Press Alt + R to read the document text or Alt + P to download or print.
This document contains no pages.
HomeMy WebLinkAboutTrussA=LIFE SAFETY WARNING
This symbol identifies Life Safety Warnings that should be read
given special attention by all persons installing trusses.
5PAGING NOTE
I
I I
The Architect's or Architect's representative's
1- R THE FIRS] MODEL SHOULD BE SHIPPED AND SUCCESSFULLY SET BEFORE E TRUSSES "shop double check" of
the cis HOTa
TRUSS_S 0 OD ED E ANY MORE ARE BUILT FOR TEAT MODEL_.
L Thecontractorshall remain responsible
ARRANJE WITH CRANE OPERATOR IN ADVANCE FOR A SPREADER BAR OF 18' - 24' IN LENGTH '- -- for checking field measia. ,ctsand
A other construction criteria. Architect's
I approval covers general roof shape,
a a I review of truss strapping, and loading on
Do not .tand on trusses unti they are braced per BCSI & properly nailed to straps & hangers v struo4urefromeirre vitye locaiif�loads and
I/ � their rep five loetati ns. I
V(,Approved S ZIo
15C G '-3" --- — -- 19'-9" 1g�_ ,_ ,r I L Date:.
15 3 , : Braden &..
Braden
A.I.A.
9
A.
ALI .TRUSSES ARE TO BE SET
AT 2'-O' ON CENTER. —
EXCEPT AS NOTED J1
MULTIPLE PLY TRUSSES MUST BE J3
ASTENED TOGETHER PER ENGINEERINGJ3 1"
BEFORE SETTING. REFER TO J5 0 0
J5
ENGINEERING DRAWING TO DETERMINE , 11<
AL IF MULTIPLE PLY. AlBRA
DON'T LIFT TRUSSES At 1 r
WITH SPANS LONGER THAN 1 1
30' BY THE PEAK. A2 1
CONSULT BCSI I1
30' Spanlor less A 30' to 60' Span r
A3
�50 degrees Spreader Bar
J.
\or less
44 -
y 2 —� ag �_APProx 213 to__� AS
T0C3 rle spoon opproX Line-1 /2 of Span
a REFER TO BCSI REFER TO BCSI
Truss must be. set thisway if crone used,Tress must be set this way if crone used,
Truss is an example your tress may not mct.h. This is on example truss may not match..
Insist croneoperatorsets truss this way.- Insist crone operator sets trussthis way.
I
All load bearing walls, headers,
beams & lintels must be in place
at indicated height before trusses
® are installed.
,411 FR " 4l " I F= FR " it _T_ IFE
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.
Carrying Girder
For Truss to Truss
Connections see
hanger/connector Nails must be as
shown. Guide tabs o
schedule in engineering Dome angle nails.
package.
Carried Truss -
SEAT PLATES BY CHAMBERS
u a cnu" c" loarrep As tsNe NSIa"sD an u.our
to
ON112"axs uT's'„12
CORNER DETAIL 4.00 —
OVERFI NOT SHOWN FOR CLARITY -
�o
8
M
1'
upset=1/4" heel=315/16"
PLUMB CUT END
2 x 4 Top Chord
WALL HEIGHT 8'
TYPICAL END DETAIL
12
4.00
I
i.0
,?81
� 12 2,00 $--
M
A5
i
A5
1 �
,\
1 0
I
I
15 14'_9a 13e -2
1
�s I
1
h
1 2. 21 /12
r
� � 1
N.
k5 1
05
1
k
1
15
t5 1
tT
T INVERTED "V" WEBS AT CENTER
o W/9' B.C. PANNEL. LOAD W/ (2)
r 50# POINT LOADS PER TRUSS FOR A/H/U
tT
r
Ih
tT
7' RFTFl Rr)CTOKI HIP O
BHA
oT
x
upset=1/4" heel=315/16"
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
• • J
I �
'
RIGHT
J5
J3
it
n
mSill
\��
I
II
1►iRi�
11
Ij
I
1
it
�.
II
MIMI
Im!
