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HomeMy WebLinkAboutTrussZL =LIFE SAFETY WARNING
This symbol identifies Life Safety Warnings that should
be read and given special attention to all persons
installing trusses.
SPACING NOTE
All trusses are to be set 2'-0" on center
except as noted.
MULTIPLE PLY TRUSSES MUST BE FASTENED
TOGETHER PER ENGINEERING BEFORE SETTING.
REFER TO ENGINEERING DRAWING TO
DETERMINE IF MULTIPLE PLY.
,
e
DON'T LIFT TRUSSES
WITH SPANS LONGER THAN
30' BY THE PEAK.
CONSULT BCSI
30' Spin or less
60 degrees
or less
Tag line 4111110-s-1112 span approsaws"1110
REFER TO BCSI
Truss must be set this way if crane is used.
Truss is an example, your truss may not match.
Insist crane operator sets truss this way.
Tag line �•pPfON Sp n •••a-,
12 o Span.
REFER TO BCSI
Truss must be set this way if crane is used.
Truss is an example, your truss may not match.
Insist crane operator sets truss this way.
•
All load bearing walls, headers,
beams, & lintels must be in place
at indicated height before trusses
are installed.
AIR HANDLER NOTE
Unless noted elsewhere on this layout, these trusses are not
designed for air handlers In the roof or for an other A/C
9Y
requirements. This may be in conflict with building code and A/C
Design requirements. Consult with Building Department and A/C
Contractor.
WARNING
The size of these trusses makes it necessary that they a set by a profeesional builder
familiar with and experienced in the problems and dangers of setting large span trusses.
The builder and erector should consult with an engineer licensed in Florida specializing in
wood roof trusses about the safe erection of these trusses. The engineer should be at the
job site when trusses are erected to provide supervision and advice.
SEAT PLATES BY CHAMBERS TRUSS
REPRESENTS A HANGER
HANGER SCHEDULE
USE HUS26 FOR 2X4, THD46 FOR 4X2 EXCEPT AS SHOWN
CARRIED CARRYING HANGER ID FASTENER FOR FASTENER FOR
TRUSS TRUSS CARRIED TRUSS CARRYING TRUSS
I
"Please refer to Standard Engineering package for general instuction on installing hangers
10d=0.148" x 3" 16d=0.162" x 3 12"
_ --- —� HIP CARRIER LOCATED AS DIMENSIONED ON LAYOUT FABRICATION AGREEMENT
TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED
PIGGYBACK DETAIL
he undersigned acknowledges and agrees
'!
Do not stand on
trusses
until they
are braced per BCSI & properly
nailed to straps
and hangers ��
•'
MATERIAL&LABOR T°ATTACH
IS THE RESPONSIBILITY OF THE BUILDER.
EBUIL ER.
1TNagsuccbemade inion�aheDtrusscew�hthis tro55placement diagram layout, which isthe sole aufhontyfor .
�Y
etermining successful fabrication of the trusses.
2. All dimensions in this layout have been verified by the undersigned.
ARRANGE WITH
CRANE
OPERATOR IN ADVANCE FOR A STRONG
e
BACK OF 28 -
e
32 IN LENGTH ! !
FAILURE TO ATTACH AS SHOWN CAN RESULT IN FAILURE OF
ROOF, INJURY, AND LOSS OF LIFE. FAILURE CAN OCCUR DURING
INSTALLATION OR LATER
CORNDER JACKS r'
ARE NOT BEVELED . .m
SEE STANDARD
ENGINEERING o i
3. Unless written notice is rovided b certfied mail to Chambers Truss within ten 10 de of delive the,
p y ( ) delivery
indersigned agrees that no backcharges will be allowed. In the event such written notice is furnished Chambers Truss'
8"x8" 1/2" Cox PLYWOOD GT
WOGUSSET
n o z
o o
hall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option.
fter 10 days of delivery remedy will be according to Florida statute 558. .
PIGGY BACK TRUSSES
MUST BE ATTACHED AND BRACED PER
DETAILS!!
ENGINEERING DETAILS
PIGGYBACK
= - ..� ContinoaaLateralBmchg
4. The undersigned acknowledges receipt of "BCSI" summary sheet by TPI & WTCA.
5. Delivery is to job site. It is the buyers responsibility to make the job site suitable for delivery. Chambers Truss has
-
he sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will
METAL ROOFS
SHOW IMPERFECTIONS. SPECIAL INSTALLATION
CARE MUST BE
TAKEN.
BASE
TRUSS
I. 24" MAX Oc LATERAL BRACING
36" MAX Oc GUSSETS
I
'',
responsible for dump delivery only. The buyer is responsible for additional delivery expenses if Chambers Truss has'..
o redeliver because job site is not prepared for delivery or buffnot prepared for delivery of trusses. Buyer is
is
esponsible to Chambers Truss for towing costs due to site Conditions.
6. Price as shown in paragraph 7 below is subject to change if any changes are made in this layout. A $50 per hour
truss with V Installer to attach piggyback truss to base
truss with a(4) So co Plywood Gusset trio maximum 36" on
center with (an ed common nails a bottom of Piggy
24" O.0 THRU
CORNER JACKS
ee for revisions may be charged by Chambers Truss.
7. This is a PURCHASE ORDER to Chambers Truss of the sum reed to, or if no agreement a reasonable rice.
p
nvoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of
Gussets
Beck Truss end tap chord of Base Truss. Gussetr are on
rd of P gly Back
both f a e top"cho d us Bes Bottomchord
ss n Truss are
ONLY - 24" 1-1f1
Slivery if buyer cannot accept delivery of fabricated mosses. The undersigned agrees to pay Chambers Truss
easonable attorneys fee for collections in event of payment not timely made. 1-1/2 % per month service charge will be
or center with 2x4 a bracing,
• g
CORNER DETAIL
dded for all sums not paid within terms.
S. Signature or initials anywhere on this sheet constitutes agreement to all terns herein.
Apply lateral bracing as base trusses are set.
OVERHANGS NOT SHOWN FOR CLARITY
9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees'..
ayment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the
- - -- -
ndersigned agrees to pay such indebtedness including attorneys fees, 'd default in payment for material be made by the
ecipient
10. In the event of any litigation concerning this agreement, the Items furnished hereunder or payments referred to
Brain, the
11.
parties agree that the sole venue for any such action will be Saint Lucie County, Florida.
""National
f
Design responsibilities are per Standard And Recommended Guidelines On Responsibilities For
onstructlon Using Metal Plate Connected Wood Trusses ANSI/TPIM/TCA 4 - 2002""
12. Warranty is Chambers Truss Warranty
per attached.
O 0
O
ATED
IGNED
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11
NOTES:
* ALL BEAMS ARE BY OTHERS.
• INTERNAL BEARING WALLS REQUIRED
AS SHOWN ON THIS LAYOUT..
* LEVEL RETURNS ARE BY BUILDER.
SQUARE CUT END 12
2X4 TOP CHORD 8r
WALL HEIGHT 10'-0"
END DETAIL: TYPIC L
3-00-00
12 "Z
O
8-00
1
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[SQUARE CUT END
2X4 TOP CHORD
WALL HEIGHT 10'-0"
END DETAIL: C/PORCH
3.00-00
12
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SQUARE CUT END
2X4 TOP CHORD
a 12 WALL HEIGHT 10'-0"
END DETAIL: VAULT
51
12
41
12 II
8-00 2-06-00
OR TITLE
A spreader bar may be required per "BCSI" to prevent injury & damage.
Multiple ply trusses must be fastened together per engineering before they are
set, failure to do so can result in roof collapse.
a✓®
Temporary and permanent bracing are required and can save life and property
and is the responsibility of the truss erector.
.4*is,
Study the contents of the information packet included on deliverer before
setting trusses.
199&91
Trusses must be set and braced per design to prevent injury & damage.
Trusses must be set plumb and square
Do not set bunks or stack of plywood, roofing material or any other
concentrated loads on trusses, this can cause collapse.
DO NOT INSTALL TRUSSES USING THIS
USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES
CHAMBERS TRUSS INC
INAF
3105 can er venue
Fort Pierce, Florida 34982-6423
800.551.5932
Fort Pierce 772-465-2012 Fax 772-465-8711
Vero Beach 772-569.2012 Stuart 772-286-3302
Web Site: CHAMBERSTRUSS.COM
Email: MAIL@CHAMBERSTRUSS.COM
11TEK VERSION 8.1.3 Up 4 LOADINGIDESIGN CRITERIA REDUCIBLE
PER CODE SUCH AS SBC 1604e.1
DESIGN CRITERIA
County Saint Lucie County
Building Department Saint Lucie County
Wind Design Criteria ASCE 2010
Wind Design Method MWFRS(Directional)/C-C hybrid Wind ASCE 7-10
Roofing Material METAL
Loading in PSF Roof R.D.L. Floor
Top Chord Live 20 0
Top Chord Dead 10 4.2 0
Bottom Chord Live `Non Conccurent 0
Bottom Chord Dead 10 3 0
Total Load 50 7.2 0
Duration Factor 1.26 0
Wind Speed 160mph
Top Chord C.B. Sheathing by builder
Bottom Chord C.B. Sheathing by builder
Highest Mean Height 18,
Building Type Enclosed
Building Category It Non Restrictive
Exposure Category C>Open Terrain with scattered obstructions
Miles from Ocean 5
Conforms to Florida Building Code 2017
R.D.L=Restraining Dead Load C.B.=Continuous Bracing
Verify DESIGN CRITERIA shown above with the
building department and your engineer.
Design Criteria is the responsibility of the
Building Designer and/or Engineer of Record
Chambers Truss Inc. Drawing Name: 76294
SCALE: 1/4" = 1 n-0rr
250 total trusses, 58 unique designs
Designer: RLC Reviewed by: RLC
Date: 09/18/19
FOR
DOYLE MASONARY
DESCRIPTION:
CRIPPEN
Page 1 of 1 CUSTOMER INITIALS EACH PAGE
76294
®
MiTek®
Lumber design values are in accordance with ANSI/TPI 1. section 6.3
These truss designs rely on lumber values established by others.
RE: 76294 - CRIPPEN
MiTek USA, Inc.
Site Information:
6904 Parke East Blvd.
Tampa, FL 33610-4115
Customer Info: DOYLE MASONRY
Project Name:,.CRIPPEN Model:
Lot/Block:
Subdivision:
Address: 24909 ORANGE AVE
City: FORT PIERCE
State: FL .
Name Address and License # of Structural
Engineer of•Record, If there is one, for the building.
Name:
License #:
Address:
City:
State:
General -Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading. Conditions):
Design Code: FBC2017lTP12014
Design. Program: MiTek 20/26 8.3
Wind Code: ASCE 7-10
Wind Speed: 160 mph
Roof Load: 40.0 psf
Floor Load: N/A psf
This package includes 58 individual, Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No. Seal# Truss Name Date No. Seal# Truss Name Date
1 T18153486 ' A 9/19/19 23 T18153508 J1
9/19/19
2 T18153487 Al 9/19/19 24 T18153509 J3
9/19/19
3 T1.8153488 ATA 9/19/19 25 T18153510 J5
9/19/19
4 T18153489 ATB 9/19/19 26 T18153511 J7
9/19/19
5 T18153490 D 9/19/19 27 T18153512 K
9/19/19
6 T18153491.. D1 9/19/1.9 28 T18153513 KJ3
-9/19/19
.
7 T18153492 D2 9/19/19 29 T18153514 KJ5
9/19/T9
8 T18153493 D3 9/19/19 30 T18153515 KJ7
9/19/19
9. T18153494 D4 9/19/19 31 T18153516 MV2
9/19/19
10 Tl8153495 F 9/19/19 32 T18153517 MV4.:
9/19/19
11 T18153496. G. .9/19/19 33 T1815351-8 MV6
9/19/19
12 T18153497 G1 9/19/19 34 T18153519, MV8
9/19/19
G3 MV111
.0 4 2019
14 T18153499 9/19/19 36 T181535211
9/19/19 %oV
15 T18153500 G4 9/19/19 37 T18153522 MVA
16 T18153501 GRA 9/19/19 38 T18153523. PBA
9/19/19 copy
..9/19/19. FILE
17 T18153502 GRB 9/19/19 39 T18153524 .PBB
9/19/19
18 T18153503 . GRC 9/.19/19 40 T18153525 SGEA
9/19/19
19. T18153504 GRD 9/19/19 41,. T18153526 SGED
9/19/19 .
20 T18153505 GRF 9/19/19 42 T18153527 SGEF
9/19/19
21T18153506 GRG 9/19/19 43, T18153528 SGEG
9/19/19
. _
22 T18153507 GRK 9/19/19 44 T18153529 SGEK
9/19/19
,,����i
The truss drawing(s) referenced above have been prepared by :.
�'CER•P• P, to.
MiTek USA, Inc. under my direct.supervision based'on the.parameters
P'�G E N s'• /
provided by Chambers Truss.
No 22839_
Truss Design Engineer's Name: Finn, Walter
My license renewal date for the state of Florida is February 28, 2021.
IMPORTANT NOTE: The seal on these truss component designs is:a certification
% STATE OF
- that the engineer named is, licensed. in the jurisdiction(s) identified and that the
"These
ii�� •,A P; •_ ��
��� '� O: �• •
designs ctimply with ANSl/TPI.1. designs are based upon parameters
loads, dimensions, and'design codes), which were
R �V
��jsls ••�••• �C
shown (e.g., supports;. shapes
MiTek is for MiTek's
NA1-���
given to or:TRENCO. Any project specific information included or
I�
TRENCO's customersfile reference purpose only,: and was not taken into. account in the
preparation of these designs.. MiTek or TRENCO has notindependentlyverified the
Walter P. Hnn PE No22839
applicability of the design parameters or the designs for any particular building. Before use,
MiTek USA Inc. FL Cert 6634
the building designer should.verify applicability of design parameters and properly
6904.Parke East Blvd: Tampa FL 33610
incorporate these. designs into the overall building design per ANSI/TPI.1, Chapter 2.
Date:
. -
... September 19,2019
Finn, Walter ::::: I of 2
RE: 76294 - CRIPPEN
Site Information:
Customer Info: DOYLE MASONRY
Lot/Block:
Address: 24909 ORANGE AVE
City: FORT PIERCE
No. Seal# Truss Name Date
Project Name: CRIPPEN Model:
Subdivision:
45
T18153530
V4
9/19/19
46
T18153531
V8
9/19/19
47
T18153532
V12
9/19/19
48
T18153533
VA
9/19/19
49
T18153534
VB
9/19/19
50
T18153535
VC
9/19/19
51
T18153536
VD
9/19/19
52
T18153537
VE
9/19/19
53
T18153538
VF
9/19/19
54
T18153539
VG
9/19/19
55
T18153540
VGE
9/19/19
56
T18153541
VH
9/19/19
57
T18153542
VK
9/19/19
58
T18153543
VL
9/19/19
State: FL
2of2
Job
Truss
Truss Type
City
Ply
CRIPPEN
T16153486
76294
A
ROOF SPECIAL
1
1
Job Reference o tional
Chambers Truss, Inc., Fort Pierce, FL u.3zu s Aug ze zui a Mi r ex inausmes, inc. r nu aep r a r r.au:u r 20 i = rays 1
ID:OweIKODY94g2kXcgrhlZxtycSNA-gOkOa6K3zCiiW MHEBCAW HTowV74zPS4H9oCwdSXyc4zy
2-6-0 3-0-0 6-4-0 12-8-0 17-6-0 19-0.0 22-4.0 25.4-0 27-10.0
2.6.0 3-0-0 3-4-0 6-4-0 4-10-0 1.6-0 3-4-0 3-0-0 2-6-0
4
45 =
5x6 11 2x3 I I 3x4 = 3x6 = 3x4 = 2x3 11 5x6 11
3x8 =
3-0-0 1 6-4-0 1 12-8.0 , 19-0-0 , 22-4-0
119
o
Scale = 1:61.0
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017lrP12014.
CSI.
TC 0.43
BC 0.27
WB 0.79
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in floc) I/deft Ud
-0.03 14-16 >999 360
-0.07 14-16 >999 240
0.01 13 n/a n/a
0.03 16 >999 240
PLATES GRIP
MT20 244/190
Weight: 160lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
SLIDER Left 2x6 SP No.2 -H 2-6-0, Right 2x6 SP No.2 -H 2-6-0
REACTIONS. (lb/size) 2=906/0-8-0, 13=1071/0-8-0, 10=356/0-8-0
Max Horz 2=344(LC 11)
Max Uplift 2=-589(LC 12), 13=-657(LC 12), 10=-447(LC 12)
Max Grav 2=906(LC 1), 13=1071(LC 1), 10=389(LC 22)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-1271/511, 4-5=-1167/526, 5-6=691/367, 6-7=-691/387, 8-10= 438/211
BOT CHORD 2-17=-264/1071, 16-17=-268/1073, 14-16=-217/961, 13-14=-213/315
WEBS 5-14=-770/439, 6-14=-85/261, 7-14_ 182/593, 7-13= 1182/650, 8-13=-154/312,
5-16=-2/267
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=25ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-6-11 to 0-4-0, Interior(1) 0-4-0 to 12-8-0, Exterior(2) 12-8-0
to 15-8-0, Interior(1) 15-8-0 to 27-10-11 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
2=589,13=657,10=447.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 66U
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE.
'
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
prevent
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, seeANSVMII Guallly Cdleda, DSB-89 and BCSI Buldlnp Component
6904 Parke East Blvd.
Safety Infonnatlonavailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
CRIPPEN
T18153487
76294
Al
Roof Special
3
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:02 2019 rage 1
ID:OwelKODY94g2kXcgrhlZxtycSNA-IaimnSLhkkgN_RpOmt1 WOOTgIUFjBaVJOsgA7zyc4zx
2-6-0 3-0-0 7-10-0 12-8.0 17-6-0 22-4-0 25.4-0 27-10-0
2-6-0 3-0.0 4-10-0 4-10.0 4-10-0 4-10-0 3-0.0 2-6-0
5x6 11 3x4 =
4x4 =
4x6 =
3xB =
3x4 =
5x6 11
Scale = 1:61.0
3-0-0 12-8.0 22-4-0 25-4.0
'3-0-09-8-0 9-8-0 3.0.0
Plate Offsets (X Y)-- [2.0-2-3 0-0-1] [10.0-2-3 0-0-1]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.43
Vert(LL) -0.15 12-13 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.52
Vert(CT) -0.32 12-13 >938 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.60
Horz(CT) 0.03 10 We n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL) 0.09 12-13 >999 240
Weight: 157lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x4 SP M 30 BOT CHORD
WEBS 2x4 SP No.3
SLIDER Left 2x6 SP No.2 -H 2-6-0, Right 2x6 SP No.2 -H 2-6-0
REACTIONS. (lb/size) 2=1167/0-8-0, 10=1167/0-8-0
Max Harz 2=344(LC 11)
Max Uplift 2=-720(LC 12), 10=-720(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-1986/761, 4-5= 2241/947, 5-6=-1334/676, 6-7=-1334/676, 7-8=-2241/947,
8-10=-1986/760
BOTCHORD 2-15=-494/1695, 13-15=-383/1236, 12-13=-427/1249, 10-12=-561/1733
WEBS 6-13=-488/1109, 7-13=-648/421, 7-12=-222/730, 8-12=-423/269, 5-13=-648/421,
5-15=-223/730, 4-15=-423/269
Structural wood sheathing directly applied or 4-8-5 oc puriins.
Rigid ceiling directly applied or 9-8-5 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=25ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-6-11 to 0-4-0, Intedor(1) 0-4-0 to 12-8-0, Exterior(2) 12-8-0
to 15-8-0, Interior(1) 15-8-0 to 27-10-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
2=720,10=720.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPAGE M11.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
�
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing.
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Criteria, DSB-69 and BCSI Buldlnp Component
6904 Parke East Blvd.
Safety Infoanatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153488
76294
ATA
ATTIC
10
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:03 2019 Page 1
ID:QwelKODY94g2kXcgrhlZxtycSNA-mmsB?oMJV1 yDbbOaKbZIYD?oluU4wx9SFW PkXPyc4zw
16-0-0 22-1-12
14-10-2 21-1-15
-2-6-0 34-0 B-5-2 13-10-4 1 1 1 20-0-0 21-1-1 27.6-14 33-0-0 36-0-0 38-6-0
2-6-0 3-0-0 5-5-2 5-5-2 0-11-1 4-0-0 -1-1 5-5-2 5-5-2 3-0-0 2-6-0 Scale = 1:82.0
0-0��-111 0-0-1
3z6-�i 0-11-13
3x10 i 3x6 O
3x5 �i 731 8 32 3x10
4I0
o
22 21 "" 19 18 16 - 15
5x6 =
3x4 11 4x4 = 6x8 = i
B-0-0 44 = 4x4 = 3x4 11 5x6 =
4x4 = 6x8 =
3.0-0 . 8-5-2 13-10-4
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017[TP12014
CSI.
