HomeMy WebLinkAboutRevisions; Shop Truss DrawingOFFICE USE ONLY:
DATE FILED: �2o �� I
REVISION FEE:
PERMIT # 20 /0 — U 2,7l
RECEIPT #
PLANNING & DEVELOPMENT SERVICES
BUILDING & CODE REGULATION DIVISION
2300 VIRGINIA AVENUE
FORT PIERCE, FL 34982-5652
(772) 462-1553
APPLICATION FOR BUILDING PERM=T D.E'FERRA�.
PROJECT INFORMATION OV,
LOCATION/SITE
ADDRESS:
9563 S OCEAN DR BLD F, JENSEN BEACH, FL 34957
DETAILED DESCRIPTION OF PROJECT
REVISIONS:
Shop Truss Drawiings
l
CONTRACTOR INFORMATION:
STATE of FL REG./CERT. #:
BUSINESS NAME: HOOKS CONSTRUCTION CO LLC
QUALIFIERS NAME: STEVEN C HOOKS
ADDRESS: 2211 S KANNER HWY
CITY: STUART STATE: FL
PHONE (DAYTIME): (772) 419-8828
OWNER/BUILDER INFORMATION:
NAME:
ADDRESS:
CITY:
PHONE (DAYTIME:
STATE:
ARCHITECT/ENGINEER INFORMATION:
NAME:
ADDRESS:
CITY:
PHONE (DAYTIME):
SLCCC: 9123109
Revised 07117118
STATE:
ST. LUCIE CO CERT. #: 25620
ZIP: 34994
FAX: (772) 237-3757
FAX:
FAX:
ZIP:
ZIP:
::..STRUCTURAL SUBMITTAL EVALUAT[W
Nth ?tCEPT(UNS NOTED.:,.....;.
REVIEWED. NO CORRECTIONS NOTED.
Q :EXCEPTIONS AS.NOTED......_...
MAKE CORRECTIONS AS NOTED NO
ES RUBMITTAL REWIRED.
REVISE AND RESUBMIT'...-,'....'.....
MAKE CORRECTIONS AS NOTED &`RESUBMIT
DOCUMENTS FOR REVIEW, .:
CONTRACTOR APPROVAL........,
0
SUBMITTAL SHALL BE•REVIEWED AND STAMPED
AS APPROVED BY THE CONTRACTOR.
PE SEAL AND SIGNATURE—.— _
.
SIGN AND SEAL ENGINEERING:SUBP IITTAL AS .
REQUIRED BY CONTRAGT DOCUAAENTS :
:NO REVIE4S.,�..:....:;.......... _........ .:
SUBM TTAL RETURNED WITHOUT SRS REVIVI
u m s are" any wnewjedJdr,g.enqra1 co. ormance +n��th. the desi n .intent of the btructurat.
ConstruWon' Documents. For dele gated 1 specialh� errg�neering snUrti�ttats, no detailed the of
calculations is roads;. B,RS does not:waTraaht or represent that. the infamzafia6 contained in
subbiittals. is either, accurate ..r complete:. The General Contractor / Construction Manager is .
sole[ responsible for confirming -all quantitles, ftiensions,' details, means and methods of:
yy q
construciion; cooidmating Wo*-ith,attrat trades, ai ii icar assuring'that. W9 ;s: erformed m a:
. ..........
safe and sa6fa0ory;rwr�ner. Noes of sutsrnittals �dp not cgnslbtute a change o er or _ Tecttve,
and do not relieve the.C-eneral ConfractorJ Construction Manager.`frorn the obligahon:io comply
',iHM the;.Constnuehon Documents, or. anY oftt appTicablg "codes 2n or regulations, all of which
. haws rio'City ovetthis submittal; .
BOB RUDE 5TRl1CTURES, It�C., FT: MYERS, FL.�239)7?-777'I
05-10-21 GBR ......
DATE ;REVIENVI D BY: .
® Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
RECENED
MiTek® JUL 19 2021
RE: J40924 - Baron Island StE eWg MiTek USA, Inc.
Site Information: 6904 Parke East Blvd.
Tan1�a, 33610-4115
Customer Info: Benchmark III Corp. Project Name: Baron Island Storage Model: BuulcT1 g t
Lot/Block: - Subdivision:
Address: 9500 South Ocean Dr., -
City: Jensen Beach State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City: State:
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2020/TP12014 Design Program: MiTek 20/20.8.4
Wind Code: N/A Wind Speed: 165 mph
Roof Load: 40.0 psf Floor Load: N/A psf
This package includes 13 individual, Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No. Seal# Truss Name Date
1
T23417101
C01
4/2/21
2
T23417102
CO2
4/2/21
3
T23417103
CO3GE
4/2/21
4
T23417104
C04GE
4/2/21
5
T23417105
C05
4/2/21
6
T23417106
C06
4/2/21
7
T23417107
C07G
4/2/21
8
T23417108
ZCJ 1
4/2/21
9
T23417109
ZCJ3
4/2/21
10
T23417110
ZCJ5
4/2/21
11
T23417111
ZEJ6
4/2/21
12
T23417112
ZEJ6A
4/2/21
13
T23417113
ZHJ6
4/2/21
*JILtAtAr. to"
PVPH%T, Colo - 0277
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: Velez, Joaquin
My license renewal date for the state of Florida is February 28, 2023.
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs comply with ANSI/rPI 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
given to MiTek or TRENCO. Any project specific information included is for MiTek's or
TRENCO's customers file reference purpose only, and was not taken into account in the
preparation of these designs. MiTek or TRENCO has not independently verified the
applicability of the design parameters or the designs for any particular building. Before use,
the building designer should verify applicability of design parameters and properly
incorporate these designs into the overall building design perANSI/TPI 1, Chapter 2.
PQUI N
681:82
STATE OF : 44/�
i0 <C/1%
® Joaquin Velez PE No.68182
C MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd:.Tampa FL 33610
Date:
April 2,2021
Velez, Joaquin 1 of 1
MAY 7, 2019 LATERAL TOE -NAIL DETAIL MII-TOENAIL_SP-.
MiTek USA, Inc. Page 1 of 1
1.NOWITH THE
AND MUST HA EOE-NAILS SHALFULL WOOD SU PO TG (NAIL MUST BE DBE DRIVEN AT AN ANLE OF 45 RIVEN EN THROUGHMBER AND
0 0o EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
MiTek USA, Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES
FOR MEMBERS OF DIFFERENT SPECIES.
WMMM
i
THIS DETAIL APPLICABLE TO THE
A MiTek Affiliate
THREE END DETAILS SHOWN BELOW
OE -NAIL SINGLE SHEAR VALUES PER NDS 2018 (lb/nail)
DIAM.
