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HomeMy WebLinkAboutTRUSSLumber des
These truss
MiTek® ISM
RE: J33917-J33917A - LABERGE StLUCE
Site Information:
Customer Info: Ann LaBerge Project Name: M
Lot/Block: Subdivi;
Address: Refuge Lane
City: Port St Lucie / St Luce Co State: F
Name Address and License # of Structural Engi
Name:
Address:
City:
General Truss Engineering Criteria & Design
Loading Conditions):
Design Code: FBC2017/TP12014
Wind Code: ASCE 7-10 [All HeighII
Roof Load: 40.0 psf
This package includes 25 individual, dated Truss D
With my seal affixed to this sheet, I hereby certify tt
conforms to 61G15-31.003, section 5 of the Florida
values are in accordance with ANSI/TPI 1 section 6.3
signs rely on lumber values established by others.
fv%xv " MiTek USA, Inc.
6904 Parke East Blvd.
el: Custom Tampa, FL 33610-4115
n:
rida
er of Record, If there is one, for the building.
License #:
State:
(Individual Truss Design Drawings Show Special
1 Program: MiTek 20/20 8.2
Speed: 170 mph
Load: N/A psf
gn Drawings and 0 Additional Drawings.
I am the Truss Design Engineer and this index sheet
and of Professional Engineers Rules.
No.
I Seal#
I Truss Name
Date
No.
Seal#
1 Truss Name
I Date
1
IT13643764IA01
3/30/18
118
1 T13643781
PBB
3/30/18
12
I T13643765
I A02
1 3/30/18
119
1 T13643782
1 PBC
1 3/30/18
13
I T13643766
I A03
1 3/30/18
120
1 T13643783
1 PBD
1 3/30/18
14
1 T1 3643767
1 A04
1 3/30/18
121
1 Ti 36437841
V4
1 3/30/18
15
1 T13643768
1 B01 GE
1 3/30/18
122
1 T13643785 1
V8
1 3/30/18
16
1 T13643769
1 B02
1 3/30/18
123
1 T13641,3786 1
V12
1 3/30/18
17
I T13643770
1 B03
1 3/30/18
124
J T1364-37871
V16 1
3/30/18
18
1 T13643771
1 C01
1 3/30/18
125 1
T13648788 1
V20 1
3/30/18
19
1 T13643772
1 CO2
1 3/30/18
110
1 T13643773
1 CO3G
1 3/30/18
Ill
I T1 3643774
1 C04G
1 3/30/18
112
1 T13643775
1 C05
1 3/30/18
113
1 T13643776
1 D01 GE
1 3/30/18
114
1 T13643777
1 D02
1 3/30/18
115 1
T13643778
1 M5
1 3/30/18
116 1
T13643779 1
MV3 1
3/30/18
117 1
T13643780 1
PBA 1
3/30/18
The truss drawing(s) referenced above have been prepared by MiTek
USA, Inc. under my direct supervision based on the parameters
provided by East Coast Truss.
Truss Design Engineer's Name: Albani, Thomas
My license renewal date for the state of Florida is February 28, 2019.
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs comply with ANSI/TPI 1. These designs are based upon parameters
shown (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.
%%%'k � . ... DJ'',
380
. r
r
- r
��'• Paz
ST E OF 4tJ
I��I�t1
Thomas A. Mani PE No.39380
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 30,2018
FILECOPYbam-nii,Thomas 1 of 1
Client:
1'r'5.0LIOSTART °Project:
l' !
Address:
Date: 8/22/2017
Page 1 of 2
Designer:
Job Name:
DESIGN SOFTWARE
-
Project #:
LVLO1 LP-LVL 290OFb-2.OE 1.750" X 11.875"
4-Ply - PASSED
Level: Level
1
1 SPF 2 Hanger (HHUS7.25/10)
" H7"
21A 1/I
21'4 1/ 2"
Member Information
I Reactions lb (Uplift)
Type: Girder
Application: Floor
Brg Live Dead Snow Wind Const
Plies: 4
Design Method: ASD
1 1996 1538 0 0 0
Moisture Condition: Dry
Building Code: IBC 2012
2 1994 1536 0 0 0
Deflection LL: 480
Load Sharing: Yes
Deflection TL: 240
Deck: Not Checked
Importance: Normal
Temperature: Temp <= 100°F
Bearings
Bearing Input In Cap. React D/L Total Ld. Case Ld. Comb.
Length Analysis lb
1 - SPF 3.500" 1.500" 79% 1538 / 1996 3534 L D+L
Analysis Results
2- 3.313" 1.500" 45% 1536 / 1994 3529 L D+L
Hanger
Analysis Actual Location Allowed Capacity Comb.
Case
Moment 18099 ft-lb 10'8 3/8" 41397 ft-lb 0.437 (44%) D+L
L
Shear 3435 Ib 1'2 5/8" 15794 lb 0.217 (22%) D+L
L
LL Defl inch 0.427 (L/588) 10'8 3/8" 0.523 (L/480) 0.820 (82%) L
L
TL Defl inch 0.756 (L/332) 10-8 3/8" 1.047 (L/240) 0.720 (72%) D+L
L
Design Notes
1 Provide restraint at supports to ensure lateral stability.
2 Dead Load Deflection: Instant = 0.329", Long Term = 0.493"
3 Fasten all plies using 2 rows of SDW22634 at 24" o.c. Maximum end distance not to exceed .
12".
4 Refer to last page of calculations for fasteners required for specified loads.
5 Simpson fasteners applied from a single side of the member use tip values where published.
6 Fill all hanger nailing holes.
7 Girders are designed to be supported on the bottom edge only.
8. Top must be laterally braced at a maximum of 10'3 3/8" o.c.
9 Bottom unbraced.
10 Lateral slenderness ratio based on single ply width.
ID Load Type Location Trib Width Side I Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments
1 Uniform Near Face 120 PLF 187 PLF 0 PLF 0 PLF 0 PLF 9'-4" flr joist
Self Weight 24 PLF
I
Notes
Manufacturer Info
Louisiana-Pacific Corp
This component analysis is based on the loads,
geometry and other conditions as entered by the user
414 Union Street, Suite 2000
and listed in this report The user is responsible to
ensure the accuracy of the Input and the appicability to
Nashville, TN 37219
the actual conditions of the structure for which this
(888) 820-0325
component is intended. This analysis is valid only for the
www.lpcorp.Com
product listed.
Copyright 2016 All rights reserved by Louisiana Pacific
APA: PR-L280, ICC-ES: ESR-2403,
LADES: RR-25783, Florida: FL15228
Corp. 414 Union St Suite 2000, Nashville, TN 37219 This design is valid until
12/31/2017
LP SolidStart Design Version 1.0 (Build 16.7.095) Powered by iStruct-
Client:
-Project:
S O RT
Date: 8/22/2017
Designer:
Page t°rz
+
Address:
Job Name:
OFMARE
DESIGN SOFTWARE
Project #:
LVL01 LP-L-VL 290OFb-2.OE 1.760"
X 11.876"
4-Ply - PASSED -
Level: Level
11 7/8"
1 SPF
2 Hanger (HHUS7.25/10)4
H7"
21'4 1/2"
21'4 1/2"
Multi -Ply Analysis
Fasten all plies using 2 rows of SDW22634 at 24" o.c.. Maximum
nd distance not to exceed 12"
Capacity 76.7 %
Load 230.0 PLF
Yield Limit per Foot 300.0 PLF
Yield Limit per Fastener 300.0 lb.
Yield Mode Lookup
Edge Distance 2"
Min. End Distance 3"
I
I
I
l
Notes
Manufacturer Info
Louisiana-Pacific Corp
This component analysis Is based on the loads.
geometry and other comStions as entered by the user
and listed In this report. The user is responsible to
414 Union Street, Suite 2000
ensure the accuracy of the input and the applicability to
Nashville, TN 37219
the actual conditions of the structure for which this
(888) 820-0325
component is intended. This analysis is valid only for the
product fisted.
W W W.I000fD.COm
Copyright 2016 Al fights reserved by Louisiana Pacific
Corp. 414 Union St Suite 2000, Nashville, TN 37219
This design is valid until
APA: PR-L280, ]CC -ES: ESR-2403,
LADBS: RR-25783, Florida: FL15228
12/31/2017
LP SolidStart Design Version 1.0 (Build 16.7.095) Powered by i5truct-
Client:
Date: 8/22/2017
Page 1 012
1
t j,l SOLI-D STA RT"i d:
Designer:
Address:
Job Name:
pF51GN SOFTWARE
- -
Project #:
LVLO1 LP-LVL'.290OFb-2.OE 1.760" X 11.876" 14-Ply
- PASSED
Level: Level
(.
G -
1 SPF 2 Hanger (HHUS7.25/10)
21'4 1/2" HT'
21'4 1/2"
Member Information
I Reactions Ib (Uplift)
Type: Girder
Application: Floor
Brg Live Dead Snow Wind Const
Plies: 4
Design Method: ASD
1 1996 1538 0 0 0
Moisture Condition: Dry
Building Code: IBC 2012
2 1994 1536 0 0 0
Deflection LL: 480
Load Sharing: Yes
Deflection TL: 240
Deck: Not Checked
Importance: Normal
Temperature: Temp <= 100°F
Bearings
Bearing Input In Cap. React D/L Total Ld. Case Lid. Comb.
Length Analysis lb
1 - SPF 3.500" 1.500" 79% 1538 / 1996 3534 L D+L
2- 3.313" 1.500" 45% 1536 / 1994 3529 L D+L
Hanger
Analysis Results
I
Analysis Actual Location Allowed Capacity Comb.