TC 0.63
BC 0.96
WB 0.96
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) I/clef] Ud
-0.33 16-18 >999 360
-0.47 18-19 >922 240
0.08 13 n/a n/a
-0.43 19-21 >999 240
PLATES GRIP
MT20 244/190
Weight:251 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 4-0-5 oc puriins.
BOT CHORD 2x6 SP No.2
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3
WEBS
2 Rows at 1/3 pts 6-9
WEDGE
Left: 2x4 SP No.3, Right: 2x4 SP No.3
REACTIONS. (lb/size) 2=1676/0-8-0, 13=1676/0-8-0
Max Harz 2=462(LC 11)
Max Uplift 2=-890(LC 12), 13=-890(LC 12)
Max Grav 2=1844(LC 18), 13=1844(LC 19)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3180/1322, 3-4— 2781/1247, 4-5=-2313/1107, 5-6=-1798/959, 6-7=-36/342,
7-8=-1001474, 8-9= 36/342, 9-1 0=-1 798/959, 10-11=-2313/1107, 11-12=-2781/1247,
12-13=-9179/1320
BOT CHORD 2-22=-1050/3091, 21-22=-1073/3125, 19-21=-763/2580, 18-19=-429/1971,
16-1.8= 821/2234, 15-16=-1141/2938, 13-15=-1118/2910
WEBS 3-22=-359/306, 3-21=-762/334, 4-21=-131/428, 4-19=-929/539, 5-19=-277/907,
6-9=-2523/1133, 10-18=-277/907, 11-18=-929/540, 11-16=-131/428, 12-16=-761/333,
12-15=-354/305
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=36ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-6-11 to 1-0-8, Interior(l) 1-0-8 to 16-0-0, Exterior(2) 16-0-0
to 19-7-3, Interior(1) 19-7-3 to 20-0-0, Exterior(2) 20-0-0 to 23-7-3, Intedor(1) 23-7-3 to 38-6-11 zone;C-C for members and forces &
MW FRS 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) Ceiling dead load (5.0 psf) on member(s). 5-6, 9-10, 6-9
7� Bottom chord live load (40.0, psf) and additional bottom chord dead load (5.0 psf) applied only to room. 18-19
8 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
2=890, 13=890.
9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
Walter P. Finn PE No.22839
MiTek USA, Inc. FLCert6634
-
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411.7473 rev. 10103MOIS BEFORE USE
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVFPII Quality Criteria, DSB-69 and BCSI Bulldtng Component
6904 Parke East Blvd.
Safety Infonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153489
76294
ATB
ATTIC
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 a Aug 28 2019 MiTek Industnes, Inc. I nu Sep 19 I I:UU:U4 2U19 rage 1
I D:QwelKODY94g2kXcgrhlZxtycSNA-EzQW C8MxGL44Dlzmul4_5RY_?HgBfrBcUA9H3syc4zv
16-0-0 22-1-12
14-10-2 21-1-15
i 3.0-0 8-5-2 13.10-4 - 10-10-1 i 20-0-0 $1-1-11 _ , 26.0-0
3-0-0 5-5-2 5-5.2 -11-1 4-0-0 1-14 3-10-4
OW— 5x8 MjjI&nS,� Scale: 3/16°=1'
1-1-14 0-11-13
1�
3x8 ii 6 22 23 24 7 3x8 ��
5.0
3x6 =
3x4 II 4x4 = 4x6 = 3x4 = 5x6 = 7xB = 3x10 11
3-0-0 1 B-5-2 13-10.4
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014
CSI.
TC 0.57
BC 0.90
WB 0.65
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) 1/dell Ud
-0.54 14-16 >579 360
-1.02 14-16 >304 240
0.03 11 n/a n/a
0.68 14-16 >456 240
PLATES
MT20
MT18HS
Weight: 193 lb
GRIP
24.4/190
244/190
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 4-11-8
oc purlins,
BOT CHORD 2x6 SP 240OF 2.OE *Except*
except end verticals.
1-15: 2x6 SP No.2
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 3-14,
5-8, 9-12, 10-11
WEDGE
Left: 2x4 SP No.3
REACTIONS. (lb/size) 1=1085/0-8-0, 11=1150/0-8-0
Max Harz 1=334(LC 12)
Max Uplift 1=-462(LC 12), 11= 507(LC 12)
Max Grav 1=1213(LC 18), 11=1431(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2= 2144/954, 2-3=-1931/834, 3-4=-1114/513, 4-5=-855/513, 7-8=-257/197,
8-9=-949/565, 9-1 0=-1 061/474, 10-11 =-2117/892
BOT CHORD 1-17=-1172/2156, 16-17=-1190/2184, 14-16=-860/1763, 12-14=-335/915
WEBS 2-17=-296/204, 2-16=-504/353, 3-16=-328l771, 3-14=-13111723, 4-14=-15/396,
5-8=-1066/467, 10-12=-663/1830
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=l60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; 11=18ft; B=45ft; L=26ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 16-0-0, Exterior(2) 16-0-0 to
19-0-0, Interior(1) 19-0-0 to 20-0-0, Exterior(2) 20-0-0 to 23-0-0, Interior(1) 23=0-0 to 25-10-4 zone;C-C for members and forces &
MW FRS 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) Ceiling dead load (5.0 psf) on member(s). 4-5, 8-9, 5-8
8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-14
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb)
1=462, 11=507.
10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
WalterP. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
-
6904 Parke East Blvd. Tampa FL 33610
Date;
September 19,2019
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MliekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not
OF
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSVTP11 Quality Cdtoda, DS649 and SCSI Building Component
6904 Parke East Blvd.
Safety InfonnaHonovollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153490
76294
D
Flat
1
1
Job Reference (optional)
L:nambers I russ, Inc., ton tierce, tL ts.azu s riug ea zu r v rvu I eK rnaustnes, mu. , nu aep r v r i .uu:uo cu , v rdyv ,
ID:QwelKODY94g2kXcgrhlZxtycSNA-i9_uQUNZ1 fCxrvYzRObDde4CyhG20toljqugblyc4zu
7-3-7 14-5-2 21-6.14 28-8-9 36.0-0
7-3-7 7-1-11 7-1-11 7-1-11 7-3-7
Scale=1:60.7
3x6 = 3x6 =
1 17 2 3 4 18 5 6 7 19 8
16 20 15 21 14 13 12 11 22 10 23 9
6x8 = 4x6 = 4x5 = 6xB =
7-3-7 14-5-2 21-6-14 28-8-9 36-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defl
L/d
TCLL
I
Plate Grip DOL
1.25
TC 0.36
Vert(LL)
0.22 12-13
>999
360
TCDL
10.0
Lumber DOL
1.25
BC 0.54
Vert(CT)
-0.37 12-13
>999
240
BCLL
0.0
Rep Stress Incr
YES
WB 0.89
Horz(CT)
0.10 9
n/a
n/a
BCDL
10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL)
0.41 13-15
>999
240
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3 BOT CHORD
WEBS
REACTIONS. (lb/size) 16=1428/Mechanical, 9=1428/Mechanical
Max Uplift 16=-738(LC 12), 9=-738(LC 12)
Max Grav 16=1514(LC 17), 9=1514(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-1650/949, 4-5=-2505/1381, 5-7=-1650/949
BOT CHORD 15-16=-949/1650, 13-15=-1381/2505, 12-13=-1381/2505, 10-12= 1381/2505,
9-10— 949/1650
WEBS 2-16=-2074/1190, 2-15=-298/885, 4-15=- 1089/564, 4-13=-23/373, 5-12=-23/373,
5-1 0=- 1089/564, 7-10= 298/885, 7-9=-2074/1190
PLATES GRIP
MT20 244/190
Weight: 206 lb FT = 20%
Structural wood sheathing directly applied or 4-5-5 oc purlins,
except end verticals.
Rigid ceiling directly applied or 6-3-5 oc bracing.
1 Row at midpt 2-16, 4-15, 5-10, 7-9
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=36ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 35-10-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) All plates are 3x4 MT20 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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
16=738, 9=738.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI/-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 appllcability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
M!Tek*
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, seeANSVWII Cuattir Criteria, DSB-89 and BCSI BuOding Component
6904 Parke East Blvd.
Safolly Inlonnatlanovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
r3
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153491
76294
D1
Piggyback Base
6
1
Job Reference (optional)
L,namoers r russ, inc., run rrerce, rL o.ocu a r, J co — IV nu l cn n -U--Ica, ,, —P , U. .
ID:Qwel KODY94g2kXcgrhlZxtycSNA-eY6frAPpYGSf4ChLZQdhj3AWJVynsol2ABNxgByc4zs
3-0-0 9.6-0 16-0-0 20.0-0 26-6-0 33-0.0 36-0-0
_ 3 0 6 6-6-0 6-6-0 4-0-0 6-6-0 6-6-0 3-0-0
5x6 — TOP CHORD UNDER PIGGYBACKS Scale =1:72.2
5x6 = TO BE LATERALLY BRACED BY
528 29 630 PURLINS AT 2-0-0 OC. MAX.
5.0(
1�
18 17 32 16 15 14 13 33 12 11
48 =
3x4 II 44 = 4x6 = 3x4 = 3x4 = 46 = 44 = 3x4 11 48 =
16-0-0 20-0-0
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014.
CSI.
TC 0.44
BC 0.52
WB 0.78
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) I/deft Ud
-0.29 15-17 >999 360
-0.41 15-17 >999 240
0.09 10 n/a n/a
-0.37 15-17 >999 240
PLATES GRIP
MT20 244/190
Weight: 219lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-11-4 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 6-0-4 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 4-15, 7-14
SLIDER Left 2x4 SP No.3 -H 2-6-0, Right 2x4 SP No.3 -H 2-6-0
REACTIONS. (lb/size) 1=1440/Mechanical, 10=1440/Mechanical
Max Horz 1=424(LC11)
Max Uplift 1=-744(LC 12), 10=-744(LC 12)
Max Grav 1=1498(LC 17), 10=1498(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1=3=-3101/1676, 3-4=-2489/1347, 4-5=-1959/1178, 5-6=-1707/1080, 6-7=-1959/1178,
7-8=-2489/1347, 8-10=-3101/1676
BOT CHORD 1-18=-1455/2840, 17-18=-1464/2846, 15-17=-918/2128, 14-15=-478/1443,
12-14=-919/1919, 11-12=-1463/2781, 10-11=-1454/2776
WEBS 3-17=-888/578, 4-17= 99/463, 4-15=-1018/598, 5-15=-377/773, 6-14=-377/773,
7-14=-1018/598,7-12=-99/463,8-12— 888/578
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=36ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 16-0-0, Exterior(2) 16-0-0 to
19-7-3, Interior(1) 19-7-3 to 20-0-0, Exterior(2) 20-0-0 to 23-7-3, Interior(1) 23-7-3 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) 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 = I O.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb upliff at joint(s) except Qt=lb)
1=744, 10=744.
Walter P. Finn PE NoMS39
Mi rek USA, Inc. FL Cert 66U
69D4 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE MII-7473 rev. 10/0&2015 BEFORE USE.
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
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, seeANSI/IPII QuailIt�y. Cdtedo,.DSB�9 and 1 I Building Component
6904 Parke East Blvd.
Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Cry
Ply
CRIPPEN
T18153492
76294
D2
Piggyback Base
2
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 1120:08 2019 Page 1
ID:QwelKODY94g2kXcgrhlZxtycSNA-6kf12WQSJabW iMGX788wFHibYvFdbFRBPo7VCdyc4zr
3-0-0 13-0-2 16-0-0 20-0-0 26-6-0 33-0-0 _ 36-0-0
3-0-0 5-0-1 5.0-1 2-11-14 4-0-0 6-6-0 6-6-0 3-0.0
5x8 =
7xB =
628 29 730
19 18 17
5x6 II 3x4 II 3xl0 = 3x4 II
3-0.0
33-0-0
7x10
Scale = 1:67.0
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017fTP12014
CSI.
TC 0.79
BC 0.74
WB 0.83
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) I/dell Lid
-0.28 18-19 >999 360
-0.58 18-19 >750 240
0.29 10 n/a n/a
0.46 18-19 >942 240
PLATES
MT20
MT18HS
Weight: 252lb
GRIP
244/190
244/190
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30 'Except'
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins.
3-6,7-9: 2x4 SP M 31
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
BOT CHORD 2x4 SP M 30'Except'
1-17: 2x4 SP M 31, 5-17: 2x4 SP No.3, 10-13:
2x8 SP 240OF 2.0E
WEBS 2x4 SP No.3
SLIDER Left 2x4 SP No.3 -H 2-6-0
REACTIONS. (lb/size) 1=1440/Mechanical, 10=1440/0-8-0
Max Horz 1=424(LC11)
Max Uplift 1=-744(LC 12), 10=-744(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-3=-2375/1206, 3-4=-2689/1462, 4-5=-2599/1452, 5-6=-2414/1394, 6-7=-2369/1361,
7-8=-3721/1943, 8-9=-5163/2624, 9-10=-5092/2692
BOT CHORD 1-19=-1021/2112, 18-19— 1058/2161, 5-16=-178/311, 15-16=-850/1984, 14-15=-661/1815,
13-14=-798/2070, 12-13=-2004/4142, 11-12=-2434/4729, 10-11=-2376/4591
WEBS 3-19=-549/412, 4-18=-250/173, 16-1 8=-1 109/2235, 4-16=-470/335, 5-15=-560/383,
6-15=-357/625, 6-14=-289/686, 7-14=-582/278, 7-13=-1099/2368, 8-13=-1408/831,
8-12— 267/674, 9-12=-243/295, 9-11=-1216/702
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=36ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 16-0-0, Exterior(2) 16-0-0 to
19-7-3, Interior(1) 19-7-3 to 20-0-0, Exterior(2) 20-0-0 to 23-7-3, Intedor(1) 23-7-3 to 36-0-0 zone;C-C for members and forces &
MW FRS 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) Refer to girder(s) for truss to truss connections.
$) 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.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Walter P. Finn. PE No.22839
1=744, 10=744. MiTek USA, Inc. FL Cent 6634
• 6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
OF
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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
prevent
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, seeANSVIPII Qua[ Nv Criteria, DS049 and SCSI BuBdIng Component
6904 Parke East Blvd.
Safety Inforrnafbnavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14.
Tampa, FL 33610
Job'
Truss
Truss Type
City
Ply
CRIPPEN
T18153493
76294
D3
Piggyback Base
2
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 5.320 s Aug 28 201 a MI I ex industries, inc. Thu Sep i e i i :uu:ua 2019 rage I
I D:QweIKODY94g2kXcgrhlZxtycSNA-bwD PGrQ44tj NJ W rkgrf9oUFmDlauKisLdSs2k3yc4zq
3-0-0 8-0-1 13-0-2 16-0-0 20-0-0 26-6-0 33-0-0 36-0-0 38-6-0
3-0-0 5-0-1 5-0-1 2-1.1-14 4-0-0 6-6-0 6.6-0 2-6-0
5.0(
20 19 18
5x6 II 3x4 II 3x10 = 3x4 II
13-0-2
3.0-0
5x8 =
7x8 =
629 30 731
33-0-0
7x10
Scale=1:70.8
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/defl Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.80
Vert(LL)
-0.28 19-20 >999 360
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.74
Vert(CT)
-0.57 19-20 >753 240
MT18HS
244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.82
Horz(CT)
0.29 10 ' n/a n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix -MS
Wind(LL)
0.45 19-20 >957 240
Weight: 256lb
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30 *Except*
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins.
3-6,7-9: 2x4 SP M 31
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
BOT CHORD 2x4 SP M 30 *Except*
1-18: 2x4 SP M 31, 5-18: 2x4 SP No.3, 10-14:
2x8 SP 240OF 2.0E
WEBS 2x4 SP No.3
SLIDER Left 2x4 SP No.3 -H 2-6-0
REACTIONS. (lb/size) 1=1435/Mechanical, 10=1599/0-8-0
Max Horz 1— 456(LC 10)
Max Uplift 1= 736(LC 12), 10=-948(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-3=-2374/1199, 3-4= 2689/1454, 4-5=-2639/1446, 5-6=-2421/1366, 6-7=-2379/1321,
7-8=-3743/1861, 8-9=-5186/2485,,9-10=-5108/2407
BOT CHORD 1-20=-964/2130, 19-20=-1001/2180, 5-17=-220/386, 16-17=-765/2023, 15-16=-574/1843,
14-15=-703/2084, 13-14=-1856/4181, 12-13=-2124/4763, 10-12= 2069/4624
WEBS 3-20=-549/411, 4-19=-304/161, 17-19=- 1 05k270, 4-17=-436/331, 5-16=-622/432,
6-16=-389/630, 6-15=-255/673, 7-15=-572/247, 7-14=-1018/2390, 8-14=-1410/805,
8-13=-211/675, 9-12= 1223/674
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=36ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 16-0-0, Extedor(2) 16-0-0 to
19-7-3, Interior(1) 19-7-3 to 20-0-0, Exterior(2) 20-0-0 to 23-7-3, Interior(1) 23-7-3 to 38-6-11 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) Refer to girder(s) for truss to truss connections.
$J 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.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Walter P. Finn PE No.22839
1=736, 10=948. MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a.truss system. Before use, the building designer must verify the applicability of design parameters and 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
MOW
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, seeANSVIPII Quality CrBorla„DSO-89 and SCSI Building Component
6904 Parke East Blvd.
safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153494
76294
D4
PIGGYBACK BASE
18
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:10 2019 Page 1
I D:Qwe I KODY94g2kXcgrhlZxtycSNA-37nnTB Ri rBrExgQwEZBO Ki o7aiOa39 G Us6cbH Vyc4zp
2-6-0 3-0-0 6-4-0 8-9-2 i6-0-0 20-0-0 26-6.O 33-0-0 36-0-0 38-6-0
2-6-0 3.0.0 3-4-0 2-5-2 7-2-14 4-0-0 6-6.0 6-6-0 3-0-0 2
Scale = 1:70.6
6x8 =
5x6 =
5x8 II 3x4 11 3x6 11 5xB =
730 831
16-0-0 20-0.0 .22-0-9
6xB
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014
CSI.
TC 0.56
BC 0.33
WB 0.81
Matrix -MS
DEFL. in (loc) I/defl Ud
Vert(LL) -0.14 14 >999 360
Vert(CT) -0.27 14 >999 240
Horz(CT) 0.15 11 n/a n/a
Wind(LL) 0.16 13-14 >999 240
PLATES GRIP
MT20 244/190
Weight: 250lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-4-10 oc pudins.
BOT CHORD 2x4 SP M 30 -Except'
BOT CHORD
Rigid ceiling directly applied or 5-11-13 oc bracing.
11-15: 2x8 SP 240OF 2.0E
WEBS 2x4 SP No.3 *Except*
5-19: 2x6 SP No.2
SLIDER Left 2x4 SP No.3 -H 2-6-0
REACTIONS. (lb/size) 2=-281/0-5-4, 11=1193/0-8-0, 19=2275/0-8-0
Max Harz 2=462(LC 11)
Max Uplift 2=-440(LC 22), 11=-738(LC 12), 19=-1276(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-837/1597, 4-5=-841/1629, 5-6=-124/373, 6-7=-964/533, 7-8=1211/693,
8-9=-1981/909, 9-10=-3268/1448, 10-11=-3468/1523
BOT CHORD 2-20=-1428/890, 19-20=-1425/892, 18-19=-14251892, 17-18=464/453,.16-17=0/831,
15-16=-47/1099, 14-15=-972/2541, 13-14=-1306/3247, 11-13= 1269/3140
WEBS 5-19=-2514/1305, 6-18=-1487/793, 6-17=-327/947, 7-17=-492/258, 7-16= 273/696,
8-16=-653/278, 8-15=-521/1485, 9-15=-1298/747, 9-14=-147/552, 10-14=-430/242,
10-13=-850/473, 5-18=-960/1987
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=36ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-6-11 to 1-0-8, Interior(i) 1-0-8 to 16-0-0, Exterior(2) 16-0-0
to 19-7-3, Interior(1) 19-7-3 to 20-0-0, Exterior(2) 20-0-0 to 23-7-3, Interior(1) 23-7-3 to 38-6-11 zone; porch left exposed;C-C for
members and forces & MW FRS 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) Bearing at joint(s) 11 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
74 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
2=440, 11=738, 19=1276.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
September 19,2019
0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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
�e
a truss system. Before use, the building designer must verify the applicablllty of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPl1 Cually Criteria, DSB49 and BCSI Building Component
6904 Parke East Blvd.
Safety Infomlatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
CRIPPEN
T18153495
76294
F
Roof Special
5
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:01JA 1 2019 Page 1
ID:QweIKODY94g2kXcgrhlZxtycSNA-XJLAgXSKcVz5Zq76oGidtvKCT6JxofQe5mL9pyyc4zo
2.6-0 , 3-0-0 9-6-0 14-8.0 19-10-0 26-4-0 28-10.6 ,
2.6-0 3-0.0 6-6-0 5 2-0 5-2-0 6-6-0 ' 2.6-6
4
4x5 11
14 10 r, ,u
5x6 II 2x3 II 4xB = 4x6 = 4x8 = 2x3 II 4x8 II
3.0-0
18-6-11
Scale = 1:62.9
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014
CSI.
