HomeMy WebLinkAboutTRUSSMiTek
RE: J36062 - Thiel Res.
Lumber design Values are in accordance with ANSI/TPI 1 section 6.3
J
These truss designs rely on lumber*,_akb.-_q e-,,A lisebVy
9; CQ A N N, w , F I L
BY
Site Information:
Customer Info: Mel-Ry Construction Project Name:
Lot/Block: 103 Subdivisic
Address: Lot 103 Nettles Island,,.
City: Port St. Lucie State: FL.
Name Address and License # of Structural Eng
Name:
Address:
City:
M!Tek USA, Inc.
6904 Parke East Blvd.
iel Res. Model: Tampa, FL 33610-4115
Nettles Island
of Record, If there is one, for the building.
ense #:
General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2017/TP12014 Des�tign Program: IVETek 20/20 8.2
Wind Code: ASCE 7-10 (All HeighH Wind Speed: 170 mph
Roof Load: 55.0 psf. Floor Load: 55.0 psf
This package includes 71 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G 15-31.003, section 5 of the Florida Bo*d of Professional Engineers Rules.
I.No.
I Seal#
I Truss Name
I Date
No.
Seal#
Truss Name I
Date
11
T1 4251765
1 A01 G
16/8/18
118
IT14251782
A18
16/8/18
12
IT14251766IA02
16/8/18
119
IT14251783IA19
16/8/18
13
1 T1 4251767
1 A03
16/8/18
120
1 T1 4251784
1 A20
16/8/18
14
1 T1 4251768 1
A04
16/8/18
121
1 T1 4251785
1 A21
16/8/18
15
T1 4251769 1
A05
16/8/18
122
1 T1 4251786
1 A22
16/8/18
16
TI 4251770 1
A06
16/8/18
123
1 T1 4251787
1 A23
16/8/18
17
1 T1 42517711
A07
16/8/18
124
1 T142517881
B01G
16/8/18
18
IT142517721
08
16/8/18
125
1 T1 4251789
1 FG 15
16/8/18
19
IT142517731
09
16/8/18
126
1 T1 4251790
1 FG22
16/8/18
110
IT142517741
10
16/8/18
127
1 T1 42517911
FG23
16/8/18 1
ill
IT14251775JAll
16/8/18
128
1 T1 4251792
1 FL1 2
16/8/18
112
1 T1 4251776
1 Al 2
16/8/18
129
1 T1 4251793
1 FL1 4
16/8/18 1
113
1 T1 4251777
1 Al 3
16/8/18
130
IT142517041FL16
16/8/18 1
114
IT14251778IA14
16/8/18
131
1 T1 4251795
1 FL1 8
16/8/18 1
115
1 T1 4251779
1 Al 5
16/8/18
132
1 T1 4251796
1 FL1 8A
16/8/18
116
IT1425178OIA16
16/8/18
133
1 T1 4251797
1 FL1 8B
16/8/18 1
117
IT14251781IA17
16/8/18
134
1 T142517981
FL18C
16/8/18
The truss drawing(s) referenced above have been prepared by MiTek
USA, Inc. under my direct supervision based on the parameters
provided by East Coast Truss.
Truss Design Engineer's Name: Finn, Walter
My license renewal date for the state of Florida is February 28, 2019.
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs comply with ANSI/TP1 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
given to MiTek. Any project specific information included is for MiTek's customers
file reference purpose only, and was not taken into account in the preparation of
these designs. MiTek has not independently verified the applicability of the design
parameters or the designs for any particular building. Before use, the building designer
should verify applicability of design parameters and properly incorporate these designs
into the overall building design per ANSI/TPI 1, Chapter 2.
J%J1111111111"'t
R P
E IV
No 22839
STATE OF Z
A*`
I N Z
V
41, ;4
Walter P. Finn PE No.22839
MrFek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 8,2018
Finn, Walter 1 of 2
RE: J36062 -Thiel Res.
Site Information:
Customer Info: Me[-Ry Construction Project Name: Thiel Res. Model:
Lot/Block: 103 Subdivision: Nettles Island
Address: Lot 103 Nettles Island, .
City: Port St. Lucie State: FL.
INo.
I Seal#
iTruss Name
I Date
135 1
T1 4251799
1 FLI 8D
16/8/18
136
1 T1 4251800
1 FU 8E
16/8/18
137
1 T1 42518011
FU 9
16/8/18 1
138
IT142518021FL19A
16/8/18 1
139
1 T1 4251803
1 FL21
16/8/18
140
1 T1 4251804
1 FL22
16/8/18
141
1 T1 4251805
1 FL22A
16/8/18
142
IT142518061FL22B
16/8/18
143
1 T1 4251807
1 FL22C
16/8/18
144
1 T1 4251808
1 FL22D
_I
16/8/18
145
1 T1 4251809
1 FL22 E
16/8/18 1
146
IT142518101FL22F
16/8/18 1
147
1 T1 4251811
1 FL23
16/8/18
148
1 T1 4251812
1 FL23A
16/8/18
149
1 T1 4251813
1 FL3
16/8/18 1
150
IT142518141FL7
16/8/18 1
151
!T142518151FL9
16/8/18 1
152
1 T1 4251816
1 ZCJ1
16/8/18 1
153
1 T1 4251817
1 ZEJ 1 A
16/8/18 1
154
1 T1 4251818
1 ZEJ I B
16/8/18 1
155
1 T1 4251819
1 ZEJ 1 C
16/8/18 1
156
TI 4251820
1 ZEJ 1 D
16/8/18
157
T14251821
I ZEJ2
16/8/18
158
1 T1 4251822
1 ZEJ2A
16/8/18
159
1 TI 4251823
1 ZEJ2B
16/8/18
160
1 T1 4251824
1 ZEJ2C
16/8/18
161
1 T1 4251825
1 ZEJ2D
16/8/18
162
1 T1 4251826
1 ZEJ3
_I
16/8/18
163
T1 4251827
1 ZEJ3A
16/8/18
164
T1 4251828
1 ZEJ3B
16/8/18
165
1 T1 4251829
1 ZEA
16/8/18
166
1 T1 4251830
1 ZEAA
16/8/18
167
1 T1 42518311
ZEAB
16/8/18 1
168
1 T1 4251832
1 ZEJ4C
16/8/18 1
169
1 T1 4251833
1 ZEJ5
16/8/18 1
170
1 T1 4251834
1 ZEJ9
16/8/18
171
1 T1 4251835
1 ZHJ3
16/8/18
2 of 2
Job
Truss
Truss Type i
Qty
let Res.
Thiel Res.
�J36062
�AOIG
�Ply
T1 4251765
Roof Special Girder
1
1
�
Job Reference (optional)
East Coast I russ, m. Flierce, FL - 34946,
5-1-5 94-2
5-1-5 4-2-13
8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:38:59 2018 Page 1
ID:15v_oaxuPHUsRz5LSGfsyhz93ub-qaGpJmjK2�._sWBN07XH?ZL1_6sj73FD2baSsEgz8PgQ
4-2-13
5-11-1
Scale = 1:31.5
NAILED
4X4 zz
NAILED NAILED
5.00 F12 2 18 19
NAILED 1.77 [12
1i
3X6 3x4 3x8M18SHS 4X4 = NAILED IX4 11 NAILED
Special NAILED NAILED NAILED
NAILED
TRUSS DESIGNED FOR MWFRS ONLY, PER BUILDING
DESIGNER REQUEST. TYPICAL IN THIS JOB.
5-1-5 9-4-2
13-6-15
18-9.5
5-1-5 4-2-13
4-2-13
5-2-6
Plate Offsets (X,Y)- rl:0-0-6,0-0-01.[5:0-5-2,0-0-01,[5:0-0-8,2-2-41.[5:0-0-0.2-11-11I
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFIL. in
(10c) I/defi Ud
PLATES
GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.67
Vert(LL) 0.45
6-7 >519 240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.75
Vert(CT) -0.49
6-7 >482 180
M18SHS
244/190
BCLL 0.0
Rep Stress Incr NO
WEI 0.62
Horz(CT) 0.09
5 n/a n/a
BCDL 10.0
Code FBC20171TPI2014
Matrix -MS
Weight: 80 lb
FT=O%
LUMBER-
BRACING-
TOPCHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied or 2-8-2
oc purlins.
2-5: 2x4 SP 2850F 1.8E
BOTCHORD
Rigid ceiling directly applied or 3-8-4 oc bracing.
BOTCHORD 2x4 SP 285OF 1.8E *Except*
1-8:2x4 SP No.1
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
REACTIONS. (lb/size) 1=1434/0-6-0,5=1299/1-0-0
Max Horz 1=-91(LC5)
Max Uplift 1=-902(LC 8). 5=-964(LC 5)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-3087/2066.2-3=-2915/1998, 3-4=-4368/3119, 4-5=-513813778
BOTCHORD 1-9=-1 732/2779, 7-9=-2957/4305, 6-7=-3661/5071, 5-6=-3661/5071
WEBS 2-9=-683/1040, 3-9=-1 62211262, 3-7=-1 61/303, 4-7=-783/795
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf, h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
1=902, 5=964.
8) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 307 lb down and 244 lb up at
5-1-5 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-2=-90. 2-5=-90, 10-13=-20
VValter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
.Itjnp A 2nis
Cnnfini,prl nr� n- 9
AWARNING - Verify design p.rannaters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312016 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 Met
a truss system. Before use, the building designer must verify the applicability of design parameters and prop er'y 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 MiTek*
fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 36610
Job russ Truss Type Qty Ply Thiel Res. T1 4251765
AOIG
IJ36062 T - Roof Special Girder 1 Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:38:59 2018 Page 2
ID:15v_oaxuPHUsRz5LSGfsyhz93ub-qaGpJmjK2�_sWBN07XH?ZL1-6sj73FD2baSsEgzBPgQ
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 2=-62(B) 8=-21 (B) 9=-339(B) 17=-3(B) 1 8=-81 (8) 1 9=49(B) 20=11 7(B) 23�1 O(B) 24=-O(B) 25=7(B)
,& WARNING - V-111Y design Parameters and READ NOTES ON)IHIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 re, 1010312015 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
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek'
fabrication, storage. delivery, erection and bracing oftrusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and SCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd.
Tampa, Fl- 36610
Job Truss Truss Type City Ply Thiel Res.
J36062 A02 Roof Special I Job Reference (optional) T1 4251766
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. I'd Jun 8 07:39:00 2018 Page 1
6-5-14 ID:15v-oaxuPHUsRz5LSGfsyhz93ub-ImpBX6jykH-NoXzJ5-WotEX44G2AofKBqECPm6z8PgP
6-5-14 14-5-12 22-5-10 e2:4-7
7-11-14 7-11-14 .1'_1 2
Scale = 1:37.8
c9
4x8 M18SHS :=:
5.00 F12 2
3X4 46 3x8 M18SHS
IX4 3x8
6-5-14 14-5-12 -10
6.5-1
4 7-11-14 8 —
.9
LOADING -(PSD
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/defl
L/d
PLATES
GRIP
TCLL 30.0
Plate Grip DOL
1.25
TC 0.98
Vert(LL)
0.50
5-7
>559
240
MT20
2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.82
Verl(CT)
-0.64
5-7
>439
180
M18SHS
244/190
BCLL 0.0
Rep Stress Incr
YES
WB 0.82
Horz(CT)
0.11
4
n1a
n/a
BCDL 10.0
Code FBC2017frPI2014
Matrix -AS
Weight: 95 lb
FT = 0%
LUMBER-
BRACING-
UHURD 2xff SP No.2 Except TOPCHORD Structural wood sheathing directly applied.
3-4: 2x6 SID No.2, 2-3: 2x4 SID No.1 BOTCHORD Rigid ceiling directly applied.
BOTCHORD 2x4 SP No.1 WEBS I Row at midpt 3-7
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1257/0-6-0, 4=131410-6-5
Max Horz 1 �91 (LC 5)
Max Uplift 1 =659(LC 8), 4=-875(LC 5)
FORCES. (lb) -,Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-2556/1337,2-3=-241311314, 3-4�4580/2796
BOTCHORD 1-7=-1 115/2300, 5-7=-2659/4479, 4-5�2666/4469
WEBS 2-7=-313/629, 3-7�2309/1703, 3-5=0/283
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3. , Opsf,, h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
il; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas Where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
1=659,4=875.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
A WARNING - Verify de�ign Parameters and READ NOrES ON THIS AND INCLUDED MI . rEK REFERENCE. PAGE 11,111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(b connectors. This design Is based only upon parameters shown, 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 oftrusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314�
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Dart 8634
6904 Parke East Blvd. Timpa'FIL 33610
Date:
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
June 8,2018
Job
truss
Truss Type
Qty
Ply
Thiel Res.
J36062
A03
Roof Special
T14251767
lob Reference (optional)
lerCe, 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:39:01 2018 Page 1
L ID:15v—oaxuPHUsRz5LSGfsyhz93ub-mzNZkSkaVb6EQhYWfj1 1QS4[pgNxX3BL2uxzJYz8PgO
3 ;15
22-4-11 M-1�3
2-7-3 J_E_
. — r77
3X8 =�
2.5o F-12
4XG zz
1.77112
5X5 = —
5x5 =
Scale = 1:39.4
4x6 Z-
23-5-3
20-5-3 224-11 23-0-11
6-74 1-11-8
7-10-7
&2-15 .0411 -
LOADING (pso
SPACING- 2;0
CS].
DEFL. in
(loc) I/defl Ud
PLATES
GRIP
TCLL 30.0
Plate Grip DOL 5
.�O
TC 0.79
Vert(LL) 0.35
7-8 >795 240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25,
BC 0.85
Vert(CT) -0.48
7-B >583 180
M18SHS
2441190
BCLL 0.0
Rep Stress Incr I
WB 0.97
Horz(CT) 0.21
6 n/a n1a
BCDL 10.0
Code FBC2017ITP12C
Matrix -AS
Weight: 108 lb
FT 0%
LUMBER-
BRACING-
TOPCHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD 2x4 SO No.1 *Except*
BOTCHORD
Rigid ceiling directly applied.
- 7-9: 2x4 SP No.2, 6-7: 2xG SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1268/0-8-0.6=1310/0-8-0
MaxHorz 1=109(LC7)
Max Uplift I =-664(LC 8), 6=-694(LC 5)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD -1-2=-4187/2190, 2-3=-2566/1364, 3-4=-2493/1373. 4-5=-3675/2124, 5-6=-3652/2045
BOTCHORD 1-11�1969/3843, 10-11=-1903/3677, 8-10�1961/3601, 7-8=-1771/3095,6-7�1834/3342
WEBS 2-11 =-253/644, 2-1 0=-1 370/841, 3-1 0=-413/796, 4-1 0�1 344/998, 5-8=-319/523,
5-7=-147/477
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=l 70mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpl=O.l 8; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 1, 6 considers parallel to grain value using ANSIrrPl I angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except at=lb)
1=664,6=694.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Walter P. Finn PE No.22839
MliTek USA, Inc. FL Cert 6634
69(kj Parke East Blvd. Tampa Fl. 33610
Date:
June 8,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE 11111-7473 rev. 1010312015 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
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing oftrussas and truss systems. see Xa ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Ale ndria, VA 22314.
Tampa, FL 36610
Job T' Truss Type Qty Thiel Res,
J36062 rAOUIS S �Roof Special � 1 1 T14251768
I �Ply Job FReference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:39:02 2018 Page 1
ID:15v — oaxuPHUsRz5LSGfsyhz93ub-E9xyyolCGvE52r7iDPZGyfcRS3kFGbSUHYhWr?z8PgN
22;5-7
J..
44-:1L58 7-8-14 il 1
Scale = 1:39.5
4X8 M 1 8SHS ::z 1.77 �L
3 19 20
5.00 F1_2 5X5
3X4 3X4
2 5
a
10 9 7 6 3
ch
6 6x8 M18SHS 4x8 5X8 M18SHS 16
5x5
3x8 2.5o F1_2 3xB ::z
23-5-15
LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defi Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1. 25 TIC 0.92 Vert(LL) 0.34 9-10 >837 240 MT20 244/190
TCDL 15.0 Lumber DOL I ' 25 BC 0.79 Vert(CT) -0.48 8-9 >583 180 M18SHS 244/190
BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.26 6 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 *Except* TOP CHORD
3-4: 2x4 SP No.1 BOTCHORD
BOTCHORD 2x4 SP No.1 *Except* WEBS
6-7: 2x6 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1271/0-8-0.6=1313/0-8-0
Max Horz 1=135(LC7)
Max Uplift I �666(!_C 8), 6=-688(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-4390/2263,2-3=-2638/1406, 3-4=-2516/1367, 4-5=-3365/1782, 5-6--'-3775/1953
BOTCHORD 1-10�2014/4039,9-10=-1933/3864,8-9=-1483/3134, 7-8=-1647/3352, 6-'7�1696/3437
WEBS 2-1 0=-347/795, 2-9=-1 509/903, 3-9�310/737, 4-9=-891/540, 4-8=-1 73/504,
5-8=-271/227, 5-7=-226/372
Weight: 107 lb FT = 0%
Structural wood sheathing directly applied.
Rigid ceiling directly applied.
1 Row at micipt 4-9
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
[I: Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; encl�vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 1, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ot=lb)
1=666,6=688.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied 61rectly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
VValter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
June8,2018
,A WARNING -Verify desig.p.ratneters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
b is always required for stability and to prevent collapse with possible personal Injury and property damage. For genera al temporary and permanent bracing
uilding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Addition ff
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
and truss systems, see ANSfITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
fabrication, storage, delivery, erection and bracing oftrusses I guidance regarding the MiTek'
Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.1 Tampa, FL 36610
Job ITruss ITruss Type I City 1ply I Thiel Res.
J36062 ' IA05 lRoof Special 1 1 � Job Reference (optional) T14251769
East Coast Truss, Ft. Pierce, FL - 34946. 8.220 s May 24 2018 MiTek Industries, Inc. Fd Jun 8 07:39:03 2018 Page 1
ID:15v-oaxuPHUsRz5LSGfsyhzg3ub-iLVK98mqlCMyf_ium64Wt9f TlL?3[dWCQ4NRz8PgM
6-7-8 14-2;4 1�6_ Y 2 �2 �11,
6-7-8 44-f
4. 1-0-7
0
ob
4
Scale= 1:39.7
1.77 Lv-
4X4 �
3 18 19 5X5 zz
4x8 ::� 2.5 0 F1 _2 Us zz
23-6-11
6-7-8 0-7-1 14-24 1 1 22-" V3-62:,3
-7-8 T 0_, 2V471 5.11-9
6 4-
c4
6
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL. in
(loc) Ildefl Lid
PLATES
GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.75
Vert(LL) 0.38
8-9 >742 240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.99
Verl(CT) -0.55
7-8 >513 180
M18SHS
244/190
BCLL 0.0
Rep Stress Incr YES
VV13 0.61
Horz(CT) 0.31
6 n/a n/a
BCDL 10.0
Code FBC2017rrP[2014
Matrix -AS
Weight: 107 lb
FT 0%
LUMBER-
BRACING-
TOPCHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD 2x4 SP No.2 *Except*
BOTCHORD
Rigid ceiling directly applied.
6-7: 2x6 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
REACTIONS. (lb/size) 1=1275/0-8-0,6=1316/0-8-0
Max Horz 1=160(LC7)
Max Uplift 1�668(]_C 8), 6=-690(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-4333/2203,2-3=-2554/1365,3-4=-2383/1323,4-5�3894/2167,5-6=-3937/1987
BOTCHORD 1-9=-1928/3979,8-9=-1851/3813,7-8=-1136/2582,6-7=-1701/3589
WEBS 2-9=-357/859,2-8=-1640/980,3-8=-490/964, 4-8=-430/219, 5-7=-380/358.
4-7=-848/1469
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=D.l 8: MWFRS (directional); cantilever left and fight exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 1, 6 considers parallel to grain value using ANSIrrPI 1 angle to grainformula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
1=668,6=690.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Walter P. Finn PE No.22839
MiTek USA, Iric. FL Cert 6634
6004 Parke East Blvd. Tampa FL 33610
Date:
June 8,2018
,& WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTelk(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 property incorporate this design into the overall Nil'
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing oftrussos and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
_F__
Job ITruss ITruss Type Qty Ply Thiel Res.
J36062 I A06 il�oof Special 1 1 � Job Reference (optional) T1 4251770
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:39:04 2018 Page I
ID:[5v—oaxuPHUsRz5LSGfsyhz93ub-AY3iMTnSoWUpHBG5Kqbk24iogtRTkUunIsAdvtz8PgL
TL12 8-7& 11-9-11 el=7;�7 1iL3-" L2�7;10 23-7-7
_11_1 2
'4 1-D-7
I
Scale = 1:39.9
4x6 =
3x8 ::�: 2.50 F1_2 3X8 Zz
8-7-8 23-7-7
B-7-8 14-7.7 22-7-0
�11-ib 7-11.9
LOADING (psf)
SPACING- 2-0-0
CS1.
TCLL 30.0
Plate Grip DOL 1.25
TC 0.88
TCDL 15.0
Lumber DOL 1.25
BC 0.74
BCLL 0.0
Rep Stress Incr YES
WB 0.72
BCDL 10.0
Code FBC2017rrPI2014
Matrix -AS
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2 *Except*
1 -8: 2x4 SP No.1, 6-7: 2x6 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1278/0-8-0,6=1320/0-8-0
Max Horz 1�181(LC6)
Max Uplift 1�670(1_C 8), 6=-692(LC 8)
DEFL. in (loc) I/defl Ud PLATES GRIP
Vert(LL) 0.48 7-8 >587 240 MT20 2441190
Vert(CT) -0.67 7-8 >423 180
Hor,z(CT) 0.34 6 n/a n/a
Weight: 108 lb FT = 0%
BRACING-
TOPCHORD Structural wood sheathing directly applied.
BOTCHORD Rigid ceiling directly applied.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-4519/2399,2-3=-3905/1965,3-4=-3927/2126, 4-5=-3501/1788,5-6=-4155/2195
BOTCHORD 1-8=-2147/4176. 7-8=-91412273, 6-7=-1920/3820
WEBS 2-8=-599/514, 3-8=-393/312, 4-8=-998/.1888, 4-7=-637/1339, 5-7=-668/581
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=1 70mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL= , �.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18: MWFRS (directional); cantilever left and right exposed ; en� vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Bearing at joint(s) 1, 6 considers parallel to grain value using ANSIrlPI 1 angle to grainformula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
1=670,6=692.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Walter P. Finn PE No.22839
MiTek USA, Iftc. FL Cart 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
June 8,2018
,&WARNiNG-Verfrydesig.p.rameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid fof use only with MirekG connectors. This design Is based only upon parameters shown, 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 co [lapse with possible persona I injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
A I
Job
Truss
Truss ype
Qty
Ply
Thiel Res.