INS
,`11j'
IIII
Miss
—
Iwo,
INV
®_
�'
INVERTED nr WEBS AT CENTER
50# POINT LOADS LIFERTRUSS FOR All
SMINEWIl
BHI
�,►\\�\\��\I\\\\\\I
r
`\�i\\\`I\\\`\\I\�
i�i�7�\\I��la►\H�11�1
i
1
I
I
I�\I
®I®ImI®IMI®1�81®I■11�18�1®IL�i®�®�
I®I
i� CLOU� ED AREAS ARE OF
/ SPECIAL CONCERN & MUST BE 1
CHECKED CAREFULLY '& MAY i
t INDICATE DEVIATION FROM
PLANS.„
FABRICATION AGREEMENT
—� TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS The legal description of the property where the trusses will be Installed is: giONED 8 RETURNED
The underslgnetl acknowledges and agrees:
1: Trussea will be made In strict accordance with this truss placement diagram layout,
I which Is the sole authority for determining. successful fabrication of the trusses,
2. All dimensions In this layout have bean verified by the undersigned,
3. en notice Is provid
days bf'delheryess dthe undersigned Ogr Ogress met no ackcharges MIto b a INas within ten (10)
such wdnen notice is fvmished Chambers Trues shall have three (3) bu rasa da
slowed. In the event
to begin repalre required, or to aubeUMe other W saes, at Chamars o--i
@j ya in which
5. Delivery is undersigned
tto job te�lt Is�he buyere�reepCon1 b ry to make the lob alto suitable Ator
delhrery. Chambers Truss has the sole authority to determina the sultablltty of the Job site o'r a
potion of the Job she for delivery. Chsmbers Trvsa will ba responsible for dump delivery only.
(BuyeThe buyer la responsible for addklonel deliver;. expenses U Chambers Trues has to redelher ,
beeauea Job ette la not prepared for delivery or buyer le not prepared for delivery of trusses,
r Is responsible to Chambers Truss for towing costa duo to efts condr dellong.
8, Price es shown Iq paragraph 7 slow le cubJed to change a any changes are, made m
this. layout. A $50 per hour fee for reNsl )no may be charged by Chamber; TNsa.
7: This is a PURCHASE ORDER to Chambers, Truss of the aum agreed to, or B ne:.
agreement a reasonable price, invoice will be made on delivery and paid within terms of ne
,On dalMery. Invoice may be made at scheduled date bf delivery If buyer cannot accepC L delivery of fabricated trusses. The undersigned agrees to pay Chambera.7Nes reasonable
charge 's fee for collectkna In event of payment not timely made, 1-12 °h, per month service
! charge will be added for all sums not paldwithin terms, i
S. Signature or Initials anywhere on this sheet constitutes agreement to all terms herein.
conaldereNO of Chambers Truss extending trade for this material the undersigned i
uncondlgonally guarent lea payment when due of any and all Indebtedness owatl to
Chembere Truss to any entity receiving material and the undersigned agrees to pay such
"
Indebtedness IIn uding ettomay, fees, U default in payment for ineddal agree
made by the
reciplent.
or 10. In the event of any 11119 ion conceming this agreement, Na Xema famished hereunder
be Sal t l:uole Counryt Flprido. to parties agree that the We venue for any such action will
it. Design rea onslbliNss are per-Nagonel Standard And Rdbbmmended Guidelines On
I Rasp onsibjilt ea For On' On Using Metal Plate Connected AWood Trusses
NSIRPVWTCA4-2DD2"
DATED
SIGNED `'Ilk
FOR TITLE
r+UtP,eroarmayba.'1C per"BCSI 1-08"tppreverltlnjuy$ �
Multiple ply trusses must be fastened together per engineering
before they are set; failure to do so can result In roof collapse.
Temporary and permanent bracing are required and can save life
and property and Is the responsibility of the truss erector,
Study the contents of the Information packet Included on delivery
before setting trusses.
Trusseemustbesetandbrawdpe�deslgnto ,tlnfuryL damage
Trusses must beset plumb and square
Do not set bunks or stack of plywood, roofing material or any
_other cdncentrated loads on trusses, this can cause collapse.
DON TSET TRUSSES USING THIS L4yoUT
USE LAYOUT DELIVERED WITH TRUSSES TO 3ET TRUSSES
3105 Oleander Avenue
Fort Piercei Florida 34982-6423
800�51-5932
Fort Plerce 772.465.2012 Fax 771-465.8711
Vero Beach 772-569-2012 Stuart 772-2863302
`All eu.,, ruaueeeet'oftcs
92 0/93.2 MITEK 4.2
DESIGN CRITERIA
County SAINT LUCIE
Building Department ST LUCIE COUNTY
Wind Design Criteria ASCE 7-2010
Wind Design Method MWFRS/C-C hybrid Wind ASCE 7-10
3 . Roclfing Material Shingle or Shake
o v s% Loading in PSF Roof R.D.L.