TC 0.43
BC 0.57
WB 0.56
Matrix -MS
DEFL.
Verq(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc). Well Lid
-0.37 11-13 >930 360
-0.59 11-13 >585 240
0.04 9 n/a n/a
0.10 13-14 >999 240
PLATES GRIP
MT20 244/190
Weight: 181 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD Rigid ceiling directly applied or 7-5-4 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 6-13, 6-11
SLIDER Left 2x6 SP No.2 -H 2-6-0, Right 2x6 SP No.2 -H 2-6-5
REACTIONS. (lb/size) 9=1132/0-3-8, 2=1330/0-8-0
Max Harz 2=403(LC 11)
Max Uplift 9=-578(LC 12), 2=-811(LC 12)
Max Grav 9=1150(LC 18), 2=1330(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-2311/1010, 4-5=-1901/889, 5-6=-2208/1196, 6-7=-2192/1213, 7-8=-1890/919,
8-9=-389/250
BOT CHORD 2-14=-852/2034, 13-14=-862/2039, 11-13=-250/994, 10-11=-975/1999, 9-10— 967/1996
WEBS 4-13=-639/315, 5-13=-701/523, 6-13=-625/1198, 6-11=-631/1171, 7-11=-690/517,
8-11=-611/433
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=i60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=29ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-6-11 to 0-4-0, Interior(1) 0-4-0 to 14-8-0, Exterior(2) 14-8-0
to 17-8-0, Interior(1) 17-8-0 to 28-10-6 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any'other live loads.
4) ` This truss has been designed for a jive 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 = 1 O.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
9=578, 2=811.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cott 6634
6904 Parke East Blvd. Tampa FL 33810
Date;
September 19,2019
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE mn-7473 rev. 10103/2015 BEFORE USE.
"
Design valid for use only with Mffek® 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 verity the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, SeeANSVWII Quaply Criteria. D88-89 and 1301 Building Component
6904 Parke East Blvd.
safety Infannationavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153496
76294
G
Roof Special
5
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MI I ek indUStnes, Inc. I nu bep 19 11:uu:1iz 2u19 rage 1
I D:Qwel KODY94g2kXcgrhlZxtycSNA-4VvYutTyNo5yA_aJM_DsQ7tND W gkX4tnKQ5iLOyc4zn
2-6.0 1 3-0-0 9-1-9 15.8-0 22-2-7 28-4-0 31-4-0
2-6.0 3.0-0 6-1-9 6-6-7 6-6-7 6-1-9 3-0-0
Ili
4x5 11
5x6 II
3x4 = 3x4 = 3x6 = 3x4 = 3x4 = 5x6 11
3.0-0 11-5-5 19-10-11 28-4.0 31.4-0
3-0-0 8-5-5 B-5-5 8-5-5
Plate Offsets (X Y)-- [2:0-2-3 0-0-1] [10:0-2-3 0-0-11
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
Scale=1:67.3
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/clef]
L/d
PLATES GRIP
Plate Grip DOL
1.25
TC 0.43
Vert(LL)
-0.16 12-14
>999
360
MT20 244/190
Lumber DOL
1.25
BC 0.47
Vert(CT)
-0.29 11-12
>999
240
Rep Stress Incr
YES
WB 0.67
Horz(CT)
0.05 10
n/a
n/a
Code FBC2017/TP]2014
Matrix -MS
Wind(LL)
0.14 11-12
>999
240
Weight: 195 lb FT = 20%
LUMBER -
TOP CHORD
2x4 SP M 30
BOT CHORD
2x4 SP M 30
WEBS
2x4 SP No.3
SLIDER
Left 2x6 SP No.2 -H 2-6-0, Right 2x6 SP No.2 -H 2-6-0
REACTIONS. (lb/size) 10=1245/0-8-0, 2=1415/0-8-0
Max Harz 2=439(LC 11)
Max Uplift 10=-637(LC 12), 2=-855(LC 12)
Max Gram 10=1324(LC 18), 2=1470(LC 17)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins.
BOT CHORD Rigid ceiling directly applied or 7-3-1 oc bracing.
WEBS 1 Row at midpt 6-12, 6-14
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-2517/1054, 4-5=-2854/1295, 5-6=-2086/1097, 6-7— 2086/1124, 7-8=-2858/1508,
8-10=-2520/1209
BOT CHORD 2-15=-868/2188, 14-15=-659/1734, 12-14=-261/1137, 11-12=-670/1609,
10-11=-1008/2192
WEBS 6-12=-493/980, 7-12=-783/547, 7-11=-515/856, 8-11= 562/462, 6-14=-477/979,.
5-14=-782/530, 5-15=-324/852, 4-15=-560/349
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=31ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-6-11 to 0-4-0, Interior(1) 0-4-0 to 15-8-0, Exterior(2) 15-8-0
to 18-9-10, Interior(1) 18-9-10 to 31-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
10=637, 2=855.
Walter P. Finn PE No.22839
MiTek USA, Inc, FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 10103,2015 BEFORE USE.
Design valid for use only with MRek® 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 applicobllity of design parameters and properly Incorporate this design Into the overall
building. design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek°
prevent
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, seeANSViPII Quality Criteria, DSB-69 and BCSI BuOding Componont
6904 Parke East Blvd.
Tampa, FL 33610
Safety Informallonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Job
Truss
Truss Type
City
Ply
CRIPPEN
T18153497
76294
G1
Roof Special
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
-2-6-0 , 3-0.0
4x5 =
8.320 s Aug 28 2019 MiTek Industries, Inc. 1 nu Sep 19 11:0U:13 2U19 rage 1
4g2kXcg rhlZxtycSNA-TiTw5DTa86Dpo79Vvhk5yKQX7w3 KGb MwY4q Gtgyc4zm
22-3-B 29.4-0 J
6-7-B 7-0.8
Im
Sxs 11 2x3 11 4x4 = 3x6 = 6x8 = 4x4 = 3x4 II
16-4-0
Scale = 1:65.6
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017ITP12014
CSI.
TC 0.48
BC 0.26
WB 0.40
Matrix -MS
DEFL. in (loc) I/dell Ud
Vert(LL) -0.05 9-10 >999 3.G0
Vert(CT) -0.10 9-10 >999 240
Horz(CT) 0.01 9 n/a n/a
Wind(LL) 0.03 13-14 >999 240
PLATES
MT20
Weight: 183lb
GRIP
244/190
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
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing,
Except:
SLIDER Left 2x6 SP No.2 -H 2-6-0
6-0-0 oc bracing: 10-11.
WEBS
1 Row at midpt 5-11, 6-11, 7-11
REACTIONS. (lb/size) 2=690/0-8-0, 11=1467/0-8-0, 9=332/0-8-0
Max Harz 2=432(LC 11)
Max Uplift 2= 457(LC 12), 11= 808(LC 12), 9=-137(LC 12)
Max Grav 2=702(LC 21), 11=1470(LC 17), 9=398(LC 22)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-804/277, 4-5=-426/181, 5-6=-58/412, 6-7=-23/397, 7-8=-356/107, 8-9=-333/197
BOT CHORD 2-14=-261/808, 13-14=-266/806, 11-13=-161/490
WEBS 4-13=-528/236, 5-13=-21/360, 5-11=-914/512, 6-11=-660/285, 7-11=-813/488,
7-10=0/275
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=29ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-6-11 to 0-4-0, Interior(1) 0-4-0 to 15-8-0, Exterior(2) 15-8-0
to 18-8-0, Interior(1) 18-8-0 to 29-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
2=457, 11=808, 9=137.
Wager P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev. 10/03I2015 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek°
prevent
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, seeANSVIPl1 Quality Cd erlo, DSB-89 and BCSI BuLding Component
6904 Parke East Blvd.
Safety InformatIo avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153498
76294
G2
Roof Special
1
1
9
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
3-0.0 B-8-9
8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:14 mu Page 1
6-1-2
4x6 II Scale = 1:65.3
5x6 13x4 — 3x4 =
3x6 = 3x4 = 6xB =
3-0-0 11-6.5
20.0-9 26-10.6
3-0.0 8-6-5
8-6-5 8-9-13
Plate Offsets (X Y)-- [2:0-2-3 0-0-11
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.46
Vert(LL) -0.20 11-13 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.47
Vert(CT) -0.28 11-13 >999 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.71
Horz(CT) 0.04 10 n/a n/a
BCDL 10.0
Code FBC2017lTP12014
Matrix -MS
Wind(LL) 0.11 13-14 >999 240
Weight: 179lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc purlins,
BOT CHORD 2x4 SP M 30
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD Rigid ceiling directly applied or 7-11-12 oc bracing.
SLIDER Left 2x6 SP No.2 -H 2-6-0
WEBS 1 Row at midpt 6-13, 8-10
REACTIONS. (lb/size) 2=132410-8-0, 10=1127/0-3-8
Max Horz 2=424(LC 11)
Max Uplift 2=-807(LC 12), 10=-576(LC 12)
Max Grav 2=1355(LC 17), 10=1151(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-2313/949,4-5=-2608/1160,5-6=-1852/972,6-8=-1710/93118-9=-308/221,
9-10=-338/254
BOT CHORD 2-14=-833/2024, 13-14=-666/1581, 11-13=-244/960, 10-11=-548/1220
WEBS 4-14=-488/302, 5-14= 266/771, 5-13=-771/519, 6-13=-444/935, 6-11=-303/603,
8-11=-432/385, 8-10= 1445/651
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=29ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-6-11 to 0-4-0, Interior(1) 0-4-0 to 15-8-0, Exterior(2) 15-8-0
to 18-8-0, Interior(1) 18-8-0 to 28-8-10 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
2=807, 10=576.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1WO312015 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
prevent
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, seeANSVrP11 QuaBty Criteria, D313-69 and BCSI BuBding Component
6904 Parke East Blvd.
Saloty Infonnatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153499
76294
G3
Half Hip
2
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:15 2019 Page 1
ID:QweIKODY94g2kXcgrhlZxtycSNA-P4agWvVrgjTX1 RJul6mZ11VqujjHkTLDOOJMyjyc4zk
-2.6-0 3-0-0 9-1.0 15-2-0 22-0-3 28-10-6
2.6-0 3-0-0 6-1-0 6-1-0 6-10-3 6-10-3
4x8 = 2x3 11 3x4 = Scale = 1:62.6
22 23 r 24 0.
5x6 11 2x3 II 4x4 = 3x6 = 4xB = 3x6 11
3x4 =
3-0.0 9-1-0 15-2-0
22-0-3
28-10-6
3-0-0 6-1.0 6-1-0
6-10-3
6-10-3
Plate Offsets (X Y)-- [2:0-2-3 0-0-1 ] [6:0-5-12 0-2-01
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.66
Vert(LL)
-0.08 10-11 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.36
Vert(CT)
-0.14 10-11 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.56
Horz(CT)
0.04 9 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Wind(LL)
0.09 13-14 >999 240
Weight: 207lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 4-11-4 oc purlins,
BOT CHORD 2x4 SP M 30
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 6-5-11 oc bracing.
SLIDER Left 2x6 SP No.2 -H 2-6-0
WEBS
1 Row at midpt 8-9, 5-11, 6-10, 7-10, 8-10
REACTIONS. (lb/size) 9=1127/0-3-8, 2=1324/0-8-0
Max Harz 2=613(LC 12)
Max Uplift 9=-668(LC 12), 2=-715(LC 12)
Max Grav 9=1278(LC 17), 2=1366(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-1929/844, 4-5=-1652/770, 5-6— 1206/654, 6-7=-700/466, 7-8=-700/466,
8-9=-1146/847
BOT CHORD 2-14=-1267/2176, 13-14= 1277/2178, 11-13=-1037/1629, 10-11=-661/981
WEBS 4-13=-568/248, 5-13=-35/346, 5-11=-889/514, 6-11=-307/719, 6-10=-572/338,
7-10=-481/454, 8-10— 813/1220
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=29ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-6-11 to 0-4-0, Interior(1) 0-4-0 to 15-2-0, Exterior(2) 15-2-0
to 19-4-15, Interior(1) 19-4-15 to 28-8-10 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) 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 100 lb uplift at joint(s) except (jt=1b)
9=66812=715.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/!EK REFERANCE PAGE MII.7473 rev. 1WO312015 BEFORE USE
'
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII GualBy Criteria, DSB-69 and BCSI BuYding Component
6904 Parke East Blvd.,
Safety Infoanatlonavailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
CRIPPEN
T18153500
76294
G4
Half Hip
2
1
Job Reference (optional)
L,namoers I russ, inc., ron rrerce, rL o.ocu a r,uy co c ry , en „—H , , oyo
ID:QwelKODY94g2kXcgrhlZxtycSNA-tG83kFWTR1 bNfbu4bpHoaz2yP722TsZNE23wU9yc4z]
2-6.0 3-0-0 10-1-0 17-2-0 23-0-3_ 28-10-6
3-0-0 7-1-0 7-1-0 5-10-3 5-10-3
4x8 = 2x3 11 3x4 = Scale=1:66.2
A nn110 7 23 24 8 25 9
1�
10 14 ,L ii �
5x6 11 2x3 11 4x4 = 3x6 = 3x4 = 4x8 = 3x6 11
3-0.0 10-1-0
17-2-0
23-0-3 _
[tf-lu-ti
3-0-0 7-1-0
7-1-0
5-10-3
5-10-3
Plate Offsets (X Y)-- [2.0-2-3 0-0-1 ] [6:0-3-0 Edge] [7:0-5-12 0-2-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.86
VerT(LL)
-0.07 12-14 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.39
Vert(CT)
-0.17 14-15 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.82
Horz(CT)
0.04 10 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Wind(LL)
0.10 14-15 >999 240
Weight: 220 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 4-9-2 oc purlins,
BOT CHORD 2x4 SP M 30
except end verticals.
WEBS 2x4 SP No.3 *Except*
BOT CHORD
Rigid ceiling directly applied or 6-4-11 oc bracing.
7-11,9-11: 2x4 SP M 30
WEBS
1 Row at midpt 9-10, 5-12, 7-11, 8-11, 9-11
SLIDER Left 2x6 SP No.2 -H 2-6-0
REACTIONS. (lb/size) 10=1127/0-3-8, 2=1324/0-8-0
Max Horz 2=687(LC 12)
Max Uplift 10=-695(LC 12), 2= 688(LC 12)
Max Grav 10=1329(LC 17), 2=1412(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. = All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-2029/783, 4-5=-1710/673, 5-7=-1101/537, 7-8=-568/372, 8-9— 568/372,
9-10=-1214/871
BOT CHORD 2-15=-1297/2295, 14-15=-1308/2296, 12-14=-1014/1635, 11-12= 578/877
WEBS 4-14=-678/302, 5-14=-31/398, 5-12— 1021/585, 7-12=-345/794, 7-11= 734/441,
8-11=-408/382, 9-11=-806/1230
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=29ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-6-11 to 0-4-0, Interior(1) 0-4-0 to 17-2-0, Exterior(2) 17-2-0
to 21-4-15, Interior(1) 21-4-15 to 28-8-10 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = IO.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb)
10=695, 2=688.
Walter P. Finn. PE No.22839
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
�-
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII QualBy Criteria, DSB49 and BCSI Bullding Component
6904 Parke East Blvd.
Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FIL 33610
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153501
76294
GRA
HIP GIRDER
1
1
Job Reference (optional)
unamaers I russ, Inc., ion coerce, rL.
4x4 =
5.00 F12 4x4
3 4
O.JZU S Mug ca ca I a IVII I UK If MUSUIU5, arc. I Iru Otlh IV r r:UU: IO cu I a rayu I
ID:QwelKODY94g2kXcgrhlZxtycSNA-gfGpBwXjzer5uv1 Si EKGf07QKxmxxgSgiMYI Z2yc4zh
5-4.0
3x4 = 3x6 = 3x10 =
31 32 33 5 34 35 6 36 7 37 38 39
2x3 II
40 8 41
48 = 4x4
9 10
4x6 II 3x4 = 'V 3x4 =' 'V 3x6 = 2x3 IIV 'V 6x8 = V 2x3 II 4x6 II
19-0-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.18 15-17 >999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.15 15-17 >999 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.54 Horz(CT) -0.03 14 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 WEBS
SLIDER Left 2x6 SP No.2 -H 2-6-0, Right 2x6 SP No.2 -H 2-6-0
REACTIONS. (lb/size) 2=767/0-8-0, 14=1195/0-8-0, 11=154/0-8-0
Max Harz 2=73(LC 7)
Max Uplift 2=-801(LC 8), 14— 1242(LC 8), 11= 351(LC 32)
Max Grav 2=955(LC 36), 14=1476(LC 36), 11=154(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-1240/867, 4-5=-1102074, 5-7=-1859/1502, 7-8=-816/1121, 8-9= 816/1121,
9-11=-314/512
BOT CHORD 2-18=-666/1078, 17-18=-1383/1870, 15-17=-762/1077, 14-15=-762/1077, 13-14=-445/383,
11-13=-442/390
WEBS 4-18=-281/358, 5-18=-831/781, 7-17=-649/832, 7-14=-2260/1814, 8-14=-337/271,
9-14=-887/733
Scale = 1:49.8
PLATES GRIP
MT20 244/190
Weight: 134 lb FT = 20
Structural wood sheathing directly applied or 5-3-9 oc pudins.
Rigid ceiling directly applied or 6-0-0 oc bracing.
1 Row at midpt 7-14
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=25ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
2=801, 14=1242, 11=351.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 302 lb down and 198 lb up at
3-0-0, 101 lb down and 45 lb up at 5-0-12, 92 lb down and 45 lb up at 7-0-12, 92 lb down and 45 lb up -at 9-0-12, 92 lb down and
45 Ib up at 11-0-12, 92 Ib down and 45 Ib up at 12-3-4, 92 Ib down and 45 Ib up at 14-3-4, 92 lb down and.45 lb up at 16-3-4, 92 Ib
down and 45 lb up at 18-3-4, and 101 lb down and 45 lb up at 20-3-4, and 302 lb down and 198 lb up at 22-4-0 on top chord, and
84 Ib down and 103 Ib up at 3.0-0, 8 Ib down and 50 Ib up at 5-0-12, 8 Ib down and 50 Ib up at 7-0-12, 8 Ib down and 50 Ib up at
9-0-12, 8 Ib down and 50 Ib up at 11-0-12, 8 Ib down and 50 Ib up at 12-3-4, 8 lb down and 50 lb up at 14-3-4, 8 Ib down and 50 Ib
up at 16-3-4, 8 lb down and 45 lb up at 18-3-4, and 8 lb down and 19 lb up at 20-3-4, and 141 lb down and 70 lb up at 22-3-4 on
bottom chord. The design/selection of such connection device(s) is the responsibility of others.
e) 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
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
Q WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
�
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek*
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMII CuaII1y Criteria, DSB49 and BCSI Bu6ding Component
6904 Parke East Blvd.
Safety Informatlonovailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153501
76294
GRA
HIP GIRDER
1
1
Job Reference (optional)
Gnambers I fuss, Inc., fort rlerce, fL O.JeU 5 AUg eO LU l7 Will eK II IUU5UlUb, II— mu o.v I a I uu. yo
ID:QweIKODY94g2kXcgrhlZxtycSNA-gfGp8wXjzer5uvl SiEKGfO7QKxmxxgSgiMYIZ2yc4zh
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4— 60, 4-9=-60, 9-12= 60,,19-25=-20
Concentrated Loads (lb)
Vert: 4=33(F) 9=33(F) 16=14(F) 18=13(F) 13=13(F) 42=14(F) 43=14(F) 44=14(F) 45=14(F) 46=14(F) 47=14(F) 48=14(F) 49=14(F)
0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10103,2015 BEFORE USE.
