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HomeMy WebLinkAboutTrussThe Architect's or Architect's representative's
K shop drawing. approval isNOT a
I I�l / � "double cheek" of the contractor.
S PED Aft SUCCESSFULLY SET BEFORE AN1 MORE TRUSSES ARE BUNT FOR TEAT MOD S The contractor shall
i
"
4
-
Mhi•
a
TRUSSES FOR T E FIRST M O D E L H O U L D B E H I P rema n responsible
for checking field measurements and
RANJE WITH CRA E OPERATOR IN ADVANCE FOR A SPREADER BAR OF 18° 24� IN LENGTH ;� A etheroftrus stracriteria.Architect's
® AR ..approval covers general roof shape,
review of truss strapping, and loading on
avity and . lift
Do not Viand on trusses until the are braced per BCSI & properly nailed to straps & hangers � ; St`�"°`th��°apart respective Ions.
and
® y I Approved By:
/� I .Cal
C L Z C '!ao E C: �.1e- A .A. .AL
DON'T LIFT TRUSSES
WITH SPANS LONGER THAN
30' BY THE PEAK.
CONSULT BCSI
30' Spanior less 30' to 60' Span
Sprea er Bar
60 degrees
j or Tess
,i 2
cg Jne ~° `cop
RELCR TC BCSI
Truss must be set .this way ` crone used.
Truss �s an example your .truss may not male
Insist crone operator sets truss this way
4 a 9 ,_. Approx 2/3 to �.
Lae 1/2 of span
REFER TO BCSI
ass must be set this way if crone used.
This is an example, truss may not match.
Insist crone operator sets truss this way.
All load bearing walls, headers,
beams & lintels must be in place
at indicated height before trusses
A are installed. A
Al R HA(TV C�1_�R N�T�
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.
russ
SEAT PLATES BY CHAMBERS
12'
4.00
i0 $.
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
w c0 ..,
� 1z
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 HEIGHhT OF 8'-0"
WALL HEIGHT 8' ABOVE FINY§HED FLOOR
END DETAIL: TYPICAL VAULT
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6'-4" v 14'-4" I
i' CLOUZSED AR -AS ARE OF
PORCHRIGHT � CHECIEDCCREFULLY&UMAY E
t INDICATE DE'IATION FROM
PLANS.^
FABRICATION AGREEMENT
TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED
The legal description of the property where the trusses will be installed is;
.The undersigned acknowledges and agrees:
1: Trusses will be made In strict accordance with this truss placement diagram layout,
which is the sole authority for determining. successful fabrication of the trusses.
2. All dimensions In this layout have been verified by the undersigned.
.3, unless written notice is provided by canoe mall to Chambera Trust within ten (10)
days of delivery the undersigned agrees that no backcharges will be allowed. In the event
such written notice Is furnished chambers Trues shall have three (3) busyness days In which
to begin repalm required, or to substltule other trusses, at Chambers opti n.
4. The undersigned acknowledges recelpt of"SCSI 1.03' summary sheet by'rPl & WTCA,
S. Delivery is to Job site. It is the buyers' responsibility to make the job site suitable for
delivery. Chambers Trust has the sale authority to determine the sultablllly, of the Job afte ol• a
portion of the Job site for delivery, chambers Truss will be responsible for dump delivery only.
The buyer Is responsible for additional delivery expenses If Chambers Truss has to redeliver
bemuse job site Is not prepared for delivery or buyer Is not prepared for delivery of trusses.
Buyer is responsible to Chambers Truss for towing mats due to site conditions.
S, pots as shown In paragraph 7 below Is subject to change If any changes are, made In
thla.layouL A 550 per hour fee for revisions may be charged by Chambers Truss
7: is Is a PURCHASE ORDER to Chambers, Truss of the sum agreed ln, or Ii nti;
agreement a reasonable price. Invoice will be made on delivery and paid within terms of net
on dellvery. Involve may. be made at scheduled date of delivery II buyer cannot accept-
dell very of fabdcated Wmes. The undersigned agrees to pay Chambem.Truss reasonable
attorneys tee for eoliectl'ons In event of payment not timely made. 1.1R •/, per month service
charge will be added for all sums not paid within terns. '
8. Signature or Initials anywhere on this sheet constitutes agreement to all terms herein.
B:In eonslderstlon of Chambers Truss extending aedit for this material the underslgneJ
- uneondltionally vuarentees payment when due of any and all Indebtadness owed to
Chambers Truss by any entity receiving material and the undersigned agrees to pay such
Indebtedness Induding attorneys fees. If default In payment for material be made by the
recipient. -
10. In the event o1 any litlgatton concerning this agreement, the items furnished hereunder
or payments referred to herein, the. parties agree that the sale venue for any such action will
be Saint Wait County, Florida.