SP
DF
HF
SPF
SPF-S
0
.131
88.0
80.6
69.9
68.4
59.7
p
.135
93.5
85.6
74.2
72.6
63.4
.:I
.162
108.8
99.6
86.4
84.5
73.8
ri
z
.128
74.2
67.9
58.9
57.6
50.3
0
.131
75.9
69.5
60.3
59.0
51.1
N
.148
81.4
74.5
64.6
63.2
52.5
of
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d (0.162" X 3.5') NAILS WITH SPF SPECIES BOTTOM CHORD
For load duration increase of 1.15:
3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity
ANGLE MAY
VARY FROM
30 ° TO 60 °
45.00 °
ANGLE MAY
VARY FROM
30 *TO 60 °
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
SIDE VIEW
(2x3)
2 NAILS
NEARSIDE
NEAR SIDE
SIDE VIEW
(2x4)
3 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
45.00 °
SIDE VIEW
(2x6)
4 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
ANGLE MAY
VARY FROM
30 ° TO 60 °
45.00 °
Job
Truss
Truss Type
Qty
Ply
Baron Island Storage
T23417101
J40924
C01
Common
45
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, a.4Ju s mar zz zudi mi i eK mausmes, Inc. I nu tipr -I ua:zw:.3U zlz I rage i
ID:xfoRdl D442reVtwo7_GVjwy6ARY-oQuBuvBwpdWrBR6ZskZ46XIJnyiXLcx91_VONszVB1 p
5-4-3 10-2-13 15-1-7 20-5-10
5-4-3 4-10-10 4-10-10 5-4-3
Scale = 1:35.1
4x4 =
3x4 = 3x6 = 3x4 = 3x4 =
3x4 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.47
Vert(LL)
TCDL
12.0
Lumber DOL
1.25
BC 0.52
Vert(CT)
BCLL
0.0
Rep Stress Incr
YES
WB 0.23
Horz(CT)
BCDL
8.0
Code FBC2020rTP12014
Matrix -AS
in floc) I/defl Ud
0.09 6 >999 , 360
-0.13 ' 6-8 >999 240
0.04 5 n/a n/a
I I I
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No.3
REACTIONS. (size) 1=0-8-0, 5=0-8-0
Max Horz 1=11(LC 5)
Max Uplift 1=-715(LC 4), 5=715(LC 5)
Max Grav 1=996(LC 9), 5=996(LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-195911415, 2-3=-1753/1331, 3-4=1753/1331, 4-5=1959/1415
BOT CHORD 1-8=-120211739, 6-8=-687/1134, 5-6=1191/1739
WEBS 3-6=-393/577. 4-6=434/467. 3-8=-393/577. 2-8=-434/467
'PLATES GRIP
MT20 244/190
Weight: 87 lb FT = 0%
Structural wood sheathing directly applied.
4-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=17ft; Cat. II; Exp D; Encl.,
GCpi=0.18; C-C Exterior(2E) -0-0-7 to 2-11-9, Interior(1) 2-11-9 to 10-2-13, Exterior(2R) 10-2-13 to 13-2-13, Interior(1) 13-2-13 to
20-6-1; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 pat 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 715 lb uplift at joint 1 and 715 lb uplift at
joint 5.
8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord.
,�'1111IIIfI1I
E N S .
F
No 68182
:jam
0t S OF
�i�SS��IVAIt �%%`��
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 2,2021
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �p pV 11•
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVI iTek•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabdeation, storage, delivery, erection and bracing oftrusses and truss systems, see ANSITP/1 Quality Criteria, DSB-99.and BCS/Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Baron Island Storage
T2341Z102
J40924
CO2
ATTIC
10
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, . 8.430 s Mar 22 2U21 Mi I eK Industries, Inc. I nu Apr 1 Ub:28:31 2U21 rage 1
ID:xfoRdl D442reVtwo7_GVjwy6ARY-GcSZ6EBYaxeipbhlPS4JekgMFM 1 N4?AIXeFZvIzVB1 o
3-7-5 6-9-1 8-7-4 9 4 6 10-2-13 11-1-4 11-10-q 13-8-9 16-10-5 20-5-10
3-7-5 3-1-12 1-10-3 0-9-2 0-10-7 0-10-7 0-9-2 1-10 3 3-1-12 3-7-5
Scale = 1:35.2
3x6 =
3x8 = 5 3x8
4x4 =
I 3x4 = 3x8 M18SHS = 3x4 = 4x4 =
0-2-13 6-9-1 13-8-9 20-2-13 20510
0- - 3 6-6-4 6-11-8 6-6-4 0-2�
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
TCLL
20.0
Plate Grip DOL
1.25
TC 1.00
Vert(LL)
TCDL
12.0
Lumber DOL
1.25
BC 0.60
Vert(CT)
BCLL
0.0
Rep Stress Incr
YES
WB 0.49
Horz(CT)
BCDL
8.0
Code FBC2020rTP12014
Matrix -AS
Attic
LUMBER- BRACING -
TOP CHORD 2x4 SP No.1 TOP CHORD
BOT CHORD 2x4 SP M 31 BOT CHORD
WEBS 2x4 SP No.3
REACTIONS. (size) 1=0-8-0, 9=0-8-0
Max Horz 1=11(LC 5)
Max Uplift 1=-598(LC 4), 9=598(LC 5)
Max Grav 1=1297(LC 10). 9=1297(LC 10)
FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-2898/1258, 2-3=-2402/912, 3-4=2110/878, 4-5=-571/1346, 5-6=-571/1346,
6-7=-2109/878, 7-8=-2402/912, 8-9=2898/1258
BOT CHORD 1-12=-1080/2629, 10-12=-596/2046, 9-10=1083/2629
WEBS 4-6=-3619/1588, 7-1 0=-1 36/580, 8-10=642/536, 3-12=136/580, 2-12=-642/536
in (loc) I/deft Ud
-0.3410-12 >731 360
-0.59 10-12 >416 240
0.04 9 n/a n/a
-0.17 10-12 483 360
PLATES GRIP
MT20 244/190
M18SHS 244/190
Weight: 86 lb FT = 0%
Structural wood sheathing directly applied.
4-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=17ft; Cat. II; Exp D; Encl.,
GCpi=0.18; C-C Exterior(2E) -0-0-7 to 2-11-9, Interior(1) 2-11-9 to 10-2-13, Exterior(2R) 10-2-13 to 13-2-13, Interlor(1) 13-2-13 to
20-6-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) 150.01b AC unit load placed on the top chord, 10-2-13 from left end, supported at two points, 3-0-0 apart.
5) All plates are MT20 plates unless otherwise indicated.
6) Plates checked for a plus or minus 0 degree rotation about its center.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7. 4-6 .
10) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 598 lb uplift at joint 1 and 598 lb uplift
at joint 9.
12) This truss design requires that a minimum of 71,16" structural wood sheathing be applied directly to the top chord.
13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
`,tllIllllr/rrr
�OPQUIN
(, ENS+
No 68182
S OF •:�411
�.#fSS�0 N A S�%lf ��•
11111
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 2,2021
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.. ��
Design valid for use only with 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 oftrusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Baron Island Storage
_ T23417103
J40924
CO3GE
GABLE
2
Job Reference o tional
East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 05:29:33 2021 Page 1
ID:xfoRdl D442reVtwo7_GVjwy6ARY-D?ZJXwDo6YuQ2ur8Xt7nj9wjZ9f8Y_ObykgzBzVB1 m
5-4-3 10-2-13 15-1-7 20-5-10
5-4-3 4-10-10 4-10-10 5-4-3 '
�n
d
2x4 =
4x4 =
1x4 Z' 3x4 = 3x6 = 3x4 = 1x4 \\
3x8 = lx4 II 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II
Scale = 1:35.6
3x8 =
LOADING (psf)
TCLL 20.0
TCDL 12.0
BCLL 0.0
BCDL 8.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2020rTP12014
CSI.