I
J36062
A07
Roof Special
1
. T14251771
lob Reference (optional)
I - 1 . � - ' u.zzu a may Z4 ZU18 Mi I eK Industries, Inc. FriJun 807:39:052018 Pagel
5-7-12 ID:15v_oaxuPHUsRz5LSGfsyhz93ub-ekd4apn5ZqcgvlrHuX6zalEOPHmhT-9wzWvASKz8PgK
10-7-8 17-2-14 22-7-12 L3-8 3
5-7-12 4-11-12 111 �21�0 1 5-4-13 5-4-13 _.--7
Scale = 1:40.7
4x6 =
IX4 11 4
3
5.00 F1_2
�3x,4 Z�-
3X4
2
6XB 8
SX5
'0 7
1 10 7
lX4 11 x 6 17
5x5 2z:
3X8 2.50 F12 3x8 Zz
23-8-3
22-7-12 i3_'l
54-13 0_8_'!
LOADING (pso
TCLL 30.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014
CS1.
TC 0.69
BC 0.80
WB 0.53
Matrix -AS
DEFL. in
Vert(LL) 0.44
Vert(CT) -0.62
Horz(CT) 0.35
(loc) I/defl L/d
9-10 >652 240
9-10 >455 180
6 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 109 lb FT 0%
LUMBER-
BRACING-
TOPCHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD 2x4 SP No.1 *Except*
BOTCHORD
Rigid ceiling directly applied.
8-9: 2x4 SP No.2, 6-7: 2x6 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1282/0-8-0,6=1323/0-8-0
Max Horz 1 =-1 82(LC 6)
Max Uplift 1 =-672(LC 8), 6=-693(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2�4483/2296, 2-3=-3509/1759, 3-4=-3457/1869, 4-5=-3261/1640, 5-6=-4026/2058
BOTCHORD 1-1 0=-2035/4130, 9-1 0=-2042/4146, 8-9=-1 057/2646, 7-8=-1 811/3726,
6-7=-1 786/3686
WEBS 3-9=-3761234, 4-9=-737/1379, 4-8=-462/991, 5-8=-822/584, 2-9=-971/666
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=.3.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all area� where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Bearing at joint(s) 1, 6 considers parallel to grain valu6 using ANSIrrPI I angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
1=672,6=693.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Walter P. Finn PE No.22839
MiTak USA, Inc. FL Cert 8634
604 Parke East Blvd. Tampa FL 33610
Date:
June 8,2018
A WARNING -Vefify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCi PAGE 11711.7473rev� 1010312015 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
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M!Tek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Qu -
it , AJaxandria, VA 22314.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Su a 312 ality Criteria,* DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss ype
Qty
Y —_
Thiel Res. ;4�9
J36062
A08
Roof Special
�Pl I
T14251772
7JobReference
(optional)
aSL �OM I rUSS, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MITek Industries, Inc. Fri Jun 8 07:39:05 2018 Page I
ID:15v_oaxuPHUsRz5LSGfsyhz93ub-ekd4apn5ZqcgvlrHuX6zaIE?fHjcTx3wzWvASKz8PgK
6-3-3 11-10-7 17-3-7 99-A.7 P
6-3-3 5-7-4 5-5-0 5-5-0
3X8 ::r
4x6 =
1 3
Scale = 1:40.1
3x8 Zz
6-3-3 23-8-15
234-8
B-3-3 f —i
LOADING (psf)
SPACING- 2-0-0
CS1.
TCLL 30.0
Plate Grip DOL 1.25
TC 0.73
TCDL 15.0
Lumber DOL 1.25
BC 1.00
BCLL 0.0
Rep Stress Incr YES
WB 0.72
BCDL 10.0
Code FBC2017/TP12014
Matrix -AS
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2 *Except*
1-7: 2x4 SP No. 1, 5-6: 2x6 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1285/0-8-0, 5=1327/0-8-0
Max Horz 1�182(LC6)
Max Uplift 1 =673(LC 8), 5=-695(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-4464/2278, 2-3=-3307/1640, 3-4=-316011576, 4-5�4043/2054
BOTCHORD 1-8=-2009/4109, 7-8=-2014/4124. 6-7=-1801/3734, 5-6=-1778/3699
WEBS 2-7�1 173/779, 3-7=-87211898, 4-7=-951/631
CP
T
6
DEFL.
in
(loc)
I/defl
Ud
PLATES
GRIP
Vert(LL)
0.44
7-8
>646
240
MT20
2441190
Vert(CT)
-0.64
7-8
>447
180
M18SHS
244/190
Horz(CT)
0.36
5
n/a
n1a
Weight: 103 lb
FT = 0%
BRACING-
TOPCHORD Structural wood sheathing directly applied
BOTCHORD Rigid ceiling directly applied.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf,, BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areag where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members. 1
7) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface. 1
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
1=673,5=695.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
$904 Parke East Blvd. Tampa FL 33610
Data:
June 8,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mi7ekO connectors. This design is based only upon parameters shown, and ls�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. I 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 MiTek'
fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. 6904 Parke East Blvd.
Tampa, FL 36610
Job T ss Truss Type Qty �Ply 1 �.Thiel Res. T1 4251773
J36062 A09 — Roof Special Job 'eference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:39:06 2018 Page I
6-3-6 11-10-13 ID:]5v_oaxuPHUsRz5LSGfsyhz93ub-7wBSn9ojK7kXWSQTSFdC7VngKh2nCOH4CAfk—mz8PgJ
6-3-6 17-4,1 17-0-4 9A 11
5-7-7 5-5-3 5-5-3 1,20-8
Scale = 1:40.2
4x6
3
5.00 F12
3X4 i:�- 3X4
2 4
7
6 8 M18SHS
1 8
IX4 11 5
5X5 �z 17
2.50 F1-2
3x8
3x8 ZZ
2349-11
LOADING (PS9 SPACING- 2-0-0 CS1. DEFL. in (10c) I/defi Ud
PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TC, 0.74 Vert(LL) 0.44 7-8 >644 240
MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.64 7-8 >445 180
M18SHS 2441190
BCLL 0.0 Rep Stress Incr - YES WEI 0.73 Horz(CT) 0.37 5 n/a n/a
BCDL 10.0 Code FBC2017rrPI2014 Matrix -AS
Weight: 104 lb FT 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied.
BOTCHORD 2x4 SP No.2 *Except* BOTCHORD Rigid ceiling directly applied.
1-7:2x4 SP No.1, 5-6:2x6 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1289/0-8-0,5=1330/0-8-0
Max Horz 1=-183(LC6)
Max Uplift 1 =-675(LC 8), 5=-697(LC 8)
FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-4478/2285, 2-3=-3316/1645, 3-4=-3169/1581, 4-5=-405712061
BOTCHORD 1-8=-2015/4122, 7-8=-2020/4138, 6-7=-1 807/3747. 5-6=-1 785/3712
WIEBS 2-7=-1 177/782, 3-7=-875/1904, 4-7=-955/634
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=�.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; en� vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Dpsf on the bottom chord in all areati where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSIfTPI I angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ot=lb)
1=675,5=697.
9) This truss design requires that a minimum of 7116" structural wood sheathing be applied, directly to the top chord and 1/2"
gypsum
sheetrock be applied directly to the boftom chord.
Walter P. Finn PE No,22839
MiTek USA, Ifi6 FL Cart 6634
6904 Parke East Blvd, Tampa FL 33610
Data:
June 8,2018
AWARNING - Varifj�hfeslgn parameters and READ NOTES ON THIS AND INCLUDED MtTEKREFERENC� PAGE Mll-7473 rev� 1010312015 BEFORE USE.
Design valid for use only with NIrrek(E) connectors. This design is based only upon parameters shown, and is�for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and prop6rly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of indi' v1dual 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 Welk'
fabrication, storage, delivery, erection and bracing oflrusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 21 8 N. Lee Street, Suite 312, Alexandra, VA 22314� 6904 Parke East Blvd.
Tampa, FL 36610
Job
T' ss
Truss Type
City
Ply
Thiel Res.
J36062 TA
1u)
R oof Special
T1 4251774
�Job
I
Reference (ootional)
Godst Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:39:07 2018 Page I
ID:15v—oaxuPHUsRz5LSGfsyhz93ub-b7kr?VpL5RsN8c?g?y8RqKKz4S9xrUDRqOHWCz8PgI
r,3-9 11-11-3 17-4-9 22-10-0 F 7
6-3-9 5-7-10 5-5-6 5-5-6 ii. IT08
4x6 =
i — I
6.3-9 i
Scale = 1:40.3
N
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/defi Ud
PLATES
GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.75
Vert(LL) 0.44
7-8 >648 240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.74
Vert(CT) -0.64
7-8 >449 180
M18SHS
244/190
BCLL ' 0.0
Rep Stress Incr YES
WB 0.73
Horz(CT) 0.36
5 n/a n/a
BCDL 10.0
Code FBC2017rrPI2014
Matrix -AS
Weight: 104 lb
FT 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD 2x4 SP No.1 *Except*
BOTCHORD
Rigid ceiling directly applied.
5-6: 2x6 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1292/0-8-0, 5=1334/0-8-0
Max Horz 1�183(!_C 6)
Max Uplift 1 �677([_C 8), 5=-699(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2�4493/2292, 2-3=-3326/1650, 3-4=-3179/1586, 4-5=-406612066
BOTCHORD 1-8=-2022/4136, 7-8=-2027/4151, 6-7�181313757, 5-6�1789/3721
WEBS 2-7=-1 182/785, 3-7=-878/1911, 4-7=-957/636
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf, h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=O.l 8; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4). Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSIrrPI 1 angle to grain iormula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb)
1=677,5=699.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Walter P. Finn PE No.22839
MiTek USA, In ' 6. FL Cart 6634
6 904 Parke liast Blvd. Tampa Fl. 33610
Date:
June 8,2018
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010212015 BEFORE USE.
Design valid for use only with MiTekaD connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and prop6dy Incorporate this design Into the overall
Nil'
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to collapse
MiTek'
prevent 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 Quaility Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314:
6904 Parke East Blvd.
Tampa, FL 36610
East Coast Truss, Ft. Pierce, FIL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:39:08 201B Page 1
ID:15v—oaxuPHUsRz5LSGfsyhz93ub-3J[DCrqzsLEmmasZgfgCwsVdUoLgl!NfU8r2ez8PgH
r,3-12 11-11-9 7'5-2
6-3-12 5-7-13 _-91 2 R:61 3
1. �."
.8
i
3xit :::
4x6 =
Scale = 1:40.4
3x8 zz
&3_12 i 1_11� 17-5-2 22-10-12 23-11-3
6-3-12 L i
M 5-7-13 5-5-9
LOADING (pso SPACING- 2-0-0
CS1.
TCLL 30.0 Plate Grip DOL 1.25
TC 0.75
TCDL 15.0 Lumber DOL 1.25
BC 0.74
BCLL 0.0 Rep Stress Incr YES
WEI 0.73
BCDL 10.0 Code FBC2017/TPI2014
Matrix -AS
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.1 *Except*
5-6: 2x6 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1296/0-8-0,5=1337/0-8-0
Max Horz 1 �1 84(LC 6)
Max Uplift I �679([_C 8). 5=-701 (LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-4507/2299,2-3=-3335/1654, 3-4�'3188/1590, 4-5�4080/2073
BOTCHORD 1-8�2028/4149, 7-8=-2034/4164, 6-7=-1819/3770, 5-6�1795/3733
WEBS 2-7=-1 187/788, 3-7=-881/1917, 4-7=-961/638
�2
DEFL. in
(loc) I/defl Ud
PLATES
GRIP
Vert(LL) 0.44
7-8 >646 240
MT20
244/190
Verl(CT) -0.64
7-8 >47 180
M18SHS
244/190
Horz(CT) 0.36
5 n/a n1a
Weight: 104 lb
FT = 0%
BRACING-
TOPCHORD
Structural wood sheathing directly
applied.
BOTCHORD
Rigid ceiling directly applied.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a . ny other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 1, 5 considers parallel to grain value'using ANSI/TPI I angle to grain formula. Building designer should verify
Capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except at=lb)
1=679,5=701.
9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 1311 ' 34
6904 Parke East Blvd. Tampa FL 33610
Data:
June 8,2018
AWARNING -Verify design pammeters, and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEM11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with M17ek9 connectors. This design is based only upon parameters shown, 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 Dal'
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 MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandria, VA 22314. 6904 Parke East Blvd.
Tampa, FL 36610
Job
Tr S
'us T
Truss Type
Qty
Ply
Th jet R s.
J36062 TA
1u2s
FR..fsSpyecial
jai
1
T1 42
FRefeerence
Job (optional)
East Coast Truss, Ft. Pierce, FL - 34946.
I
3X8 ::::
Plate Offsets (X,Y)— T1:0-0-9,Edoel. [5:0-4-0.0-2-0
8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:39:09 2018 Page I
ID:15v_oaxuPHUsRz5LSGfsyhz93ub-XVsbQBqbd265Nv927NBvl8PgHu8XPIwWu8tOb5z8PgG
L7, L2- ?L;.1 1-'151
1 ';28
A�A =
Scale = 1:40.6
3X8 zz
23-11-15
4
6
LOADING (pso
TCLL 30.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0.
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP]2014
CS1.
TC 0.76
BC 0.74
WB 0.73
Matrix -AS
DEFL. in
Vert(LL) 0.45
Vert(CT) -0.65
Horz(CT) 0.36
(loc) I/def! Ud
7-8 >643 240
7-8 >445 180
5 n/a n/a
PLATES
MT20
M18SHS
Weight: 105 lb
GRIP
244/190
244/190
FT 0%
LUMBER-
BRACING-
TOPCHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD 2x4 SID No.1 *Except*
BOTCHORD
Rigid ceiling directly applied.
5-6: 2x6 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1299/0-8-0,5=1341/0-8-0
Max Horz 1=-184(LC 6)
Max Uplift 1 =-681 (LC 8), 5=-702(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2�4522/2307, 2-3=-334511659, 34�3197/1595, 4-5=-4094/2081
BOTCHORD 1-8�2035/4162, 7-8=-2040/4178, 6-7�1 825/3783, 5-6=1 802/3746
WEBS 2-7=-1 192/791, 3-7=-883/1923, 4-7�9651641
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf, h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSlrrPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
1=681,5=702.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the boftom chord.
Walter P. Finn PE No.22839
MiTek UU, Inc. FL Gel 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
June 8,2018
,&WARNING,- Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use onlywith MiTekO connectors. This design isbased onlyupon parameters shown, and Isforan individual building component, not
atrusssystem. Before use, the building designer must verify the applicability of design parameters and property incorporate this design intotheoverall
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 MiTek'
fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see
8 ANSUTP11 Quafity Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Inforntatlon available from Truss Plate Institute, 21 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 36610
Job
Truss
Truss Type
Qty
Thiel Res.
A13
Roof Special
1
�Ply
1
T14251777
�
Job Reference (optional)
St ! russ. Fl. Pierce, FL - 34946, 8.220 s May 24 2018 MITek Industries, Inc. Fri Jun 8 07:39:10 2018 Page I
ID:15v—oaxuPHUsRz5LSGfsyhz93ub-?hQzdXrDOMFy?3kEh5l8HLyrvlUi8C8f7odx7Xz8PgF
6-4-2 12-0-5 17-&
6-4-2 i �5 �24-0-12
5-8-3 5-5-1 07; 11 1 1-0-8
3X8 '::
4x6 =
Scale = 1:40.6
3x8 z=
64-2 11-10.1 i 234)-4 24-0-12
216- �=— H
6-4-2 5-5-15 1. i 5-9-15-
g
6
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/deff Ud
PLATES
GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.77
Vert(LL) 0.45
7-8 >641 240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.75
Vert(CT) -0.65
7-8 >444 180
M18SHS
244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.73
Horz(CT) 0.37
5 n1a n1a
BCDL 10.0
Code FBC2017fTP]2014
Matrix -AS
Weight: 105 lb
FT 0%
LUMBER-
BRACING-
TOPCHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD 2x4 SP No.1 *Except*
BOTCHORD
Rigid ceiling directly applied.
5-6: 2x6 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=130310-8-0, 5=1344/0-8-0
Max Horz 1 �1 85(LC 6)
Max Uplift 1 =-683(LC 8). 5=-704(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=4536/2314, 2-3=-3354/1664, 3-4=-3207/1599, 4-5�4108/2088
BOTCHORD 1-8=-2041/4176, 7-8=-2047/4191, 6-7�1831/3795, 5-6=-1808/3759
WEBS 2-7�1 1961794, 3-7=-88611928, 4-7�970/644
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf, h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
H; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except at=lb)
1=683,5=704.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Walter P. Finn PE No.22839
MiTek USA Irit FL Ced 6634
6904 Farke'�asi Blvd. Tampa Fl. 33610
Date:
June8,2018
,& WARNING - Verify design parameters and READ NO TES ON THIS AND INCLUDED MITEK REFERENCE PA GE M11-7473 rev. 101031201S 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 ofdesign parameters and property Incorporate this design into the overall MY
buildingdesign. 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 MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:39:11 2018 Page 1
ID:15v—oaxuPHUsRz5LSGfsyhz93ub-Tu—Lqtss9gNpdDJREoDNqZU?FiomtbbpMSMVfzz8PgE
6-4-5 120 11 4 19-0-13 i
i 2: i I �24-1-8
6-4-5 -8-6 2_7-4 4-4-14 -0-10
Scale= 1:41.8
46 =
3X8
2x4 11 48
3X4
:-4-5 11-10-7
14-8-0
19-0-13
239-0 8
'8-3
6-4-5 5-E
Plate Offsets (X,Y,)— [11 10-0-9,Edgel, [7:0-3-8.0-2-01, [9:0-5-8.0-3-81, [10:0-2-4.0-3-81
4-4-14
4 144-6
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in (loc) I/defl - Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.79
Vert(LL)
0.44 10-11 >665 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.85
Vert(CT)
-0.63 10-11 >459 180
EICLL 0.0
Rep Stress Incr YES
WEI 0.91
Hor'z(CT)
0.34 6 We rile
BCDL 10.0
Code FBC2017rrPI2014
Matrix -AS
Weight: 114 lb FT=O%
LUMBER-
BRACING.
TOPCHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD 2x4 SP No.2 *Except*
BOTCHORD
Rigid ceiling directly applied.
1-10: 2x4 SP No.1, 4-8: 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1306/0-8-0,6=1348/0-8-0
Max Horz 1=-186(LC6)
Max Uplift 1 =-684(LC 8), 6=-706(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-4560/2327, 2-3=-3339/1655, 3-4�3120/1610, 4-5�38i&1948, 5-6=-2599/1365
BOTCHORD 1-1 1�2054/4198, 10-11=-2059/4213, 9-10�1555/3525, 4-9�158/323, 6-7=-1 146/2318
WEBS 2-10=-1210/819, 3-10�956/2007,4-10�745/455, 5-7�924/529, 7-9�11 i96/2396,
5-9=-391/1138
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf-, h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas'where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Bearing at joint(s) I considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
1=684,6=706.
8) This truss design requires that a minimum of 7/16" stru ctural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 8,2018
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rov� 1010312015 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
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Tr ss
pe
City
Thiell Res.
I
,TA
1u,
�'RrouosfsSpacial
I
�Ply
T14251779
TJob
ob R
Reference (optional)
6 ;
Gua5i Tru5s, Fit. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:39:12 2018 Page 1
ID:15v_oaxuPHUSRz5LSGfsyhz93ub-x4Yk2DtUvzVgFNudoVkcMmlAu57Yc2oya662BQz8pgD
6-4-8 12-1-1 14-8-12 19-1-9 �4-�-41
6-4-8 5-8-9 2-74, 4-4-14 5_,_l , I
4X6 =
3x8 2x4 4X8 3X4
Scale = 1:41.9
17
9
6-4-8 11-10-13
1
4-8 2
i 12
1 19-1-9
23-9-12 2 -2r
6-4-8
_9_ �4
4-4-14
Plate Offsets (X,Yl— Tl:0-0-9,Edgel, [7:0-3-8.0-2-0 1. [9:0-5-8.0-3-81, 1`10:0-2-4.0-3-81
LOADING (Psf)
SPACING- 2-0-0
CS1.
DEFL.
in (loc) I/defi Lid
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.80
Vert(LL)
0.44 10-11 >662 240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.85
Vert(CT)
-0.64 10-11 >457 180
BCLL 0.0
Rep Stress Incr YES
WEI 0.92
Horz(CT)
0.34 6 n/a n1a
BCDL 10.0
Code FBC2017rrPI2014
Matrix -AS
Weight: 114 lb FT 0%
LUMBER-
BRACING-
TOPCHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied.
BOTCHORD 2x4 SP No.2 *Except*
BOTCHORD
Rigid ceiling directly applied.
1-10: 2x4 SP No.1, 4-8: 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (lb/size) I = 1309/0-8-0, 6=1 351/0-8-0
Max Horz 1=-187(LC6)
Max Uplift 1 =-686(LC 8). 6=-708(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-4574/2334, 2-3=-3349/1659, 3-4=-3130/1615, 4-5=-3834/1956, 5-6L2607/1369
BOTCHORD 1-11=-2060/4212, 10-11=-2066/4226,9-10=-1563/3541,4-9=-158/322.6-7=-I150/2325
WEBS 2-1 0=-1 215/822, 3-1 O�958/2012, 4-1 0=-750/459, 5-7�927/531, 7-9=-1 200/2404,
5-9=-395/1146
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3LOpsf, h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Bearing at joint(s) I considers parallel to grain value using ANSIITPI I angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Jt=Ib)
1=686,6=708.
8) This truss design requires.that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Walter P. Finn PE No.22839
MiTak USA, Inc. FL W 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
Jbne 8,2018
,&WARNING. V.11(yefe.1g.p.rarnefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 16AGEM11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTakO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Befo(e use. the building designer must verifythe applicability of design pa ram eters 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 psi'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek'
fabrication. storage, delivery, erection and bracing oftrusses and truss systems, see Alaxa ANSTP" Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, ndria, VA 22314. Tampa, FIL 36610
Job
Truss
Type
aty
Ply
Thiel Res.
J36062
A16
�Truss
Roof Special
1
T1 4251780
Job Reference (optional)
IZaSL CoaSL 1 rUSS, rt. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:39:13 2018 Page I
ID:15v-oaxuPHUsRz5LSGfsyhz93ub-PG66FYu6gHdXsXSpMDFrv-ZPQVVVLZx6pmrbksz8PgC
1 12-8.3
5-11.2 12 - 18-1-11 '24-34
511-2 1 LXV 1_2!12 1 5-5-8 6-1-5
2 1 .08 F1 _2 0-2-15 Scale = 1:43.2
5x5 46
19 4
1�
6
3X4 1x4 11 3x8 3x4 3X4 3X4
12-8-3
5-11-2 1
5-3-5
1-2-120_2_1 5
Z�Iu_B 24,34
5-8-13 OL"
Plate Offsets (X,Y)-
F3:0-2-8,0-1-21, [6:0-0-10. Edgel
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in
(loc)
Well
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.56
Vert(LL)
0.18
7-9
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.74
Vert(CT)
-0.29
7-9
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.67
Horz(CT)
0.08
6
We
n/a
BCDL 10.0
Code FBC2017/TP]2014
Matrix -AS
Weight: 115 ib FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1313/0-8-0,6=1355/0-8-0
Max Horz 1 �1 80(LC 6)
Max Uplift 1=688(LC 8), 6=-710(LC 8)
BRACING-
TOPCHORD Structural wood sheathing directly applied.
