5-4 0-2-0)
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 0.38
Vert(LL)
0.01
8
n/r
120
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.17
Vert(CT)
0.02
8
n/r
120
BCLL 0.0
Rep Stress Incr YES
WB 0.08
Horz(CT)
0.00
7
n/a
n/a
BCDL 10.0
Code FBC2020frP12014
Matrix-S
Weight: 79 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 2-0-0 oc purlins (10-0-0 max.): 4-5.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.2
REACTIONS. All bearings 18-10-13.
(Ib) - Max Harz 2=116(LC 10)
Max Uplift All uplift 100 lb or less at joints) 2,12 except 10=-134(LC 12), 13=-124(LC 12), 9=184(1_C 12),
7=143(1_C 12)
Max Grav All reactions 250 lb or less at joints) 2, 7 except 10=347(LC 1), 12=318(LC 21), 13=251(LC 17).
9=406(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
WEBS 5-10=253/287, 4-12=230/266, 3-13=200/293, 6-9=297/459
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-4-3 to 11-1-15, Exterior(21R) 11-1-15 to 19-10-2,
Interior(1) 19-10-2 to 20-9-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
This Item has been
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.
electronically Signed and
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
sealed by Lee, Julius, PE
Will fit between the bottom chord and any other members.
using a Digital Signature.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2, 12 except
Printed copies of this
Gt=lb) 10=134, 13=124, 9=184, 7=143.
9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
document are not considered
designer.
signed and sealed and the
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
signature must be verified
on any electronic copies.
Julius Lee PE No. U869
MiTekUSA, Inc.. FLCert6634
6984 Parke East Blvd Tampa FL93610
Data;
May 3,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19t2020 BEFORE USE. "
Design valid for use only with MiTekO wnnectors. 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 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 ANSUTP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Sidefy Information available from Tress Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Rudy Vega
T23802187
508208
PB4
Piggyback
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:35 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-ZTmkl7ZOGbBEI9gN WQyVcGyO5db28E75MJcisbzKGNg
7-6-0 8-6-10 194-0
7-6-0 1-0-10 10-9-9
Scale = 1:32.9
3x4 =
Ib r�
0
3x4 = 11 10 9 3x4 =
2x4 I I 2x4 11 2x4 11
19-4-4
Plate Offsets (X Y)—
14:0-2-0 Edoel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Vclefi
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.28
Vert(LL)
0.01
8
n/r
120
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.20
Vert(CT)
0.02
8
n/r
120
BCLL 0.0
Rep Stress Incr YES
WB 0.08
Horz(CT)
0.00
7
n/a
n/a
BCDL 10.0
Code FBC2020/rP12014
Matrix-S
Weight: 64 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
OTHERS 2x4 SP No.2
REACTIONS. All bearings 16-10-13.
(lb) - Max Horz 2=145(LC 10)
Max Uplift All uplift 100lb or less atjoint(s) 2, 10 except 7=-131(LC 12), 11=175(LC 12), 9=212(LC 12)
Max Grav All reactions 250 lb or less at joint(s) 2, 7, 10 except 11=391(LC 17), 9=450(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 3-11=292/447, 6-9=332/394
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf,, h=15ft; B=97ft; L=97ft; eave=lift;
Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-4-3 to 6-4-3, Interior(1) 6-4-3 to 7-6-0, Exterior(2E)
7-6-0 to 8-6-10, Interior(1) 8-6-10 to 18-9-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
This item has been
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2, 10 except
electronically signed and
Qt=lb) 7=131, 11=175, 9=212.
8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
sealed by Lee, Julius, PE
designer.
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. U869
MiTek_USA; Ind. FL Can 6.634'
6904 Parke East Blvd. Tampa FL33610
Date;
May 3,2021
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE.
Design valid for use only with 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 {t�
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi iT
eW
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply 1
Rudy Vega
T23802188
508208
PB5
Piggyback
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:36 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-2fJ6FTae1 uJ5wJFZ37Tk9TVaK1 yatgVEazMG01 zKGNf
i 15-11-7 i 19-11-14 r
15-11-7 4-0-7
Scale = 1:34.0
6.00 F12
4x4 =
2x4 II
2x4 11
2x4 II 3x4 = 4.24112
3x4 = 13 12 11 10 3x4 =
2x4 I I 2x4 11 2x4 11 2x4 11
Plate Offsets (X Y)—
(7:0-2-0,0-2-13)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
Ltd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.25
Vert(LL)
0.00
9
n/r
120
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.12
Vert(CT)
0.01
9
n/r
120
BCLL 0.0
Rep Stress Incr YES
WB 0.07
Horz(CT)
0.00
8
n/a
n/a
BCDL 10.0
Code FBC2020rrP12014
Matrix-S
Weight: 61 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 2-0-0 oc purlins (6-0-0 max.): 3-7.
OTHERS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except:
10-0-0 oc bracing: 2-13.
REACTIONS. All bearings 17-9-1.
(Ib) - Max Horz 2=54(1_C 10)
Max Uplift All uplift 100 lb or less at joints) 2, 13 except 8=-126(LC 12), 11=138(LC 9), 12=150(LC 8),
10=124(LC 12)
Max Grav All reactions 250 lb or less at joint(s) 2, 8,13 except 11=319(LC 21), 12=349(LC 22), 10=328(LC 22)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
WEBS 5-11=-240/362, 4-12=266/401, 6-10=238/322
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vu@=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-4-3 to 2-10-4, Exterior(21R) 2-10-4 to 11-4-1, Interior(1)
11-4.1 to 15-11-7, Exterior(2E) 15-11-7 to 19-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
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.
This Item has been
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.
electronically Signed and
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2, 13 except
sealed by Lee, Julius, PE
(jt=lb) 8=126, 11=138, 12=1 50, 10=124.
using a Digital Signature.