`—° = � — Top Chord Live 20
w C Top Chord Dead 7 4.2
" r Bottom Chord Live 10 Non -Concurrent
o a Bottom Chord Dead 10 3
TOTAL Load 37 7.2
M o' Duration Factor 1.25
Wind Speed 165mph
rn Top Chord C.B. Sheeting by builder.
w Bottom Chord C.B. Sheeting by builder.
Highest Mean Height 15'-0"
Building Type ENCLOSED
Building Category II:Non Restrictive
Exposure Category C
Barrier Island No
i Conforms to FBC 2017
M.0I_.=riiestralninq Uead Load C.B.=Continuous Bracin
Verify DESIGN CRITERIA shown above with the
building department and your engineer.
Design Criteria is the responsibility of the
Building Designer and/or En ineer of Record.
LLChambers Truss Inc. Drawing Name: M11392
Scale: 1 /4 = 1'
W 82 total trusses, 15 different trusses.
MI 4: RLC ACAD: RLC Reviewed By:
Date: 10/07/15 1 3/21 /18
_ FC►REVfEW 3/05/2020
l
mil" 6,�" CODE COMPL►
--- -- - --- 14'° W Y N N E
< sw
PORCH LEFT DESCRIPTIOt�OCC
WINDSOR
PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE
15 TRUSS DRAWINGS ARE ATTACHED TO LAYOUT M 11392;, sf ��e5
MiTek"
RE: M 11392
THE WINDSOR
Site Information:
Customer: Wynne Dev Corp Project Name: M11392
Lot/Block: Model: THE WINDSOR
Address: unknown
City: St. Lucie County
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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No. Seal# Truss Name Date
1 T19781803 A 4/22/2020
2 T19781804 Al 4/22/2020 t
3 T19781805 A2 4/22/2020
4 T19781806 A3 4/22/2020
5 T19781807 A4 4/22/2020
6 T19781809 A5 4/22/2020 REVIEWED FOR
7 T19781809 ATA 4/22/2020 REVIEWED 6�'1'i
8 T19781810 B 4/22/2020 CODE COMPLIANCE
9 T19781811 BHA 4/22/2020 COMPLIANCE
V
10 T19781812 GRA 4/22/2020 ST. LUCIE COUNTY
11 T19781813 J1 4/22/2020 '�!
12 T19781814 J3 4/22/2020 E®CC
13 T19781815 J5 4/22/2020
14 T19781816 J7 4/22/2020
15 T19781817 KJ7 4/22/2020
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 ,,01%J1 t t 111111
based on the parameters provided by Chambers Truss. ��O�PS„�•� • q�e �i,�
Truss Design Engineer's Name: Alban!, Thomas �� �. •• C, E NS ••,;� �i�
My license renewal date for the state of Florida is February 28, 2021. •'•�� F 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 jurlsdiction(s) identified and that the
designs comply with ANSI/TPI 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
given to MiTek. Any project specific information included is for MiTek
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.
sk —
0. STATE OF :�44/ Z.
O R ` Q P Nam,.
ys`4/ONA`''- �
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610 April 22, 2020
1 of 1 Albani, Thomas
Job
Truss
Truss Type
Qty
Ply
THE WINDSOR
T19781803
M11392
A
HIP
1
1
Job Reference (optional)
unamoers i cuss, Inc., ron vierce, rL o.L4U s rvlar a Lulu ivu I ex Inciusines, Inc. I ue mar L4 7L:.74:ur Lulu rage i
ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-KTRK2jb7uXlhmgejamLw33G2phzq_UFBTsBBV6zXjH_
�1-0-0 6-10-14 9-0-0 14-11-0 20-2-13 26-0-0 28-1-2 35-0-0 36-0-q
-0-0 6-10-14 2-1-2 5-11-0 5-3-13 5-9-3 2A 6-10-14 -0-0
�1
d
4.00 12 4x8 = 2x3 II
2x3 4 26 5
3x6 = 4x4 = 4x8 — 2x3
6 7 27 8 9
Scale = 1:60.5
17 16 15 14 13 12
3x4 — 3x4 = 3x6 — 6x8 = 3x4 = 3x6 — 3x4 = 3x5 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Udefl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.57
Vert(LL)
0.42 12-23
>572
240
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/TPI2014
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, 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, 4-1 5=1 08711002, 5-15=336/386, 7-14=-766/399,
8-14=-580/997, 8-12=-958/447, 9-12=-358/600, 7-15=-1329/2190
PLATES GRIP
MT20 244/190
Weight: 161 lb FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 4-5-1 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 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
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 lb uplift at joint 2, 1439 lb uplift at
joint 15 and 799 lb uplift at joint 10.