BOTCHORD Rigid ceiling directly applied.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ,
TOPCHORD 1-2=-2715/1440. 2-3=-1 95311103, 34�1 726/1102, 4-5�2594/1566, 5-6=-259511355
BOTCHORD 1-10=-1212/2455,9-10�1212/2455,7-9�65911615,6-7=-1121/2304
WEBS 2-9=-841/570, 3-9=-74/283, 5-7�502/447, 4-9=-145/498, 4-7=-611/942
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=1 70mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
il; Exp D; Encl., GCpi=C.1 8; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit 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 at joint(s) except Ot=lb)
1=688,6=710.
7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Walter P. Finn PE No.22839
MiTik USA Inc. Fl. Cart 6634
6904 Parke'�ast Blvd. Tampa FL 33610
Date:
June 8,2018
AWARNING - VerIfY design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE IiAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mi7ekQD connectors. This design Is based only upon parameters shown, 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 Nil'
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MiTek'
fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, ASexandria, VA 22314. 6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Thiel Res.
J36062
A17
FRoof Special
1
�Ply 1
T14251781
�
Job Reference (optional)
4
-r mci=nes. inc. t-ri jun tl Uf:J9:74 ZU18 Page I
ID:15v ...uPHUsR.z.'5'L�S�Gf"s'y.hyz'9�3u'b" u'. a
TgUTuukRalOUhlOwwm4RB6aZvqL468F2Qb9Glz8PgB
1-1-2 13-6-12 14-7-12. 19-1-13 24-3-12
41-i 5-5-1b 1-1-0 4-6-2 5-1-15
IScale = 1:41.4
4xr, ==
2.08 F1 _2 3.24112
4x6 =::
4X4 :zz
19 20 4 5
ii
4X4 3X8 U4 = 3x8
4X4
1
8-1-2
Plate Offsets (X,Y)—
rfl:0-1-6,Edgel, [7:0-2.2.Edgel
LOADING (psf)
SPACING- 2-0-0
CS1
DEFL.
in
(loc)
I/deff
Lid
TCLL 30.0
Plate Grip DOL 1.25
TC 0.53
Vert(LL)
0.18
8-10
>999
240
TCDL 15.0
Lumber DOL 1.25
BC 0.83
Vert(CT)
-0.35
8-18
>836
180
BCLL 0.0
Rep Stress Incr YES
WB 0.29
Horz(CT)
0.09
7
n/a
n1a
BCDL 10.0
Code FBC2017fTP12014
Matrix -AS
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.2
BOTCHORD
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1316/0-8-0,7=1358/0-8-0
Max Horz 1=-145(LC 6)
Max Uplift 1=-690(LC 8), 7=-712(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2�2800/1517,2-3=-2358/11284, 3-4=-219211306, 4-5�1940/1184,5-6�2112/1160'
6Z2612/1421
BOTCHORD 1-10�1311/2556,8-10�772/1815,7-8�1194/2335
WEBS 2-1 0=-486/378, 4-8=-1 511470, 6-8�538/424, 4-1 O�248/492
PLATES GRIP
MT20 244/190
Weight: 115 lb FT = 0%
Structural wood sheathing directly applied.
Rigid ceiling directly applied.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=10psf, h=24fl; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end!vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit 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 at joint(s) except Ot=lb)
1=690,7=712.
7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
2
Walter P. Finn PE No.22839
MlTek USA, Inc. F1 Cott 6034
6904 Parke �as't Blvd. Tampa Fl. 33610
Date:
June 8,2018
AINARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTeM connectors. This design isbased onlyupon parameters shown, and Isforan Individual building component. not
atrusssystem. Beforeuse,the building designer must verify the applicability of design parameters and properly incorporate this design intothe 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 MiTek*
fabrication. storage, delivery, erection and bracing of trusses and truss systems, see
Safet ANSIITPII Quality Criteria, DSB-89 and BCST Building Component 6904 Parke East Blvd.
y Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Thiel Res.
J36062
TAI 8
Roof Special
I
T1 4251782
Job Reference (optional)
C�
ff1
M,
0.44V b IVIdy 44 ZV 10 IVII I eK inousines, Inc. t-n Jun a UI:J9:15 2018 Page I
ID:15v oaxuPHUsRz5LSGfsyhz93ub-MfDsgEvMCutF6qcCTeHJ PfgdJgvpWpOG4Kiolz8PgA
4- 3 9-10-0 4-1-3 16-7-4 24-4-C
�_11_1 P — I __ i i __1
_"_J, 4-10-3 i _10_, 1-11-0 7-9-4
Scale = 1:41.5
3.24112
2.08 F12_ 4X4 ::n
1920 4 .5 5X6
4X4 3x4 3X8 = 4x4 44
1X4 11
4-11-13
9-8.7
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc) I/defl
Lid
TCLL
30.0
Plate Grip DOL
1.25
TC
0.90
Vert(LL)
1
-0.20
9-10 >999
240
TCDL
15.0
Lumber DOL
1.25
BC
0.87
: Vert(CT)
-0.46
9-10 >632
180
BCLL
0.0
Rep Stress Incr
YES
WS
0.45
Horz(CT)
I
0.09
6 n/a
n/a
BCDL
10.0
Code FBC2017rrPI2014
Matrix -AS
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4SPNo.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1320/0-8-0,6=1361/0-8-0
Max.Horz 1�128(LC6)
Max Uplift 1 �692(!_C 8), 6=-713(LC 8)
PLATES GRIP
MT20 244/190
Weight: 108 lb FT=O%
i BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOTCHORD Rigid ceiling directly applied.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-2840/1453, 2-3=-264211468, 3-4=-2119/1194, 4-5�2134/1230, 5-6=-2455/1285
BOTCHORD 1-10=1317/2555,9-10=1400/2618, 7-9�11014/2142, 6-7=-101612145
WEBS 2-10�37/279, 3-9=738/634, 4-9=-4001690, 5-9�404/256
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasci * =132mph; TCDL=9.Opsf; BCDL=3.Opsf,, h=24fl; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=O.l 8; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas Where a rectangle 3-6-0 tall by 2-0-0 wide
will fit 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 at joint(s) except at=lb)
1=692,6=713.
7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Walter P. Finn PE No.22839
MiTek USA, Ine, FL Cert 6634
6904 Parke EastiSlvd, Tampa FL 33610
Date:
A WARNING -Verify design parameters andREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(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 prop erly incorporate this design into the overall Sol'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek'
fabrication. storage, delivery. erection and bracing oftrusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd.
Tampa, FL 36610
I;
6
June 8,2018
Job
Tru s
rus T
Truss Type
City
Ply
Res.
J36062 I
A19
.
' 1.1
FR.ofsSpyecial
1
TThiel
T14251783
Job
Job Reference (optional)
aS 005L 1 FUSS, rL. muluu, rL. - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:39:16 2018 Page 1
ID:15v — oaxuPHUsRz5LSGfsyhz93ub-qmEuaw zC?6j_BOILpYXcBtSlVzYzIYVk4GKBz8Pg9
8-10-1 15-9-11 18-6-12 24-54
6-11-10 91
6-11-10 5-10-8
5.0
2.08 r1_2
46 =
3.24112
A�A Z!
Scale = 1:41.8
3X6 = 1x4 11 4X4 = 3x8 = 3X4 = 3X4 =
1X4 11
B-10-1 15-9-11 1�Z2 24-n-12 24-5
6-11-10 6-11-10 5-16-0 QL4-�
1 41 � � .1 � — --
LOADING (pso
TCLL 30.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC20171TPI2014
CS1.
TC 0.76
BC 0.89
WB 0.50
Matrix -AS
DEFL. in
Vert(LL) 0.35
Vert(CT) -0.44
Horz(CT) 0.11
(loc) Udefl Ud
10 >834 240
9-10 >669 180
6 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 111 lb FT 0%
LUMBER-
BRACING-
TOPCHORD 2x4 SP No.2 *Except*
TOPCHORD
Structural wood sheathing directly applied.
2-4: 2x4 SP No. I
BOTCHORD
Rigid ceiling directly applied.
BOTCHORD 2x4 SP No.2
WEBS
I Row at midpt 3-9
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1323/0-8-0,6=1365/0-8-0
Max Horz 1=-102(LC6)
Max Uplift I �770(!_C 4), 6=-715(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-3179/1888, 2-3=-3968/2351, 3-4=-2411/1325, 4-5=-2396/1346, 5-6�256811344
BOTCHORD 1-11=-1859/2955, 10-11=-1890/2954, S-10=-229113863,7-9=-1106/2270,6-7�1104/2272
WEBS 2-1 0=-498/916, 3-9�1 665/1274, 4-9=-301/572
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3�Opsf, h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right, exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed fore 10.0 psfbofforn 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 at joint(s) except at=lb)
1=770, 6=715.
7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Walter P. Finn PE N0.22839
MiTak USA, Inc. FL Carl 004
0904 Parke East Blvd. Tampa Fl. 33610
Date:
June 8,2018
A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(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
is always required for stability and jo prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek*
fabrication, storage, delivery, erect on and bracing ottrusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Thiel Res.
J36062
A20
Roof Special
I
T1 4251784
Job Reference (optional)
8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:39:17 2018 Page 1
ID:15v—oaxuPHUsRz5LSGfsyhzg3ub-12Ld5wxckV7zL8mbb3Kn3qk4J6uMHOChkOpptdz8Pg8
8-3-13 15-2-3 12:9-5 22-9-1
B-3-13 6-10-6 3.7-2 3-11-12
3.24 112
4x6
2.08 F12
3x8 � 6X8 11 IX4 11 3x8 M18SHS � 4xB = 1x4 11
Scale = 1:37.9
3X4 =
F_7j 91 8-3-13
-7-9 7-8-4
Plate Offsets (X.Y)— [1:0-4-11,0-0-07, 11:0-0-8.1-10-81, fl:0-0-0,2-6-91
15-2-3
6_10-6
18-9-5
9ji
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/defi Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25.
TC 0.63
Vert(LL) 0.42
9-19 >651 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.68
Vert(CT) -0.48
9 >569 180
M18SHS 244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.59
Horz(CT) 0.09
5 n/a n/a
BCDL 10.0
Code FBC2017rrPI2014
Matrix -AS
Weight: 94 lb FT 0%
LUMBER-
BRACING-
TOPCHORD 2x4 SP No.2 *Except*
TOPCHORD
Structural wood sheathing directly applied.
1-3: �x4 SP No. 1
BOTCHORD
Rigid ceiling directly applied.
BOTCHORD 2x4 SP No. 1 *Except*
WEBS
1 Row at midpt 2-7
1-8: 2x4 SP 2850F 1.8E
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
REACTIONS. (lb/size) 5=1237/0-8-0, 1=1266/1-0-0
Max Horz 1=108(LC4)
Max Uplift 5�648(!_C 8), 1 =-851 (LC 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2�4286/2694, 2-3=-2340/1334, 3-4=-2362/1368, 4-5=-2319/1220
BOTCHORD 1-9�2658/4203, 7-9=-2658/4203, 6-7=-1052/2070, 5-6=-1047/2067
WEBS 2-9=0/267, 2-7�2046/1607, 3-7=-245/487, 4-7�166/378
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf,, h=24ft; 8=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.'
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live -load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
5=648, 1=851.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Miter P. Finn PE No.22639
MiTak USA, Inc. FL Gert 6634
6§04'Parke Eas , I Blvd. Tam . pa FL 33610
Date:
June 8,2018
G- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek(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 vedfy the applicability of design parameters and properly incorporate this design into the overall ME
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 MiTek'
fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandra, VA 22314. 6904 Parke East Blvd.
Tampa, FL 36610
Job
Tru a
Truss Type
Qly
Thiel Res.
J36062
A21
Roof Special
I
Job Reference (optional)
V
4
c�
o.zzu a may z4 zuits Nil I eK Inoustnes, Inc. Fri Jun 8 07:39:18 2018 Page I
6-8-4 ID:15v_oaxuPHUsRz5LSGfsyhz93ub-mEv9lGxFVpFqz[Ln9mrOcIHG7WCkOp4rz2ZMP3z8Pg7
11-11-2 16-4-4 1-4
6-8-4 i _0
5-2-14 4-5-2 2-1
46 3.24 112
2.08 F1_2
3
M = 1x4 11
4X4 � 4X8 =
IX4 11
Scale = 1:30.6
3X4 =
7
V
6
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/defi Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.56
Vert(LL) 0.27
9 >806 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BIC 0.74
Vert(CT) -0.30
7-9 >730 180
BCLL 0.0
Rep Stress Incr YES
WEI 0.74
Horz(CT) 0.06
5 n/a n1a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Weight: 77 lb FT=O%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied.
BOTCHORD 2x4 SP No.2 *Except*
BOTCHORD
Rigid ceiling directly applied.
1-8: 2x4 S P No. 1
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
REACTIONS. (lb/size) 5=999/0-8-0, 1=1029/1-0-0
Max Horz 1=103(LC4)
Max Uplift 5=-547(LC 5), 1=-729(LC 4)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 1-2�3287/2266, 2-3=-2000/1267, 34=-2009/1278, 4-5�1 755/1006
BOTCHORD 11-9�224813226, 7-9=-2248/3226, 6-7=-910/1598, 5-6=-888/1581
WEBS 2-7�1 39811149, 3-7=-1 89/384, 4-7= -321/448
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd.=132mph; TCDL=9.Opsf: BCDL=3.0psf:, h=24ft; B=45ft; L=24ft; eave=4ft: Cat.
11; Exp D; Encl., GCpi=0.18: MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed fore 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 at joint(s) except Ut=lb)
5=547,1=729.
7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord. I
Walter P. Finn PE No.22839
MiTek USA, Inc, FL Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
June 8,2018
,&WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev� 1010312015 BEFORE USE.
Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, 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 MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see xa ANSIfTPI1 Ctuality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Ale ndria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Thiel Res.
J36062
A22
Roof Special
1
1
T14251786
Job Reference (optional)
5-0-12
4x4 =
2.o8 F-2
o.zzu s may z4 zults Nil leK Inaustries, Inc. FriJun 807:39:182018 Pagel
ID:15v_oaxuPHUsRz5LSGfsyhz93ub-mEv?lGxFVpFqzlLngmrOclHDwWBCOxVrz2ZMP3z8Pg7
8-8-1 14-1-7
3-7-5 5-5-7
4X4
3
qxq —
3.24112
Scale = 1:22.8
3X4 =
11
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL. in
floc) I/defi Lid
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.25
TC 0.76
Vert(LL) 0.15
5-9 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.77
Vert(CT) -0.18
5-9 >954 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.20
Horz(CT) 0.03
4 n/a n/a
BCDL 10.0
Code FBC2017frP[2014
Matrix -AS
Weight: 50 lb FT = 0%
LUMBER-
BRACING-
TOPCHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD 2x4 SP No.2
BOTCHORD
Rigid ceiling directly applied.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) - 1=80111-0-0. 4=752/0-8-1
Max Horz 1 =77(LC 4)
Max Uplift 1=-566(LC 4), 4=-479(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-1890/1452, 2-3=-1320/902, 3-4=-1383/915
BOTCHORD 1-5�1393/18112,4-5=-79811267
WEBS 2-5=-636/662, 3-5=-29/260
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3!Opsf; h=24fl; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit 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 at joint(s) except at=lb)
1=566,4=479.
7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
VValter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634
604 Parke East Blvd. Tampa FL 33610
Data:
June 8,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with 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 Nil'
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 MiTek'
fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB.89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd.
Tampa, FL 36610
:1
Job
Truss
ype
QtY
Ply
Thiel Res.
J36062
A23
Roof Special Girder
17
T1 4251787
Job Reference (optional)
M
5-5-0
2.08 F12-
*.44V b lVidy 414 ZU 10 IVII I eK inausines, Inc. i--ri Jun 6 uf:�$V:19 2018 Page 1
ID:15v-oaxuPHUsRz5LSGfsyhz93ub-EQTNWcytG7NhaSwziUMF8FpR7wdq[RE-BilwxWz8Pg6
3-5-8
4X4 �
NAILED NAILED
13 2
3.24112
3X4 = 1 3X4 =
Scale = 1:16.3
1i
0-7-9
4-9-7
1
.- I � ___P0_1z_T.
3-0-14
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/defl Ud
PLATES
GRIP
TCLIL 30.0
Plate Grip DOL 1.25
TC 0.54
Vert(LL) 0.04
4-8 >999 240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.43
Vert(CT) -0.04
4-8 >999 180
BCLIL 0.0
Rep Stress Incr NO
WEI 0.04
Horz(CT) 0.01
3 n/a n/a
BCDIL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 28 to
FT = 0%
LUMBER-
BRACING-
TOPCHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc purfins.
BOTCHORD 2x4 SP No.2
WEBS tP
BOTCHORD
Rigid ceiling directly applied or 8-5-9 oc bracing.
2x4 No.3
REACTIONS. (Ibisize) 1 =535/1-0-0. 3=492/0-8-14
Max Horz 1 =47(LC 4)
Max Uplift I =-406(LC 5), 3=-322(LC 5)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 11-2�7118/509, 2-3�733/536
BOTCHORD 1-4=-452/664, 3-4=-460/664
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=O.l 8; MWFRS (directional); cantilever left and right exposed ; end �ertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 to uplift at joint(s) except Ot=lb)
1=406,3=322.
-10d (0.148"x3") or 2-112d (0.148"x3.25") toe -nails per INDS guidlines.
7) "NAILED" indicates 3 1
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 lncrease=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-2�90, 2-3=-90, 5-9=-20
Concentrated Loads (lb)
Vert: 2=-17(F) 4�27(F) 114�7(1`)
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Carl 6 ' 6 ' 34
6904 Parke East Blvd. Tampa FL 33610
Date:
AwARN,NG. Vadlyd-ignp....fers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mi7ek0connectom. This design is based only upon parameters shown, 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 ge'neral guidance regarding the MiTek'
fabrication. storage, delivery, erection and bracing of trusses and truss systems, see
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexan ANSI1TPI1 Quality Criteria, DS849 and BCS1 Building Component 6904 Parke East Blvd.
dria, VA 22314. Tampa, FIL 36610
June 8,2018
Job
S
Truss Type
Thiel Res.
I
J36062
�T
BOIG
Hip Girder
�Ply 1
T14251788
�
_.
Job Referencelootional)
u5b, 1-1. VielCe, r-L 54tl4b,
3-4-8
4x8 �
NAILED
2
8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:39:20 20 18 Page 1
ID:15v—oaxuPHUsRz5LSGfsyhz93ub-idlljyzVlQVXCcVAGBtUhSMgdK—oUuU8QM2TTyz8Pg5
5-5-8 8-10-0
2-1-0 3-4-8
Scale= 1: 16.5
Special
4x4
7
,r
6
2X4 =
�peciai
3-4-8
B-5-8
-1, 01
0' 4-8
Plate Offsets (X.Y)—
3-0-0
[2:0-5-0,0-2-01, [4:0-0-2.Edgel
3-0-0
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL.
in
(loc)
Ildefl
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.30
Vert(LL)
0.02
5-6
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25.
BC 0.38
Vert(CT)
-0.03
5-6
>999
180
BCLL 0.0
Rep Stress Incr NO
WEI 0.04
Hor7(CT)
0.01
4
n1a
file
BCDL 10.0
Code FBC2017frPI2014
Matrix -MS
Weight: 34 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP NO.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=558/0-4-0, 4=567/0-4-0
Max Horz 1 =52(LC 24)
Max Uplift I =-335(LC 8), 4=-346(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-772/491, 2-3=-669/500, 3-4=-790/61 0
BOTCHORD 1-6�368/649, 5-6�368/654, 4-5=-385/665
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 9-5-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) \Arind: ASCE 7-10; Vult=l 70mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end'vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all area&where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members. 1
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
1=335,4=346.
8) "NAILED" indicates 3-10d (0.148"xY) or 3-12d (0.148"x3.25") toe -nails per NDS guidlines.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 141 lb down and 296 lb up at
5-5-8 on top chord, and 57 lb down and 39 lb up at 3-4-8, and 57 lb down and 39 lb up 6t 5-4-12 on bottom chord. The
design/selection of such connection device(s) is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-90, 2-3=-90, 3-4=-90, 7-11 =-20
Concentrated Loads (lb)
Vert: 2=-23(F) 3�57fl 6=-37(F) 5=-37(F)
Walter P. Finn PE No.22839
MiTak USA, Inc. FL Cert 6634
664 Parke East Blvd. Tampa Fl. 33610
Cate:
June 8,2018
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTeloO connectors. This design is based only upon parameters shown, 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 M1,
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication. storage. delivery, erection and bracing oftrusses and truss systems, see ANSIfTPl1 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610
Truss Type
city
Ply
Thiel Res.
Truss
15
FLOOR
1
T1 4251789
3
_.FG
Job Reference (optional)
...... 0.44V b lVidy 4-+ ZU 10 IVII I eK inausines, Inc. t- n jun 6 U I ZU 15 Page 1
ID:15v_oaxuPHUsRz5LSGfsyhz93ub-Apb7xH-7okdOql4MquOjEgviQkEuD6JHf?n 1 OOz8Pg4
4-0-0 7-4-1 10-9-7 14-M
4-0-0 3-4-i 1 34-11 4-0-0
Scale = 1:24.5
10 11. 12 9 13 141 8 15 7 7X6 = 16 6
46 = Special Special 7x6 Special 4x8 Special Special Special 46
Special
I
LOADING (psf)
TCLL 40.0
TCDL 10.0
BCLL 0.0
BCDL 5.0
SPACING- 2-0-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Incr NO
Code FBC2017rrP[2014
CS1.
TC 0.88
BC 0.71
WEI 0.96
Matrix -MS
DEFL. in
Vert(LL) -0.32
Vert(CT) -0.44
i Horz(CT) 0.02
(loc) Well Ud
8 >528 360
8 >387 240
6 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 245 lb FT = 0%
LUMBER-
BRACING-
TOPCHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied or 3-11-6 oc purlins,
BOTCHORD 2x6 SP SS
except end verticals.
WEBS 2x4 SP No.3 *Except*
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
1-10,5-6:2x8 SP No.2,1-9,5-7:2x4 SP No.2
REACTIONS. (lb/size) 10=4376/Mechanir-al, 6=4004/mechanical
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-10=-2852/0,1-2=-11393/0,2-3=-14609/0,3-4=14609/0,4-5�11354/0,5-6=-2863/0
BOTCHORD 9-10=0/1537,8-9=0/11393, 7-8=0/11354,6-7=0/1458
WEBS 1-9=0/10182,2-9=-1167/0,2-8=0/3342,3-8=-307/0, 4-8=0/3382, 4-7=-1178/0,
5-7=0/10224
NOTES-
1) 3-plytruss to be connected togetherwith 10d (0.131"x3") nails asfollows:
Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-7-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Refer to girder(s) for truss to truss connections.
