Press Alt + R to read the document text or Alt + P to download or print.
This document contains no pages.
HomeMy WebLinkAboutTruss=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. po
DON'T LIFT TRUSSES
WITH SPANS LONGER THAN
30' BY THE PEAK.
CONSULT BCSI
30' Sp nor less
60 degrees
T
or less
9 �-- 112 span —� a Ilne f pprax 213 to
la line approx. T 9 tl2 of Span.
REFER TO SCSI REFER TO SCSI
Truss must be set this way If crane is used. Truss must be set this way if crane is used
Tmea is an example, your truss may not match. Truss is an example, your truss may not match.
Insist creme operator sets truss this way. Insist crane operator sets truss this way.
All load bearing walls, headers,
beams, & lintels must be in place
at indicated height before trusses
INare installed. j
_y waste
AIR HANDLER NOTE
Unless noted elsewhere on this layout, these trusses are not
designed for air handlers in the roof or for any other A/C
requirements. This may be in conflict with building code and A/C
Design requirements. Consult with Building Department and A/C
Contractor.
Z T-S WAR ING
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.
REPRESENTS THE LEFT SIDE OF
EACH TRUSS DRAWING
SEAT PLATES BY CHAMBERS TRUSS
sJ REPRESENTS A HANGER
HANGER SCHEDULE
USE HUS26 FOR 2X4, SUH46 FOR 4X2 EXCEPT AS SHOWN
CARRIED
TRUSS
CARRYING
TRUSS
HANGER ID
FASTENER FOR
CARRIED TRUSS
FASTENER FOR
CARRYING TRUSS
RA5
RA
HD26-2
12)-
18 -16D
GRB5
GRB
THD26-2
12 -1 OD
18 -16D
GRG
GRF
THD26-2
(12)-10 D
18 -16D
Please refer to Standard Engineering package for general instuction on installing hangers
10d=0.148" x 3" 16d=0.162" x 3 1/2"
Hatch Legend
AALINGG
T 9'-10T '-10"
CEILING
AT 11'-8"
V///] INDICATES
VOLUME
CEILING
FA LOAD
BEARING
AT 9'-0"
LOAD
V—A BEARING
AT 11'-0"
LOAD
RA BEARING
AT 13'-0"
As
as as
ARE BY OTHERS.
0 UNDER FRAME CEILINGS AS NEEDED.
jRNS ARE BY BUILDER IF .. ■
IGHTS ADJUSTED FOR ENGINEERING PURPOSES.
HIP `"RR'ER`°`A"°Aa °'ME"R'°RE°°"Jk°°' ZFABRICATION
AGREEMENT
TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED'I
I
The undersigned acknowledges and agrees:
pm
.2NET
1. Trusses will be made in strict accordance with this truss placement diagram layout, which is the sole authority for
BEVELED
BEE STANDARD a
determining successful fabrication of the trusses.
ENGINEERING . op.>
2. All dimensions in this layout have been verified by the undersigned. I
A8€
3. Unless written notice is provided by certified mail to Chambers Truss vdthin ten (10) days of delivery the,
undersigned agrees that no backcharges will be allowed. In the event such written notice is furnished Chambers Truss
'$hall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option...
After 10 days of delivery remedy will be according to Florida statute 558.
4. The undersigned acknowledges receipt of "SCSI" summary sheet by TPI & WTCA.
5. Delivery is to job site. It is the buyer's responsibility to make the job site suitable for delivery. Chambers Truss has!
the sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will'..
be responsible for dump delivery only. The buyer is responsible for additional delivery expenses if Chambers Truss has
to redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is
24'D.c TKRu
CORNER JACI
responsible to Chambers Truss for towing costs due to site conditions.
_a, _
1 I'll
6. Price as shown in paragraph 7 below is subject to change if any changes are made in this layout. A $50 per hour:
CORNER DETAIL
fee for revisions may be charged by Chambers Truss.
7, This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no agreement a reasonable price.
ow£RNANmBNOT SHOWN FOR ..III !
invoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled dale of.
_.,..._..__.____._.
delivery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss 'i
reasonable attorneys fee for collections in event of payment not timely made. 1-112 %s per month service charge will be
UNSUPPORTED JACK CONNECTION DETAIL
added for all sums not paid within terms.
MTata Was Pr MTT lOvx TM Chl and LLMpr BlAntl Ch...h l°lx la-
ua Y nail In Caalar laW: T In Hip canner
8. Signature or initials an g
g anywhere on this sheet constitutes agreement to all terms herein.
°oude°t.,I°'s Nsa,
9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees I,
payment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and tlle'I
undersigned agrees to pay such indebtedness including attorneys fees, if default in payment for material be made by the
CARRIED JACK HIP ARRIER
recipient,
10. In the event of any litigation concerning this agreement, the items furnished hereunder or payments referred to'I
herein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida.
11. Design responsibilities are per Mational Standard And Recommended Guidelines On Responsibilities For
Construction Using Metal Plate Connected Wood Trusses ANSIITPIM/TCA 4 - 20D2tl1
5'
12. Warranty is per Chambers Truss Warranty attached.
III" Wall "JIYall
a ns a strip.n a n as ehl
Its 11"Tatl VIA waY
DATED
SIGNED
FOR 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
PLUMB CUT END
2X4 TOP CHORD
WALL HEIGHT 9'-0"
END DETAIL: MASTER BED 512
4-01 X [
PLUMB CUT END
2X4 TOP CHORD 12
WALL HEIGHT I T-0" 5 r
END DETAIL: DINING
4-01:r
1
j-06-001.2-02-00
n
r '
Temporary and permanent bracing are required and can save life and property
and is the responsibility of the truss erector.
Study the contents of the information packet included on delivery before '
setting trusses.
Trusses must be 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
rr1iTEK VERSIDFf7:4.t;431LOA-- "
PER CODE ESIGNSUCHSSBCCRITERIA REDUCIBLE
' PER CODE SUCH AS SBC 1609.61
DESIGN CRITERIA
County
ST. LUCIE
Building Department
ST. LUCIE COUNTY
Wind Design Criteria
ASCE 7-16
Wind Design Method
MWFRS(DirectionaplC-C hybrid Wind ASCE 7-16
Roofing Material
Shingle or Shake
Loading in PSF
Roof R.D.L.
Floor'
Top Chord Live
20
0
Top Chord Dead
7 4,2
0
Bottom Chord Live
*10-Non Conccurent
0
Bottom Chord Dead
10 3
0
Total Load
47 7.2
0
Duration Factor
1.25
0
Wind Speed
160mph
Top Chord C.B.
Sheathing by builder
Bottom Chord C.B.
Sheathing by builder
Highest Mean Height
17'
Building Type
Enclosed
Building Category
II: Non Restrictive
Exposure Category
C>Open Terrain with scattered obstructions
Miles from Ocean
5
Conforms to Florida Building Code 2020
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
PLUMB CUT END 12
2X4 TOP CHORD 5 r
WALL HEIGHT VARIES
END DETAIL: TYPICAL
4-01
1
ulding Designer and(or Engineer of Record
Chambers Truss Inc. Drawing Name: 77363
SCALE: 3/16" = 1 r-011
193 total trusses, 78 unique designs
Designer: RLC Reviewed by: RLC
Date: 03/22/21 REVISED 06/08/21
FOR
RON RAYMOND
DESCRIPTION:
FOLEY RESIDENCE
Page 1 of 1 CUSTOMER INITIALS EACH PAGE
MiTek°
RE: 77363 - FOLEY
Site Information:
Customer Info: Ron Raymond
Lot/Block: .
Address: Unknown, .
City: St Lucie County
Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
Project Name: Roley Model:
Subdivision: .
State: FL
MiTek USA, Inc.
6904 Parke East Blvd.
Tampa, FL 33610-4115
Name. Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City: State:
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4
Wind Code: ASCE 7-16 Wind Speed: 160 mph
Roof Load: 37.0 psf Floor Load: N/A psf
This package includes 78 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
T24259953
A
6/9/21
15
T24259967
C
.6/9/21
2
T24259954
Al
6/9/21
16
T24259968
C1
6/9/21
3
T24259955
A2
6/9/21
17
T24259969
C2
6/9/21
4
T24259956
A3
6/9/21
18
T24259970
C3
6/9/21
5
T24259957
A4
6/9/21
19
T24259971
D
6/9/21
6
T24259958
A5
6/9/21
20
T24259972
D1
6/9/21
7
T24259959
ATG
6/9/21
21
T24259973
D2
6/9/21
8
T24259960
ATK
6/9/21
22
T24259974
D3
6/9/21
9
T24259961
B
6/9/21
23
T24259975
D4
6/9/21
10
T24259962
B1
6/9/21
24
T24259976
D5
6/9/21
11
T24259963
B2
6/9/21
25
T24259977
G
6/9/21
12
T24259964
B3
6/9/21
26
T24259978
G1
6/9/21
13
T24259965
B4
6/9/21
27
T24259979
G2
6/9/21
14
T24259966
B5
6/9/21
28
T24259980
G3
6/9/21
This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature.
Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies
The truss drawing(s) referenced above have been prepared by
MiTek USA, Inc. under my direct supervision based on the parameters
provided by Chambers Truss.
Truss Design Engineer's Name: ORegan, Philip
My license renewal date for the state of Florida is February 28, 2023.
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs comply with ANSI/TPI 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
given to MiTek or TRENCO. Any project specific information included is for MiTek's or
TRENCO's customers file reference purpose only, and was not taken into account in the
preparation of these designs. MiTek or TRENCO has not independently verified the
applicability of the design parameters or the designs for any particular building. Before use,
the building designer should verify applicability of design parameters and properly
incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2.
♦♦♦♦ ��P J. O
No 58126
:rc=
0. STATE OF :14/
Philip J. O'Regan PE Ne.58126
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
OReganJKa o
g , P ,. k
�,
c
L� �. .J
MiTek°
RE: 77363 - FOLEY
Site Information:
Customer Info: Ron Raymond
Lot/Block: .
Address: Unknown, .
City: St Lucie County
Project Name: Roley Model:
Subdivision: .
No. Seal# Truss Name Date
29
T24259981
G4
6/9/21
30
T24259982
G5
6/9/21
31
T24259983
G6
6/9/21
32
T24259984
GR3
6/9/21
33
T24259985
GR5
6/9/21
34
T24259986
GRA
6/9/21
35
T24259987
GRA5
6/9/21
36
T24259988
GRB
6/9/21
37
T24259989
GRB5
6/9/21
38
T24259990
GRC
6/9/21
39
T24259991
GRC1
6/9/21
40
T24259992
GRID
6/9/21
41
T24259993
GRF
6/9/21
42
T24259994
GRG
6/9/21
43
T24259995
GRH
6/9/21
44
T24259996
GRK
6/9/21
45
T24259997
GRK1
6/9/21
46
T24259998
GIRL
6/9/21
47
T24259999
GRW
6/9/21
48
T24260000
GRY
6/9/21
49
T24260001
H
6/9/21
50
T24260002
J 1
6/9/21
51
T24260003
AA A
6/9/21
52
T24260004
J3
6/9/21
53
T24260005
J3A
6/9/21
54
T24260006
J5
6/9/21
55
T24260007
J5B
6/9/21
56
T24260008
J5C
6/9/21
57
T24260009
J51D
6/9/21
58
T24260010
J5P
6/9/21
59
T24260011
J7
6/9/21
60
T24260012
JB3
6/9/21
61
T24260013
JC5
6/9/21
62
T24260014
JC7
6/9/21
63
T24260015
J U 1
6/9121
64
T24260016
K
6/9/21
65
T24260017
K1
6/9/21
66
T24260018
K2
6/9/21
67
T24260019
KJ3
6/9/21
68
T24260020
KJ5
6/9/21
69
T24260021
KJ7
6/9/21
70
T24260022
KJA5
6/9/21
71
T24260023
KJC7
6/9/21
72
T24260024
MV2
6/9/21
73
T24260025
MV4
6/9/21
74
T24260026
MV6
6/9/21
75
T24260027
MV8
619/21
76
T24260028
MV10
6/9/21
77
T24260029
MV12
619121
78
T24260030
V4
6/9/21
State: FL
2 of 2
MiTek USA, Inc.
