Press Alt + R to read the document text or Alt + P to download or print.
This document contains no pages.
HomeMy WebLinkAboutTrussEU I I V SET E
TRUSSES FOR THE FIRST MUDEL SHUULD BE SHIPPED AND SUCCESS BE URE ANY -MORE TRUSSES ARE BUILT FOR 1-/A I MUUEL.
® ARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A SPREADER BAR OF 18' - 24' IN LENGTH M XA1
--
® Do not stand on trusses until they are braced per BCSI & properly nailed to straps & hangers L
I
DON'T LIFT TRUSSES
WITH SPANS LONGER THAN
30' BY THE PEAK.
CONSULT BCSI
30' Span or less 30' to 60' Span A
60 degrees Spree er Bar
or less
/z ' a9 �.__ Approx 2/3 to
Tog Line p 'n 13pprox Line t/2 of. Span
- REFER TO BCSI REFER TO BCSI
cuss must be set this way , crane used. Truss must be set this way if crane used
Truss s an •.ample;. pur tress may not mama. This is on example, truss may not match.
Insist crone operator sets truss this way. insist crane operator sets truss this way.
v
AIR HAN�L�R N�JTE
UNLESS NOTED ELSEWHERE ON THIS LAYOUT, THESE TRUSSES
ARE NOT DESIGNED FOR AIR HANDLERS IN THE ROOF OR FOR
ANY OTHER A/C REQUIREMENTS. THIS MAY BE IN CONFLICT
WITH BUILDING CODE AND A/C DESIGN REQUIREMENTS.
CONSULT WITH BUILDING DEPARTMENT AND A/C CONTRACTOR.
For Truss_to_Truss
Connections see
hanger/connector
schedule in engineering
package.
Carrying Girder
Nails must be as
shown. Guide tabs o
Dome angle nails. 11
SEAT PLATES BY CHAMBERS
12
4.00 F__
� t3'
Cl)
1'
upset=l/4" heel=315/16"
PLUMB CUT END
2 x 4 Top Chord
WALL HEIGHT 8'
TYPICAL END DETAIL ,
12
4.00
s
12 2.00
$
Cl) _
Bi-
I
I�
upset=1/4" heel=3 15/16" INDICATES LOAD BEARING
PLUMB CUT END REQUIRED BY TRUSSES
SUPPLIED BY BUILDER
2 x 4 Top Chord AT A HEIGHT OF 8'-0"
WALL HEIGHT 8' ABOVE FINISHED FLOOR
END DETAIL: TYPICAL VAULT
imi
Mimi
®imimisimimi®i
I®IMIMIMi®
�®i
D
IlI
�11
III
II
II®_
I
Iri//////6
WIN
-
/
/011 FIR
0
1010
Vim
ro
0510
I
Pon
his
110
10014,
Wwro,'l_
\\\1_
IPA,
00
IMF
pilill
•
MWOM
•®®\\\ti
PAP
�►®®�y�
1011010ii/I
®s®_
IN
Well
1210110
MAN_
®®�`I_
�t
MOM
®®
18010
got
INVERTED"T WEBS AT CENTER
W/9'B.C. PANNEL. ••e
50# POINT LOADS PER TRUSS FOR A/HIU
r
TSETBAC
NO
��ii�l//,I///////ii//i/!%Oli%//L.I
���Nli�i!/!i//!%��1%/////1��✓.//�ii//i/!�//�I�//��i�//�/.!�
imimimIMIMImimimimimimi
I�I®I�I®I®I
O
C
r-
r-
®I®���I®I��®I�i®I�I®
i
FABRICATION AGREEMENT
. TRUSSES CANNOT at: STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED
The legal description of the property where the trusses will be Installed Is:
The undarsIII ned acknowledges and agrees:
. 1; TNasas will be made In strict accordance with this truss placement diagram layout,
which is the sole authority for determiningsuccessful fabrication of the trusses.
. 2.AII dimensions kt this layout have been vanfied by the undarslgned.
.3. Unless written notlee is provided by certified mall to Chambers Truss within tan (t0)
days of dell vary the undersigned agrees that no backcharges will be allowed. In the event
auch written notice la tvmished Chambers Trues shell have three (31 bu ness days In which
to begin repalre required, or to substitute othettruss", at Chambers opti n.
4. The undersigned acknowledges receipt of'SCSi 1-03" summary sheet by'rPI & WTCA.
5. Delivery Is to Job site. It Is the buyer's'nesponslblihy to make the Job site suitable for
delivery. Chambers Truss has the sole authority to determine the suitability of the job site or a
potion of the Job site for delivery. Chsmben: Truss will be responsible for dump delivery only.
The boyar is responsible for additlo..t delivery expenses If Chambers Truss has to redeliver
because Job site is not prepared for delivery or buyer Is not prepared for delivery of trusses.
Buyer Is responsible to Chambers Truss for towing coals duo to site conditions.
S. price as shown Iq paragraph 7 below Is subject to change 1f any changes are, made In
this layout. A $50 per hour fee for revisions may be charged by Chambers Truss, ..
7: This is a PURCHASE ORDER to Chembers,Truss of the sum agreed to, or If Irk
agreement a reasonable price. Involve will be made on delivery and paid within terms of net
on delivery. Invoice may, be made at scheduled date of delivery 8 buyer cannot accept
delivery of fabricated trusses. The undersigned agrees to pay ChambereJNss reasonable
attorneys fee for collections In event of payment not timely made. 1.12 % per month serrjce
charge will be added for all sums not paid within terms.
8. Signature or initials anywhere on this sheet constitutes agreement to all terra herein.
9%In consideration of Chambers Truss extending credit for this material the undersigned
unconditionally guarantees payment when due of any and all Indebtedness owed to
Chambers Truss by any entity receiving material and the undersigned agrees to pay such
Indebtedness Including attorneys fees, If default In payment for material be made by the
recipient.
10. In the event of any litigation concerning this agreement, the Items furnished hereunder
or payments referred to herein, the. parties agree that the sole venue for any such action will
be Saint Lucie County, Models.