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek°
prevent
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, seeANSViP11 QuaIIN Criteria. DSB-89 and BCSI BuYdtrig Component
Parke East Blvd.
6904 Pae
rk East
Safety InfomiaHonavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa,
P ,
Job
Truss
Truss Type
City
Ply
CRIPPEN
T18153502
76294
GRB
Roof Special Girder
1
n
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:19 2019 Page 1
ID:Qwel KODY94g2kXcgrhlZxtycSNA-IrgBMGYLkyzyW 2cfGyrVCbgUrKOXgAopx.9Ha5Uyc4zg
-2-6-0 , 3-0.0 7-0.0 12-8.0 18-4-0 _ 22-4-0 25-4-0
2.6.0 3-0-0 4-0-0 5-8.0 5-8.0 4.0-0 3-0-0
5x8 MT18HS I I
12.
0
Io
Scale=1:61.8
3x10 II
10x10 =
7x8 MTIBHS= 12x12 =
HUS26 HUS26 10x10 = HUS26
7x8 MT18HS�
7xB MT18HS %
HUS26 HUS26
3x10 I I
HUS26
HUS26
HUS26
HUS26
3.0-0 7-0-0
12-8-0
18-4-0
_,
22-4-0
25-4-0
3-0-0 4.0-0
5-8.0
5-8-0
4-0-0
Plate Offsets (X Y)--
[2.0-1-7 Edge] [8.0-1-7 Edge],[ 10:0-3-80-6-01
[11.0-6-0 0-6-4] [13.0-3-8 0-6-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.79
Vert(LL)
0.32 11-13
>940
240
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.66
Vert(CT)
-0.44 11-13
>690
240
MT18HS
244/190
BCLL 0.0
Rep Stress Incr NO
WB 0.98
Horz(CT)
0.08 8
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 367lb
FT=20%
LUMBER -
TOP CHORD
2x4 SP M 30
BOT CHORD
2x8 SP 240OF 2.0E
WEBS -
2x4 SP No.3 *Except'
5-11,6-10,4-13: 2x4 SP M 30
REACTIONS. (lb/size) 8=8804/0-8-0, 2=7432/0-8-0
Max Horz 2=343(LC 7)
Max Uplift 8=-4731(LC 8), 2=-4300(LC 8)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc pudins.
BOT CHORD Rigid ceiling directly applied or 8-8-7 oc bracing.
WEBS 1 Row at midpt 6-11
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-13771/7650, 3-4=-14451/8141, 4-5=-9941/5529, 5-6— 9942/5530, 6-7=-14946/8101,
7-8=-17072/9179
BOT CHORD 2-14=-6991/12644, 13-14=-7134/12885, 11-13=-6658/12025, 10-11=-6628/12444,
9-10=-8431/15725, 8-9=-8398/15676
WEBS 5-11=-5856/10574, 6-11=-5245/2917, 6-10=-2849/5512, 7-10=-3492/1919, 7-9=-491/326,
4-11=-4728/2954, 4-13=-2899/4947, 3-13=-915/507, 3-14=-2422/1441
NOTES-
1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-7-0 oc.
Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-7-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 6-10 2x4 - 1 row at 0-6-0 oc, member 4-13 2x4 - 1 row at 0-6-0
oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=25ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
8=473112=4300.
9) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 7-0-12
from the left end to 22-8-12 to connect truss(es) to back face of bottom chord.
10) Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
Wafter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 66U
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE 114I1-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
M!T®k"
prevent
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, seeANSVIPII Quality Criteda, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Tampa, FL 33610
Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153502
76294
GRB
Roof Special Girder
1
e�
L
Job Reference (optional)
Chambers Truss, Inc., Fort Fierce, F-L U.32U s Aug 2u 2U1 y MI I eK maUSmes, Inc. I nu oep 1 v 11:uu:zu zul u rage z
I D:QweIKODY94g2kXcgrhlZxtycSNA-m2OZZcZzVG5p8CBrgfMkkpCfbkMmPd2y9f17dwyc4zf
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 3-5= 60, 5-7= 60, 7-8=-60, 15-18=-20
Concentrated Loads (lb)
Vert: 11=-1420(B) 9=-1420(B) 13= 2708(B) 21=-1408(B) 22=-1420(B) 23=-1420(B) 24= 1420(B) 25— 1420(B) 26=-1420(B)
WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev. M3/2015 BEFORE USE
,D
Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
�
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSM11 Qual" Criteria, DSB-69 and BCSI Building Component
6904 Parke East Blvd.
Safoty Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314,
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
CRIPPEN
T18153503
76294
GRC
ROOF SPECIAL GIRDER
1
3
Job Reference (optional)
Chambers i russ, inc., Fort Pierce, FL 8.320 5 Aug LO LV 17 Iv11 I eR muu5111e5, wiu. I IIu Jell ID 1 1,00,24 201 a rage 1
ID:QwelKODY94g2kXcgrhlZxtycSNA-iQW K_laEOtLXN W LEx4OCpElyi YzQtatFdzW Eipyc4zd
2.6-0 3.0-0 7-5-5 11-10-11 16.4-0 20-9-5 25-2-11 29.8-0 32-8-0 ,
2-6-0 3.0-0 4-5-5 4-5-5 4-5-5 4-5-5 4-5-5 4.57
5 3-0-D '
5x6 11 Scale = 1:86.1
8.00 F12
7
4xB i
4x8
4x6 /i 6
8
4x6
4x6 �i 5
9
4x8 ��
4
10
5.00 12 7x8 MT18HS �
7x8 MT18HS
3
11
0 2
1O
°d 1
0
28 19 2918 31 30 32 33 34 15 35 36 37 38 0
21 20 17 16 14 13
7x14
8x10 = 3x4 II HUS26 5x8 MT18HS = 1ox10 = 7x8 = 7x8 = 3x4 II
7x8 = 7x8 = HUS26HUS26HUS26 5x8 MT18HS= HUS26HUS26HUS26
HUS26 HUS26 HUS26HUS26HUS26
HUS26
3.0-0 7-5-5 11-10-11
16-4-0
20-9-5 25-2-11 , _ 29-8.0 32-8.0
3-0-0 4-5-5 4-5-5
4-5-5
4-5-5 4-5-5 4-5-5 3-0-0
Plate Offsets (X,Y)-- 12:Edge,0-5-8], [2:0-8-11,0-1-5], [2:0-1-9,0-0-10], [5:0-3-0,Edge],
[9:0-3-0,Edge], [12:Edge,0-2-1], [14:0-3-8,0-4-8], [16:0-3-8,0-4-8], [18:0-3-8,0-4-8],
[20:0-3-8 0-4-81
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in. (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.92
Vert(LL)
-0.27 16-17 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.90
Vert(CT)
-0.54 16-17 >731 240
MT18HS 244/190
BCLL 0.0 '
Rep Stress Incr NO
WB 0.83
Horz(CT)
0.12 12 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL)
0.39 16-17 >999 240
Weight: 748lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-7-9 oc purlins.
BOT CHORD 2x6 SP 240OF 2.0E
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 *Except'
7-17: 2x4 SP M 30
WEDGE
Left: 2x4 SP No.3 , Right: 2x6 SP No.2
REACTIONS. (lb/size) 12=12178/0-8-0, 2=10314/0-8-0
Max Harz 2=460(LC 24)
Max Uplift 12=-6481(LC 8), 2=-5838(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-19485/10722, 3-4=-19706/10929, 4-6=-15778/8684, 6-7=-12310/6859,
7-8=-12310/6858, 8-10=-15826/8604, 10-11=-20188/10815, 11-12=-23094/12292
BOT CHORD 2-21=-9784/17846, 20-21=-9932/18099, 18-20=-8971/16407, 17-18=-6894/13056,
16-17=-6826/13092, 14-16=-8883/16823, 13-14=-11248/21162, 12-13=-11216/21116
WEBS 3-21= 2664/1554, 3-20=-1789/1016, 4-20=-3060/5189, 4-18— 4756/2947,
6-18=-3617/6451, 6-17= 5545/3257, 7-17=-7367/13268, 8-17=-5615/3124,
8-16=-3463/6545, 10-14=-3007/5784, 11-14=-4589/2501, 11-13=-577/343,
10-16=-5296/2919
NOTES-
1) 3-ply truss to be connected together with 10d (0.131 "x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 4-20 2x4 - 1 row at 0-4-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3)' Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=33ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
12=64811 2=5838.
9) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 7-0-12
from the left end to 30-8-12 to connect truss(es) to front face of bottom.chord.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cent 6634
69114 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
where han er is in contact with lumber.
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M147473 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 verity the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Mel(
prevent
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, seeANSVTPII Cuallly Criteria, DSB-89 and SCSI BuBding Component
6904 Parke East Blvd.
Safety Infomratlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153503
76294
GRC
ROOF SPECIAL GIRDER
1
3
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL MUZU s Aug Zrs Zu1 a MI I eK Inausines, mc. i nu aep i a i i:uu:zz zu Ia rage z
1 D:Qwe[KODY94g2kXcgrhlZxtycSNA-iQW K_IaEOtLXN W LEx4OCpEly1 YzQtatFdzW Eipyc4zd
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 3-7=-60, 7-11_ 60, 11-12=-60, 22-25= 20
Concentrated Loads (lb)
Vert: 16=-1420(F) 15=-1420(F) 28=-2708(F) 29=-1408(F) 30— 1420(F) 31=-1420(F) 32= 1420(F) 33=-1420(F) 34=-1420(F) 35=-1420(F) 36=-1420(F) 37=-1415(F)
38=-1415(F)
A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. f0/11=015 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
prevent
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
6904 Parke East Blvd.
fabrlcotion, storage, delivery, erection and bracing of trusses and truss systems, seeANSVMII Qua[ Ity Criteria, DSB-89 and BCSI Building Component
Tampa, FL 33610
Sofety Infonnationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314,
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153504
76294
GRID
Flat Girder
1
1
Job Reference (optional)
t✓namoers I russ, Inc., ron rlerce, rL M,54U 5 Aug e0 ZU I e IVII I eK IIIUa51fle8, Inc. I flu aep IV I I:V V:ZO Zulu raye I
I D:QwelKODY94g2kXcgrhlZxtycSNA-Ad3iCebsnBTO?gwQVovRM RgCHyN8cOrPrdFnEFyc4zc
6-1-3 12-0-9 18-D-0 23-11-7 29-19-13 36-0-0
6-1-3 5-11-7 5-11-7 5-11-7 5.11-7 6-1-3
Scale = 1:61.1
3x4 11 4x6 = 5x6 = 3x8 = 5x6 = 4x6 = 3x4 11
1 17 18 2 19 20 3 21 22 4 23 24 5 .25 26 6 27 28 7
16 29 30 15 31 32 14 13 33 12 34 11 10 35 36 9 37 38 8
7x8 = 4x5 - 5x8 MT18HS = 9x4 11 3x4 - 4x5 - 7x8 =
3x4 = 5x8 MT1BHS=
5-11-7
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/defl Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0:63
Vert(LL)
0.52 12-14 >820 240
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC 0:68
Vert(CT) -0.63 12-14 >673 240
MT18HS
244/190
BCLL 0.0
Rep Stress Incr NO
WB 0.85
Horz(CT)
0.21 8 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 217lb
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 2-9-15
oc purlins,
BOT CHORD 2x4 SP M 31
except end verticals.
WEBS 2x4 SP No.3 *Except*
BOT CHORD
Rigid ceiling directly applied or 3-11-10 oc bracing.
1-16,7-8: 2x6 SP No.2, 2-16,6-8: 2x4 SP M 30
WEBS
1 Row at midpt 2-16,
3-15, 5-9, 6-8
REACTIONS. (lb/size) 16=2728/Mechanical, 8=2728/Mechanical
Max Uplift 16=-1790(LC 8), 8=-1790(LC 8)
Max Gram 16=2846(LC 25), 8=2846(LC 25)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3447/2171, 3-4=-5458/3437, 4-5= 5458/3437, 5-6=-3447/2171
BOT CHORD 15-16=-2171/3447, 14-15=-3433/5449, 12-14=-3872/6146, 10-12= 3872/6146,
9-10=-3433/5449, 8-9=-2171/3447
WEBS 2-16=-4198/2644, 2-15=-966/1817, 3-15=-2475/1561, 3-14=-383/840, 4-14=-848/566,
4-12=-52/465, 4-10=-848/566, 5-10=-383/840, 5-9=-2475/1561, 6-9- 966/1817,
6-8=-4198/2644
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Dpsf; h=18ft; B=45ft; L=36ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
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.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb)
16=1790, 8=1790.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 177 lb down and 164 lb up at
2-0-0, 177 lb down and 164 lb up'at 4-0-0, 177 lb down and 164 lb up at 6-0-0, 177 lb down and 164 lb up at 8-0-0, 177 lb down
and 164 lb up at 10-0-0, 177 lb down and 164 lb up at 12-0-0, 177 lb down and 164 lb up at 14-0-0, 177 lb down and 164 lb up at
16-0-0, 177 lb down and 164 lb up at 18-0-0, 177 lb down and 164 lb up at 20-0-0, 177 lb down and 164 lb up at 22-0-0, 177 lb
down and 164 lb up at 24-0-0, 177 lb down and 164 lb up at 26-0-0, 177 lb down and 164 lb up at 28-0-0, 177 lb down and 164 lb
up at 30-0-0, and 177 lb down and 164 lb up at 32-0-0, and 177 lb down and 164 lb up at 34-0-0 on top chord, and 83 lb down and
43 lb up at 2-0-0, 83 lb down and 43 lb up at 4-0-0, 83 lb down and 43 lb up at 6-0-0, 83 lb down and 43 lb up at 8-0-0, 83 lb down
Walter P. Finn. PE No.22839
and 43 lb up at 10-0-0, 83 lb down and 43 lb up at 12-0-0, 83 lb down and 43 lb up at 14-0-0, 83 lb down and 43 lb up at 16-0-0,
MiTek USA, Inc. FL Cart 6634
83 lb down and 43 lb up at 18-0-0, 83 lb down and 43 lb up at 20-0-0, 83 lb down and 43 lb up at 22-0-0, 83 lb down and 43 lb up
6904 Parke East Blvd. Tampa FL 33610
at 24-0-0, 83 lb down and 43 lb up at 26-0-0, 83 lb down and 43 lb up at 28-0-0, 83 lb down and 43 lb up at 30-0-0, and 83 lb
Date:
down and 43 lb up at 32-0-0, and 83 lb down and 43 lb up at 34-0-0 on bottom chord. The design/selection of such connection
device(s) is the responsibility of others.
September 19,2019
GASE(S)section loads applied to the face of the truss are noted as front F or back B .
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. re/03/2015 BEFORE USE.
Design valid for use only with Mfrek® 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 verity the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
M!Tek*
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, seeANSVTPII Quality Cdtorla, DSB-89 and SCSI Bu6ding Component
6904 Parke East Blvd.
Safoy Informaflonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153504
76294
GRD
Flat Girder
1
1
Jab Reference (optional)
chambers I russ, Inc., Fort coerce, FL t1.3ztl s Aug zt1 zul u MI I eK mausrnes, mc. 1 nu Sep 1 a ii:uu:za zui a rage z
I D:Qwel KODY94g2kXcgrhlZxtycSNA-Ad3iCebsnBTO?gwQVovRMRgCHyNBcOrPrdFnEFyo4zc
MAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-7=-60, 8-16=20
Concentrated Loads (lb)
Vert: 13= 70(F) 2= 83(F) 15= 70(F) 3=-83(F) 14=-70(F) 12=-70(F) 10=-70(F) 4=-83(F) 5=-83(F) 9= 70(F) 6= 83(F) 11=-70(F) 17=-83(F) 18=-83(F) 19= 83(F)
20=-83(F) 21=-83(F) 22=-83(F) 23=-83(F) 24=-83(F) 25=-83(F) 26= 83(F) 27=-83(F) 28=-83(F) 29=-70(F) 30= 70(F) 31=-70(F) 32=-70(F) 33=-70(F) 34=-70(F)
35=-70(F) 36=-70(F) 37=-70(F) 38=-70(F) '
0 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MI17473 rev. 1010312015 BEFORE USE.
°
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek°
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVMII Quality Cdterla,M6.69 and BCSI Building Component
6904 Parke East Blvd.
Safely Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153505
76294
GRF
Roof Special Girder
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MI I ek Industries, Inc. Thu Sep 19 i i :uu:2o 2019 rage 1
ID:Qwel KODY94g2kXcgrhlZxtycSNA-7?BScKd6Jok6E_4pcCyvRsvZ412z4?KhJxkuJByc4za
-2-6-0 3-0-0 5-0-0 11-5-15 17-10-1 24-4-0 26-4.0 28-10-6
2-6-0 3.0.0 2-0-0 6-5-15 6.4-3 6-5-15 2-0.0 2-6-6
5.00
2
Scale = 1:54.7
6.00 12 4x5 =
3x4 = 4x6 = 3x4 =
4x5 =
5 29 30 31 326 33 734 35 36 8 37 38 39 40 9
5x6
10 5x8
4x5
3
K
18 17 41
5x6 11 2x3 11 3x8 =
3.0-0
42 4316 44 15 45 46 1447 48 49 13 12
2x3 II 5x8 MT18HS= 2x3 II 3x8 = 2x3 II 5x8 II
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017/TP12014
CSI.
TC 0.55
BC 0.72
WB 0.53
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in (loc) Udefl Ud
0.35 14-16 >998 240
-0.45 14-16 >766 240
0.10 11 n/a n/a
PLATES
MT20
MT18HS
Weight: 151 lb
GRIP
244/190
244/190
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-3-11
oc pudins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 4-8-15 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 6-17,
8-13
SLIDER Left 2x6 SP No.2 -H 2-6-0, Right 2x6 SP No.2 -H 2-6-5
REACTIONS. (lb/size) 11=1582/0-3-8, 2=1775/0-8-0
Max Harz 2=128(LC 31)
Max Uplift 11=-1024(LC 8), 2=-1253(LC 8)
Max Grav 11=1786(LC 37), 2=1952(LC 36)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-2840/1578, 4-5= 3019/1708, 5-6= 2617/1525, 6-8=-4342/2507, 8-9= 2612/1569,
9-10=-3040/1775, 10-11=-755/449
BOT CHORD 2-18=-1375/2523, 17-18=-1385/2546, 16-17=-2373/4360, 14-16=-2373/4360,
13-14=-2373/4360, 12-13=-1464/2555, 11-12=-1454/2536
WEBS 4-18=-256/152, 5-17=-583/1225, 6-17=-1945/1083, 6-16=0/401, 8-14=01407,
8-13— 1967/1035, 9-13=-637/1276
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=29ft; eave=4ft; 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 MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
11=1024, 2=1253.
8) Hanger(s) or other connection device(s) shall be provided sufficient td support concentrated load(s) 261 lb down and 239 lb up at
5-0-0, 141 lb down and 119 lb up at 7-0-12, 141 lb down and 119 lb up at 9-0-12, 141 lb down and 119 lb up at 11-0-12, 141 lb
down and 119 lb up at 13-0-12, 141 lb down and 119 lb up at 14-8-0, 141 lb down and 119 lb up at 16-3-4, 141 lb down and 119 lb
up at 18-3-4, 144 lb down and 119 lb up at 20-3-4, and 146 lb down and 119 lb up at 22-3-4, and 261 lb down and 239 lb up at
24-4-0 on top chord, and 250 lb down and 165 lb up at 5-0-0, 52 lb down at 7-0-12, 52 lb down at 9-0-12, 52 lb down at 11-0-12,
52 lb down at 13-0-12, 52 lb down at 14-8-0, 52 lb down at 16-3-4, 52 lb down at 18-3-4, 52 lb down at 20-3-4, and 52 lb down at Walter P. Finn PE No.22839
22-3-4, and 250 lb down and 165 lb up at 24-3-4 on bottom chord. The design/selection of such connection device(s) is the Mi rek USA, Inc. FL Cert 6634
responsibility of others. 6904 Parke East Blvd. Tampa FL 33610
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date:
LOAD CASE(S) Standard September 19,2019
0 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/F7473 rev. f0/032015 BEFORE USE.
Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Welk'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVIPII Quality Cdterla, DSB-69 and BCSI Building Component
6904 Parke East Blvd.
safety Infonnatlanovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153505
76294
GRF
Roof Special Girder
1
1
-
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL t5.3ZU S Aug 26 ZU1 U MI I eK InaUSmeS, inc. I nu oep i a r1:uu:zn zu r a rage z
I D: Qwe 1 KODY94g2 kXcgrhlZxtycS NA-7?BS cKd6Jok6 E_4p cCyvRsvZ412z4? KhJxkuJ Byc4za
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-60, 4-5=-60, 5-9=-60, 9-10= 60, 10-11=-60, 19-23=-20
Concentrated Loads (lb)
Vert:5=47(F) 9=-47(F)17— 101(F) 13�- 101(F) 30=-47(F) 31=-47(F) 32= 47(F) 33=-47(F) 34=-47(F) 36= 47(F) 37=-47(F) 39= 47(F) 40=-47(F) 41=-20(F) 42=-20(F)
43= 20(F) 44— 20(F) 45= 20(F) 46=-20(F) 47=-20(F) 48=-20(F) 49— 20(F)
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1-7473 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 on Individual building component, not
�
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
11flOW
prevent
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, seeANSVFPII Qua1HV Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street Suite 312; Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
CRIPPEN
T18153506
76294
GRG
Roof Special Girder
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 Z019 MI I eK Industries, Inc. I nu Sep 19 11:0021 2019 rage 1
ID:OwelKODY94g2kXcgrhlZxtycSNA-30JD17eMrP_gUHDBkd_NW H7uYZ_Xu2_mFD7NOyc4zY
2-6-0 3.0-0 1Z.
-0 12-9-15 18.6-1 24-4.0 28-4-0 31-4-0
2-6-0 3-0-0 4.0-0 5.9-15 5-8-3 5-9-15 4.0-0 3-0.0
5.00 12
2
5x8 MT18HS =
8.00 12 3x4 = 5x6 WS= 3x8 =
5 32 33 6 34 7 35 36 8
37 38
5x8 MT18HS =
Scale = 1:58.8
4x6
6x8
10 6x8
4x8 - 4
3
11
L1__1J 19 18 39 40 17 41 1642
6x8
2x3 II 3x8 = 3x4 = 5x8 MT18HS =
=
18-6-1
15 43 44 14 13 as
2x3 II 3x8 = 2x3 II 5x8 =
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017(rP12014
CSI.
TC 0.61
BC 0.81
WB 0.58
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in (loc) I/deft Ud
0.39 15-17 >963 240
-0.47 15-17 >805 240
0.15 12 n/a n/a
PLATES
MT20
MT18HS
Weight: 184 lb
GRIP
2441190
244/190
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-1-2 oc puffins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 4-3-4 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 6-18,
8-14
OTHERS 2x4 SP No.3
SLIDER Left 2x6 SP No.2 -H 2-6-0, Right 2x6 SP No.2 -H 2-6-0
REACTIONS. (lb/size) 12=2267/0-8-0, 2=243610-8-0
Max Horz 2=190(LC 7)
Max Uplift 12=-1533(LC 8), 2=-1751(LC 8)
Max Grav 12=2453(LC 30), 2=2599(LC 29)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-4057/2484, 4-5=-4070/2607, 5-6— 3451/2284, 6-8=-4752/3142, 8-9=-3484/2326,
9-10=-4109/2658, 10-12=-4179/2658
BOT CHORD 2-19=-2138/3644, 18-19=-2155/3665, 17-18=-2923/4810, 15-17= 2937/4787,
14-15=-2937/4787, 13-14=-2300/3673, 12-13=-2283/3653
WEBS 5-18=-915/1658, 6-18=-1713/1076, 6-17=-61/461, 8-15=-53/459, 8-14=-1693/1055,
9-14=-944/1675,10-14=-342/254
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=31ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
12=1533, 2=1751.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 375 lb down and 394 lb up at
7-0-0, 177 lb down and 164 lb up at 9-0-12, 177 lb down and 164 lb up at 11-0.12, 177 lb down and 164 lb up at 13-0-12, 177 lb
down and 164 lb up at 15-0-12, 177 lb down and 164 lb up at 16-3-4, 177 lb down and 164 lb up at 18-3-4, 177 lb down and 164 lb
up at 20-3-4, and 178 lb down and 164 lb up at 22-3-4, and 375 lb down and 394 lb up at 24-4-0 on top chord, and 381 lb down
and 228 lb up at 7-0-0, 83 lb down and 43 lb up at 9-0-12, 83 lb down and 43 lb up at 11-0-12, 83 lb down and 43 lb up at 13-0-12,
Walter P. Finn PE No.22839
83 lb down and 43 lb up at 15-0-12, 83 lb down and 43 lb up at 16-3-4, 83 lb down and 43 lb up at 18-3-4, 83 lb down and 43 lb up
MiTek USA, Inc. FL Cett6634
at 20-3-4, and 83 lb down and 43 lb up at 22-3-4, and 361 lb down and 228 lb up at 24-3-4 on bottom chord. The design/selection
8904 Parke East Blvd. Tampa FL 33610
of such connection device(s) is the responsibility of others.
Date:
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
September 19,2019
BrEffi'mBrandard
0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev. 10/0312015 BEFORE USE.
Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for on 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek-
prevent
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, seeANSVIPII Quality Criteria. DSB-69 and BC81 Building Component
6904 Parke East Blvd.
Safoty Informatbnavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153506
76294
GRG
Roof Special Girder
1
1
Job Reference (optional)
Gharnbers ITuss, Inc., I -on Fierce, fL ts.;jzu s l+ug za zu is mi i eK muus[nes, rnu. i nu aep r a ! i.Uu.0 cu 1 a raye c
I D:QwelKODY94g2kXcgrhlZxtycSNA-30JD1 ?eMrP_gUHDBkd_N W H?uYZj_Xu2_mFD?NOyc4zY
L04AD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-60,4-5=-60,5-9= 60,9-10=-60,10-12=-60,20-26=-20
Concentrated Loads (lb)
Vert: 5=-165(B).7= 83(B) 9=-165(B) 18=-242(B) 6=-83(B) 17=-70(B) 15=-70(B) 8=-83(B) 14=-242(B) 32=-83(B) 33=-83(B) 36=-83(B) 37=-83(B) 38=-83(B)
39=-70(B) 40=-70(B) 41— 70(B) 42=-70(B) 43=-70(6) 44=-70(B)
0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED mrTEK REFERANCE PAGE11111-7473 rev. 1010312015 BEFORE USE.
'
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII QuaV�r Criteria, DSO-69 and BCSI Building Component
6904 Parke East Blvd.
Safety InfonnaHonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22$14.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
CRIPPEN
T18153507
76294
GRK
Roof Special Girder
1
1
Job Reference (optional)
Lmamoers i russ, inc., ron rrerce, rL o.oLa s AUY L0 Lu , v ,v„ , um ,,,uubtl,.3, .,... , , W
ID:QweIKODY94g2kXcgrhlZxtycSNA-7nRzShgdN1 EXjbNar21
2.6-0 0 7-0-0 13-3.4 19-4-12 25-8-0 29-8-0
2-6.0 3-0-0 4.0-0 6-1-8 6-3-4 4-0-0
5x8 MT1 BHS = 5x8 MT18HS =
8.00 12 2x3 11 5x6 W B = 3x4 =
5 34 35 6 36 377 3839 8 40 41 9
5.00
1
,. , ,.UU.G. .. ray. ,
4x8
6x8
106x8 C
4x8 i 4
3
11
21 20 42 19 43 18 44 45 46 17 47 16 48 15
6x10 = 2x3 II 3x4 = 5x6 WB= 4x10 = 4x5 = 5x6 WB= 3x4 =
14
2x3 11
2-6-0
Scale: 3/16°=1'
3-0-0 7-0-0 13-3-4 ,
19.4-12
25-8.0
29-8.0 32-8-0
3.0-0 4-0.0 6.3-4
6-1-8
6-3.4
4-0-0 3.0-0
Plate Offsets (X Y)-- [2:0-0-1 0-2-15] [5:0-5-12 0-2-0] [7:0-3-0 Edge] [9:0-5-12 0-2-0] [12:0-0-1 0-2-15]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.88
Vert(LL)
0.46 17-18 >851 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.95
Vert(CT)
-0.56 17-18 >703 240
MT18HS 244/190
BCLL 0.0
Rep Stress Incr NO
WB 0.73
Horz(CT)
0.14 12 " n/a n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MS
Weight: 196 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc pudins.
BOT CHORD 2x4 SP M 30
BOT CHORD Rigid ceiling directly applied or 4-1-4 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 5-18,
9-17
OTHERS 2x4 SP No.3
SLIDER Left 2x6 SP No.2 -H 2-6-0, Right 2x6 SP No.2 -H 2-6-0
REACTIONS. (lb/size) 2=2558/0-8-0, 12=2558/0-8-0
Max Harz 2— 196(LC 6)
Max Uplift 2=-1830(LC 8), 12=-1830(LC 8)
Max Grav 2=2739(LC 29), 12=2739(LC 30)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 24= 4303/2626, 4-5=-4330/2756, 5-6=-5250/3434, 6-8— 5250/3434, 8-9=-5251/3436,
9-10=-4329/2755, 10-12=-4305/2627
BOT CHORD 2-21=-2188/3883, 20-21=-2206/3906, 18-20=-2104/3718, 17-18= 3126/5306,
15-17=-2076/3627, 14-15=-2167/3761, 12-14=-2149/3738
WEBS 4-21= 262/232, 5-20=-273/679, 5-18=-126912032, 6-18=-734/657, 8-17=-753/655,
9-17=-1272/2035, 9-15= 272/678, 10-14=-260/231
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; 6=45ft; L=33ft; eave=4ft; 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 MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ° This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Gt=lb)
2=1830, 12=1830.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 375 lb down and 394 lb up at
7-0-0, 177 lb down and 164 lb up at 9-0-12, 177 lb down and 164 lb up at 11-0-12, 177 lb down and 164 lb up at 13-0-12, 177 lb
- down and 164 lb up at 15-0-12, 177 lb down and 164 lb up at 16-4-0, 177 lb down and 164 lb up at 17-7-4, 177 lb down and 164 lb
up at 19-7-4, 177 lb down and 164 lb up at 21-7-4, and 177 lb down and 164 lb up at 23-7-4, and 375 lb down and 394 lb up at
25-8-0 on top chord, and 361 lb down and 228 lb up at 7-0-0, 83 lb down and 43 lb up at 9-0-12, 83 lb down and 43 lb up at
Walter P. Finn PE No.22839
11-0-12, 83 lb down and 43 lb up at 13-0-12, 83 lb down and 43 lb up at 15-0-12, 83 lb down and 43 lb up at 16-4-0, 83 lb down
MiTek USA, Inc. FL Cart 6634
and 43 lb up at 17-7-4, 83 lb down and 43 lb up at 19-7-4, 83 lb down and 43 lb up at 21-7-4, and 83 lb down and 43 lb up at
6904 Parke East Blvd. Tampa FL 33610
23-7-4, and 361 lb down and 228 lb up at 25-7-4 on bottom chord. The design/selection of such connection device(s) is the
Date:
responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
September 19,2019
Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev, f0/03r1015 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
MOW
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, seeANSVTP11 Guallly Criteria, DSB-69 and BCSI Bulding Component
y14.
6904 Parke East Blvd.
Safety Informationovalioble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22
Tampa, FL 33610
Job
Truss
Truss Type
ally
Ply
CRIPPEN
T18153507
76294
GRK
Roof Special Girder
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Fierce, I-L moxu s Aug za zui a rvu i eK inausmes, inc. mu aep ! a r r:uu.cu du! e rage 4
ID:QweIKODY94g2kXcgrhlZxtycSNA-?nRzShgdN1 EXjbNar2Orci4AnMMG?IBHEZi6Svyc4zW
LOAD CASE(S) Standard
1) Dead + Roof Live (balanded): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4— 60,4-5=-60,5-9=-60,9-10=-60,10-13=-60,22-28=-20
Concentrated Loads (lb)
Vert: 5— 165(B) 9=-165(B) 20=-242(B) 18=-70(B) 6=-83(B) 8=-83(B) 17=-70(B) 15=-242(B) 34=-83(B) 35=-83(B) 36=-83(B) 38=-83(B) 39=-83(B) 40= 83(B)
41=-83(B) 42=-70(B) 43=-70(B) 44= 70(B) 45=-70(B) 46=-70(B) 47=-70(B) 48=-70(B)
0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MIP7473 rev. 10/0=015 BEFORE USE.
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional_ temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMIJ Quality Criteria, OSB-69 and BCSI Building Component
e East Blvd.
6904 Parke
Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14.
Tam a, East o
P
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153508
76294
J1
JACK -OPEN
16
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MI I eK Industnes, Inc. I nu Sep 19 11:00:30 2019 rage 1
ID:QwelKODY94g2kXcgrhlZxtycSNA-Tz_Lgi hFBKMOUymPmY48wdO6mslkNrRSDSf_Lyc4zV
-2-6.0 _ 1-0-0
2-6.0 1-0-0
Scale = 1:9.3
Plate Offsets (X Y)-- [2.0-0-12 0-1-12] [5.0-0-0 0-1-12]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.65
Vert(LL) 0.00
5 >999 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.26
Vert(CT) 0.00
5 >999 240
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 -MR
Wind(LL) -0.00
5 >999 240
Weight: 8lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 1-0.0 oc purlins,
BOT CHORD 2x4 SP No.3
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=456/0-8-0, 3=-169/Mechanical, 4=-57/Mechanical
Max Harz 5=115(LC 12)
Max Uplift 5=-560(LC 12), 3=-169(LC 1), 4=-57(LC 1)
Max Grav 5=456(LC 1), 3=243(LC 12), 4=74(1_C 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-382/769
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-6-11 to 0-1-12, Interior(1) 0-1-12 to 0-11-14 zone; porch left
and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) The Fabrication Tolerance at joint 2 = 12%
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb)
5=56013=169.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cori 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI47473 rev. 10/0&2015 BEFORE USE.
°
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
prevent
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, seeANSViPII Cuallhr Cdteda, DSB-89 and SCSI Buldtng Component
6904 Parke East Blvd.
Tampa, FL 33610
Safety Informatlonovailoble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314.
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153509
76294
J3
JACK -OPEN
23
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:30 2019 Page 1
ID:QwelKODY94g2kXcgrhlZxtycSNA-Tz_Lgl hFBKMOLIymPmY48wdQJmojkNrRSDSf_Lyc4zV
-2-6-0 3-0-0
2-6-0
Scale = 1:13.4
Plate Offsets (X Y)--
[5:0-4-14 0-2-81
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
floc)
Udefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.51
Vert(LL)
0.01
4-5
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.55
Vert(CT)
0.01
4-5
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
0.01
3
n/a
n/a
BCDL 10.0
Code FBC2017[TP12014
Matrix -MR
Wind(LL)
-0.01
4-5
>999
240
Weight: 14lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x4 SP No.3
WEBS 2x6 SP No.2 BOT CHORD
REACTIONS. (lb/size) 5=361/0-8-0, 3=27/Mechanical, 4— 4/Mechanical
Max Harz 5=162(LC 12)
Max Uplift 5=-415(LC 12), 3=-39(LC 9), 4=-36(LC 9)
Max Grav 5=361(LC 1), 3=30(LC 17), 4=38(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-303/489
Structural wood sheathing directly applied or 3-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
II;. Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-6-11 to 0-2-12, Interior(1) 0-2-12 to 2-11-4 zone; porch left
and right exposed;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 100 lb uplift at joint(s) 3, 4 except (jt=lb)
5=415.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Data;
September 19,2019
WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
�
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Cual"T Criteria, DSB-89 and SCSI BuII Component
6904 Parke East Blvd.
Safety Infonnationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
CRIPPEN
T18153510
76294
J5
Jack -Open.
19
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 26 2019 MI I ek Industries, Inc. Thu Sep 19 11.00.31 CU iv rays 1
ID:Qwel KODY94g2kXcgrhlZxtycSNA-x9YjtNhtveUFyvXyzT3Jh79a9AALTg5ahtBDW oyc4zU
-2-6-0 3-0-0 5-0-0
2.6-0 3-0-0 2-0-0
Scale = 1:20.1
4x6 11
Plate Offsets (X Y)--
[2.0-0-12 0-1-12] [6.0-0-0 0-1-121
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.64
Vert(LL)
-0.02
5-6
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.40
Vert(CT)
-0.05
5-6
>999
240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT)
0.01
4
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MR
Wind(LL)
-0.04
5-6
>999
240
Weight:21 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 *Except* TOP CHORD
1-3: 2x4 SP M 30
BOT CHORD 2x4 SP No.3 BOT CHORD
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 6=399/0-8-0, 4=107/Mechanical, 5=39/Mechanical
Max Horz 6=233(LC 12)
Max Uplift 6=-320(LC 12), 4=-102(LC 12)
Max Grev 6=399(LC 1). 4=131(LC 17), 5=83(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-6=-343/489
Structural wood sheathing directly applied or 5-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) .Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-6-11 to 0-1-12, Interior(1) 0-1-12 to 4-11-4 zone;C-C for
members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) The Fabrication Tolerance at joint 2 = 4%
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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
6=320, 4=102.
Walter P. Finn PE No.22839
MTek USA, Inc. FL Cent 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
'
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
M!Tek°
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, seeANSIMII Quality Criteria, DSB-89 and BCSI BuBdkrp Component
6904 Parke East Blvd.
Safoty Infomlatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153511
76294
J7
Jack -Open
38
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL a.3zu s Aug z6 zui a rim i ek Industries, inc. Thu Sep i a i i :uu:a I zu ra rage r
ID:Qwel KODY94g2kXcgrhlZxtycSNA-x9rtNhtveUFyvXyzT3Jh79b3AAETgCahtBD W oyc4zU
-2-6.0 3-0-0 7-0.0
2.6.0 3.0-0 4-0.0
Scale = 1:26.5
5x6 11
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.51
Vert(LL)
-0.06
5-6
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.41
Vert(CT)
-0.15
5-6
>550
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.06
Horz(CT)
0.01
4
n/a
n/a
BCDL 10.0
Code FBC2017[TP12014
Matrix -MP
Wind(LL)
-0.16
5-6
>505
240
Weight: 30lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x4 SP M 30
WEBS 2x6 SP No.2 *Except* BOT CHORD
3-6: 2x4 SP No.3
REACTIONS. (lb/size) 7=470/0-8-0, 4=143/Mechanical, 5=90/Mechanical
Max Horz 7=309(LC 12)
Max Uplift 7=-326(LC 12), 4=-142(LC 12), 5=-23(LC 12)
Max Grav 7=470(LC 1), 4=176(LC 17), 5=115(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-7=-333/384
Structural wood sheathing directly applied or oc pudins,
except end verticals. .
Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-2-6-11 to 0-2-12, Interior(1) 0-2-12 to 3-0-0, Exterior(2) 3-0-0
to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb)
7=326,4=142.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MlTek® 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 buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing
MOW
prevent
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, seeANSVIPII Quality Cdlerla, DS9$9 and SCSI Bullding Component
6904 Parke East Blvd.
Tampa, FL 33610
Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 223314.
Job
Truss
Truss Type
City
Ply
CRIPPEN
T18153512
76294
K
Roof Special
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:33 2019 Page 1
ID:QwelKODY94g2kXcgrhlZxtycSNA-uYgU 13j7RFkzCChL4u5nmYFv8_q?xbyt9BhJbgyc4zS
-2.600 3-0.0 8-8-2 16-40 23-11-14 29-8.0 32.8-0 ,
2.6-0 3-0.0 5-8-2 7-7-14 7-7-14 5-8-2 3-0-0
R.
4x6 11
8.00 12
18 1.5
5x6 11
3x4 = 3x6 = 3x4 = 3x4 = 3x6 = 3x4 = 5x6 II
Scale = 1:71.7
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC20177TPI2014
CSI.