A
c%r
1 �
IA
6
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 33610
Date:
March 24,2020
AWARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MiTEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE.
--
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall V
building design. Bracing Indicated is to prevent buckling of individual buss 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 piTe k•
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/f Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
city
Ply
THE WINDSOR
T19781804
M11392
Al
SPECIAL
1
1
Job Reference (optional)
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-of7iF3blfgtYOgDv7Us9cGoCh5CAjz5K!VwkOzzXjGz
�1-0-0, 8-0-0 11-0-0 14-9-0 19-8-14 24-0-0 27-0-7 35 0.0 $6.0-q
-0-0 8-6-0 2-6-0 3-9-0 4-11-14 4-3-2 3-0-7 7-7-9 -0-0
Scale=1:61.3
5x6 2x3 11 5x8 MT18HS =
=
4.00 12 3x4 4 - 21 5 6 22 7
C1
3x6 =
13 12
3x5 = 5x8 MT18HS =
2.00 12
3x12
10-0-0 14-9-0
24-6-8
35-M
' 10-M 4-9-0
9-9-8
10-5-8
Plate Offsets (X,Y)—
[2:0-0-2,Edge), [7:0-4-0,0-2-3), [9:0-1-15,Edge)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/defl Ud
PLATES
GRIP
TOLL 20.0
Plate Grip DOL 1.25
TC 0.63
Vert(LL)
0.75 11-12 >563 240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.91
Vert(CT)
-1.21 11-12 >348 180
MT18HS
244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.77
Horz(CT)
0.35 9 n/a n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MS
Weight: 155 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 2-7-7 cc
purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 2-2-0 cc bracing.
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
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
This item
3) Provide adequate drainage to prevent water ponding.
has been
4) All plates are MT20 plates unless otherwise indicated.
electronically Signed and
5) 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
6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
using a Digital Signature.
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
Printed copies of this
capacity of bearing surface.
document are not Considered
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
signed and sealed and the
joint 9.
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 M11-7473 rev. 1010312015 BEFORE USE. '
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall q
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
0ty
Ply
THE WINDSOR
T19781805
M11392
A2
SPECIAL
1
1
Job Reference o tional
Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:09 2020 Page 1
ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-HSZ4SPC008?P?zo5hBO08ULMuVYnSPxUx9glY?zXjGy
1-0-0 B-6-0 1311 14-91 22-0-0 271
-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
5x6 = 3x4 =
5x8 =
4.00 12 4 21 5 22 6
3x4 =
3x6 =
12
5x8 =
2.00 12
35-0-0
302
Scale=1:61.3
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Udefl L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.66
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 We
BCDL 10.0
Code FBC20171TP12014
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=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) 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. 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 Mlr-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p p�
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 1 VI 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 ANSVTP/1 quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
THE WINDSOR
T19781806
M11392
A3
SPECIAL
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:10 2020 Page 1
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-127SgidOBS7Gd7NIFvvehhuYXvu2Bsnd9pPr4RzXjGx
�1-0-0 8-6-0 15-0-0 20-0-0 246-8 27-4-7 35-0-0 $6-0-0,
i-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 II
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/TPI2014
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 Harz 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
24-8-8
Scale = 1:62.3
3x12 ZZ
CSI.
DEFL.
in (loc) I/defl L/d
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 direc0y 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 =1 072/1939, 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; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(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.