6904 Parke East Blvd.
Tampa, FL 33610-4115
Job
Truss
Truss Type
City
Ply
FOLEY
T24259953
77363
A
ROOF SPECIAL
1
1
Job Reference (optional)
• •----•, •-• , - •-�- my 14 cvc 1 IVII I eR 111U1 Li e5, n1G. I ue Jun O UU.UU'UD /UZ I rage -1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-FN P78FW WvpgSlyl TtER4tout82mHi9LmiaMhDKz8OLy
16 7-1-8 16%!-4 19-7-8 27-5-6 33-1-0 3711 42-0-0 49-0-0 0-6
-0 0 6-5-12 6 0 4 7-9-14 5-7-10 4-5-8 4-5 8 7-0-0 6 0
Scale = 1:91.1
5.00 12 5x6 = '
3x4 I I 6
3x6 i
2g 30 5x6 = 3x5 =
5x12
4 5 7 8
3x5 =
11
3x5 i
3 1
1"34
18
N
28 5x8 = 17
12 1� �
`V 19 3x5 zz
o
2 5xB 16
1514 36 37 IN
d 5x
35 8 =
3.00 12
5x8 = 4x5 =
21 20
3x4 II
4x5 = 3x5 = 4x6 II
7-1-8 13-0.0 1a-7,-4 234-8 27-5.6 33-1-0
42-0-0 43-0�0 49-0-0
' 7-11 5-10-8 0'-713 9-9-0 4-0-14 5-7-10
8.11-0 6-0-0
Plate Offsets (X,Y)— [10:0-9-8,0-2-12] [15:0-1-8,0-3-4] [16:0-5-4,0-2-8],[19:0-2-4 0-3-4] [20:Ed a 0-3-8]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udefl
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.46
Vert(LL) -0.29 18-19 >999
360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.79
Vert(CT) -0.61 18-19 >563
240
BCLL 0.0
Rep Stress Incr YES
WB 0.89
Horz(CT) 0.07 15 n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL) 0.22 21-24 >727
240
Weight: 253 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood
sheathing directly applied or 5-8-12 oc purlins.
BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 3-7-2 oc bracing.
5-20: 2x4 SP No.3 WEBS 1 Row at midpt
6-19
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 20=0-7-4, 12=0-8-0, 15=0-8-0, 14=0-8-0
Max Horz 2=-308(LC 10)
Max Uplift 2=-439(LC 12), 20=1355(LC 12), 12=389(LC 17), 15=-965(LC 12), 14=-818(LC 17)
Max Grav 2=359(LC 21), 20=1947(LC 1), 15=2478(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-183/801, 3-5=1051/1542, 5-6=-869/1529, 6-7=-776/266, 7-8=-1548/1021,
8-9=-520/506,9-10=-766/1595,10-11=-668/1602,11-12=741/1485
BOT CHORD 2-21=-739/129, 19-20=-1904/1775, 5-19=-414/427, 18-19=-163/351, 17-18=-838/1659,
16-17=-241/516, 15-16=-413/243, 14-15=-1321/809, 12-14=-1302/803
WEBS 3-21=-600/359,19-21=-706/167,3-19=-1116/1869,6-19=-1888/1222,6-18=286/948,
7-18=-984/950, 7-17=-514/351, 8-17=-598/1106,8-16=577/393,9-16=-556/1074,
9-15=-1470/1012, 10-15=-587/163, 11-14=-198/573, 11-15=-960/935
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 3-4-13, Interior(1) 3-4-13 to 19-7-8, Exterior(2R)
19-7-8 to 24-6-5, Interior(1) 24-6-5 to 42-0-0, Exterior(2R) 42-0-0 to 46-10-13, Interior(1) 46-10-13 to 50-6-0 zone; porch left and right
This item has been
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
electronically signed and
to the use of this truss component.
sealed by ORegan, Philip, PE
4) Provide adequate drainage to prevent water ponding.
using a �191ta1 Signature.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This
Printed copies of 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,
document are not Considered
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
signed and sealed and the
2=439, 20=1355, 12=389, 15=965,14=818.
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No,68126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33010
Date:
June 9,2021
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not ■".�y�itipj
a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek+
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259954
77363
Al
ROOF SPECIAL
1
1
Job Reference (optional)
"• •"•••"�•" • •" "• • �, - ��� , o.40u b IVIdy IZ LUL I IVII I eK InuuS[rleb, Inc. t ue Jun o Uy:vy:ut zuzi rage 1
ID:NRwBsubNlflvWHZitmA3hgzYRCF-CIXuZxXnRQ4A_GAr eUYyDzE3sSTA2L29uroHDz80Lw
1.6 7-1 8 13-7 4 19-7.8 25.5.6 33.1-0 40-0-0 42-8-0 4-2- 49-0-0 0-6
-0 0 7-1 8 6-5-12 6-0-0 5-9-14 7-7-10 6_ 1_
2 8 0 1i 2 4-9-14 6 0
Scale = 1:91.1
5.00 12
5x6 =
6
29
3x4 11
3x6 i
5x6 =
3xB =
5x6 =
5 28
7
8
3x5
4
10
3x5 i
0 1
32
3
33
17
a
27
5x8 = 16
11
w rb
18
3x5 Z
1
o
1 2 5x8
ai
15
14 13 35 36
Ic�S
34
3.00 12
5x6 =
4x8 = 3x6 II 45 =
20 19
3x5 = 4x6 II
45 =
-0 40-M , 42-8-0
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020fTP12014
CSI.
TC 0.44
BC 0.81
WB 0.92
Matrix -MS
DEFL. in (loc) Vdefi Lid
Vert(LL) -0.29 17-18 >999 360
Vert(CT) -0.61 17-18 >576 240
Horz(CT) 0.09 13 n/a n/a
Wlnd(LL) 0.22 20-23 >727 240
PLATES GRIP
MT20 244/190
Weight: 254 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
Structural wood sheathing directly applied or 5-2-12 oc purlins.
BOT CHORD 2x4 SP M 30 `Except* BOT CHORD
Rigid ceiling directly applied or 3-5-6 oc bracing.
5-19: 2x4 SP No.3 WEBS
1 Row at midpt 6-18, 8-14
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 19=0-7-4, 11=0-8-0, 13=0-8-0
Max Horz 2=-308(LC 10)
Max Uplift 2=-429(LC 12), 19=1414(LC 12), 11=346(LC 17), 13=-1019(LC 12)
Max Grav 2=342(LC 21), 19=2082(LC 1), 13=1736(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-140/771, 3-5=1099/1669, 5-6=900/1647, 6-7=-1115/565, 7-8=-1621/974,
10-11=-521/1265
BOT CHORD 2-20=-764/90, 18-19=-2039/1846, 5-18=-422/443, 17-18=-137/334, 16-17=-714/1703,
15-16=-455/891, 14-15=-442/850, 13-14=-1103/607, 11-13=-1103/607
WEBS 3-20=-609/378, 18-20=-733/127, 3-18=1155/1880, 6-18=2090/1295, 6-17=617/1378,
7-17=-B16/685, 7-16=-309/194, 8-16=312/801, 8-14=-1178/764, 10-14=-542/1293,
10-13=-1582/934
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 3-4-13, Interior(1) 3-4-13 to 19-7-8, Exterior(2R)
19-7-8 to 24-6-5, Interior(1) 24-6-5 to 40-0-0, Exterior(2R) 40-0-0 to 44-10-13, Interior(1) 44-10-13 to 50-6-0 zone; porch left and right
This item has been
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
electronically signed and
to the use of this truss component.
Sealed by ORegan, Philip, PE
4) Provide adequate drainage to prevent water ponding.
Using a Digital Signature.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
'
Printed copies of this
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.
document are not Considered
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
signed and sealed and the
2=429, 19=1414, 11=346, 13=1019.
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.58126
MITek USA, Inc. FL Can 6634
6804 Parke East Blvd. Tampa FL 33010
Date:
June 9,2021
®WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, note
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall nn /�� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVI ITek�
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259955
77363
A2
ROOF SPECIAL
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:08 2021 Page 1
ID: NRwBsubN IflvWHZitmA3hgzYRCF-gy5Gm HYPBkC 1 cQll YM?nVQ WPIGoIvWhCOYaLgfz8OLv
1 6- 7-1 8 13-7 4 19-7 8 23-5-6 28-3-3 3%1-0 38-0-0 42-8-0 4 -2 49-0-0 0-6-
-6-0 7-1-8 6-5-12 6-0-4 3-9-14 4-9-13 4-9-13 4-11-0 4-8% 0-6-2 5- -;4 -6-0
Scale = 1:91.1
6
4x5 =
5.00 12 5x6 =
5x6 = 3.4 II 5„a =
31 20 19 3.00112 4x5 =
3x5 = 4x6 11
33-1-0 38-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.40
Vert(LL)
-0.29 16-17 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.80
Vert(CT)
-0.61 16-17 >577 240
BCLL 0.0
Rep Stress Incr
YES
WB 0.85
Horz(CT)
0.08 14 n/a n/a
BCDL 10.0
Code FBC2020rrP12014
Matrix -MS
Wind(ILL)
0.22 20-23 >723 240
Weight: 261 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 5-9-9 oc purlins.
BOT CHORD 2x4 SP M 30
`Except'
BOT CHORD
Rigid ceiling directly applied or 3-7-0 oc bracing.
5-19: 2x4 SP
No.3
WEBS
1 Row at midpt 6-18
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 19=0-7-4, 12=0-8-0, 14=0-8-0
Max Horz 2=-308(LC 10)
Max Uplift 2=-460(LC 12), 19=-1383(LC 12), 12=297(LC 10), 14=-954(LC 12)
Max Grav 2=376(LC 21), 19=2012(LC 1). 14=1619(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-225/857, 3-5=-982/1407, 5-6=-775/1382, 6-7=-1572/881, 7-8=-1447/788,
8-9=-838/738,9-10=-846/748,10-11=425/411,11-12=342/951
BOT CHORD 2-20=-735/168, 18-19=-1968/1826, 5-18=-422/449, 17-18=-34/304, 16-17=-600/1295,
15-16=-53/317,14-15=-812/451,12-14=-812/451
WEBS 3-20=-581/341, 18-20=-696/204, 3-18=-1068/1816, 6-18=-2004/1233, 6-17=-860/1754,
7-17=-791/516, 8-17=0/291, 8-16=-549/284, 9-16=-278/318, 10-16=-479/740,
10-15=-576/399, 11-15=-584/1302, 11-14=-1451/940
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterjor(2E) -1-6-0 to 3-4-13, Interior(1) 3-4-13 to 19-7-8, Exterior(2E)
19-7-8 to 23-5-6, Interior(1) 23-5-6 to 38-0-0, Exterior(2R) 38-0-0 to 42-8-0, Interior(1) 42-8-0 to 50-6-0 zone; porch left and right
This item has been
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
electronically signed and
to the use of this truss component.
sealed by ORegan, Philip, PE
4) Provide adequate drainage to prevent water ponding.
using a Digital Signature.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This
Printed copies of 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.
document are not considered
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
signed and sealed and the
2=460, 19=1383, 12=297, 14=954.
Signature must be Verified
on any electronic copies.