11. Design responsibllHles are per "Nattonal Standard And Recemmeneed Guidelines On
Ra'sponsibilitles For Construction Using Metal Plate Connected Wood Trusses
ANStfrpVW1'CA 4 - 2002"
DATED- -
IFOR TRLE ~ '
7Aba maybare9t�tretrusses must be fastened together per engtnearing
are set', failure to do so can result in roof collapse.
nd permanent bracing are required and can save life
erty and Is the responsibility of the truss erector.
Study the contents of the lnformatfon packet Included on delivery
before settlnv trusses•
Tnzsos must be set and braced per design to plaventiNUrY8x darmage,
Trusses must be set plumb and square
Do Itotset bunks or stack of plywood, roofing material or any
''other colieentrated loads on trusses this can cause collapse.
DO NOT SET TRUSSES USING THIS LAYOUT
USE LAYOUT DELIVERED WITH TRUSSES TO SET TRUSSES
CHAMBERS TRUSS INC
i
3105 Oleander Avenue
Fort Plerde; Florida 34982-8423 t
800-551-5932`
Fort Pierce 7M-465-2012 Pax 772-465-8711
Vero Beach 772469-2012 Stuart 772-2863302 ti
The Architeect's or Architect's- represa±ntative's
Shop drawing approval is NOT a
"double check" of the contractor.
The contractor shall r main responsible
for checking field measurements and.
con"ruct
other iart on erla.. Architect's
aPProval covers San hall roof shape,
review of truss strapping, and loading on
structure from gravity a uplift loads and
their res ctive location
Approved, By
Date
92-0/93.2 MITEK 4.2 Braden &Braden
DESIGN CRITERIA
- County SAINT LUCIE
Building Department ST LUCIE COUNTY
Wind Design Criteria ASCE 7-2010
a Wind Design Method MWFRS/C-C hybrid Wind ASCE 7-10
TI �e� ( Roofing Material Shingle or Shake
d Loading in PSF Roof R.D.L.
`—° — Top Chord Live 20
t I0 I Top Chord Dead 7 4.2
0 --o Bottom Chord Live 10 Non -Concurrent
o c Bottom Chord Dead 10 3
r�) to f I TOTAL Load 37 7.2
� Duration Factor 1.25
111 Wind Speed 165mph
H N Top Chord C.B. Sheeting by builder.
Bottom Chord C.B. Sheeting by builder.
L) Highest Mean Height 15'-0"
Building Type ENCLOSED
Building Category II:Non Restrictive
Exposure Category C
Barrier Island No
Conforms to FBC 2017
R.D.L.=Restrainin Dead Load C.B =Continuous Bracing
REVIEWE M DESIGN CRITERIA shown above with the
CODE COM apartment and your engineer.
STw L.F a ` n D riteria is the responsibility of the
Designer and/or Engineer of Record.
ctChambers Truss Inc. Drawing Name: M113132
LJ Scale: 1 /4 = 1'
J
82 total trusses, 15 different trusses.
L— MI 4: RLC ACAD: RLC Reviewed By:
Date:10/07/15 Revised:03/21/18
FJ FOR Revised:3/05/2020
14'-4' I 6, 4" I 14 4" i
WYNNE BUILDING CORP.
i' CLO0ED AREAS ARE OF �� DESCRIPTION:
SPECIAL CONCERN & MUST BE ; f CHECKED CAREFULLY &MAY PORCH LEFT ga WINDSOR y PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE a
► INDICATE DEVIATION FROM �__��
�.7D s
',_.; LANs.,, 15 TRUSS DRAWINGS ARE ATTACHED TO LAYOUT IVI11392
MiTek'
RE: M11392
THE WINDSOR
Site Information:
Customer: Wynne Dev Corp
Lot/Block:
Address: unknown
City: St. Lucie County
Project Name: M11392
Model: THE WINDSOR
Subdivision:
State: FL
MiTek USA, Inc.
6904 Parke East Blvd.
Tampa, FL 33610-4115
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1
Wind Code: ASCE 7-10 Wind Speed: 165 mph
Roof Load: 37.0 psf Floor Load: N/A psf
This package includes 15 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No.
Seal#
Truss Name
Date
1
T19781803
A
10/9/2020
2
T19781804
Al
10/9/2020
3
T19781805
A2
10/9/2020
4
T19781806
A3
10/9/2020
5
T19781807
A4
10/9/2020
6
7
T1978180
T19781809
A5
ATA
10/9/2020
10/9/2020
FILECOPY
8
T19781810
B
10/9/2020
9
T19781811
BHA
10/9/2020
10
T19781812
GRA
10/9/2020
11
T19781813
J1
10/9/2020
��[����� ���
12
T19781814
J3
10/9/2020
13
T1978181
J5
10/9/2020
COMPL ACE
14
T19781816
J7
10/9/2020
CODE
15 T19781817 KJ7 10/9/2020 S7LUCIE��CaOUN
®9rV
This item has been electronically signed and sealed by Albani, Thomas using a Digital Signature.
Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies
The truss drawing(s) referenced above have been prepared by
MiTek USA, Inc under my direct supervision 0%1111111111
based on the parameters provided by Chambers Truss. ����,,�PS.......