TC 0.67
BC 0.51
WB 0.62
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) I/dell Ud
-0.20 15-16 >999 360
-0.33 13-15 >999 240
0.05 12 n/a n/a
0.14 13-15 >999 240
PLATES GRIP
MT20 2441190
Weight: 199lb FT=20
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD Structural wood sheathing directly applied or 3-8-5 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD Rigid ceiling directly applied or 7-1-12 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 7-15, 7-16
SLIDER Left 2x6 SP No.2 -H 2-6-0, Right 2x6 SP No.2 -H 2-6-0
REACTIONS. (lb/size) 12=1299/0-8-0, 2=1468/0-8-0
Max Horz 2=460(LC 11)
Max Uplift 12— 665(LC 12), 2= 882(LC 12)
Max Grav 12=1377(LC 18), 2=1523(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-2632/1093, 4-5=-2925/1299, 5-7=-2138/1107, 7-9=-2139/1136, 9-10=-2929/1517,
10-12= 2636/1252
BOT CHORD 2-18=-897/2279, 16-18=-745/1871, 15-16=-277/1184, 13-15=-758/1766,
12-13=-1040/2282
WEBS 7-15=-464/956,.9-15— 813/564, 9-13=-435/764, 10-13=-480/406, 7-16— 448/956,
5-16=-812/547, 5-18=-244/759, 4-18=-478/290
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=33ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-6-11 to 0-8-8, Interior(1) 0-8-8 to 16-4-0, Exterior(2) 16-4-0
to 19-7-3, Interior(1) 19-7-3 to 32-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
12=665, 2=882.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I1-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
��
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
prevent
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, seeANSUVII GuallIy Cdleda, DSB-89 and BCSI BuOding Component
6904 Parke East Blvd.
Safety Informattonovaliable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153513
76294
KJ3
DIAGONAL HIP GIRDER
2
1
-
Job Reference o tional
Chambers Truss, Inc., Fort Fierce, FL mozu s Hug zo zu 10 rvu r eK rnuusines, urc. r nu aep r a r r :uu:oo cu r a rays r
I D:Qwel KODY94g2kXcgrhlZxtycSNA-uYgUl3j7RFkzCChL4u5nmYFzW_vhxkat9BhJbgyc4zS
.3.6-7 2-1-1 , 4-2-3
3x6 11
ADEQUATE
SUPPORT
REQUIRED.
Scale = 1:15.8
V
0
m
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.39
Vert(LL)
-0.05
4-5
>999
240
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.21
Vert(CT)
0.03
4-5
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.00
Horz(CT)
0.02
1
n/a
n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MR
Weight: 19 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc pudins,
BOT CHORD 2x4 SP M 30 except end verticals.
WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings Mechanical except Qt=length) 5=0-10-15, 1=Mechanical.
(lb) - Max Harz 5=125(LC 8)
Max Uplift All uplift 100 lb or less at joints) 4 except 5=-305(LC 8), 1— 120(LC 24), 3=-103(LC 8)
Max Grav All reactions 250 lb or less at joints) 1, 3, 4 except 5=605(LC 22)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-526/296
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft;' L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MW FRS (directional); porch left and right exposed; 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 100 lb uplift at joint(s) 4 except (jt=lb)
5=305, 1=120, 3=103.
6) Hanger(s) or other connection device(s) shall be provided.sufficient to support concentrated load(s) 322 lb down and 254 lb up at
1-6-1, and 322 lb down and 254 lb up at 1-6-1 on top chord, and 69 lb down and 84 lb up at 1-6-1, and 69 lb down and 84 lb up at
1-6-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
7) 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=-60, 2-3=-60, 4-5=-20
"Concentrated Loads (lb)
Vert: 6=169(F=84, B=84) 7=81(F=41, B=41)
Walter P. Finn PE No.22639
MiTek USA, Inc. FL Cott 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE MIP7473 rev. 1WO302015 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 verity the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
prevent
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, seeANSVIPII Qua] Ny Criteria, DSB.89 and BCSI Building Component
y14.
6904 Parke East Blvd.
Safety Informafbnovailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrlo, VA 22
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153514
76294
KJ5
Diagonal Hip Girder
2
1
-
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 2B 2019 MI 1 eK Industnes, Inc. I nu Sep 19 11:U0:34 2U19 rage 1
ID:QweIKODY94g2kXcgrhlZxtycSNA-MkEsVPkI CZsgpMGXebci Jmn7CNGOgAyONrQt76yc4zR
-3-6.7 2-3.3 4-2-15 5-5-12 i_ 7-0-2
3-6-7 2-3-3 1-11-11 1-2-14 1-6-6
5.66 F12
ADEQUATE 3x6I
SUPPORT
REQUIRED.
Scale = 1:22.1
-3-6-2
2-3.3 ,
4-2-15
7-0-2
3-6-2
2-3-3
1-11-11
2-9-3
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 0.46
Veri
-0.12 8-9
>668
240
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.18
Vert(CT)
-0.12 8-9
>685
180
BCLL 0.0
Rep Stress Incr
NO
WB 0.12
Horz(CT)
-0.11 5
n/a
n/a
BCDL 10.0
Code FBC2017fFP12014
Matrix -MP
Weight: 37 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 except end verticals.
WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
2-9: 2x6 SP No.2
REACTIONS. All bearings Mechanical except Qt=length) 9=0-10-15, 1=Mechanical.
(lb) - Max Horz 9=198(LC 8)
Max Uplift All uplift 100 lb or less at joints) 5 except 9=-408(LC 8), 1=-181(LC 32), 6=-156(LC 8)
Max Grav All reactions 250 lb or less at joints) 1, 5, 6 except 9=807(LC 38)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-9=-712/382, 3-4=-251/161
BOT CHORD 7-8— 253/281
WEBS 4-7=-335/302, 3-8=-123/404
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1Bft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb)
9=406, 1=181, 6=156.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 322 lb down and 254 lb up at
1-6-1, 322 lb down and 254 lb up at 1-6-1, and 112 lb down and 57 lb up at 4-2-15, and 112 lb down and 57 lb up at 4-2-15 on top
chord, and 69 lb down and 84 lb up at 1-6-1, 69 lb down and 84 lb up at 1-6-1, and 6 lb down and 50 lb up at 4-4-0, and 6 lb down
and 50 lb up at 4-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
8) 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=-60, 2-4=-60, 4-5=-60, 6-9=-20
Concentrated Loads (lb)
Vert: 8=28(F=14, B=14) 10=169(F=84, B=84) 11=81(F=41, 131=41)
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 114I7-7473 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 appllcobllity of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
prevent
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, seeANSVFPII Guallly CrBarlo, DSB-89 and BCSI Bull Component
6904 Parke East Blvd.
Tampa, FL 33610
Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22914.
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153515
76294
KJ7
Diagonal Hip Girder
4
1
-
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL o.azu smug zo zu ra rva r erc umusuies, mu. mu oup l u , ,.w.�o aga
I D:QwelKODY94g2kXcgrhlZxtyeSNA-gwoEjkl Nyt_hR W gkCJ7GrzKF?nYvPX9AcVAQfZyc4zQ
3-6-7 2-3-3 4-2-15 6.10-12 9-10-1
3.6-7 2-3-3 1.11-11 2-7-13 2-11-5
Scale = 1:28.2
I9 I
v
0
ADEQUATE
3x6 II
3x4 =
SUPPORT
REQUIRED.
-3-6.3
4-2-15
6-10.12
9-10-1
3-6-3
4-2-15
2-7-13
2-11-5
Plate Offsets (X Y)-- [9:0-4-4 0-1-81
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc) I/dell
Ud
PLATES GRIP
TOLL 20.0
Plate Grip DOL
1.25
TC 0.65
Vert(LL)
-0.18
7-8 >648
240
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.36
Vert(CT)
-0.22
7-8 >520
180
BOLL 0.0 '
Rep Stress lncr
NO
WB 0.51
Horz(CT)
-0.13
5 n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 50 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 9-7-8 oc bracing.
WEBS 2x4 SP No.3 *Except*
2-9: 2x6 SP No.2
REACTIONS. All bearings Mechanical except (jt=length) 1=Mechanical, 9=0-10-15.
(lb) - Max Horz 9=272(LC 8)
Max Uplift All uplift 100 lb or less at joint(s) except 1=-218(LC 32), 5=-177(LC 8), 9= 505(LC 8), 6=-157(LC 8)
Max Grav All reactions 250 lb or less at joints) 1, 5 except 9=1014(LC 38), 6=306(LC 36)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-697/381
BOT CHORD 8-9=-272/48, 7-8=-576/763
WEBS 3-8=-330/854, 4-7=-797/603, 2-9=-936/475
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 218 lb uplift at joint 1, 177 lb uplift at
joint 5, 505 lb uplift at joint 9 and 157 lb uplift at joint 6.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 322 lb down and 254 lb up at
1-6-1, 322 lb down and 254 lb up at 1-6-1, 112 lb down and 57 lb up at 4-2-15, 112 lb down and 57 lb up at 4-2-15, and 160 lb
down and 140 lb up at 7-1-15, and 160 lb down and 140 lb up at 7-1-15 on top chord, and 69 lb down and 84 lb up at 1-6-1, 69 lb
down and 84lb up at 1-6-1, 6 lb down and 50 lb up at 4-4-0, 6 lb down and 50 lb up at 4-4-0, and 49 lb down at 7-1-15, and 49 lb
down at 7-1-15 on bottom chord.'The design/selection of such connection device(s) is the responsibility of others.
8) 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) Walter P. Finn PE No.22839
Vert: 1-4=-60, 4-5=-60, 6-9=-20 MiTek USA, Inc. FL Cott 6634
Concentrated loads (lb) 6904 Parke East Blvd. Tampa FL 33610
Vert: 8=28(F=14, B=14) 10=169(F=84, B=84) 11=-44(F=-22, B=-22) 12=81(F=41, B=41) 13=-23(F=-11, B=-11) Date:
September 19,2019
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MI1-7473 rev. re/03/Y0f5 BEFORE USE.��
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Criteria, DS9-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
CRIPPEN
T16153516
76294
MV2
Valley
2
1
-
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL ts.azu s Aug zo zu i a rvu I eK awusures, rrrc. I nu 0ep IV r 1—.01 Lu , o ayu
I D:Qwel KODY94g2kXcgrhlZxtycSNA-mJw?BQmeUUEPgq_6JkAkwOPk3bJ MtYaT3pfXkRyc4zO
2-0.0
2-0.0
Scale = 1:9.5
3x4
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in floc)
I/deft
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.10
Vert(LL)
n/a
n/a
999
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.04
Vert(CT)
n/a
n/a
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00.
Horz(CT)
-0.00 2
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
Weight: 6 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 1=61/2-0-0, 2=46/2-0-0, 3=15/2-0-0
Max Horz 1=56(LC 12)
Max Uplift 1=-13(LC 12), 2=-55(LC 12)
Max Grav 1=61(LC 1), 2=56(LC 17), 3=30(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1Bft; B=45ft; L=24ft; eave=4ft; Cat.
11; 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) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.0psf 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.
5) Bearing at joint(s) 2 considers parallel to grain value using ANSl/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 1 and 55 lb uplift at
joint 2.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
OFDesign
valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicabllity of design parameters and properly Incorporate this design Into the overall
design. Bracing Indicated is to buckling Individual truss web chord members only. Additional temporary and permanent bracing
MiTek
building prevent of and/or
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
6904 Parke East Blvd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIfrPI1 Qua11N Ciftedo, DSB-89 and BCSI Building Component
Tampa, FL 33610
Safety Informationavailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14.
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153517
76294
MV4
Valley
2
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
8.32U S Aug. 28 2U19 Mr I eK industries, Inc. Thu Sep 1 e 1 1 :UU:36 20 i 9 rage r
ID:Qwel KODY94g2kXcgrhlZxtycSNA-EVTNLmnGFoMG IzZltRhzTcyoO?cic?pcIT04Guyc4zN
4-0.0
4-0.0
3x4 11 2
3x4 ii 3x4 II
Scale = 1:16.2
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.51
Vert(LL)
n/a n/a 999
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.22
Vert(CT)
n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT)
0.00 n/a n/a
BCDL 10.0
Code FBC2017fTP12014
Matrix-P
Weight: 15 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 4-0-0 oc pudins,
BOT CHORD 2x4 SP No.3
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=135/4-0-0, 3=135/4-0-0
Max Horz 1=125(LC 12)
Max Uplift 1=-28(LC 12), 3=-111(LC 12)
Max Grav 1=135(LC 1), 3=159(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 3-10-4 zone;C-C for
members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 1 arid 111 lb uplift at
joint 3.
Walter P. Finn PE No.22639
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
Q WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MffekO connectors. This design Is based only upon parameters shown, and Is for on 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek°
prevent
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
6904 Parke East Blvd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Guallly Cdtoda, DSB-89 and BCSI BuBding Component
Tampa, FL 33610
Safety Inlomlatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153518
76294
MV6
Valley
2
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. I nu Sep 19 11:uu:3t1 2u19 rage 1
I D: Qwel KODY94g2kXcgrhlZxtycS N A-EVTN LmnG FoMG IzZltRhzTcyrL?eHc_ACIT04Guyc4zN
6-0.0
6-0-0
3x4 11 3
5 4
3x4 5,, 2x3 11 3x4 II
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
I
Plate Grip DOL
1.25
TC 0.32
TCDL
10.0
Lumber DOL
1.25
BC 0.12
BCLL
0.0
Rep Stress Incr
YES
WB 0.11
BCDL
10.0
Code FBC2017/TP12014
Matrix-P
DEFL. in (loc) Vdefl Ud
Vert(LL) n/a n/a 999
Vert(CT) n/a n/a 999
Horz(CT) 0.00 n/a n/a
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3 BOT CHORD
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=72/6-0-0, 4=89/6-0-0, 5=269/6-0-0
Max Horz 1=200(LC 12)
Max Uplift 4=-74(LC 12), 5— 222(LC 12)
Max Grav 1=79(LC 18), 4=105(LC 17), 5=317(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2= 288/244
WEBS 2-5=-374/356
Scale = 1:22.9
PLATES GRIP
MT20 244/190
Weight: 26 lb FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 5-10-4 zone;C-C for
members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 4 and 222 lb uplift at
joint 5.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cori 66U
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
Q WARNING - verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE.�
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Infonnationavollable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
CRIPPEN
T18153519
76294
MV8
Valley
2
1
-
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
3x4 �'
2x3 II
8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:39 2019 Page 1
ID:Qwel KODY94g2kXcgrhlZxtycSNA-ii 1 IY6ouO5V7w78V R9CCOpVyOOyrLQ_IX78eoKyc4zM
3x4 Il
3
4 3x4 11
Scale = 1:30.5
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.56
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.23
Vert(CT) n/a n/a 999
BCLL 0.0 *
Rep Stress Incr YES
WB 0.13
Horz(CT) 0.00 n/a n/a
BCDL 10.0
Code FBC2017[TP12014
Matrix-P
Weight: 36 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3 BOT CHORD
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=102/8-0-0, 4=119/8-0-0, 5=369/8-0-0
Max Horz 1=274(LC 12)
Max Uplift 4=-98(LC 12), 5=-304(LC 12)
Max Grav 1=11 O(LC 18), 4=140(LC 17), 5=435(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-369/326
WEBS 2-5=-503/449
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 7-10-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 4 and 304 Ito uplift at
joint 5.
Walter P. Finn PE No.22839
MITek USA, Inc. FL Cott 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
A& WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
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, seeANSUD91 Qua[ lhr Criteria, DSB-69 and SCSI Building Component
Safety Informatlonavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14.
6904 Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153520
76294
MV10
Valley
2
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MITek Industries, Inc. Thu Sep 19 11:00:36 2019 Page 1
I D:Qwel KODY94g2kXcgrhlZxtycSNA-17Mcw4I0jA6Y3gPwmOeVOBtOUBt583?Jr9vzB?yc4zP
10-0-0
10-0-0
3x4 i 5
2x3 11
3x4 11 3
43x4 11
Scale = 1:37.2
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.79
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.43
Vert(CT) n/a n/a 999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.15
Horz(CT) 0.00 4 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-S
Weight: 45 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3 BOT CHORD
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=139/10-0-0, 4=155/10-0-0, 5=456/10-0-0
Max Horz 1=348(LC 12)
Max Uplift 4=-129(LC 12), 5=-375(LC 12)
Max Grav 1=140(LC 18), 4=247(LC 17), 5=588(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-426/386
WEBS 2-5=-601/503
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 9-10-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable. of withstanding 129 lb uplift at joint 4 and 375 lb uplift at
joint 5.
Walter P. Finn PE No.22839
Mi rek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
September 19,2019
0 WARNING - VerW design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MOek® 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
MOW
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, seeANSVIPII Quality Criteria, DSB-69 and BCSI Building Component
6904 Parke East Blvd.
Safety Infonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153521
76294
MV11
Valley
1
1
-i
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
3x4
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
I
Plate Grip DOL
1.25
TC 0.33
TCDL
10.0
Lumber DOL
1.25
BC 0.59
BCLL
0.0
Rep Stress Incr
YES
WB 0.17
BCDL
10.0
Code FBC2017/TP12014
Matrix-S
t1.:12U s Aug 28 20i a Mi I ek Inausirles, Inu. r nu aep iv i i vu[oi cv ra rdyd i
ID:Qwel KODY94g2kXcgrhlZxtycSNA-mJw?BQmeUUEPgq_6JkAkwOPgObAitW vT3pfXkRyc4zO
11-4.5
5 8
2x3 11
4
3x4 11
DEFL. in (loc) Udefl Ud
Vert(LL) n/a n/a 999
Vert(CT) n/a n/a 999
Horz(CT) 0.00 4 n/a n/a
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3 BOT CHORD
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=159/11-4-5, 4=176/11-4-5, 5=523/11-4-5
Max Harz 1=399(LC 12)
Max Uplift 4=-145(LC 12), 5=-432(LC 12)
Max Grav 1=160(LC 18), 4=283(LC 17), 5=699(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-474/440
WEBS 2-5=-687/557
Scale = 1:42.4
PLATES GRIP
MT20 244/190
Weight: 52 lb FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc pudins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 11-2-9 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) " This truss has been designed for a live load of 20.0psf 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, with BCDL = 10.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 4 and 432 Ito uplift at
joint 5.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cott 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
September 19,2019
Q WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE.
"
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
prevent
Is always required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
6904 Parke East Blvd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPl1 Quality Cittoda, DS&69 and BCSI 11110ding Component
Tampa, FL 33610
Safety Infonnatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153522
76294
MVA
Valley
1
1
•
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MITek Industries, Inc. Thu Sep 19 11:00:39 2019 Page 1
I D:Qwe I KO DY94g2kXcgrhlZxtycS NA-i i 11Y6ouO5V 7w78V R9 CCOpVyFOynLQZIX7BeoKyc4zM
B-0-13
8.0-13
3x4 i
2x3 11
3x4 11
3
4 3x4 11
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Vdefl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.56
Vert(LL)
n/a
n/a
999
TCDL 10.0
Lumber DOL
1.25
BC 0.23
Vert(CT)
n/a
n/a
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.13
Horz(CT)
0.00
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3 BOT CHORD
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=103/8-0-13, 4=120/8-0-13, 5=372/8-0-13
Max Harz 1=276(LC 12)
Max Uplift 4=-99(LC 12), 5=-307(LC 12)
Max Grav 1=111(LC 18), 4=141(LC 17), 5=439(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-372/329
WEBS 2-5=-507/453
Scale = 1:30.7
PLATES GRIP
MT20 244/190
Weight: 36 lb FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1Bft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 7-11-1 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 lb uplift at joint 4 and 307 lb uplift at
joint 5.
Walter P. Finn PE No.22639
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03@015 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
prevent
Is always required for stability and 10 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, seeANSViP11 Qua[ Bv Criteria. DSB-69 and BCSI Building Component
6904 Parke East Blvd.
Safety Infarmationovalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 223314.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
CRIPPEN
T18153523
76294
PBA
Piggyback
39
1
-
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 Mi I ek Industries, inc. Thu Sep 1 a rt:uu:4u 2019 rage 1
ID:QwelKODY94g2kXcgrhlZxtycSNA-Bub7mSoWnPdzXHjh?sjRY11 EloJR4vJvmntBKmyc4zL
2-0-0 4-0.0
2-0-0 2-0-0
3x6 = Scale = 1:8.7
3
TOP CHORD UNDER PIGGYBACKS
TO BE LATERALLY BRACED BY
PURLINS AT 2-0-0 OC. MAX.
3x4 = TYPICAL.
3x4 =
c?
0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Udefl
Ud
PLATES GRIP
TCLL I
Plate Grip DOL 1.25
TIC0.07
Vert(LL)
0.00
4
n/r
120
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.14
Vert(CT)
0.00
4
n/r
90
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT)
0.00
4
n/a
n/a
BCDL 10.0
Code FBC2017frPI2014
Matrix-P
Weight: 11 Ito FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 2=130/2-6-14, 4=130/2-6-14
Max Harz 2=49(LC 11)
Max Uplift 2=-88(LC 12), 4=-88(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; 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
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 Ito uplift at joint 2 and 88 lb uplift at
joint 4.