TIC 0.95
BC 0.78
WB 0.12
Matrix -AS
DEFL. in
Vert(LL) 0.11
Vert(CT) -0.11
Horz(CT) 0.02
(loc) Well
9-10 >999
6-7 >999
5 n/a
ILid
360
240
n/a
PLATES GRIP
MT20 244/190
Weight: 272 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.1
BOT CHORD
4-0-0 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 1=0-8-0, 5=0-8-0
Max Horz 1=11(LC 14)
Max Uplift 1=3538(LC 11), 5=3538(LC 14)
Max Grav 1=3603(LC 16), 5=3603(LC 15)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-7820/7648, 2-3=-4781/4701, 34=4781/4701, 4-5=7820/7648
BOT CHORD 1-10=-6952/7148, 9-10=-5844/5987, 7-9=2369/2955, 6-7=-5834/5987, 5-6=6951/7148
WEBS 3-7=-512/589, 4-7=555/672, 3-9=-512/589, 2-9=-555/672, 2-10=-486/537,
4-6=-486/537
NOTES-
1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom follows: 2x4
I N
chords connected as - 1 row at 0-9-0 oc.
Webs follows:
,,�� P(,
........
0 F
connected as 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
'
`��, .•�\ C' E
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-16: Vult=165mph (3-second Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=17ft; Cat. II; Exp D; Encl.,
NO 68182
gust)
GCpi=0.18; C-C Extedor(2E) -0-0-7 to 2-11-9, Interior(1) 2-11-9 to 10-2-13, Exterior(2R) 10-2-13 to 13-2-13, In 13-2-13 to
* �•
•'
20-6-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
= .Q
5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1.
•• S F
���,�'.•
6) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
Q ��,�
to the use of this truss component.
7) Plates checked for a plus or minus 0 degree rotation about its center.
Gable
i� •. Q R \ �.•• \ ��
��� ss •' • • • • • •' �� ��
spaced 9) This truss has been designed for 10.0 bottom live load live loads.
a psf chord nonconcurrent with any other
10) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Joaquin Velez PE No.68182
will fit between the bottom chord and any other members.
MITek USA, Inc. FL Cert 6534
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3538 lb uplift at joint 1 and 3538 lb
6904 Parke East Blvd. Tampa FL 33610
uplift at joint 5.
Date:
12) This truss has been designed for a total drag load of 645 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist
April 2,2021
drag loads along bottom chord from 0-0-0 to 20-5-10 for 645.0 plf.
13)-T ris-tfuss desigrxequires-thate-mirimum-ef-7H6'=stfuctufel-wood-sheathingAm-applied-direettt4G4he-tepcherd.
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not11'
a truIMF system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall 1
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?P11 quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Baron Island Storage
T23417104
J40924
C04GE
GABLE
10
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, i B.430 s Mar 22 2021 MI I ek Industries, Inc. Thu Apr 1 05:29:34 2021 rage 1
ID:xfoRdl D442reVtwo7_GVjwy6ARY-hB7hkGERtsOGg2PK5aeOGNS?mZ3THPxIDcTDWdzVB11
5-4-3 10.2-13 15-1-7 205-10
4 5-4-3 -10-10 4-10-10 5-4-3
c�
a
3x4 =
3x4 =
1x4 II 1x4 II
2x4 =
4x4 =
13-5-14
3x6 = 3x4 =
1 x4 11 1 x4 11 1 x4 11
Scale = 1:35.6
3x4 =
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.47
Vert(LL) 0.09 6 >999 360
MT20 244/190
TCDL 12.0
Lumber DOL 1.25
BC 0.52
Vert(CT) -0.13 6-8 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.23
Horz(CT) 0.04 5 n/a n/a
BCDL 8.0
Code FBC2020/rP12014
Matrix -AS
Weight: 131 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 BOT CHORD 4-0-0 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 1=0-8-0, 5=0-8-0
Maio Horz 1=11(LC 5)
Max Uplift 1=-715(LC 4), 5=715(LC 5)
Max Grav 1=996(LC 9), 5=996(LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-195911415, 2-3=-175311331. 34=1753/1331, 4-5=1959/1415
BOT CHORD 1-8=-120211739, 6-8=-687/1134, 5-6=1191/1739
WEBS 3-6=-393/577, 4-6=434/467, 3-8=-393/577, 2-8=-434/467
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=17ft; Cat. 11; Exp D; Encl.,
,,�� ���,
1I,�,
GCpi=0.18; C-C'Extedor(2E) -0-0-7 to 2-11-9, Interior(1) 2-11-9 to 10-2-13, Exterior(2R) 10-2-13 to 13-2-13, Interior(1) 13-2-13 to
,,�'t v' N V
20-6-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
OPQ F�� ij♦
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 building designer as ANSI/TPI 1.
, ••�� G E fV 5$1 ♦��
qualified per
4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
`��
to the use of this truss component.
No 68182
5) Plates checked for a plus or minus 0 degree rotation about its center.
* �•
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 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
;• SP"!oco) F '
will fit between the bottom chord and any other members.O
4�%�
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 715 lb uplift at joint 1 and 715 lb uplift at
. 0 � • • TQ` •:
joint 5.
10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord.