11. Design responsibilities are per "National Standard And Recommended Guidelines On
Rasponsibilldes For ConsWction Using Metal Plate Connected Wood Trusses
ANSI/TPIM(TCA 4.2002
Asp vader barmay be regt{ired per'ECS11.03" t> prtrm t injury & aamago.
Multiple ply trusses must be fastened tog6thar per engineering
before they are set, failure to do do 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.
Trusses must be setand braced perdesfgn to prevent injury & damage,
Trusses must be set plumb and square
Do not set bunks or stack of plywood, roofing material or any
other coYitentrated 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
3106 Oleander Avenue
Fort Plerce; Florida 34982-6423
800-551-5932
Fort Pierce 772.466-2012 Fax 772-465-8711
Vero Beach 772569-2012 Stuart 772-286.3302 '
92-0/93.2 MITEK 4.2
DESIGN CRITERIA
County SAINT LUCIE
Building Department ST LUCIE COUNTY
Wind Design Criteria ASCE 7-2010
r Wind Design Method MWFRS/C-C hybrid Wind ASCE 7-10
Roofing Material Shingle or Shake
>1 Sr Y I Loading in PSF Roof R.D.L.
`- 'y Top Chord Live 20
�' o Top Chord Dead 7 4.2
w ° �'D Bottom Chord Live 10 Non -Concurrent
o c Bottom Chord Dead 10 3
�r�I o, ( TOTAL Load 37 7.2
.2 � � Duration Factor 1.25
d Wind Speed 165mph
u, Top Chord C.B. Sheeting by builder.
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
Conforms to FBC 2017
K.U.L.=Kestraming Uead Load C.B.=Continuous Bracinq
Verify DESIGN CRITERIA shown above with the
building department and your engineer.
Design Criteria is the responsibility of the
L `............ ..........
v wwr v, uw,nGGr VI I\GWIV.
Chambers Truss Inc. Drawing Name: M11392
Seale: 1 /4 = 1'
82 total trusses, 15 different trusses.
`_ MI 4: RLC ACAD: RLC Reviewed By:
I — 1 Date: 10/07/15 Revised: 03/21/18
FOR Revised:3/05/2020
"--- 6 -4" — 14'-4" _ l
c WYNNE BUILDING CORP.
ORCH LEFT
DESCRIPTION: --� Sao Y'
WINDSOR
MiTeko
RE: M11392
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/TP12014I 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
12/17/2020
2
T19781804
Al
12/17/2020
3
T19781805
A2
12/17/2020
4
T19781806
A3
12/17/2020
5
T19781807
A4
12/17/2020
6
T19781808
A5
12/17/2020
7
T19781809
ATA
12/17/2020
8
T19781810
B
12/17/2020
9
T19781811
BHA
12/17/2020
10
T19781812
GRA
12/17/2020
11
T19781813
J1
12/17/2020
12
T19781814
J3
12/17/2020
13
T19781815
J5
12/17/2020
14
T19781816
J7
12/17/2020
15
T19781817
KJ7
12/17/2020
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 ,s.01111 fill#,,,''
•
based on the parameters provided by Chambers Truss. �� PS AA Oe
Truss Design Engineer's Name: Albani, Thomas ��% O••"""•• �e 01�
My license renewal date for the state of Florida is February 28, 2021. ���� �`�; •'�,�C E N g�.;
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 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/fPI 1, Chapter 2.