7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
September 19,2019
0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE
"
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
prevent
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
6904 Parke East Blvd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeMSVWII Quality Cdtedo, DSB-89 and SCSI Building Component
Tampa, FL 33610
Safety Informatlonavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Job
Truss
Truss Type
City
Ply
CRIPPEN
T1B153524
76294
PBB
Piggyback
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MI I eK Industries, Inc. I nu Sep 19 1 i:uu:41 zui 9 rage 1
I D:QwelKODY94g2kXcgrhlZxtycSNA-f49VzopBYIg9RItYZEg5EaPVCegpMZ2_RdktCyc4zK
2.0-0 4-0.0
2-0-0 2-0.0
1
3x4 =
3x6 =
3
3x4 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Well
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.07
Vert(LL)
0.00
4
n/r
120
TCDL 10.0
Lumber DOL
1.25
BC 0.14
Vert(CT)
0.00
4
n/r
90
BCLL 0.0 '
Rep Stress ]nor
YES
WB 0.00
Horz(CT)
0.00
4
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD
BOT CHORD 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 2=130/2-6-14, 4=130/2-6-14
Max Horz 2=49(LO11)
Max Uplift 2= 88(LC 12), 4=-88(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Scale = 1:8.7
PLATES GRIP
MT20 244/190
Weight: 11 lb FT = 20%
Structural wood sheathing directly applied or 4-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; 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
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 2 and 88 lb uplift at
joint 4.
7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
m
0
Waiter P. Finn PE No12839
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEK REFERANCE PAGE MX7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Oua1Bv Criteria, DSO-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Informatlonovallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
CRIPPEN
T18153525
76294
SGEA
ROOF SPECIAL STRUCTU
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MI I eK Industries, Inc. Thu Sep 19 i 1;00:42 2019 rage r
I D:Qwel KODY94g2kXcgrhlZxtycSNA-7Hj uB8gnJOthnbt46HIvdS7VfcxBYcpCD5Ml Pfyc4zJ
2-6-0 3-0-0 6-4-0 12-8-0 19.0-0 22-4-0 25.4-0 27-10.0
2-6-0 3.0.0 3.4-0 6-4-0 6-4-0 3-4.0 3.0-0 2-6-0
4x5 =
4x5 3x4 II 6xB = 4x6 = 6xB 3x4 11 4x5
3x8 =
6-4-0
25-4-0
0
Io
Scale = 1:61.0
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017ITP12014
CSI.
TC 0.43
BC 0.38
WB 0.83
Matrix -MS
DEFL. in (loc) Well Ud
Vert(LL) -0.02 14 >999 360
Vert(CT) -0.05 12-14 >999 240
Horz(CT) 0.01 11 n/a n/a
Wind(LL) 0.03 14 >999 240
PLATES GRIP
MT20 244/190
Weight: 193lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOT CHORD 2x6 SP No.2
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3, Right: 2x4 SP No.3
REACTIONS. (lb/size) 2=882/0-8-0, 11=1139/0-8-0, 8=312/0-8-0
Max Harz 2=344(LC 11)
Max Uplift 2=-570(LC 12), 11=-725(LC 12), 8=-398(LC 12)
Max Grav 2=882(LC 1), 11=1139(LC 1), 8=350(LC 22)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1379/540, 3-4=-1233/550, 4-5=-688/356, 5-6=-689/372, 6-7=-172/252
BOT CHORD 2-15= 326/1211, 14-15=-337/1221, 12-14=-237/1018, 11-12=-257/367
WEBS 4-12— 828/471,.5-12=-74/257, 6-12— 228/623, 6-11— 1226/692, 7-11 =-1 57/350,
4-14=-40/314, 3-14=-304/111
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=25ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-6-11 to 0-3-2, Interior(1) 0-3-2 to 12-8-0, Exterior(2) 12-8-0
to 15-8-0, Interior(1) 15-8-0 to 27-10-11 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1.
4) All plates are 2x3 MT20 unless otherwise indicated.
5) Gable studs spaced at 2-0-0 oc.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 570 lb uplift at joint 2, 725 lb uplift at
joint 11 and 398 lb uplift at joint 8.
Walter P. Finn PE No.22839
Mi rok USA, Inc. FL Cott GSU
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MnEK REFERANCE PAGE MII-7473 rev. 10/03,2015 BEFORE USE
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
prevent
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
ParkeEast
6904 Parke East Blvd.
fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSLITPII Quality Cdteda, DSB-89 and SCSI Bugding Component
Tam P a,
Safety Infoationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
mt
Job
Truss
Truss Type
City
Ply
CRIPPEN
T18153526
76294
SGED
Piggyback Base Structural Gable COMMON
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:43 2019 Page 1
I D:QwelKODY94g2kXcgrhlZxtycSNA-bTHGOTrP4K7YOISGg_G8AffgDOECH4rLSk6rx5yc4zl
3-0-0 9.6.0 16.0.0 20-0-0 26-6.0 33.0-0 36.0-0
3-0-0 6.6.0 6-6-0 4-0-0 6.6-0 6-6-0 3.0.0
5.0
19
5x8 =
5x6 =
538 39 640
18 17 16 15 42 14 13 12 11
Scale = 1:66.5
toIC6
4x4 = 3x6 =
3x8 = 3x6 =
4x4 =
4x8 =
4x8 =
3-0-0 9.6-0
16-0-0
20-0-0
26-6-0
_
33-0.0 36-0-0
3.0.0 6.6-0
6.6-0
4-0-0
6-6.0
B. 3-0-0
Plate Offsets (X Y)--
[1:0-0-0 0-1-8] [5:0-6-4 0-2-4] [6:0-4-4 0-2-4]
[10:0-0-0 0-2-31
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Udefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.44
Vert(LL)
-0.11 15-17
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.52
Vert(CT)
-0.24 15-17
>999
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.78
Horz(CT)
0.09 10
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL)
0.15 15
>999
240
Weight: 274lb FT=20%
LUMBER -
TOP CHORD
. 2x4 SP M 30
BOT CHORD
2x4 SP M 30
WEBS
2x4 SP No.3
OTHERS
2x4 SP No.3
SLIDER
Left 2x4 SP No.3 -H 2-6-0, Right 2x4 SP No.3 -H 2-6-0
REACTIONS. (lb/size) 1=1440/Mechanical, 10=1440/Mechanical
Max Horz 1=424(LC 11)
Max Uplift 1=-744(LC 12), 10=-744(LC 12)
Max Grav 1=1481(LC 17), 10=1478(LC 18)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-11-3 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-5 oc bracing.
WEBS 1 Row at midpt 4-15, 5-14, 7-14
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-3=-3101/1673, 3-4— 2490/1350, 4-5=-1958/1174, 5-6=-1708/1085, 6-7=-1959/1174,
7-8=-2489/1349, 8-10=-3102/1673
BOT CHORD 1-18=-145212825, 17-1 8=-1 46212829, 15-17=-917/2086, 14-15=-481/1448,
12-14=-917/1919, 11-12=-146212781, 10-11 =-1 45212776
WEBS 3-17=-887/573, 4-17=-107/432, 4-15=-1020/591, 5-15= 360/768, 5-14=-249/254,
6-14=-382/771, 7-14=-1016/589, 7-12=-105/430, 8-12=-889/574
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=36ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 16-0-0, Exterior(2) 16-0-0 to
19-7-3, Interior(1) 19-7-3 to 20-0-0, Exterior(2) 20-0-0 to 23-7-3, Interior(1) 23-7-3 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1.
4) Provide adequate drainage to prevent water ponding.
5) All plates are 3x4 MT20 unless otherwise indicated.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) ' This truss has been designed for a live load of 20.0psf 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, with BCDL = 10.0psf.
9) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 744 lb uplift at joint 1 and 744 lb uplift
at joint 10.
Walter P. Finn PE No.22639
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 32610
Date:
September 19,2019
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1WO3/2015 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
wt
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Quality Criteria, DSB-69 and BCSI Building Component
6904 Parke East Blvd.
Safety Inlonnatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
CRIPPEN
T18153527
76294
SGEF
Roof Special Structural Gable
1
1
-
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:44 2019 Page 1
ID:OwelKODY94g2kXcgrhlZxtycSNA-3frecpr1 re7POul SEioNjtCnfPc_OW EUgOrPUXyc4zH
-2.600 3-0.0 8-10-0 10-8-0 , 14.8-0 18-8-0 20-6-0 26-4-0 28-10-6
2-6.0 3-0-0 5-10-0 1.10-0 4-0-0 4.0-0 1-10-0 5-10-0
3x4 11
4x5 11
IT
7x8 = 5x6 = 4x8 = 3x6 = 48 = 5x6 = 8x10 =
Scale = 1:69.5
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.65
Vert(LL)
-0.16 11-13 >999 360
MT20 2444190
TCDL 10.0
Lumber DOL
1.25
BC 0.42
Vert(CT)
-0.25 11-13 >999 240
BCLL 0.0
Rep Stress Incr
YES
WB 0.84
Horz(CT)
0.04 9 n/a n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix -MS
Wind(LL)
0.10 13-14 >999 240
Weight: 218 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-11-10 oc pudins,
BOT CHORD 2x4 SP M 30
except end verticals.
WEBS 2x4 SP No.3
*Except*
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
2-15: 2x6 SP
No.2
WEBS
1 Row at micipt 3-13, 5-13, 5-11
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 15=1315/0-8-0, 9=1131/0-3-8
Max Horz 15=404(LC 11)
Max Uplift 15=-813(LC 12), 9=-578(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3= 2369/1015, 3-4=-1804/859, 4-5=-2132/1186, 5-6= 2106/1190, 6-7=-1779/877,
7-8= 2082/1019, 2-15=-1374/982, 8-9=-1295/660
BOT CHORD 14-15=-167/647, 13-14=-945/2211, 11-13— 244/974, 10-11=-947/1971
WEBS 3-14=-299/338, 3-13=-921/446, 4-13=-760/570, 5-13=-669/1212, 5-11=-659/1155,
6-11=-756/569, 7-11=-699/459, 7-10=-429/308, 2-14=-1465/2138, 8-10= 894/1933
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=29ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-6-11 to 0-2-12, Interior(1) 0-2-12 to 3-0-0, Extedor(2) 3-0-0
to 6-0-0, Interior(1) 6-0-0 to 14-8-0, Exterior(2) 14-8-0 to 17-8-0, Interior(1) 17-8-0 to 28-8-10 zone;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1.
4) All plates are 2x3 MT20 unless otherwise indicated.
5) Gable studs spaced at 2-0-0 oc.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 813 lb uplift at joint 15 and 578 Ito uplift
at joint 9.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cent 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MIP7473 rev. 10/032015 BEFORE USE
Design valid for use only with Mtfek® 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 verity the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPlt Qua[ By Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Infomlatlonrovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153528
76294
SGEG
Roof Special Structural Gable
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2U19 MI i ex industries, Inc. Thu Sep i s i 1:00:45 2019 rage 1
ID:QwelKODY94g2kXcgrhlZxtycSNA-XsPOp9sfcxFGe2bfnPJcF.41_XpxTl? Iev2by0_yc4zG
-2-600 3.0-0 9-1-9 15-8-0 22-2-7 28-4-0 31-4-0
2-6-0 3-0-0 6-1-9 6-6-7 6-6-7 6.1-9 3.0-0
4
3x4 11
4x5 11
7x8 = 6x8 = 3x4 = 5x6 = 3x4 = 6x8 =
I9
0
Scale = 1:71.4
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TPI2014
CSI.
TIC 0.51
BC 0.47
WB 0.72
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) I/dell Ud
-0.17 11-13 >999 360
-0.28 10-11 >999 240
0.05 9 n/a n/a
0.14 10-11 >999 240
PLATES GRIP
MT20 244/190
Weight: 239lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc purlins,
BOT CHORD 2x4 SP M 30
except end verticals.
WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
2-15,8-9: 2x6 SP No.2 WEBS
1 Row at micipt 5-11, 5-13
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 15=1410/0-8-0, 9=1227/0-8-0
Max Horz 15=438(LC 11)
Max Uplift 15=-862(LC 12), 9=-628(LC 12)
Max Grav 15=1462(LC 17), 9=1305(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2538/1075, 3-4=-2960/1356, 4-5=-2109/1109, 5-6=-2109/1136, 6-7=-2966/1554,
7-8=-2537/1228, 2-15=-1488/1042, 8-9=-1379/717
BOT CHORD 14-15=-158/550, 13-14=-681/1758, 11-13=-276/1150, 10-11=-691/1638, 9-10=-208/302
WEBS 5-11=-500/993, 6-11=-799/555, 6-10=-551/947, 7-10=-905/601, 5-13=-484/992,
4-13=-798/539, 4-14=-375/941, 3-14=-886/498, 2-14=-1402/2114, 8-10=-887/2040
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=31ft; eave=oft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-6-11 to 0-6-15, Interior(1) 0-6-15 to 3-0-0, Exterior(2) 3-0-0
to 6-1-10, Interior(1) 6-1-10 to 15-8-0, Exterior(2) 15-8-0 to 18-9-10, Interior(1) 18-9-10 to 31-1-4 zone;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1.
4) All plates are 2x3 MT20 unless otherwise indicated.
5) Gable studs spaced at 2-0-0 oc.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 862 lb uplift at joint 15 and 628 lb uplift
at joint 9.
Walter P. Finn, PE No.22839
Mi rek USA, Inc. FL Ced 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 verity 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 temporaryand permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
leria, DSB-69 and SCSI Building Component
fabrication, storage, delivery, erection and bracing of trusses and truss systems, SeeANSVIPII Quality Criteria,
Parke East Blvd.
ParkeEast
Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.33610
Tampa,
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153529
76294
SGEK
Roof Special Structural Gable
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MI I ex industries, Inc. Thu Sep ra 11.00.46 zu ra rage r
I D:Qwel KODY94g2kXcgrhlZxtycSNA-72yOoVtHN FN7FCArL7grol H7hDH7USPnBi KVYQyc4zF
2.6-0 3.0-0 8-8-2 16.4-0 23-11-14 29-8-0 32-8.0 35-2-0
2-6-0 3-0-0 5-8-2 7-7-14 7-7-14 5.8-2 3.0-0 2-6.0
Scale = 1:77.7
3x4 11
4x6 11
8.00 F12
19 18 -- - 1J 1z
7x8 = 6x8 = 3x6 = 3x4 = 3x4 = 3x6 = 6x8 = 7x8 =
LOADING (pst)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017fTPI2014
CSI.
TC 0.68
BC 0.51
WB 0.73
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) Vdefl Ud
-0.21 15-16 >999 360
-0.33 15-16 >999 240
0.05 12 n/a n/a
0.13 16-18 >999 240
PLATES GRIP
MT20 244/190
Weight: 255 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-4 oc purlins,
BOT CHORD 2x4 SP M 30
except end verticals.
WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
2-19,10-12: 2x6 SP No.2 WEBS
1 Row at midpt 6-15, 6-16
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 19=1455/0-8-0, 12=1455/0-8-0
Max Horz 19=-465(LC 10)
Max Uplift 19=-879(LC 12), 12=-879(LC 12)
Max Gram 19=1513(LC 17), 12=1513(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2640/1080, 3-4=-3034/1329, 4-6=-2153/1121, 6-8=-2153/1111, 8-9=-3035/1425,
9-10=-2640/1153, 2-19=-1561/1075, 10-12=-1560/1042
BOT CHORD 18-19=-183/595, 16-18=-653/1919, 15-16=-196/1217, 13-15=-682/1811, 12-13=-35/657
WEBS 6-15— 467/968, 8-15=-829/568, 8-13=-368/858, 9-13=-832/492, 6-16=-455/968,
4-16=-829/556, 4-18=-297/858, 3-18=-831/447, 2-18=-1392/2169, 10-13=-1318/2165
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=9.0psf; h=1Bft; B=45ft; L=33ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-6-11 to 0-8-8, 1nterior(1) 0-8-8 to 3-0-0, Exterior(2) 3-0-0 to
6-3-3, Intedor(1) 6-3-3 to 16-4-0, Extedor(2) 16-4-0 to 19-7-3, Interior(1) 19-7-3 to 29-8-0, Exterior(2) 29-8-0 to 32-11-3, Interior(1)
32-11-3 to 35-2-11 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1.
4) All plates are 2x3 MT20 unless otherwise indicated.
5) Gable studs spaced at 2-0-0 oc.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL=10.Opsf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 879 lb uplift at joint 19 and 879 lb uplift
at joint 12.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 66M
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 11111-7473 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 properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
M!Tek°
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, seeANSVTPl1 Cua1Hy Criteria, D311-69 and BCSI BuOdtng Component
Safety Informatloravailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
6904 Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
CRIPPEN
T18153530
76294
V4
Valley
3
1
`
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 26 2019 MiTek eK Industries, Inc. Thu Sep i 9 n:uu:v/ zu is rage r
I D:Qwel KODY94g2kXcgrhlZxtycSNA-TEW nEruv8ZV_tMl1 vgL4KVgRKdhPD32xNM434syc4zE
2-0-0 4-0.0
2-0-0 2.0-0
. 9x6 =
2
3x4 �i
3x4 �'
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/dell
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.11
Vert(LL)
Na
Na
999.
TCDL 10.0
Lumber DOL
1.25
BC 0.19
Vert(CT)
Na
Na
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
0.00 3
Na
Na
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 1=121/4-0-0, 3=121/4-0-0
Max Harz 1=42(LC 11)
Max Uplift 1=-63(LC 12), 3= 63(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1:9.4
PLATES GRIP
MT20 244/190
Weight: 12 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; 8=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 lb uplift at joint 1 and 63 lb uplift at
joint 3.
Walter P. Finn PE No.22639
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE M/I-7473 rev. f0/0312015 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 buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
prevent of
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
6904 Parke East Blvd.
ParkeEast
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVfPll Qualify CAteAa,.DSB-89 and BCSI Bull Component
Tampa,
Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
P
Job
Truss
Truss Type
City
Ply
CRIPPEN
T78153531
76294
V8
Valley
2
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
4-0.0
8.320 s Aug 28 2019 Mi I ek Industries, Inc. Thu Sep 19 11:00:48 2019 rage r
ID:QweIKODY94g2kXcgrhlZxtycSNA-yQ49RBvXvsdrVW KDTYsJtjMVil OFyW Z4bOpcdlyc4zD
Scale = 1:18.5
4x4 =
4
3x4 �i 2x3 II 3x4
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.52
Vert(LL)
n/a
n/a
999
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.21
Vert(CT)
n/a
n/a
999
BCLL 0.0
Rep Stress Incr YES
WB 0.05
Horz(CT)
0.00 3
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
Weight: 28 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=151/8-0-0, 3=151/8-0-0, 4=261/8-0-0
Max Horz 1=-98(LC 10)
Max Uplift 1=-103(LC 12), 3=-103(LC 12), 4=-84(LC 12)
Max Grav 1=151(LC 1), 3=155(LC 18), 4=261(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1Bft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 4-0-0, Exterior(2) 4-0-0
to 7-0-0, Interior(1) 7-0-0 to 7-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 1, 103 lb uplift at
joint 3 and 84 Ib uplift at joint 4.
Walter P. Finn PE No.22639
MiTek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MIF7473 rev. 101032015 BEFORE USE.
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
M!Tek'
prevent
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
6904 Parke East Blvd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrP11 Quality Criteria, DSB-69 and BCSI Building Component
Tampa, FL 33610
Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T16153532
76294
V12
Valley
2 '
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MITek Industries, Inc. Thu Sep 19 11:uo:4f 2019 rage 1
ID:QweIKODY94g2kXcgrhlZxtycSNA-TEWnEruv8ZV tM11vgL4KVgFedbHD2axNM434syc4zE
6-0.0 12-0-0
6-0-0 6.0-0
3x4 ;,,
4x5 11
2x3 11
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/dell
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.86
Verl
n/a
n/a
999
TCDL 10.0
Lumber DOL
1.25
BC 0.51
Verl
n/a
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WB 0.09
Horz(CT)
0.00 3
n/a
n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix-S
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=215/12-0-0, 3=215/12-0-0, 4=452/12-0-0
Max Harz 1=154(LC 11)
Max Uplift 1=-135(LC 12), 3=-135(LC 12), 4=-187(LC 12)
Max Grav 1=215(LC 1), 3=226(LC 18), 4=452(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-4=-345/240
Scale = 1:25.5
3x4 ��
PLATES GRIP
MT20 244/190
Weight: 43 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=oft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 6-0-0, Exterior(2) 6-0-0
to 9-0-0, Interior(1) 9-0-0 to 11-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Gable requires continuous bottom chord beating.