Case
Moment 18099 ft-lb 10'8 3/8" 41397 ft-lb 0.437 (44%) D+L
L
Shear 3435 lb 1'2 5/8" 15794 Ib 0.217 (22%) D+L
L
LL Defl inch 0.427 (U588) 10-8 3/8" 0.523 (U480) 0.820 (82%) L
L
TL Defl inch 0.756 (U332) 10'8 3/8" 1.047 (U240) 0.720 (72%) D+L
I L
Design Notes
1 Provide restraint at supports to ensure lateral stability.
2 Dead Load Deflection: Instant = 0.329", Long Term = 0.493"
3 Fasten all plies using 2 rows of SDW22634 at 24" o.c. Maximum end distance not to exceed
12".
4 Refer to last page of calculations for fasteners required for specified loads,
5 Simpson fasteners applied from a single side of the member use tip values where published.
6 Fill all hanger nailing holes.
7 Girders are designed to be supported on the bottom edge only.
8 Top must be laterally braced at a maximum of 10'3 3/8" o.c.
9 Bottom unbraced.
10 Lateral slenderness ratio based on single ply width.
ID Load Type Location Trib Width Side 'Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments
1 Uniform Near Face 1 120 PLF 187 PLF 0 PLF 0 PLF 0 PLF 9'-4" flrjoist
Self Weight 24 PLF
Notes
Manufacturer Info
Louisiana-Pacific Corp
This component analysis is based on the loads,
geometry and other conditions as entered by the user
and listed In this report The user is responsible to
414 Union Street, Suite 2000
ensure the accuracy of the Input and the applicability to
Nashville, TN 37219
the actual mnGtons of the structure for which this
(888) 820-0325
component is intended. This analysis is valid only for the
www.IDcomcom
product fisted.
Copyright 2016 All rights reserved by Louisiana Pacific
APA: PR-L280, ICC-ES: ESR-2403,
LADBS: RR-25783, Florida: FL15228
Corp. 414 Union St Suite 2000, Nashville, TN 37219 This design is valid until
12/31/2017
LP SolidStart Design Version 1.0 (Build 16.7.095) Powered by iStruct-
Client:
Date:
8/22/2017
Page 2 of 2
1 T" S O L I D STA RT'Pro;ect:
Designer:
DESIGN SOFTWARE Address:
Job Name:
Project #:
LVLO1 LP-LVL 290OFb-2.OE 1.750"
X 11.875"
4-Ply - PASSED
Level: Level
2 Hanger (HHUS7.25/10)
CN
11 7/8"
•
1 SPF
H7"
21'4 1121'
21'4 1/2"
Multi -Ply Analysis
Fasten all plies using 2 rows of SDW22634 at 24" o.c.. Maximum end distance not to exceed 12"
Capacity 76.7 %
Load 230.0 PLF
Yield Limit per Foot 300.0 PLF
Yield Limit per Fastener 300.0 lb.
Yield Mode Lookup
Edge Distance 2"
Min. End Distance 3"
'
I
I
I
I
i
Notes
Manufacturer Info
Louisiana-Pacific Corp
This component analysis is based on the loads,
geometry and other conditions as entered by the user
414 Union Street, Suite 2000
and listed in this report The user is responsible to
ensure the accuracy o1 the Input and the applicability to
Nashville, TN 37219
the actual conditions o1 the structure for which this
(888) 820-0325
component is Intended. This analysis is valid oNy for the
www.iOcoro.com
product ed. C
dght 2018 Al rights reserved by Louisiana Pacific
Copyright
APA: PR-L280, ICC-ES: ESR-2403,
Corp. 414 Union St Suite 2000, Nashville, TN 37219
This design is valid until
LADBS: RR-25783, Florida: FL15228
12/31/2017
LP SolidStart Design Version 1.0 (Build 16.7.095) Powered by i5truct-
Job
Truss
Truss Type
Qty
Ply
�LABERGE
T13573219
J33917-J33917A
A01
ROOF SPECIAL
1
2
Job Reference o tional
East Coast Truss, Ft. Pierce, FL 34946
3x6 i
2
1
20
3x6 =
2x4 I I
8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:01 2018 Page 1
I D:e 1 ZK?Nn4BvfTKjw36zS_t2zCxUd-Iz7XHiPyCtt4N F45fgxeFp9BBjemQ?dQxeWg?zYObG
26.11-4 29.74 32-8-1
4 513-0 5.4-3 5.4-3 ' 2-8-0 1-44 1-4-12 1-4-0' D 11-4 4-4-12 1-4-0'
5x12 = 3.0010 1-3-4 1-8-12
2x4 11
8.00 12 2x4 11 2x4 11
8 2x4 11 3x6 = 2x4 11
3x6 i 9 2x4 11 2x4 2=4 I I
3x6 i 10 11
6
7 2 II 1213
i�x4 I I
x
4x8 �i -� 2 14 2x4 II
5
6x8 = 2x4 II 4x6 =
3x6 2x4 II 2x4 II
3x6 �i 15 4x6 —
3 4 5x6 �- 6.00 12
16
3x4
Boa 17
19 18 5x10 =
48 = 2x4 II
LOADING (psf)
SPACING-
1-0-0
CSI.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.73
TCDL
10.0
Lumber DOL
1.25
BC 0.52
BCLL
0.0
Rep Stress Incr
NO
WE 0.21
BCDL
10.0
Code FBC2017/TPI2014
Matrix -AS
DEFL. in (loc) I/defl Ud PLATES
Vert(LL) 0.05 14 >999 240 MT20
Vert(CT) -0.30 14-39 >999 180
Horz(CT) 0.07 12 n/a n/a
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD
9-13: 2x4 SP No.1 BOT CHORD
BOT CHORD 2x4 SP No.2 *Except*
5-18: 2x6 SP No.2, 12-14: 2x6 SP SS
WEBS 2x4 SP No.3 `Except'
10-14,8-14: 2x6 SP No.2
REACTIONS. (lb/size) 1 B=2180/9-6-14, 19=-322/9-6-14, 20=-402/9-6-14, 12=12B3/0-3-8
Max Horz 20=316(LC 8)
Max Uplift 19=376(LC 18), 20=-446(LC IS)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=0/779, 3-5=0/1640, 5-7=0/493, 7-8=268/245, 8-10=198610, 10-11 =1 977/0,
11-12=-2669/0
BOT CHORD 19-20=-283/229, 17-18=2160/0, 5-17=1346/109, 16-17=1495/0, 15116=463/0,
14-15=110/291, 12-14=0/2635
WEBS 3-19=0/723, 17-19=541/0, 3-17=-848/0, 5-16=0/1111, 7-16=-91U/U, 7-15=0/664,
8-15=-637/0, 11-14=766/0, 8-14=0/2014, 2-20=01465, 2-19=-640/0 '
Scale=1:99.1
GRIP
244/190
Weight: 513 lb FT = O%
Structural wood sheathing directly applied.
Rigid ceiling directly applied.
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"xY) nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered' at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=38ft; eave=511; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
5) Plates checked for a plus or minus 0 degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
19=376, 20=446.
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.
LOAD CASE(S) Standard
`IIIII11111111"
%%` MPS A
GEN
No 39380
� * r
Intl
Thomas A. Albani PE No.39380
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
�—
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPl1 iQuality 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
March 22,2018
Job
Truss
Truss Type
Qty
Ply
�LABERGE
T13573219
J33917-J33917A
A01
ROOF SPECIAL
1
2
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL 34946
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-8=30, B-13=-30, 18-35=10, 14-17=10, 12-14=-132(F=-122)
8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:01 2018 Page 2
ID:e1 ZK?Nn4BvrrKjw36zS_t2zcxUd-Iz7XHiPyCtt4NF45fgxeFp9BBjemQ?dQxeWg?zYObG
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11•7473 rev. 10/03/101 S BEFOREUSE.
Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only., Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
LABERGE
I
T13573220
J33917-J33917A
A02
ROOF SPECIAL
9
1
Job Reference o tional
East Coast Truss, Ft. Pierce, FL 34946 0.130 s Mar 11 2U18 fit! rek Industries, Inc. I nu Mar zz 11:37:Uz zU18 Page 1
ID:el ZK?Nn4BvrrKjw36zS_t2zCxUd-D9hwU2QcjW?khXgGfMCABTML9bzFVl?nfaN3CRzYObF
5 7-14 10-10-14 16-3-1 21-7-4 28 4-0 32 8-1 38-0-0 9 4
5-7-14 5-3-0 5-4-3 5-4-3 6-8-12 4 4-1 5-3-15 4
5x8 3.00112 Scale = 1:89.2
8.00 12 2x4 I I
7 3x6 =
3x6 i>5x8
2x4
3x6 i 10
6
5 11 12 N
4x8 �i
4 3x6 =
3x6 1i
3x6 i 14
3 5x6 i 6.00 12
2 0
15
3x4
1
�16
18 17 5x10 =
3x4 = 3x6 II
3x6 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.65
Vert(LL) 0.29
13 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.94
Vert(CT) -0.50
13-24 >650 180
BCLL 0.0 '
Rep Stress Incr
YES
WB, 0.74
Horz(CT) 0.23
11 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -AS
Weight: 222 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 *Except*
BOT CHORD
Rigid ceiling directly applied.
4-17: 2x6 SP No.2
WEBS
1 Row at midpt 7-13 -
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 17=2112/0-8-0, 11=1008/0-4-0
Max Horz 17=632(LC 8)
Max Uplift 17=-1618(LC 8), 11=-641(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-354/425, 2-4=-795/1028, 4-6=672/416, 6-7=-1008/620, 7-9=-2364/1416,
9-10=-2373/1332, 10-11=-2797/1628
1
BOT CHORD 1-18=266/394, 17-18 495/586, 16-17=-2078/1552, 4-16=-1491/1078 115-16=-898/452,
14-15=385/864, 13-14=-382/997, 11-13=-1488/2698
WEBS 2-18=251/303, 16-18=374/399, 2-16=573/671, 4-15=613/1122, 6-15=-891/613,
6-14=-125/501, 7-14=-373/192, 7-13=-989/1844, 9-13=-374/376, 10-13=-509/354
NOTES-
1) Unbalanced roof live loads have been considered for this design. I
``III I I I II f 1III
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL'i 6.Opsf; h=20ft; B=45ft; L=38ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed end vertical left and right exposed; Lumber
,� pp PS A, A
• �e �j,
;
DOL=1.60 DOL=1.60
% O\+` •,.