5) Recommend 2x6strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means. '
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 985 lb down at 1-0-14, 981 lb
down at 3-0-14, 978 lb down at 5-0-14, 974 lb down at 7-0-14, 971 lb down at 9-0-14, and 967 lb down at 11-0-15, and 964 lb
down at 13-0-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber lncrease=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-5=-100, 6-10=-10
Concentrated Loads (lb)
Vert: 7=-967(B) 11 =-985(B) 12=-981 (B) 13=-578(B) 14=-974(B) 15=-971 (B) 16=-964(B)
Walter P. Finn PE No.22839
Ii USA, Inc. FL Carl 6634
11904 Parke East Blvd. Tampa FL 33610
Date:
June 8,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE �AGEMJI.7473r,, 1010212015 BEFORE USE.
Design valid for use only with MiTekQ connectors. This design is based only upon parameters shown, 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 properly damage. For1general guidance regarding the MiTek*
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1rrPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Adexandria, VA 22314.
Tampa, FL 36610
Job
u5s
Truss Type
Qty
Thiel Res.
I
J36062
TFG22
�FLOOR
�ply
T14251790
3
G.Z4U b WRAY 44 ZU 10 IVII I eK inaustries, Inc. t-n jun d ut:JU:zz zu18 Page 1
3-8-9 �_J 1_2 12_,_3 ID:Ilv_oaxuPHUsRz5LSGfsyhz93ub-f?8W8d—IZ2]FRvfYOcvymtRt27ZeyczQtrXaYrz8Pg3
15-2-4 184-13 �2_1 -6
3-8-9 2_,_, 2_,_1 3-2-9 _8-,
Scale = 1:37.2
3x10 44 1X4 11 1X4 11 44 = 3X4 3x10 4x1O
14x10 2 3 4 5 6 7 8 9
118 3-8-9 1?! 1 16 15 14 13 12 1 1 3-8-9 10 1
3x4 11 5X16 3x4 =3x8 M 1 SSHS = 4x4 4x4 3x4 5X16 3X4 11
Special
3-
�_1:2
i ,l_g
i � 21--
9-83
-
2-9:1
12-5-
9-0-1
15.2-4
2-9-1
22-1-6
3-8-9
Plate Offsets (X.Y)—
[2:0-1-12,0-1-81, [8:0-1-12,0-1-81,
[10:0-2-0,0-2-141,
[11:0-7-12.0-3-01, [17:0-7-12.0-3-01,118:0-2-0.0-1-61
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in (loc)
I/defl
Ud
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC
0.82
Vert(LL)
-0.52 14-16
>495
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.00
BC
0.80
Vert(CT)
-0.71 14-16
>362
240
M18SHS
244/190
BCLL 0.0
Rep Stress Incr NO
WB
0.81
Horz(CT)
0.07 10
n/a
n1a
BCDL 5.0
Code FBC2017/TP]2014
Matrix -MS
Weight: 317 lb
FT = 0%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP 285OF 1.8E
WEBS 2x4 SP No.3 *Except* BOTCHORD
1-18,9-10:2x8 SP No.2,2-17,8-11: 2x6 SP No.2
1-17,9-11,2-16,8-12:2x4 SP No.1
REACTIONS. (lb/size) 18=4593/Mechanical, 10=1767/Mechanical
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-18=-4317/0.1-2=-12609/0,2-3=-13500/0,3-4�11734/0,4-5=11734/0,5-6=-11734/0,
6-8=-8617/0,8-9=-4681/0,9-10=-1687/0
BOTCHORD 17-18=0/540,16-17=0/12794,14-16=0/13500,13-14=0/11734,12-13=0/8617,
11-12=0/5441
WEBS 2-17=-406/96,1-17=0/12714,8-11=-1671/0,9-11=0/4716,2-16=0/749,3-.16=0/341,
3-14=-2608/0, 5-13=-673/0, 6-13=0/3794, 6-12=-1 274/0, 8-12=0/3369
Structural wood sheathing directly applied or 4-9-8 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Special connection required to distribute bottom chord loads equally between all plies.
2) 3-ply truss to be connected together with 1 Od (0.1 31"x3") nails as follows:
Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - I row at 0-7-6 oc.
Bottom chords connected as follows: 2x4 - 2 rows staggered at 0-4-0 oc.
Webs connected- as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc.
3) 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,
4) Unbalanced floor live loads have been considered for this design.
5) All plates are MT20 plates unless otherwise indicated.
6) Plates checked for a plus or minus 0 degree rotation about its center.
7) Refer to girder(s) for truss to truss connections.
8) Recommend 2x6strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3994 lb down at 3-8-7 on
bottom chord. The design/selection of such connection d6vice(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber lncrease=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-9�100, 10-18=-10
Concentrated Loads (lb)
Vert: 17�3994(B)
I& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE M11-7473 rev. 101031201S BEFORE USE.
Design valid for use only with MiTeks connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
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 ANSIfTP11 Quality Criteria, DSB-89 and SCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
VValter P. Finn PE No.22839
A�ffek USA, Iric. Fl. Gert 6634
4904 Parke East Blvd. Tampa FL 33610
Date:
Nil'
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
June 8,2018
Job
Us S
Truss Type
Q ty
Thiel Res.
J36062
TFG23
F LOOR
I
�Ply
T1 4251791
�
.
3
Job Reference (optional)
0.44U5lVldyZ'4ZUIOIVIIIeKinausines,inc. t-niun du(:3U:Z3ZU16 Paqel
3-8-9 3-3-11 1 2-10-3 1 2-10-3 1 2-10-3
ALL CONCENTRATED LOADS
MUST BE EQUALLY DISTRIBUTED
TO EACH PLY OF THE TRUSS.
4x10 3x12 4X4 W 11 IX4 11 3X4 = 4X4
1 2 .3 4 5 6 7
lie 3-8-9 17 16 15 14 13 12
3X4 11 5xl 6 3X8 M1 8SHS 4X4 4X4 44
Special 4x4 =
3-3-11 3-8-9
LOADING (pso SPACING- 2-0-0 CS1. DEFIL. in (loc) Well Ud
TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.59 14-16 >451 360
TCDL 10.0 Lumber DOL 1.00 BC, 0.87 Vert(CT) -0.80 14-16 >330 240
BCLL 0.0 Rep Stress Incr NO WEI 0.87 Horz(CT) 0.07 10 n/a n/a
BCDL 5.0 Code FBC2017rrP[2014 Matrix -MS
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP 285OF 1.8E
WEBS 2x4 SP No.3 *Except* BOTCHORD
1-18,9-10:2x8 SP No.2,2-17,8-11: 2x6 SP No.2
1-17,9-11: 2x4 SP No.1
REACTIONS. (lb/size) 18=4951/Mechanical, 10=1834/Mechanical
FORCES. (lb) -Max. Corri Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-18=4656/0,1-2�113639/0, 2-3=-14517/0,3-4�12546/0,4-5�12546/0, 5-7=-12546/0,
7-8=-9098/0, 8-9=-4903/0, 9-1 0�1 757/0
BOTCHORD 17-18=0/576, 16-17=0/1 3817, 14-16=0/1 4517, 13-14=0/1 2546, 12-13=0/bO98,
11-12=0/5707
WEBS 2-17=-386/131, 1-17=0/1 3761, 8-11 =-1 M4/0, 9-11 =0/4951, 2-16=0/740, 3-16=0/372,
3-14=-2858/0, 4-14=0/268, 5-13=-713/0, 7-13=0/4147, 7-12=-1 341/0, 8-12=0/3585
Scale = 1:38.0
3x12 010
8 A
ill 3-8-9 10 1
5xl 6 3X4 11
PLATES
GRIP
MT20
244/190
M18SHS
244/190
Weight: 323 lb
FT=O%
Structural wood sheathing directly applied or 3-10-14 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) NIA
2) 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, 2x4 - I row at 0-7-b oc.
Bottom chords connected as follows: 2x4 - 2 rows staggered at 0-4-0 oc.
Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - I row at 0-9-0 oc.
3) 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 (8), unless otherwise indicated.
4) Unbalanced floor live loads have been considered for this design.
5) All plates are MT20 plates unless otherwise indicated.
6) Plates checked for a plus or minus 0 degree rotation about its center.
7) Refer to girder(s) for truss to truss connections.
8) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 Do and fastened to each truss with 3-1 Od (0. 131 " X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4366 lb down at 3-8-9 on
bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plo
VValter P. Finn PE No.22839
Vert: 1-9=-100, 10-18=-10
MiTek USA, Inc. FL Cart 6634
Concentrated Loads (lb)
6904 Parke East Blvd. Tampa FL 33610
Vert: 17=-4366(F)
Date:
June 8,2018
,&WARNING. verify design parameters and READ NOrES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(D connectors. This design is based only upon parametirs 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 an d/or chord members only. Additional temporary and permanent bracing
is always required for stability and to
MiTek'
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 ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandriia, VA 22314.
6904 Parke East Blvd.
Tampa. FL 36610
Job
Type
36052 1 FL12
East Coast Truss, Ft. Pierce. FL - 34946,
0-3-6
i 1-3-0
C
5X5 3x3
1 2
I_. 1 IJobReferenre (optional) T1
8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:39:24 2018 Page 1
ID:[5v—oaxuPHUsRz5LSGfsyhz93ub-bOGGZJO?5f?zhDoxVlyQr]XKkxKKQeDjLzOhdjz8Pgi
0-7-3 0.7-12
Scal� = 1: 18.6
3x3 IX4 11
3 4 3X3
3X3 30 5X5
6 7 8
15 14 13 12 11 10 9
3X3 11 3X3 3x3 1X4 11 3X3 3X3 3X3 11
�-3
�&I 1 6-4-9 B-10-9 1-0-4
_6 1 4-7-3 2-6-0
Plate Offsets (X,Y)— [1:0-2-0,Edgel, [8:0-2-O.Edgel
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.36 Vert(LL) -0.03 11-12 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.47 Vert(CT) -0.05 11-12 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.31 Hor'z(CT) -0.01 8 n/a n/a
BCDL 5.0 Code FBC2017/TP[2014 Matrix-S Weight: 62 lb FT = O%F, O%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 8=542/0-7-8, 1=64210-2-13
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP C ' HORD 1-3=-493/0, 3-4=-1091/0, 4-5=-1091/0, 5-6=-1027/0, 6-8=-506/0
BOTCHORD 13-14=0/900, 12-13=0/1 091, 11-12=0/1 091, 10-11 =0/914
WEBS 8-1 0=0/653, 1-14=0/636, 6-1 0=-57410, 3-14=-573/0, 3-13=0/349
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) Provide mechan ical cofin ection (by others) of truss to bearin g plate at joint(s) 1.
4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss,with 3-1 Od (0.131 X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Can 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 8,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015BEFORE USE.
Design valid for use only with MiTekG) connectors. This design Is based only upon parameters shown, and is eor!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. A�ditional temporary and permanent bracing
Is always required for stablifity and to prevent collapse with possible personal Injury and property damage. For g ,
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see eneral guidance regarding the MiTek'
ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd.
Tampa, FL 36610
Job
'u S
Truss Type
Clty
Thiel Res.
J36062
FFL1s4`
�Floor
[ly
T1 42 51793
Job Reference (optional)
0-1-8
H 0-11-6 1-2-13 1-3-0
3x6 =
3x8 1X4 11 3X4 1X4 11 3x3 1X4 11
o.zzu s may z4 zuitj mi I eK Inousines, Inc. Fri Jun 8 07:39:25 2018 Page 1
ID:15v—oaxuPHUsRz5LSGfsyhz93ub-3aqemflesz8qlNN73kTfOW3WwLan9OqtadIE99z8Pgo
0 1' 8
Scale ll.22.5
3x3 1X4 11 3x4 1X4 11
M =
M =
2 1�
�Xo — JX?J � 3X6 = 3X6 = 3X6 = 3x8 = 3X6 =
Plate Offsets (X,Y)— [19:0-1-8,0-1-81, F20:0-1-8,0-1-81 i
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.27
Vert(LL) -0.16
15 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.78
Vert(CT) -0.22
15 >744 240
BCLL 0.0
Rep Stress Incr YES
WE 0.61
Horz(CT) 0.04
12 n/a n/a
BCDL 5.0
Code FBC2017rrPI2014
Matrix-S
Weight: 75 lb FT = O%F, O%E
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2(flat)
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SR No.2(flat)
except end verficals.
WEBS 2x4 SP No.3(flat)
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 18=708/1-0-0,12=732/0-7-4
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. i
TOPCHORD 1-1 8=-73610, 11-12�725/0, 1-2�1 098/0, 2-3�1 098/0, 3-4=-2392/0, 4-5�2392/0, 5-6=-2833/0,
6-7=-2833/0,
7-8=-2416/0,8-9=-2416/0, 9-10�1141/0, 10-11=-1141/0 1
BOTCHORD 17-18=01251, 16-17=0/1 839, 15-16=0/2712, 14-15=0/2724, 13-14=0/1 874
WEBS 11-13=0/1275,9-13=-880/0,9-14=0/652, 7-14�37010, 5-16=-385/0,3-16--0/664, 3-17�893/D, 1-17=0/1071
NOTES-
1) Plates checked for a plus or minus 0 degree rotation about its center.
2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
3) CAUTION, Do not erect truss backwards.
4) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cert 6634
6004 Parke East Blvd. Tampa FL 33610
Date:
June 8,20
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Ivn`ek0 connectors. This design Is based only upon parameters shown, and Is for'an individual building component, not
a tmss 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 gi�neral guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see
let ANSIrrPI1 Quality Criteria, DSB.89 and BCSI Building Component
Sa y Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. 6904 Parke East Blvd.
Tampa. FL 36610
Job
' a
Truss-tyrie
Qty-
Ply
Thiel Res.
J36062 JFLU1s6
�Floor
��Job
T1 4251794
ob Reference (optional)
0-M
F--i i 1-3-0
5x5 � 3X3
1 2
1�1
ts.zzu s may Z4 ZU1 U Mi I eX Industries, Inc. Fri Jun 8 07:39:26 2018 Page 1
ID:15v—oaxuPHUsRz5LSGfsyhz93ub-XmOO—?2GcGGhwXyJdS_uxicgjlzMuV3OoHVohcz8Pg?
1-1-15 0712
S.lr_'�V
= A.8
3x3 3x3 1X4 11. 1X4 11 3x3 3X3 3x3 = 5x5
3 4 5 a 7 8 in
18 17 16 15 14 13 12 11
3X3 4x4 3x3 3x3 3X3 3X3 4X4 3X3
"3- 1 �9�6 4-3-6 1 0-a-5 5 1 '_5
_3 2-6-0 JMI�0-71�4
Plate Offsets (X,Y)-- [1:0-2-0,Edgel, f10:0-2-02dael
LOADING (psfj
SPACING-
2-0-0
CS1.
DEFL.
in (loc)
I/defl
Ltd
PLATES GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC 0.33
Vert(LL)
-0.10 14-15
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.00
BC 0.63
Verl(CT)
-0.14 15
>999
240
BCLL 0.0
Rep Stress Incr
YES
WEI 0.48
Horz(CT)
-0.03 10
n/a
n/a
BCDL 5.0
Code FBC2017frP[2014
Matrix-S
Weight: 83 lb FT = O%F, O%E
LUMBER-
- I
BRACING-
' ZX4 or 140./kliat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SID No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 10=779/0-7-8, 1=779/0-2-13
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ,
TOPCHORD 1-3=-77910, 3-4=-1 788/0, 4-5=-2266/0, 5-6�2266/0, 6-7�2266/0, 7-8�1 78810, 8-1 O�779/0
BOTCHORD 16-17=0/1420,15-16=0/2129,14-15=0/2266, 13-14=0/2129, 12-13=011420
WEBS 10-12=0/1008, 1-17=011008,8-12=-898/0, 3-17=-898/0,8-13=0/512, 3-16=0/512,7-13=474/0,4-16=474/0,
7-14=-681396, 4-15=-68/396
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1.
4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0. 131 " X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
6) Warning: Additional permanent and stability bracing for truss system (not part of this com�onent design) Is always required.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Ce&6634
004 Parke East Blvd, Tampa FL 33610
Date:
June 8,201E
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCEPAGEMIJ.7473ra� 1010312015 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
is always required for stability and to prevent collapse with possible personal injury and property damage. For g6neral guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality, Criteria, DSB-89 and SCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd.
Tampa. FL 36610
Job
russ
Type
oty
Ply
Thiel Res.
F L18
�Truss
Floor
I
T1 4251795
Job eference (optional)
as 0as nuss' 'G.ea, U.ZZU S May Z4 ZU1 5 Nit I eK inclustries, Inc. Fri Jun 8 07:39:27 2018 Page 1
ID:[5v—oaxuPHUsRz5LSGfsyhz93ub-?zyOBL2uNaOyygXWA9V7TxgmA8DKdwrAIxELD2z8Pg_
I-M 1-0-5 1 2-0-1 P:L1_5d op
Scale: 3/8"=1'
4x6 4X4 3X4 = 1x4 11 3x3 3X3 3x3 3x4 3x3 = 6x6
1 2 3 4 5 6 7 a A in
22 21 20 19 18 17 16 15 14 13 12 11
3X3 4X6 5x5 3X6 11 3x6 11 3X6 11 3X3 3xS M18SHS FP = 4x6 3X3 11
3x3 3X4
7-4-13
r,2:,5 3 '.o.0 i 104 i Fl� '5 14-3.5 1,8-3.5 - 1rJ3
2-&0
0 40-2 9"
2., 12Z
Plate Offsets (X.Y)— rl:Edge-0-1-81. fl8:0-3-0.0-0-01
LOADING (psf) SPACING- 2-0-0. CS1. DEFL. in (loc) I/deff Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.27 17-18 >814 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.96 Verl(CT) -0.36 17-18 >593 240 M18SHS 244/1 90
BCLL 0.0 Rep Stress Incr YES WEI 0.64 Horz(CT) -0.01 10 n1a n/a
BCDL 5.0 Code FBC2017frPI2014 Matrix-S
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) TOP CHORD
BOTCHORD 2x4 SP No.2(flat) *Except*
14-22: 2x4 SP No.1 (flat) BOTCHORD
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 22=991/Mechanical, 10=991/0-3-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-22�98910,1-2�1007/0,2-3�2586/0,3-4�3677/0,4-5=3677/0,5-6=-3772/0,
6-7=-3334/0, 7-8=-2473/0, 8-10=-1022/0 1
BOTCHORD 20-21=0/1937,19-20=0/3232,18-19=0/3677,17-18=0/3677,15-17=0/3680,13-15=013032,
12-13=0/1875
WEBS 5-18=-493/114,1-21=0/1341, 2-21=-1293/0,2-20=0/880,10-12=0/1324,'6-12=-1 193/0,
8-13=0/831, 7-13=-778/0, 7-15=0/420, 6-15=481/0, 3-20=-877/0, 3-19=0/807.
5-17=-310/438, 6-17=-21/315
9
Weight: 106 lb FT = O%F, O%E
Structural wood sheathing directly applied or 5-8-7 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
2-2-0 oc bracing: 18-19.
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Refer to girder(s) for truss to truss connections.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-b-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
7) CAUTION, Do not erect truss backwards.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required
VValter P. Finn PE No.22839
MiTik USA, Inc. Fl. Carl 6634
004 Parke East Blvd. Tampa FL 33610
Date:
June 8,2018
A&WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must vedly 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 MiTek'
fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSffTPI1 QualltyZriterla, DSB.89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610
Job -----Truss
Type
Qty
Ply
Thiel Res.
I
J36062
FL18A
rs
Floor
T14251796
o.zzu s iviay Z4 ZU10 mi ieK inaustnes, Inc. i-n Jun 8 07:39:28 2018 Page I
ID:15v_oaxuPHUsRz5LSGfsyhz93ub-T9WnPh3W8uWPgq6iksOM08hx?YadMN8JGb—u[Uz8Pfz
1-3-0 10-11-14 2-0-1 001
Scale: 3/8"=I'
46 4X4 3X4 = 1x4 11 3X3 3X3 3x3 3X4 3X3 = 6X6
2 3 4 5 6 7 A
1
22 21 20 19 18 1 7 16 15 14 13 12 11
3X3 4X6 5X5 3x6 11 3x6 11 3X6 11 3X3 3x3 = 3x8 M 1 8SHS FP = 4X6 3X3 11
3x4
1-60 ')-o I- =14 �-88
16.8-8 �W
2�
2.6-1 _D
2_j 4
Mo
_0 2-6-0— _3
Plate Offsets (X.Y)— [1:Edqe,G-1-8l. F18-.0-3-0.0-0-01
LOADING (ps�
SPACING. 2-0-0
CS1.
DEFL.
in (loc) Udefl Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.66
Vert(LL) -0.26 17-18 >824 360
MT20 2441190
TCDL 10.0
Lumber DOL 1.00
BC 0.96
Vert(CT) -0.36 17-18 >599 240
M18SHS 244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.64
Horz(CT) -o.ol 10 n/a n/a
BCDL 5.0
Code FBC2017rrP]2014
Matrix-S
Weight: 106 lb FT = O%F, O%E
LUMBER. BRACING-
TOPCHORD 2x4 SP No.2(flat) TOP CHORD
Structural wood sheathing directly applied or 5-8-14 oc purlins,
E30T CHORD 2x4 SP No.2(flat) *Except*
except end verticals.
14-22: 2x4 SP No.1 (flat) BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.3(flat)
2-2-0 oc bracing: 18-19.
REACTIONS. (lb/size) - 22=988/Mechanical, 10=988/0-3-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-22�986/0, 1-2�11 00310, 2-3=-2574/0, 3-4=-3649/0, 4-5�364910, 5-6=3745/0,
6-7=-3316/0, 7-8=-2462/0, 8-10=-1018/0 1
BOTCHORD 20-21=0/1930,19-20=0/3218, 18-19=0/3649, 17-18=0/3649, 15-17=0/365,7,13-15=0/3018,
12-13=0/1868 1
WEBS 5-18=-500/114, 1-21=0/1335, 2-21=-1288/0, 2-20=0/875, 10-12=0/1319. 8-12=-1188/0,
8-13=0/826, 7-13=-773/0, 7-1 5=0/415, 6-1 5=-475/0,'3-20=-873/0' 3-19=0/�99,
5-17=-307/444, 6-17=-25/313 1
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Refer to girder(s) for truss to truss connections.
5) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
7) CAUTION, Do not erect truss backwards.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required
Walter P. Finn PE No.22839
MiTek USA, lfi&, FL Cart 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
June 8,2018
A WARNING - VerilydesIgn parameters andREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE.
Design valid for use onlywith 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 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 MiTek'
fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 21 8 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610
Job _�FL
Truss Type
Q ty
Ply
Th iel Res.
J36062
1S8 B
us ]Floor
T1 4251797
Job Reference (optional)
--- ----- ------ o.zzu a may zq zui it mi I eK Inclustnes, Inc. Fn Jun 8 07:39:29 2018 Page 1
ID:15v—oaxuPHUsRz5LSGfsyhz93ub-xL49cl48vBeGn—hu]aYbYME6rywx5pQSUFjSHxz8Pfy
1-3-0 0-11-7 1 2-0-1 OFI-P
Scale: 3/8"=I'
4X6 =
3X3 11
4X4 = 3X4 = IX4 11 3X3 = I 'A�q =
46 11 JX0 11 3X16 11 ;JX3 3x3 = 3x8 M 1 8S HS FP = 46 3X3 11
i 3x4 =
9
6-2-7 6-kJ
5 7-4-0
B-4-0 9-1-12
14-1-12 16-712 18-1 12 18-54
11M 21-1.