Truss Design Engineer's Name: Albani, Thomas ��
My license renewal date for the state of Florida is February 28, 2021. �, '<�.•'�,�G E N �•:9,L�.�'
Florida COA: 6634 No 39380
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 ANSIfTPI 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
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.
r
�44/
:. /STATE O F : 44/
�1. N
N A i' �j
Thomas A. Albani PE No.39380
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610 October 09, 2020
1 of 1 Albani, Thomas
Job
Truss
Truss Type
oty
Ply
THE WINDSOR
T19781803
M11392
A
HIP
1
1
Job Reference o tional
cnamoers I russ, Inc., ron vierce, rt. d.z4U s mar a zuzu mi I eK mcusmes, Inc. I ue mar Z4 tz:54:ut zuzu rage 1
ID: _kfiGCA6bx7j2Syl HDXFw7ye3KX-KTRK2jb7uXlhmgejamLw33G2phzq_UFBTsBBV6zXjH_
6-10-14 9-0-0 14-11-0 20-2-13 26-0-0 , 28-1-2 35-0-0 36-0-q
6-10-14 2-1-2 S-11-0 5 3-13 5 9-3 2-1-2 6-10-14 -0-0
4x8 = 2x3 II
4.00 12
2x3 \\ 4 26 5
3x6 = 4x4 = 4x8 — 2x3
6 7 27 8 9
Scale=1:60.5
lb
1:t
3x4 — 3x4 = 3x6 = 6x8 = 3x4 = 3x6 — 3x4 = 3x5
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) Vdefi Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.57
Vert(LL)
0.42 12-23 >572 240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.47
Vert(CT)
0.37 12-23 >659 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.94
Horz(CT)
0.03 10 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 161 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP. CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 4-5-1 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 15=0-8-0, 10=0-8-0
Max Horz 2=-97(LC 10)
Max Uplift 2=-235(LC 12), 15=-1439(LC 12), 10=-799(LC 12)
Max Grav 2=467(LC 17), 15=1596(LC 1), 10=685(LC 22)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-639/108, 3-4=396/0, 4-5=-967/776, 5-7=-967/776, 7-8=-454/938, 8-9=-1009/1884,
9-10=-1265/2154
BOT CHORD 2-17=0/652, 15-17=0/430, 14-15=-704/454, 12-14=-1586/938, 10-12=-1971/1174
WEBS 3-17=-372/461,4-17=-272/451,4-15=-1087/1002, 5-15=-336/386, 7-14=-766/399,
8-14=-580/997, 8-12=-958/447, 9-12=358/600, 7-15=-1329/2190
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 9-0-0, Exterior(2) 9-0-0 to
13-11-6, Interior(1) 13-11-6 to 26-0-0, Exterior(2) 26-0-0 to 30-11-6, Interior(1) 30-11-6 to 36-0-0 zone; porch right exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
This item has been
3) Provide adequate drainage to prevent water ponding,
electronically Signed and
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Sealed by Aibani, Thomas, PE
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
using a Digital Signature.
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 lb uplift at joint 2, 1439 lb uplift at
Printed copies of this
joint 15 and 799 lb uplift at joint 10.
document are not Considered
signed and sealed and the
signature must be verified
on any electronic copies.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cart 6634
8904 Parke East Blvd. Tampa FL 33610
Date:
March 24,2020
® WARNING - Verfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 6/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall H3•
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 ANS11TPl1 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
Oty
Ply
THE WINDSOR
T19781804
M11392
Al
SPECIAL
1
1
Job Reference o tional
Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:08 2020 Page 1
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-of?iF3blfgtYOgDv7Us9cGoCh5CAjz5KiVwkOzzxjGz
n1-0-0 8-6-0 11-0-0 14-9-0 19-8-14 24-0-0 27-4-7 35-0-0
-0-0 8-6-0 2-6-0 3-9-0 4-11-14 4-3-2 3�-7 7-7-9 -0-0
5x6 = 2x3 II
4.00 12 4 21 5
�1
3x6 =
13 12
3x5 = 5x8 MT18HS =
LOADING (psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2017/TP12014
5x8 MT18HS =
3x4 =
6 22
2.00 12
CSI.
DEFL.
in (Icc)
Udefl
L/d
TC 0.63
Vert(LL)
0.75 11-12
>563
240
BC 0.91
Vert(CT)
-1.21 11-12
>348
180
WB 0.77
Horz(CT)
0.35 9
n/a
n/a
Matrix -MS
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x4 SP M 30 BOT CHORD
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 9=0-8-0
Max Horz 2=-117(LC 10)
Max Uplift 2=-825(LC 12), 9=-825(LC 12)
Max Grav 2=1349(LC 1), 9=1349(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3209/2102, 3-4=-3006/2024, 4-5=-3022/2080, 5-6=-3022/2080, 6-7=4643/2994,
7-8=-5324/3364, 8-9=-5751/3700
BOT CHORD 2-13=-1883/3007,12-13=-1591/2657,11-12=-2456/3908,9-11=-3442/5478
WEBS 3-13=-425/410, 4-13=-354/571, 4-12=-362/617, 5-12=-269/279, 6-12=-1034/712,
6-11=-373/892, 7-11=-897/1523, 8-11=-404/435
Scale = 1:61.3
3x12 =
PLATES GRIP
MT20 244/190
MT18HS 244/190
Weight: 155 lb FT = 20%
Structural wood sheathing directly applied or 2-7-7 oc pudins.
Rigid ceiling directly applied or 2-2-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterjor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing atjoint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at
joint 9.
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE.
Design valid for use 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 andfor chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
This item has been
electronically signed and
sealed by Alban!, Thomas, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 24,2020
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
city
Ply
THE WINDSOR
T79781805
M11392
A2
SPECIAL
1
1
Job Reference (optional)
Chambers Truss, Inc.,
1-0-0
Fort Pierce, FL
8-6-0
13-0-0 14-9-0
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:09 2020 Page 1
ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-HsZ4SPcOQ8?P?zo5hBO08ULMuVYnSPxUx9glY?ZxiGy
22-M 27-4-7 35-0-0 6-0-
-0-0
8-6-0
4-6-0 1-9-0
7-3-0 5 4-7 7-7-9 -0.0
Scale=1:61.3
5x6 = 3x4 =
5x8 =
4.00 12
4 21 5
22 6
3x4 =
3x6 =
12
5x8 =
2.00 12
3x12 zz
Plate Offsets (X,Y)—
[2:0-0-6,Edge], [6:0-4-0,0-2-3], [8:0-1-15,Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/deft Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.66
Vert(LL)
0.72 10 >585 240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.95
Vert(CT) -0.94 10-19 >447 180
MT18HS
244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.86
Horz(CT)
0.34 8 n/a n/a
BCDL 10.0
Cade FBC2017/TPI2014
Matrix -MS
Weight: 160 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 2-6-15 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 8=0-8-0
Max Horz 2=136(LC 11)
Max Uplift 2=-825(LC 12), 8=-825(LC 12)
Max Grav 2=1349(LC 1), 8=1349(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3211/2064, 3-4=3017/1998, 4-5=-2580/1800, 5-6=-3379/2225, 6-7=-5242/3250,
7-8=-5759/3665
BOT CHORD 2-13=-1847/3008, 12-13=-1403/2418, 11-12=-1552/2629, 10-11=-1990/3441,
8-10=-3410/5485
WEBS 3-13=-420/418, 4-13=-427/688, 4-12=-337/551, 5-12=-777/605, 5-11=-465/925,
6-11=-391/277,6-10=-1318/2268, 7-10=-503/530
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=701t; L=35ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 36-0-0 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at
joint 8.