9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
Printed copies of this
designer.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
document are not Considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lea PE No U$69
MiTalk ;USA, Inc. FL'Cert6.634
6894 Parke East Blvd. Tampa FL33616
Data:'
May 3,2021
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119,2020 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 e
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall pp Ap y ■
building design. Bracing indicated is to prevent buckling of individual Imes web and/or chord members, only. Additional temporary and permanent bracing IVIr Ipr��
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 Imss systems, see ANSI11"Pl1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23602189
508208
PB6
Piggyback
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:37 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-WstUSpbGoCRyXTpmdr zihlkpQHYc7rOpd5pwTzKGNe
4-10-4 11-1-8 17-11-14
4-10-4 6-3-4 6-10-6
Scale = 1:30.6
4x4 =
2x4 11 3x4 =
3x4 = 11 10 9 3x4 =
2x4 11 2x4 11 2x4 11
17-11-14
17-11-14
Plate Offsets (X Y)—
[5:0-2-0 0-2-13)
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.27
Vert(LL)
0.00
8
n/r
120
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.14
Vert(CT)
0.01
8
n/r
120
BCLL 0.0
Rep Stress [nor YES
WB 0.06
Horz(CT)
0.00
7
n/a
n/a
BCDL 10.0
Code FBC2020rrP12014
Matrix-S
Weight: 58lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 2-0-0 oc puffins (6-0-0 max.): 3-5.
OTHERS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 15-9-1.
(lb) - Max Horz 2=97(LC 10)
Max Uplift All uplift 100 lb or less at joints) except 2=-130(LC 12), 7=126(LC 12), 10=138(LC 8). 11=110(LC
120=136(LC 12)
Max Grav All reactions 250 lb or less at joints) 2, 7 except 10=330(LC 22), 11=330(LC 17), 9=343(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 4-10=-255/366, 3-11=226/334, 6-9=250/310
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=111ft;
Cat 11; Exp C; Encl., GCpi=o.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
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
This item has been
Will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 2, 126 lb uplift at
electronically signed and
joint 7, 138 lb uplift at joint 10. 110 lb uplift at joint 11 and 136 lb uplift at joint 9.
sealed by Lee, Julius, PE
9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
using a Digital Signature.
designer.
Printed copies of this
10) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. U869
Matti USA, Inq:,FL tart 6634
6964 Parke East Bivd. Tampa FL33610
Date:
May 3,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with 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
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 ANS11rPII Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802190
508208
PB7
Piggyback
1
1
Job Reference (optional)
a
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8A30 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:38 2021 Page 1
ID:Oj R?uvP CrTEd iMbCq USxELyQZsg-_2 Rtg9buZWZp9cOyBYVCEuavdge2LamX2 HrM SwzKG Nd
6-10-4 8-1-12 i 12-7-6 15-11-14 i
' 6-10-4 1-3-8 4-5-10 3-4.8
Scale = 1:27.7
3x4 =
4x4 =
3x4 = 12 11 10 3x4 =
2x4 11 2x4 11 2x4 11
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.26
Vert(LL)
-0.00
8
n/r
120
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.12
Vert(CT)
0.00
8
n/r
120
BCLL 0.0
Rep Stress [nor YES
WB 0.09
Horz(CT)
0.00
8
n/a
n/a
BCDL 10.0
Code FBC2020rrP12014
Matrix-S
Weight: 54 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 2-0-0 oc purlins (6-0-0 max.): 4-5.
OTHERS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 13-9-1.
(lb) - Max Horz 2=141(LC 10)
Max Uplift All uplift 100 lb or less at joint(s) 11 except 2=100(LC 12), 8=-105(LC 12), 12=159(LC 12),
10=167(LC 12)
Max Grav All reactions 250 lb or less at joint(s) 2, 8, 11 except 12=356(LC 17), 10=345(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
TOP CHORD 3-4=192/300, 4-5=1291327, 5-6=202/304
WEBS 3-12=274/487, 6-10=273/361
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-4-3 to 6-4-3, Interior(1) 6-4-3 to 6-104, Exterior(2E)
6-104 to 12-7-6, Interior(1) 12-7-6 to 15-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) Gable requires continuous bottom chord bearing.
This item has been
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
electronically signed and
Will fit between the bottom chard and any other members.
sealed by Lee, Julius, PE
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11 except Qt=lb)
using a Digital Signature.
2=100, 8=105, 12=159,10=167.
9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
Printed copies of this
designer.
document are not considered
10) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord.
Signed and Sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. =69
MitsR us4, Inc. FL,Cert lis34
s904Earke East Blvd. Tampa FL'3361D
Date:
May 3,2021
-............
®WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE.
Design valid for use only with 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 property Incorporate this design Into the overall pf8 T
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYl i�r k'
is always required for stability 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?P/i Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802191
508208
PB8
Piggyback
21
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905,
8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:39 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-SE?FtVcWKphgnmz8lGORn674LE_J411hHxaw?MzKGNc
15-D-0
7.6-0
Scale=1:25.6
44 =
3x4 = 10 9 6 3x4 =
2x4 11 2x4 11 2x4 11
LOADING (psf)
SPACING-
2-0-0
CS'.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.26
TCDL
10.0
Lumber DOL
1.25
BC 0.12
BCLL
0.0
Rep Stress Incr
YES
WB 0.08
BCDL
10.0
Code FBC20201TPI2014
Matrix-S
DEFL. in (loc) Udefl L/d PLATES GRIP
Vert(LL) -0.00 6 n/r 120 MT20 244/190
Vert(CT) 0.00 6 n/r 120
Horz(CT) 0.00 6 n/a n/a
Weight: 52 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 cc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
OTHERS 2x4 SP No.2
REACTIONS. All bearings 13-1-6.
(lb) - Max Harz 2=155(LC 11)
Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 9 except 10=-178(LC 12), 8=178(LC 12)
Max Grav All reactions 250 lb or less at joints) 2, 6 except 9=286(LC 1), 10=361(LC 17), 8=360(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
WEBS 3-10=289/472, 5-8=289/471
NOTES-
1) Unbalanced roof live bads have been considered for this design.
2) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-4-3 to 6-4-3, Interior(1) 6-4-3 to 7-6-0, Exterior(2R)
7-6-0 to 13-6-0, Interior(1) 13-6-0 to 14-7-13 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 9 except
This item has been
(it=lb) 10=178, 6=178.
8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
electronically signed and
y g
designer.