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 33810
Date:
March 24,2020
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall r
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
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 ANSVTPl1 Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
THE WINDSOR
T19781807
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 12:54:11 2020 Page 1
ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-DEhgt5eexIF7FHyUpcQtEvaj7l DGwGhnOT90duzxjGw
1-0-0 8-6-0 14-9-0 17-0-0 18-0-q 24 6-8 27-4-7 35-0-0 a6-0-0
i-0-0 8.6-0 6-3-0 23-0 -0-0 6-6-8 2-9-15 7-7-9 -0-0
Scale = 1:62.3
3x5 =
4.00 12
5x6 = 4x6 =
20 11 6 7
16 15 6x10 =
2x3 11 5x8 =
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.59
TCDL
7.0
Lumber DOL
1.25
BC 0.95
BCLL
0.0
Rep Stress Incr
YES
WS 0.98
BCDL
10.0
Code FBC20171TPI2014
Matrix -MS
LUMBER -
TOP CHORD
2x4 SP M 30
BOT CHORD
2x4 SP M 30
WEBS
2x4 SP No.3
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)
3x12 zz
2.00 12
DEFL.
in (loc) Udefl L/d
PLATES
GRIP
Vert(LL)
0.80 13 >528 240
MT20
244/190
Vert(CT) -1.05 13 >400 180
MT18HS
244/190
Horz(CT)
0.39 ' 11 n/a n/a
Weight: 172 lb
FT = 20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-6-14 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 8-14
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, 14-15=-1117/2168, 13-14=-2920/5154,
11-13=-3232/5441
WEBS 3-16=0/334, 3-15=-882/614, 5-15=-238/254, 7-14=-1631427, 6-14=-309/604,
6-15=-315/409, 8-14=-3146/1901,8-13=-1034/1946,10-13=-343/333
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(?) -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 6834
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. f0103/2015 BEFORE USE,
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall MiTek'
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek'
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 ANS!/TP/f Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria„VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
THEWINDSOR
T19781808
M11392
A5
SPECIAL
16
1
Job Reference o tional
Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:13 2020 Page 1
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-9dpbinfuTNVrUb6tw1 SLJKWOV6vFOEp3meVhmzXjGu
�1-0-0, 8-6-0 14-9-0 17-6-0 24-6-8 27-0-7 35-M
-0-0 8-6-0 6-3-0 2-9-0 7-0-8 2-9-15 7-7-9 -0-0
3x5 =
5x8 MT18HS 11
4.00 12
14 13
2x3 11 5x10 =
2.00 12
LOADING (psi)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.81
TCDL
7.0
Lumber DOL
1.25
BC 0.92
BCLL
0.0
Rep Stress Incr
YES
WB 0.74
BCDL
10.0
Code FBC2017/TPI2014
Matrix -MS
LUMBER -
TOP CHORD
2x4 SP M 31 'Except
1-4,8-11: 2x4 SP M 30
BOT CHORD
2x4 SP M 30
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)
DEFL. in (loc) Vdefl L/d
Vert(LL) 0.80 12-13 >526 240
Vert(CT)-1.2812-13 >329 180
Horz(CT) 0.36 10 n/a n/a
Scale = 1:60.3
I�
1�^
IT
0
3x12 zz
PLATES
GRIP
MT20
244/190
MT18HS
244/190
Weight: 160 lb
FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpt . 6-12
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 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=01303, 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 atjoint(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.
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 33610
Date:
March 24,2020
® WARNING - Verity design paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev, f0/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall pp p��
at
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IY1ITe 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 ANSHTPII Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
city
Ply
THE WINDSOR
T79781809
M11392
ATA
COMMON
5
1
Job Reference o tional
Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:14 2020 Page 1
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-dpMzW7gWEgdi6ig3UkzarX2EkWJA7jTD4RN3DCzXjGt
�1-0-0 8-4-0 12-11-0 17 6 0 22-1-0 26-8-0 35-0-0
1-D-0' 8-4-0 4-7-0 4-7-0 4-7-0 4-7-0 8-4-0 -0-0
�1
0
3x6 =
4.00 12
4x5 =
17 .- 15 "" "' 14 '" 12
2x3 11 4x6 =
3x8 =
3x8 = 2x3 II
46 =
Scale = 1:59.5
3x6 =
8-4-0 12-11-0 22-1-0 26.8-0 35-0-0
8-4-0 4-71 9-2-0 4-7-0 8-4-0
LOADING (psi)
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/TPI2014
CSI.