This item has been
electronically signed and
sealed by Albani, Thomas, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Thomas A. Aibani PE No.39380
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 24,2020
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE.
Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall r
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/r 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
Oty
Ply
THE WINDSOR
T19781806
M11392
A3
SPECIAL
1
1
Job Reference o tional
Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:10 2020 Page 1
ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-127SgidOBS7Gd7NIFvvehhuYxvu2Bsnd9pPr4RzXjGx
�1-0-0 8 6-0 15-0-0 20-0-0 24 6 8 27 4-7 35-0-0 $6-0 O
1-0-0' 8.6-0 6-6-0 5.0-0 4-6-8 2-9-15 7-7-9 0-0
4.00 12
5x6 =
4x5 =
14 13 -""-
3x5 = 2x3 11
14-9-0
LOADING (psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 7.0 Lumber DOL 1.25
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 Code FBC2017/TP12014
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 9=0-8-0
Max Horz 2=-155(LC 10)
Max Uplift 2=-825(LC 12), 9=-825(LC 12)
Max Grav 2=1349(LC 1), 9=1349(LC 1)
5x6 =
2.00 12
3x12
Scale=1:62.3
CSI.
DEFL. in
(loc) Udefl Lid
PLATES
GRIP
TC 0.60
Vert(LL) 0.73
11 >572 240
MT20
244/190
BC 0.95
Vert(CT)-0.9711-20
>432 180
MT18HS
244/190
WB 0.83
Horz(CT) 0.36
9 n/a n/a
Matrix -MS
Weight: 160 lb
FT = 20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-6-15
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 7-12
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-3256/2031, 4-5=-2426/1588, 5-6=-2680/1790, 6-7=-2829/1832, 7-8=-5320/3257,
8-9=-5720/3554
BOT CHORD 2-14=-1817/3048,13-14=-1817/3048,12-13=-1258/2274,11-12=-2935/5103,
9-11=-3302/5445
WEBS 4-14=0/329, 4-13=-897/636, 5-12=-316/661, 6-12=-317/616, 7-12=-2727/1643,
7-11=-1072/1939, 8-11=-390/391
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; save=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at
joint 9.
m
OI,b n.
0
This item has been
electronically signed and
sealed by Albani, Thomas, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 24,2020
_..__
® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
R
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall
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 ANSNrPN 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
THE WINDSOR
T79781807
M11392
A4
SPECIAL
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:112020 Page 1
I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-DEhgt5eexIF7FHyUpcQtEvajTIDGwGhnOT90duzXjGw
�1-0-0, B-6-0 14-9-0 1 17-0-0 1i8-0-q 24-6-8 27-4-7 35-0-0 46-0-q
1-0-0 8-6-0 6-3-0 2-3-0 0-0 6-6-8 2-9-15 7-7-9 -0-0
�1
3x5 =
4.00 12 5x6 = 4x6 =
2x3 11 6 7
16 15 6x10
2x3 11 5x8 =
2.00 12
Scale = 1:62.3
3x12 zz
8-6-0 14-9-0 18-0-0
24-6-8
35-0-0
6-3-0 3-3-0
6-6-8
10-5-8
Plate Offsets X( Y)--
[2:0-1-6,Edge], [9:0-3-D,Edge], [11:0-1-15,Edge]
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)
0.80
13
>528
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.95
Vert(CT)
-1.05
13
>400
180
MT18HS
244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.98
Horz(CT)
0.39
11
n/a
n/a
BCDL 10.0
Code FBC2017fTP12014
Matrix -MS
Weight: 172 lb
FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x4 SP M 30 BOT CHORD
WEBS 2x4 SP No.3 WEBS
REACTIONS. (size) 2=0-8-0, 11=0-8-0
Max Horz 2=-175(LC 10)
Max Uplift 2=-825(LC 12), 11=-825(LC 12)
Max Grav 2=1349(LC 1), 11=1349(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3253/1989, 3-5=-2435/1560, 5-6=-2399/1639, 6-7=-2217/1501, 7-8=-2380/1519,
8-10=-5361/3228, 10-11=-5716/3480
BOT CHORD 2-16=-1776/3045, 15-16=-1776/3045, 14-1 5=-1 117/2168, 13-14=-2920/5154,
11-13=-3232/5441
WEBS 3-16=0/334, 3-15=-882/614,5-15=-238/254, 7-14=-163/427,6-14=-309/604,
6-15=-315/409, 8-14=-3146/1901, 8-13=-1034/1946, 10-13=-343/333
Structural wood sheathing directly applied or 2-6-14 oc pudins.
Rigid ceiling directly applied or 2-2-0 oc bracing.
1 Row at midpt 8-14
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless, otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at
joint 11.
This item has been
electronically signed and
sealed by Albani, Thomas, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Thomas A. Alban! PE No.39380
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 24,2020
® 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 MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall r.
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek*
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI1 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
oty
Ply
THE WINDSOR
T19781808
M11392
A5
SPECIAL
16
1
Jab Reference c tional
Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:13 2020
ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-9dpbinfuTNVrUb6tw1 SLJKWOV6vFOEp3rneVh
1-0-0 8.6-0 14-9-0 17-6-0 24-6-8 27-0-7 35-0-0
-0-0 8-6-0 6.3-0 2-9-0 7-0-8 2-9-15 7-7-9
�1
0
5x8 MT18HS 11
4.00 12
14 13
3x5 = 20 II 5x10 =
2.00 12
Scale = 1:60.3
3x12
i 8-6-0 14-9-0 24-6-8 i 35-0-0
8-6-0 6-3-0 9-9-8 10-5-8 '
1
I� 0
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TPI2014
CSI.