E N q2 ��
plate grip
���,<� .•'�G S+'•.
•• �' •'.
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.
No 39380
5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
17=1618,11=641.
'b
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
44/
'
sheetrock be applied directly to the bottom chord.
0
,
If
Thomas A. Albani PE No.39380
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.1 Additional temporary and permanent bracing M iTek•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
LABERGE
I
T13573221
J33917-J33917A
A03
ROOF SPECIAL
4
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL 34946 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 11:37:03 2018 Page 1
I D:el ZK?Nn4BvrrKjw36zS_t2zCxUd-hLFIhNREUg7bJhPTD4jPjguUt?KCEAPwuE7dltzYObE
7-8-0 15-1-5 21-7-4 28-4-0 32 8-1 38 0-0
7-8-0 755 65 15 6-8-12 4-4-1 5 3 15 4-0
5x10 zz 3.00112 Scale = 1:89.4
8.00 12 2x4 I I
6 3x6 c
7 8 2x4
5x6 i 9
5 10 11 w
I�
12
3x6 5x8 = 3x6 =
4x8 i
4 13
3 3x4
2x4 �� 14 6.00 12
2 3x6
15
1 3x4
16
5x10
3x6 =
71 7 A 1. A n 1. A A
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.78
Vert(LL) 0.41
12 >884 240
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.77
Vert(CT) -0.54
12-22 >669 180
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.86
Horz(CT) 0.29
10 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Weight: 206 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 *Except*
BOT CHORD
Rigid ceiling directly applied.
10-12: 2x4 SP No.1
WEBS
1 Row at midpt 6-12
WEBS 2x4 SP No.3'Except*
4-16: 2x6 SP No.2
REACTIONS. (lb/size) 16=1902/0-8-0, 10=1218/0-4-0
Max Horz 16=632(LC 8)
Max Uplift 16=-1325(LC 8), 10=-795(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-366/360, 2-4=-461/551, 4-5=-1294/642, 5-6=-1485/970, 6-8=-3138/2027,
8-9=-3137/1944, 9-10=-3609/2228 1
BOT CHORD 1-16=230/351, 15-16=-606/365, 13-15=-785/1378, 12-13=-710/1423, 10-12=206813483
WEBS 4-16=1480/1047, 4-15=702/1304, 5-15=736/585, 5-13=121/320, 6-12=1288/2249,
8-12=-374/371, 9-12=487/339, 2-16=-199/303
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.0psf; h=20ft; B=45ft; L=38ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; erid 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 Qt=lb)
16=1325, 10=795.
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
`%011111111///A.
�,,
No 39380
F
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
®WARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Isifor an Individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. (Additional temporary and permanent bracing
MiTek"
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI11 quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
LABERGE
T13573222
J33917-J33917A
A04
ROOF SPECIAL
1
2
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL 34946
3x6 i
2x4
2
1
n
3x6 =
u.13U s mar 11 zul6 MI i etc Inoustnes, Inc. I nu Mar zz 11:3/:u4 zuld rage 1
ID:e1ZK?Nn4BvfrKjw36zS_t2zCxUd-9YpgvjRsF7FSxr fnnEeGuRdEPjlzn146usAHKzYObD
26.11.4 29-74 32-8-1 34-114
15-15 21-74 24-34 I 5.7 8-0-0ll013
7-5-5 65-15 2--0 4-0 30-0-1-20 9-00 14-12 0-114 Scale = 1:91.5
5xl2 = 3.00112
2x4 I I
8.00 12 2x4 11 2x4 11
6 2x4 II 3x6 ::z 2x4 II 2x4 11
>2x4 II 2x4 =
5x5 �i 9 2x4 II
5 10 11 w
r�
4 II 2x4 II
2x4 II 4x6 =
2x4 II
48�i 2x4 II
14 13 2x4 II o
3 3x4 i 2x4 II
14 6.00 12
15 3x6 i
3x4
16
6x8
33-7-4
LOADING (psf)
SPACING- 1-0-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.94
Vert(LL) 0.09 12 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.59
Vert(CT) -0.37 12-38 >976 180
BCLL 0.0
Rep Stress Incr NO
WE 0.19
Horz(CT) 0.14 10 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Weight: 480lb FT=O%
LUMBER- I BRACING -
TOP CHORD 2x4 SP No.2 I TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied.
10-12: 2x6 SP SS
WEBS 2x4 SP No.3 *Except*
4-16,8-12: 2x6 SP No.2, 6-12: 2x8 SP No.2
REACTIONS. (lb/size) 16=1139/0-8-0, 10=1600/0-4-0
Max Horz 16=316(LC 8)
Max Uplift 16=475(1_C 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 1
TOP CHORD 2-4=-230/275, 4-5=-908/61, 5-6=1161/66, 6-8=-3265/0, 8-9=-3255/0, 9110=3898/0
BOT CHORD 15-16=-312/174, 13-15=-152/927, 12-13=0/1110, 10-12=0/3821 i
WEBS 4-16=-927/340, 4-15=-122/880, 5-15=-513/147, 5-13=01302, 9-12=-708/0, 6-12=0/2654
NOTES-
1) 2-ply truss to be connected together with IOd (0.131"xY) nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered atIO-9-0 oc.
ill\1 1111111111 j
��/��
Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc.
,%%%�-nPg A A
�e �j�
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
O\V` •,. • • •
E N $�•, 9�j/
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
G ���
3) Unbalanced roof live loads have been considered for this design.
,���,`�`,.��
4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=38ft; eave=5ft; Cat.
NO 39380
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
5) Plates checked for a plus or minus 0 degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
'• 44/
1.10 '
will fit between the bottom chord and any other members.
O ��✓
0i�T Q;••
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb)
���
R Q
16=475.
�j�s ,
9) This trussstructural wood sheathing be applied,directly to the top chord and 1/2" gypsum
applied
��i10 N A�
sheet rock be directly to the bottom chord
1111111 %��
LOAD CASE(S) Standard
Thomas A. Alban! PE No.39380
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
MiTek USA, Inc. FL Cert 6634
Uniform Loads (pif)
6904 Parke East Blvd. Tampa FL 33610
Vert: 1-6=30, 6-11=30, 16.34=10, 12-16=10, 10-12=132(17=122)
Date:
March 22,2018
I
®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 MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
�p
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing 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
Truss
Truss Type
Qty
Ply
LABERGE
I
T13573223
J33917-J33917A
B01GE
GABLE
1
1
Job Reference o tional
East Coast Truss, Ft. Pierce, FL 34946 8.13u s Mar 11 Zu18 MI I eK Industries, Inc. I nu Mar 22 11:3I:Ub ZU18 Page 1
I Diet ZK?Nn4BvrrKjw36zS_t2zCxUd-5wwQKPT6n[VAA881 uCG6LJ W2gCR7RWkMaCLHMCzYObB
164
-0 19-0-0 21-7-4
7S2 6.2-14 0.9.E 14-0 '1.4-0 1-" 1-3-4' 7-1-15 4b10 4.9-3
1-10-11
2x4 11
2x4 11 2x4 I I 2x4 11
5x8 = 2x4 11 2x4 I I Sx8 M18SHS =
Sx6 WB =
8.0o 12 2x4 II 5 2x4 115 5 7 2x4 II 56 8 2x4 II
2x4 2x4 11
4 I 2x4 11
3x6 i 2x4 11
4x8 2x4 II 2x4 11
3
2 28 2 I 4x6 11
9
2x4 11 5x 2
a II
2x4 1 2x4 1
I 3x4
1 2x4 I I
I
• 27 26 25 24 57 23 22 20 19 18 17 16 15 14 13 12 11 10
3x6 —_ 2x4 II 3x6 = 3x4 = 3x8 = 21 2x4 II 2x4 II 2x4 11 2x4 11 58
2x4 i 2x4 II 2x4 II 2x4 II 2x4 II 2x4 11 3x6 11
2x4 I I 2x4 I I
14W
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defl
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.62
Vert(LL)
-0.06 23-24
>999
240
TCDL 10.0
Lumber DOL
1.25
BC 0.50
Vert(CT)
-0.11 24-26
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.95
Horz(CT)
0.02 10
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
LUMBER-
BRACING -
TOP CHORD
2x4 SP No.2 *Except*
TOP CHORD
8-9: 2x6 SP No.2
BOT CHORD
2x4 SP No.2
I BOT CHORD
WEBS
2x4 SP No.3 *Except*
WEBS
9-10,4-28,28-29: 2x6 SP No.2
JOINTS
OTHERS
2x4 SP No.3
REACTIONS. All bearings 16-4-0 except (jt=length) 27=0-8-0.
(lb) - Max Horz 27=597(LC 7)
Max Uplift All uplift 100 lb or less at joint(s) 11 except 23=540(LC 5), 17=220(LC
5), 27=695(LC 8), 10=51O(LC 8), 22=-104(LC 3)
Max Grav All reactions 250 lb or less at joint(s) 20, 19, 18, 16, 15, 14, 13, 12, 11
except 23=1338(LC 13), 23=1089(LC 1). 17=451(LC 16), 27 =I943(LC 1), 10=522(LC
14)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. iI
TOP CHORD 1-2=-273/165, 2-4=-731/676, 4-5=-595/644, 5-7=-352/587, 7-8=352/587, 8-9=-432/505,
9-1 0=-501/530
BOT CHORD 26-27=484/986, 24-26=484/987, 23-24=-260/579
WEBS 2-26=0/261, 2-24=487/351, 24-28=-115/512, 5-28=135/542, 5 29=810/221,
23-29=879/278, 7-23=-472/407, 8-17=-421/237, 2-27=-896/569
PLATES GRIP
MT20 244/190
M18SHS 244/190
Scale = 1:85.1
Weight: 400 lb FT = 0%
Structural wood sheathing directly applied, except end verticals, and
2-0-0 oc puffins (6-0-0 max.): 5-8.