DEFL.
in (loc)
I/defl
Ud
TC 0.59
Vert(LL)
0.33 14-15
>999
240
BC 0.68
Vert(CT)
-0.64 14-15
>652
180
WB 0.59
Horz(CT)
0.13 10
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, 10=0-8-0
Max Horz 2=-179(LC 10)
Max Uplift 2=-775(LC 12), 10=-775(LC 12)
Max Gram 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,
10-1 2=-1 739/3188
WEBS 6-14=-560/968,9-14=-681/524, 6-15=-560/968,3-15=-681/524
PLATES GRIP
MT20 244/190
Weight: 166 lb FT = 0%
Structural wood sheathing directly applied or 3-1-15 oc purlins.
Rigid ceiling directly applied or 5-2-15 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=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
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.
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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 lb uplift at joint 2 and 775 Ib uplift at
joint 10.
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 33810
Date:
March 24,2020
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not ��AA
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall p-•Y�-
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
1 rn
Icy
0
Job
Truss
Truss Type
oty,
Ply
THE WINDSOR
T79781810
M11392
B
COMMON
2
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:15 2020 Page 1
I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-5OwL)Sh87_IZuFF2SVpOlbSRwk4sA4MJ57cm"Gs
i1-0-0, 8-3-5 14-0-0 17-6-0 21-0-0 26-8-11 35-0-0 $6-0-q
Y-O-0' 8-3 5 5-8-11 3-6-0 3 6-0 5-8-11 8-3-5 0-0
�1
6
4.00 12
3x6 =
Scale = 1:59.3
17 15 14 — 12
3x4 — 2x3 II 3x6 = 3x4 = 3x4 = 3x6 = 2x3 II 3x4 =
14-0-0
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/TPI2014
Matrix -MS
Weight: 149 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 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. All bearings 0-8-0.
(Ib) - Max Horz 2=-179(LC 10)
Max Uplift All uplift 100 lb or less aljoint(s) except 2=-371(LC 12), 15=-453(LC 12), 14=-453(LC 12), 10=-371(LC
12)
Max Grav All reactions 250 lb or less at joints) except 2=602(LC 1), 15=B44(LC 17), 14=840(LC 18), 10=602(LC
1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) 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=-8191591, 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
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
This item has been
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 this
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 453 lb uplift at
copies of
joint 15, 453 lb uplift at joint 14 and 371 lb 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 -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. '
Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and 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/TPH Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd.
Safetyinformadon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
0ty
Ply
T19781B11
M11392
BHA
BOSTON HIP
1
1
�THEWINDSOR
Job Reference (optional)
"namuers r rues, Inc., MR tierce, M o.44U s mar a zuzu mt I etc mous.as, Inc. I ue mar Z4 l.:oq:, r ..,u rage i
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-202688iPXb7HzCPe9tXHTAgmFjM 1 K3EfmPcjgxzxjGq
15E-0 21-6-0
1-0-0 7-04- 16-0 11-6-0 13-6-01 -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 01 1-6-0 2-0-0 2-0-0 1-6-0 2-0-0 2-0-0 2.6-0 7-0-0 -0-0
Scale = 1:62.4
TOP CHORD MUST BE BRACED BY END JACKS,
ROOF DIAPHRAGM, OR PROPERLY CONNECT 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 2,61 26 5x12 C
3 11 16 19 1 23 mac!
63
14
52 11
r;
,01 2 28 29 N N
I�
35 42 43 34 44 33 45 46 47 48 32 49 31 50 51 30
34 = 6x8 = 6x8 = 3x6 = 3x4 =
3x4 =
7-0-0 14-" 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)-[3:0-6-4,0-1-121,[32:0-3-8,0-3-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IDc) Well L/d 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 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 208 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural woad 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 at joints) except 2=-565(LC 8), 33=-1269(LC 8), 32=1017(1_13 8),
28=-434(LC 8)
Max Grav All reactions 250 lb or less at joint(s) 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=-106/259, 27-28=1129/710, 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=-436/514,
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=-8101782, 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.
11; 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 pudin representation does not depict the size or the orientation of the purlin 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 27-114 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
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
19-11-4 69 lb down at 21-11-4 69 Ib down at 23-11 4 and 69 Ib down at 25-11-4 and 69 lb down at 27-11-4 on bottom chord.
eslgrifsele tmech ewce sportsib0' othe
®1fiiillFttie1 (3e�i '�)tSe0f10nJ�Da+�67Aj7{Ijlad t®'Ig10cfB0emwtmtmmwa7B Hobz&avAxny ETbad0.(wis BEFOREUSE.