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No:34669
Mi7ek,USA, Inc. FL Cart 6634'
6964 Parke Eaet Blvd. Tampa FL33610
Dater
May 3,2021
®WARNING. -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/192020 BEFORE USE. �'
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall T
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi I.ek'
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 ANS11rPl1 quality Criteria, DSB.89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Rudy Vega
T238M192
508208
PB9
Piggyback
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905,
7-6-0
4x4 =
8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:40 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-wRZd5rd857gXPwYKIzYgJJfFveJ8pUCgVbKTXozKGNb
11-6-3 a 17-4-4
4-D•3 5-10-1
Scale = 1:29.5
3x4 = 10 9 8 3x4 =
2x4 11 2x4 11 2x4 11
LOADING (psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
10.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2020rrP12014
CSI. DEFL. in (loc) Vdefl L/d
TC 0.28 Vert(LL) 0.01 7 n/r 120
BC 0.14 Vert(CT) 0.02 7 n/r 120
WB 0.09 Horz(CT) 0.00 6 n/a n/a
Matrix-S
PLATES GRIP
MT20 244/190
Weight: 58 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except:
OTHERS 2x4 SP No.2 6-0-0 cc bracing: 6-8.
REACTIONS. All bearings 14-10-13.
(lb) - Max Horz 2=150(LC 10)
Max Uplift All uplift 100 lb or less at joint(s) 2, 9 except 6=-138(LC 12), 10=177(1_C 12), 8=194(1_C 12)
Max Grav All reactions 250 lb or less at joint(s) 2, 6 except 9=283(LC 1), 10=362(LC 17), 8=405(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
WEBS 3-10=289/501, 5-8=303/373
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-4-3 to 6-4-3, Interior(1) 6-4-3 to 7-", Exterior(2E)
7-6-0 to 11-6-3, Interior(1) 11-6-3 to 16-9-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 9 except Qt=lb)
This item has been
6=138, 10=177, 8=194.
8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
electronically signed and
designer.
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No34869
MiTek USA, Inc ;FL Cart $634
6904 Parke Eaat Blvd. Tampa FL 33610'
to.
May 3,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M0.7473 rev. Stt92020 BEFORE USE. Lai'
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 prt� T
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYi� ip�°
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?PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qly
Ply
Rudy Vega
T23802193
508208
PB10
Piggyback
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:32 2021 Page 1
ID:Oj R?uvPCrTEdiMbCgU Sx ELyQZsg-9u4bP6X7zgpg Rhxoq I Oo?dKu6PbgxtJfgLO2FGzKG Nj
7-6-0 14-5-12 15-4-4 i
7-6-0 6-11-12
Scale = 1:25.6
4x4 =
1�
d
3x4 = 10 9 6 3x4 =
2x4 II
2x4 11
2x4 II
15-4-4
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Udefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.26
Vert(LL)
-0.00
7
n/r
120
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.12
Vert(CT)
-0.00
7
n/r
120
BCLL 0.0
Rep Stress Incr YES
WB 0.08
Horz(CT)
0.00
6
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix-S
Weight: 52 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.2
REACTIONS. All bearings 13-1-6.
(Ib) - Max Horz 2=160(LC 10)
Max Uplift All uplift 100 lb or less at joint(s) 2, 9 except 6=-105(LC 12), 10=178(1_C 12), 8=167(LC 12)
Max Grav All reactions 250 lb or less at joint(s) 2, 6 except 9=287(LC 1). 10=361(LC 17), 8=352(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 3-10=289/471, 5-8=284/465
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-4-3 to 6-4-3, Interior(1) 6-4-3 to 7-6-0, Exterior(2R)
7-6-0 to 13-6-0, Interior(1) 13-6-0 to 14-11-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2, 9 except (jt=lb)
This item has been
6=105, 10=178, 8=167.
8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
electronically signed and
designer.
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. U869
Mi7ek USA, Inc. FL Cart ow6904
Parke East Blvd. Tampa FL33610
Date:
May 3,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 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 1�t p�A� l
building design. Bracing Indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing IYIT
ek•
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?PH Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20501 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Rudy Vega
T23802194
508208
R1
COMMON
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:41 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-Od7?IBemsRyOO47Xsh3vsXCHw2asYx5zkF313FzKGNa
7-10-0 15-8-0
7-10-0 7-10-0 '
4x6 =
Scale = 1:44.0
8.00
7
3�i
x8
1
12 8
9
10
3x8
3
n
e
6
5
�4
2x4 11
48 =
NOP2X STP =
NOP2X STP =
2x4 I I
7-10-0
15-8-0
,
7-10-0
7-10-0
Plate Offsets (X Y)—
[1:0-2-8 0-1-8] [3:0-2-8 0-1-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc) Vdefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.84
Vert(LL)
-0.07
4-5 >999
360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.50
Vert(CT)
-0.13
4-5 >999
240
BCLL 0.0
Rep Stress Incr YES
WB 0.11
Horz(CT)
0.01
4 n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL)
0.01
5 >999
240
Weight: 89 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2 *Except* BOT CHORD
1-6,3-4: 2x6 SP No.2
REACTIONS. (size) 6=0-8-0, 4=0-8-0
Max Horz 6=334(LC11)
Max Uplift 6=253(LC 12), 4=-253(LC 12)
Max Grav 6=608(LC 1), 4=608(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-603/349, 2-3=603/349, 1-6=553/383, 3-4=553/383
BOT CHORD 5-6=321/465
WEBS 2-5=0/259, 1-5=106/385, 3-5=1091388
Structural wood sheathing directly applied or 2-11-3 cc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterlof(2E) 0-2-12 to 6-2-12, Interior(1) 6-2-12 to 7-10-0,
Exterior(21R) 7-10-0 to 13-10-0, Intedor(1) 13-10-0 to 15-5-4 zone; cantilever left and right exposed ; end vertical left and right
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer! Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb)
6=253, 4=253.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Juliuli Lea PE No. 34869
Mitek,USA,`tnc.,F,L CBrt6634
6994 P.aikEast Blvd; Tampa FL33619
Date:
May 3,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II-7473 rev. 5/192020 BEFORE USE. _
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall T �r
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M� I.Q. �•
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802195
508208
R1 GE
Common Supported Gable
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8'430 s Apr 20 2021 M7ek Industries, Inc. Mon May 3 08:24:43 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-K?Emjtf1N2C6GOHv_55NxyHnmrJdOo1GBZY787zKGNY
15 9-10-0 17-10-1 18 0 19-e-0
1-8-0 O- - 5 8-0-1 8-0.1 0. -15 1-8-0
4x4 =
Ic
00 r
1
I$
3x4 = 20 12 3x4 =
19 18 17 16 15 14 13
4x4 = 5x6 = 4x4 =
17-8-0
Scale = 1:40.9
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.24
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.22
Vert(CT) n/a n/a 999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.28
Horz(CT) 0.01 13 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix-S
Weight: 112 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 8-5-13 oc purlins.