Rigid ceiling directly applied.
1 Row at midpt 2-24, 5-29, 7-23, 8-17
1 Brace at Jt(s): 28, 29
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=38ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind ,(normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSIIrPI 1.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) Plates checked for a plus or minus 0 degree rotation about its center.
7) Gable studs spaced at 1-4-0 oc.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11 except (jt=lb)
23=540, 17=220, 27=695, 10=510, 22=104.
11) 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.
,,,\\\I11111►11111,
A,
�.` �� • G E N
No 39380
jz
F : 41J
111
Thomas A. Albani PE No.39380
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
® WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEIPAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use onlywith MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not•
a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
Jr..
s always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI7 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.'
Tampa, FL 36610
Job -
Truss
Truss Type
City
Ply
LABERGE
T13573224
J33917-J33917A
B02
Piggyback Base
8
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL 34946 I 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:07 2018 Page 1
ID:e 1 ZK7Nn4BvfTKjw36zS_t2zCxUd-Z7UoXIUIY2e1 oijESwnLuW3BBdIAz4Wps5quezYObA
7-1-15 7-1-15 4-5.10 4-9-3
5xe =
Scale = 1:71.3
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.76
Vert(LL) -0.22
9-10 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.82
Vert(CT) -0.41
9-10 >999 180
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.94
Horz(CT) 0.07
9 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Weight: 256 lb FT = O%
LUMBER-
TOP CHORD 2x4 SP No.2
D
Structural wood sheathing directly applied, except end verticals, and
BOT CHORD 2x4 SP No.2
7BH
2-0-0 oc purlins (4-3-5 max.): 4-6.
WEBS 2x4 SP No.3
D
Rigid ceiling directly applied.
1 Row at midpt 2-14, 5-12, 6-10, 2-17, 7-9
REACTIONS. (lb/size) 17=1576/0-8-0, 9=1453/0-4-0
Max Horz 17=598(LC 7)
Max Uplift 17=921(LC 8), 9=787(LC 8)
Max Grav 17=1649(LC 13), 9=1593(LC 14)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=335/165, 2-4=1771/1046, 4-5=1470/1055, 5-6=1470/1055, 6-7= j1485/935,
7-8=280/242, 8-9=-278/242 j
BOT CHORD 16-17=-819/1900, 14-16=-81911901, 12-14=-613/1584, 10-12=-449/1219, 9-10=-379/966
WEBS 2-16=0/252, 2-14=3941363, 4-14=125/476, 4-12=149/359, 5-12=480/420,
6-12=-345/672, 7-1 0=-1 27/491, 2-17=1837/927, 7-9=1534/723
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=38ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas, where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 1
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
17=921, 9=787.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied Idirectly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
`,,�11111111/11�',I
No 39380
.0
i
%0T •0;O P �_41
OR
' , 9
ON A
Inn
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not�-
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.'
Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
LABFRGE
I
T13573225
J33917-J33917A
B03
Piggyback Base
2
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL 34946
8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:07 2018 Page 1
ID•e17K7Nn46vrrKiw36zS t27CxL1d-77L1oXIL11Y2e1oliFSwnLuW3DacoeA2QWns5aue7YObA
5x5 = 3x4 = 1 3x4 = 3x4 = 3x8 = 3X6 II
Scale = 1:59.9
3X4 =
-0-0
1 5-5
2 -4- 1
8 -0
7-0-0 0.4-
7-1-5 I
6-115
6-11-5
Plate Offsets (X,YI—
f5:0-6-4,0-2-41.f6:0-2-8,0-3-01.f13:0-2-8.0-2-121
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.59
Vert(LL)
-0.07
9-11
>999
240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.42
Vert(CT)
-0.12
8-9
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.60
Horz(CT)
-0.02
8
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Weight: 198 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
7-8: 2x6 SP No.2
REACTIONS. (lb/size) 8=727/Mechanical, 13=1521/0-8-0
Max Horz 13=785(LC 7)
Max Uplift 8=643(1-C 5), 13=1197(LC 8)
Max Grav 8=928(LC 13), 13=1521(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied
2-0-0 oc purlins (6-0-0 max.): 5-7.
BOT CHORD Rigid ceiling directly applied.
WEBS 1 Row at midpt 7-8, 5-11, 6-9.
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=356/349, 2-3=-431/524, 3-5=-563/277, 5-6=-496/424, 6-7=496/424, 7-8=-778/660
BOT CHORD 1-13=-224/347, 11-13=-818/466, 9-11=-585/556, 8-9=275/254 1
WEBS 3-11=3771862, 5-11=-314/332, 5-9=166/297, 6-9=458/484, 7-9=-583/761,
2-13=-184/278, 3-13=-1245/925
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.0psf; h=20ft; B=45ft; L=28ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center. '
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas, where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = I O.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
8=643, 13=1197.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the tap and/or bottom chord.
except end verticals, and
7-9
``,`IIIItI11fII�',I
NS A. q�e,i��i
No 39380
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
•
Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and 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
n/i iTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
LABERGE
T13573226
J33917-J33917A
C01
Attic
10
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL 34946 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 11:37:08 2018 Page 1
ID:e1ZK?Nn4BvfTKjw36zS_t2zCxUd-1J2Bl5VNJMmuPSIQOdlaQkcR1021vX4f1 WgOQ5zYOb9
,1 4-12, 4-8-8 6 0-151 11-11-4 17-9-9 ,19-2-0, 23-10-8 25-3-4,
1 4-12 4-8-8 1-4-7 5-10-5 5-10-51�-7 4 8-8 1 4-12
4x8 = I 1x4 11 4x8 = Scale = 1:63.1
3x6 i 4 29 5 30 cz 6 US
8.00 12
3 7
3x8 18 20 21 22 19 3xB
2 1x4 = 4x8 = 4x4 II 1x4 =
4 I 8
x
1 1
17 0 9 0 ,
3x4 = I 1 1 3x4 =
US =
16 15 14
13 12 11
3x8 II 7x6 — 6x8 =
6x8 = 7x6 — US II
4.10-4
14-2-0
-0•q
23-10-8 23-1,1-8
0-0-12 4-8-8 1145.8
4-8-8 0-1-0
Plate Offsets (X,Y)—f4:0-5-12.0-2-01.16:0-5-12,0-2-01,112:0-3-0.0-5-41,f15:0-3-0.0-5-41
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.44
Vert(LL)
-0.28 12-15 >989 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.79
Vert(CT)
-0.43 12-15 >647 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.51
Horz(CT)
0.01 11 n/a n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix -AS
Attic
-0.27 12-15 645 360
Weight: 251 lb FT = O%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied, except end verticals, and
BOT CHORD 2x8 SP SS 'Except'
2-0-0 oc purlins (4-11-2 max.): 4-6, 2-17, 8-10. Except:
1-17,9-10: 2x4 SP No.3, 13-14: 2x8 SP No.2
5-6-0 oc bracing: 16-17, 10-11
WEBS 2x4 SP No.3 *Except*
BOT CHORD
Rigid ceiling directly applied.
2-16,8-11: 2x6 SP No.2
WEBS
1 Row at midpt 15-18, 12-19
JOINTS
1 Brace at Jt(s): 20, 21, 22
REACTIONS. (lb/size) 16=1211/0-8-0, 11=121110-7-4
Max Horz 16=652(LC 7)
r
Max Uplift 16=569(LC 8), 11=-488(LC 8)
Max Grav 16=1424(LC 17), 11=1424(LC 16)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-882/404, 3-4=-864/552, 4-5=-1224/937, 5-6=-1224/937, 6-7=-864/554,
7-8=-881/404, 16-17=-1784/566, 2-17=-1738/535, 10-11 =-1 784/475, 8-10=-1738/486
i
BOT CHORD 15-16=623/479, 12-15=283/833
WEBS 15-18=326/301, 3-18=-341/303, 12-19=326/301, 7-19=341/303, 2-15 304/1436,
8-12=-304/1436, 4-21=488/687, 5-21=382/354, 6-21=-488/687 '
NOTES-
1011111111111I
1I1
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=i6.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.
�1 A
``t�MPS
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
No 39380
4) Plates checked for a plus or minus 0 degree rotation about its center.
* ..
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Ceiling dead load (5.0 on member(s). 18-20, 20-21, 21-22, 19-22
4ij
psf)
8) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-15
9) Provide truss to bearing
0 0 ••, �(/
�i '� �••• Q;••
mechanical connection (by others) of plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b)
( Q �����
��� �s
16=569, 11=488.
10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
.
sheetrock be applied directly to the bottom chord.
�1I1/j� N AI
11) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
12) NOTE: DUE TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, THE FLOOR MAY EXHIBIT OBJECTIONABLE
Thomas A. Albani PE No.39380
VIBRATION AND OR BOUNCE. BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS.
MiTek USA, Inc. FL Cert 6634
TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO MANUFACTURING.
6904 Parke East Blvd. Tampa FL 33610
13) Attic room checked for U360 deflection.