DoigfltiAli ev'r21 MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a trpyq pyyt�seyAlyiCjng designer must verify the applicability of design parameters and property Incorporate this design Into the overall
bw i esi n. g I , to prevent buckling of individual truss web andtor chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?Plf Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
��
r
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty,
Ply
�TFIEWINDSOR
T19781811
M11392
BHA
BOSTON HIP
1
1
Job Reference' o tional
Chambers 1 Russ, Inc., FOR Pierce, FL
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:17 2020 Page 2
ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-202688iPXb?HzCPe9tXHTAgmFjM1 K3EfmPcjgXzXjGq
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=-118(F) 57=-118(F) 58=-118(F) 59=-118(F)60=-118(F) 61=-118(F) 62=-118(F) 63=118(F)
® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and 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 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 ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19781812
M11392
GRA
HIP
1
1
�THEWINDSOR
Job Reference o tional
L,namDers I russ, Inc., don vierce, rL 6.24u s mar 9 2uzu Mt i ex Inoustnes, Inc. t ue Mar 24 12:54:19 ZUZU . Page 1
ID: _kfiGCA6bx7j2Syl HDXFw7ye3KX-_nAsZgkf3CG_CWZOHIZIYbl?yXOVouLyEj5gvQzXjGo
111 7-0-0 14-11-0 21-5-2 28-0-0 35-0-0 6-0
-0-0 716 7-11-0 6-6-2 6.6-14 7-0-0 -0-0
Scale = 1:60.3
5x12 MT18HS =
4.00 12 3x5 II 3x6 = 48 =
3 22 23 24 25 4 26 27 5 28 629 30 31
32
4x8 =
15 33 34 14 35 13 36 37 38 1239 11 40 41 10
3x4 = 2x3 II 3x6 = 5x14 = 3x4 = 46 = 24 II 3x5 =
28-0-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udefi L/d
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 244/190
BCLL 0.0 '
Rep Stress Incr NO
WB 1.00
Horz(CT) 0.09 8 rile n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix -MS
Weight: 153 lb 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 midpt
6-13
4-13: 2x6 SP No.2 2 Rows at 1/3 pts
3-13
REACTIONS. (size) 2=0-B-0, 13=0-8-0, 8=0-8-0
Max Horz 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=-1052/1347, 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.
11; 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.
This Item has been
4) All plates are MT20 plates unless otherwise indicated.
electronically Signed and
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
•
Sealed by Albanl, Thomas, PE
6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
using a Digital Signature.
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 448 lb uplift at joint 2, 2442 lb uplift at
Printed copies of this
joint 13 and 1159 lb uplift atjoint 8.
document are not considered
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 329 lb up at'
Signed and Sealed and the
7-0-0, 90 lb down and 155 lb up at 9-0-12, 90 lb down and 155 lb up at 11-0-12, 90 lb down and 155 lb up at 13-0-12, 90 lb down
signature must be verified
and 155 lb up at 15-0-12, 90 lb down and 155 lb up at 17-0-12, 90 lb down and 155 lb up at 17-114, 90 Ib down and 155 lb up at
19-114, 90 lb down and 155 lb up at 21-114, 90 lb down and 155 lb up at 23-114, and 90 lb down and 155 lb up at 25-114, and
On any electronic copies.
203 lb down and 329 lb up at 28-0-0 on top chord, and 452 lb down and 263 lb up at 7-0-0, 63 lb down and 3 lb up at 9-0-12, 63 lb
Thomas A. Albani PE No.39380
down and 3 lb up at 11-0-12, 63 lb down and 3 lb up at 13-0-12, 63 lb down and 3 lb up at 15-0-12, 63 lb down and 3 lb up at
MiTek USA, Inc. FL Cart 6634
17-0-12, 63 lb down and 3 lb up at 17-114, 63 lb down and 3 lb up at 19-11-4, 63 lb down and 3 lb up at 21-114, 63 lb down and
6904 Parke East Blvd. Tampa FL 33610
3 lb up at 23-114, and 63 lb down and 3 lb up at 25-11-4, and 452 lb down and 263 lb up at 27-114 on bottom chord. The
Date:
design/selection of such connection device(s) is the responsibility of others.