♦♦ R•.•` N ��
♦♦♦ Sl) •' ...... • ` %,
♦�y
0NAX-
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 2,2021
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■■iiYY
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 ANStTP/t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Baron Island Storage
T23417105
J40924
C05
Hip
2
1
Job Reference o tional
East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MTek Industries, Inc. Thu Apr 1 05:29:34 2021 Page 1
ID:xfoRdl D442reVtwo7_GVjwy6ARY-hB7hkGERtsOGg2PK5aeOGNSOhZ3THPVIDcTDWdzVB11
10-3-9
5-4-3 10.2-1 10. 13 15-1-7 20-5-10
5-4-3 4-9-14 0- • 2 4-9-14 5.4-3
G-0-12 Scale = 1:35.7
3x4 = 3x6 = 3x4 = 3x4 =
3x4 =
r�
Ics
0-. - 3 6-11-12
13-5-14
20-2-13
20-5-10
0- - 3 6-8-15
6-6-3
6-8-15
0.3
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/dell
Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.41
Vert(LL) 0.08
6-14 >999
360
MT20
244/190
TCDL 12.0
Lumber DOL 1.25
BC 0.52
Vert(CT) -0.13
6-8 >999
240
BCLL 0.0
Rep Stress Incr YES
WB 0.19
Horz(CT) 0.04
5 n/a
n/a
BCDL 8.0
Code FBC2020/TPI2014
Matrix -AS
Weight: 87 lb
FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2
BOT CHORD
4-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 1=0-8-0, 5=0-8-0
Max Horz 1=-12(LC 4)
Max Uplift 1=-624(LC 4). 5=624(LC 5)
Max Grav 1=996(LC 9),5=996(LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1959/1196, 2-3=-1753/1131, 3-4=1753/1131, 4-5=1959/1196
BOT CHORD 1-8=-1024/1739, 6-8=-579/1139, 5-6=1012/1739
WEBS 4-6=-430/411, 2-8=430/411, 3-8=-331/573, 3-6=-331/573
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=17ft; Cat. 11; Exp D; Encl.,
GCpi=0.18; C-C Exterior(2E) -0-0-7 to 2-11-9, Interior(1) 2-11-9 to 10-2-13, Extedor(2R) 10-2-13 to 14-5-12, Interior(1) 14-5-12 to
20-6-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific ,,�1 I N
to the use of this truss component. ,�N PQU V �� �j�
4) Plates checked for a plus or minus 0 degree rotation about its center. �' O F �j
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. :� .•Ci E Ni
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. NO 68182
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 624 lb uplift at joint 1 and 624 lb uplift at
joint 5.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the tap chord. O
.00
POR Iii N
s�O N AL E?�`,`
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 2,2021
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and 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
MiTeiC'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLTP/1 Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Baron Island Storage
T23417106
J40924
C06
Hip
2
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 05:29:35 2021 Page 1
ID:xfoRd1 D442reVtwo7_GVjwy6ARY-9Oh4xcF3eA87IC_Xel9Fpa7CYzOvOtyuSGDn23zVB1 k
4-3-13 8-2-1 12-3-9 16-1-13 20-5-10
4-3-13 3-10-4 4-1-8 3-10-4 4-3.13
cr
d
4x8 =
4x4 =
Scale = 1:34.6
4x4 = 3x4 = 5x8 = 4x4 =
LOADING (psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
12.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
8.0
Code FBC2020rrPI2014
CSI.
DEFL.
in
(loc)
I/deft
Ud
TC 0.34
Vert(LL)
-0.11
8-11
>999
360
BC 0.63
Vert(CT)
-0.22
8-11
>999
240
WB 0.18
Horz(CT)
0.04
6
n/a
n/a
Matrix -AS
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No.3
REACTIONS. (size) 1=0-8-0, 6=0-8-0
Max Horz 1=11(LC 5)
Max Uplift 1=-660(LC 4), 6=660(LC 5)
Max Grav 1=996(LC 9), 6=996(LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=1996/1381, 2-3=-1610/1118, 3-4=1480/1109, 4-5=1611/1118, 5-6=1996/1381
BOT CHORD 1-8=-1203/1796, 7-8=-829/1387, 6-7=1192/1796
WEBS 2-8=-459/413, 3-8=107/286, 4-7=-136/286, 5-7=-458/414
PLATES GRIP
MT20 244/190
Weight: 93 lb FT = 0%
Structural wood sheathing directly applied.
4-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=17ft; Cat. II; Exp D; Encl.,
GCpi=0.18; C-C Exterior(2E) -0-0-7 to 2-11-9, Interior(1) 2-11-9 to 8-2-1, Exterior(2E) 8-2-1 to 12-3-9, Exterior(21R) 12-3-9 to 16-4-1,
Interior(1) 16-4-1 to 20-6-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) 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 660 lb uplift at joint 1 and 660 lb uplift at
joint 6.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord.
`1�111IIIfill,1
��� PptU IN
E N
No 68182
0: S OF :�411
O N A E�0
11111
Joaquin Velez PE N0.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 2,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Val'
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 ANSUTPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Oty
Ply
Baron Island Storage
T23417107
J40924
C07G
Hip Girder
2
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MTek Industries, Inc. Thu Apr 1 05:29:43 2021 Page 1
ID:xfoRdl D442reVtwo7_GVjwy6ARY-wwA5dLL4ld9?FRc36z177GKTtBAOuVv3l W9CKbzVB1 c
3-3 6 6-1-3 10-2-13 14-4-8 17-2-4 20-5-10
3-3 6 2-9-13 4-1-10 4-1-10 2-9-13 3-3 6
fh
d
4x8 =
5.00 112
Special
Special 1x4 II Special 48 =
22 4 23 5
Scale = 1:33.9
3x4 = 2x4 II 3x4 = Special 3x8 = 4x6 = 3x4 = 2x4 II 3x4 —
HJC26 Special Special HJC26 l
0- - 3 3-36 6-1-3 10-2-13
14-0-8
17-2-4 20-2-13 20 510
0- - 3 3-0 9 2-9-13 4-1-10
4-1-10
2-9-13 3-0-9 0- - 3
Plate Offsets (X,Y)-[1:0-5-6,0-2-31,[3:0-5-4,0-2-01,[5:0-5-4,0-2-01,[7:0-5-6,0-2-31
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(]cc) I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.71
Vert(LL) 0.21
11 >999
360
MT20 244/190
TCDL 12:0
Lumber DOL 1.25
BC 0.42
Vert(CT) -0.17
11 >999
240
BCLL 0.0
Rep Stress Incr NO
WB 0.18
Horz(CT) -0.05
7 n/a
n/a
BCDL 8.0
Code FBC2020frP12014
Matrix -MS
Weight: 230 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-1-11 cc purlins.
BOT CHORD 2x6 SP No.2
BOT CHORD
4-0-0 cc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 1=0-8-0, 7=0-8-0
Max Horz 1=-13(LC 4)
Max Uplift 1=-2050(LC 4), 7=2049(LC 5)
Max Grav 1=2260(LC 19), 7=2260(LC 19)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-5190/4789, 2-3=-5122/4837, 3-4=-5436/5180, 4-5=-5436/5180, 5-6=5122/4839,
6-7=-5190/4791
BOT CHORD 1-13=-4355/4743, 12-13=-4355/4743, 11-12=-4368/4728, 9-11=-4357/4728,
8-9=-4344/4743, 7-8=-4344/4743
WEBS 2-12=-514/523, 3-12=-1154/1219, 3-11=-719/753, 4-11=696/813, 5-11=-718/753,
5-9=-1154/1219, 6-9=-514/523
NOTES-
"xY)
1) 2-ply truss to be connected together with 10d (0.131 nails as follows:
,,�� /♦�
00 IN
VF��
Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc.
Bottom
,,�," ........♦♦♦,
chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 cc.
E N $�.
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.
NO 68182
3) Unbalanced roof live loads have been considered for this design.
* ��
4) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=17ft; Cat. II; Exp D; Encl.,
GCpi=0.18; C-C Exterior(2E) -0-0-7 to 2-11-9, Interior(1) 2-11-9 to 6-1-2, Exterior(2R) 6-1-2 to 10-2-13, Interior(1) 10-2-13 to 14-4-7,
•
Exterior(2R) 14-4-7 to 18-7-6, Interior(1) 18-7-6 to 20-6-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
: O F �•
to the use of this truss component.
O
♦ ,t' A, Q • _
6) Provide adequate drainage to water
,�
♦i •. O 1, O \
prevent ponding.
7) Plates checked for a plus or minus 0 degree rotation about its center.
R ••'`�
♦♦i♦ ss ........
• • • • • •' C>`,
has been with l
ive loads.