BOT CHORD 2x4 SIP No.2
BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing.
WEBS 2x4 SIP No.2
OTHERS 2x4 SIP No.2
REACTIONS. All bearings 15-8-0.
(lb) - Max Horz 19=294(LC 10)
Max Uplift All uplift 100 lb or less atjoint(s) 15 except 17=-136(LC 12),
18=198(LC 9), 19=261(LC 12),
14=195(LC 8), 13=148(LC 9)
Max Grav All reactions 250 lb or less atjoint(s) 17,15 except 16=443(LC 1), 18=313(LC 10), 19=375(LC 21),
14=307(LC 11), 13=375(LC 22)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=297/168, 2-3=466/314, 3-4=-355/332, 4-5=237/318, 5-6=105/300, 6-7=-105/300,
7-8=237/318, 8-9=355/328, 9-10=465/312, 10-11=297/168
BOT CHORD 1-20=-126/294, 19-20=125/299, 18-19=297/522, 17-18=297/522, 16-17=-297/522,
15-16=-297/522, 14-15=297/522, 13-14=297/522, 12-13=125/299, 11-12=126/294
WEBS 6-16=-405/230, 2-19=267/302, 10-13=263/302
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; VuK=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=2ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3E) 0-0-0 to 1-8-15, Exterior(2N) 1-8-15 to 9-10-0, Comer(3R)
9-10-0 to 15-10-0, Extedor(2N) 15-10-0 to 19-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
This item has been
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to Wind (normal to the face), see Standard Industry
electronically signed and
Gable End Details as applicable, or consult qualified building designer as perANSUTPI 1.
sealed by Lee, Julius, PE
4) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
using a Digital Signature.
to the use of this truss component.
Printed Copies Of this
5) All plates are 2x4 MT20 unless otherwise indicated.
document are not considered
Gable studs spaced at 2-0-0 cc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other jive loads.
signed and Sealed and the
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
signature must be verified
will fit between the bottom chord and any other members.
On any electronic Copies.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 15 except (jt=lb)
17=136, 18=198, 19=261, 14=195, 13=148.
Julius LeePE.No34869
10) n/a
MfTek,USA,1nc..FL Cert 6634'
6304 Parke East Blvd. TampafL33810
Oaten
May 3,2021
®WARNING -Verify, design parameters and READ NOTES ON THIS AND INCLUDED PAITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 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 guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802196
508208
R2
Common Girder
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:44 2021 Page 1
ID:Oj R7uvPCrTEdiMbCgUSxELyQZsg-pCoewCgf8MKztXs6XpccU9gwjFW418UQQDlhgzzKGNX
4-0-0 7-10-0 i 11-8-0 15-B-0
41-6 3-10-0 3-10-0 4-0-0
4x6 11
5x8
10 v o r 6
NOP2X STP = 8x8 = THD26 8x8 = THD26 8x8 = NOP2X STP =
Scale = 1:45.8
6x12 MT20HS I I
THD26
THD26
THD26
6x12 MT20HS I I
THD26
THD26
4-0-0
1 1-10-0
1 11-8-0
15-6-0 ,
411
3-10-0
3.10-0
40-0
Plate Offsets (X Y)—
[6:0-5-8 Edge] [7:0-3-8 0-4-12] [8:0-40 0-4-121 [9:0-3-8 0-4-121
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
floc)
ydeft
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.35
Vert(LL)
-0.07
8-9
>999
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.78
Vert(CT)
-0.13
8-9
>999
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr NO
WB 0.71
Horz(CT)
0.02
6
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matdx-MS
Wind(LL)
0.08
7-8
>999
240
Weight: 233 lb
FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x6 SP No.1
WEBS 2x4 SP No.2 *Except* BOT CHORD
1-10,5-6: 2x6 SP No.2
REACTIONS. (size) 10=0-8-0, 6=0-8-0
Max Horz 10=238(LC 7)
Max Uplift 10=2650(1_13 8), 6=2753(LC 8)
Max Grav 10=7242(LC 2), 6=7334(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=7184/2654, 2-3=5861/2280, 34=5861/2280, 4-5=-7166/2695, 1-10= 6163/2301,
5-6=-6147/2333
BOT CHORD 9-10=382/678, 8-9=2134/6007, 7-8=2169/5905, 6-7=-200/494
WEBS 3-8=-2348/6226, 4-8=15411695, 4-7=698/1702, 2-8=1672/646, 2-9=-638/1726,
1-9=2084/5817, 5-7=2110/5799
Structural wood sheathing directly applied or 4-6-12 oc puffins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
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 Do.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 Do.
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 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
5) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
6) All plates are MT20 plates unless otherwise indicated.
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 100 lb uplift at joint(s) except (jt=lb)
10=2650, 6=2753.
10) Use USP THD26 (With 18-16d nails into Girder & 12-1Od x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at
1-11-4 from the left end to 13-11-4 to connect truss(es) to back face of bottom chord.
11) Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius lee PE No.34869
Mi7ek;USA, Inc. FL Cart 66U
6904 Padre East Blvd. Tampa FL33610
Date;
�ontmuei on page 2
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/192020 BEFORE USE. "
Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall p�
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.
SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MD 2D601 Tampa, FL 36610
May 3,2021
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802196
508208
R2
Common Girder
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.43U s Apr ZU 2UZ1 MI I eK Industries, Inc. Mon May 3 Ut$24:44 ZUZI Page z
ID:Oj R7uvPCrTEdiMbCgUSxELyQZsg-pCoSwCgf8MKztXs6XpccU9gwjFW4IBUQQDlhgZzKGNX
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 3-5=60, 6-10=20
Concentrated Loads (lb)
Vert: 8=1742(B)7=1742(B)9=-1752(B)11=-1752(B)12=-1742(B)13=-1742(B)14=-1742(B)
..... .-...._..-........... —... --......... _...—----- ------- -------------- ---- — --
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 5/19r2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��
a truss system. Before use, the building designer must verify the applicability of design parameters and properlyincorporate this design Into the overall �A
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing {Y10T1�i �`
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802197
508208
S1
COMMON
1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:45 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-HOM W8YhHvfSgVhR15W7rONM1 pfxgUihZft1 ECOzKGN W
i 2-4-0 8-9-0 15-2-0 17-6-0 i
2_0 6-5-0 6-5-0 2-4-0
4x6 =
5
I$
8 19 226 3x4 =
3x4 = NOP2X STP = 5x8 = NOP2X STP =
2x4 11
2x4 11
Scale = 1:40.1
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.59
Vert(L-) 0.11 7-8 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.51
Vert(CT) -0.06 7-8 >999 240
BCLL 0.0
Rep Stress ]nor YES
WB 0.27
Horz(CT) 0.00 6 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix -MS
Weight: 89 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or
6-0-0 oc bracing.