Philip J. O'Regan PE No.68126
MiTek USA, Inc. FL Cent 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ����•
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �_"•Ypq
iTek•
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall pA building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the (Vl
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIVTPl9 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
pe
City
Ply
FOLEYT24259956
TROOSFTSPECIAL
77363
A3
1
1
Job Reference (optional)
o. O s ividy IG zuz I ivn I eK Inuus[rles, Inc. I ue Jun o Uy:Uy:Ue NCI rage I
ID:NRwBsubNlflvWHZitmA3hgzYRCF-88fezdZl y2KuDaKE63W01 e3a9g8Ce_7LdCKvM5z8OLu
1-6- 7-1-8 13-7-4 19-7-8 1-5-6 27-3-3 33-1-0 36-0-0 42-2-2 42r9-0 49-0-0 50-6-Q
1-0-0' 7-1-8 6-5-12 6-0 4 i-9-14 5-9-13 5-9-13 2-11-0 6-2-2 0- - 4 6 4.0 -6-0
34
4x5 =
21
3x5 =
5.00 12 5x6 =
6
4x5 i
3x6 i
5x12 20 3.00 12
4xs II
5x12 =
7
3x5 =
8
3x4 11 5x8 =
30 319 10
Scale = 1:91.1
7!!00�'
N
2,— N
O
16 15 14 0
35 N
5x8 = 3x5 = 3x6 11 4x5 =
-0 36-0-0 42-8-0 49-0-0
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.29 16-17 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.61 16-17 >572 240
BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.05 14 n/a n/a
BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.22 21-24 >719 240 Weight:271 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' BOT CHORD Rigid ceiling directly applied or 3-10-5 oc bracing.
5-20: 2x4 SP No.3 WEBS 1 Row at midpt 5-18
WEBS 2x4 SP No.3
REACTIONS. All bearings 0-8-0 except (jt=length) 20=0-7-4.
(lb) - Max Horz 2=-308(LC 10)
Max Uplift All uplift 100 lb or less at joints) except 2=-511(LC 12), 20=-1322(LC 12), 12=-274(LC 12),
14=-897(LC 12)
Max Grav All reactions 250 lb or less atjoint(s) 12 except 2=425(LC 21), 20=1913(LC 1), 14=1469(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-351/993, 3-5=-775/1072, 5-6=-880/539, 6-7=-1046/676, 7-8=-1375/817,
8-9=-905/792, 9-10=-911/800, 10-11=-823/627, 11-12=159/523
BOT CHORD 2-21=-868/285, 19-20=-1868/1770, 5-19=-1410/1078, 18-19=-960/888, 17-18=-230/1010,
16-17=-622/1391, 15-16=-226/676, 14-15=-413/263, 12-14=-413/263
WEBS 3-21=-530/296, 19-21=-842/311, 3-19=-972/1753, 5-18=-1018/1698, 6-18=-249/627,
7-18=-1214/693, 7-17=-367/767, 8-16=-578/287, 9-16=-232/292, 10-16=-370/501,
10-15=-371/299,11-15=-534/1180,11-14=-1295/919
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 3-4-13, Interior(1) 3-4-13 to 19-7-8, Exterior(2E)
This item has been
19-7-8 to 21-5-6, Interior(1) 21-5-6 to 36-0-0, Exterior(2R) 36-0-0 to 40-10-13, Interior(1) 40-10-13 to 50-6-0 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
electronically signed and
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
sealed by ORegan, Philip, PE
to the use of this truss component.
using a Digital Signature.
4) Provide adequate drainage to prevent water ponding.
Printed Copies Of this
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
document are not considered
will fit between the bottom chord and any other members.
Signed and Sealed and the
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 511 lb uplift at joint 2, 1322 lb uplift at
signature must be verified
joint 20, 274 lb uplift at joint 12 and 897 lb uplift at joint 14.
on any electronic copies.
Philip J. O'Regan PE No,68126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33010
Date:
June 9,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Sao'
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall iiCC..�iYCCYq!!
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek^
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259957
77363
A4
HIP
2
1
Job Reference (optional)
Chambers I Russ, tort Pierce, FL - 34UbZ, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:11 2021 Page 1
ID: N RwBsubNlflvWHZitmA3hgzYRCF-4Xm OOIaH UfbcTtUcDUYU738vxTpr6ude4VpOQ_z8OLs
1-0- 7-1-8 13-7-4 19-9-10 26-10-13 34-0-0 41-2-2 2-6- 49-0-0 0-6-
1 6-0 7-1 8 6-5 12 7-1-3 7-1-3 7-2-2 -5-1 6-4-0 -6 0
5.00 12 5x8 =
3x5 = 5x6 =
6 7 28 829 30
32 19 18 — 3.00112 4xb =
4x5 = 3x5 =
4x6 11 5x12
23-4-8 , 33-1-0
42-8-0
Scale = 1:89.5
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.51
Vert(LL)
-0.28 14-15 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.78
Vert(CT)
-0.58 14-15 >609 240
BCLL 0.0
Rep Stress Incr
YES
WB 0.77
Horz(CT)
0.05 13 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL)
0.23 19-22 >717 240
Weight: 257 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SIP M 30
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SIP M 30
*Except*
BOT CHORD
Rigid ceiling directly applied or 3-11-11 oc bracing.
5-18: 2x4 SP
No.3
WEBS
1 Row at midpt 7-14
WEBS 2x4 SIP No.3
REACTIONS. All bearings 0-8-0 except (jt=length) 18=0-7-4
(Ib) - Max Horz 2=-311(LC 10)
Max Uplift All uplift 100 lb or less atjoint(s) except 2=534(LC 12), 18=-1300(LC 12), l l=-327(LC 12),
13=-842(LC 12)
Max Grav All reactions 250 lb or less at joint(s) 11 except 2=376(LC 21), 18=1869(LC 1), 13=1353(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-228/1009, 3-5=-668/886, 5-6=787/430, 6-7=-1237/734, 7-8=887/734,
8-10=-1062/727
BOT CHORD 2-19=-906/171, 17-18=-1823/1717, 5-17=-139511030, 16-17=-783/820, 15-16=-47/742,
14-15=-536/1330
WEBS 3-19=-510/271, 17-19=-883/190, 3-17=911/1732, 5-16=872/1476, 6-16=694/489,
6-15=-429/888, 7-15=-77/297, 7-14=-599/286, 10-14=-420/1023, 10-13=-1158/911
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 3-4-13, Interior(1) 3-4-13 to 19-9-10, Exterior(2R)
19-9-10 to 26-10-13, Interior(1) 26-10-13 to 34-0-0, Exterior(2R) 34-0-0 to 40-11-2, Interior(1) 40-11-2 to 50-6-0 zone; porch left and
This item has been
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
electronically signed and
to the use of this truss component.
sealed by ORegan, Philip, PE
4) Provide adequate drainage to prevent water ponding,
using a Digital Signature.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
'
Printed copies of this
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.
document are not Considered
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 534 lb uplift at joint 2, 1300 lb uplift at
signed and sealed and the
joint 18, 327 lb uplift at joint 11 and 842lb uplift at joint 13.
Signature must be Verified
on any electronic copies.
Philip J. ORegan PE No.58126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5r19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overalIva lI.
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see Atli Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
ss
Truss Type
Qty
Ply
FOLEY
[A5
T24259958
77363
HIP
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34Vb2, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:12 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-YjKncebvFzjS513pnC3jfGh5rtAErKcoJ9YZzQzBOLr
1 7-1-8 1%7-4 216-14 26-10-13 32-2-12 37-7-4 42-8-0 42-11-11 49-0-0 �0-6-q
-5-12 7-11-10 5-3-15 5-3-15 5 4 8 5-0-12 0- -11 6-0-5 1 6-0
5.00 12 5x8 =
3x5 = 5x6 =
29 7 30 8
33 20 19 - - 3.00112 4x7 =
45 = 3x5 =
4X6 11
33-1-0
42-M
Scale = 1:89.5
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.43
Vert(LL)
-0.27 15-16 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.77
Vert(CT)
-0.55 15-16 >634 240
BCLL 0.0
Rep Stress Incr
YES
WB 0.79
Horz(CT)
0.05 14 n/a n/a
BCDL 10.0
Cade FBC2020frP12014
Matrix -MS
Wind(LL)
0.23 20-23 >708 240
Weight: 268 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'
BOT CHORD
Rigid ceiling directly applied or 4-1-10 oc bracing.
4-19: 2x4 SP
No.3
WEBS
1 Row at midpt 4-17, 7-15, 9-14
WEBS 2x4 SP No.3
REACTIONS. All bearings 0-8-0 except at=length) 19=0-7-4.
(lb) - Max Horz 2=-340(LC 10)
Max Uplift All uplift 100 lb or less at joint(s) except 2=-563(LC 12), 19=-1252(LC 12), 12=-305(LC 12),
14=-883(LC 12)
Max Grav All reactions 250 lb or less atjoint(s) 12 except 2=437(LC 21), 19=1771(LC 1), 14=1436(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-377/1090, 3-4=-523/630, 4-6=-11221621, 6-7=-1159/758, 7-8=-841/751,
8-9=-970/743, 9-11=0/374, 11-12=-137/356
BOT CHORD 2-20=-979/308, 18-19=-1724/1659, 4-18=-1318/1005, 17-18=-515/656, 16-17=-182/1024,
15-16=-438/1187, 14-15=-333/688, 12-14=-279/231
WEBS 3-20=492/236, 18-20=-947/327, 3-18=805/1665, 4-17=832/1458, 6-17=513/396,
6-16=-316/636, 7-15=-510/216, 9-15=0/307, 9-14=-1311/738, 11-14=-348/434
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 3-4-13, Interior(1) 3-4-13 to 21-6-14, Exterior(2R)
21-6-14 to 28-6-0, Interior(1) 28-6-0 to 32-2-12, Exterior(2R) 32-2-12 to 39-1-14, Interior(1) 39-1-14 to 50-6-0 zone; porch left and
This item has been
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
electronically signed and
to the use of this truss component.
sealed by ORegan, Philip, PE
4) Provide adequate drainage to prevent water ponding.
using a Digital Signature.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
'
Printed copies of this
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.
document are not considered
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 563 lb uplift at joint 2, 1252 lb uplift at
signed and sealed and the
joint 19, 305lb uplift at joint 12 and 883 lb uplift at joint 14.
signature must be Verified
on any electronic copies.
Philip J. O'Regan PE No.68126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE N111-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and prop edy incorporate this design into the overall�e
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek*
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIIFPlf Duality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610
Job
s
Truss Type
Qty
Ply
FOLEY
rATG
T24259959
77363
Attic
7
1
Job Reference (optional)
i1
uue "uss, run Pierce, FL - 34962, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:13 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-Ovu9p_cYOGrJiBe?LvayC UD83HaragexYpl6Vsz80Lq
-1-6-0 4-11-4 8-6-4 9-7-2 10-9-0 12-8-0 14-7-0 15 8-14 16-9-12 20-4-12 25-4-0
1-6-0 4-11� 3-7-0 1,9
0 14 1-1-14 1-11-0 1-11-0 1-1-14 1 0 14 3-7-0 4-11-4
Scale = 1:43.8
3x6 =
4x5 = 3x4 = 5x8 MT18HS = 3x4 = 4x5 =
I$
I 8.6A 8-3-8
8-6-4
Plate Offsets (X,Y)— [2:0-1-5,0-0-2], [6:0-3-0 Edge], [10:0-1-5 0-0-21
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) -0.37 11-13 >826 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.49
Vert(CT) -0.62 11-13 >492 240
MT18HS 244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.61
Horz(CT) 0.05 10 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix -MS
Wind(LL) 0.25 11-13 >999 240
Weight: 131 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 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 WEBS 1 Row at midpt 5-7
REACTIONS. (size) 10=0-8-0, 2=0-8-0
Max Horz 2=186(LC 11)
Max Uplift 10=-361(LC 12), 2=-483(LC 12)
Max Grav 10=1271(LC 19), 2=1 342(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2974/1007, 3-4=-2573/744, 4-5=2225/708, 5-6=-90/625, 6-7=-85/626,
7-8=-2225/720, 8-9=-2575/766, 9-10=2982/1045
BOT CHORD 2-13=-876/2818, 11-13=-492/2269, 10-11=-891/2752
WEBS 8-11 =-1 48/749, 9-11=-630/449, 4-13=-1251747, 3-13=-619/432, 5-7=-2949/910
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=25ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 12-8-0, Exterior(2R)
12-8-0 to 15-8-0, Interior(1) 15-8-0 to 25-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) 200.01b AC unit load placed on the top chord, 12-8-0 from left end, supported at two points, 4-0-0 apart.