Date:
March 22,2018
I
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE,PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Isalways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS[fTP11 quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
LABERGE
I
T13573227
J33917-J33917A
CO2
Attic
2
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL 34946
4-8-8 6-0-151 11-11-4
4-8-8 1;7 5-105
4x8 =
8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 11:37:10 2018 Page 1
ID:el ZK?Nn4BvfrKjw36zS_t2zCxUd-_iAx9nWdrzObfmRp72L2V9hmcgiVNPUyVgJUVzzYOb7
5-10-5 '1-4-7' 4-4-12 ' 1-8-6
1x4 11 4x8 =
Scale = 1:63.1
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL L25 TC' 0.49 Vert(LL) -0.38 12-15 >738 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.48 12-15 >580 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(CT) 0.01 11 n!a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Attic -0.35 12-15 489 360 Weight: 251 lb FT = O%
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x8 SP SS 'Except'
1-17,9-10: 2x4 SP No.3, 13-14: 2x8 SP No.2
WEBS
2x4 SP No.3 `Except*
2-16,8-11: 2x6 SP No.2
I BRACING -
TOP CHORD
Structural wood sheathing directly applied, except end verticals, and
2-0-0 oc purlins (5-0-0 max.): 4-6, 2-17, 8-10. Except:
5-4-0 oc bracing: 10-11
5-6-0 oc bracing: 16-17
BOT CHORD
Rigid ceiling directly applied.
WEBS
1 Row at midpt 15-18, 12-19
JOINTS
1 Brace at Jt(s): 20, 21, 22
REACTIONS. (lb/size) 16=1124/0-8-0, 11=1154/0-3-8
Max Horz 16=652(LC 6)
Max Uplift 16=605(LC 8), 11=539(LC 8)
Max Grav 16=1441(LC 17), 11=1479(LC 16)
I
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or -less except when shown.
TOP CHORD 2-3=-888/430, 3-4=-873/569, 4-5=-1222/952, 5-6=-1222/952, 6-7=-859/566,
7-8=878/435, 16-17=-1791/613, 2-17=-1748/582, 10-11 =1 923/562, 8-10=-18781561
BOT CHORD 15-16=620/482, 12-15=306/834
WEBS 15-18=362/282, 3-18=376/285, 12-19=367/286, 7-19=-382/289, 2-15=1348/1436,
8-12=-379/1554, 4-21=-486/678, 5-21=382/354, 6-21=-491/696
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpj=0.18; MWFRS (directional); cantilever left and right exposed ; end; vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Ceiling dead load (5.0 psf) on member(s). 18-20, 20-21, 21-22, 19-22
8) Bottom chord live load (40.0 psf) and additional bottom chard dead load (0.0 psf) applied only to room. 12-15
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
16=605,11=539.
10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
12) NOTE: DUE TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, THE FLOOR MAY EXHIBIT OBJECTIONABLE
VIBRATION AND OR BOUNCE. BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS.
TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO MANUFACTURING.
13) Attic room checked for U360 deflection.
,0011111111111
%%OMp,S A 4�6l���i
�� `r •' �GENg •,92�i
No 39380
10
.00..
Q : �;
11111
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East 61vd. Tampa FL 33610
Date:
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For'general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and 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
March 22,2018
Job
Truss
Truss Type I
Qty
Ply
LABERGE
T13573228
J33917-J33917A
CO3G
ATTIC GIRDER I
1
2
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL 34946
4x8 =
3x6 i
4
<3x8
o3
VII
17
16
3x8 11 7x6
=
12 4-8-6 9-11-13
I1x411
5
27 c, M
23
1 4x8 =
8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:11 2018 Page 1
ID:e1 ZK?Nn4BvfrKiw36zS_t2zCxUd-SukJN6XFcH8SGvO?hlsH2MEuED616tJ6jU321 QzYOb6
't-4-7 ' 4-8-6 2-0-14
48 =
3x6
22 20
4x4 II 1 1x4 =
NAILED
NAILED
4x4 =
3x8 - 3x4 II
89 10
14 13 7x6 = 11
6x8 =
7x6 = 12 Sx5 =
NAILED NAILED
25-11-0
131-10-11 19-2-0 23512 23-1
Scale = 1:69.4
0-0-12 4-e-8 535 3-10-14
5-35 4-4-12 - 0
2-0-14
Plate Offsets (X Y)— 14:0-5-12.0-2-01,16:0-5-12.0-2-01.f12:0-3-0.0-5-41.f13:0-3-0,0-5-41.f16:0-3-0,0-5-41
LOADING (psf)
SPACING- 3-6-0
CSI.
DEFL. in (loc) l/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.63
Vert(LL) -0.30 13-16 >949 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.60
Vert(CT) -0.42 13-16 >676 180
BCLL 0.0 '
Rep Stress Incr NO
WB 0.54
Horz(CT) 0.01 12 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Attic -0.28 13-16 623 360
Weight: 558 Ib FT = 0%
LUMBER-
I BRACING -
TOP CHORD
2x4 SP No.2
TOP CHORD
BOT CHORD
2x8 SP SS *Except*
1-18: 2x4 SP No.3
WEBS
2x4 SP No.3 *Except*
BOT CHORD
2-17: 2x6 SP No.2
JOINTS
REACTIONS.
(Ib/size) 17=2111/0-8-0, 12=2349/0-4-0
Max Horz 17=1206(LC 7)
Max Uplift 17=1023(LC 26), 12=1633(LC 8)
Max Grav 17=2704(LC 15), 12=3247(LC 30)
I
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. !
TOP CHORD 2-3=-1743/745, 3-4=1573/963, 4-5=2211/1655, 5-6=2211/1655, 6-7=11611/985,
7-8=1735/740, 8-9=465/391, 9-10=326/294, 10-11=227/320, 17-18=-3480/1054,
2-18=-3404/1001
BOT CHORD 16-17=-1156/840, 13-16=-602/1610, 12-13=-310/417, 11-12=356/416 1
WEBS 16-19=-582/519, 3-19=-608/524, 13-20=-615/585, 7-20=642/590, 21-23=362/269,
22-23=-305/244, 2-16=-616/2817, 8-12=-2871/835, 8-13=-817/2836, 941=-664/536,
9-12=-1281 /899, 4-21=-64/314, 6-22=-56/324, 3-21=-371 /315, 7-22=-390/301,
5-23=-693/643, 6-23=-943/1249, 4-23=917/1228
2-0-0 oc pudins (6-0-0 max.), except end verticals
(Switched from sheeted: Spacing > 2-0-0). Except:
6-0-0 oc bracing: 17-18
Rigid ceiling directly applied or 6-0-0 oc bracing.
1 Brace at Jt(s): 1, 4, 6, 10, 19, 20, 9, 23
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=26ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end, vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) Plates checked for a plus or minus 0 degree rotation about its center.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Ceiling dead load (5.0 psf) on member(s). 19-21, 21-23, 22-23, 20-22
10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-16
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
,,��►111111//���,
O,p,S A.
No 39380
441
S10N A �E� .�`,,
11111I
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd, Tampa FL 33610
Date:
March 22,2018
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev. 1010312015 BEFORE USE.
•
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicabiiity of design parameters and property incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 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 IQty
Ply
[ABERGEJ33917-J33917A
T13573228
CO3G
ATTIC GIRDER
1
2
b Reference (optional)
East Coast Truss, Ft. Pierce, FL 34946 I 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:11 2018 Page 2
ID:el ZK?Nn4BvfTKjw36zS_t2zCxUd-SukJN6XFcH8SGv0?hlsH2MEuED616tJ6jU321 QzYOb6
NOTES-
12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
13) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines.
14) NOTE: DUE TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, TF E FLOOR MAY EXHIBIT OBJECTIONABLE VIBRATION AND OR BOUNCE.
BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS. TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO
MANUFACTURING.
15) Attic room checked for L/360 deflection.
LOAD CASE(S) Standard
1) Dead.+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=105, 24=105, 4-6=-105, 6-9=105, 9-10=105, 16-17=35, 13-16=52, 11-13=35, 19-20=17, 18-24=35
Concentrated Loads (lb)
Vert: 10=-83(F) 11=28(F) 9=-27(F) 12=-9(F)
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE.
•
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.:
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
�LABERGE
T13573229
J33917-133917A
C04G
Attic Girder
1
Jab Reference (optional)
East Coast Truss, Ft. Pierce, FL 34946
8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:13 2018 Page 1
I D:e1 ZK?Nn4BvfTKjw36zS_t2zCxUd-OHr400YV8uOAWDAOoAul7nJCP1 kXaiyOBoY951zYOb4
19-2-0
r1-4-12i 48.8
i6-0.15i
10-0-6
,11-1d-4 i13.10-2 , 17-9.9 19.1-11 25-11-4
1-4.12 48.6
11.7
3-11-7
1-10i 14 1-10.14 3-11-7 1-0-2 6.9-0
4x8 =
1x4 I I 4x8 ¢0.6
Scale = 1:65.8
US
8.00 12
i 4
26
5 6 4x8 = 3x4
= 4x4 =
3
7
8 9
3x8 8
0
2I
22 21 19
2
1x4
4x8 4x4 x4
1'
x4 I
1
I
`}
17
Y
0
3
I
I
16
15
14
i
I
13 12 28
11 29 10
3x6 II 4x6 —_
6x8 =
6x8 = 4x6 — 7x6
= 4x8 II
HUS26 HUS26
i 48-8
9-11-13
13-10-11 19-2-0 23�-12
25-11-0
411
5 3-5
3=10-14 5�-5 44-12
2 4 8
Plate Offsets (X.Y)— 14:0-5-12.0-2-01. 16:0-5-12,0-2-01,
110:Edoe.0-3-81, 111:0-3-0,0-5-41
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.71
Vert(LL) 0.25 12-15 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.83
Vert(CT) -0.32 12-15 >874 180
BCLL 0.0
Rep Stress Incr NO
WB 0.85
Horz(CT) -0.00 11 n/a n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix -MS
Attic -0.20 12-15 848 360
Weight: 570 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
- BOT CHORD 2x8 SP No.2 "Except'
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-6, 7-9,
1-17: 2x4 SP No.3
2-17. Except:
WEBS 2x4 SP No.3 *Except*
6-0-0 oc bracing: 16-17
9-10: 2x4 SP No.2, 2-16: 2x6 SP No.2
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except:
10-0-0 oc bracing: 12-15.