WEBS 2x4 SP No.2
REACTIONS. (size) 6=0-8-0, 8=0-8-0
Max Horz 8=274(LC 10)
Max Uplift 6=530(LC 12), 8=-637(LC 12)
Max Grav 6=700(LC 1), 8=700(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-450/700, 3-4=-445/700
BOT CHORD 7-8=-287/305
WEBS 3-7=-429/165, 4-7=356/284, 4-6=612/761, 2-7=356/362, 2-8=612/761
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 8-9-0, Exterior(2R)
8-9-0 to 14-9-0, Interior(1) 14-9-0 to 17-6-0 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
This Item has been
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,
electronically Signed and
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb)
sealed by Lee, Julius, PE
6=530, 8=637.
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. U869
MiTek lISk Inc.. FL Cart 8634
6964 Parke East Blvd. Tampa FL 33610
Date:
May 3,2021
-----
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSI17'P11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa. FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802198
508208
S1GE
COMMON STRUCTURAL GA
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, EIA30 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:47 2UZ1 Page 1
1 D:OjR?uvPCrTEd iM bCgU SxE LyQZsg-DnU GZE iXRHiXk?ah OxAJ 5oSMnS gyybes6B W LHuzKG N U
-15 15-8-1 15 1 -0 17-0-0
1.8-0 0- . 5 6-11-1 B-11-1 0- - s 1.8.0
4x6 =
Ig
3x4 =
3x4 = 10 9 8 7
5x8 =
2-0-0 15.10-0
�9-t5 --0 15&0 1518111 Z11' 17-0
1-8-0 0- - 66-99-0 6-9-0 0-�-1 148-0 �
Scale=1:37.4
Plate Offsets (X,Y)—
[2:0-6-0 0-0-0],[4:G-6-0,D-D-O)[9:0-4-0,0-3-0),[16:0-1-8,0-1-0),[23:0-1-8,0-1-0)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.68
Vert(LL)
-0.02
9-10
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.26
Vert(CT)
-0.04
8-9
>999
240
BCLL 0.0
Rep Stress Incr YES
WB 0.37
Horz(CT)
0.00
9
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL)
-0.03
9-10
>999
240
Weight: 109 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.2
OTHERS 2x4 SP No.2
REACTIONS. All bearings 13-6-0 except (jt=length) 7=0-3-8.
(lb) - Max Horz 10=258(LC 11)
Max Uplift All uplift 100 lb or less at joint(s) except 9=-515(LC 12), 10=-112(LC 12), 7=207(LC 13)
Max Grav All reactions 250 lb or less at joints) 8 except 9=844(LC 1), 10=293(LC 21), 7=361(LC 22)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-276/207, 2-3=336/356, 3-4=346/357
BOT CHORD 9-10=312/280
WEBS 3-9=-089/720, 4-9=294/424, 2-9=243/322, 2-11=361/299, 4-6=372/196
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=1lft;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) D-D-O to 1-8-15, Interior(1) 1-8-15 to 8-9-0, Exterior(2R)
8-9-0 to 14-9-0, Interior(1) 14-9-0 to 17-6-0 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
5) All plates are 2x4 MT20 unless otherwise indicated.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 515 lb uplift at joint 9, 112 lb uplift at
joint 10 and 207 lb uplift at joint 7.
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IAITEK REFERENCE PAGE MII-7473 rev. 5119/2020 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
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 ANS17rP11 quality Criteria, DSB-89 and BCS/ Building Component
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Les PE No.34869
MiTak,USA, Inc. .FLCent 8.634
6904 Parko East Blvd. Tampa FL Mlb
Date:
May 3,2021
MiTew
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T23802199
508208
S2
COMMON
1
1
�RudyVega
Job Reference (optional)
ribbetts Lumber Co, Palm Bay, FL 8.430 s Nov 30 2020 MTek Industries, Inc. Mon May 3 16:42:21 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-yR2bEzHmYYIHlo—rbVVBgi_pzLc1 DJSIDDnDalAzK9zG
6-9-0 13-6-0 i
6-9-0 6-9-0
4x6 =
Scale = 1:39.9
8.00
3x6 i
7
1
12
3x6
3
Li
e
e e
6 9
5
e
e e
10 4
3x6 11
4x8 =
NOP2X STP =
NOP2X STP =
3x6 I
i
6-9-0
13-6-0
6-9-0
6-9-0
Plate Offsets (X,Y)—
[1:0-1-0,0-1-81,[3:0-1-0,0-1-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc) Vdefl
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.74
Vert(LL)
0.14
5-6 >999
240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.64
Vert(CT)
-0.07
5-6 >999
240
BCLL 0.0
Rep Stress Incr YES
WB 0.32
Horz(CT)
-0.00
4 n/a
n/a
BCDL 10.0
Code FBC20201TPI2014
Matrix -MS
Weight: 78 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2 *Except* BOT CHORD
1-6,3-4: 2x6 SP No.2
REACTIONS. (lb/size) 6=522/0-8-0, 4=522/0-8-0
Max Horz 6=204(LC 10)
Max Uplift 6=-068(LC 12). 4=-468(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-7=502/851, 2-7=-484/881, 2-8=-484/881, 3-8=-502/851, 1-6=-464/753, 3-4=464/753
BOT CHORD 6-9=285/284, 5-9=285/284, 5-10=259/153, 4-10=259/153
WEBS 2-5=542/209, 1-5=-353/322, 3-5=-354/228
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 9-5-5 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-2-12 to 6-2-12, Interior(1) 6-2-12 to 6-9-0, Exteriar(2R) 6-9-0
to 12-9-0, Interior(1) 12-9-0 to 13-3-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to
the use of this truss component.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf an 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 100 lb uplift atjoint(s) except Gt=lb)
6=468,4=468.