`
'���1;� N Al E
TThisrtruss live n
�%%%
load of 20.Opsf onlive
has been designed foss
r all areas where ant
9) the bottom chord rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
Joaquin Velez PE No.68182
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2050 lb uplift at joint 1 and 2049 Ib
MITek USA, Inc. FL Cert 6634
uplift at joint 7.
69D4 Parke East Blvd. Tampa FL 33610
11) Use USP HJC26 (Wirth 16-16d nails into Girder & 1 Od nails into Truss) or equivalent spaced at 8-2-9 oc max. starting at 6-1-9 from
Date:
the left end to 14-4-2 to connect truss(es) to front face of bottom chord.
April 2,2021
12) Fill all nail holes where hanger is in contact with lumber.
-eontinued-on-pa
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. �e
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Ma •
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Baron Island Storage
T23417107
J40924
C07G
Hip Girder
2
n
L
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 3494b, oAOU 5 Mar 44 4U4I IVII I UK II1UUSlI1Ub, !I- I I1U ^PI I Vu.aa— cvc i rayc c
ID:xfoRdl D442reVtwo7_GVjwy6ARY-wwA5dLL4ld9?FRc36z177GKTtBAOuVv3lW9CKbzVB1 c
NOTES-
13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 292 Ib down and 355 Ib up at 8-1-15, and 281 Ib down and 355 Ib up
at 10-2-13, and 292 Ib down and 355 Ib up at 12-3-12 on top chord, and 64 Ib down and 37 Ib up at 8-1-15, and 64 Ib down and 37 Ib up at 10-2-13, and 64 Ib down and
37 Ib up at 12-3-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=64, 3-5=64, 5-7 64, 14-17=-16
Concentrated Loads (lb)
Vert: 12=-706(F) 11=50(F) 4=112(F) 9=706(F) 22=-112(F) 23=112(F) 26=-50(F) 27=-50(F)
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall Mew
ek• al"
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 IYIiT
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYMI Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Baron Island Storage
T23417108
J40924
ZCJ1
Jack -Open
8
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, ' 8.430 s Mar 22 2021 MITek Industries, Inc. 1 hu,Apr 1 Ub:ZU:43 ZUZ1 rage 1
ID:xfoRdl D442reVtwo7_GVjwy6ARY-wwA5dLL4ld97FRc36z177GKcvBEDuXk31W9CKbzVB1 c
0-11-4
0-11-4
Scale = 1:6.8
C
0
d
TRUSS MUST BE CONNECTED TO THE BEARINGS 2x3 =
FOR ALL VERTICAL AND HORIZONTAL REACTIONS (BY OTHERS).
Careful consideration should be given to bearing conditions.
Bearings and truss to bearing connections should be designed
in such a manner that they will safely withstand the
lateral forces of the trusses.
0-11-4
0-11-4
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL , 1.25
TC 0.19
Vert(LL) 0.00
6 n/r
120
MT20 244/190
TCDL 12.0
Lumber DOL 1.25
BC 0.15
Vert(CT) -0.00
6 n/r
120
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) 0.00
n/a
n/a
BCDL 8.0
Code FBC2020/TPI2014
Matrix -MP
Weight: 3 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 0-11-4 oc puriins.
BOT CHORD 2x4 SP No.3
BOT CHORD
4-0-0 oc bracing.
REACTIONS. (size) 2=Mechanical, 3=Mechanical
Max Horz 2=-264(LC 4), 3=330(LC 4)
Max Uplift 2=-314(LC 4)
Max Grav 2=77(LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-367/97
BOT CHORD 1-3=-82/330
NOTES-
1) Wind: ASCE 7-16; VuK=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=17ft; Cat. II; Exp D; Encl.,
GCpj=0.18; C-C Exterior(2E); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 _
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors. ,,�� ,'
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. ♦♦OP,QU 1 N VF-
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. ``�� .'�\ G E IV SF• �i�
7) Refer to girder(s) for truss to truss connections. '
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 314 lb uplift at joint 2. No 68182
S F •�
'611111
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 2,2021
WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. °
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Lao
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 ANSYM11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Baron Island Storage
T23417109
J40924
ZCJ3
Jack -Open
8
1
Job Reference o tional
East Coast Truss, Ft. Pierce, FL - 34946,
m4su s mar zz zuzl mi I eK InOUstrieS, Inc. I nu Hpr 1 UD:Zy:44 ZUz"I rage -
ID:xfoRdlD442reVtwo7. GVjwy6ARY-06kTghMiWxHstbAFghpMgUtk4bWOd_DW9uls2zVB1b
2-11-4
2x3 =
0-2-13 2-8-7
Scale = 1:11.0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC0.36
Vert(LL) 0.01
3-6 >999
360
MT20 2441190
TCDL 12.0
Lumber DOL 1.25
BC 0.41
Vert(CT) -0.01
3-6 >999
240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00
2 n/a
rile
BCDL 8.0
Code FBC2020rrP12014
Matrix -MP
Weight: 9 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 2-11-4 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
4-0-0 oc bracing.
REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical
Max Horz 1=198(LC 4)
Max Uplift 1=-155(LC 4). 2=21O(LC 4), 3=-41(LC 4)
Max Grav 1=159(LC 9), 2=137(LC 9). 3=51(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
NOTES-
1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=17ft; Cat. II; Exp D; Encl.,
GCpj=0.18; C-C Exterior(2E); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
4) Plates checked for a plus or minus 0 degree rotation about As center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
•
',j I I I I I lob
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.
`�� P N V ♦♦♦
0v E
7) Refer to girder(s) for truss to truss connections.
, C [.
` '♦j
G E /V
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 lb uplift at joint 1, 210 lb uplift at
`�� , .'�\
joint 2 and 41 lb uplift at joint 3.
No 68182
:X
OF . UJ �. S
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 2,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Baron Island Storage
T23417110
J40924
ZCJ5
Jack -Open
8
1
Job Reference o tional
East Coast Truss, Ft. Pierce, FL - 34946,
8.430 s Mar 22 2021 MITek Industries, Inc. I MU Apr 1 Db:28:44 2U21 rage 1
ID:xfoRdl D442reVtwo7_GVjwy6ARY-06kTghMiWxHstbAFghpMgUtf7bSKd_DW9uls2zV B1 b
Scale = 1:15.1
2x4 =
2-1 4-11-4
-2-1 4-8-7
Plate Offsets (X,Y)— [1:0-1-8,0-1-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.67
Vert(LL) 0.09 3-6 >669 360
MT20 244/190
TCDL 12.0
Lumber DOL 1.25
BC 0.67
Vert(CT) 0.07 3-6 >848 240
BCLL 0.0
Rep Stress [nor YES
WB 0.00
Horz(CT) -0.01 2 n/a n/a
BCDL 8.0
Code FBC2020/TPI2014
Matrix -AS
Weight: 16 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 BOT CHORD 4-0-0 oc bracing.
REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical
Max Horz 1=325(LC 5)
Max Uplift 1=263(LC 4), 2=368(1_C 5), 3=-50(LC 5)
Max Grav 1=270(LC 9), 2=240(LC 9), 3=83(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.Bpsf; h=17ft; Cat. Il; Exp D; Encl.,
GCpi=0.18; C-C Exterior(2E) -0-0-7 to 2-11-9, Interior(1) 2-11-9 to 4-10-8; cantilever left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
4) Plates checked for a plus or minus 0 degree rotation about its center.
j N �/ t
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
'
I
Q F I�
`�P
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.
, .'�\ C' E N S''- •
7) Refer to girders) for truss to truss connections.
`��
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 263 lb uplift at joint 1, 368 lb uplift at
2 50 lb 3.
No 68182
joint and uplift at joint
* ��
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord.
OF 44/
nn�
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 2,2021
A WARNING -Verify design parameters and - READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with Mi Tek® connectors. This design is based only upon parameters shown, 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 ANSUTP/f Quality Criteria, DSB-89 and SCSI Building Component 6904 Padre East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Baron Island Storage
T23417111
J40924
ZEJ6
Jack -Open
6
1
,
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946,
3x4 =
8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 05:29:45 2021 Page 1
ID:xfoRdl D442reVtwo7_GVjwy6ARY-sJ Is21 MKHEPjUkISEOKbDhPoL?kaM REMIpeJPUzVB1 a
6-1-2
6-1-2
Scale = 1:18.4
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.77
Vert(LL) 0.16
3-6 >447
360
MT20 244/190
TCDL 12.0
Lumber DOL 1.25
BC 0.86
Vert(CT) -0.14
3-6 >525
240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.01
2 n/a
n/a
BCDL 8.0
Code FBC20201TP12014
Matrix -AS
Weight: 19 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.1
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2
BOT CHORD
4-0-0 oc bracing.
REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical
Max Horz 1=366(LC 5)
Max Uplift 1=302(LC 4), 2=439(LC 5), 3=-42(LC 5)
Max Grav 1=329(L'C 9), 2=297(LC 9), 3=100(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-16; VuR=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=17ft; Cat. II; Exp D; Encl.,
GCpi=0.18; C-C Exterior(2E) -0-0-7 to 2-11-9, Interior(1) 2-11-9 to 6-0-6; cantilever left and right exposed ; Lumber DOL=1.60 plate
grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint 1, 439 lb uplift at
joint 2 and 42 lb uplift at joint 3.
9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord.
,1�IIIIIII/I/
PGO IN
No 68182
OF 441
�i� •• •.. R , • G?
'O N A, %%'
"11Joaquin Velez PE No.68182
MIek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date.
April 2,2021
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
��
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Baron Island Storage
T23417112
J40924
ZEJ6A
Monapitch
4
1
Job Reference (optional)
East Coast Truss, Ft. Fierce, FL - 34946, ts.4du s mar zz zuzl m1 I eK Inauslnes, Inc. I nu Apr i ua:.&a:40
Zuz I rage -I
ID:xfoRdl D442reVtwo7_GVjwy6ARY-sJ Is21 MKHEPjUkISEOKbDhPn7?kTMREMIpeJPUzVB1 a
6-1-2
6-1-2
2x4 11
3x6 II
3x4 =
Scale = 1:19.0
N-1
6-1-2
-1
5-10-5
Plate Offsets (X,Y)— [1:0-1-8 0-0-8j
LOADING (pall)
SPACING- 2-0-0
CSI.
DEFL. in
(cc) Vdefl
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.85
Vert(LL) 0.16
3-6 >445
360
MT20 244/190
TCDL 12.0
Lumber DOL 1.25
BC 0.87
Vert(CT) -0.14
3-6 >517
240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT)' -0.01
1 n/a .
n/a
BCDL 8.0
Code FBC2020/TP12014
Matrix -AS
Weight: 23 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2
BOT CHORD
4-0-0 cc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 1=0-8-0, 3=Mechanical
Max Horz 1=353(LC 4)
r
Max Uplift 1=-302(LC 4), 3=461(LC 5)
Max Grav 1=324(LC 9), 3=377(LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or
less except when shown.
TOP CHORD 2-3=-290/418
NOTES-
1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=17ft; Cat. II; Exp D; Encl.,
GCpi=0.18; C-C Exterior(2E) -0-0-7 to 2-11-9, Interior(1) 2-11-9 to 5-11-6; cantileyer left and right exposed ; Lumber DOL=1.60 plate
grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) Plates checked for a plus or minus 0 degree rotation about its center. , ��� P . U N VF
♦�
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , O Q ♦♦♦
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. `� , _• �� G E N 5+1$1. ♦♦'
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint 1 and 461 lb uplift at No 68182
joint 3.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord.
� ?3 S OF : �41J
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cert 6534
6904 Parke East Blvd. Tampa FL 33610
Date:
April 2,2021
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE.
��
Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek`
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD,20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Baron Island Storage
T23417113
J40924
ZHJ6
Diagonal Hip Girder
4
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 05:29:46 2021 Page 1
ID:xfoRd1D442reVtwo7_GVjwy6ARY-KVsEFNNy2YXa6uKeo5sglvyxLP845ooW TNsxwzVB1Z
4-5-5
3x4 =
4-5-5
LOADING (psf)
TCLL 20.0
TCDL 12.0
BCLL 0.0
BCDL 8.0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 31
WEBS 2x4 SP No.3
SPACING-
2-0-0
Plate Grip DOL
1.25
Lumber DOL
1.25
Rep Stress Incr
NO
Code FBC2020/TPI2014
REACTIONS. (size) 1=0-8-0, 6=Mechanical
Max Horz 1=425(LC 5)
Max Uplift 1=-789(LC 5), 6=871(LC 5)
Max Grav 1=594(LC 15). 6=683(LC 16)
CSI.
DEFL.
TC 0.95
Vert(LL)
BC 0.59
Vert(CT)
WB 0.43
Horz(CT)
Matrix -MP
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-951/1090, 3-6=-240/338
BOT CHORD 1-7=1350/960, 6-7=-1350/960
WEBS 2-6=-1024/1439
BRACING -
TOP CHORD
BOT CHORD
in (loc) I/defl L/d
0.05 6-7 >999 360
-0.05 6-7 >999 240
-0.01 6 n/a n/a
2x4 11 Scale = 1:19.0
3 4
PLATES GRIP
MT20 244/190
Weight: 37 lb FT = 0%
Structural wood sheathing directly applied or 5-10-0 oc purlins,
except end verticals.
5-7-14 oc bracing.
NOTES-
1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.Bpsf; h=17ft; Cat. II; Exp D; Encl.,
GCpi=0.18; C-C Comer(3) -0-0-6 to 4-5-5, Exterior(2R) 4-5-5 to 8-6-11; cantilever left and right exposed ; Lumber DOL=1.60 plate
grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 789 lb uplift at joint 1 and 871 lb uplift at
joint 6.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 316 lb down and 237 lb up at
4-2-15, 316 lb down and 237 lb up at 4-2-15, and 387 lb down and 356 lb up at 7-0-14, and 387 lb down and 356 lb up at 7-0-14 on
top chord, and 54 lb down and 110 lb up at 1-4-15, 54 lb down and 110 lb up at 1-4-15, 28 lb down and 39 lb up at 4-2-15, 28 lb
down and 39 lb up at 4-2-15, and 50 lb down and 50 lb up at 7-0-14, and 50 lb down and 50 lb up at 7-0-14 on bottom chord. The
design/selection of such connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=64, 34=24, 5-8=16
���>tuurr�i
4v IN
`�� �O .•DENS ��i,�i
No 68182
� r
r ; G
OF 4
..� .