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 135 lb uplift at joint 1, 135 lb uplift at
joint 3 and 187 lb uplift at joint 4.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
September 19,2019
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
prevent
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, seeANSVTP11 Cuallty Cdt®rla, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Informationovailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153533
76294
VA
VALLEY
1
1
"
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 Mi I ek Industries, Inc. Thu Sep 19 1 i :uu:49 2019 rage 1
I D:QweIKODY94g2kXcgrhlZxtycSNA-QdeXfXvAfAli6gvQOFNYQwvamOGdhuwEggZA91yc4zC
15-0.0 20.8-0
15-0-0 5.8-0
4x5 =
annFi-9
3x4 f,
11 10 9 e 7
2x3 I 3x6 = 2x3 II 3x4 11
Scale: 3/16"=l'
15-0.0
15-0-0
2x3 II
20-8.0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/dell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.95
Vert(LL)
n/a
n/a
999
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC
0.59
Vert(CT)
n/a
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WB
0.36
Horz(CT)
-0.01 7
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-S
Weight: 104 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
BOT CHORD 2x4 SP No.3 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 WEBS 1 Row at micipt 5-8
REACTIONS. All bearings 20-8-0.
(lb) - Max Harz 1=575(LC 11)
Max Uplift All uplift 100 lb or less at joint(s) 1 except 7= 274(LC 12), 9=-274(LC 12), 11=-381(LC 12), 8=-146(LC
9)
Max Grav All reactions 250 lb or less at joint(s) except 7=409(LC 18), 1=329(LC 18), 9=537(LC 17), 11=603(LC
17), 8=633(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-508/465, 2-4=-428/279, 4-5=-404/428, 5-6=-389/394; 6-7=-415/360
WEBS 4-9=-439/336, 2-11=-574/432, 5-8=-405/261
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 15-0-0, Exterior(2)
15-0-0 to 18-0-0, Interior(1) 18-0-0 to 20-6-4 zone; end vertical right exposed;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb)
7=274, 9=274, 11=381, 8=146.
Walter P. Finn PE No.22839
Mi rek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
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, seeANSI/IPIT Cuallty Criteria,,DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Infoanatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
CRIPPEN
T18153534
76294
VB
VALLEY
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 2a 2o19 MITek Industries, inc. Thu Sep l9 i i:uu:au 20i 9 rage i
I D:Qwel KODY94g2kXcgrhlZxtycSNA-QdeXfXvAfAli6gvQOFNYQwva5QHohwkEggZA9kyc4zC
13-9.0 19-5.0
13-9.0 5.8-0
45 =
3x4 i 11 t0 9 8 7
2x3 II 3x6 = 2x3 II 3x4 11
2x3 11
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.92
Vert(LL)
n/a
n/a
999
TCDL 10.0
Lumber DOL
1.25
BC 0.58
Vert(CT)
n/a
n/a
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.24
Horz(CT)
-0.00 7
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-S
Scale = 1:58.3
PLATES GRIP
MT20 244/190
Weight: 97 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
BOT CHORD 2x4 SP No.3 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 5-8
REACTIONS. All bearings 19-5-0.
(lb) - Max Harz 1=517(LC 11)
Max Uplift All uplift 100 lb or less at joint(s) 1 except 7=-265(LC 12), 10=-21 O(LC 12), 11=-374(LC 12),
8=-118(LC 9)
Max Grav All reactions 250 lb or less at joint(s) except 7=405(LC 18), 1=316(LC 18), 10=423(LC 17), 11=583(LC
17), 8=595(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-467/381, 2-4=-388/259, 4-5=-387/409, 5-6= 368/367, 6-7— 402/343
WEBS 4-10=-340/267, 2-11=-560/423, 5-8=-353/217
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 13-9-0, Exterior(2)
13-8-0 to 16-9-0, Interior(1) 16-9-0 to 19-3-4 zone; end vertical right exposed;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of,truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb)
7=265, 10=210, 11=374, 8=118.
Wafter P. Finn PE NoM839
MiTek USA, Inc. FL Cert 66M
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1WO312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1PII QuallBlyy CrMrarla, DSB-69 and BCSI Bullding Component
6904 Parke East Blvd.
Safety mformatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153535
76294
VC
VALLEY
1
1
-
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 201 a Mi i ex inausmes, inc. Thu Sep 19 r r.cc.oc cu i u rage 1
ID:Qwel KODY94g2kXcgrhlZxtycSNA-upCvstwoQUtZkpUcayuny8SmNgd3QLiN3KIjhByc4zB
12-0-0 17-8-0
12-0-0 5-8-0
4x4 =
3x4 i
9 8 5x6 = 7 6
Scale = 1:49.5
2x3 11
12-0-0
12-0-0
2x3 11
17-8.0
5-B-0
3x4 11
Plate Offsets (X Y)--
[8:0-3-0 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
TIC 0.89
Vert(EL)
n/a
n/a
999.
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.57
Vert(CT)
n/a
n/a
999
BCLL 0.0
Rep Stress Incr YES
WB 0.33
Horz(CT)
-0.00 6
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-S
Weight: 84 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins,
4-5: 2x4 SP No.3 except end verticals.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. All bearings 17-8-0.
(lb) - Max Horz 1=435(LC 11)
Max Uplift All uplift 100 lb or less at joint(s) 1, 7 except 6=-254(LC 12), 8=-258(LC 12), 9= 279(LC 12)
Max Grav All reactions 250 lb or less at joint(s) except 1=254(LC 18), 6=399(LC 18), 8=428(LC 17), 9=390(LC
17), 7=568(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-416/322, 2-3=364/250, 3-4=-367/379, 4-5=-341/331, 5-6=-385/321
WEBS 3-8=-406/315, 2-9=-428/336, 4-7=-291/169
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=i60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 12-0-0, Exterior(2)
12-0-0 to 15-0-0, Interior(1) 15-0-0 to 17-6-4 zone; end vertical right exposed;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for alive 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 100 lb uplift at joint(s) 1, 7 except (jt=1b)
6=254, 8=258, 9=279.
Walter P. Finn. PE No.22639
MiTek USA, Inc. FL Cart 6SU
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE:
"
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing
M!Tek"
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, seeANSU711 GualN�yy Cdlerlo, DSB.89 and BCSI Building Component
6904 Parke East Blvd.
Safety Infonnationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153536
76294
VD
VALLEY
1
1
'1
Job Reference (option -at)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:51 2019 rage 1
I D:QweIKODY94g2kXcgrhlZxtycSNA-M?mH4DxQBn?QMz3o8gQOVL_wtE3n9rCW H_2GDdyc4zA
10-0-0 15.8-0
10-0-0 5-8.0
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0 `
BCDL 10.0
3x4 �i
SPACING-
2-0-0
Plate Grip DOL
1.25
Lumber DOL
1.25
Rep Stress Incr
YES
Code FBC20171TP12014
4x4 =
Scale=1:41.6
7 6 12 5
2x3 11 2x3 11 3x4 11
15-8-0 ,
CSI. DEFL. in (loc) I/defl Ud
TC 0.91 Vert(LL) n/a n/a 999
BC 0.16 Vert(CT) n/a n/a 999
WB 0.18 Horz(CT) 0.00 5 n/a n/a
Matrix-S
6
N
PLATES GRIP
MT20 244/190
Weight: 69 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
BOT CHORD 2x4 SP M 30 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 15-8-0.
(lb) - Max Horz 1=341(LC 11)
Max Uplift All uplift 100 lb or less at joints) 6 except 1=-113(LC 12), 5=-249(LC 12), 7=-376(LC 12)
Max Grav All reactions 250 lb or less at joints) except 1=283(LC 18), 5=358(LC 18), 7=592(LC 17), 6=487(LC
17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-358/267, 2-3= 375/371, 3-4=-331/306, 4-5=-385/313
WEBS 2-7=-563/428
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 10-0-0, Exterior(2)
10-0-0 to 13-0-0, Intedor(1) 13-0-0 to 15-6-4 zone; end vertical right exposed;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL=10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except Qt=lb)
1=113, 5=249, 7=376.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
© WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1117473 rev. 10/0"015 BEFORE USE.
`
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSViPII Qualify Criteria, DS9-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
CRIPPEN
T18153537
76294
VE
VALLEY
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
8-0.0
8.32o s Aug 28 2019 MiTek eK Industries, Inc. Thu Sep 19 11:00:52 2019 rage 1
I D:Qwel KODY94g2kXcgrhlZxtycSNA-gCKgHYy2y57Hz7e?iNxF1 ZX6_eQbuJcgW engm4yc4z9
4x4 =
Scale = 1:33.3
1
3x4 5�
7
6
5 3x4 I I
2x3 11
2x3 11
8-0-0
_ 13-8-0
8.0-0
5.8-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.88
Vert(LL)
n/a
nJa
999
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.12
Vert(CT)
n/a
n/a
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.11
Horz(CT)
0.00 5
n/a
n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix-S
Weight: 56lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins,
BOT CHORD 2x4 SP M 30 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 13-8-0.
(lb) - Max Harz 1=248(LC 11)
Max Uplift All uplift 100 lb or less at joint(s) 6 except 1=-106(LC 12), 5=-251(LC 12), 7=-278(LC 12)
Max Grav All reactions 250 lb or less at joint(s) 1 except 5=341(LC 18), 7=406(LC 17), 6=327(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-337/220, 2-3= 391/362, 3-4=-364/309, 4-5=-404/318
WEBS 2-7=-428/339
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 8-0-0, Exterior(2) 8-0-0
to 11-0-0, Interior(1) 11-0-0 to 13-6-4 zone; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads.
5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except Qt=lb)
1=106, 5=251, 7=278.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 66U
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE Mll-7473 rev. 1WO312015 BEFORE USE.
Design valid for use only with IvliTek® 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
prevent
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
6904 Parke East Blvd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPl1 Quality Criteria, DS13-89 and 111101 Buidtng Component
Tampa, FL 33610
Safaty Informationavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Jab
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153538
76294
VF
Valley
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:52 2019 Page 1
ID:QwelKODY94g2kXcgrhlZxtycSNA-gCKgHYy2y57Hz7e7iNxF1 ZXHKeRW ul IgW engm4yc4z9
11-1-8 13-1-8
11-1-8 2.0-0
4x4 =
Scale = 1:46.0
3x4 i
9
8
7
6
2x3 11
2x3 11
2x3 11
3x4 11
11-1-8
13-1-8
11-1-8
2-0.0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc) Udefl
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.16
Vert(LL)
n/a
n/a
999
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.06
Vert(CT)
n/a
n/a
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.19
Horz(CT)
0.00
6 n/a
n/a
BCDL 10.0
Code FBC20171TP12014
Matrix-S
Weight: 71 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD
2x4 SP M 30 'Except- TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
4-5: 2x4 SP No.3
except end verticals.
BOT CHORD
2x4 SP M 30 BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS
2x4 SP No.3
OTHERS
2x4 SP No.3
REACTIONS.
All bearings 13-1-8.
(lb) -
Max Horz 1=327(LC 12)
Max Uplift All uplift 100 lb or less at joint(s) 1, 6, 7 except 8=-248(LC 12), 9=-281(LC 12)
Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 8=404(LC 17), 9=397(LC 17), 7=263(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-374/371
WEBS 3-8=-399/329, 2-9=-438/353
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 11-1-8, Extedor(2)
11-1-8 to 12-11-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = IO.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 7 except
(jt=lb) 8=248, 9=281.
Walter P. Finn PE No.22839
MTek USA, Inc. FL Cott 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M11-7473 rev. 1WO&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
design. Bracing Indicated Is to buckling individual truss and/or chord members only. Additional temporary and permanent bracing
M!Tek'
building prevent of web
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, seeANSVFPlt Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Inloanationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
4 1 1 1
Job
Truss
Truss Type
City
Ply
CRIPPEN
T18153539
76294
VG
Valley
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL t3.32u s Aug 28 201 a MiTek ex mausmes, inc. i nu Sep r d r cuuao cc r d rdyu i
I D:OwelKODY94g2kXcgrhlZxtycSNA-IOt2Vuygj PF7bHDBF5SUam4FN2endlppl lXN I W yc4z8
9-10.8
9-10.8
3x4 i
6
2x3 I
3x6 =
5
3x4 II
Scale =1:41.1
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.91
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.64
Vert(CT) n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.17
Horz(CT) 0.00 5 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-S
Weight: 51 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3 BOT CHORD
OTHERS 2x4SPNo.3 .
REACTIONS. (lb/size) 1=182/11-10-8, 5=198/11-10-8, 6=519/11-10-8
Max Horz 1=280(LC 12)
Max Uplift 5=-101(LC 12), 6=-400(LC 12)
Max Grav 1=182(LC 1), 5=259(LC 17), 6=707(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-260/257
WEBS 2-6=-646/512
Structural wood sheathing directly applied or 2-2-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 9-10-8, Exterior(2)
9-10-8 to 11-8-12 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
5=10116=400.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cent 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1WOX2015 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 buckling individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
prevent of
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, seeANSVIPII Gualtly Criteria, DS9-89 and Best Building Component
6904 Parke East Blvd.
Safaty Informatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
CRIPPEN
T18153540
76294
VGE
Valley
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug zt3 ?019 Mi I eK Industries, Inc. Thu Sep 19 >>:uu:o4 201 a rage 1
I D:Qwel KODY94g2kXcgrhlZxtycSNA-maRQi EzIUiN_D RnNpozj6_ccOR6QMDcz_yGwgyyc4z7
7-2-8 14-5-0
7-2.8 7-2-8
4x4 = Scale = 1:29.5
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
3x4 -i 12 11 10 9 8 3x4 �'
SPACING-
2-0-0
Plate Grip DOL
1.25
Lumber DOL
1.25
Rep Stress Incr
YES
Code FBC2017/TP12014
CSI. DEFL. in (loc) Udefl Lid
TC 0.19 Vert(LL) n/a n/a 999
BC 0.03 Vert(CT) n/a n/a 999.
WB 0.08 Horz(CT) 0.00 7 n/a n/a
Matrix-S
PLATES GRIP
MT20 244/190
Weight: 65 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 14-5-0.
(lb) - Max Horz 1=-188(LC 10)
Max Uplift All uplift 100 lb or less at joint(s) 1, 7 except 11— 117(LC 12), 12=-188(LC 12), 9= 117(LC 12),
8=-188(LC 12)
Max Grav All reactions 250 lb or less atjoint(s) 1, 7, 10, 11, 9 except 12=266(LC 17), 8=266(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-12= 283/254, 6-8=-283/254
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=2ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) 0-5-12 to 3-2-8, Exterior(2) 3-2-8 to 7-2-8, Corner(3) 7-2-8 to
10-2-8, Exterior(2) 10-2-8 to 13-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) All plates are 2x3 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2-0-0 cc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7 except (jt=lb)
11=117, 12=188, 9=117, 8=188.
Walter P. Finn PE No.22839
Mt rek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MIiEKREFERANCE PAGE 111II-7473 rev. 10103/2015 BEFORE USE.
Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek°
prevent
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, seeANSVWII Cuallty Criteria, DS9-09 and BCSI Building Component
6904 Parke East Blvd.
Safety InfonnaWnavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
t r r 0
Job
Truss
Truss Type
City
Ply
CRIPPEN
T18153541
76294
VH
Valley
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:54 2019 Page 1
I D:QweIKODY94g2kXcgrhlZxtycSNA-maRQi Ezl UiN_DRnNpozj6_cVgROaMCnz_yGwgyyc4z7
8-0.0 10-0-0
r B-0-0 0-
3x4 51
2x3 11
3x6 =
5 3x4 11
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/dell
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.61
Vert(LL)
n/a
n/a
999
TCDL 10.0
Lumber DOL
1.25
BC 0.41
Vert(CT)
n/a
n/a
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.13
Horz(CT)
0.00 5
n/a
n/a
BCDL 10.0
Code FBC2017fTP12014
Matrix-S
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3 BOT CHORD
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=154/10-0-0, 5=169/10-0-0, 6=427/10-0-0
Max Harz 1=21 O(LC 12)
Max Uplift 5=-82(LC 12), 6=-320(LC 12)
Max Grav 1=154(LC 1), 5=219(LC 18), 6=547(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-6— 527/433
Scale = 1:33.3
PLATES GRIP
MT20 244/190
Weight: 42 lb FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1Bft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 8-0-0, Exterior(2) 8-0-0
to 9-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb)
6=320.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cott 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mrTEK REFERANCE PAGE 11111--7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MIT&O 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek°
prevent
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, seeANSVrPll Quality Criteria, DSB49 and BCSI Building Component
6904 Parke East Blvd.
Tampa, FL 33610
Safety Infonnatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Job
Truss
Truss Type
City
Ply
CRIPPEN
T18153542
76294
VK
Valley
1
1
-
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 19 11:00:55 2019 rage 1
I D:OwelKODY94g2kXcgrhlZxtycSNA-En?ova_wF0 W rrbMaN W UyfB9khrPo5gS6CcOUMOyc4z6
6.0.0
6.0-0
Scale = 1:26.4
3x6 =
53x4 I 3x4 i 2x3 II
8-0-0
B-0-0
Plate Offsets (X,Y)-- [3:0-3-0,Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.34
Vert(I-Q n/a n/a 999
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.22
Vert(CT) n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.10
Horz(CT) 0.00 5 n/a n/a
BCDL 10.0
Code FBC2017[TP12014
Matrix-S
Weight: 32 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3 BOT CHORD
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=123/8-0-0, 5=138/8-0-0, 6=328/8-0-0
Max Horz 1=136(LC 12)
Max Uplift 1=-B(LC 12), 5=-64(LC 12), 6=-233(LC 12)
Max Grav 1=126(LC 18), 5=138(LC 1), 6=382(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-6=-393/340
Structural wood sheathing directly applied or 6-0-0 oc pudins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 6-0-0, Exterior(2) 6-0-0
to 7-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb)
6=233.
Walter P. Finn, PE No.22839
MiTek USA, Inc. FL Cent 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEKREFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE.
"
Design valid for use only with MRekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMII Cua1Hy Crilarla, DSB-69 and SCSI Building Component
6904 Parke East Blvd.
SafNy Infonnationovaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
CRIPPEN
T18153543
76294
VL
Valley
1
i
-
Job Reference (optional)
cnamoers I russ, inc., ron rlerce, rL rue ,— .,._. I - -1 .. __._ .
I D:QweIKODY94g2kXcgrhlZxtycSNA-jzZA7w?ZOKeiSkxmxD?BCPisXFmugBZG RGI1 vryc4z5
4-0-0 6--0
4-0.0 2 0-0-0
Scale = 1:18.6
4x4 =
2
5
4
3x4
2x3 II
3x4 11
4-0.0
6-0-0
4-0.0
2-0-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.53
Vert(LL) n/a
n/a 999
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.16
Vert(CT) n/a
n/a 999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.05
Horz(CT) 0.00
n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
Weight: 23 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc puriins,
BOT CHORD 2x4 SP No.3
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=134/6-0-0, 4=62/6-0-0, 5=234/6-0-0
Max Horz 1_ 77(LC 10)
Max Uplift 1=-77(LC 12), 4=-65(LC 12), 5=-BO(LC 12)
Max Grav 1=134(LC 1), 4=75(LC 18), 5=255(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 4-0-0, Exterior(2) 4-0-0
to 5-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 5.
Walter P. Finn PE No.22639
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 19,2019
0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
�-
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek-
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Quality Criteria. DS11$9 and BCSI Bu6dtnp Component
6904 Parke East Blvd.
Safety Infonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
P
Symbols
PLATE LOCATION AND ORIENTATION
3�4 Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
For 4 x 2 orientation, locate
plates 0-1/0 from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20/20
software or upon request.
PLATE SIZE
The first dimension is the plate
4 x 4 width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T or I bracing
if indicated.
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.
Numbering System
6-4-8 dimensions shown In ft-in-sixteenths
(Drawings not to scale)
2
TOP CHORDS
5
JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
PRODUCT CODE APPROVALS
]CC -ES Reports:
ESR-1311, ESR-1352, ESR1988
ER-3907, ESR-2362, ESR-1397, ESR-3282
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber values
established by others.
© 2012 MiTek® All Rights Reserved
MiTek'
MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015
A General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See BCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, Individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSI/TPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire -retardant, preservative treated, or green lumber.
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
In all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16. Do not cut or 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.