This item has been
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.
electronically Signed and
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
sealed by ORegan, Philip, PE
will fit between the bottom chord and any other members.
using a Digital Signature.
8) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-7
9)
Printed copies of this
p
Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 11-13
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 361 lb uplift at joint 10 and 483 lb uplift
document are not considered
at joint2.
signed and sealed and the
11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
Signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cart 6634
8904 Parke East Blvd. Tampa FL 33610
Date:
June 92021
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE will-7473 rev. 5/19/2020 BEFORE USE
Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Irmo,
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, see ANSLITPlf Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259960
77363
ATK
ATTIC
9
1
Job Reference (optional)
�1
tf.430 s May 1z 2U21 mi I eK Industries, Inc. Tue Jun 8 09:09:14 2021 Page 1
ID:NRwBsubNlflvWHZitmA3hgzYRCF-V6SX1 KdAnazAKLDBuc6BkhmJrhw4JHv4mT1 g1 Jz80Lp
-1.6-0 4-11-4 8-6-4 9-7-2 10-9.0 12-8-0 14-7-0 15-8-14 16-9-12 20-4.12 25-4-0 26-10-0
1.6-0 4-11-4 3-7-0 1-0-14 1-1-14 1-11-0 1-11-0 1-1-14 1.0-14 3.7.0 4-11-4 1.6-0
3x6 =
0.t, u
3x4 = 64
Scale = 1:45.4
8-64 i 16-9-12 25-4-0
' 8-6-4 ' 8-3-8 8-64
Plate Offsets (X,Y)— 16:0-3-0,Edge)
LOADING (psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2020/TPI2014
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x6 SP 240OF 2.0E
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 10=0-8-0
Max Horz 2=187(LC 11)
Max Uplift 2=-479(LC 12), 10=479(LC 12)
Max Grav 2=1342(LC 18), 10=1342(LC 19)
CSI.
DEFL.
TC 0.91
Vert(LL)
BC 0.49
Vert(CT)
WB 0.61
Horz(CT)
Matrix -MS
Wind(LL)
in (loc) I/defl L/d
-0.37 12-14 >827 360
-0.62 12-14 >493 240
0.05 10 n/a n/a
0.24 12-14 >999 240
PLATES GRIP
MT20 2441190
MT18HS 244/190
Weight: 133 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-7
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2968/988, 3-4=-2567/735, 4-5=-2220/699, 5-6=-82/624, 6-7=82/623,
7-8=-2220/699, 8-9=-2567/734, 9-10=2968/988
BOT CHORD 2-14=-785/2829, 12-14=-420/2279, 10-12=-807/2742
WEBS 8-12=-122/746, 9-12=-619/435, 4-14=-122/745, 3-14=-619/435, 5-7=-2941/875
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=25ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 12-8-0, Exterior(2R)
12-8-0 to 15-8-0, Interior(1) 15-8-0 to 26-10-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) 200.01b AC unit load placed on the top chord, 12-8-0 from left end, supported at two points, 4-0-0 apart.
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 chard and any other members.
8) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-7
9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-14
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 479 lb uplift at joint 2 and 479 lb uplift
at joint 10.
11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
'Io
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.68126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
® WARNING - Verify design parameters and READ NOTES ON THIS AND 114CLUDED NIITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not ,
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek*
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
9
Job
Truss
rusype
Qty
Ply
FOLEY
]RO0sFTSPECIAL
T24259961
77363
B
1
1
Job Reference (optional)
"••"•••"... •... `^• ���"�, '--�����, O.9Ju s may iz NCI Ivn IeK m0USlrles,Inc, tue Jun 6 u9:u9:1ti zu21 rage1
ID: NRwBsubNlflvWHZitmA3hgzYRC F-RUaHROeQJB DuZfNa018fg6rmsUXPn6BNEnWn6Bz8OLn
r1-6-0, 7-1-8 137-4 17-0-0 22-2-6 27-11-3 338-0 4B-10-0 42-0-p 4M-0 S0-6o
'1-8-0' 7-1-8 ' 6-S•12 Mo 5-2-6 5-8-13 5-6-13 7-2-0 -2- 7-0.0 1-6-0
5.00 12 5x6 =
6
3x4 II
3x4 II
5x6 =
3x8 =
3x6 =
3x6 5
34
7
8
10
3x5 i 4
9 5
3
33
0 19
o 24
�1 2 N 5x8 =
23 22
21
20
6 39 40
3x6 =
4x5 =
3x4 11
26 25
5x12 =
3x5 = 4x6 II
4x8 =
4x5 =
Scale = 1:92.8
4x8 =
5x12
11 12 13
37
38
18 d 14
0
Io us
17 16 41 42
d
N
3x4 11 4x5 =
5x6 =
5x8 =
43-0.0
i 7-1-8 13310 13r7�-4 22-2-6 27-11-3 336-0 40-10-0 42-0-0 49-0-0
7-1-8 6-2-2 0- h0 a-7-2 5$-13 Sdi-13 7-2-0 -2- 6-0-0
1-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in ([cc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.43
Vert(LL)
-0.15 23-24
>999
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.82
Vert(CT)
-0.32 23-24
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.94
Horz(CT)
0.01 14
rile
n/a
BCDL 10.0
Code FBC20201TPI2014
Matrix -MS
Wind(LL)
0.22 26-29
>731
240
Weight: 266 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30 *Except*
5-25,10-20,11-17: 2x4 SP No.3
WEBS 2x4 SP No.3
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins.
BOT CHORD Rigid ceiling directly applied or 3-6-14 cc bracing.
WEBS 1 Row at midpt 6-24, 11-19
REACTIONS. (size) 2=0-8-0, 25=0-7-4, 14=0-8-0, 16=0-8-0
Max Horz 2=-265(LC 10)
Max Uplift 2=-425(LC 12), 25=1410(1_13 12), 14=-351(LC 17), 16=-1067(LC 12)
Max Grav 2=371(LC 21), 25=2033(LC 1). 16=1777(LC 22)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-216/779, 3-5=1097/1560, 5-6=943/1534, 6-7=-913/527, 7-8=-761/397,
8-10=-1275/764, 10-11 =-1 339/808, 11-12=-427/686, 12-13=-365/666, 13-14=612/1297
BOT CHORD 2-26=-710/161, 24-25=-1989/1834, 5-24=-325/369, 23-24=-357/507, 21-23=529/1287,
10-19=-341/339, 18-19=-622/611, 17-18=97/326, 11-18=964/661, 14-16=1132/704
WEBS 3-26=-594/364, 24-26=-691/194, 3-24=-113711882, 6-24=1851/1243, 6-23=903/1526,
7-23=-616/485, 8-23=-608/439, 19-21=413/1079, 11-19=1164/2052, 16-18=1103/699,
13-18=-234/730, 13-16=-1112/565
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 3-4-13, Interior(1) 3-4-13 to 17-0-0, Exterior(2E)
17-0-0 to 22-2-6, Interior(1) 22-2-6 to 42-0-0, Exterior(2R) 42-0-0 to 46-10-13, Interior(1) 46-10-13 to 50-6-0 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
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) 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 425 lb uplift at joint 2, 1410 lb uplift at
joint 25, 351 lb uplift at joint 14 and 1067 lb uplift at joint 16.
This item has been
electronically signed and
sealed by DRegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cert 86U
6904 Parke East Blvd. Tampa FL 33810
Date:
June 9,2021
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. °
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek°
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Saferylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Oty
Ply
FOLEY
T24259962
77363
61
ROOF SPECIAL
1
1
Job Reference (optional)
a.4Ju s may iz zuzi mi I eK InOUstfles, Inc. I ue Jun 6 uv:uv:i6 zuzi rage 1
ID:NRwBsubNlflvWHZilmA3hgzYRCF-Nti2shggrpTcpyWy7SA7vXw6C IBBFO?gh5?tA4z80L1
42-8-0
1$0 7-1-8 137-4 17-0-0 20.2-6 26-11-3 11-M 40.0.0 4 10 0 44-7-2 49-0.0 Ob0
16-0 7-1-8 6$12 3>-12 126 6$13 6$13 64-0 0-10. 1-11-2 W14 1$0
1-10-0
Scale = 1:92.8
5.00 12 5x6 =
II 6 5x6
3x4 =
5 7
36
41 28 42 27
4x5 = 3x5 = 4x6 II
3x8 = 3x6 = 3x4 II
8 10
25 24 23
4x10 = 3x6 = 4x5 =
22
3x4 I I
5x12 =
5x8 =
11 3x4 II 3x5
12
13
39
40
14
ab
20 o O
18 17 16 43 44 IN
3x4 II 3x5 II 4x5 =
3x5 =
5x8 =
42-1
7-16 13-0.0 1j-7,4
za26 26-11a
33-8-0
ao-0-0 4o-tor0 aa7-z as-0-0
7-1-8 5-10-8 0.7
6-7-2 6$13
6$13
64-0 010.
1-11-2 44.14
1-10-0
Plate Offsets (X,Y)—
[11:0-5-12,0-2-8], [19:0-5-8,0-2-8], [26:0-2-4,0-3-4], [27:Edge,0-3-8]
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 0.44
Vert(LL)
-0.15 20-21
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
SC 0.86
Vert(CT)
-0.31 20-21
>999,
240
BCLL 0.0
Rep Stress [nor YES
WB 0.92
Horz(CT)
0.05 14
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL)
0.22 28-31
>731
240
Weight: 277lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-3 oc purlins.
BOT CHORD 2x4 SP M 30 `Except* BOT CHORD Rigid ceiling directly applied or 3-5-5 oc bracing.
5-27,10-22: 2x4 SP No.3 WEBS 1 Row at midpt 6-26, 8-25
WEBS 2x4 SP No.3
REACTIONS. All bearings 0-8-0 except (jt=length) 27=0-7-4.
(lb) - Max Horz 2=-265(LC 10)
Max Uplift All uplift 100 lb or less at joint(s) except 2=-416(LC 12), 27=-1527(LC 12), 14=-579(LC 12).
17=-470(LC 12)
Max Grav All reactions 250 lb or less atjoint(s) except 2=364(LC 21), 27=2259(LC 1), 14=712(LC 22),
17=686(LC 22)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-198/733, 3-5=-120811638, 5-6=-1045/1607, 6-7=-722/441, 7-8=-608/346,
8-10=-2199/1434, 10-11=-2257/1477, 11-12=-1585/1047, 12-13=-1460/940,
13-14=-1214/1133
BOT CHORD 2-28=702/144, 26-27=-2215/2011, 5-26=-334/387, 25-26=-266/479, 23-25=740/1682,
22-23=-145/279, 10-21=-382/393, 20-21=-673/1404, 19-20=-677/1401, 14-16=-905/1082
WEBS 3-28=-614/377, 26-28=-694/165, 3-26=-1164/1901, 6-26=2146/1429, 6-25=-916/1538,
7-25=-530/404,8-25=-1250/845,21-23=-598/1411,8-21=432/579,17-19=622/815,
12-19=-367/302, 13-16=-358/61, 16-19=-929/1093, 13-19=0/474, 11-21=555/947
NOTES-
1) Unbalanced roof live loads have been considered for this design.
This Item has been
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 3-4-13, Interior(1) 3-4-13 to 17-0-0, Exterior(2E)
electronically signed and
17-0-0 to 20-2-6, Interior(1) 20-2-6 to 40-0-0, Exterior(2R) 40-0-0 to 44-10-13, Interior(1) 44-10-13 to 50-6-0 zone; porch left and right
sealed by ORegan, Philip, PE
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
using a Digital Signature.