�i,�••••. R
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 2,2021
—emtt;naed-orrpa _
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II-7473 rev. 5/19/2,020 BEFORE USE.
Design valid for use only with MTekS connectors. This design is based only upon parameters shown, 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 n� //r�
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 'tll iTek•
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Baron Island Storage
T23417113
J40924
ZHJ6
Diagonal Hip Girder
4
1
Job Reference o tional
East Coast -I russ, Ft. Pierce, FL-34V46,
0.4OU 5 IVIar LL LUCI IVII r eK rr1UU5IIIe5, InG. I nu npr i uia—,o LUG i rage a
ID:xfoRd1D442reVtwo7_GVjwy6ARY-KVsEFNNy2YXa6uKeo5sglvyxLP845ooW TNsxwzVB1Z
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 7=-29(F=-14, B=-14) 13=-106(F=-53, B=-53) 14=108(17=-54, B=-54) 15=-69(F=-34, B=-34)
®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with Mirek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must 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?P11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Symbols Numbering System ® 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.
0-11s'
-
-I-
For 4 x 2 orientation, locate
plates 0- Iris' from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20/20
software or upon request
PLATE SIZE
The first dimension is the plate
4 x 4 width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T or I bracing
if indicated.
BEARING
Indicates location where bearings —
(supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Min size shown is for crushing only.
Industry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
6-4-8 dimensions shown In ft-in-sixteenths
(Drawings not to scale)
1 2 3
TOP CHORDS
C1-2 C2-3
o WEBS o" 4
O
U �p� m
d
O n
~ c7-8 csa cs-s 00
BOTTOM CHORDS
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
MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020
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 SCSI.
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 puriins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless'otherwise noted.
15. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without prior
approval of an engineer.
17. Install and load vertically unless indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSI/TPI 1 Quality Criteria.
21.The design does not take into account any dynamic
or other loads other than those expressly stated.
WARNING* ALL BEARING POINTS
THIS IS A PLACEMENT PLAN FOR ENGINEERED
BRACING:
SEE FINAL ENGINEERING SHEETS FOR THE
BACK CHARGES WILL NOT BE ACCEPTED UNLESS OUR
UST BE INSTALLED PRIOR TO
COMPONENTS AS DEFINED BY WTCA 1 - 1995.
1) FOR THE ERECTION BRACING FOLLOW
STRUCTURAL DATA, NUMBER OF GIRDER AND TRUSS
DESIGN DEPARTMENT APPROVES THEM IN ADVANCE
DIAPHRAMS HAVE NOT BEEN ANALYZED BY
INSTRUCTIONS ON THE BCSI-131 SUMMARY SHEETS
PLIES AND THE CONNECTION INFORMATION.
ALL HANGERS ARE SIMPSON STRONG -TIE OR USP
INSTALLING ANY TRUSSES! FAILURE TO
EAST COAST TRUSS.
2) PERMANENT BRACING FOR THE STRUCTURE IS HE
OUR DESIGN DEPARTMENT MUST APPROVE
UNLESS OTHERWISE NOTED. INSTALL HANGERS
O SO MAY RESULT IN DAMAGED TRUSSES AND WILL
FOR ERECTION AND INSTALLATION OF TRUSSES
FOLLOW INSTRUCTIONS ON THE BCSI-B1 SUMMARY
RESPONSIBILITY OF OTHERS.
3) INSTALL WEB BRACING AS STATED ON SEALED
ALTERATIONS AND/OR REPAIRS TO TRUSSES IN
ACCORDING TO THE CURRENT SIMPSON STRONG -TIE
OID ALL WARRANTIES.
SHEETS AND SEALED ENGINEERED TRUSS DRAWINGS
IENGINEERING TRUSS DRAWINGS.
ADVANCE.
OR USP CATALOG
777
Indicates Lef t End Of Truss
On Layout & Engineering Sheets
HARDWARE:
=HJC26 HANGERS (QTY. 4)
TRUSS PLACEMENT PLAN
RECEIVED
JUL 19 2021
St, Lucie County
Permitting
ENGINEERED TIMBER
TRUSS SYSTEMS PRODUCTS
ECT
EAST COAST TRUSS
5285 ST. LUCIE BLVD. FT. PIERCE, FL. 34946
OFFICE: (772) 466-2480 FAX: 47721466-5.4:36
STOMER:Benchmark III Corporation
3 NAME: Baron Island Storage
DRESS:9500 South Ocean Dr.
'Y/COUNTY:Jensen Beach/Martin
JOB # J40924
JOB #
MODEL:Buildina E
SQ FT 3203 ft2
DATE 01/04/21 LATEST=04/01/21
IN ACCORDANCE. WITH THE FLORIDA ADMINISTRATIVE .ODE
(113155-31.003 L IV), EAST COAST TRUSS is the
"Tru.us Design Engineer"
Trusses arc designed in accordance with the
Florida Building Cndc
17
•s
NOTE:
By approving this placement plan(s), signatured
anywhere on this sheet, the customer or his
I
representitive acknowledges that this placement plan
i
complies with the structural intent of the project.
The customer also acknowledges that this approval
authorizes EAST COAST TRUSS to manufacture these
trusses and deliver them to the project indicated on this
drawing.
The customer also acknowledges that he/she accepts
financial responsibility for any repair, engineering, and
_J
labor required due to errors other than those of EAST
Q
COAST TRUSS.
z
Signed: Date:
LL
r)
CODE = FBC 2020/TP12014 ASCE 7-16 -
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W
0—
DESIGN CRITERIA =C&C
OCCUPANCY CATEGORY= II
j
pa�(`�®
EXPOSURE = D
MWF SPEED =165
< f
BUILDING TYPE =ENCLOSED
A
MEAN HEIGHT: 17.00 ft
i
(n i
GRAVITY LOADS
W
Z 1
I
ROOF: DUR FACTOR= 1.25
(n
PSF=TCLL-TCDL-BCLL-BCDL
W
20.0,12.0,0.0,8.0
co
LOADS PER FBC & FRC
'NON -CONCURRENT BC LL 10psf
Z j
CONCURRENT BC STORAGE LL 30 psf
f—
W
U)
DEFINITIONS
MWF = MAIN WIND FORCE
Q
C&C = COMPONENTS AND CLADDING
F—
TOB = TOP OF BEARING
TIC = TOP CHORD
W
BC = BOTTOM CHORD
V)
LL = LIVE LOAD
DL = DEAD LOAD
psf = POUNDS PER SQUARE FOOT
I--
# =POUNDS
O
z
UPLIFT MUST BY-PASS FLOOR TRUSSES
UNLESS SHOWN ON ENGINEERED TRUSS
DRAWING.