1-0-0 '0.9-12
2.6.0 1-6-0 o-3-6
Plate Offsets (X.Y)— [1:Edqe,0-1-81, rl8:0-3-0.0-0-01
1
LOADING (pso
SPACING-
2-0-0
CS1.
DEFL.
in (loc) I/defi Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC
0.66
Vert(LL)
-0.26 17-18 >831 360
MT20 244/190
TCDL 10.0
Lumber DOL
1.00
SC
0.95
Vert(CT)
-0.35 17-18 >605 240
M18SHS 244/190
BCLL 0.0
Rep Stress Incr
YES
WB
0.63
Horz(CT)
-0.01 10 n/a n/a
BCDL 5.0
Code FBC2017rrPI2014
Matrix-S
Weight: 106 lb FT = O%F, O%E
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2(flat)
TOP CHORD Structural wood sheathing directly applied or 5-9-4 oc purlins,
BOTCHORD 2x4 SP No.2(flat) *Except*
except end verticals.
14-22: 2x4 SP No.1 (flat)
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.3(flat)
2-2-0 oc bracing: 18-19.
REACTIONS. (lb/size) 22=984/Mechanical, 10=984/0-3-0 i
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. �
TOPCHORD 1-22=982/0, 1-2=-999/0, 2-3�2562/0, 34=-3622/0, 4-5=-3622/0, 5-6=-3719/0,
6-7=-3298/0, 7-8=2451/0,8-10�1014/0
BOTCHORD 20-21 =011 922, 19-20=0/3203, 18-19=0/3622, 17-18=0/3622, 15-17=0/3634, 13-15=0/3003,
12-13=0/1860
WEBS 5-18=-508/115, 1-21 =0/1 330, 2-21 =-I 283/0, 2-20=0/870, 10-12=0/1 314, 8712=-1 184/0,
8-13=0/821, 7-13=-769/0, 7-15=0/409, 6-1 5�468/0, 3-20�870/0, 3-19=0/791,
5-17=-304/450, 6-17=-29/31 1
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Refer to girder(s) for truss to truss connections.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0. 131 " X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7) CAUTION, Do not erect truss backwards.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required
Walter P, Finn PE No.22639
MiTak USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa Fl. 33610
Data:
June 8,2018
AwARN1NG - Verify design parameters and READ NOTES ON . TH IS AND INCLUDED MITEK REFERENCE PAGE M11.7473m, 101031201
5 BEFORE USE.
Design valid for use only with MrTekO connectors. This design is based only upon parameters shown. 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 MiTek'
fabrication, storage, delivery, erection and bracing oftrusses and truss systems. see ANSIfTP11 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd.
Tampa. FIL 36610
Job
Tru S
T.russ Type
ty
Q�__7T
Ply
:Fh iel Res.
J36062
FL18C
Floor
T1 4251798
"b Reference (optional)
8.22o s may Z4 2018 MITeK Industries, Inc. Fri Jun 8 07:39:30 2018 Page 1
ID:[5v—oaxuPHUsRz5LSGfsyhz93ub-QYdXqM5mgVm7P8G5sH3q5ZnHfMGEqG!cjvT?pNz8Pfx
1-3-0
2-0-1
5
op
Scale: 3/8"=I'
4X6
4X4
3x4
1X4 11
3x3
3X3
3X3
3X4 3x3 6x6
1
2
3
4
5
6
7
8 9 10
22 21
20
19
10 11 1
16
15 14 13
12 11
3X3 4x6
5x5
3x6 11
3X6 11
W
3x3 3xB M18SHS FP =
4x6 3x3 11
3x
3x4
0-0
-2
1
0: 9 1-3-1
1
11-71
14.1-0
18-1-0 10-4 8
-61
2��
2 2:1
_k -0, 1: _0
2-6-0
2-6-0
;0
1-M 0�m
Plate Offsets (X.Y)—
rl:Edge,0-1-81, [18:0-3-0,EdaE
LOADING (pso
SPACING-
2-0-0
CS1.
DEFIL.
in (loc) I/defi Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC 0.65
Vert(LI-)
-0.25 17-18 >840 360
MT20 244/190
TCDL 10.0
Lumber DOL
1.00
BC 0.95
Vert(CT)
-0.35 17-18 -612 240
M18SHS 244/190
BCLL 0.0
Rep Stress Incr
YES
WB 0.63
Horz(CT)
-0.01 10 n/a n/a
BCDL 5.0
Code FBC2017rrPI2014
Matrix-S
Weight: 105 lb FT = O%F, O%E
LUMBER- BRACING-
TOPCHORD 2x4 SP NO.2(flat) TOP CHORD
BOTCHORD 2x4 SP No.2(flat) *Except*
14-22: 2x4 SP No.1 (flat) BOTCHORD
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 22=981 /Mechanical, 10=981/0-3-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-22=-979/0,1-2=-996/0, 2-3=-2551/0, 3-4=-3594/0, 4-5=-359410, 5-6=-3692/0,
6-7=-3280/0, 7-8=-2440/0, 8-10=-1010/0 1
BOTCHORD 20-21=011914,19-20=0/3189,18-19=0/3594,17-18=0/3594,15-17=0/3611,13-15=012989,
12-13=0/1853
WEBS 5-18=-515/116,1-21=0/1325,2-21=-1278/0,2-20=0/864,10-12=011309,8-12=-Il79/0,
8-13=0/816, 7-13=-764/0, 7-15=0/404,6-15=-461/0, 3-20=-866/0,3-19=01784,
5-17=-301/457, 6-17=-33/309
Structural wood sheathing directly applied or 5-9-11 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing. Except:
2-2-0 oc bracing: 18-19.
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Refer to girder(s) for truss to truss connections.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0,131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7) CAUTION, Do not erect truss backwards.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required
ffilter P. Finn PE No.22839
MiTek USA Inc. Fl. C48634
6904 Parke`�.,t 8W. Irtirpa FL 33610
Data:
June 8,2018
,&WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekQD connectors. Th Is design is based only upon parameters shown, 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 MiTek'
fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIrTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandriia, VA 22314. Tampa, FL 36610
Job
Tru s
russ T
Truss Type
Qty
Ply
Thiel Res.
�36062
FL18D
T1 4251799
Job Reference (optional)
1-3-0
4x6 4x4
1 2
o.zzu a ivtayz4 zu-to NiiieK maustries, Inc. 1--nJun 8 07:39:31 2018 Page 1
ID:]Sv—oaxuPHUsRzSLSGfsyhzg3ub-ukBvli5ORpL�_OlrHP?a3enJSVmbXZjjyZCYLpz8Pfw
2-0-1 OFL-f
Scale = 1:31.7
3x4 1x4 11 3x3 3X3 3x3 3x4 3x3 = 6x6
3 4 5 6 7 8 In
ROME/&
"VIA
9
5x5 3X6 11 3x6 11 3)W
3X3 4x6 3x3 3x8 M1 SS HS FP 4X6
3X3 11
3X6 III
3X4
'o B-1-10 6- -1 1 LI-In! 2:04 1 j�'64 -0-4 16-6.4
Z�o�
11 - 2
1-16 2�2 2�1 1 o
01 6 2-6-0
_�Iate
Offsets (X,Y)— [J:Eqge 0--
__0-1-81. T18:0-3-0.
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL. in (loc) Ildefi L/d
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00'
TC 0.64
Vert(LL) -0.25 17-18 >849 360
MT20
244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.95
Vert(CT) -0.35 17-18 >61 8 240
M18SHS
244/190
BCLL 0.0
Rep Stress Incr YES
WEI 0.63
Horz(CT) -0.01 10 n/a n/a
BCDL 5.0
Code FBC2017rrP]2014
Matrix-S
Weight: 105 lb
FT = O%F, O%E
LUMBER-
NOG
C'N
TOPCHORD 2x4 SP No.2(flat)
TBORA
Structural -
T P CH Structural wood sheathing dir
TOAC' O;D od sheathing directly applied or 5-10-1 oc purlins,
BOTCHORD 2x4 SP No.2(flat) *Except*
rhC.Is
except end vefficals.
14-22: 2x4 SP No.1 (flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.3(flat) 2-2-0 oc bracing: 18-19.
REACTIONS. (lb/size) 22=977/Mechanical, 10=977/0-3-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-22�975/0, 1-2�991/0, 2-3=-2539/0, 3-4�3567/0, 4-5=-3567/0, 5-6=-3665/0,
6-7=-3261/0, 7-8=-242810, 8-1 0=-1 006/0 1
BOTCHORD 20-21 =0/1907,19-20=0/3175,18-19=0/3567,17-18=0/3567,15-17=0/3588,113-15=0/2974,
12-13=0/1845
WEBS 4-19=-250/0, 5-1 8=-524/117, 1-21 =0/1 319, 2-21 =-1 273/0, 2-20=0/859, 10-12=0/1 304,
8-12=-1 174/0, 8-13=0/81 1, 7-13=-759/0, 7-15=0/399, 6-1 5�454/0, 3-20=-863/0,
3-19=0/777, 5-17=-298/464, 6-17�38/307
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Refer to girder(s) for truss to truss connections.
5) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7) CAUTION, Do not erect truss backwards.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
Walter P. Finn PE No.22839
IOTA USA, Inc. FL Carl 13634
604 Parke East Blvd. Tampa Fl. 33610
Date:
June 8,20fl
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTeklD connectors. This design is based only upon parameters shown, 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 Vat
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 clarnage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd.
Tampa, FL 36610
a
Job
russ
Type
Qty
Ply
Thiel Res.
T
�Truss
T1 4251800
Lb
J36062
FL18E
Floor
1
1
Reference (optional)
1-3-0
4x6 4X4
1 2
22 21
3X3 46
mzzu s iviay,44;dUlti iviiieli inaustries, Inc. Fri Jun 5 07:39:32 2018 Page 1
ID:15v_oaxuPHUsRz5LSGfsyhzg3ub-MwIHE26lC60qeSPTzi5lA—seL9xr[AHvBDy6uFz8Pfv
2-0-1 opq
Scale 1:31.5
3X4 1X4 3x3 3x3 3x3 3X4 3x3 6x6
3 4 5 6 7 8 9 10
C5
20 19 is 1 71 16
5X5 3X6 3.6 11 3x3
3X6 11
7-2-12
15 14 13 12 11
3x3 = 3xB M 1 8SHS FP = 4x6 3X3
3X4
111's
LOADING (psf)
SPACING- 2-0;0
CS
DEFL.
in (loc) Uclefi Ud
PLATES
GRIP
TCLL 40.0
Plate Grip DOL I . 0.
TC'. 0.64
Vert(LL) -0.25
17-18 >858 360
MT20
244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.94
Vert(CT) -0.34
17-18 >624 240
M18SHS
244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.63
Horz(CT) -0.01
10 n1a n/a
BCDL 5.0
Code FBC2017/TPI2014
Matrix-S
Weight: 105 111
FT = O%F, O%E
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) TOPCHORD
Structural wood sheathing directly applied or 5-10-10 oc purlins,
BOTCHORD 2x4 SP No.2(flat) *Except*
except end verticals.
14-22: 2x4 SP No.1 (flat) BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing,
Except:
WEBS 2x4 SP No.3(flat)
2-2-0 oc bracing: 18-19.
REACTIONS. (lb/size) 22=974/Mechanical, 10=974/0-3-0
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 1-22=-972/0, 1-2=-987/0, 2-3=-2528/0, 3-4=-3539/0, 4-5=-3539/0, 5-6=-3639/0,
6-7�324310, 7-8�2417/0, 8-10�1002/0 1
BOTCHORD 20-21 =0/1 899, 19-20=0/3162, 18-19=0/3539, 17-18=0/3539, 15-17=0/356 5, 13-15=0/2960,
12-13=0/1838
WEBS 4-19=-254/015-18=-533/118,1-21=0/1314,2-21=-1268/0,2-20=0/854, IOL12=0/1298,
8-12=-1 169/0, 8-13=01806, 7-13=-755/0, 7-15=0/394, 6-1 5=-448/0, 3-202860/0,
3-19=0/771, 5-17�296/472, 6-17=-42/304
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise indicated. *
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Refer to girder(s) for truss to truss connections.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0. 131 " X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7) CAUTION, Do not erect truss backwards.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required
Walter P. Finn PE No.22839
MiTek USA, Inc, FL Cod 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 8,2018
,&WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev� 1610312015 BEFORE USE.
Design valid for use only with Mrreke connectors. This design Is based only upon parameters shown, 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 MiTek'
fabrication. storage, delivery, erection and bracing oftrusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
lob
S
Truss Type
Qty
Ply
Thiel Re .
S
J36062 7FLUIS9
�Floor
1
T1 4251801
Job Reference (optional)
1-3-0
4x6
4x4
2
ts.zzu S mayz4 Zulu MileX Industries, Inc. Fri Jun 8 07:39:33 2018 Page I
ID:15v oaxuPHUsRz5LSGfsyhz93ub-q7JgSO7fzQ8hGb f/ cXiCPoaZGglcl2PthfQiz8pfu
Q
1-0-12 2-0-1 OFL-P
Scale: 3/8"=l'
3X4 = IX4 11 3x3 3X3 3X3 3X4 3X3 = 6x6
3 4 5 6 7 a Q in
3X3 11 4x6 5x5 3X6 11 3X6 11 3X6 11 3x3 = —
3x3 = 3x8 M 1 8S HS FP 4x6 3x3 11
3X4
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Ildefl Lid
TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.27 17-18 >807 360
TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(CT) -0.37 17-18 >588 240
BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(CT) -0.01 10 n/a n/a
BCDL 5.0 Code FBC2017/TPI2014 Matrix-S
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) TOP CHORD
BOTCHORD 2x4 SP No.2(flat) *Except*
14-22: 2x4 S P No. 1 (flat) BOTCHORD
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 22=995/Mechaniral, 10=995/0-3-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-22=-993/011-2�1 011/0, 2-3�2597/0, 3-4�3705/0, 4-5=-3705/0, 5-6=-379910,
6-7=-335210, 7-8=-2484/0,8-10=-1026/0
BOTCHORD 20-21 =0/1 945,19-20=0/3246, 18-19=013705, 17-18=0/3705, 15-17=0/3703, 13-15=0/3047,
12-13=0/1883
WEBS 5-18�487/113, 1-21 =0/1 346, 2-21 �11 298/0, 2-20=0/885, 10-12=0/1 330, 8-12=-1 198/0,
8-13=01836, 7-13�783/0, 7-15=0/425, 6-15=-488/0, 3-20=-880/0, 3-19=0/816,
5-17=-313/432, 6-17=-1 6/317
PLATES
GRIP
MT20
244/190
M18SHS
244/190
Weight: 107 lb
FT = O%F, O%E
Structural wood sheathing directly applied or 5-8-1 oc puffins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
2-2-0 oc bracing: 18-19.
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Refer to girder(s) for truss to truss connections.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0. 131 11 X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7) CAUTION, Do not erect truss backwards.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
June 8,2018
WARNING -Verify design parameters and READ NOTES ONTHIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev, 1010312015 BEFORE USE.
Design valid for use only with MiTeks connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability 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 MiTek'
fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality CrIterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. . Tampa, FL 36610
I
Job
S
Qty
Ply
Thiel Re 5
J36062
TF'Luls9A
�F . [oar
1
1
T1 4251802
�
I
-
_.
Job Reference (optional)
0-1-8
H 1 0-11-5 1-4-9 1-3-0
0.44U b Mdy 4q Z.0 10 ivii i eK inausines, Inc. t-n Jun It$ U(:39:34 2018 Page 1
1 D:]5v_oaxuPHUsRz5LSGfsyhz93ub-lJt2fk8HkkGYtlZs577mFPxzszcLmODBeXRDy8z8Pft
0 8
Acale: 318"=l'
46
46
3x8 1X4 11 3X6
1X4 11
3X4 1x4 11
3x3 1X41 11 3X3
1X4 11
3X4 1X4 11
3x6 1X4 11
1X4
1 2 3
4
5 6
7 8 9
10
11 12
13 14
15
t3
-
-
-
29
at
A
I 1
26
25
24 23
22
21
20 19 18
17
3x8 48
3X8
3X4 5X6 11
5X6 11
5X5
3xS M18SHS FP =
4x8
3x3
3X4 3X8
1 9-0-14
19-0-14
Plate Offsets (X,Y)— fl:Edae.0-1-81.
1`15:0-1 -8. Edge],
[21:0-2-8,Edgel,
[28:0-1-8.0-1-81, [29:0-1-8.0-0-81
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL. in
(loc) I/def] L/d
PLATES
GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC 0.70
Vert(LL) -0.51
22 >445 360
MT20
244/190
TCDL 10.0
Lumber DOL
1.00
BC 1.00
Verl(CT) -0.70
22 >324 240
M18SHS
244/190
BCLL 0.0
Rep Stress Incr
YES
WB 0.85
Horz(CT) 0.08
16 n1a n/a
BCDL 5.0
Code FBC2017rrPI2014
Matrix-S
Weight: 111 lb
FT = O%F, O%E
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2(flat)
TOP CHORD
Structural wood sheathing directly applied or 3-8-15
oc puffins,
BOTCHORD 2x4 SP No.1(flat) *Except*
except end verticals.
20-24: 2x4 SP No.2(flat)
WEBS � A 0. 11 1 . I
BOTCHORD
Rigid ceiling directly applied or 1-4-12 oc bracing.
x a. k a,
REACTIONS. (lb/size) 16=1025/0-3-8,27=1001/1-0-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-27=-1049/0,15-16=-1024/0,1-2=�-1587/0,2-3=-1587/0,3-4=-3803/0,4-5=-3803/0,
5-6=-5312/0, 6-7�531210, 7-8=-589810, 8-9�5898/0, 9-1 0=-5268/0, 10-1 =-5268/0,
11-12=-3718/0,12-13=-3718/0,13-14=-1584/0, 14-15=-1584/0
BOTCHORD 26-27=0/357, 25-26=0/2860, 23-25=014649, 22-23=015745, 21-22=0/5723, 18-21 =0/4583,
17-18=0/2751
WEBS 15-17=0/1 791, 13-17�1 402/0, 13-18=0/1 163, 11-18=-1 039/0, 5-25�1 016/0,
3-25=0/1 134, 3-26=-1 488/0, 1-26=0/1 557, 5-23=0/780, 7-23=-509/0, 9-21—_'_535/0,
11-21 =0/805
NOTES-
1) All plates are MT20 plates unless otherwise indicated.
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) Required 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with13-10d (0.131" X 3") nails. Strongbacksto
be attached to walls at their outer ends or restrained by other means.
4) CAUTION, Do not erect truss backwards.
5) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
VValter P. Fifin PE No.22839
MiTak USA, Inc. FL Cerlt8634
6904 Parke East Blvd. Tampa FL 3*0
Date:
June 8,201E
,&WARNING - V-dfydsig. parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an indiAdual building component, not
Bet
a truss system. Before use, the building designer must verfy the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing
MiTek*
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTP11 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
uss
Truss Type
Qty
Thiel Res.
J36062
FL21 ]!F�r
..
1
�Ply
1
Tl 4251803
_iJ
ob Reference (optional)
0-3-6
H 1 1-3-0
ill
U."" a IAay z4 zultj mi I eK industries, inc..Fn Jun 8 07:39:35 2018 Pagel
ID:15v—oaxuPHUsRz5LSGfsyhz93ub-mVRQt49vVl OPVv82ere?odU8LNOQVVVfLtBAmUaz8F'fs
i 1-0-14 1 2-0-1 1 1-1-13
6x6 � 3x3 44 3x3 3X3 1 3X3 lx4 11 3X4 4X4 3x3 � 6x6
1 2 3 4 5 1 6 7 8 9 in 11
9-7-12,
Ea�le— 1:33.7
4-3& L-9& 9-3.6 10-15-12
0.1 91
oi3l I � . 2.,.0
12-7-5
1 5-13 12-5-13 15 O�2 19TQ.�2
—
is
19-7-14
"
-,7.111
_0 2-6-0 1- _0_0 0
2-6 1-0-0 1 _ 3 2-6-0 T
1
Plate Offsets (X,Y)— It 7:0-3-0, Edge], [20:0.1-12.Edgel
0-0-1
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/defl Ud
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00.
TC 0.65
Vert(LL) -0.28 18-19 >792 360
MT20
244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.76
1 Verl(CT) -0.38 18-19 >576 240
BCLL 0.0
Rep Stress Incr YES
WB 0.65
Horz(CT) -0.07 11 n/a n/a
BCDL 5.0
Code FBC2017/TPI2014
Matrix-S
Weight: 116 lb
FT = O%F, O%E
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc
purlins,
BOTCHORD 2x4 S P No. I (flat) *Except* except end verticals.
12-16: 2x4 SP No.2(flat) E30T CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 1=1016/0-2-13,11=1016/0-7-8
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-3=-1052/0, 34=-2550/0, 4-5=3667/0; 5-6=4035/0, 6-7�3865/0, 7-8=-3865/0,
8-9=-260610, 9-11 =-1 050/0
BOTCHORD 21-22=0/1 929, 20-21 =0/3224, 19-20=0/3996, 18-19=0/3865, 17-18=0/3865�. 15-17=0/3326,
13-15=011 945 1
WEBS 6-18=-518/51, 1-22=0/1 364, 3-22�1 22710, 3-21 =0/863, 4-21 =-936/0, 4-20j70/602'
11-13=011361, 9-13=-1251/0,5-19=-75/265, 6-19=-272/497,8-17=0/894,s-115=-978/0,
5-20=-447/0, 9-15=0/897
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1.
4) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means. 1
5) Gap between inside of top chord bearing and first diago'nal or ver�cal web shall not exceed 0.500in.
6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
VValter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
604 Parke East Blvd. Tampa FL 33610
Date:
June 8,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mrrek(ll) connectors. This 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 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 MiTek'
falnication, 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 Inslitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
S
Truss Type
Qly
Ply
Thiel Res.
J36062
�FL2S2
�Floor
T1 4251804
—Job
Re rence (optional)
0-3-8
H i 1-3-0
6X6 = 3x3 4X6
1 2 3 4
I -�l
G.ZZU 5 May 44 ZU Id No I eK inausines, Inc. i--n Jun 8 07:39:37 2018 Page 1
ID:15v—oaxuPHUsRz5LSGfsyhz93ub-!uYAlnIA91fe7kDlRmFhTt2ZP7AfnzMEeKVftZTz8Pfq
2-0-1 7&A- 0?4
Scale = 1:38.5
i 3X3 =
3X4 3X3 3X3 3X3 M FP = 3x4 4x4 3x3 = 6x6
5 6 7 8 9 10 11 1 � I � I I
27 26 25 24 23 22 21 20 19 18 17 16 15
3X3 11 5X6 4x4l = I
3x8N118SHSFP 3x6 3x6 11 5x8 4x4 4X6 = 3X3 11
5X8 = 3X6 11 3X6 11
6
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) Well Lid
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.96
Vert(LL) -0.43 21 >600 360
MT20
244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.89
Vert(CT) -0.59 21 >437 240
M18SHS
244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.90
Horz(CT) -0.09 14 n/a n/a
BCDL 5.0
Code FBC2017rrPI2014
Matrix-S
Weight: 128 lb
FT = O%F, O%E
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
1-10: 2x4 SP 285OF 1.8E(flat) except end verticals.