JOINTS 1 Brace at Jt(s): 9, 20, 21, 22
REACTIONS. (lb/size) 16=1102/0-7-4, 11=2793/0-3-8
Max Horz 16=792(LC 7)
Max Uplift 16=615(LC 26), 11=-2145(LC 5)
Max Grav 16=1590(LC 15), 11=3454(LC 30)
I
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1051/457, 3-4=925/560, 4-5=1308/980, 5-6=1308/980, 6-7=997/615,
7-8=830/472, 8-9=-493/409, 9-10=993/1075, 16-17=2083/662, 2-17=-2032/628
BOT CHORD 15-16=781/474, 12-15=525/944, 11-12=-439/438, 10-11=-291/262 '
WEBS 15-18=-344/316, 3-18=-357/317, 12-19=668/537, 7-19=681/536, 8-12=-879/2301,
8-11=-2284/1094,9-11=1128/904,20-22=-408/315,2-15=-450/1716,3-20=259/271,
7-21=-314/294, 5-22=-395/366, 6-22=-641/790, 4-22=575/767
NOTES-
1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-8-0 oc, 2x4 - 1 row at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design. ;
4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=26ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) Plates checked for a plus or minus 0 degree rotation about its center.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas;where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
9) Ceiling dead load (5.0 psf) on member(s). 18-20, 20-22, 21-22, 19-21
10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-15
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
16=615, 11=2145.
1111
`OMP'SI AI� `
No 39380
'••O R C? %
IIII
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
WARNING • Verf/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE,PAGE MI1-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek"
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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
March 22,2018
Job
Truss
Truss Type
Qty
Ply
�LABERGE
T13573229
J33917-J33917A
C04G
Attic Girder
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL 34946 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:13 2018 Page 2
j ID:e1ZK7Nn4BvtTKjw36zS_t2zCxUd-OHr400YV8uOAWDAOoAul7nJCP1kXaiyOBoY95lzYOb4
NOTES-
13) Use USP HUS26 (With 16d nails into Girder 8 16d nails into Truss) or equivalent
,spaced at 1-9-0 oc max. starting at 24-0-8 from the left end to 25-9-8 to connect
truss(es) to back face of bottom chord.
14) Fill all nail holes where hanger is in contact with lumber.
15) NOTE: DUE TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, THE FLOOR MAY EXHIBIT OBJECTIONABLE VIBRATION AND OR BOUNCE.
BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS. TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO
MANUFACTURING.
16) Attic room checked for L/360 deflection.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-2=-60, 2-4=-60, 4-6=60, 6-7=-60, 7-9=-60, 15-16=-20, 12-15=-30, 10-12=-20, 18-19=-10, 17-23=-20
Concentrated Loads (lb)
Vert: 10=721(B) 29=710(B)
I
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. '
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSIITPIII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. , Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
LABERGE
T13573230
J33917-J33917A
C05
ATTIC
10
1
Jab Reference (optional)
East Coast Truss, Ft. Pierce, FL 34946
'1-4-12' 4-8-8 '14-7'
48 =
3x6 i 4
8.00 12
3
3x8 G 16 19
2 1x4 =
x4 I I
1
15 3x6
3x4 =
14 4-90„4 1
i6 IT X6 _
12
8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:14 2018 Page 1
I D:e1 ZK?Nn4BvrrKjw36zS_t2zCxUd-sTPS?8Z8uCW 17NIaMuF _g?rLeR5iJDHYQSHiekzYOb3
11-11419-2-0 23-6-12
5-10-5 9-10-5 1-4-7 4-4-12
1x4 11 08 = Scale = 1:63.1
24 5 25 6 3x6 -
18
4x8 =
IF
20 3x
X8 \\
11
23-6-12
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.88
Vert(LL)
-0.28 10-13
>984
240
TCDL 10.0
Lumber DOL
1.25
BC 0.77
Vert(CT)
-0.43 10-13
>644
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.53
Horz(CT)
0.01 9
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -AS
Attic
-0.27 10-13
651
360
LUMBER-
BRACING -
TOP CHORD
2x4 SP No.2
TOP CHORD
BOT CHORD
2x8 SP SS *Except*
11-12: 2x8 SP No.2, 1-15: 2x4 SP No.3
WEBS
2x4 SP No.3 *Except*
BOT CHORD
2-14,8-9: 2x6 SP No.2
WEBS
JOINTS
REACTIONS.
(lb/size) 14=1201/0-8-0, 9=1066/0-4-0
Max Horz 14=698(LC 7)
Max Uplift 14=562(LC 8), 9=411(LC 8)
Max Grav 14=1404(LC 15). 9=1320(LC 14)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. li
TOP CHORD
2-3=876/397, 3-4=859/550, 4-5=-1217/932, 5-6=-1217/932, 6-7=-857/545,
7-8=858/391, 14-1 5=1 772/551, 2-15=-1727/521, 8-9=-17421420
BOT CHORD
13-14=670/473, 10-13=344/812
WEBS
13-16=-328/300, 3-16=343/303, 10-17=-345/355, 7-17=359/357, 2-13 298/1425,
8-10=-404/1476, 4-18=-484/679, 5-18=382/354, 6-18=-538/694
I
PLATES GRIP
MT20 2441190
Weight: 246 lb FT = O%
Structural wood sheathing directly applied, except end verticals, and
2-0-0 oc purlins (4-11-5 max.): 4-6, 2-15. Except:
5-6-0 oc bracing: 14-15
Rigid ceiling directly applied.
1 Row at midpt 13-16, 10-17
1 Brace at Jt(s): 18, 19, 20
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=D.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Ceiling dead load (5.0 psf) on member(s). 16-19, 18-19, 18-20, 17-20
8) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied, only to room. 10-13
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
14=562, 9=411.
10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
12) NOTE: DUE TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, THE FLOOR MAY EXHIBIT OBJECTIONABLE
VIBRATION AND OR BOUNCE. BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS.
TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO MANUFACTURING.
13) Attic room checked for U360 deflection.
11111111111111�,
ONS A.
No 39380
111111110
Thomas A. Mani PE No.39380
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
��•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB.89 and SCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
LABERGE
T13573231
J33917-J33917A
D01GE
GABLE
1
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL 34946
1x4 II
1x4 II 3
2
8.13u s Mar 11 zu18 MI I eK Inaustries, Inc. I nu Mar'L'L 11:3/:1b LU18 rage 1
ID:el ZK?Nn4BvrrKjw36zS—t2zCxUd-KfzgDUamfWeuD(KmwbwDCCOi4rbZ2iLhe61 FABzYOb2
11-10-0 i 22-4-0
11-10-0 I 10-0-0
4x4 = Scale=1:52.8
6.00 12 1x4 II 10 1x4 II
1x4 II I9�11
1x4 II 8
3x4 i I
1x4 II 7
6
1x4 II 5
4
1x4 II
12
1x4 II 1x4 II
13 3x4
1415
1x4 II
16
1x4
17 II 1x4 II
2x4 11
18 19
r.�o��o��m���o��mo�m00000��oo�����mo�000�amo�oo�
r r
224-0
Plate Offsets (X,Y)— r28:0-2-8.0-3-01
1
LOADING (psi)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc) I/dell Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.13
Vert(LL)
n/a
file 999
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.09
Vert(CT)
n/a
n/a 999
BCLL 0.0
Rep Stress Incr
YES
WB 0.41
Horz(CT)
0.00
20 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-S
Weight: 173 lb FT = O%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
I
Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2
I
except end verticals.
WEBS 2x4 SP No.3
I BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 22-4-0.
(lb) - Max Horz 1=413(LC 7)
Max Uplift All uplift 1001b or less atjoint(s) 20, 29, 31, 3-'--'-"
2,34,2, 25, 24, 22 except 1=131(LC 6),
28=-11 O(LC 7), 30=-114(LC 8), 33=102(LC 8), 35=184(LC 8), 26=-114(LC 8). 23=-100(LC 8), 21=-21 O(LC 8)
Max Grav All reactions 250 lb or less atjoint(s) 20, 1, 29, 30, 31, 32, 33134, 27, 26, 25, 24, 23', 22, 21
except 28=357(LC 8), 35=250(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=381/364, 2-3=334/299, 3-4=-312/284, 4-5=288/255, 5-7=263/237, 7-8=-239/298,
8-9=-219/376, 9-10=183/418, 10-11=-159/418, 11-12=143/376, 12-13 112/298
WEBS 10-28=-341/137
NOTES-
1) Unbalanced roof live loads have been considered for this design. 11111 111
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=2ft; Cat. ������ PS A. g1l�i��
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end, vertical left and right exposed; Lumber ,� 0M
DOL=1.60 plate grip DOL=1.60 ��� �` .•C E N S'•,'9jL
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry '• �' F •'.
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. No 39380
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 1-4-0 oc. —
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with ally other live loads.
8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 1(/
will fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 29, 31, 32, 34, Q Q;•� �����
27, 25, 24, 22 except (jt=lb) 1=131, 28=110, 30=114, 33=102, 35=184, 26=114, 23=100, 21=210. �••••,0 R , �?
•,�SO N A` 1-��,�`.