: 3 STATE OF 41./Z
,O N A,
111
Thomas A. Alban) PE No.39380
Mrrek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610 December 17, 2020
1 of 1 Albani, Thomas
Job
Truss
Truss Type
Qty
Ply
THE WINDSOR
T19781803
M11392
A
HIP
1
1
Job Reference o tional
cnamoers truss, inc., t-ort tierce, 1•1. tI.24U s Mar a zuzU MI I eK Industries, Inc. I us mar z4 iz:o4:ur zuzu rage 1
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-KTRK2jb7uXlhmgejamLw33G2phzq_UFBTsBBV6zXjH_
T1-0 q 6-10-14 9-0-0 , 14-11-0 M 2-13 26-0-0 28-1-2 , 35-M 36-0-Q
-D-0 6-10-14 2-1-2 5-11-0 5-3.13 5-9-3 2-1-2 6-10-14 1-0-D
pFt
6
4.00 12
4x8 =
2x3 \\ 4
2x3 I 3x6 = 4x4 = 4x8 = 2x3
26 5 6 7 27 8 9
Scale = 1:60.5
10 111
3x4 — 3x4 = 3x6 — 6x8 = 3x4 = 3x6 — 3x4 = 3x5 —
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 0.57
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 FBC2017lrP12014
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=108711002, 5-15=336/386, 7-14=766/399,
8-14=-580/997, 8-12=-958/447, 9-12=358/600, 7-15=-132912190
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=42psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat.
ll; 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 Albans, 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.
Printed copies Of this
p
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.
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 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
ISO
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek°
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
City
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
1-0- 8-6-0 11-0-0 14-9-0 19-8-14 24-0-0 27-4-7 35-0-0 6-0-
-0-0 8-6-0 2-6=0 3-9-0 4-11-14 4-3-2 3-4-7 7-7-9 -0-0
6
4.00 12
7v'{ A
5x6 =
2x3 II
21 5
3x4 =
6 22
5x8 MT18HS =
Scale = 1:61.3
13 12
3x6 = 3x5 = 5x8 MT18HS = 3x12 =
2.00 12
LOADING (psf)
SPACING-
2-0-0;
CSI.
TCLL
20.0
Plate Grip DOL
1.25'
TC 0.63
TCDL
7.0
Lumber DOL
1.251
BC 0.91
BCLL
0.0
Rep Stress Incr
YES,
WB 0.77
BCDL
10.0
Code FBC2017/TPI2014 '
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, 9=0-8-0
DEFL. in (loc) I/defi Lid
Vert(LL) 0.7511-12 >563 240
Vert(CT) -1.21 11-12 >348 180
Horz(CT) 0.35 9 n/a n/a
PLATES
GRIP
MT20
244/190
MT18HS
244/190
Weight: 155 lb
FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc puriins.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
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)
I
FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250,(ib) 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,B-9=-5751/3700
BOT CHORD 2-13=-188313007, 12-13=-159112657, 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 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 at joint(s) 9 considers parallel to grain value using ANSUTPI 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 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.89380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Data:
March 24,2020
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall �.r
iTek`
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iVl
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rP/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 i Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
THE WINDSOR
T19781805
M11392
A2
!SPECIAL
1
1
Job Reference o tional
(:Members I cuss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:09 2020 Page 1
ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-HsZ4SPcOQ8?P?zo5hBO08ULMuvynSPxUxgglY?zXjGy
1-0- 8-6-0 13-0-0 14-9-0 224TO 27-4-7 35-0-0 6-0-
-0-0 8-6-0 46-0 1-9-0 7-3-0 5-4-7 7-7-9 -0-0
4.00 r12
3x4 =
3x6 =
10-0-0
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, 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),
5x6 = 3x4 =
4 21 5
12
5x8 =
2.00 F12
22
5x8 =
35.0-0
Scale = 1:61.3
3x12 zz
CSI.