TC 0.81
BC 0.92
WB 0.74
Matrix -MS
DEFL. in (loc) Udefl Ud
Vert(LL) 0.80 12-13 >526 240
Vert(CT) -1.28 12-13 >329 180
Horz(CT) 0.36 10, n/a n/a
PLATES
MT20
MT18HS
Weight: 160 lb
GRIP
244/190
244/190
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 31 'Except'
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins.
1.4,8-11: 2x4 SP M,30
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 SP M 30
WEBS
1 Row at midpt 6-12
WEBS 2x4 SP No.3 *Except*
6-12: 2x4 SP M 30
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 10=0-8-0
Max Horz 2=-179(LC 10)
Max Uplift 2=-825(LC 12), 10=-825(LC 12)
Max Grav 2=1349(LC 1), 10=1349(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3247/2112, 3-5=2449/1679, 5-6=2397/1763, 6-7=-5452/3624, 7-9=-5398/3482,
9-10=-5732/3689
BOT CHORD 2-14=-1865/3040, 13-14=-1865/3040, 12-13=-1223/2137, 10-12=-3431/5459
WEBS 3-14=0/303, 3-13=-861/619, 5-13=-216/264, 6-13=-300/527, 6-12=-2247/3526,
7-12=-323/388, 9-12=-321/306
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf,, BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to
21-0-0, Interior(1) 21-0-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL=10.Opsf.
6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should Verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at
joint 10.
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 6/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
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 ANSI7TP/1 Quality Criteria, DSB-89 and BCS/ Building Component
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
This item has been
electronically signed and
sealed by Albani, Thomas, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 24,2020
y
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
T19781809
M11392
ATA
COMMON
5
1
�THEWINDSOR
Job Reference o tional
Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:14 2020 Page 1
ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-dpMzW7gWEgdi6lg3UkzarX2EkWJA71TD4RN3DCzXjGt
, 8-4-0 12-110 , 17-6-0 , 22-1-0 , 26-8-0 35-0-0 36-0-q
1-0-0' 8-4-0 4-7-0 4-7-0 4-7-0 4-7-0 84-0 -0-0
�1
0
4.00 12
4x5 =
Scale=1:59.5
17 — 15 "" "' 14 '" 12
3x6 — 2x3 II 4x6 = 3x8 = 2x3 II 3x6 =
3x8 =
4x6 =
1 m
0
B-4-0 12-11-0
22-1-0
26-8-0 35-0-0
' 8-4-0 4-7-0
9-2-0
4-7-0 8-4-0
Plate Offsets (X,Y)—
[2:0-0-2,Edge], [10:0-0-2,Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Udefi Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.59
Vert(LL)
0.33 14-15 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.68
Vert(CT) -0.64 14-15 >652 180
BCLL 0.0
Rep Stress Incr YES
WB 0.59
Horz(CT)
0.13 10 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 166 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-1-15 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 5-2-15 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 10=0-8-0
Max Horz 2=-179(LC 10)
Max Uplift 2=-775(LC 12), 10=-775(LC 12)
Max Grav 2=1399(LC 1), 10=1399(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3404/1963, 3-5=-2807/1637, 5-6=-2801/1739, 6-7=-2801/1739, 7-9=-2807/1637,
9-10=-3404/1963
BOT CHORD 2-17=-1724/3188,15-17=-1724/3188,14-15=-966/2053,12-14=-1739/3188,
10-12=-1739/3188
WEBS 6-14=-560/968, 9-14=-681/524, 6-15=-560/968, 3-15=-681/524
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=70ft; L=35ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to
21-0-0, Interior(1) 21-0-0 to 36-0-0 zone;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
This item has been
3) 100.0Ib AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart.
electronically signed and
4) This truss has been designed for a 10.0 pelf bottom chord jive load nonconcurrent with any other live loads.
Sealed by Albani, Thomas, PE
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
using a Digital Signature.
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
Printed this
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 lb uplift at joint 2 and 775 lb uplift at
copies of
joint 10.
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Thomas A. Alban! PE No.39380
MiTek USA, Inc. FL Cart 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
March 24,2020
®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 ANS11TPl1 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 20501 Tampa, FL 36610
Job
Truss
Truss Type
Qty,
Ply
THE WINDSOR
T19781810
M11392
B
COMMON
2
1
Job Reference o tional
Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:15 2020 Page 1
I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-5OwLjSh8?_IZuFF2SVp01bSRwk4sA4MJ57cmf7XjGs
8-3-5 766-00 0 26-8-1111 35-0-0
8-3-5 0 0tT-0-0, 5813 6
8-3-5 0-0'
�1
6
4.00 12
3x6 =
Scale=1:59.3
3x4 = 2x3 II 3x6 = 3x4 = 3x4 = 3x6 = 2x3 II 3x4 =
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defi Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.34
Vert(LL) -0.11 14-15 >766 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.38
Vert(CT) -0.24 17-20 >715 180
BCLL 0.0
Rep Stress Incr YES
WB 0.63
Horz(CT) 0.03 10 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 149 Ib FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. All bearings 0-8-0.
(lb) - Max Harz 2=-179(LC 10)
Max Uplift All uplift 100 Ib or less at joint(s) except 2=-371(LC 12), 15=-453(LC 12), 14=-453(LC 12), 10=-371(LC `
12)
Max Grav All reactions 250 Ib or less atjoint(s) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18), 10=602(LC
1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-945/572, 5-6=-1811256, 6-7=-181/258, 9-10=-945/574
BOT CHORD 2-17=407/878, 15-17=-407/878, 12-14=-393/858, 10-12=-393/858
WEBS 3-17=-5/301, 3-15=-819/591, 5-15=-277/325, 7-14=-277/326, 9-14=-819/592,
9-12=-5/301
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C'Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to
This item has been
21-0-0, Interior(1) 21-0-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
electronically signed and
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Sealed by Albani, Thomas, PE
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
using a Digital Signature.