BOTCHORD 2x4 SP No. 1 (flat) *Except* BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
18-24: 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 1=1185/0-2-15,14=1189/0-3-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-1452/0, 4-5=-3384/0. 5-6=-4785/0, 6-7=-5442/0, 7-8=-5541/0, 8-9�538 1/0,
9-11=-4622/0, 11-12=-3103/0,12-14=-1252/0
BOTCHORD 25-26=0/2679, 24-25=0/4170, 22-24=0/5248, 21-22=0/5541, 20-21=015541,119-20=0/5541,
18-19=0/5120,17-18=0/3980,16-17=0/2301
WEBS 7-21=-406/370,8-20=-360/501, 2-26=011890. 4-26�1707/0,4-25=0/980,5-25=-1091/0,
5-24=0/836,14-16=0/1624,12-16=-1466/0,12-17=0/1115,11-17=-1217/0,11-18=0/874,
6-22=0/474, 6-24�628/0. 7-22�636/298, B-19=-770/227, 9-19=0/544, 9-18=-675/0
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0. 131 X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
VValter F. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
June 8,201
'A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEM11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekaD connectors. This design Is based only upon parameters shown, 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 MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd.
Tampa. FL 36610
'u Truss Type Qty Ply Thiel Res. T14251805
Job F rL2s2sA 1
J36062 Floor Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 a May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:39:38 2018 Page I
ID:15v—oaxuPHUsRz5LSGfsyhz93ub-B46ZV6Bnoyrr�_MNtdKzCiQF6awa?5ipXnZ9PQ5vz8Pfp
0-3-8
1-3-0 R:L911 91-1-1 ?:L-A
Scale = 1:38.4
6x6 3x3 4X6
1 2 3 4
MRS:
3X4 3x3 34 3x3 W = 3x6 FP = 3x4 44 3x3 =6x6
5 6 7 8 9 10 11 12 13 14
27 26 25 24 23 22 21
3x3 11 5X6 4X4 3x8 M18SHS FP = 3X6
5X8 = 3X6 11
20 19 18 17 16 15
3X6 11 5x8 4X4 46 = 3X3 11
3X6 11
2
9
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.95
Vert(LL) -0.43
21 >605 360
MT20 2441190
TCDL 10.0
Lumber DOL 1.00
BC 0.89
Vert(CT) -0.59
21 >440 240
M18SHS 244/190
BCLL 0.0
Rep Stress Incr YES
we 0.90
Horz(CT) -0.09
14 n/a n/a
BCDL 5.0
Code FBC2017rrPI2014
Matrix-S
Weight: 127 lb FT = O%F, O%E
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) *Except* TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins,
1-10: 2x4 SP 285OF 1.8E(flat)
except end verticals.
BOTCHORD 2x4 SP No.l(flat) *Except* BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
18-24: 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/sIze) 1=1182/0-2-15, 14=1186/0-3-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-4�1447/0, 4-5=-3371/0, 5-6=-4764/0, 6-7=-5415/0, 7-8�5508/0, 8-9=-535610,
9-11=-4603/0,11-12=-3092/0,12-14=-1248/0
BOTCHORD 25-26=0/2670, 24-25=0/4154, 22-24=0/5223, 21-22=0/5508, 20-21=0/5508, 19-20=0/5508,
18-19=0/5096,17-18=0/3965,16-17=012294
WEBS 7-21 =-414/377, 8-20=-368/510, 2-26=0/1 884, 4-26=-1 701/0, 4-25=0/975, 5-25�1 08610,
5-24=0/830,14-16=0/1619,12-16=-1461/0,12-17=0/1110, 11-17=-1212/0,11-18=0/868,
6-24=-622/0, 6-22=0/474. 7-22=-636/307, 8-19�772/235, 9-19=0/543, 9-18=-669/0
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1.
5) Recommend 2x6strongbacks, an edge, spaced at 10-0-0 oc and fastened to each truss'with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cert 66 ' 34
004 Parke East Blvd. Tampa Fl. 33610
Date:
June 8,2018
'A WARNING - Verify design parameters and READ NOTES ON 3'HIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 re� 1010312015 BEFORE USE.
Design valid for use only with WOO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
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
MiTek*
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 ANSIITPI1 Quality Criteria, DSB.89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, AJaxandda, VA 22314.
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Thiel Res.
J36062
FL22B
Floor
1
1
TI 4251806
Inn Reference (optional)
0-3-8
H i 1-3-0
6x6 = 3x3
1 2 3
P1
46
4
O.ZZU 5 IVIUY Iff ZU 10 IVII I eK inausines, Inc. i-n jun u ut:;3v:3u zula Page 1
ID:15v_oaxuPHUsRz5LSGfsyhzg3ub-fHgxjRCQZGur—WSptgjxyTelj_LPRHqxopLdLz8Pfo
2-D-1 0�4
Scale = 1:38.3
3x4 3x3 3x3 3x3 3x3 = 3x6 FP = 3x4 4x4 3x3 = 6x6
5 6 7 8 9 10 11 17 11% 1A
27 26 25 24 23 22 21 20 19 18 17 16 15
3X3 11 5X6 4X4 3xS M18SHS FP 3x6 11 3X6 11 5xB 4X4 4X6 = 3X3 11
5x8 = 3X6 11 3X6 11
0 1 V9
4-3-8
9:62�
-o- _0�
1�,�
8
2c)-l-8
71-7-R91.1`1-0
0�31
0
5_ 0
0_0 0.0
.0
2-6-0
1-6-0 013j8
Plate Offsets (X.Y)—
[20:0-3-0.0-0-01
1
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/defl
Ud
PLATES
GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC
0.95
Vert(LL)
-0.42
21
>61 0
360
MT20
244/190
TCDL 10.0
Lumber DOL
1.00
BC
0.88
1 Vert(CT)
-0.58
21
>444
240
M18SHS
244/190
BCL� 0.0
Rep Stress Incr
YES
WB
0.89
Horz(CT)
-0.09
14
n/a
n/a
BCDL 5.0
Code FBC20171TPI2014
Matrix-S
Weight: 127 lb FT = O%F, O%E
LUMBER- BRACING-
TOPCHORD 2x4 SP NO.2(fiat) *Except* TOP CHORD
1-10: 2x4 SO 285OF 1.8E(flat)
BOTCHORD 2x4 SP No. I (flat) *Except* BOTCHORD
18-24: 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 1=1178/0-2-15,14=118210-3-0
FORCES. (lb) -Max. Comp.lMax. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-4=-1442/0, 4-5=-3359/0, 5-6�4743/0,6-7=5389/0, 7-8=-5475/0,8-9=-5331/0,
9-11=-4583/0,11-12=-3081/0,12-14=-1244/0 I
BOTCHORD 25-26=0/2661, 24-25=0/4138, 22-24=0/5198, 21-22=0/5475, 20-21 =0/5475, 19-20=0/5475,
18-19=0/5073, 17-18=0/3949, 16-17=0?2286 1
WEBS 7-21 =-424/386, 8-20=-376/518, 2-26=0/1 877, 4-26�1 696/0, 4-25=01971, 5-25�1 081 /0'
5-24=0/824, 14-16=0/1 613, 12-16�1 456/0, 12-17=0/1 105, 111-17=-1 206/0,111-18=0/862,
6-24=-617/0, 6-22=0/474, 7-22=-638/316, 8-19=-775/245, 9-19=01543, 9-18=-664/0
Structural wood sheathing directly applied or 2-2-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1.
5) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails,
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 8634
6904 Parke East Blvd, Tampa Fl. 33610
Date:
June 8,2018
AwARiviNo. Verifyd..Ignp.rarnefens and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEM11.7473rv. 1010312015 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 ln�orporate 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 MiTek*
fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIITP11 Quality Criteria, DSB.89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd.
Tampa, FL 36610
Job
Type
Thiel Res.
36062 1 FL22C
East Coast Truss, Ft. Pierce, FL - 34946,
0-3-8
H i 1-3-0
6x6 = 3x3 46
1 2 3 4
2WX
11 01 IN
1 1 �Job Reference (optional) T1 4251807
8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:39:40 2018 Page I
ID:15v_oaxuPHUsRz5LSGfsyhzg3ub-7TEJwnC2JaOicglOROEAVgBwWOhiAk74OTuXAoz8Pfn
00:14 1 2-0-1 Of4
Scale 1:38.2
3X4 3x3 3x3 3x3 3x3 3x6 FP 3x4 44 3x3 6x6
5 6 7 8 9 10 11 12 13 14
27 26 25 24 23 22 21 20 19 18 17 16 15
3X3 5X6 4x4 3x8 M18SHS FP 3x6 11 3X6 11 5x8 4X4 46 = 3x3
5x8 3x6 3x6 11
10-11-11 12.6-12
1:63-68 1-8 1-.12t.'.1 15,0-12 1Z1t512 2,0-0:612 11 12 Ll 1 4
_E_6 i
2_ '�l
F5
!:N 0
Of! 11-.6-1 1 -
Plate Offsets (X.Y)— [20:0-3-0 0-0-01 1
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud
TCLL 40.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) -0.42 21 >614 360
TCDL 10.0 Lumber DOL 1.00' BC 0.88 Vert(CT) -0.58 21 >447 240
BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) -0.09 14 n/a n/a
BCDL 5.0 Code FBC2017rrPI2014 Matrix-S
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) *Except* TOPCHORD
1-10: 2x4 SP 285OF 1.8E(flat)
BOTCHORD 2x4 S P No. 1 (flat) *Except* BOTCHORD
18-24: 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
REACTIONS. (IbIsize) 1=1 17510-2-15,14=1 179/0-3-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-1 437/0, 4-5=-3347/0, 5-6=-472310, 6-7=-5362/0, 7-8=-5442/0, 8-9=-530510,
9-11=-456410,11-12=-307010,12-14=-1240/0
BOTCHORD 25-26=0/2652, 24-25=0/4122, 22-24=0/5173, 21-22=0/5442, 20-21=0/5442,19-20=0/5442,
18-19=0/5050,17-18=0/3934,16-17=0/2279
WEBS 7-21 =-434/395, 8-20=-385/528, 2-26=011 871, 4-26�1 690/0, 4-25=0/966, 5-25=-1 076/0,
5-24=01818,14-16=0/1608,12-16=-1451/0,12-17=0/1100, 11-17=-1201/0,111-18=0/856,
6-24=-611/0, 6-22=-0/475, 7-22=-640/327, B-19=-779/255, 9-19=0/543, 9-18�659/0
PLATES
GRIP
MT20
244/190
M18SHS
244/190
Weight: 127 lb
FT = O%F. O%E
Structural wood sheathing directly applied or 2-2-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131 " X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
Walter P. Finn PE No.22839
MJT,e.k USA, Inc. FL Cart 6634
690,4 Parke East Blvd. Tampa FL 33610
Data:
June 8,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010212015 BEFORE USE.
Design valid for use only with Mire k0 connectors. This design is based only upon parameters shown, 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 andfor chord members only. Additional temporary and permanent bracing
is always required for to
MiTek'
stability and prevent collapse with possible personal Injury and property damage. For go�eral guidance regarding the
fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Thiel Res.
J36062
FL22D
Floor
I
�Ply
T14251808
Job Reference (optional)
0-3-8
H ! 1-3-0
rl-1-010011.,
4X6
4
27 26 25
3X3 11 5X6 4X4
o.zzv s iviay.&,; zwo PAiieK inaUSInes, Inc. Fn Jun 8 07:39:4Z 2018 Page 1
ID:[5v—OaxuPHUsRz5LSGfsyhzg3ub-3rM3LTEIrBHQr�_AOZpGea5GG38NFeefNUnNeEgz8Pfl
3X4 3x3 3X3 3X3 3x3 = 3x6 FP = 3x4
5 6 7 8 9 10 11
-24 23 22 21
3X8 M18SHS FP M 11
5x8 = 3x6 11
20 19 18 17
3 1 —
X6 1 5X8 — 4x4
34
12-6-0
.5 111.11.5 . .
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud
TCLL 40.0 Plate Grip DOL 1.00 TC 0.94 Vert(LL) -0.41 21 >619 360
TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(CT) -0.57 21 >450 240
BCLL 0.0 Rep Stress Incr YES WE 0.89, Horz(CT) -0.09 14 n/a n/a
BCDL 5.0 Code FBC2017rrPI2014 Matrix-S
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) *Except* TOP CHORD
1-10: 2x4 SP 2850F 1.8E(flat)
BOTCHORD 2x4 SP No.1(fiat) *Except* BOTCHORD
18-24: 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 1=1171/0-2-15,14=117610-3-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-143310, 4-5=-3334/0, 5-6�4702/0, 6-7�5335/0, 7-8�5409/0, 8-9=-5280/0,
9-1 1=-4544/0,11-12=-3059/0,12-14=-1236/0 I
BOTCHORD 25-26=0/2643, 24-25=0/4105, 22-24=0/5149. 21-22=015409, 20-21=015409� 19-20=0/5409.
18-19=0/5027,17-18=0/3919,16-17=0/2271
WEBS 7-21 =-445/406, 8-20=-395/538, 2-26=0/1 865, 4-26�1 68410, 4-25=01961, 5-25=-1 070/0,
5-24=0/811, 14-16=0/1603,12-16�1446/0,12-17=0/109!5,11-17=-1195/0,,�i-i8=0/850,
1
6-24=-606/0, 6-22=-4/475, 7-22=-644/338, 8-19=-784/265, 9-19=01544, 9-18=-654/0
1 IT Scale = 1:38.1
4X4 3x3 = Sx6
12 13 14
9
16 15
4x6 = 3X3
PLATES
GRIP
MT20
244/190
M18SHS
244/190
Weight: 126 lb
FT = O%F, O%E
Structural wood sheathing directly applied or 2-2-0 oc purlins,
except end verlicals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 Plates ulinless otherwise indicated.'
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0. 131 " X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
VValter P. Finn PE No.22839
MiTek USA, Inc. FL Cod 6634
6904 Farke East Blvd. Tampa FL 33610
Date:
June 8,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek4l) connectors. This design is based only upon parameters shown, 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 In6orporate 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 gen�ral guidance regarding the MiTek'
fabrication. storage, delivery, erection and bracing oftrusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 218 N. Cee Street, Suite 312, AJexandda, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Thiel Res.
t
T14251809
�
J36062
FL22E
Floor
1
Job Reference (ootional)
.... ...... rt. riv—,
0-3-8
H 1 1-3-0
6x6 = 3x3 4X6
1 2 3 4
25 It IMS0.0 11% +0
Q14 "" N
U.ZZU S May Z4 ZU18 MiTek Industries, Inc. Fri Jun 8 07:39:43 2018 Page 1
ID:15v—oaxuPHUSRzSLSGfsyhz93ub-X2wSYpFwcVPHT8la6Wot7JpRrbjZN5yWjR6Bn7z8Pfk
0"' 1 2-0-1 *V 011-f
Scale = 1:38.0
3X4 3x3 3x3
5 6 7
4X4 3x3 = 3x6 FP = 3x4 4x4 3x3 = 6x6
8 9 10 11 12 13 14
27 26 25 24 23 22 21 1 20 19 is 17 16 15
3X3 11 5X6 4X4 3x8 M1 8SHS FP 3X6 11 3X6 11 5x8 4X4 46 = 3x3 11
5X8 3X6 3X6 11
n i-A 1_ �10-10-14 ..12-5.4
0234 1
2-6-0 1
2.6-0
2-6-0 0-7- 6 1 1-0.0
1 , ,
1-0-0 (5.&5'
'
2-6.0
t —
to
Plate Offsets (X,Y)—
r8:0-1-8,EdqeI. [20:0-3-0.0-0-01
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in
(loc)
I/defl L/d
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.94
Vert(LL)
-0.41
21
>624 360
MT20
244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.87
Vert(CT)
-0.56
21
>454 240
M18SHS
244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.88
Horz(CT)
-0.08
14
n/a n1a
BCDL 5.0
Code FBC2017rrP[2014
Matrix-S
Weight: 126 lb
FT = O%F, O%E
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
1-10: 2x4 SP 285OF 1.8E(flat) except end verticals.
BOTCHORD 2x4 SP No. 1 (flat) *Except* BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
18-24: 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
1=1 16810-2-15,14=1172/0-3-0
REACTIONS. (lb/size)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-4=-1428/0, 4-5=-3322/0, 6-6=-4681/0, 6-7=-5308/0, 7-8=-5376/0, 8-9=-52.55/0,
9-1 1=-4525/0,11-12=-3048/0,12-14=-1232/0
BOTCHORD 25-26=0/2634, 24-25=0/4089, 22-24=0/5124, 21-22=0/5376, 20-21=0/5376� 19-20=0/5376,
18-19=0/5004,17-18=0/3904,16-17=0/2264 11
WEBS 7-21 =-458/415, 8-20=-406/549, 2-26=0/1 858, 4-26�1 678/0, 4-25=0/956, 5-25=-1 065/0,
5-24=0/805,14-16=0/1598,12-16�1442/0,12-17=0/1090,11-17=-1189/0, 11-18=0/844,
6-24=-60010, 6-22=-8/476, 7-22�648/351, 8-19=-790/277, 9-19=0/544, 9-1 8=-649/0
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0. 131 X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
Walter P. Finn PE No.22839
MiTek USA, Inc. F1 Carl 6634
604 Parke East Blvd. Tampa Fl. 336 . 10
Data:
J u ne 8,201
,&WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekQD connectors. This design is based only upon parameters shown, 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 Sol'
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 MiTek'
fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB.89 and Boat Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd.
Tampa, FL 36610
Job
'Lu2ss'
Truss Type
Qty
Ply
Thiel Res.
J36062
TF
�!`Joor
TI
Lb
Reference (optional)
?j.zzu s may z4 zuit5 mi I eK inoustnes, Inc. Frijun 807:39:442018 Pagel
ID:]5v_oaxuPHUsRz5LSGfsyhz93ub-?EUqm9GYNoX74IKngEJ6fWMe3?2K6aOgx5skJZz8PfI
0-3-8
1-3-0 0�f
Scale = 1:37.9
5X6 3X3 4x4 3X4 3x3 3x3
1 2 3 4 5 6
26 25 24 23 22 21 20
lx4 46 4X4 3X8 M18SHS FP 3X6
5X8 3X6
3x4
4X4 3X3 3X6 FP
7 8 9 10
19 18 17 16
3x6 11 5x8 4x4
3x6
12-4.7
4x4 3x3 = 6x6
11 12 13
15 14
4x6 = 3x3 11
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in (loc)
I/defl
Ud
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.78
Vert(LL)
-0.40 19-20
>621
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.83
Vert(CT)
-0.56 19-20
>451
240
Ml8SHS
244/190
BCLL 0.0
Rep Stress Incr YES
WE 0.74
Horz(CT)
-0.10 13
n/a
n/a
BCDL 5.0
Code FBC2017ITP12014
Matrix-S
Weight: 125 lb
FT = O%F, O%E
LUMBER-
BRACING-
TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 3-10-0 oc purlins,
BOTCHORD 2x4 S P No. 1 (flat) *Except* except end verticals.
17-23: 2x4 SP No.2(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 1=1149/0-3-0,13=1149/0-3-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 260 (lb) or less except when shown.
TOPCHORD 1-3=-1 155/0, 34�2936/0, 4-5=-437410, 5-6=-5050/0, 6-7=-5166/0, 7-8=-5070/0,
8-10=-439810,10-11=-2975/0,11-13=-1205/0 I
BOTCHORD 24-25=0/2168, 23-24=0/3774, 21-23=0/4832. 20-21 =0/5166, 19-20=0/5166. 18-19=0/5166,
17-18=0/4848, 16-17=0/3805, 15-16=012214
WEBS 6-20=-3941421, 7-19=-453/547,1-25=011527,3-25=-1416/0,3-24=0/1068, 4-24�1162/0'
4-23=0/817.13-15=0/1563,11-15=-1410/0,11-16=0/10li8,10-16=-1153/0..'10-17=0/806,
5-23=-621/0, 5-21=0/484, 6-21�672/262,7-18�7651320,8-18=0/508, 8-17�611/0
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
Walter P. Fin n PE No.22839
MiTek USA, lAc. F1 Carl 66 ' 34
$904 Parke East Blvd. Tampa Fl. 33610
Date:
June 8,2016
AWARNING - Verify delgrrp.rarnefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEM11.7473 rev. 101031201513EFORE USE.
Design valid for use only with MiTekO connectors. Th Is design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the build Ing 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 mot
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. 1
Tampa, FL 36610
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:39:45 2018 Page 1
ID:15v—oaxuPHUsRz5LSGfsyhz93ub-TQ1 CzVGA86f—iRvzExqLCkuoVPNRrOl pAkblr?z8Pfl
0-3-6
H 1 1-3-0
6x6 = 3x3 4X4
1 2 3
Q4
10
26 25
3X3 11 4X6
2-0-1 F:LI-2
4X4 3x3 3X3 3x3 3x3
4 5 6 7 8
4X4 =
3x6 FP = 4x4
9 10 11
Scale = 1:39.7
3X3 =6x6
12 13
15 14
3X6 11 3X6 11 U3
0
'�3p 1�9 9:a-6 ltO56 ij��-5 -5-6.13 5 1 15-JI n -
10 2-6-J 10-1 1�1
2
-0 0-0 02
2-1.1 2-1-1) 2-1.
24 23 22 21 20 19 18
4X4 5X8 =3x8 M1 8SHS rP 3X6 11
17 16
5x8 4—
LOADING (PSf)
SPACING-
2-0-0
CS1.
DEFL.
in (loc)
I/defl
Ud
PLATES
GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC 0.87
Vert(LL)
-0.48 19-20
>548
360
MT20
2441190
TCDL 10.0
Lumber DOL
1.00.
BC 0.91
Vert(CT)
-0.66 19-20
>398
240
M18SHS
244/190
BCLL 0.0
Rep Stress Incr
YES
VVB 0.78
Horz(CT)
-0.12 13
n/a
n1a
BCDL 5.0
Code FBC2017fTP12014
Matrix-S
Weight: 131 lb
FT = O%F, O%E
LUMBER -
BRACING.
I UP CHORD 2X4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
BOTCHORD 2x4 S P No. I (flat) *Except* except end verticals.
17-23: 2x4 SP No.2(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 1=1204/0-2-13,13=1204/0-3-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-3=-1 269/0, 3-4=-3149/0, 4-5=-4705/0, 5-6�5462/0' 6-7�5684/0, 7-8=-5461710,
8-9=-4704/0,9-11=-3149/0,11-13=-1269/0
BOTCHORD 24-25=0/2333,23-24=0/4040,21-23=0/5218,20-21=0/5684,19-20=0/5684,il8-19=0/5684,
17-18=0/5214,16-17=0/4041, 15-16=0/2333
WEBS 6-20=-325/350, 7-19=-330/425, 1-25=0/1 646, 3-25=-1 486/0, 3-24=011 135, 4124=-1 238/0,
4-23=0/904, 13-15=011 646, 11-15�1 486/0, 11-16=0/1 135, 9-16�1 239/0, 9il 7=0/90 1,
5-23=-696/0, 5-21 =0/491, 6-21 =-710/178, 7-18=-7491185,, 8-18=0/511, 8-171-691/0
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0. 131 X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) Gap between inside of top chord bearing and first diag6nal or vertical web shall not exceed 0.500in.