DEFL.
in (loc) I/defl Ud
PLATES
GRIP
TC 0.66
Vert(LL)
0.72 10 >585 240
MT20
244/190
BC 0.95
Vert(CT)-0.9410-19 >447 180
MT18HS
244/190
WB 0.86
Horz(CT)
0.34 8 n/a n/a
Matrix -MS
Weight: 160 lb
FT = 20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-6-15 oc puriins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
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
BOTCHORD 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,
1 6-11=-391/277, 6-10=-318/2268, 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
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 Cert 8634
8904 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 Not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall � /g-•iTek` t
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 iVi
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Type
City
Ply
THE WINDSOR
]SPECIAL
T19781806
M11392
A3
1
1
Job Reference o tional
unamoers I cuss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:10 2020 Page 1
ID:_kriGCA6bx7j2Syl HDXFw7ye3KX-127SgIdOBS7Gd7NIFvvehhuYXvu2Bsnd9pPr4RzXjGx
11-0-q 8-6-0 15-0-0 20-0-0 IN 27-4-7 35-0-0 36-0-Q
00 8-6-0 6 6 0 S-O-0 ' 46 2-9-15 7-7-9 -0-0
d
i
4.00 12
5x6 =
4x5 =
14 13 "'" —
3x5 = 2x3 II
8-6-0
5x6 =
2.00 F12
35-0-0
3x12
Scale = 1:62.3
N
c6
6
O)
0I r
d
LOADING (psf)
SPACING- 2-0-d
CSI.
DEFL.
in (loc) I/deft Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.60
Vert(LL)
0.73 11 >572 240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.95
Vert(CT) -0.97 11-20 >432 180
MT18HS
244/190
BCLL 0.0
Rep Stress Incr YES
WE 0.83
Horz(CT)
0.36 9 file n/a
BCDL 10.0
Code FBC2017rrP12014
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 puriins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 7-12
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)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250; (Ib) 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; 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) 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
8904 Parke East Blvd. Tampa FL 33610
Date:
March 24,2020
®WARNING - Venly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE.
k® Design valid for use only with MiTeconnectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verily the applicability of design parameters and propedy incorporate this design Into the overall'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/t quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
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 12:54:112020 Page 1
ID:_kfiiGCA6bx7j2Syl HDXFw7ye3KX-DEhgt5eexIF7FHyUpcQtEvQjTI DGwGhnOT90duzXjGw
,1-0-Q 8-6-0 149-0 17-0-0 1V0 24-6-8 27-4-7 35-0-0 36-0-Q
9 10 8-6-0 6-312-3-0 -0-0 6 6 8 2-9-15 7-7-9 -0-0
Scale = 1:62.3
aI
d
4.00 12 5x6 = 4x6 =
2x3 II 6 7
16 15 6x10 =
3x5 = 2x3 5x8 = 3x12
2.00 72
18-0-0
24-6-8
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.
TIC 0.59
BC 0.95
WB 0.98
Matrix -MS
DEFL. in
Vert(LL) 0.80
Vert(CT) -1.05
Horz(CT) 0.39
(loc) I/deft Ud
13 >528 240
13 >400 180
11 n/a n/a
PLATES
MT20
MT18HS
Weight: 172 lb
GRIP
244/190
244/190
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 2-6-14 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
WEBS
1 Row at micipt 8-14
REACTIONS. (size) 2=0-8-0, 11=0-8-0
Max Horz 2=-175(LC 10)
Max Uplift 2=-825(LC 12), 11-825(1_13 12)
MaxGrav 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, 14-15=-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(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for
This item
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
has been
3) Provide adequate drainage to prevent water ponding.
electronically signed and
4) All plates are MT20 plates unless otherwise indicated.
Sealed by Albani, Thomas, PE
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
`
using a Digital Signature.
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
Printed this
will fit between the bottom chord and any other members.
Copies of
7) Bearing at joint(s) 11 considers parallel to grain value,using ANSIITPI 1 angle to grain formula. Building designer should verify
document are not considered
capacity of bearing surface.
signed and sealed and the
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
signature must be verified
joint 11.
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 - Ved(y 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 MITeke1 connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
THE WINDSOR
T19781808
M11392
A5
SPECIAL
16
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:13 2020 Page 1
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-9dpbinfuTNVrUb6twl SLJKWOV6vFOEp3meVhmzXjGu
T1-0-q B-6-0 14-9-0 17-6 0 24-6-8 27-1 35-0-0 36-0-Q
i-0-0' 8-6-0 ' 6-3-0 2-9-0 7-0-8 2-9-15 7-7-9 -0-0
d
3x5 =
8-6-0
4.00 12
14 13
2x3 II 5x10 =
5x8 MT18HS 11
2.00 12
Scale = 1:60.3
3x12 ZZ
1I�
Im
d
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 ]nor YES
Code FBC2017/TPI2014 '
CSI.