Thomas A. Alban) PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Ml'ek® connectors. This design is based any upon parameters shown, and is for an individual building component, not•
a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Welk"
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
LABERGE
T13573232
J33917-J33917A
D02
Common
4
1
Job Reference o tional
test UOasi I russ, Ft. coerce, FL 34846
6-1-7 5-8-9
i
8.00 12
3x4
4x4 -i 3
i
2
11 10
12
1x4 3x4 = I3x4 =
3x4 =
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.40
TCDL
10.0
Lumber DOL
1.25
BC 0.42
BCLL
0.0
Rep Stress Incr
YES
WB 0.67
BCDL
10.0
Code FBC2017rrPI2014
-Matrix-AS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except* �I
7-8: 2x6 SP No.2
REACTIONS. (lb/size) 12=948/0-8-0, 8=820/0-8-0
Max Horz 12=414(LC 7)
Max Uplift 12=584(LC 8), 8=442(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 24=897/644, 4-6=896/644, 6-7=-251/193
BOT CHORD 11 -1 2=322/973, 9-11=119/661, 8-9=-319/732
WEBS 2-11=263/333, 4-11=-208/445, 4-9=213/446, 6-9=251/327, 2-12=-951%607
6-8=833/413
8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 11:37:16 2018 Page 1
ID:e1 ZK?Nn4BvfrKjw36zS_t2zCxUd-osXCQgbOQpmlNhvyUJSSIQxodEsin5crtmnpidzYOb1
17-6-9 22-4-0
5-8-9 4-9-7
4x6 11 Scale = 1:50.1
4
3x4
5 4x4
6
2x4 II
7
I
16 9
8
3x4 = 5x5 =
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
Vert(L-)
-0.09
9-11
>999
240
MT20 244/190
Vert(CT)
-0.14
9-11
>999
180
Horz(CT)
0.02
8
n/a
n/a
Weight: 131 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end verticals
BOT CHORD Rigid ceiling directly applied.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=241t; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = IO.Opsf. i
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
12=584, 8=442.
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.
S • • ��i
No 39380
%
.,�sS�O N A`
Thomas A. Albanl PE No.39380
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
® WARNING - Verify design Paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1i rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall {�` /A�
iTek•
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the itll
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
LABERGE
T13573233
J33917-J33917A
M5
Jack -Open
2
1
Job Reference o tional
East Coast Truss, Ft. Pierce, FL 34946
N
O
M
3x6
3.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:16 2018 Page 1
TKjw36zS_t2zCxU d-osXCQgbO Q pml Nh vyUJSSIQxmwEs4n Dortmn pidzYOb1
Scale = 1:38.0
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TPI2014
CSI. I
TC 0.57
BC 0.39
W3 0.14
Matrix -AS
DEFL. in
Vert(LL) -0.02
Vert(CT) -0.05
Horz(CT) -0.01
(loc) I/deft L/d
3-4 >999 240
3-4 >999 180
2 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 38 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=176/0-4-0, 2=132/Mechanical, 3=44/Mechanical
Max Horz 4=384(LC 8)
Max Uplift 4=32(LC 6), 2=196(LC 8), 3=210(1_C 8)
Max Grav 4=209(LC 8), 2=172(LC 13), 3=192(LC 6)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BOT CHORD 3-4=-288/181
WEBS 1-3=235/374
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL 6.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
11111,
,,����
/�, I,�,'
will fit between the bottom chord and any other members.
`-n �OPS
q<
5) Refer to girder(s) for)truss to truss connections.
``I` e ,
G E•N
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=lb)
&*
�•�\
2=196,3=210....
S.
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
No 39380
sheetrock be applied directly to the bottom chord.
8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
i Y :• 44/
��,O�s
• • O R
A11111
Thomas A. Albani PE No.39380
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with 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 MiTek•
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
city
Ply
LABERGE
I
T13573234
J33917-J33917A
MV3
Valley
1
1
Job Reference o tional
East Coast Truss, Ft. Pierce, FL 34946
LOADING (psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
10.0
Lumber DOL
1.25
BCLL
0.0 '
Rep Stress Incr
YES
BCDL
10.0
Code FBC20171TPI2014
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=93/3-2-6, 3=93/3-2-6
8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:17 2018 Page 1
ID:elZK?Nn4BvrrKjw36zS_t2zCxUd-H25adAcOB7uc gU910zhHdTlleHvWiiF_6QWME3zYObO
3-2-6
3-2-6
Scale = 1:9.4
CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TC 0.15 I Vert(LL) n/a - n/a 999 MT20 244/190
BC 0.10 Vert(CT) n/a - n/a 999
WE 0.00 Horz(CT) -0.00 3 n/a n/a
Weight: 10 lb FT = 0% -
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
Max Horz 1=78(LC 5)
Max Uplift 1=-48(LC 8), 3=-53(LC 8)
Max Grav 1=93(LC 1), 3=95(LC 13)
i
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when showni,
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCD1_66.0psf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 1, 3.
`%%IttJIIII11111III
`♦��'��..\'�G E NSF• ,92���'.
NO 39380
� r
� * ry- r
r � ' z
�� N A�
Thomas A. Albans PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
®WARNING - V.,Hy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE.
'
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For, general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.1
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
LABERGE
I
T13573235
J33917-J33917A
PBA
Piggyback
24
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL 34946 I 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:18 2018 Page 1
ID:e1ZK?Nn4BvfTKjw36zS_t2zCxUd-IEfzrWceyROTc 2LbjUwgrO982aeF8P7K4GvnWzYOb?
5-10-5 11-8-10
5-10-5 5-10-5
=
Scale: 1/2"=l'
4x4
8.00 12
I
2 45
dI Id
3x4 = 6 3x4 =
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017rFP12014
CSI.
TC 0.33
BC 0.26
WB 0.07
Matrix-S
DEFL. in
Vert(ILL) 0.01
Vert(CT) 0.02
Horz(CT) 0.00
(loc) I/deft Ud
5 n/r 120
5 n/r 120
4 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 41 lb FT = O%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
I
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=228/10-2-12, 4=228/10-2-12, 6=415/10-2-12
I
Max Horz 2=176(LC 6)
Max Uplift 2=181(LC 8), 4=-181(LC 8), 6=160(LC 8)
Max Grav 2=228(LC 1), 4=241(LC 14), 6=415(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 3-6=-257/179
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb)
2=181, 4=181, 6=160.
8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
r
`,111111111111111
A.
:���,�� ,• \'� G E N S�. •92� ice'
No 39380
' X.
� S•'•.OR1, 'Cj,���
411?�i`S��N
Thomas A. Albanl PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 111II.7473 rev, 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
LABERGE
T13573236
J33917-J33917A
PBB
GABLE
1
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL 34946
8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 11:37:19 2018 Page 1
ID:e1ZK?Nn4BvfrKjw36zS_t2zCxUd-DQDL2sdGjk8KE8dX9R?9N2ZOcS_M_czHZk?TJyzYOb_
7-1-15 1 14-3-14
7-1-15 I 4x4 7-1-15
= Scale: 3/8"=1'
6
1x4 II 1x4 II
5 7
8.00 12 1x4 II 1x4 I
4 8
1x4 II tx4 II
3 9
12 Z"'z 0 0. 0 0
d
3x4 = 18 17 16 15 14 13 12
1 x4 11 1 x4 11 1 x4 11 1 1 x4 11 1 x4 11 1 x4 11 1 x4 11
3x4 =
10
�1
io r�
d d
1
14-3-14
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.09
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.04
Vert(CT) n/a n/a 999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.05
Horz(CT) 0.00 10 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-S
Weight: 71 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. All bearings 14-3-14.
(lb) - Max Horz 1=-218(LC 6)
Max Uplift All uplift 100 lb or less at joint(s) 11, 16, 17, 14, 13 except
8), 18=147(LC 8), 12=147(LC 8)
Max Grav All reactions 250 lb or less atjoint(s) 1, 11, 2, 10, 15, 16, 1
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when
TOP CHORD 1-2=250/281
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
6), 2=-106(LC 8), 10=106(1_C
18, 14, 13, 12
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCD I=6.Opsf; h=20ft; B=45ft; L=24ft; eave=2ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 1-4-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withlany other live loads.
8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11. 16, 17, 14, 13
except (jt=lb) 1=169, 2=106, 10=106, 18=147, 12=147.
10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
,,��>>� a urrrrri
.,,%*- 0 s A.
No 39380
i'
1
ies,r0
III
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
®WARNING • Verl/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not ��•
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall MiTek' building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing ta/� iTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314Blvd.
. Tampa, 6904 Parkrk 3e East ast
Job
Truss
Truss Type
City
Ply
LABERGE
T13573237
J33917-J33917A
PBC
GABLE
8
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL 34946 I 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:20 2018 Page 1
ID:el ZK?Nn4BvrrKjw36zS_t2zCxUd-hdnjGBevU2GBrICkjBWOvG5YysJlj2XQoOlOgOzYOaz
7-1-15 14-3-14
7-1-15 7-1-15
4x4 = Scale: 3/8"=1'
4
8.00 12
1x4 II 1x4 II
� _ 5
2 6
1 7 o m
I�
o d d
3x4 = 10 9 8 3x4 =
1 x4 11 I 1 x4 11 1 x4 11
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udeft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.18
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.12
Vert(CT) n/a n/a 999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.09
Horz(CT) 0.00 7 n/a n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix-S
Weight: 55 lb FT = O%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 14-3-14.
(lb) - Max Horz 1=218(LC 7)
Max Uplift All uplift 100 lb or less at joint(s) 7,
2, 6 except 1=-113(LC 6), 10=-277(LC 8), 8=-277(LC 8)
Max Grav All reactions 250 lb or less atjoint(s) 1, 7, 2, 6 except 9=268(LC 13), 10=376(LC 13), 8=374(LC 14)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when
TOP CHORD 1-2=244/254
WEBS 3-10=306/318, 5-8=304/318
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCD LI=6.Opsf; h=20ft; B=45ft; L=24ft; eave=2ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60 1
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 4-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withlany other live loads.
8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 2, 6 except
Qt=lb) 1=113, 10=277, 8=277.
10) See Standard Industry Piggyback Truss Connection Detail for Connection to base trliss as applicable, or consult qualified building
designer.