7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cert 6634
604 Parke East Blvd. Tampa FL 33610
Date:
June 8,2018
A WARNING -Verify design parameters and READ NOMS ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev, 1010312015 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 incorpa rate 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 MiTek'
fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
'Lu2s3sA
TrussType
oty
Ply
Thiel Res.
TF
Tl 4251812
!136062
Floor
Job Reference (optional)
O.Z4U51VIdYZ,4,4UIOiviiieKinausiries,inc. t-nJun t$U[:3V:4fZUlb Pagel
ID:15v—oaxuPHUsRz5LSGfsyhz93ub-Qp9yOAlRgiVixl3MLMsqH9-8DC3—JvZ6d24Pwuz8Pfg
0-3-6
H 1 1-3-0 2-0-1 PI-131 01�11cale = 1:39.6
6x6 = 3x3 4x4
1 2
0
4X4 =
4x4 3X3 3X3 3x3 3x3 3x6 FP = 4X4 3x3 =6x6
A A I —
26 25 24 23 22 21 20 19 18 17 16 15 14
3X3 11 4x6 4X4 3x8Ml8SHSFP 3x6 3X6 11 5X8 44 4x6 = 3X3 11
3X6 3X6 11
5X8 =
6
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in (loc) I/defl Ud
PLATES
GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC 0.85
Vert(LL)
-0.47 19-20 >552 360
MT20
244/190
TCDL 10.0
Lumber DOL
1.00
BC 0.90
Vert(CT)
-0.65 19-20 >401 240
M18SHS
244/190
BCLL 0.0
Rep Stress Incr
YES
WE 0.78
Horz(CT)
-0.12 13 n/a n/a
BCDL 5.0
Code FBC2017fTP12014
Matrix-S
Weight: 131 lb
FT = O%F, O%E
LUMBER-
BRACING.
TOPCHORD 2x4 SP No.2(flat)
iTOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
BOTCHORD 2x4 SP No. 1 (flat) *Except*
except end verticals.
17-23: 2x4 SP No.2(flat)
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
VVCDO 2x4 SP No.3(flat)
REACTIONS. (lb/size) 1=1200/0-2-13,13=1200/0-3-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-3=-126510, 3-4=-3138/0, 4-5=-4686/0, 5-6=-5436/0, 6-7=-5650/0, 7-8=-544110,
8-9�468510, 9-11 =313810, 11-13=-1 265/0
BOTCHORD 24-25=0/2325, 23-24=0/4025, 21-23=0/5195, 20-21=0/5650, 19-20=0/5650,118-19=0/5650,
17-1 8=0/5190, 16-17=0/4026, 15-16=0/2325
WEBS 6-20=-328/354,7-19=-334/428,1-25=0/1641. 3-25=-1481/0,3-24=0/1130, 4L24=-1233/0,
4-23=0/898,13-15=0/1640,11-15�1481/0,11-16=0/1130, 9-16�1234/0,9-17=0/895'
5-23=-691/0, 5-21 =0/490, 6-21 =-705/183, 7-18�744/190, 8-1 8=0/510, 8-17--'686/0
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Provide mechanical connection (by others) oftruss to bearing plate atjoint(s) 1.
6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0. 131 " X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
Walter P. Finn PE No.22839
MiTsk USA, Inc. FL Ced 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
June 8,201 E
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MrrekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
0 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 pal*
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing offrusses and truss systems, see ANSffTPfl Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
LI
4
Job
Truss Type
ci�ty
Res.
J36062 TF'Lu3ss
�Floor
�PIYTI`iiel
T14251813
Faqt ConO Tin— Pt Pi--e
FL - 34946
J,
lob Reference (optional)
7
Uv 5 May 24 2016 lviffek industries, inc. Fri Jun 8 07:39:47 20its Page 1
ID:[Sv—oaxuPHUsRz5LSGfsyhz93ub-Qp9yOAARg�W3MLMsqH9—K4CHgJ4X6d24PWuz8Pfg
0-1-8
1 31 0-11-5 2 1x4 1-2-6 3
�48 Scale = 1:7.7
3XS = 1 3X6 =
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFIL.
in
(loc)
Ildefl
Ud
TCLL 40.0
Plate Grip DOL 1.00
TC 0.09
Vert(LL)
-0.00
5
>999
360
TCDL 10.0
Lumber DOL 1.00
BC 0.02
Vert(CT)
-0.00
5
>999
240
BCLL 0.0
Rep Stress Incr YES
WB 0.08
Horz(CT)
0.00
4
n/a
n/a
BCDL 5.0
Code FBC2017/TP12014
Matrix-P
LUMBER- I BRACING -
8
3x6 =
PLATES GRIP
MT20 2441190
Weight: 22 lb FT = O%F. O%E
1UPCHORD 2x4SPNo.2(flat) i TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc puffins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(fat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
I
REACTIONS. (lb/size) 6=129/1-0-0,4=15110-7-4
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Plates checked for a plus or minus 0 degree rotation about its center.
2) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
3) CAUTION, Do not erect truss backwards.
4) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
I
AWARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with 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 6pplicability 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 ANSI1TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314.
YValter P. Finn PE No.22839
MiTek USA, Inc. FL Ced 8634
6904 Parke East Blvd. Tampa FL 33610
Date:
MR,
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
June 8,2018
LI
f
Job
Truss
Truss Type
City
Ply
Thiel Res.
J36062
FL7
F loor
Till 4251814
�
.
Job Reference (optional)
0-44V 5 IVIdY 44 IV 10 Wit I eK inaustries, Inc. t-n Jun It Uf:JU:48 201B Pagel
ID:15v_oaxuPHUsRz5LSGfsyhz93ub-u?jLbWJ3Rl 1ZZveYv3N3qMWTlcbQ2WRFsiqySKz8Pff
0-3-13
1-3-0
0712
Scale =11 1.4
5x5 3X3 lX4 3X3 5x5
1 2 3 4 1x4 11 5 6 7
9
11 3X3 10 9 3X3 8 3x3 11
3x3
LOADING (psl)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) Ildefi Lid
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.21
Vert(LL) -0.02
10 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.18
Verl(CT) -0.02
10 >999 240
BCLL 0.0
Rep Stress Incr YES
WE 0.17
Horz(CT) -0.00
7 n/a n/a
BCDL 5.0
Code FBC20171TPI2014
Matrix-S
Weight: 35 lb FT = O%F, O%E
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) TOPCHORD
Structural wood sheathing directly applied or 5-9-8 oc purlins,
BOTCHORD 2x4 SP No.2(flat)
except end verficals.
WEBS 2x4 SP No.3(flat) BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1 =272/0-2-8, 7=276/0-7-8
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-271/0, 4-5=-271/0, 5-7=-274/0
BOTCHORD 9-1 0=0/271
WEBS 7-9=0/347, 2-1 0=0/347
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1.
4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0. 131 X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
VValtor P. Fin n PE No.22839
MiTak USA, Ini. F1 Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June8,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mi rekS connectors. This design is based only upon parameters shown, 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 MiTek*
fabrication. slorage, delivery, erection and bracing oftrusses and truss systems. see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss Type
Qty
Ply
Thiel Res.
]Truss
536062
FI-9
Floor
1
T14251815
TJob
ob F
Reference (optional)
I[E
tj.zzu s may Z4 iM ki mi I eK Industries, Inc. Fn Jun 8 07:39:49 2018 Page 1
ID:[5v_oaxuPHUsRz5LSGfsyhz93ub-MCHjpsJhCLgQB3DkTnu]Ma3c5OvmnxhP5MZV—mz8Pfe
0-1-8
H i 0-11-7 1-5-10 1-3-0 001cale = 1:15.8
1 3X6 =
2 1X4 11 33x3 =
43x3 =
3x6
5
3x8 = 1 3X6 =
12
3X6
LOADING (psf)
SPACING-
2-0-0
CS1 '
i DEFL. in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC 0.38
Vert(LL) -0.02
8
>999
360
MT20 244/190
TCDL 10.01
Lumber DOL
1.00
BC 0.30
Vert(CT) -0.03
8
>999
240
BCLL 0.0,
Rep Stress Incr
YES
WE 0.29
Horz(CT) 0.01
6
n/a
n1a
BCDL 5.0
Code FBC2017/TP12014
Matrix-S
Weight: 47 lb FT = O%F, O%E
LUMBER-
IBRACING-
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2(flat) except end Verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. �lb/size) 10=419/1-0-0,6=442/0-74
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 1-10=-434/0.5-6�436/0,1-2�624/0,2-3�624/0,3-4�1015/0,4-5=-552/O
BOTCHORD 8-9=0/995, 7-8=0/997
WEBS 5-7=0/617, 4-7=-543/0, 3-9=-42710,1-9=0/601
NOTES-
1) Plates checked for a plus or minus 0 degree rotation about its center.-
2) Recommend 2xG strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0. 131 " X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
3) CAUTION, Do not erect truss backwards.
4) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
Walter P. Finn PE No.22639
MiTek USA, Inc. Fl. Carl 6634
60D,4 Parke East Blvd. Tampa FL 33610
Dat6:
June 8,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,711-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with IvIrrek(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 nil'
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 MiTek'
fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
oty
Ply
Thiel Res.
J36062
ZCJ1
Jack -Open
4
1
T14
Job Reference (optional)
Gr Fu 8.220 s May 24 2018 MITek Industries, Inc. Fri Jun 8 07:39:50 2018 Page 1
ID:15%L_oaxuPHUsRz5LSGfsyhz93ub-qOr5OCKJzeHHoDox1 UQXvncsTQITWSVYKOJ3WDz8Pfd
1-4-8
14-8
Scale = 1:7.3
2X3 14-8
LOADING (psf)
SPACING- 2-0-0.
CS1.
DEFL. in (loc, 11clell Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 002
_0,00
Vert'LL, 8 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
EIC 0.02
Vert(CT) -0.00 8 >999 180
8CLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00 2 n1a n/a
BCDL 10.0
Code FBC2017rrPI2014
Matrix -MP
Weight: 4 Ib FT=O%
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 2=33/Mechanical, 3=14/Mechanical, 1=103/0-4-0
Max Horz 1 =46(LC 8)
Max Uplift 2=-31(LC 8), 3=8(LC 8), 1=-39(LC 8)
Max Grav 2=33(LC 1), 3=17(LC 3), 1=103(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BRACING -
1TOP CHORD Structural wood sheathing directly applied or 1-4-8 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3, 1.
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
June 8,2018
,&WARNING - V-1ify d--19- P....ters.nd READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(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 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 MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. L . ee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Thiel Res.
�
T14251817
J36062
ZEJ1A
Jack -Open
1
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:39:50 2018 Page 1
ID:15v_oaxuPHUsRz5LSGfsyhz93ub-qOr5OCKJzeHHoDox1 UQXvncsYQIXWSVYKOJ3VVDz8Pfd
1-2-3
ce
16
6
Scale = 1:6.9
2X3
1-0-81 -3
1-0-8 1
LOADING (ps� SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TC, 0.01 Vert(LL) -0.00 8 >999 240 MT20 2441190
TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 8 >999 180
BCLL 0.0 Rep Stress [nor YES WEI 0.00 Horz(CT), -0.00 2 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight: 4 lb FT 0%
LUMBER- BRACING.
TOPCHORD 2x4 SP No.3 I TOP CHORD Structural wood sheathing directly applied or 1-2-3 oc purlins.
BOTCHORD 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=94/0-8-0,2=24/Mechanical,3=10/MechanicaI
Max Horz 1 =40(LC 8)
Max Uplift 1=-36(LC 8),2�25(1_C 8),3=-7(LC8)
Max Grav 1=94(LC 1), 2=24(LC 1), 3=12(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES- i
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf, h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end v�,dical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 2, 3.
Walter P. Finn PE No.22839
MiTek USA, frie. FL Cod 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 8,2018
AwARN,NG. Verifycl..Ignp.rann.ters andREAD NOTES ON THIS AND INCLUDED MITEKREFERENCEPAGEMil-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITak0 connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designermust 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
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek*
fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSfITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, AJexandda, VA 22314. Tampa, FL 36610
Job
russ
Type
Qty
Ply
Thiel Res.
0
T
�Truiss
T14251818
mle
Jack -Open
1
Job eference (optional)
East Coast Truss, Ft. Pierce, FL - 34946,
1-2-1
I
0!1X0V
8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:39:512018 Page I
ID:15v—oaxuPHUsRz5LSGfsyhz93ub-]aPTEYLxkyP8QMM7aCxmR?811qemFvliYg2c3fz8Pfc
Scale = 1:6.9
LOADING (pso
SPACING-
2-0-0
CS1.
DEFL. in
(loc) Ildefi Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1. 25
TC 0.01
Vert(LL) -0.00
8 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.01
Vert(CT) -0.00
8 >999 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.00
2 n1a n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MP
Weight: 4 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOPCHORD
Structural wood sheathing directly applied or 1-2-1 oc purlins.
BOTCHORD 2x4 SP No.3
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 2=24/Mechanical.3=9/Mechanical,1=94/0-6-0
Max Horz 1=39(LC8)
Max Uplift 2�24([_C 8), 3�7(!_C 8). 1 �36(!_C 8)
Max Grav 2=24(LC 1). 3=1 2(LC 3). 1 =94(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES- I
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility ofthe fabricatorto increase plate sizes to account forthese factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 1.
VValter P. Firin PE No,22839
Wak USA; Inc. FL Cert 6634
6904 Parke Easi Blvd. Tampa FL 33610
Date:
June 8,2018
,&WARMING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with 10111ek(E) connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
a I uss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall HS,
bul ! Iding 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 M!Tek'
fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Leo Street. Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Tru S
Truss Type
Qty
Ply
Thiel Res.
J36062 TZEJs?
C
Jack -Open
T14251819
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:39:52 2018 Page I
ID:15v — oaxuPHUsRz5LSGfsyhz93ub-mnzrRuMZVGX?2WxJ8vS?—ChC2D—?—M?mKoAb5z8Pfb
1-0-11
Scale = 1:6.7
LOADING (psf)
SPACING- 2-0-0
CS1
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.01
Vert(LL) -0.00
4 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.01
V.rt(CT) -0.00
4 >999 180
BCLL 0.0
Rep Stress Incr YES
WI3 0.00
Horz(CT) -0.00
2 n1a n/a
BCDL 10.0
Code FBC2017rrPI2014
Matrix -MP
Weight: 3 lb FT = 0%
LUMBER-
BRACING-
TOPCHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 1-0-11 oc purlins.
BOTCHORD 2x4 SP No.3
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 2=19/Mechanical, 3=7/Mechanical, 1=9010-6-0
Max Horz 1=36(LC8)
Max Uplift 2=-20(LC 8), 3�6([_C 8), 1=-34(LC 8)
Max Grav 2=1 9(LC 1). 3=9(LC 3). 1 =90(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D: Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end v I ertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough. handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3, 1.
VValter P. Finn PE No.22839
MiTok USA, Inc. Fl. Cod 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June8,2018
,&WARNING. Vedfyd..Ign,.,a..ters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTeke 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
aullding design. Bracing Indicated is to prevent buckling of Individual truss web a d1or chord members only. Additional temporary and permanent bracing Nil'
b n
is always required for stability and �o prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erect on and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandra, VA 22314. 6904 Parke East Blvd.
Tampa, FIL 36610
Job —TZEJ515D
u
ru s Type
aty
Ply
e
Thi I Res.
!136062
rJ..sk- open
I
1 �
T1 4251820
Job Reference (optional)
--- ---- o.zzv s may zq zu I tj m I I elt I nauStries, in c. 1-- n Jun 8 07:39:53 2018 Page I
0-11-4 ID:[5v—oaxuPHUsRz5LSGfsyhz93ub-EzWEfEMCGZfsfgWfidzEXQEMpdKAjpF_LXj7Yz8Pfa
E-1 1-4
6
2X4 =
W
4
6
Scale = 1:6.4
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/defi Lid
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25-
TC 0.01
Vert(LL) -0.00
4 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.02
Verl(CT) -0.00
4 >999 180
BCLL 0.0
Rep Stress Incr YES
WEI 0.00
Horz(CT) -0.00
3 n1a n/a
BCDL 10.0
Code FBC2017frPI2014
Matrix -MP
Weight: 3 lb FT = 0%
LUMBER-
j BRACING.
TOPCHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 0-11-4 oc purlins.
BOTCHORD 2x4 SP No.3
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1 =51/0-6-0, 2=27/Mechanical, 3=23/Mechanical
Max Horz 1=31(LC8)
Max Uplift 1 �1 9(LC 8), 2=-20(LC 8), 3=-1 4(LC
8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf*, h=24ft; 8=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3.
Walter P. Finn PE No.22839
MiTek USA, Inc, FL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 8,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMI1.7473,., 1010312015 BEFORE USE.
Design valid for use only with MiTekS connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
I 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 MiTek'
fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
T S
Truss Type
Qty
Thiel Res.
�36062
rZEJS2
Jack -Open
1
�Ply
T14251821
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:39:53 2018 Page 1
ID:15v_oaxuPHUsRz5LSGfsyhz93ub-EzWEfEMCGZfsfgWVidzEXQEL7dJojpF_A_Xj7Yz8Pfa
2-5-4 r'
2-5-4
LJE=0IUINr_M r-%[=WUr_0 1 .
2x3 =
VFRS ONLY, PER BUILDING
I Y1'ItAL IN THIS JOB.
Scale = 1:9.6
0-4-8
1 2-0-12
1
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL. in
(10c) I/defl Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TI 0:112
Vert(LL) -0.00
4 >999 240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC . 1
Vert(CT) -0.00
7 >999 180
3CLL 0.0
Rep Stress Incr YES
W8 0.00
Horz(CT) -0.00
2 n/a n/a
BCDL 10.0
Code FBC2017rrPI2014
Matrix -MP
Weight: 8 lb FT = 0%
LUMBER -
BRACING.
TOPCHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 2-5-4 oc purlins.
BOTCHORD 2x4 SP No.3
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=177/0-6-0, 2=71 /Mechanical, 3=13/Mechanical
Max Horz 1=81(LC8)
Max Uplift 1 =69(LC 8), 2�67(!_C 8), 3=-2(LC 8)
Max Grav 1 =1 77(LC 1). 2=71 (LC 1), 3=29(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
NOTES.
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end ve.kical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60 -
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3.
Walter P. Finn PE No.22839
MiTek USA, 16i, FL Cod 8634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
June8,2018
A WARNING - V-&Y design I.ranrefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEM11.7473 rev. 101021201S BEFORE USE,
Design valid for use only with MlTekS connectors. This design Is based only upon parameters shown, 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 sot
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 MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
I
Job
Truss
Truss Type
Qty
Ply
Thiel Res.
J36062
ZEJ2A
Jack -Open
T14251822
Job Reference (optional)
LOADING (pso
TCLL 30.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
LUMBER -
TOP CHORD 2x4 SP N0.3
BOT CHORD 2x4 SP No.3
fl
il
2X3
SPACING-
2-0-0
Plate Grip DOL
1.25
Lumber DOL
1.25
Rep Stress [nor
YES
Code FBC2017rrPI2014
CS1.
TC 0.13
BC 0 14
WB 0 00
Matrix -MP
REACTIONS. (lb/size) 1=124/0-6-0, 2=82/Mechanical, 3=41 /Mechanical
Max Horz I =77(LC 8)
Max Uplift I =-48(LC 8), 2=66(LC 8). 3=-1 6(LC 8)
Max Grav 1=124(LC 1), 2=82(LC 1), 3=43(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
0'44L) 5 Ivlay z4 zu its Nit I eK inaustries, Inc. t-n Jun 5 Uf:39:54 ZU18 Page 1
ID:]5v—oaxuPHUsRz5LSGfsyhz93ub-j94csaNqOtniHq5iGKUT3dmWnleTSGV8EeHGf—z8PfZ
2-3-12
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
BRACING -
TOP CHORD
BOTCHORD
Scale = 1:9.3
T
Z:
6
in (loc) I/defl Lid PLATES GRIP
-0.00 6 >999 240 MT20 244/190
-0.00 6 >999 180
-0.00 2 n/a n/a
Weight: 7 lb FT = 0%
Structural wood sheathing directly applied or 2-3-12 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- I
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizos to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MrrekV connectors. This design Is based only upon parameters shown, 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 Dal'
building design. Bracing indicated is to prevent buckling of individual truss web andfor 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 MiTek'
fabrication. storage, delivery, erection and bracing oftrusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 6904 Parke East Blvd.
Tampa. FL 36610
June 8,2018
Job
Truss
Truss Type
Qty
Ply
Thiel Res.
336062
ZEJ2B
Jack -Open
1
dJob
T1 4251823
Reference (optional)
Last UoaSt Truss, Ft. Pierce, FL - 34946,
ti
2x3 =
1-11-6
8.220 s May 24 2018 MiTek Industries, Inc. I'd Jun 8 07:39:55 2018 Page 1
ID:]5v—oaxuPHUsRz5LSGfsyhzg3ub-BMe-3wOSnBvav_gupl?icrJibRDCBjIHTIOqCQz8PfY
Scale = 1:8.6
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL. in
(loc) Ildefl Lid
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.06
Vert(LL) -0.00
8 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.05
Vert(CT) -0.00
8 >999 180
BCLL 0.0
Rep Stress Incr YES
WEI 0.00
Horz(CT) -0.00
2 n/a n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MP
Weight: 6 lb FT = 0%
LUMBER-
13RACING-
TOP CHORD 2x4 SP No.3
TOP CHORD
�BOT
Structural wood sheathing directly applied or 1-11-6 oc purlins.
BOTCHORD 2x4 SP No.3
CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=132/0-8-0, 2=57/Mechanical, 3=24/Mechanical
Max Horz 1 =66(LC 8)
Max Uplift 1 �51 (LC 8), 2=51 (LC 8), 3=1 O(LC
8)
Max Grav 1 =1 32(LC 1). 2=57(LC 1), 3=29(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd.=132mph; TCDL=9.Opsf: BCDL=3.0piSf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf 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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) oftruss to bearing plate capable ofwithstanding 100 lb uplift atjoint(s) 1, 2, 3.
Walter P. Finn PE No.22839
MiTak USA ' Inc. F1 CoA,6634
6004 Parke East Blvd. Tampa I Fl. 33610
Date:
June 8,2018
a
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473., 1010312015 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 ver[fythe 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. Addilignal 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 MiTek*
fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB.89 and BCSf Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Type
Qty
Ply
Thiel Res.
�36062 ,
TTErujss
Z 2C
�Truss
Jack -Open
1
T14251824
�
Job eference (optional)
1-11-3
164v 5 ividy 4,+ zu i a ivii I eK inaustnes, Inc. t-n Jun 6 U7:39:55 2018 Page I
ID:15v—oaxuPHUSRz5LSGfsyhz93ub-BMe-3wOSnBva%�_gupl?icrJicRODBjIHTIOqCQz8PfY
Scale = 1:8.5
2X3
g:4
1-11-3
1-6-11
LOADING (pso
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.25.