TC 0.81
BC 0.92
WB 0.74
Matrix -MS
DEFL. in (loc) I/defl 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
I
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)
I
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=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.
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.3938d
MiTek USA, Inc. FL Cert 66$4
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,
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
iw 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 ANSI?P/1 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 213601
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
THE WINDSOR
T19781809
M11392
ATA
COMMON
5
1
Job Reference (optional)
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-dpMzW7gWEgdi6lg3UkzarX2EkWJA7jTD4RN3DCzXjGt
r1-0-q 8-4-0 12-11-0 17-0-0 22-1-0 26 8-0 35-0-0
1-O, 8-4-0 N 4-7-0 4-7-0 4-7-0 84-0
21
d
3x6 =
4.00 F12
4x5 =
17 '" 15 "" "' 14 '" 12
2x3 11 4x6 =
3x8 =
3x8 = 2x3 11
4x6 =
Scale = 1:59.5
3x6 =
8A-0 12-11-0 22-1-0 26 8-0 35-0-0
84-0 4-7-0 9-2-0 4-7-0 8-4-0
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/rP12014
LUMBER -
TOP CHORD
2x4 SP M 30
BOT CHORD
2x4 SP M 30
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(1_C 12), 10=775(LC 12)
Max Grav 2=1399(LC 1), 10=1399(LC 1)
CS].
DEFL.
in (loc)
Udefl
Lid
TC 0.59
Vert(LL)
0.3314-15
>999
240
BC 0.68
Vert(CT)
-0.6414-15
>652
180
WB 0.59
Horz(CT)
0.13 10
n/a
n/a
Matrix -MS
PLATES GRIP
MT20 244/190
Weight: 166 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc puriins.
BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing.
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=15ft; B=70ft; L=35ft; eave=6ft; 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 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.O1b 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 lb uplift at
joint 10.
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. Alban PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
March 24,2020
®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with 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 my
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
1 N
IA
d
Job
Truss
Truss Type
Qty
Ply
THE WINDSOR
T19781810
M11392
B
COMMON
2
1
Job Reference o tional
c;nambers Buss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:15 2020 Page 1
ID: kfiGCA6bx7j2Sy1HDXFw7ye3KX-5OwLjShB7_IZjuFF2SVp01bSRwk4sA4MJ57cmfzxjGs
.1-0-0 8-3-5 1411 176-0 21-0-0 26-8-11 35-M 36-0-0
l'10 8-3-5 5 8-11 3-6 0 3 ID 5-8-11 835
4.00 12
3x6 =
Scale = 1:59.3
1 N
IA
d
3x4 = 2x3 11 , 3x6 = 3x4 = 3x4 = 3x6 = 2x3 II 3x4 =
8-3-5
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.34
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 We
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.
(lb) - Max Horz 2=-179(LC 10)
Max Uplift All uplift 100 lb 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 lb 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 (lb) or less except when shown
TOP CHORD 2-3=-945/572, 5-6=181/256, 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=-B19/592,
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 = IO.Opsf.
Printed copies of 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
joint 15, 453lb 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. 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 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
1•
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 ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component
6904 Parke East Blvd.
safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
WINDSORT79781811
M11392
BHA
BOSTON HIP
11�.THE
ob Reference (optional)
-• • •••- • • o.ZW s mar a Zuzu rvn r UK meusmes, inc. i ue mar z9 1 z:ov:1 r zu eu rage 1
ID:-kfiGCA6bx7j2Syl HDXFw7ye3KX-202688iPXb?HzCPe9tXHTAgm FjM 1 K3EfmPcjgXzXj Gq
15.6-0 21-6-0
i1-0.01 7-0-0
I 11-6-0 13-6.0 14-0,0 760 19-6-0 21-0-0 23-6-0 8o•0 L -0 0 60 21-o-7-0.0 260 2-a�0-.2a2-TO
Scale = 1:62.4
TOP CHORD MUST BE BRACED BY END JACKS,
ROOF DIAPHRAGM, OR PROPERLY CONNECT 4.00 F12 4x4 =
PURLINS AS SPECIFIED.