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
Printed copies Of this
p
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
document are not considered
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
signed and Sealed and the
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
signature must be verified
will fit between the bottom chord and any other members.
On any electronic copies.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 416 lb uplift at joint 2, 1527 lb uplift at
joint 27, 579 lb uplift at joint 14 and 470 lb uplift at joint 17.
Philip J. O'Regan PE No.68126
MiTek USA, Inc. FL Cart 6634
8904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
® WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE hill-7473 rev. 511912020 BEFORE USE.
Design valid for use only with Mi rek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall �e
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
ss
Truss Type
City
Ply
FOLEY
FB2
T24259963
77363
ROOF SPECIAL
1
1
Job Reference (optional)
".. .... o.4JV a may lz zuzl m i I eK maustfles, Inc. I ue Jun 6 u9:u9:zu zu21 Hage 1
1-3 ID: NRwBsub7N-8lf-lvWHZitmA3hgzY4R-4C0F-JFpoH2N-1h0x.0NQ1j-K120.G0 g1L-F11t-C2b y0S4-J45-1u4AjxOz91-PU_Fyz80Lj
33-8-30 38.0 1002-8044
1160 718 137 17-0.2- 25113 -0-00.0.0-2 28-
Scale = 1:92.8
5.00 12 3x6 =
5x6 =
3x8 = 3x6 = 3x4 II
5x8 =
45 i 6 7
8 9 37 10 38
11
3x6 % 5
3x5
36
12 3x4 II
3x5 i 4
13 39
3
35
14 O
ab
0
20
o d
;1 2 Am- = 25
24 23 22
3x5 = 18 17 16 42
Icv
40 41 4x10
3x6 = 4x5 = 3x4 II
3x5 =
4x5 =
28 27
5x12 =
5x8 =
45 = 3x5 = 46 II
3x6 II
1- 7-8 13.0.0 13.7r4 18-2-6 25-11-3 33-8-0 36-0-0
40.10-0 r42-8-0 44-7-2 49-0-0
7-1-8 5-10-8 0.7.4 4-7-2 74113 7-8.13 4-40
21-10-0 1-11-2 4-4-14
Plate Offsets (X,Y)— [6:0-3-0,Edge], 111:0-5-12,0-2-81[19:0-2-8 Edge], [27:Edge 0-3-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft
Lid
PLATES
GRIP
TOLL 20.0
Plate Grip DOL 1.25
TC 0.40
Vert(LL) -0.09 22-23 >999
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.83
Vert(CT) -0.20 22-23 >999
240
BCLL 0.0
Rep Stress Incr YES
WB 0.89
Horz(CT) 0.01 14 file
n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix -MS
Wind(LL) 0.22 28-31 >729
240
Weight: 281 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*
BOT CHORD Rigid ceiling directly
applied or 3-9-3 oc bracing.
5-27,10-22: 2x4 SP No.3
WEBS 1 Row at midpt
8-25
WEBS 2x4 SP No.3
REACTIONS. All bearings 0-8-0 except (jt=length) 27=0-74.
(lb) - Max Horz 2=-265(LC 10)
Max Uplift All uplift 100 lb or less at joint(s) except 2=450(LC 12), 27=-1438(LC 12), 14=-400(LC 12),
17=-706(LC 12)
Max Grav All reactions 250 lb or less at joint(s) 14 except 2=435(LC 21),
27=1995(LC 1), 17=1348(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-380/864, 3-5=-982/1275, 5-6=-262/188, 8-10=-128311141, 10-11=-129011146,
11 -1 2=-905/895, 12-13=0/628, 13-14=0/624
BOT CHORD 2-28=-755/312, 26-27=-1950/1890, 5-26=-1801/1435, 25-26=-1140/1096,
23-25=-55911182, 10-21=-336/373, 20-21=-501/767, 19-20=-417/29, 16-17=418/501,
14-16=-423/0
WEBS 3-28=-545/323, 26-28=-7481333, 3-26=107711861, 5-25=1156/1682, 7-25=255/265,
8-25=-1159/849, 8-23=0/273, 21-23=-478/966, 8-21=-260/120, 11-21=-392/698,
11-20=-323/161, 12-20=-352/1155, 16-19=-971/274, 17-19=-1322/964, 12-1 9=-1 149/620
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat.
This item has been
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 3-4-13, Interior(1) 3-4-13 to 17-0-0, Exterior(2E)
17-0-0 to 18-2-6, Interior(1) 18-2-6 to 38-0-0, Exterior(2R) 38-0-0 to 42-8-0, Interior(1) 42-8-0 to 50-6-0 zone; porch left and right
electronically signed and
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
sealed by ORegan, Philip, PE
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
using a Digital Signature.
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
Printed copies Of this
p
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
document are not Considered
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
signed and sealed and the
will fit between the bottom chord and any other members.
signature must be verified
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 450 lb uplift at joint 2, 1438 lb uplift at
on any electronic copies.
joint 27, 400 lb uplift at joint 14 and 706 lb uplift at joint 17.
Philip J. O'Regan PE No,58126
MITek USA, Inc. FL Cart 6634
8904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component• not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Sol,
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
ssTruss
Type
Qty
Ply
FOLEYT24259964
T
77363
HIP
1
1
Job Reference (optional)
0.9JU s May -I Z ZUZ I tV11I UK Inoustries, Inc. I ue Jun a uu:Uy:ZI ZUZ1 rage 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-nSNAV iZ8krBgQFXpbkgXAYdEVEkSPB6N3EYnPz8OLi
r1 7-1-8 13-7-4 17-9-10 25-5-5 33-1-0 36-0-0 42-2-2 42r$-0 49-0-0 $0-6 q
1 6 0' 7-1 8 6-5-12 4-2-6 7-7-11 7-7-11 2-11 0 6-2-2 0- 4 64-0 1 6.0
1 2 d�/
34 21
45 = 3x5 =
5.00 F12 5x8 =
3x5 =
3x6 = 3x4 II 5x8 =
6 307 8 31 329 10
45 i
5
35 ®0 5x12 � 3.00 F12
4x6 11
16 15
5x8 = 3x5 =
33-1-0 , 36-0-0
Scale = 1:89.5
3x5
11
33 T
lw dr
121 N
O
14 36 4
3x6 I I 4x5 =
42-M 49-M ,
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ltd PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.30 16-17 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) '-0.62 16-17 >568 240
BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.05 14 n/a n/a
BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Wind(LL) 0.22 21-24 >726 240 Weight: 265 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-10 oc purlins.
BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 3-10-0 oc bracing.
6-20: 2x4 SP No.3 WEBS 1 Row at midpt 7-16
WEBS 2x4 SP No.3
REACTIONS. All bearings 0-8-0 except (jt=length) 20=0-7-4.
(lb) - Max Horz 2=-279(LC 10)
Max Uplift All uplift 100 lb or less at joint(s) except 2=494(LC 12), 20=-1348(LC 12), 12=-284(LC 12),
14=-877(LC 12)
Max Grew All reactions 250 lb or less atjoint(s) 12 except 2=289(LC 21), 20=1973(LC 1), 14=1426(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=0/916, 3-5=846/1241, 6-7=-13111719, 7-9=-912/751, 9-10=920/761,
10-11=-825/584, 11-12=-142/472
BOT CHORD 2-21=-826/0, 19-20=-1928/1762, 5-19=-1490/1041, 18-19=-1135/1004, 17-18=0/300,
16-17=-581/1459, 15-16=-2051677, 14-15=-385/232, 12-14=-385/232
WEBS 3-21=-537/321, 19-21=-804/0, 3-19=-104611804, 5-18=-844/1411, 6-18=-8831604,
6-17=-695/1366, 7-17=-150/378, 7-16=606/269, 9-16=337/347, 10-16=-3701571,
10-15=-350/264, 11-15=-446/1124, 11-14=-1253/885
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 3-4-13, Interior(1) 3-4-13 to 17-9-10, Exterior(2R)
This item has been
17-9-10 to 24-8-12, Interior(1) 24-8-12 to 36-0-0, Exterjor(2R) 36-0-0 to 42-8-0, Interior(1) 42-8-0 to 50-6-0 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
electronically signed and
3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
sealed by ORegan, Philip, PE
to the use of this truss component.
Using a Digital Signature.
4) Provide adequate drainage to prevent water ponding.
Printed copies Of this
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
document are not considered
will fit between the bottom chord and any other members,
signed and Sealed and the
7) Provide mechanical connection (by others) of truss -to bearing plate capable of withstanding 494 lb uplift at joint 2, 1348 lb uplift at
signature must be verified
joint 20, 284 lb uplift at joint 12 and 877 lb uplift at joint 14.
on any electronic copies.
PhilipJ. VRegan PE No.58126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
June 9,2021
®WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mill-7473 rev. 5/19/2020 BEFORE USE.
•
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
Va
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing o1 trusses and truss systems, see ANSVTP/1 Quality Criteda, DSO-89 and SCSI Building Component
6904 Parke East Blvd.
Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
ss
Truss Type
Qty
Ply
Fru
T24259965
77363
ROOF SPECIAL
1
1
�FOLEY
Job Reference (optional)
6
Truss, Fort Pierce, FL - 349tt2, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:22 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-GexZi3jBul z2HagkM IF33N5mxval BrgGcjz5Jrz8OLh
7-18 13-7-4 17-0-0 22-3-3 27-6-6 34-0-0
7-1 8 6-5-12 3 4- 22 5-3-3 5-13 6-5-10
5.00 12
3x4 =
3x4 = 4x6 11
Scale = 1:61.3
m
9 d m
o A
0
N
7-1-8 13-0-0 13-7,4 20-0-13
27-M 34-0-0
5-10-8 -7 6-11-9
6-11-9 6-5 10
Plate Offsets (X,Y)— [1:0-1-2,Edge], [8:Edge,0-1-8], [13:0-2-4,0-3-4] [14:Edge,0-3-8]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in floc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.52
Vert(LL)
-0.20 10-12 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.80
Vert(CT)
-0.38 10-12 >638 240
BCLL 0.0
Rep Stress Incr YES
WB 0.88
Horz(CT)
-0.01 14 n/a n/a
BCDL 10.0
Code FBC2020lrP12014
Matrix -MS
Wind(LL)
0.26 10-12 >951 240
Weight: 176 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-2 oc purlins,
BOT CHORD 2x4 SP M 30 *Except*
except end verticals.
4-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-6-2 oc bracing.
WEBS 2x4 SP No.3 WEBS
1 Row at midpt 2-13, 5-13
REACTIONS. (size) 9=Mechanical, 1=0-8-0, 14=0-7-4
Max Horz' 1=205(LC 11)
Max Uplift 9=210(1-13 12), 1=415(LC 11), 14=-1484(LC 12)
Max Grav 9=401(LC 22). 1=219(LC 21), 14=2152(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-61/1059, 2-4=1393/2161, 4-5=-1248/2139, 5-6=-178/395, 6-7=-1717/884,
7-8=-310/201
BOT CHORD 1-15=-1053/20, 13-14=-2111/1879, 4-13=-304/339, 12-13=-747/595, 9-10=-650/1406
WEBS 2-15=-633/457, 13-15=-1049139, 2-13=1357/1978, 5-13=2115/1373, 5-12=-444/761,
6-12=-531/470, 6-10=-996/1812, 7-10=788/551, 7-9=-1103/475
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=34ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-4-13, Interior(1) 3-4-13 to 17-0-0, Extedor(2R)
17-0-0 to 20-4-13. Interior(1) 20-4-13 to 33-10-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
This item has been
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
electronically Signed and
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Sealed by ORegan, Philip, PE
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
using a Digital Signature.
will fit between the bottom chord and any other members.
7)
Printed copies of this
p
Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 210 lb uplift at joint 9, 415 lb uplift at
document are not considered
joint 1 and 1484 lb uplift at joint 14.
signed and sealed and the
signature must be verified
on any electronic copies.