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
Printed copies of this
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 Ib uplift at joint 2, 453 Ib uplift at
joint 15, 453 Ib uplift at joint 14 and 371 Ib uplift at joint 10.
document are not Considered
signed and sealed and the
signature must be verified
on any electronic copies.
Thomas A. Alban! PE No.39380
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 24,2020
® 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 MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall MiTek*
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1V1iTek•
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
1 N
0
Job
Truss
Truss Type
City,
Ply
T19781811
M11392
BHA
BOSTON HIP
1
1
�THEWINDSOR
Job Reference o tional
GnamberS I russ, Inc., rort Ylerce, I-L d.z4U S mar v zu/u Ml I eK moUSmes, Inc. I ue mar z4 lz:b4:7 r zuzu rage i
I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-202688iPXb?HzCPe9tXHTAgmFjM1 K3EfmPcjgXzXjGq
15.6.0 21-6-0
11-0-0 9-6-0 11-6-0 13-6-0 1�-0 0 17-6-0 19-6-0 21.0.0 23-6.0 25-6-0 28-0-0 35-0-0 6-0-0 -0-0 7-0-0 2-6-0 2-0-0 2-0-0 0-6-b1-0T 2-0-0 1-6-00-6- 2.0-0 242 2'_0 7-" -0-0
Scale = 1:62.4
TOP CHORD MUST BE BRACED BY END JACKS,
ROOF DIAPHRAGM, OR PROPERLY CONNECTE 4.00 12 4x4 =
PURLINS AS SPECIFIED.
57 15 58 17
56 12 59
3x6 55 9 20
54 8 60 22 3x6
5x12 =53 4 6 x6 = 3x4 2,P1 26 5x12
3 11 16 19 1 23 627
63
1
52 4
,n1 2 28 29 N N
6 I
35 42 43 34 44 33 45 46 47 48 32 49 31 50 51 30
3x6 = 6x8 = 6x8 = 36 = 3x4 =
3x4 =
7-
0-0 -014-0.0 21 0-0 28-0-0 35-0-0
7-0-0 7-0-0 7-0-0 7-0-0 7-0-0
Plate Offsets (X,Y)—[3:0-6-4,0-1-12),[32:0-3-8,0-3-0)
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (Icc) Vdefj Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.16 35-38 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(CT) 0.04 28 file n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 208 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-33, 27-32
JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23
REACTIONS. All bearings 0-8-0.
(lb) - Max Horz 2=179(LC 7)
Max Uplift All uplift 100 lb or less atjoint(s) except 2=-565(LC 8), 33=-1269(LC 8), 32=-1017(LC 8),
28=-434(LC 8)
Max Grav All reactions 250 lb or less at joints) except 2=812(LC 17), 33=1825(LC 1), 32=1529(LC 1),
28=626(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1692/1103, 3-4=-105/259, 27-28=-11291710, 3-5=-441/520, 5-7=-436/514,
7-10=-436/514, 10-11=-436/514, 11-13=-436/514, 13-16=436/514, 16-18=4361514,
18-19=-436/514, 19-21=-382/412, 21-23=-382/412, 23-25=-382/412, 25-27=-387/418
BOT CHORD 2-35=-939/1572, 33-35=-909/1484, 32-33=-382/400, 30-32=-575/1004, 28-30=-568/1039
WEBS 3-35=-191/649, 27-30=0/451,3-33=-2090/1523,11-33=-810/782, 19-32=-772/745,
27-32=-1484/1044, 9-10=-463/453, 20-21=-462/454
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are 2x3 MT20 unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 565 lb uplift at joint 2, 1269 lb uplift at
joint 33, 1017 lb uplift at joint 32 and 434 lb uplift at joint 28.
8) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 lb down and 381 lb up at
7-0-0, 158 lb down and 206 lb up at 9-0-12, 158 lb down and 206 lb up at 11-0-12, 158 lb down and 206 lb up at 13-0-12, 158 lb
down and 206 lb up at 15-0-12. 158 lb down and 206 lb up at 17-0-12, 158 lb down and 206 lb up at 17-11-4, 158 lb down and 206
lb up at 19-11-4, 158 lb down and 206 lb up at 21-11-4, 158 lb down and 206 lb up at 23-11-4, and 158 lb down and 206 lb up at
25-11-4, and 158 lb down and 206 lb up at 27-11-4 on top chord, and 373 lb down and 236 lb up at 7-0-0, 69 lb down at 9-0-12, 69
lb down at 11-0-12, 69 lb down at 13-0-12, 69 lb down at 15-0-12, 69 lb down at 17-0-12, 69 lb down at 17-11-4, 69 lb down at
19-11-4. 69 lb down at 21-11-4, 69 lb down at 23-11-4, and 69 lb down at 25-11-4, and 69 lb down at 27-11-4 on bottom chord.
This item has been
electronically signed and
sealed by Albani, Thomas, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Thomas A. Alban! PE No.39380
MlTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
--.._. .......-. ... --- --- -
e eslg se ectton o suc connebitdn evlce(s -Is the responsbl Ity o of ers.
®C�xtlr�e�¢14DsPgA Se)�®aEDn srapplfealattn�fBcelmidblBtrass at i �omt7(fi�QRhWa(0sEF0-USE.
DaigneA ldrepp ty*h MfrekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a trPpq gy;tgay,��fs¢tqujlgy�g designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Nat
but i esi n r g i i 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/rPH 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
March 24,2020
Job
Truss
Truss Type
Oty
Ply
THE WINDSOR
T19781811
M11392
BHA
BOSTON HIP
1
1
Job Reference o tional
Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:17 2020 Page 2
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-202688iPXb7HzCPe9tXHTAgmFjM1 K3EfmPcjg7(zXjGq
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 36-39=-20, 1-3=-54, 3-15=-54, 15-27=-54, 27-29=-54
Concentrated Loads (lb)
Vert: 35=-373(F) 30=-23(F) 42=-23(F)43=-23(F) 44=-23(F) 45=-23(F) 46=-23(F) 47=-23(F)48=23(F) 49=-23(F) 50=-23(F) 51=-23(F) 52=-169(F) 53=-118(F)
54=-118(F) 55=-118(F) 56=-11B(F) 57=-118(F) 58=-118(F) 59=-118(F) 60=-118(F) 61=-118(F) 62=-118(F) 63=-118(F)
® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/f Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd.