57 15 58 17
56 12 59
3x6 5 9 20
54 g 60 22 3x6
5x12 =53 4 6 x6 = 3x4 2,P1 26 5x12
3 11 1g 19 1 23 627
63
14
52 m
r`
,n 1 2 28 29 N A
d
35 42 43 34 44 33 45 46 47 48 32 49 31 50 51 30 d
3x6 = 6x8 = 6x8 = 3x6 = 3x4 =
3x4 =
i 14-0-0 21 2-0 28-0-0 035-0 0
7-0 0 7-0-0 7-M 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 (loc) Udefl 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 WE 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 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 at joints) 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 atjoint(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 (Ib) or less except when shown.
TOP CHORD 2-3=-169211103, 3-4=-1051259, 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=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 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
Ib up at 19-11-4, 158 lb down and 206 lb up at 21-11-4, 158 lb down and 206 lb up at 23-114, and 158 lb down and 206 lb up at
25-11-4, and 158 lb down and 206 Ito 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 17-114, 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. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
e esign see ton o suc conne ton d6vlce s Is he responsibility of o ers.
Q:@)'tMNhe\LWs6ASE(&)daemtiow,Aoadsrappliedde.tilefacamE'theltraisHmTomat>Ha2sl6mtb(Si) mo.tiaal¢p@jsEFORe use.
D 06nffA dgr F� py MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a trp fiy5t�s®�ppyjng designer must verify the applicability of design parameters and properly Incorporate this design Into the overall �e
buihl s g i o prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
March 24,2020
Job
Truss
Truss Type
Oty
Ply
THE VtnNDSOR
T19781811
M11392
BHA
BOSTON HIP
1
1
Job Reference o tional
L.namoers truss, Inc., tort Vierce, t-L
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:17 2020 Page 2
ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-202688iPXb7HzCPe9tXHTAgmFjM 1 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)
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with 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 ITS�a
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 ANSIMP/1 Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safeiy/nformatiun available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
THEWINDSOR
T19781812
M11392
GRA
HIP
1
1
Job Reference o tional
%,namuers I russ, Inc., rort rlerce, rL j.z4u 5 mar a zuzu mi I eK InousmeS, Inc. I ue mar z4 7Z:J4a `J zuzu rage 1
ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX_nAsZgkf3CG_CWZOHIZIYbl?yXOVouLyEj5gvQzXjGo
11-0-q 7-0.0 14-11-0 21-5-2 28-0-0 35-0-0 a6 0 q
i-0-01 7-0.0 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
32
48 =
Scale = 1:60.3
JJ J4 14 JD
Jb it its J`u 11 4u 41
3x4 = 2x3 II 3x6 = 5x14 3x4 = 4x6 = 20 II 3x5 =
7-0-0 14-11-0
21-5-2
i 28-0-0 , 35-0-0
7-0.0 7-11-0
6.6-2
6-6-14 7-0-0
Plate Offsets (X,Y)— [3:0-9-0,0-2-8) [6:0-3-8,0-2-0),[7:0-5-4 0-2-4),[13:0-4-0,0-3-0)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/defl L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.94
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 n/a n/a
BCDL 10.0
Code FBC20171TP12014
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 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 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=-105211347, 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.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60
This Item has been
3) Provide adequate drainage to prevent water ponding.
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.
lnCO Printed
copies of this
P
7) Provide mechanical connection (by others) of truss to'bearing plate capable of withstanding 448 lb uplift at joint 2, 2442 lb uplift at
joint 13 and 1159 lb uplift at joint 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 Ito up at 13-0-12, 90 lb down
signature must be verified
and 155 lb up at 15-0-12, 90 Ito down and 155 lb up at 17-0-12, 90 lb down and 155 lb up at 17-114, 90 lb down and 155 lb up at
on any electronic copies.
19-11-4, 90 lb down and 155 lb up at 21-11-4. 90 lb down and 155 lb up at 23-114, and 90 lb down and 155 lb up at 25-114, and
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 Cert 6634
17-0-12, 63 lb down and 3 lb up at 17-11-4, 63 lb down and 3 lb up at 19-11-4, 63 lb down and 3 lb up at 21-11-4, 63 lb down and
8904 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 27-11-4 on bottom chord. The
Date:
design/selection of such connection device(s) is the responsibility of others.