PhilipJ. VRegan PE No.58126
MiTek USA, Inc. FL Cart 11OU
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 511912020 BEFORE USE.
Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Qty
Ply
FOLEY
FRussFType
77363
B5
ECIAL
1
1
Job Reference (optional)
unamoers I russ, t-on varce, hL-:i4y62, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:24 2021 Page 1
ID:NRwBsubNlflvWHZitmA3hgzYRCF-C13J7lkRQfDIXt_6UjHX8oA9j GAfmSZ31 SCOkz8OLf
-1�i 7-1-8 13-7-4 17-0-0 21.3-3 256-6 29-6-7 33-8-0 34r40
1-6-0 7.1.8 6-5-12 3.412 4-3-3 4-3-3 4-0.1 4.1-9 0-40
4x4 =
5.00 12
Scale = 1:65.0
3x4 = 4x6 II
3x5 =
34-0-0
i 7-1-8 13-3-10 1W Lrl3 258b 29-6-7
33.E-8 33,8-Q
7-1-8 6-2-2 0 -10 5-11-9 5-1 in T:
'4-0-1 0- -
0-0-0
Plate Offsets (X,Y)— [2:0-0-6,Edge), [10:Edge,0-3-0), [17:0-2-4,0-3-4), [18:Edge 0-3-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.37
Vert(LL) -0.09 14 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.76
Vert(CT) -0.16 14-16 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.80
Horz(CT) -0.01 18 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL) 0.22 19-23 >738 240
Weight: 186 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied
or 5-7-12 oc purlins,
BOT CHORD 2x4 SP M 30 *Except* except end verticals.
5-18: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-1-9 oc bracing.
WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-17
10-20: 2x6 SP No.2
REACTIONS. (size) 2=0-8-0,.18=0-7-4, 24=Mechanical
Max Horz 2=248(LC 12)
Max Uplift 2=-449(LC 12). 18=1283(LC 12), 24=-271(LC 12)
Max Grav 2=421(LC 21). 18=1728(LC 1). 24=541(LC 22)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-344/810, 3-5=-898/1154, 5-6=-749/1128, 6-7=-266/118, 7-8=-1643/799,
8-9=-1420/648, 9-10=-1192/600
BOT CHORD 2-19=-876/279, 17-18=-1683/1668, 5-17=-306/346, 16-17=-194/298, 14-16=-146/442,
13-14=-600/1192, 12-13=-127/250
WEBS 3-19=-526/312, 17-19=-854/299, 3-17=1005/1740, 6-17=1446/1035, 6-16=445/750,
7-16=-596/489, 7-14=-695/1328, 8-14=-805/469, 9-13=-328/225, 9-14=-56/282,
10-13=-511/1017, 10-24=-627/323
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=34ft; eave=4ft; Cat. G'
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-10-13, Interior(1) 1-10-13 to 17-0-0, Exterior(2R)
This item has been
17-0-0 to 20-4-13, Interior(1) 20-4-13 to 33-4-12 zone; porch left exposed;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
electronically signed and
3) Building Designer! Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
sealed by ORegan, Philip, PE
to the use of this truss component.
using a Digital Signature.
4) Provide adequate drainage to prevent water ponding.
Printed copies Of this
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
document are not considered
will fit between the bottom chord and any other members.
signed and sealed and the
7) Refer to girder(s) for truss to truss connections.
Signature must be Verified
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 449 lb uplift at joint 2, 1283 lb uplift at
n electronic
on any copies.
joint 18 and 271 lb uplift at joint 24.
Philip J. O'Regan PE No.66126
MiTek USA, Inc. FL Cert 66U
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19l2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek*
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
FOLEY
T24259967
77363
C
Common
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 Is May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:25 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-gDdhK513ByLc81 ZJ2QomhOjKN6jk00FilhClwAz8OLe
-1-6-0 7-0-0 14-0-0 15-6-0
1 6-0 7-0-0 7-0-0 1-640
4x6 =
3x4 = Zxs II
3x4 =
Scale = 1:27.3
Io
7-0-0 14-0-0
7-0-0 7-0-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in floc) I/deft Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.38
Vert(LL) -0.06 6-9 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.29
Vert(CT) -0.12 6-9 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.12
Horz(CT) 0.01 4 n/a nla
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL) 0.09 6-12 >999 240
Weight: 52 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
9-5-11 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 4=0-8-0
Max Horz 2=11O(LC 11)
Max Uplift 2=-398(LC 12), 4=-398(LC 12)
Max Gram 2=599(LC 1), 4=599(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-816/767, 3-4=-816/767
BOT CHORD 2-6=-499/696, 4-6=499/696
WEBS 3-6=-60/320
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 7-0-0, Exterior(2R) 7-0-0
to 10-0-0, Interior(1) 10-0-0 to 15-6-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) 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.
This item has been
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 398 Ito uplift at joint 2 and 398 lb uplift at
joint 4.
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. D'Regan PE No.58126
MiTek USA, Inc. FL Cert 6634
8904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek°
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259968
77363
C1
Common
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:27 2021 Page 1
ID:NRwBsubNlflvWHZitmA3hgzYRCF-cckS ImnKjacKOLih9rrEm RofpwPKs Iq?m?hs?2z80 Lc
i -1-6-0 7-0-0 13-8-0
1-6.0 7-0.0 6-8-0
Scale = 1:24.3
46 =
Io
3x4 = — 11
7-0-0 13-M
' 7-0-0 6-8-0
Plate Offsets (X,Y)— [4:0-0-0,0-0-71
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Ltd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.38
Vert(LL) -0.06 5-11 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.28
Vert(CT) -0.12 5-11 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.12
Horz(CT) 0.01 4 nla n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL) 0.09 5-11 >999 240
Weight: 49 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 8-9-6 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 4=Mechanical, 2=0-8-0
Max Horz 2=107(LC 11)
Max Uplift 4=-271(LC 12), 2=399(LC 12)
Max Grav 4=501(LC 1), 2=591(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-788/760, 3-4=791/784
BOT CHORD 2-5=-586/670, 4-5=586/670
WEBS 3-5=-63/307
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 7-0-0, Exterior(2R) 7-0-0
to 10-0-0, Interior(1) 10-0-0 to 13-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) 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
This item has been
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
electronically Signed and
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 271 lb uplift at joint 4 and 399 lb uplift at
sealed by ORegan, Philip, PE
joint 2.
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.68126
MiTek USA, Inc. FL Cart 6634
6904 Parke Ea3t Blvd. Tampa FL 33810
Date:
June 9,2021
® WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall�a
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSb7PII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259969
77363
C2
Hip
1
1
Job Reference o tional
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:28 2021 Page 1
ID: NRW BsubNlflvWHZitmA3hgzYRCFAolgz6oyUtkB?VHtjZMTJeLtvKn6blo8—fQPXVz80Lb
1 6-0 5-M 9-0-0 13-M
1.B.0 5-M 4-0-0 4-8-0
48 =
15
4x4 =
Scale = 1:25.4
Ia
3x4 = 3x4 =
5-M
9-0-0
13-8-0
5-0-0
4-0-0
4-8-0
Plate Offsets (X,Y)— [3:0-5-4,0-2-0]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
floc) Udefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.23
Vert(LL) -0.02
7-13 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.18
Vert(CT) -0.05
7-13 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.07
Horz(CT) 0.01
5 n/a n/a
BCDL 10.0
Code FBC2020/rP12014
Matrix -MS
Wind(LL) 0.04
7-13 >999 240
Weight: 56 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 8-5-2 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 5=Mechanical, 2=0-8-0
Max Horz 2=82(LC 11)
Max Uplift 5=-271(LC 12), 2=399(LC 12)
Max Grav 5=501(LC 1). 2=591(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or
less except when shown.
TOP CHORD 2-3=-885/865, 34=756/815, 4-5=-860/820
BOT CHORD 2-7=-7151776, 6-7=-716/784, 5-6=-654/749
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 5-0-0, Exterior(2E) 5-0-0
to 9-0-0, Exterior(2R) 9-0-0 to 13-4-3, Interior(1) 13-4-3 to 13-8-0 zone;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) 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
This item has been
will fit between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
electronically signed and
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 271 lb uplift at joint 5 and 399 lb uplift at
sealed by ORegan, Philip, PE
joint2.
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Ragan PE No,58126
MiTek USA, Inc. FL Cart 8634
6804 Parke East Blvd. Tampa FL 33810
Date:
June 9,2021
,lXl1 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ■•Y■
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259970
77363
C3
Half Hip
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982,
6-8-0
8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:29 2021 Page 1
ID:NRwBsubNlflvWHZilmA3hgzYRCF-Y_sCASoaFBs2des4HGtirsu?Zk31 KBIIDJAz3xz8OLa
48 =
Scale = 1:19.6
3x4 I I
3
5 4
3x4 = 2x3 II
6x8 =
6-6-0 _ 8-M
6-6-0 2-2-0
Plate Offsets (X Y)— [1:0-1-2 Edge] [2:0-5-0 0-2-0]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.43
Vert(LL) -0.05 5-8 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.39
Vert(CT) -0.11 5-8 >938 240
BCLL 0.0
Rep Stress Incr YES
WB 0.15
Horz(CT) -0.00 4 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix -MP
Wind(LL) 0.11 5-8 >914 240
Weight: 38 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=Mechanical, 4=Mechanical
Max Horz 1=150(LC 12)
Max Uplift 1=-149(LC 12), 4=-198(LC 12)
Max Grav 1=315(LC 1), 4=315(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. --All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-305/202
BOT CHORD 1-5=-298/246, 4-5=305/257
WEBS 2-5=-1311270, 24=435/516
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-6-0, Exterior(2E) 6-6-0 to
8-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) 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.
This Item has been
6) Refer to girder(s) for truss to truss connections.
1 198 lb
electronically signed and
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 lb uplift at joint and uplift at
joint 4.
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
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 properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259971
77363
D
Hip
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:30 2021 Page 1
ID:NRwBsubNlflvWHZitmA3hgzYRCF-1BQallopCOV vFoRGq_OxO3QBJ7Nz3YgRSzvWbNz8OLZ
1-1-6-01 5-7-14 10-8-0 16-8-4 22-6-12 28-7-0 33-7-2 39-3-0 ,40-9-0,
1 6-0 5-7-14 6-0-4 5-10.8 6-0 4 5-0-2 5-7-14 1 6-0
d-
5.00 F12
5x8 =
3x6 = Sx8 =
4 28 529 6 7 30 31 8
19 18 17 16 15 14 13 12
3x5 = 4x6 = 3x8 = 4x6 =
Scale = 1:68.8
3x5 =
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CSI.
TC 0.37
BC 0.48
WB 0.49
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(ILL)
in (loc) I/defl Ud
-0.26 15-16 >999 360
-0.48 15-16 >974 240
0.14 10 n/a n/a
0.35 15-16 >999 240
PLATES GRIP
MT20 244/190
Weight: 203 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD Rigid ceiling directly applied or 5-5-15 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 10=0-8-0
Max Hors 2=187(LC 11)
Max Uplift 2=-912(LC 12), 10=-912(LC 12)
Max Grav 2=1533(LC 1). 10=1533(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3257/2057, 3-4=-2787/1804, 4-5=-3134/2100, 5-7=-3134/2100, 7-8=3135/2101,
8-9=-2786/1804, 9-10=-3257/2057
BOT CHORD 2-19=-1764/2962, 18-19=-1764/2962, 16-18=-140212531, 15-16=-1776/3135,
13-15=-141912531, 12-13=1792/2962, 10-12=1792/2962
WEBS 3-18=-541/417, 4-18=-149/378, 4-16=-483/855, 5-16=-340/338, 7-15=-396/328,
8-15=-485/856,8-13=-148/378, 9-13=-542/417
m
1f0
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=39ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-2, Interior(1) 2-5-2 to 10-8-0, Exterior(2R)
10-8-0 to 16-2-10, Interior(1) 16-2-10 to 28-7-0, Exterior(2R) 28-7-0 to 34-1-10, Interior(1) 34-1-10 to 40-9-0 zone;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
This item has been
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
electronically signed and
5) All plates are 3x4 MT20 unless otherwise indicated.