LOAD CASE(S) Standard
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No'
34869
Mi7ek USA, Inc. FL tort 66.34
6904 Parke East Blvd. Tampa FL33610
Data;
May 3,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 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 pp p� '{ait•
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IVI� f
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI7 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T23802200
508208
83
COMMON
2
1
�Rudy\fega
Job Reference (optional)
❑bbetts Lumber Co, Palm Bay, FL t3A3u s Nov au 2020 Mi i ex industries, inc. Mon May s r6:43;48 zucr rage I
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-vBoUVjKL3HixhABZBHF3kKwx7gpUCsZ1 DpohldzK9xv
4-0-0 8-0-0
4-0-0 4-0-0
8.00 F12
3x8
4x4 =
3x6 11 3x8 = NOP2X STP =
NOP2X STP =
3x6 II
Scale = 1:41.1
LOADING (psi)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CSI.
TC 0.31
BC 0.26
WB 0.11
Matrix -MS
DEFL. in
Vert(LL) 0.02
Vert(CT) -0.01
Horz(CT) 0.00
(]cc) Udefl L/d
5-6 >999 240
5-6 >999 240
4 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 64 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 cc purlins, except
BOT CHORD 2x4 SP No.2
end verticals.
WEBS 2x4 SP No.2 `Except*
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
1-6,3-4: 2x6 SP No.2
REACTIONS. (lb/size) 6=302/0-8-0, 4=302/0-8-0
Max Horz 6=118(LC 10)
Max Uplift 6=-271(LC 12), 4=-271(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=199/437, 2-3=-193/437, 1-6=-267/570, 3-4=-267/570
WEBS 1-5=263/181, 3-5=-263/130
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed; porch left
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to
the use of this truss component.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (it=lb)
This item has been
6=271, 4=271.
electronically signed and
LOADCASE(S) Standard
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No;34869
MiYk USA, Inc. FL Cart 8634
6904 Parke East Bivd. Tampa FL31610
Date:
May 3,2021
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119,2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component. not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall l�
building design. Bracing Indicated Is to prevent buckling of individual truss web andlor 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
fabdca9on, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802201
508208
T1
Common
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:49 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-99c1zwkozuyF_Jk3KMCnBDXoyGOtQZs9aU?SLnzKGNS
i 1-2-0 5-0-0 8-10-0 10-0-0
' 1-2-0 ' 3-10-0 3-10-0 1-2-0 11
4x4 =
Scale = 1:18.1
i 1-0-0 1r2-P 5-0-0 8-10-0
9,-0-p 10-0-0
1-0-0 d-2-b 3-10-0 ' 3-10-0
-z- 1
Plate Offsets_(X,Y)— [2:0-3-8,Edgej, [4:0-3-8,Edge)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in ([cc) Vdefl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.32
Vert(LL) -0.00 7-8 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.10
Vert(CT) -0.01 6-7 >999 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.13
Horz(CT) 0.00 6 n/a nia
BCDL 10.0
Code FBC2020/TP12014
Matrix -MS
Wind(LL) 0.00 7 >999 240
Weight: 47 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
WEBS 2x4 SP No.2
REACTIONS. (size) 6=04-0, 8=0-4-0
Max Horz 8=109(LC11)
Max Uplift 6=163(LC 12), 8=-215(LC 12)
Max Grav 6=400(LC 1), 8=400(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-317/296, 34=317/312
WEBS 4-6=358/625, 2-8=360/711
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown Covers rain loading requirements specific
to the use of this truss component.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) `This truss has been designed for a live load of 20.0psf 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.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 lb uplift at joint 6 and 215 lb uplift at
This item has been
joint 8.
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lea PE No. U$69
Mi7al'USA Inc.;FLdart 6634'
6964 Parke East Blvd. Tampa F433610
Data:
May 3,2021
--..._..._._._.__.._...—
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED hAITEK REFERENCE PAGE MII-7473 rev. 511192020 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
-_-.e
a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing
�A
M
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
IVII���'
e�
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPlI Quality Criteria, DSB.89 and SCSI Building Component
6904 Parke Fast Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802202
508208
T2
Hip Girder
2
1
Job Reference o tional
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:50 2021 Page 1
ID:OIR?uvPCrTEdiMbC gUSxELyQZsg-d MAP B GI Q kC46bSJ Fu4j OjQ40zgj B90_I o81?uDzKGNR
1-2-0 3-11-0 7-0-0 r 8-10-0 i 10-0-0
1-2-0 1-10.0 4-0-0 1-10-0 ' 1-2-0
Scale = 1:16.5
Special
NAILED
Special
4x4 =
2x4 11 2x4 11
1-0-0 1-2- 3-0-0 7-0-0 8-10-0 -0. 10-0-0
1-0-0 -2- 1-10-0 4-0.0 1-10-0 -2- 1-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.11
Vert(LL)
-0.01
8-9
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.16
Vert(CT)
-0.02
B-9
>999
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.07
Horz(CT)
0.00
7
n/a
n/a
BCDL 10.0
Code FBC2020rrP12014
Matrix -MS
Wind(LL)
-0.01
8-9
>999
240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD
3-4: 2x6 SP No.2
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No.2
REACTIONS. (size) 10=0-4-0, 7=0-4-0
Max Horz 10=65(LC 6)
Max Uplift 10=215(LC 8), 7=-163(LC 8)
Max Grav 10=430(LC 32), 7=430(LC 31)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=387/115, 34=337/142, 4-5=388/125
BOT CHORD 8-9=-89/356
WEBS 2-10=-393/176, 2-9=103/382, 5-8=98/387, 5-7=393/148
PLATES GRIP
MT20 244/190
Weight: 50 lb Fr = 20%
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 3-4.
Rigid ceiling directly applied or 6-0-0 oc bracing, Except:
10-0-0 oc bracing: 8-9.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
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) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 215 lb uplift at joint 10 and 163 lb uplift
at joint 7.