TC
0.06
Vert(LL)
-0.00
8
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC
0.05
Vert(CT)
-0.00
8
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB
0.00
Horz(CT)
-0.00
2
n1a
n/a
BCDL 10.0
Code FBC2017rrPI2014
Matrix -MP
Weight: 6 lb FT 0%
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/ ' size) 2=57/Mechanir-al, 3=23/Mechanical, 1=131/0-6-0
Max Horz 1 =65(LC 8)
MaxUplift 2=50(l-C8),3�11)(1-C15), 1=-50(LC8)
Max Gram 2=57(LC 1), 3=28(LC 3). 1 =1 31 (LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BRACING-
TOPCHORD Structural wood sheathing directly applied or 1-11-3 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES.
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.dpsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility ofthe fabricatorto increase plate sizes to account forthese factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anylother live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 1.
Walter P. Finn PE No.22839
MiTek USA Inc. F1 Cod 6634
6904 Parlfa&st Blvd. Tampa FL 33610
Date:
June 8,2018
AwARNING - V-1ify design P.I.M.t.. andREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with M7tekQD connectors. This design is based only upon parameters shown, 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 Met
building design. Bracing indicated is to prevent buckling of indivildual 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 MiTek*
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
S
russ ype
Qty
Ply
Thiel Res.
J36062
TZEJS2D
J ack-Open
I
I
T14251825
lob Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946,
�1
2X4 =
2-5-2
8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:39:56 2018 Page I
ID:[5v—oaxuPHUsRz5LSGfsyhz93ub-fYCMHFP4YU 1 RW8F4NIXx82rr6rLJwA—RiymNksz8PrX
Scale = 1:8.1
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/defi Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.14
Vert(LL) -0.00
4 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 112
Vert(CT) -0.00
4 >999 180
BCLL 0.0
Rep Stress Incr YES
WB :0"
Horz(CT) -0.00
2 . n/a n/a
BCDL 10.0
Code FBC2017rrP[2014
Matrix -MP
Weight: 8 lb FT=O%
LUMBER-
13RACING.
TOPCHORD 2x4 SP No.3
TOPCHORD
Structural wood sheathing directly applied or 2-5-2 oc purlins.
BOTCHORD 2x4 SP No.3
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=186/0-8-0, 2=68/Mechanical, 3=7/Mechanical
Max Horz 1=60(LC8)
Max Uplift 1=-83(LC 8), 2=-58(LC 8)
Max Grav 1=186(LC 1), 2=68(LC 1), 3=25(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf, h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=O.l 8: MWFRS (directional); cantilever left and right exposed ; end Vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0p�f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634
6904 Parke Easi Blvd. Tampa Fl. 33610
Data:
June 8,2018
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-7473 rev. 1010312015 BEFORE USE --
Design valid for use only with MrreklD connectors. This design Is based only upon parameters shown, 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 Hv 11'
buildingdesign. 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 g6neral guidance regarding the MiTek*
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Instilute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610
Job
russ
Truss Type
Qty
Ply
Thiel Res.
ZEJ3
T
Jack -Open
2
T1 4251826
Job Reference (optional)
O.Z4U S May 44 ZU 1 ?J mi I eK Inaustries, Inc. I-n Jun 8 07:39:57 2018 Page 1
ID:15v_oaxuPHUsRz5LSGfsyhz93ub-7kmkUbQiJoAH8HqHxS2AhGO—uEfrfdEaxcVxGJz8PfVV
3-4-8
34-8
Scale= 1:11.5
2x3 �
1 0-4-8
3.0-0
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL.
in
(loc)
Udefl
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.26
Vert(LL)
-0.01
4
>999
240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.19
Vert(CT)
-0.01
3-7
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT)
-0.00
2
n/a
n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MP
Weight: 11 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD
BOT CHORD 2x4 SP No.3 BOTCHORD
REACTIONS. (lb/size) 1 =218/0-4-0. 2=1 13/Mechanical, 3=34/Mechanical
Max Horz 1 =1 13(LC 8)
Max Uplift I =-85(LC 8). 2=1 OO(LC 8), 3=-7(LC 8)
Max Grav 1=218(LC 1), 2=113(LC 1), 3=52(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Structural wood sheathing directly applied or 3-4-8 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.0p'sf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D: Encl., GCpi=0.18: MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough lhandling and erection conditions. It is
the responsibility ofthe fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas wfiere a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3.
Walter P. Fin ri PE No.22839
MiTak USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 8,2018
AWARNING - ye rify design parameters and READ NOTES ON'THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 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 andlor chord members only. Additional temporary and permanent bracing Nil'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and Bost Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Job
Tfu S
Tni"pe
Qty
Ply
Thiel Res.
J36062
FZEJs3A
�Jack-Open
Tl 4251827
JlTob Reference (optional)
il
2X3 =
'J.z zu s may Z4 ZU16 mi I eK Industries, Inc. Fri Jun 8 07:39:57 2018 Pagel
ID:15v—oaxuPHUsRz5LSGfsyhz93ub-7kmkUbQiJoAH8HqHxS2AhGO_qEeEfdEaxcVxGJzBPfW
Scale = 1:11.7
'0-4-8
3-0-14
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in
(loc)
Well
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.27
Vert(LL)
-0.01
4
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.20
Vert(CT)
-0.01
3-7
>999
180
EICLL 0.0
Rep Stress Incr YES
WE 0.00
Horz(CT)
-0.00
2
n/a
nta
BCDL 10.0
Code FBC2017rrPI2014
Matrix -MP
Weight: 11 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOPCHORD
BOT CHORD 2x4 SP No.3 BOTCHORD
REACTIONS. (lb/size) 1 =228/0-6-0, 2=1 13/Mechanical, 3=31 /Mechanical
Max Horz 1 =1 15(LC 8)
Max Uplift I =-89(LC 8). 2=-1 01 (LC 8), 3=-5(LC 8)
Max Grav 1=228(LC 1), 2=113(LC 1), 3=51(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Structural wood sheathing directly applied or 3-5-6 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf, h=24ft; 8=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl.. GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility ofthe fabricatorto increase plate sizes to account forthese factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except at=lb)
2=101.
Walter P. Fin n PE No.22839
MiTak USA, Inc. Fl. Cod @034
6904 Parke East Blvd. Tampa K 33610
Date:
June8,2018
AWARNING - V.11ty cf.sigp.ramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown. and Is foran individual building component, n I
a truss system. Before use, the building designer must verify the applicability of design parameters and properiy=orate this design into the 0
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Ad overall Nil'
Is always required for stability and to prevent collapse with possible personal injury and property damage. For g�neral I temporary and permanent bracing
russ systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
fabrication, storage, delivery, erection and bracing of trusses and I guidance regarding the M!Tek'
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job T s Truss Type Qty Ply � Thiel Res. T14251828
ZEJ3B Jack -Open 1 Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:39:58 2018 Page 1
ID:15v_oaxuPHUsRz5LSGfsyhz93ub-bwK7!xQK46[8mRPTVAZPETxBXe?dO4Uk9GFUoiz8PfV
1
il
2x3 =
2-8-5
1i
Scale = 1:10.1
LOADING (pso
SPACING- 2-0-0
CS1
DEFL. in
(loc) I/defi Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.14
Vert(LL) -0.00
7 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25-
EIC 0.13
Vert(CT) -0.00
3-7 >999 180
EICILL 0.0
Rep Stress Incr YES
WEI 0.00
Horz(CT) -0.00
2 n/a n/a
BCDL 10.0
Code FBC2017rrPI2014
Matrix -MP
Weight: 9 lb FT=O%
LUMBER-
BRACING-
TOPCHORD 2x4 SP No.3
TOPCHORD
Structural wood sheathing directly applied or 2-8-5 oc purlins.
BOTCHORD 2x4 SP No.3
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=190/0-6-0, 2=82/Mechanical, 3=18/Mechanical
Max Horz I =89(LC 8)
Max Uplift 1 =-73(LC 8), 2=-75(LC 8), 3=-3(LC 8)
Max Grav 1 =1 90(LC 1), 2=82(LC 1), 3=35(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=24ft; 13=4511; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cott 6634
6§04 Parke East Blvd. Tampa FL 33610
Date:
June 8,2018
AwARN,No. �erlfy design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473ray. 1010312015 BEFORE USE.
Design valid for use only with MiTelk(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 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 MiTek'
fabrication, storage, delivery, erection and bracing oftrusses and truss systems. see ANSIrTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Tru a
Truss Type
Qty
Ply
Res.
'J36062
ZEJ4
Jack -Open
I
I
TThiel
T14251829
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946,
2x3 =
�4-2-8
8.220 a May 24 2018 MlTek Industries, Inc. Fri Jun 8 07:39:59 2018 Page 1
ID:]5v—oaxuPHUsRz5LSGfsyhzg3ub-37uVvHRyrPQ?Nb—f2t4emhTl-2JQ7Xkt0w—lLBzBPfU
Scale = 1: 13.2
0-4-8
3-10-0
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in
(loc)
I/defi
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.42
Vert(LL)
-0.01
3-7
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.28
Vert(CT)
-0.02
3-7
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT)
-0.01
2
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matdx-AS
Weight: 13 lb FT=O%
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 1=269/0-6-0,2=145/Mechanical,3=42/MechanicaI
Max Horz 1=141(LC8)
Max Uplift 1=-105(LC 8),2=-128(LC 8), �=-6(!_C 8)
Max Grav 1=269(LC 1), 2=145(LC 1), 3=66(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOTCHORD Rigid ceiling directly applied.
NOTES-
1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf: BCDL=3.Opst, h=24ft; 8=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (direct!6nal); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility ofthe fabricatorto increase plate sizes to account forthese factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except at=lb)
1=105, 2=128.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
VValter P. Finn PE No.22839
MiTak USA, Inc. FL Cart 6634
004 Farke East Blvd. Tampa FL 33610
Date:
June 8,2018
AwARN,No -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(ll) connectors. This design is based only upon parameters shown, 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 for
MiTek'
always required 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 ANSIrrPl1 Quality Criteria, DSE-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 21 8 N. Lee Street, Suite 312, Alexandria, VA 22314.
6904 Parke East Blvd.
Tampa, FL 36610
Job
_TZEJs4A
Tru S
russ ype
e
Thi I Res.
J36062
ack-Open
�J
rQ)
1
[ly
T14251830
�
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946,
il
2x3 =
8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:39:59 2018 Page 1
3-9-13 ID:15v—oaxuPHUSRz5LSGfsyhz93ub-37uVvHRyrPQ?Nb—f2t4emhTJ22KO7XktOw-1 LBz8PfU
3-9-13
Scale = 1: 12.4
1 0-4-8
3-5-5
LOADING (pso
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.25
TC 0.35
Vert(LL)
-0.01
4
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.25
Vert(CT)
-0.01
3-7
>999
180
EICLL 0.0
Rep Stress Incr
YES
WEI 0.00
Horz(CT)
-0.01
2
n/a
n/a
BCDL 10.0
Code FBC2017rrP]2014
Matrix -MP
Weight: 12 lb FT=O%
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 1 =248/0-6-0, 2=1 28/Mechanical, 3=37/Mechanical
Max Horz 1=128(LC 8)
Max Uplift I =-97(LC 8), 2=1 14(LC 8), 3�6(1_C 8)
Max Grav 1=248(LC 1), 2=128(LC 1). 3=69(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-9-13 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=24ft; 8=45ft; L=24ft; eave=4ft; Cat,
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vei�tical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any 6ther live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except (ft=1b)
2=1 14.
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cart 6634
604 Parke East Blvd. Tampa Fl. 33610
Date:
June 8,2018
WARNING -Verify design parameters and READ NOTES ONTHIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 ra� 1010312015 BEFORE USE.
Design valid for use only with MiTek0conneclors. This design is based only upon parameters shown, 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 properly damage. For general guidance regarding the Welk'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610
Job
Truss.
'us Type
Qty
Ply
Thiel Res.
J36062
ZEJ48'
�J..ks op..
T1 4251831
I — ^
Job Reference (optional)
I
2X3 =
3-8-5
u S --y z4 Zu I Is Nil I eK industries, Inc. Fn Jun 8 07:40:00 2018 Page 1
ID:15v—...UPHUSRz5LSGfsyhz93ub-XJRt7dSbcjYs?[YscbbtJuOT1 SeNs—Odakbtez8PFr
1�
Scale = 1:12.2
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL.
in
(loc)
Vden
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.40
1 Vert(LL)
0.02
3-6
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.37
Vert(CT)
-0.03
3-6
>999
180
EICLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT)
-0.00
2
n/a
n/a
BCDL 10.0
Code FEIC20171TPl2014
Matrix -MP
Weight: 12 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD
BOTCHORD 2x4SPNo.3 BOTCHORD
REACTIONS. (lb/size) 1=20010-6-0, 2=138/Mechanical, 3=62/Mechanir-al
Max Horz 1=124(LC 8)
Max Uplift 1 �78(LC 8). 2�1 12(LC 8), 3�1 9(LC 8)
Max Grav 1=200(LC 1). 2=138(LC 1), 3=70(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Structural wood sheathing directly applied or 3-8-5 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- I
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=24ft; 6=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=11.60
2) As requested, plates have not been designed to provide for placement tolerances or rough landling and erection conditions. It is
the responsibility ofthe fabricatorto increase plate sizes to account forthese factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except at=lb)
2=1 12.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Carl 66.34
8904 Parke East Blvd. T ampa FL 33610
Data:
June8,2018
A WARNING - Verify dsig. parameters and READ NOTES ON THIS AND iNcLuDEDmITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mi7ekID co n n actors. This design is based only upon parameters shown, 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 properly damage. For general guidance regarding the MiTek'
fabrication, storage. delivery, erection and bracing oftrusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandria, VA 22314. Tampa, FL 36610
Job
T ss
Truss Type
QtY
Ply
Thiel Re
J36062
ZEJ4C
Diagonal Hip Girder
1
T14251832
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946,
3X4 =
3-8-8
8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:40:01 2018 Page 1
ID:15v_oaxuPHUsRz5LSGfsyhzg3ub-OV?FKzTDNlgjdv72AI66r6Zhws1 pbREArET8P4z8PfS
Scale = 1:9.0
. 0-5-9 1
1 3-2-14
1
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) Ildefl Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.20
Vert(LL) -0.01
3-8 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.16
Vert(CT) -0.01
3-8 >999 180
BCLL 0.0
Rep Stress Incr NO'
WEI 0.00
Horz(CT) -0.00
2 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
Weight: 11 lb FT = 0%
LUMBER-
BRACING-
TOPCHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied or 3-8-8 oc purlins.
BOTCHORD 2x4 SP No.2
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1 =231/1-3-11, 2=1 20IMechanical, 3=50/Mechanical
Max Horz 1 =82(LC 4)
Max Uplift 1 =-1 35(LC 4), 2=1 03(LC 4). 3=21 (LC 4)
Max Grav 1=231(LC 1), 2=120(LC 1), 3=60(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES- I
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=W.VPST. t5kUL=.3.upsf:, h=24ft; 13=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 3 except et=lb)
1=135, 2=103.
7) "NAILED" indicates 2-12d (0.1 48"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 (8).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1.25
Uniform Loads (plf)
Vert: 1-2�90, 3-4=-20
Concentrated Loads (lb)
Vert: 11 =-3(B) 1 2=4(F)
Walter P. Finn PE No.22839
MiTak USA, Inc. Fl. Carl 6034
6904 Parke East Blvd. Tampa FL 33610
Date:
June 8,2018
AWARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with 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
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
_TZEJS5
T'U S
Truss Type
Qty
Ply
Thiel Res.
J36062
JJack-Open
1
T1 4251833
Job Reference (optional)
uss, Ft. Pierce, FL - 34946,
il
2X3 =
8.220 s May 24 2018 MITek Industries, Inc. Fill Jun 8 07:40:012018 Page I
1-10 ID:15v—oaxuPHUsRz5LSGfsyhz93ub-OV?FKzTDN1 gjdv72A[66r6ZbKs—LbREArET8P4z8PfS
1-10 1
Scale = 1:14.8
0.4-8
4-7-2
1
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/defi Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.62
Vert(LL) 0.03
3-7 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.38
Vert(CT) -0.04
3-7 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.01
2 n/a n/a
BCDL 10.0
Code FBC20171TP12014
Matrix -AS
Weight: 16 lb FT = 0%
LUMBER-
9RACING-
TOPCHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied.
BOTCHORD 2x4 SID No.3
BOTCHORD
Rigid ceiling directly applied.
REACTIONS. (lb/size) 1 =309/0-6-0, 2=1 77/Mechanical, 3=53/Mechaniral
Max Horz 1 =1 67(LC 8)
Max Uplift I �1 21 (LC 8), 2=-1 54(LC 8). 3=-8(LC 8)
Max Grav 1=309(LC 1), 2=177(LC 1), 3=81(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.0psf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Referto girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) oftruss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) 3 except at=lb)
1=121, 2=154.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cort 6634
6904 Parke East�Blvd. Tempe FL 33610
Date:
June8,2018
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(ID connectors. This design is based only upon parameters shown, 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 Mal'
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 MiTek'
fabrication. storage, delivery, erection and bracing oftrusses and truss systems. see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd.
Tampa, FL 36610
Job
Tru s
Truss Type
Qty,
Ply
Thiel Re .
S
J36062
ZEJ9
Diagonal Hip Girder
1
1
T1 4251834
�
Job Reference (optional)
aSL �OaSt i WSS, Ft. Her u�, rL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:40:03 2018 Page I
ID:]5v_oaxuPHUSRz5LSGfsyhz93ub-yu7?IfUTvewRsDHQHj9axXezafcl3GcTJYyFUyz8PfQ
NAILED
3x4 _—
4-9-14 4-0-7
= 1:16.3
0-6-13
4-3-0
4-0-7
LOADING (pso
SPACING-
2-0-0
CS1.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.25
TC 0.51
1 Vert(LL) 0.05
5-6 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.54
Vert(CT) -0.07
5-6 >999 180
BCLL 0.0
Rep Stress Incr
NO
WB 0.33
Horz(CT) -0.01
3 n1a n/a
BCDL 10.0
Code FBC2017/TP12014'
Matrix -MS
Weight: 34 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-6-13 oc purlins.
BOTCHORD 2x4 SP No.2
BOTCHORD
Rigid ceiling directly applied or 6-11-8 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=599/0-10-9, 3=1 71 /Mechanical, 5=331/Mechanical
Max Horz 1 =1 96(LC 4)
Max Uplift 1=-392(LC 4), 3=-149(LC 4), 5=-219(LC 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-939/569
BOTCHORD 1-6=-679/865, 5-6=-679/865
WEBS 2-5=-904/71 0
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed fora 10.0 psfbottom chord live load nonconcurrent with any 6ther live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord'in all areas wNere a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding- 100 lb uplift at joint(s) except at=lb)
1=392,3=149,5=219.
8) "NAILED" indicates 3-1 Od (0.1 48"x3") or 2-12d (0. 148"x3.25") toe -nails per NDS guidlines.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25
Uniform Loads (plo
Vert: 1-3=-90, 4-7=-20
Concentrated Loads (lb)
Vert: 13=-48(F=-29, B=-1 9) 14=-1 8(F=-1 6, B=-2) 15=-1 6(F=-1 7, B=I) 16=-50(F=-37, B=-1 3)
Walter P. Finn PE No.22839
M!Tek USA Inc. F1 Ced 6634
604 Parke'East Blvd. Tampa FL 3*0
Date:
June 8,2018
AINARNING -Verify design parameters and READ NOTES ON THIS �ND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(D connectors, This design is based only upon parameters shown, and is for a I n 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 Sol'
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 MiTek'
fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
T ss
Truss Type
Q��
Qly
Ply
'y
P7
-n
Thiel Res.
J36062 p,
ZHJ3
Diagonal Hip Girder
[2
T
I
T14251835
1 —
—
Job Reference (Optional)
4-8-8
2x4 =
8.220 s May 24 2018 MiTek Industries, Inc. Fri Jun 8 07:40:03 2018 Page I
ID:15v_oaxuPHUsRz5LSGfsyhz93ub-yu7?IfUTvewRsDHQHjgaxXe—PfhP3LjTJYyFUyz8PfQ
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
Ildef!
Ud
TCLL 30. 0
Plate Grip DOL
1.25
TC 0.39
Vert(LL)
0.02
3-7
>999
240
TCDL 5
i NO
Lumber DOL
1.25
BC 0.22
Vert(CT)
-0.03
3-7
>999
180
BCLL
Rep Stress Incr
NO
WE 0.00
Horz(CT)
-0.01
2
n/a
n/a
BCDL 10.0
Code FBC2017rrPI2014
Matrix -MP
LUMEIER-
TOP CHORD 2x4 SP NO.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 1 =307/0-5-11, 2=1 62/Mechan ical, 3=5 1 /Mechanical
MaxHorz 1=112(LC8)
Max Uplift I =-I 53(LC 8), 2=-1 28(LC 8), 3�1 O(LC 8)
Max Grav 1=307(LC 1), 2=162(LC 1), 3=75(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1: 11.3
PLATES GRIP
MT20 244/190
Weight: 14 Ito FT=O%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 4-8-8 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D: Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Ot=lb)
1=153,2=128.
7) "NAILED" indicates 3-1 Od (0.1 48"xY) or 2-12d (0. 148"x3.25") toe -nails per NDS guldlines.
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 lncrease=1.25
Uniform Loads (plo
Vert: 1-2=90, 3-4=-20
Concentrated Loads (lb)
Vert: 9�8(17=4, B�4)
VValter P. Finn PE No.22839
MiTak USA, Iric. Fl. Can 6634
004 Parke East Blvd, Tampa Fl. 33610
Date:
June 8,2018
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev� 1010312015 BEFORE USE.
Design valid for use only with MiTekaD connectors. This design Is based Only upon parameters shown, 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 bucking 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 MiTek*
fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Symbols
PLATE LOCATION AND ORIENTATION
3/;' 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.
For 4 x 2 orientation, locate
plates 0- 'lid' from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20/20
software or upon request.
PLATE SIZE
The first dimension is the plate
4 x 4 width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T or I bracing
if indicated.
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:
ANSIrFP11: 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.
0
0
Numbering System
6-4-8 dimensions shown in It -in -sixteenths
I (Drawings not to scale)
6
BOTTOM CHORDS
8 7
3
6 5
0
Elf
0
0
I --
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/ILETTERS.
PRODUCT CODE APPROVALS
CCC-ES Reports:
ESR-1 311, ESR-1 352, ESR1 988
ER-3907, ESR-2362, ESR-1397, ESR-3282
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design- values are in accordance with ANSI/TPl I
section 6.3 These truss designs rely on lumber values
established by others.
0 2012 MiTek@ All Rights Reserved
mm
lei
MiTek
MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015
AGeneral Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See BCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner�ancl
all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSIITPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with 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. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purfins 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 after 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 I Quality Criteria.