`,11111111//�/�
`% OMp,S�i4*
No 39380
OR
Ills ,
Thomas A. Albans PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED-3- REFERENCE PAGE Ml1.7473 rev. 1010312016 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
LABERGE
T13573238
J33917-J33917A
PBD
GABLE
2
1
Job Reference (optional)
East Coast Truss, ' Ft. Pierce, FL 34946 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:21 2018 Page 1
ID:el ZK7Nn4BvrrKjw36zS_t2zCxUd-9pK5TXfXFM01TSnwGs1 dSTejjFfXSVmal2UaMrzYOay
7-1-15 + 13-10-11
7-1-15 M-12
4x4 =
Scale = 1:33.2
1 13-10-11
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.18
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.12
Vert(CT) n/a n/a 999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.09
Horz(CT) 0.00 7 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-S I
Weight: 54 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 13-10-11.
(lb) - Max Horz 1=215(LC 6)
Max Uplift All uplift 100 lb or less atjoint(s) 7, 2, 6 except 1=-111(LC i 6), 11=-277(LC 8), 8=277(LC 8)
Max Grav All reactions 250 lb or less atjoint(s) 1, 7, 2, 6 except 10=267(1_C 13), 11=376(LC 13), 8=374(LC 14)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=241/251
WEBS 3-11=3061318, 5-8=-304/318
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=2ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;i end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 4-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 2, 6 except
Qt=lb)1=111,11=277,8=277.
10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
♦♦♦����p,S A!,A��'��i
�•` `rO • � C E N S ' •; 9iji��i
No 39380
X ,:
14/
OR
Thomas A. Alhanl PE No.39380
MTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
®WARNING •Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not,
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the piTek•
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITPII quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
LABERGE
T13573239
J33917-J33917A
V4
Valley I
1
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL 34946 I 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:24 2018 Page 1
ID:e1ZK?Nn4BvrrKjw36zS_t2zCxUd-ZOOE5ZhPYHncKvWVy_bK46GFUTfCft OjOjEz9zYOav
2-M 4-0-0
2-M 2-M
3x4 = Scale = 1:9.4
2
8.00 12
2x4 i 1 2x4
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.08
Vert(LL) n/a
n/a 999
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.19
Vert(CT) n/a
- n/a 999
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT) 0.00
3 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
Weight: 12 lb FT = 0%
LUMBER-
i BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 4-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
I BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=121/4-0-0, 3=121/4-0-0
Max Horz 1=48(LC 6)
Max Uplift 1=-66(LC 8), 3=66(1_13 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. )
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL 6.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all area' 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) 1, 3.
olk,1111111111,,
.�pMPS A, A46,��ii
No 39380
� r
5-0 N A� 1�;; �%�
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
®WARNING - Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEIPAGE 114II-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �y�
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 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
Clty
Ply
LABERGE
T13573240
J33917-J33917A
V8
Valley
1
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL 34946 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:24 2018 Page 1
ID:el ZK?Nn4BvfTKjw36zS_t2zCxUd-ZOOE5ZhPYHncKvvvVy__bK46GALTepft00jOjEz9zYOav
4-0-0 8-0-0
4-0-0 4-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.41
TCDL
10.0
Lumber DOL
1.25
BC 0.21
BCLL
0.0
Rep Stress Incr
YES
WB 0.04
BCDL
10.0
Code FBC2017ITP12014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=151/8-0-0, 3=151/8-0-0, 4=261/8-0-0
Max Horz 1=112(LC 7)
Max Uplift 1=-114(LC 8), 3=-114(LC 8), 4=77(LC 8)
Max Grav 1=151(LC 1), 3=158(LC 14), 4=261(LC 1)
I
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown)
4x4 =
Scale = 1:18.4
DEFL.
in (loc)
I/deft
L/d
PLATES GRIP
Vert(LL)
n/a
n/a
999
MT20 244/190
Vert(CT)
n/a
n/a
999
Horz(CT)
0.00 3
n/a
n/a
Weight: 28 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- i
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.0psf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with ;any other live loads.
6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb)
1=114,3=114.
`,, A
1111111//��,,,
%%�� 0
.` •r•
No 39380
� r
� * r
I ♦
.,S/0 NM_ 1�%%�,,
Thomas A. Albanl PE No.39380
MTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
©WARNING- verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
--
Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
LABERGE
T13573241
J33917-J33917A
V12
GABLE
1
1
Job Reference (optional)
East Coast Truss, Ft. Pi,
8 7 6
3x4 3x4
1x4 II I 1x4 II 1x4 II
1:37:22 2018 Page 1
yPByljFiE7vHzYOax
Scale = 1:25.5
1 12-0-0
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.31
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.21
Vert(CT) n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.09
Horz(CT) 0.00 5 n/a n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix-S
Weight: 45 lb FT = 0%
LUMBER- I
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 12-0-0.
(lb) - Max Horz 1=175(LC 6)
Max Uplift All uplift 100 Ib or less atjoint(s) 1, 5, 7 except 8=-269(LC 8),I6=269(LC
8)
Max Grav All reactions 250 lb or less atjoint(s) 1, 5 except 7=268(LC 1), 8=362(LC 13), 6=362(LC 14)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-8=303/315, 4-6=303/315
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
`fit 11 f ►��
6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
fit between the bottom
♦♦♦% p,S A.
will 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) 1, 5, 7 except
♦
���`� �� G E IV
Qt=1b) 8=269, 6=269.
No 39380
10
s'
-ON
Ail -
Thomas A. Albans PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
®WARNING -Verify design paramefers and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not�-
a truss system. Before use, the building designer must verify the applicability of design parameters and properly'Jnoorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
LABERGE
T13573242
J33917-J33917A
V16
GABLE
1
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL 34946 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:22 2018 Page 1
ID:e1 ZK?Nn4BvrrKjw36zS_t2zCxUd-d?uThtf9OfWu5cM6gZYs_hBrdfybBypjFiE7vHzYOax
8-M 8-0-0
4x4 =
3x4 i 8 7 6 3x4
1x4 II 5x5 = 1x4 II
Scale = 1:33.0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL, in
(loc) Udefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.36
Vert(LL) n/a
n/a 999
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.20
Vert(CT) n/a
n/a 999
BCLL 0.0 '
Rep Stress incr YES
WB 0.11
Horz(CT) 0.00
5 n/a n/a
BCDL 10.0
Code FBC2017rrPI2014
Matrix-S
Weight: 64 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 16-0-0.
(lb) - Max Horz 1=239(LC 7)
Max Uplift All uplift 100 lb or less at Joint(s) 1, 5 except 8=-322(LC 8), 6=-322(LC 8)
Max Grav All reactions 250lb or less atjoint(s) 1, 5 except 7=258(LC 13), S=435(LC 13), 6=435(LC 14)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-8=344/361, 4-6=344/361
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This truss has been designed for bottom
; 4�e /��
a live load of 20.Opsf on the chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
fit between bottom
`% 0\�`P; . • • •
• • G E N 3 • •.; 9.1, ��
will the chord and any other members.
���,`�` .
•• �' F ��
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except Qt=lb)
8=322,6=322.
No 39380
=
1k
�� Fs • • • ,O R I
Thomas A. Albans PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��•
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance�regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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
Truss Type
Oty
Ply
LABERGE
T13573243
J33917-J33917A
V20
GABLE
1
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL 34946 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:23 2018 Page 1
ID:el ZK?Nn4BvfrKjw36zS_t2zCxUd-5CSsuDgnnzflilxJOH45Xuj?z3HxwOTtUMzgRjzYOaw
10-M 20-0-0
10-04) 10-0-0
4x4 =
1x4 II 1x4 II 1xv" _ 1x4 II 1x4 II
Scale=1:41.2
20-0-0
Plate Offsets (X,Y)— I10:0-2-8,0-3-01 I
LOADING (psf)
SPACING- 2-0-0
CSI.
I
I DEFL. in (loc) Udeff L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.39
'1 Vert(LL) n/a n/a 999
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.32
1 Vert(CT) n/a n/a 999
BCLL 0.0 '
Rep Stress Incr YES
W3 0.15
I Horz(CT) 0.00 7 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-S
II
Weight: 85 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 20-0-0.
(lb) - Max Horz 1=-303(LC 6)
Max Uplift All uplift 100 lb or less at joints) 7 except 1=-116(LC 6), 11=-316(L08), 12=232(LC 8), 9=-316(LC
8). 8=232(1_C 8)
Max Grav All reactions 250lb or less atjoint(s) 1, 7 except 10=404(LC 13), 11 �487(LC 13), 12=303(LC 13),
9=487(LC 14),8=303(LC 14)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 3-11=346/365, 2-12=-250/276, 5-9_ 345/365, 6-8=250/276
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.0psf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=lb)
1=116, 11=316, 12=232, 9=316, 8=232.
`%01111111111111/
%�``PS E N q<e,2
No 39380
on
O N A 1��,%%
1n11
Thomas A. Albanl PE No.39380
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
AWARNING - V. ft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
M iTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314.
Tampa, FL 36610
r
Symbols Numbering System A General Safety Notes
PLATE LOCATION AND ORIENTATION
3/4' Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
0-11fi
For 4 x 2 orientation, locate
plates 0- 'hug 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 sfots. 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
numberwhere bearings occur.
Min size shown is for crushing only.
Industry Standards:
ANSI/TP11: 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.
6-4-8 dimensions shown in ft-in-sixteenths
(Drawings not to scale)
2 3
Tf1P CHf1Rn.q
o
Ci-2 C2-3
q 4
WEBS
U
dam
U
O
I—
c7.8 c6a cea
BOTTOM CHORDS
8 7 6 5
0
of
O
2
U
d
O
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-1311, ESR-1352, ESR1988
ER-3907, ESR-2362, ESR-1397, ESR-3282
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber values
established by others.
© 2012 MiTek® All Rights Reserved
16
MiTek
�
MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See BCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSI/TPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber..
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,"
or less, if no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others
16. Do not cut or 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 1 Quality Criteria.