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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 198 lb down and 131 lb up at
3-0-0, and 198 lb down and 131 lb up at 7-0-0 on top chord, and 22 lb down and 8 lb up at 3-0-0, and 22 lb down and 8 lb up at
6-114 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 CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 34=60, 4-6=60, 11-14=20
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lea PE No.34869
MiTek.USA Inc. FL Cart6634L
690d Parke East Blvd. Tampa FL33670
Date:
May 3,2021
Continued on page 2
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MATEK REFERENCE PAGE M11-7473 rev. 5/192020 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 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
�UliTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available fromTruss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802202
508208
T2
Hip Girder
2
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905,
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 9=8(B) 8=8(B) 18=4(B)
8.430 s Apr 2u 2Uz1 ml I eK maustnes, Inc, mon may 3 U8:z4:5l zazl Page 2
ID:DjR?uvPCrTEdiMbCgUSxELyQZsg5YjnOcl2WCzDcuSSnEFGecAj43QuTES1 oUYQf7KGNQ
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/192020 BEFORE USE.
Design valid foruse only with MrrekO connectors. This design is based only upon parameters shown, and is for an individual building component, not -- y
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 MiTek7
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 ANS//rPlf Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Rudy Vega
T23802203
508208
V1
Valley
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905. 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:51 2021 Page 1
ID:Oj R?uvPCrTEdiMbCgUSxELyQZsg-5YjnOcl2WCzDcuSSnEFGec7k43xuUMS1 oUYQfzKGNQ
i 4-3-0 8-6-0 i
4-3-0 4-3-0
Y
a
d
2x4
2x4 11
4x4 =
2x4
Scale = 1:15.5
.d
d
0-6-8
8-5-8
LOADING (psf)
SPACING-
2-0-0
CSL
DEFL.
in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.30
Vert(LL)
n/a n/a 999
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.13
Vert(CT)
n/a n/a 999
BCLL 0.0
Rep Stress Incr
YES
WB 0.06
Horz(CT)
0.00 3 n/a n/a
BCDL 10.0
Code FBC2020rTP12014
Matrix-S
Weight: 27 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.2
REACTIONS. (size) 1=8-5-0, 34-5-0, 4=8-5-0
Max Harz 1=79(LC 10)
Max Uplift 1=-67(LC 12), 3=-67(LC 12), 4=107(LC 12)
Max Grav 1=135(LC 17), 3=146(LC 18), 4=317(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-4=-210/350
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 1, 67 lb uplift at joint 3
and 107 lb uplift atjoint 4.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No♦ U866
Willi USA, Inca. FL tort 8634
6964 P.atke East Blvd: Tampa FL93610
Dater
May 3,2021
- - -- — ...._..._... - ---....- ---... - ...... ------------ -.... ........... ---........_...................... .... .... -.... -..... _........ ............ ---.... ... - --....-... -.........
.----- ......_.._._...._.. - - - --
® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED PdITEK REFERENCE PAGE 10II.7473 rev. 5/192020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing {V l
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ppiTe k`
fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSI1rPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802204
508208
V2
Valley
1
1
Job Reference (optional)
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MI I eK industries, Inc. Mon May 3 U8:24:52 2021 rage i
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-akH9cxmgGpKgrmTe?UIUor9LeTRodx4bGSE6y6zKGNP
2-3-0 4-6-0
' 2-3-0 2-3-0
v
d
2x4 i
2x4 II
4x4 =
2
2x4
Scale = 1:8.4
4-5-8
O-V8
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(]cc) VdeFl 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 10.0
Lumber DOL 1.25
BC 0.03
Vert(CT)
n/a
n/a 999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.03
Horz(CT)
0.00
3 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-P
Weight: 13 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-6-0
cc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
OTHERS 2x4 SP No.2
REACTIONS. (size) 1=4-5-0, 3=4-5-0, 4=4-5-0
Max Horz 1=-35(LC 10)
Max Uplift 1=37(LC 12), 3=-37(LC 12), 4=34(LC 12)
Max Grav 1=66(LC 17), 3=71(LC 18). 4=128(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplift at joint 1, 37 lb uplift at joint 3
and 34 lb uplift at joint 4.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. U869
wok USA Jnq. FL Cert6634
6994 Parke East Bl4d; Tampa FL 33810
Date:
May 3,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED PAITEK REFERENCE PAGE MIJ-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with M7ekO 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 ANSUrP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East BNd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Rudy Vega
T23802205
508208
V3
Valley
2
1
Job Reference o ticnal
ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:53 2021 Page 1
ID:OIR?uvP C rTEdiMbCq USxELyQZsg-2xrYpH nl17ShSw2gZC Gj L3iXEtni M Oo lv6zf UYzKGN 0
i 1.6-0 3-0-0
1-6-0 1-6-0
v
d
d
2x4 ii
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plate Grip DOL
1.25
TIC 0.05
TCDL
10.0
Lumber DOL
1.25
BC 0.05
BCLL
0.0
Rep Stress Incr
YES
WB 0.00
BCDL
10.0
Code FBC2020/TPI2014
Matrix-P
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4 SP No.2
REACTIONS.
(size) 1=2-11-4, 3=2-11-4
Max Horz 1=-32(LC 10)
Max Uplift 1=34(LC 12), 3=34(LC 12)
Max Grav 1=81(LC 1).3=81(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
3x4 =
2
2x4 -,-
ra
d
DEFL, in (loc) Ydefl Ud PLATES GRIP
Vert(LL) n/a - n/a 999 MT20 2441190
Vert(CT) n/a - n/a 999
Horz(CT) 0.00 3 n/a n/a
Scale = 1:7.7
Weight: 8 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 Ill uplift at joint 1 and 34 lb uplift at
joint 3.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No 34666
MiTek USA, Inc. FL tort $634
6964 Parke. East Blvd. Tampa FL33616
Date:
May 3,2021
® WARNING - Vedy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5119,2020 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
.truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall r �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 ANSLITP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Rudy Vega
T23802206
508208
V4
Valley
2
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:54 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQ7-sg-W7Pw1dowoQaY44dl7voyuGEfNH6g5gbujmjD1—zKGNN
3-0-0 6-0-0
3-0-0 3-0-0
6
d
2x4 -i
2x4 II
4x4 =
2x4
.g
6
Scale = 1:14.7
0-0-6
5-11-10
'
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc) 1/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.21
Vert(LL)
n/a
n/a 999
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.06
Vert(CT)
n/a
n/a 999
BCLL 0.0
Rep Stress Incr
YES
WB 0.03
Horz(CT)
0.00
3 n/a n/a
BCDL 10.0
Code FBC2020lrP12014
Matrix-P
Weight: 20 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6.0-0 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.2
REACTIONS. (size) 1=5-11-4, 3=5-11-4, 4=5-11-4
Max Horz 1=79(LC11)
Max Uplift 1=65(LC 12), 3=-65(LC 12), 4=38(1_C 12)
Max Grav 1=108(LC 1). 3=117(LC 18), 4=187(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint 1, 65 Ito uplift at joint 3
and 38 Ito uplift at joint 4.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. U869
MIT& USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FIL 336 0'
Date:
May 3,2021
------......... _..... _..__._..__......................