Safety on,
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
city
Ply
THE WINDSOR
T19781812
M11392
GRA
HIP
1
1
Job Reference (optional)
%,namoers I russ, Inc., rort vierce, rL e.z4u s mar 9 ZUZU MI I eK moustnes, Inc. I ue Mar 24 1Z:54:19 ZUZU Page 1
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-_nAsZgkf3CG_CWZOHIZIYbl?yXOVouLyEj5gvQzXjGo
1-0-0 7-0-0 14-11-0 21-5-2 28-0-0 35-0-0 6-0-
-0-0 71-0 7-11-0 6-6-2 6-6-14 7-0-0 -0-0
5x12 MT18HS =
4.00 12 3x5 II 3x6 = 4x8 =
3 22 23 24 25 4 26 27 5 28 629 30 31
4x8 =
32 7
Scale = 1:60.3
JJ J4 w JJ so Jl JO Ju -1.1 4V 9.1
3x4 = 2x3 II 3x6 = 5x14 = 3x4 = 4x6 = 2x3 II 3x5 =
35-M
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) I/defl Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.94
Vert(LL)
0.30 10-21 >792 240
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.67
Vert(CT) -0.30 10-12 >812 180
MT18HS
2441190
BCLL 0.0
Rep Stress Incr
NO
WB 1.00
Horz(CT)
0.09 8 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 153 Ib
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-9-5 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 4-6-8 oc bracing.
WEBS 2x4 SP No.3
*Except*
WEBS
1 Row at micipt 6-13
4-13: 2x6 SP
No.2
2 Rows at 1/3 pts 3-13
REACTIONS. (size) 2=0-8-0, 13=0-8-0, 8=0-8-0
Max Harz 2=-78(LC 6)
Max Uplift 2=-448(LC 8), 13=-2442(LC 8), 8=-1159(LC 8)
Max Grav 2=755(LC 17), 13=3223(LC 1), 8=1225(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1534/729, 3-4=-1052/1347, 4-6=-105211347, 6-7=-1946/1834, 7-8=-2978/2565
BOT CHORD 2-15=-586/1423, 13-15=-596/1464, 12-13=-1710/1946, 10-12=-2359/2830,
8-10=-2329/2789
WEBS 3-15=-159/733, 3-13=-2917/1869, 4-13=-848/801, 6-13=-3504/3050, 6-12=430/666,
7-12=-940/731, 7-10=-489/690
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat.
ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) 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 448 Ib uplift at joint 2, 2442 Ib uplift at
joint 13 and 11591b uplift at joint 8.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 Ib down and 329 Ib up at
7-0-0, 90 Ib down and 155 Ib up at 9-0-12, 90 Ib down and 155 Ib up at 11-0-12, 90 Ib down and 155 Ib up at 13-0-12, 90 Ib down
and 155 Ib up at 15-0-12, 90 Ib down and 155 Ib up at 17-0-12, 90 Ib down and 155 Ib up at 17-114, 90 Ib down and 155 Ib up at
19-114, 90 Ib down and 155 Ib up at 21-114, 90 Ib down and 155 Ib up at 23-11-4, and 90 Ib down and 155 Ib up at 25-114, and
203 Ib down and 329 Ib up at 28-0-0 on top chord, and 452 Ib down and 263 Ib up at 7-0-0, 63 Ib down and 3 Ib up at 9-0-12, 63 Ib
down and 3 Ib up at 11-0-12, 63 Ib down and 3 Ib up at 13-0-12, 63 Ib down and 3 Ib up at 15-0-12, 63 Ib down and 3 Ib up at
17-0-12, 63 Ib down and 3 Ib up at 17-114, 63 Ib down and 3 Ib up at 19-11.4, 63 Ib down and 3 Ib up at 21-11-4, 63 Ib down and
3 Ib up at 23-114, and 63 Ib down and 3 Ib up at 25-114, and 452 Ib down and 263 Ib up at 27-114 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).
®InO IGASf (&) si§rt 3aldaErErs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE.
D6iYntfAWararMg6v� MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Bef re se, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSBTP/1 Quality Criteria, DSB-89 and SCSI Building Component
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
This item has been
electronically signed and
sealed by Albani, Thomas, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Thomas A. Alban! PE No.39380
MiTek USA, Inc. FL Cert 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
March 24,2020
V 21'
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
W
Job
Truss
Truss Type
Qty
Ply
T19781812
M11392
GRA
HIP
1
1
�THEWINDSOR
Jab Reference (optional)
a.Z4u s Mar a ZUZU MI I eK Incustnes, Inc. I ue Mar 24 12:54:19 2020 Page 2
ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-_nAsZgkf3CG_CWZOHIZIYb17yXOVouLyEj5gvWjGo
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 3-7=-54, 7-9=-54, 16-19=-20
Concentrated Loads (lb)
Vert: 3=-147(B)7=-147(B)15=-452(B)13=-40(B)4=90(B)10=-452(B)22=-90(B)23=-90(B)24=-90(B)26=-90(B)27=-90(B)28=-90(B)30=-90(B)31=-90(B)
32=-90(B) 33=-40(B) 34=40(B) 35=-40(B) 36=40(B) 37=-40(B) 38=-40(B) 39=-40(B) 40=-40(B) 41=-40(B)
®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
i�niTek'
I always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS8TP/1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19781813
M11392
J1
MONO TRUSS
8
1
�THEWINDSOR
•
Job Reference o tional
Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:19 2020 Page 1
I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KK-_nAsZgkf3CG_CWZOHIZIYblBwXAho7vyEj5gvQzXjGo
-1-0-0 1-0-0
1-0-0 1-0-0
Scale = 1:6.1
3x4 =
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL, in
(loc) Vclefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.18
Vert(LL) -0.00
5 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.02
Vert(CT) -0.00
5 >999 180
BCLL 0.0 •
Rep Stress Incr YES
WB 0.00
Horz(CT) 0.00
4 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MP
Weight: 5 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=48(LC 12)
Max Uplift 3=4(LC 9), 2=-140(LC 12)
Max Gram 3=11(LC 17), 2=118(LC 1), 4=17(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf,, BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C,C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 3 and 140 lb uplift at
joint 2.