Sealed by ORegan, Philip, PE
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
using a Digital Signature.
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
Printed copies of this
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 912 lb uplift at joint 2 and 912 Ito uplift at
document are not considered
joint 10.
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. VRegan PE No.58126
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
WARNING -Vanity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pr
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V1iTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PIl Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
-
T24259972
77363
D1
Hip
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982. 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:31 2021 Page 1
I D: N RwB sub N If IvW HZitmA3hgzYRC F-VNyb8ggno6m syOSOhvAxHzKQXj kozSbgdf38gz80 LY
-1-6-0, 6-7-14 12-8-0 19-7-8 26-7-0 32-7-2 39-3-0 40-9-0
6-7-14 6-0-2 6-11-8 6-11-8 6-0-2 6-7-14 1-6-0
3x5 =
5x8 = 3x4 II 5x8 =
4 25 26 5 27 28 6
16 15 13 .- 11 10
3x4 11 3x6 =
3x4 =
Scale = 1:68.8
29
3x8 = 3x4 = 3x4 11 3x5 =
3x6 =
26-7-0 32-7-2 39-3-0
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CSI.
TC 0.41
BC 0.51
WB 0.59
Matrix -MS
DEFL. in (loc) I/deft Lid
Vert(LL) -0.22 13 >999 360
Vert(CT) -0.41 11-13 >999 240
Horz(CT) 0.14 8 n/a n/a
Wind(LL) 0.29 13 >999 240
PLATES GRIP
MT20 244/190
Weight: 199 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-10-10 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 5-6-1 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 8=0-8-0
Max Horz 2=218(LC 11)
Max Uplift 2=-912(LC 12), 8=-912(LC 12)
Max Grav 2=1533(LC 1), 8=1533(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3216/2034, 3-4=-2617/1720, 4-5=2728/1889, 5-6=-2728/1889, 6-7=-2617/1720,
7-8=-3216/2034
BOT CHORD 2-16=-1732/2918, 15-16=-1732/2918, 13-15=-1284/2363, 11-13=1303/2363,
10-11=-1761/2918,8-10=-1761/2918
WEBS 3-16=0/254, 3-15=683/508, 4-15=175/448, 4-13=-310/601, 5-13=-429/407,
6-13=-310/601, 6-11=-175/448, 7-11=684/508, 7-10=0/254
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=39ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-2, Interior(1) 2-5-2 to 12-8-0, Exterior(2R)
12-8-0 to 18-2-10, Interior(1) 18-2-10 to 26-7-0, Exterior(2R) 26-7-0 to 32-1-10, Interior(1) 32-1-10 to 40-9-0 zone;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
This item has been
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
electronically Signed and
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
sealed by ORegan, Philip, PE
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
using a Digital Signature.
will fit between the bottom chord and any other members.
Printed copies of this
p
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 912 lb uplift at joint 2 and 912 lb uplift at
joint 8.
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cent B634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK. REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not {'�•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek*
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing "
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the /g
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
ssTruss
Type
Qty
Ply
FOLEYT24259973
J
77363
Hip
1
1
Job Reference o tional
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:32 2021 Page 1
I D: NRwBsubNlflvWHZitmA3hgzYRCF-zZYLoUrSY6EdU6bfyOQPTU WUJxO2XTskvHOdgGz8OLX
-1 6-0, 8-0-0 14-8-0 19-7-8 24-7-0 31-3-0 39-3-0 AO-9-0
1-6-0 8-0-0 6-8-0 4-11-8 4-11-8 6-8-0 8-0-0 1-6-0
0
0
3x5 =
8-0-0
5.00 12
3x4 II
5x6 =
3x4 =
5 26 276 28
5x6 WB =
3x8 =
5x6 =
29 7
3x8 = 3x4 II
5x6 WB =
Scale = 1:69.9
3x5 =
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CSI.
TC 0.46
BC 0.69
WB 0.39
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (Icc) I/defl Ud
-0.41 14-15 >999 360
-0.72 14-15 >654 240
0.15 10 n/a n/a
0.27 14-15 >999 240
PLATES GRIP
MT20 244/190
Weight: 198 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-5-14 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 5-6-1 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 4-15, 8-14
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 10=0-8-0
Max Horz 2=249(LC 11)
Max Uplift 2=-912(LC 12), 10=912(LC 12)
Max Grav 2=1761(LC 17), 10=1761(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-3561/1991, 4-5=-2741/1631, 5-6=2500/1587, 6-7=2500/1587, 7-8=-2741/1631,
8-10=-3562/1991
BOT CHORD 2-17=-1675/3414, 15-17=-1675/3414, 14-15=-1280/2623, 12-14=-1704/3229,
10-12=-1704/3229
WEBS 4-17=0/285, 4-15=926/592, 5-15=338/800, 6-15=-328/198, 6-14=-328/198,
7-14=-338/799, 8-14=-927/592, 8-12=0/285
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=39ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-2, Interior(1) 2-5-2 to 14-8-0, Exterior(2R)
14-8-0 to 20-2-10, Interior(1) 20-2-10 to 24-7-0, Exterior(2R) 24-7-0 to 30-1-10, Interior(1) 30-1-10 to 40-9-0 zone;C-C for members
and forces a MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
This item has been
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
electronically signed and
4) Provide adequate drainage to prevent water ponding.
sealed by ORegan, Philip, PE
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
using a Digital Signature.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Printed copies of this
p
will fit between the bottom chord and any other members, with BCDL = IO.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 912 lb uplift at joint 2 and 912 lb uplift at
document are not considered
joint 10.
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cert 6634
8904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
WARNING -Verify desiyn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
--
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not -
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing j'r'e�'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
ss
Truss Type
Qty
Ply
FOLEYT24259974
T
77363
Hip
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:34 2021 Page 1
ID:NRwBsubNlflvWHZitmA3hgzYRCF-vyf5DAsj4jULjQll3pTtYvbsgli4?H11 Natkk9z8OLV
1 6-0, 5-11-14 _ 11-3-15 16-8-0 22-7-0 27-11-1 33-3-2 39-3-0 q0-9-0
1�-0 ' S-11-14 5 4-1 5 4-1 5-11-0 5 4-1 5 4-1 5-11-14
d
5.00 12
5x6 =
5x6 =
626 727
Scale = 1:69.9
._ .. 16 __ 15
3x5
3x4 = 4x6 = 3x8 — 3x4 = 4x6 = 3x4 = 3x5 =
=
22-7-0
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020lrP12014
CSI.
TC 0.33
BC 0.66
WB 0.79
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (too) i/defl L/d
-0.25 13-15 >999 360
-0.47 13-15 >999 240
0.14 11 n/a n/a
0.26 15 >999 240
PLATES GRIP
MT20 244/190
Weight: 205 lb 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 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 5-6-0 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 7-16
REACTIONS. (size) 2=0-8-0, 11=0-8-0
Max Horz 2=279(LC 11)
Max Uplift 2=-912(LC 12). 11=-912(LC 12)
Max Grav 2=1751(LC 17), 11=1754(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3629/2043, 3-5=-3389/1922, 5-6=2450/1561, 6-7=-2238/1511, 7-8=-2458/1561,
8-10=-3398/1922, 10-11=-3637/2043
BOT CHORD 2-18=-174513519, 16-18=-1414/2931, 15-16=-1058/2262, 13-15=144412729,
11-13=-1774/3317
WEBS 3-18=-367/319, 5-18=-188/639, 5-16=-784/518, 6-16=-298/687, 7-15=-299/775,
8-15=-785/518, 8-13=-188/639, 10-13=-368/319
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=39ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MW'RS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-2, IntedDr(1) 2-5-2 to 16-8-0, Exterior(2R)
16-8-0 to 22-2-10, Interior(1) 22-2-10 to 22-7-0, Exterior(2R) 22-7-0 to 27-11-1, Interior(1) 27-11-1 to 40-9-0 zone;C-C for members
and forces & MW=RS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
This item has been
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
electronically signed and
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
sealed by ORegan, Philip, PE
6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
using a Digital Signature.
will fit between the bottom chord and any other members, with BCDL = IO.Opsf.
7) Provide
Printed copies Of this
p
mechanical connection (by others) of truss to bearing plate capable of withstanding 912 lb uplift at joint 2 and 912 lb uplift at
joint 11.
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cart 6634
9904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
i WARNING -Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �•
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additlonal temporary and permanent bracing MiTek•
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Ply
FOLEY
T24259975
77363
D4
]Qty
ROOF SPECIAL
1
1
Job Reference (optional)
0.40U s may I < <uc i wu I eK mausmes, Inc. I ue Jun o ua:ua:ao tucl rage 'I
ID: NRwBsubNlflvWHZitmA3hgzYRCF-N8DTRVtLr1 cCLZJ EdX_6578ym8?okibAbEdHHbz80LU
•1.6-0 7-1-8 13-7-4 17-0-0 18-8-0 20-7.0 22-3-0 3-4- 27-6-3 32-9-6 3 -0 39-3-0
1-6-0 7-1-8 6-5-12 3-4-12 1-8.0 1-11-0 1-8-0 1-1-8 4-1-11 5-3-3 0- 0 6-2-0
Scale = 1:73.6
5x8 MT18HS =
5.00 12
5x8 =
6
7
3x4
4x5 i
4x6 i 25
8
26
5
3x4
4
9
8x14 MT18HS
3x5 7:--
6x8 =
3
15
10 11 a n
27 N
17
16
5x6 = 14
T
to
24 �
4x5 �
3x4
4x4 �
1
Io
2
13 o
12
`�1 �5x12
0
3.00 F12
w
3x4 ll
28 20 19
3x5 = 3x4 = 5x6 11
7-1.8
-8-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.36 13-14 >857 360 MT20 2441190
TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.68 13-14 >455 240 MT18HS 2441190
BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.07 12 n/a n/a
BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(ILL) 0.48 13-14 >639 240 Weight: 210 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-13 oc purlins,
BOT CHORD 2x4 SP M 30 'Except' except end verticals.
5-19: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-2-11 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 18-20, 3-18, 10-14
REACTIONS. (size) 12=Mechanical, 2=0-8-0, 19=0-7-4
Max Horz 2=258(LC 11) NOTE: EXTREME CARE MUST BE TAKEN DURING TRUSS TRANSPORT,
Max Uplift 12=-298(LC 12), 2=-563(LC 11). 19=-1719(LC 12) HANDLING AND ERECTION. PROVIDE SUPPORT THAT DOES NOT
ALLOWTRUSS TO
Max Grav 12=551(LC 1), 2=175(LC 21), 19=2598(LC 1) AND EMBEDDED.TVNST. ALL PLATES MUST REMAIN ENTIRELY INTACT
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-353/1588, 3-5=-2003/3071, 5-6=486/885, 7-8=-436/842, 9-1 0=-1 195/607,
10-11=-2531/1463, 11-12=-463/352, 6-7=-388/796
BOT CHORD 2-20=-15671246, 18-19=-2557/2200, 5-18=-2025/1440, 17-18=-2872/1998,
16-17=-975/814,15-16=-217/335,14-15=-524/1125,13-14=-1777/3006,12-13=-242/369
WEBS 3-20=-740/613, 18-20=-1603/269, 3-18=-1676/2148, 5-17=-1367/2224, 9-15=-1259/828,
11-13=-1230/2179, 9-14=-125/386, 10-14=-1872/1242, 10-13=-995/692, 6-17=-710/559,
8-15=-250/623,8-16=-896/578
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=39ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-2, Interior(1) 2-5-2 to 18-8-0, Exterior(2E)
18-8-0 to 20-7-0, Exterior(2R) 20-7-0 to 24-6-2, Interior(1) 24-6-2 to 39-1-4 zone; porch left exposed;C-C for members and forces &
This item has been
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
electronically signed and
to the use of this truss component.
sealed by ORegan, Philip, PE
4) Provide adequate drainage to prevent water ponding.
using a Digital Signature.