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED IIITEK REFERENCE PAGE MII-7473 rev. 6/192020 BEFORE USE.
_-.__.__...... ... _.._..... _.- .......... --- — -- ....
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
iVliTek'
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 ANSIMP/f Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802207
508208
V5
Valley
2
1
Job Reference (optional)
I iDDetts Lumber company, vaim tray, rL - a2aU0,
tlr
6
4-6-0
o.•fa. Jhpl—G 1IvllI e'R IIIUUJl11CJ, nit:. "lull.,.y J - 'ayo i
ID:OjR7uvPCrTEdiMbCgUSxELyQZsg_JzlEzpZYkiPiEBDhdJBQUnpshQNgHf1 yQSmZRzKGNM
4x4 =
2
4
2x4 i 2x4 11 2x4 ��
v
b
Scale = 1:20.1
s
9-0-0
10 f
B-11-10
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.29
Vert(LL)
n/a n/a 999
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.16
Vert(CT)
n/a - n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.04
Horz(CT)
0.00 3 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix-S
Weight: 31 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.2
REACTIONS. (size) 1=8-11-4, 3=8-11-4, 44-11-4
Max Horz 1=126(LC 10)
Max Uplift 1=-84(LC 12), 3=-84(LC 12), 4=99(LC 12)
Max Grav 1=157(LC 1), 3=173(LC 18), 4=329(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift;
Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible forverifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 1, 84 lb uplift at joint 3
and 99 lb uplift at joint 4.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. W69
MiTek USA, lnc. _FL Cart6634
6904 Parke East Blvd. Tampa PL 33616
Date;
May 3,2021
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5119,2020 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 pp q� T
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ,y'� fek°
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 ANSIMP11 quality Criteria, DSB•89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Rudy Vega
T23802208
508208
V6
Valley
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:24:56 2021 Page 1
ID:OIR?uvPCrTEdiMbCgUSxELyQZsgS WXgRJpBJ2rGJNmPEKgQzhK?kSnE4TBB4CJ5tzKGNL
v
d
d
6-0-0 6.0-0
4x4 =
3x4
8 7 6
i 2x4 11 2x4 II 2x4 11 3x4
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.22
TCDL
10.0
Lumber DOL
1.25
BC 0.12
BCLL
0.0
Rep Stress Incr
YES
WB 0.07
BCDL
10.0
Code FBC2020/TPI2014
Matrix-S
.9
6
DEFL. in (]cc) Vdeft Ud PLATES GRIP
Vert(L-) n/a n/a 999 MT20 244/190
Vert(CT) n/a n/a 999
Horz(CT) 0.00 5 trial n/a
Scale = 1:25.2
Weight: 45 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
OTHERS 2x4 SP No.2
REACTIONS. All bearings 11-11-4.
(lb) - Max Horz 1=173(LC 11)
Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 8=214(LC 12), 6=214(LC 12)
Max Grav All reactions 250 lb or less atjoint(s) 1, 5 except 7=270(LC 17), 8=374(LC 17), 6=374(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
WEBS 2-8=-324/393, 4-6=324/370
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 5, 7 except
(it=lb) 8=214, 6=214.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34869
MTTek:USA Inc. FL Cart6634
6904 Parke East Blvd. Tampa FL33610
Date:_
May 3,2021
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. �'
Design wild 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 �i'''�k`
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP/f Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Rudy Vega
T23802209
508208
V7
Valley
1
1
Job Reference (optional)
Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:57 2021 Page 1
ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-wi52ffgp4 Lz7xXLco2LfVvsAXU7dIAj KPkxtdJzKG NK
7-64) 15-0-0
7-6-0 7-6-0
g
6
4x4 =
3x4 i 8 7 6 3x4
2x4 I 2x4 11 2x4 11
a
d
Scale = 1:30.9
0-6-6 14-11-10
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.22
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.11
Vert(CT) n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.07
Horz(CT) -0.00 5 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-S
Weight: 59 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.2
REACTIONS. All bearings 14-11-4.
(lb) - Max Horz 1=220(LC 10)
Max Uplift All uplift 100 lb or less atjoint(s) 1, 5 except 8=-239(LC 12), 6=-239(LC 12)
Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=266(LC 17), 8=420(LC 17), 6=420(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-8=338/384, 4-6=338/384
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; VuK=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-5-12 to 6-5-12, Interior(1) 6-5-12 to 7-6-0, Exterior(2R)
7-6-0 to 13-6-0, Intericr(1) 13-6-0 to 14-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 5 except (jt=lb)
This item has been
8=239, 6=239.
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. U869
mite fcUSA Inc. FLCarl 6634
6904 Parke East Blvd. Tampa F03610
Date:
May 3,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/192020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and propedy 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 ANSYM11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Symbols
PLATE LOCATION AND ORIENTATION
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.
O'11fi ,
-
-I-
For 4 x 2 orientation, locate
plates 0- Vid' 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.
BEARING
Indicates location where bearings
(supports) occur. Icons vary but.
reaction section indicates joint
number where bearings occur.
Min size shown is,for crushing only.
Industry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: . Design Standard for Bracing.-
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
Numbering System
6-4-8 dimensions shown In ft-in-sixteenths
(Drawings not to scale)
1 2 3
TOP CHORDS
Ir
O
2
U
EL
O
F-
8 7 6 5
JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-1311, ESR1352, 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 ANSIfFPI 1
section 6.3 These truss design's rely on lumber values
established by others..
© 2012 MiTek® All Rights Reserved
MiTek' Engineering Reference Sheet:'MII-7473 rev. 5/19/2020
General Safety Notes
Failure to Follow'CouId Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g.
diagonal orX-bracing, is always required. See BCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
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 lightly 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 ANSI1TPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 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. Lumberused shall be ofthe species and size, and
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or pudins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member -or plate without prior
approval of an engineer.
17. Install and load vertically unless indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSI/TPI 1 Quality Criteria:
21.The design does not take into account any:dynamia
or other loads other than those expressly stated:"'