O
ALL GIRDER/COLUMN LOADS MUST
0
BY-PASS FLOOR TRUSS UNLESS SHOWN
ON ENGINEERED TRUSS DRAWING.
;
2X6 STRONG BACK BRACING, 10'-0" O. C., IS > J
RECOMMENDED ON FLOOR TRUSSES ^
SPANNING 20'-0" OR MORE O
: AUTION: SPANS GREATER THAN 30'-0"
RUST BE SET WITH A SPREADER BAR. THE U
SPREADER BAR SHOULD BE AT LEAST 1/2
ro J
2/3 IN LENGTH AS THE SPAN OF THE TRUSS Q
3EING SET. \ /
REFER TO BCI-B1 FOR COMPLETE O
ERECTION AND SAFETY PROCEDURES.
ALL BEAMS BY BUILDER
NOTE. TRUSSES DO NOT
SUPPORT ANY PLANT SHELVES
REVISIONS
1. 3-22-2021 Revise Loading SB N
2. 4-1-2021 Revise Dbl. Truss To Single Truss 4-
Over Unit Separation Wall SB O
3-
4- r
5-
6
(1/4" if plotted 24x36). Designed Bv- SR
irm
WARNING* ALL BEARING POINTS
THIS IS A PLACEMENT PLAN FOR ENGINEERED
BRACING:
SEE FINAL ENGINEERING SHEETS FOR THE
-BACK CHARGES WILL NOT BE ACCEPTED UNLESS OUR
MUST BE INSTALLED PRIOR TO
COMPONENTS AS DEFINED BY WTCA 1 - 1995.
1) FOR THE ERECTION BRACING FOLLOW
STRUCTURAL DATA, NUMBER OF GIRDER AND TRUSS
DESIGN DEPARTMENT APPROVES THEM IN ADVANCE
DIAPHRAMS HAVE NOT BEEN ANALYZED BY
INSTRUCTIONS ON THE BCSI-B1 SUMMARY SHEETS
PLIES AND THE CONNECTION INFORMATION.
ALL HANGERS ARE SIMPSON STRONG -TIE OR USP
INSTALLING ANY TRUSSES! FAILURE TO
EAST COAST TRUSS.
2) PERMANENT BRACING FOR THE STRUCTURE IS HE
OUR DESIGN DEPARTMENT MUST APPROVE
UNLESS OTHERWISE NOTED. INSTALL HANGERS
O SO MAY RESULT IN DAMAGED TRUSSES AND WILL
FOR ERECTION AND 114STALLATION OF TRUSSES
RESPONSIBILITY OF OTHERS.
ALTERATIONS AND/OR REPAIRS TO TRUSSES IN
ACCORDING TO THE CURRENT SIMPSON STRONG -TIE
OID ALL WARRANTIES.
FOLLOW INSTRUCTICNS ON THE BCSI-131 SUMMARY
3) INSTALL WEB BRACING AS STATED ON SEALED
ADVANCE,
OR USP CATALOG
SHEETS AND SEALED ENGINEERED TRUSS DRAWINGS
NGINEERING TRUSS DRAWINGS.
1 21 On 21 OII 21 OII 21 011 21 OII 21 OII 21 0" 21 OII 21 OII 21 OII 21 0" 2i OII 21 OII 21 OII 21 0"
156' 0"
Z Z
AC it
v v
F- t—
Indicates Lef t End Of Truss
On Layout & Engineering Sheets
HARDWARE:
=HJC26 HANGERS (QTY. 4)
TRUSS PLACEMENT PLAN
21
a�Qew�a
JUL 19 2021
St Lucie county
Permitting
0® Ci®�$va
GOAS-7
a No. 0471$2
1>-ii.�:iAtl
ENGINEERED
TRUSS SYSTEMS
�� 0
]EAST COAST T USS
5285 ST. LUCIE RIND. FT. FIERCE, FL 34946
OIFFTCE: 177D 466-2480 PAX; U72466-5336
:USTOMER:Benchmark III Corporation
OB NAME: Baron Island Storage
,DDRESS:9500 South Ocean Dr.
:ITY/COUNTY:Jensen Beach/Martin
JOB # J40924
JOB #
MODEL:Building E
SQ FT 3203 ftz
DATE 01/04/21 LATEST=04/01/21
IN ACCORDANCE WITH THE FLORIDA ADMINISTRATIVE CODE
61C15S-31.003 (3) (c), EAST COAST TRUSS is the
T,u,, Dc,i,n Engineer"
Trusses are designed in accordance with the
Florida Building Code
TIMBER
PRODUCTS
NOTE:
n
By approving this placement plan(s), signatured
r
anywhere on this sheet, the customer or his
representitive acknowledges that this placement plan
i
complies with the structural intent of the project.
The customer also acknowledges that this approval
authorizes EAST COAST TRUSS to manufacture these
trusses and deliver them to the project indicated on this
i
drawing.
The customer also acknowledges that he/she accepts
financial responsibility for any repair, engineering, and
J
labor required due to errors other than those of EAST
Q
COAST TRUSS.
Z
Signed: Date:
LL
n
CODE = FBC 2020/TP12014 ASCE 7-16
W
DESIGN CRITERIA =C&C
cc
OCCUPANCY CATEGORY=11
G
EXPOSURE = D
<
MWF SPEED =165
BUILDING TYPE =ENCLOSED
MEAN HEIGHT: 17.00 ft
U)
U)
GRAVITY LOADS
_J
Z
ROOF: DUR FACTOR= 1.25
U)
PSF=TCLL-TCDL-BCLL-BCDL
W
20.0,12.0,0.0,8.0
(n
U
LOADS PER FBC & FRC
*NON -CONCURRENT BC LL 10psf
CONCURRENT BC STORAGE LL 30 psf
I—
W
DEFINITIONS
MWF = MAIN WIND FORCE
O I{
C&C = COMPONENTS AND CLADDING
TOB = TOP OF BEARING
I
TIC = TOP CHORD
W
-.
BC = BOTTOM CHORD
U)
LL = LIVE LOAD
DL = DEAD LOAD
psf = POUNDS PER SQUARE FOOT
�—
# =POUNDS
O
Z
UPLIFT MUST BY-PASS FLOOR TRUSSES
UNLESS SHOWN ON ENGINEERED TRUSS
DRAWING.
O
ALL GIRDER/COLUMN LOADS MUST
0 1
BY-PASS FLOOR TRUSS UNLESS SHOWN
ON ENGINEERED TRUSS DRAWING.
RECOMMENDED ON FLOOR TRUSSES
SPANNING 20'-011 OR MORE
UST BE SET WITH A SPREADER BAR. THE
PREADER BAR SHOULD BE AT LEAST 1/2
0
'3 IN LENGTH AS THE SPAN OF THE TRUSS
EING SET,
EFER TO BCI-B1 FOR COMPLETE
RECTION AND SAFETY PROCEDURES.
SUPPORT ANY PLANT SHELVES
1. 3-22-2021 Revise Loading SB
. 4-1-2021 Revise Dbl. Truss To Single Truss
Over Unit Separation Wall SB
3- FILE COPY
4-
6-
(1/4" if plotted 24x36) . Designed By: SB
W
n
n