This item has been
electronically signed and
sealed by Albani, Thomas, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
March 24,2020
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. R
Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not ��®®8
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall J•yiiie
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 ANSIITPl1 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss Type
Qty
Ply
THE WINDSORT19781814
=J3
M11392
MONO TRUSS
8
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
1-M
3x4 =
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:20 2020 Page 1
I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-SzkEmAIHgWOrgg8Dq?4_5olMZxUHXa95SNgNRszXjGn
3-0-0
Scale = 1:9.4
3-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL, in
(loc) I/defi Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Vert(LL) 0.01
4-7 >999 240
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.19
Vert(CT) -0.01
4-7 >999 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.00
3 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
Weight: 11lb FT=0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=85(LC 12)
Max Uplift 3=-54(LC 12), 2=-147(LC 12), 4=-4(LC 12)
Max Grav 3=64(LC 1), 2=173(LC 1), 4=50(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 2-11-8 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 3, 147 Ib uplift at joint
2 and 4 lb uplift at joint 4.
This item has been
electronically signed and
sealed by Albani, Thomas, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 24,2020
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �®
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overalls
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mel(Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/1 Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Oty
Ply
THE WINDSOR
T19781815
M11392
J5
MONO TRUSS
8
1
Job Reference o tional
Chambers Truss, Inc., Fort Pierce, FL
I-"
3x4 =
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:21 2020 Page 1
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-wAHc_W IvbgWiRpjPOibDeOrOoKiYG1 PFht awzlzxGm
Scale = 1:12.7
-
5-0-0
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.73
Vert(LL) 0.07
4-7 >863 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.70
Vert(CT) -0.06
4-7 >964 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00
3 n/a n/a
BCDL 10.0
Code FBC2017frP12014
Matrix -MP
Weight: 17 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=123(LC 12)
Max Uplift 3=-104(LC 12), 2=-177(LC 12), 4=-9(LC 12)
Max Grav 3=115(LC 1), 2=243(LC 1), 4=87(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 4-11-8 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3, 177 lb uplift at
joint 2 and 9 lb uplift at joint 4.
This item has been
electronically signed and
sealed by Albani, Thomas, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Thomas A. Alban! PE No.39380
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 24,2020
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 101II-7473 rev. 511912020 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
t
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
WOW
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
THE WINDSOR
T19781816
M11392
J7
MONO TRUSS
24
1
Job Reference o tional
Chambers Truss, Inc., Fort Pierce, FL
3x4 =
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:21 2020 Page 1
ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-wAHc WlvbgWiRpjPOibDeOrSnKmPG1PFh1awzlzXjGm
7-0-0
7-0-0
Scale: 3/4"=1'
7-0-0
7-0-0
Plate Offsets (X,Y)—
[2:0-1-14,Edge]
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 0.47
Vert(LL) 0.17
4-7 >494 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.39
Vert(CT) -0.19
4-7 >447 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00
3 n/a n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix -MP
Weight: 23 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=161(LC 12)
Max Uplift 3=-153(LC 12), 2=-211(LC 12), 4=-12(LC 12)
Max Grav 3=165(LC 1), 2=315(LC 1), 4=125(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 6-11-8 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 3, 211 lb uplift at
joint 2 and 12 lb uplift at joint 4.
This item has been
electronically signed and
sealed by Albani, Thomas, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 24,2020
-------
AWARNING -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 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 Not
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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
THE WINDSOR
T19781817
M11392
KJ7
MONO TRUSS
4
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:22 2020 Page 1
ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-OMr BsmXM7eZ3zlbyQ7SADNhnk9g?RvOwhJUWIzXjGI
9-10-1
3-1-5
Scale=1:20.6
3x4 = cxa i i 5
3x4 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) I/defi L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.20
Vert(LL) -0.04
7-10 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.26
Vert(CT) -0.08
7-10 >999 180
BCLL 0.0
Rep Stress Incr
NO
WB 0.24
Horz(CT) 0.01
5 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 38 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 4=Mechanical, 2=0-11-5, 5=Mechanical
Max Horz 2=192(LC 8)
Max Uplift 4=-131(LC 8), 2=-262(LC 8), 5=-238(LC 8)
Max Grav 4=156(LC 13), 2=379(LC 1). 5=461(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-838/366
BOT CHORD 2-7=-487/798, 6-7=-487/798
WEBS 3-7=0/307, 3-6=-920/561
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 4, 262 lb uplift at
joint 2 and 238 lb uplift at joint 5.
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-54
Trapezoidal Loads (plf)
Vert: 2=0(F=27, B=27)-to-4=-133(F=-39, B=-39), 8=0(F=10, B=10)-to-5=49(1`=15, B=-15)
This item has been
electronically signed and
sealed by Albani, Thomas, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Thomas A. Alban! PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 24,2020
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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
Symbols
PLATE LOCATION AND ORIENTATION
Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
I.
116!"
For 4 x 2 orientation, locate
plates 0- yid' 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:
ANSIITPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
Numbering System
6-4-8 dimensions shown in ft-in-sixteenths
(Drawings not to scale)
1 2 3
TOP CHORDS
0
0_
O
U
0-
0
F-
8 7 6 5
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
PRODUCT CODE APPROVALS
[CC -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
+{p
M!Tek�
MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020
® General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See BCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner 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 ANSIrrPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSUrPI 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 defiection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without prior
approval of an engineer.
17. Install and load vertically unless indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSI/TPI 1 Quality Criteria.
21.The design does not take into account any dynamic
or other loads other than those expressly stated.