March 24,2020
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
® ltt=kGASEP, sistamdardrs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
,
Dg,,Rff,W,rgr,gpW wT MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. et re se, he building designer must verify the applicabllity of design parameters and properly Incorporate this design Into the overall
i
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
ivi iTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITP/1 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
T19781812
M11392
GRA
HIP
1
1
Job Reference (optional)
t:namoers i russ, Inc., Fort Fierce, I=L 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:19 2020 Page 2
ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KK-_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(81) 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 Mil-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
MiTek`
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, deiivery,'erection and bracing of trusses and truss systems, see ANSYTP/f 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
T19781813
M11392
J1
MONO TRUSS
8
1
Job Reference o tional
Chambers Truss, Inc., Fort Pierce, FL
1-0-0
8.240 s Mar 9 2020 MTek Industries, Inc. Tue Mar 24 12:54:19 2020 Page 1
ID _kfiGCA6bx7j2Syl HDXFw7ye3KX-_nAsZgkf3CG_CWZOHIZIYblBwXAho7vyEiSgvQzXjGo
3x4 =
Scale = 1:6.1
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Udefl 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 file
BCDL 10.0
Code FBC2017lrP12014
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 Grav 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 rd 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 Cent 6634
6904 Parke East Blvd. Tampa FL 33610
Data:
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 MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design Into the overall �a
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mire 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Intonation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Type
Qty
Ply
THE WINDSORT19781814
rMONO
M11392
J3
TRUSS
8
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:64:20 2020 Page 1
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-SzkEmAIHgWOrggBDq?4_5olMZxUHXa95SNgNRszXjGn
-1-a0 3-0-0
3-0-0
3x4 =
LOADING (psf) SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.18
TCDL 7.0 Lumber DOL 1.25 BC 0.19
BCLL 0.0 Rep Stress Incr YES WB 0.00
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
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.
Scale = 1:9.4
DEFL. in (loc) Vdefi Ud PLATES GRIP
Vert(LL) 0.01 4-7 >999 240 MT20 244/190
Vert(CT) -0.01 4-7 >999 180
Horz(CT) -0.00 3 n/a n/a
Weight: 11 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=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 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 Cent 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. 5/19/2020 BEFORE USE.
Design valid for use only with MITek0 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 property Incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
city
Ply
THE WINDSOR
T19781815
M11392
J5
MONO TRUSS
8
1
Job Reference o floral
Chambers Truss, Inc., Fart Pierce, FL
3x4 =
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:21 2020 Page 1
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-wAHc_VvlvbgWiRpjPOibDeOrOoKYG1 PFhl awzlzXjGm
5-0-0
5-0-0
Scale = 1:12.7
5-0-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.73
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 FBC2017rTP12014
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 pudins.
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; 13=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 Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 24,2020
®WARNING - Vedfy 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
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
fabdcaaon, 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
oty
Ply
THE WINDSOR
T19781816
M11392
J7
MONO TRUSS
24
1
Job Reference o tional
Chambers Truss, Inc., Fort Pierce, FL
-1 -M
3x4 =
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:21 2020 Page 1
1D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-wAHc_WlvbgWiRpjPOibDe0rSnKmPG1 PFh1 awzlzXjGm
7-0-0
7-0-0
Scale: 3/4"=1'
7-0-0
7-0-0
Plate Offsets (X,Y)— [2:0-1-14,Edgej
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Vdefl 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 FBC2017/TPI2014
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.
11; 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 chard 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 Ito 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.39360
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 propedy Incorporate this design Into the overall �•
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
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 24 12:54:22 2020 Page 1
ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-OMr BsmXM7eZ3zlbyQ7SADNhnk9g7RvOwhJUWIZXjGI
1 5 0 6.8-12 9-10-1
6-8-12 3-1-5
Scale = 1:20.6
3x4 = " " 5
3x4 =
6-8-12
3-1-5
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Vdefi L/d
PLATES GRIP
TOLL 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/TPI2014
Matrix -MS
Weight: 38 to 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(1_C 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', (Ib) or less except when shown.