March 24.2020
9 In the LOAD CASES section loads applied to the face of the truss are noted as front F or back B .
ALL A'EAf,'ASEP.s*apdau4ters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
DGMtf 1W drgfpd Wave 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 p�•
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYIiTe 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 ANS11TPI1 Quality Criteria, DSB-89 and BCS/Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19781812
M11392
GRA
HIP
1
1
�THEWINDSOR
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:19 2020 Page 2
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-_nAsZgkf3CG_CWZOHIZIYb17yXOVouLyEj5gvQzXjGo
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 -Verity design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERENCE PAGE MN•7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall r
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M1Te 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/TPIf Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
city
Ply
THE WINDSOR
T19781813
M11392
AMONO
TRUSS
8
1
Job Reference o tional
Chambers Truss, Inc., Fort Pierce, FL
-1-0-0
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:19 2020 Page 1
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KK-_nAsZgkf3CG_CWZOHIZIYbIBwXAho7vyEj5gvQzxjGo
3x4 =
Scale = 1:6.1
1-0-0
1-0-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/dell 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 FBC20171TP12014
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 NG.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 Grav 3=11(LC 17), 2=118(LC 1), 4=17(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) 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. 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 11,1II.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
��®®
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
fr•�iY�-
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/1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke Fast Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
THE WINDSOR
T19781814
M11392
J3
MONO TRUSS
8
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:20 2020 Page 1
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-SzkEmAIHgWOrgg8Dq74_5oIMZxUHXa95SNgNRszXjGn
-1-0-0 3-0-0
1-0-0 3-0-0
Scale = 1:9.4
3x4 =
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/dell Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.18
Vert(LL) 0.01 4-7 >999 240
MT20 244/190
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 We n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
Weight: 11 lb 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 Harz 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 Ib uplift at joint 3, 147 lb 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 M17EK REFERENCE PAGE M11•7473 rev. 1010312015 BEFORE USE.
--
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p r
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iV9iTe k•
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 11
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke Fast Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
city
Ply
THE WINDSOR
T19781815
M11392
J5
MONO TRUSS
8
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:21 2020 Page 1
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-wAHc_WlvbgWiRpjPOibDeOrOoKiYG1 PFhl awzlzXjGm
-1-0-0 i 5-0-0 i
1-0-0 5-0-0
Scale = 1:12.7
3x4 =
5-0-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.73
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 FBC2017[TP12014
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. Albani 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 11111.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
r
building design. Bracing indicated isto 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/TPH Quality Criteria, DSB-89 and BCS/ Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Job
Truss
Truss Type
city
Ply
THE WINDSOR
T19781816
M11392
J7
MONO TRUSS
24
1
Job Reference o tional
Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:212020 Page 1
ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-wAHc_WlvbgWiRpjPOibDeOrSnKmPG 1 PFh1 awzlzXjGm
-1-0-0 7-0-0
1-0-0 7-0-0
3x4 =
7-0-0
Scale: 314"=l'
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Vdefi Lid
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 (Ib) 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
® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MN•7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall 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/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safetylnformatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
THE WINDSOR
T19781817
M11392
KJ7
MONO TRUSS
4
1
•
Job Reference o 8onal
Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:22 2020 Page 1
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-OMr_BsmXM7eZ3zlbyQ7SADNhnk9g?RvOwhJU WlzXjGI
1-5 0 6-8-12 9-10-1
1-5-0 6-8-12 3-1-5
3x4 =
5
3x4 =
Scale = 1:20.6
6-8-12
9-10-1
6-8-12
3-1-5
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) Vdefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.20
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
WS
0.24
Horz(CT) 0.01
5 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
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(F=-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. Albani PE No.39380
MiTek USA, Inc. FL Cart 6634
e904 Parke East Blvd. Tampa FL 33610
Date:
March 24,2020
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. f010312015 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 Mi lek'
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 ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 36610
Symbols Numbering System ® General Safety Notes
PLATE LOCATION AND ORIENTATION
rf-3j4' 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.
Ole
For 4 x 2 orientation, locate
plates 0- "id' 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.
11 U 1114:I.1111111 3:7_ lliI► 110107%111MZI
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)
2 3
TOP CHORDS
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
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 MITekO All Rights Reserved
MiTek
MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See BCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSI/TPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSUTPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16. Do not cut or 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.