TOP CHORD 2-3=-838/366
BOT CHORD 2-7=-4871798, 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
This item has been
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).
electronically signed and
sealed by Albani, Thomas, PE
LOAD CASE(S) Standard
using a Digital Signature.
1) Dead + Roof Live (balanced): Lumber Increase=1.25,,Plate Increase=1.25
Printed copies of this
Uniform Loads (plf)
Vert: 1-2=54
document are not considered
Trapezoidal Loads (pif)
signed and sealed and the
Vert: 2=0(F=27, B=27)-to4=-133(1`=39, B=-39), 8=0(F=10. B=10)-to-5=49(1`=15, B=15)
signature must be verified
on any electronic copies.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cart 8634
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 MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSbTPlf Duality Criteria, DSB-89 and BCS/ Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601
Tampa, FL 36610
Symbols
Numbering System
® General Safety Notes
PLATE LOCATION AND ORIENTATION
3j ' Center plate on joint unless x, y
4 offsets are indicated.
6-4-8 dimensions shown in ft-in-sixteenths
(Drawings not to scale)
1
Failure to Follow Could Cause Property
Damage or Personal Injury
Dimensions are in ft-in-sixteenths.
1. Additional stability bracing for truss system, e.g.
Apply plates to both sides of truss
1 2 3
diagonal or X-bracing, is always required. See BCSI.
and fully embed teeth.
TOP CHORDS
2. Truss bracing must be designed by an engineer. For
Ole- -
c1-2 c2-3
wide truss spacing, individual lateral braces themselves
Tor I
WEBS °ao 4
tY m
O �� �� o!
may require bracing, or alternative
bracing should be considered.
3. Never exceed the design loading shown and never
_ O
stack materials on inadequately braced trusses.
a " U
Provide design building
4. copies of this truss to the
p
designer, erection supervisor, property owner and
For 4 x 2 orientation, locate
O7-e cs s H
BOTTOM CHORDDSS
all other interested parties.
plates 0- 'lid' from outside
5. Cut members to bear tightly against each other.
edge of truss.
8 7 6 5
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
This symbol indicates the
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
locations are regulated by ANSI/TPI 1.
required direction of slots in
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
7. Design assumes trusses will be suitably protected from
connector plates.
the environment in accord with ANSI/rPI 1.
"Plate location details available in MiTek 20/20
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
8. Unless otherwise noted, moisture content of lumber
software or upon request
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
PLATE SIZE
PRODUCT CODE APPROVALS
use with fire retardant, preservative treated, or green lumber.
[CC -ES Reports:
110. Camber is a non-structural consideration and is the
The first dimension is the plate
responsibility of truss fabricator. General practice is to
4 x 4 width measured perpendicular
ESR-1311, ESR-1352, ESR1988
camber for dead load deflection.
to slots. Second dimension is
ER-3907, ESR-2362, ESR-1397, ESR-3282
11. Plate type, size, orientation and location dimensions
the length parallel to slots.
indicated are minimum plating requirements.
LATERAL BRACING LOCATION
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
Indicated by symbol shown and/or
by text in the bracing section of the
Trusses are designed for wind loads in the plane of the .
truss unless otherwise- shown-. -
13. Top chords must be sheathed or purlins provided at
- spacing indicated on design. -
output. Use T or I bracing
if indicated.
Lumber design values are in accordance with ANSI/TPI 1
14. Bottom chords require lateral bracing at 10 ft. spacing,
section 6.3 These truss designs rely on lumber values
or less, if no ceiling is installed, unless otherwise noted.
BEARING
established by Others.
15. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without prior
Indicates location where bearings
approval of an engineer.
(supports) occur. Icons vary but
reaction section indicates joint
© 2012 MiTek® All Rights Reserved
17. Install and load vertical) y unless indicated otherwise.
_-
number where bearings occur.
Min size shown is for crushing only.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
Industry Standards:
19. Review all portions of this design (front, back, words
ANSI/TPI1: National Design Specification for Metal
and pictures) before use. Reviewing pictures alone
is not sufficient.
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
20. Design assumes manufacture in accordance with
BCSI: Building Component Safety Information,
MiTek
ANSI/TPI 1 Quality Criteria.
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
21.The design does not take into account any dynamic
Connected Wood Trusses.
MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020
or other loads other than those expressly stated.