5) All plates are MT20 plates unless otherwise indicated.
Printed Copies of this
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
document are not considered
will fit between the bottom chord and any other members.
Signed and sealed and the
8) Refer to girder(s) for truss to truss connections.
signature must be verified
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 298 lb uplift at joint 12, 563 lb uplift at
on any electronic copies.
S.
joint 2 and 1719 lb uplift at joint 19.
Philip J. O'Regan PE No.68126
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
--
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11fP/1 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
FOLEY
T24259976
77363
D5
ROOF SPECIAL
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:37 2021 Page 1
ID: NRwBSubNlflvWHZitmA3hgzYRCF-JXLDsBvbMesvatTclyOaAYD IpygLCb6T3Y60LTz8OLS
20-3-0
, a8 la-74 19.0-0 19-7-8 i 8 33-3--11100 6-3-00
7 38 2-3£ 2 3211�7 -12 54-12 N., 0-7-a
Scale = 1:72.3
Sx6 =
5.00 12
3x5 =
3x4 = 5x8 MT18HS 11
20-3-0
7-1-a 13-0.0 13-7y1 11-0-0 19-TA , 23-4-8 30.98 33-1-0 39-3-0
7-1-a ii10.8 -7 54-12 -7- 3-1-8 7.4-14 2-3-10 6-2-0
LOADING (psi)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CS1.
TC 0.67
BC 0.88
WB 0.96
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) I/deft Ud
-0.43 13-14 >722 360
-0.86 13-14 >358 240
0.07 11 n/a n/a
0.57 13-14 >536 240
PLATES
MT20
MT18HS
Weight: 205 lb
GRIP
244/190
244/190
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 4-10-7 oc purlins,
BOT CHORD 2x4 SP M 30 -Except-
except end verticals.
5-17: 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 2-10-3 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 16-18, 3-16, 5-15, 8-14
REACTIONS. (size) 11=Mechanical, 2=0-8-0, 17=0-7-4
Max Horz 2=257(LC 11)
Max Uplift 11=-280(LC 12), 2=614(LC 11), 17=-1781(LC 12)
Max Grav 11=509(LC 1), 2=139(LC 21), 17=2719(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-468/1783, 3-5=-2083/3366, 5-6=-502/971, 6-7=-444/955, 7-8=-239/482,
8-9=-1352/818
BOT CHORD 2-18=-1746/306, 16-17=-2680/2203, 5-16=-2040/1407, 15-16=-3144/2020,
14-15=-385/298, 13-14=-883/1443, 12-13=-816/1355, 11-12=-827/1357
WEBS 3-18=-748/658, 16-18=-17611323, 3-16=-175612144, 5-15=-1362/2312, 9-11 =1 358/819,
6-15=-866/565, 7-14=-21/265, 7-15=-714/529, 8-14=-1720/1140
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=39ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-2, Interior(1) 2-5-2 to 19-7-8, Exterior(2R)
19-7-8 to 23-6-10, Interior(1) 23-6-10 to 39-1-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
This item has been
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
electronically signed and
4) Provide adequate drainage to prevent water ponding.
Sealed by ORegan, Philip, PE
5) All plates are MT20 plates unless otherwise indicated.
using a Digital Signature.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
'
Flirted copies of this
p
7) This truss has been designed for a live load of 20.Opsf on the bottom chard 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.
document are not considered
8) Refer to girder(s) for truss to truss connections.
signed and sealed and the
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 280 lb uplift at joint 11, 614 lb uplift at
signature must be verified
joint 2 and 1781 lb uplift at joint 17.
on any electronic copies.
Philip J. ORegan PE No.58126
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
June 9,2021
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED fv11TEK REFERENCE PAGE DAII-7473 rev. 5/19/2020 BEFORE USE
--
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p �r
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVI iTek`
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259977
77363
G
Roof Special
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:38 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-ojvc3XvD7y_mC12olfXpjllVgM2sx6JclCrxuwz8OLR
6 6-0 , 2-8-0 5-0-0 8-2-0 9-4-0 13-8-0 19-2-0 24-8-0
' 1-6-0 ' 2-8-0 ' 2-4-0 ' 3-2-0 ' 1-2-0 4-4-0 5-6-0 5-6-0
5x6 =
5 no Fig
5x6 = 3x4 =
3x4 =
Scale = 1:42.9
3x5 =
ry II IV 9
4x4 = 2x3 II 3x4 II 4x8 = 3x6 II
13-8-0 19-2-0
24-8-0
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CSI.
TC 0.54
BC 0.73
WE 0.71
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) Vdefl Ud
-0.20 12-13 >999 360
-0.37 12-13 >778 240
0.17 9 n/a n/a
0.29 12-13 >999 240
PLATES GRIP
MT20 244/190
Weight: 140 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x6 SP 240OF 2.0E 'Except'
TOP CHORD Structural wood sheathing directly applied or 4-6-6 oc purlins,
4-5: 2x6 SP No.2, 5-8: 2x4 SP M 30
except end verticals.
BOT CHORD 2x4 SP M 30 *Except*
BOT CHORD Rigid ceiling directly applied or 4-8-2 oc bracing.
6-11: 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (size) 1=0-8-0, 9=Mechanical
Max Horz 1=159(LC 12)
Max Uplift 1=-479(LC 12), 9=510(LC 9)
Max Grav 1=905(LC 1), 9=896(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-17=-332/81, 2-3=2942/2141, 3-4=3082/2357, 4-5=-2575/1905, 5-6=-2408/1772,
6-7=-2495/1804, 7-8=-1290/904, 8-9=-846/643
BOT CHORD 2-14=-2210/2836, 13-14=-1466/1933, 12-13=-1853/2566
WEBS 5-13=-849/665, 6-13=-287/183, 10-12=-794/1108, 7-12=-929/1251, 7-10=-782/676,
8-10=-1018/1455, 3-14=-534/531, 4-14=-949/1153, 4-13=759/1151
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=25ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 8-2-0, Exterior(2E) 8-2-0 to
9-4-0, Interior(1) 9-4-0 to 24-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Building Designer /Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
This item has been
to the use of this truss component.
electronically signed and
4) Provide adequate drainage to prevent waterponding.
Sealed by ORegan, Philip, PE
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
.
using a Digital Signature.
6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Printed copies of this
p
will fit between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
document are not Considered
8) Bearing atjoint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
signed and sealed and the
capacity of bearing surface.
Signature must be Verified
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 479 lb uplift at joint 1 and 510 lb uplift at
on an electronic copies.
joint 9.
Y P
Philip J. O'Regan PE No,58126
MITek USA, Inc. FL Cart 6634
6604 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDEO MITEK REFERENCE PAGE Mll-7473 rev. SOT2020 BEFORE USE.
Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall�9
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITek"
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TIP/1 Duality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259978
77363
G1
Half Hip
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:39 2021 Page 1
ID:NRWBsubNlflvWHZitmA3hgzYRCF-GvT GtwruG6dgBd?sN22FzlfxmOzgbymWsbUQMz8OLQ
2-8-0 9-0-0 13-8-0 19-2-0 24-8-0 ,
2-8-0 6-4-0 4-8-0 5-6-0 5-6-0
5x8 =
3x6 = 3x4 II
Scale = 1:42.2
3x4 II 3x4 = 3x4 =
17 4 18 19 5 20 6
3x4 II
48 =
7
3x6 I I
2-8-0 9-0-0 13-8-0
19-2-0 24-8-0
2-8-0 6-4-0 4-8-0
5-6-0 5-6-0
Plate Offsets (X,Y)--[1:0-0-15,0-0-01,[2:0-1-4,0-1-01,[2:0-5-0,0-1-31,[3:0-5-12,0-2-81,[10:0-2-4,0-2-121
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.63
Vert(LL) -0.34
2-11 >864 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.74
Vert(CT) -0.64
2-11 >455 240
BCLL 0.0
Rep Stress Incr YES
WB 0.62
Horz(CT) 0.25
7 n/a rile
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL) 0.51
2-11 >568 240
Weight: 136 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x6 SP 240OF 2.OE *Except*
TOP CHORD
Structural wood sheathing directly applied or 5-2-11 oc purlins,
3-6: 2x4 SP M 30
except end verticals.
BOT CHORD 2x4 SP M 30 `Except*
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
2-12,4-9: 2x4 SP No.3
5-10-11 oc bracing: 2-11
WEBS 2x4 SP No.3
6-6-10 oc bracing: 10-11.
REACTIONS. (size) 1=0-8-0, 7=Mechanical
Max Horz 1=204(LC 12)
Max Uplift 1=-476(LC 12), 7=519(LC 9)
Max Grav 1=895(LC 1). 7=895(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-13=-480/138, 2-3=-1929/1193, 3-4=1811/1206, 4-5=179411193, 5-6=-1013/640,
6-7=-847/591
BOT CHORD 2-12=-180/264, 2-11 =-1 226/1796, 10-11 =-1 22811806
WEBS 3-11=-27/300, 8-10=-565/876, 5-10=-612/863, 5-8=-743/587, 6-8=-775/1231
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=25ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 9-0-0, Exterior(2R) 9-0-0 to
13-2-15, Interior(1) 13-2-15 to 24-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
This Item has been
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.
electronically Signed and
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
sealed by ORegan, Philip, PE
will fit between the bottom chord and any other members.
using a Digital Signature.
6) Refer to girder(s) for truss to truss connections.
Printed COp12S Of this
7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
document
capacity of bearing surface.
are not Considered
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 476 lb uplift at joint 1 and 519 lb uplift at
signed and sealed and the
joint 7.
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.56126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUf•P/1 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qly
Ply
FOLEY
T24259979
77363
G2
Half Hip
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:40 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-k61 MUDxTfZEURLCBQ4ZHoArtz9rpPyWvIWK2yoz8OLP
-1-6-0 5-9-14 11-0-0 17-10-0 24-8-0
1-6-0 5-9-14 5-2-2 6-10-0 6-10-0
i1
4x8 =
17 18
2x3 II
19
Scale = 1:44.0
3x5 =
r
3x4 = 2x3 11 3x4 = 3x6 = 3x10 = 3x6 11
5-9-14
11-0-0
17-10-0
24-8-0
5-9-14
5-2-2
6-10-0
6-10-0
Plate Offsets (X,Y)—
[4:0-5-4,0-2-01
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/deft
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.42
Vert(LL)
-0.06
10
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.32
Vert(CT)
-0.13
8-10
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.98
Horz(CT)
0.04
7
n/a
n/a
BCDL 10.0
Code FBC2020rrP12014
Matrix -MS
Wind(LL)
0.09
10-11
>999
240
Weight: 131 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-3 oc purlins,
BOT CHORD 2x4 SP M 30 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-7-11 oc bracing.
REACTIONS. (size) 7=Mechanical, 2=0-8-0
Max Horz 2=306(LC 12)
Max Uplift 7=-520(LC 9), 2=-592(LC 12)
Max Grant 7=905(LC 1), 2=991(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-187611096, 3-4=-13621833, 4-5=-1024/667, 5-6=-1024/667, 6-7=-845/614
BOT CHORD 2-11=-1217/1688, 10-11=-1217/1688, 8-10=-834/1214
WEBS 3-10=-548/427, 4-10=-146/399, 5-8=-426/401, 6-8=-795/1220
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=25ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, interior(1) 1-6-0 to 11-0-0, Exterior(2R)
11-0-0 to 15-2-15, Interior(1) 15-2-15 to 24-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
This Item has been
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.
electronically Signed and
7) Refer to girder(s) for truss to truss connections.
sealed by ORegan, Philip, PE
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 520 lb uplift at joint 7 and 592 lb uplift at
using a Digital Signature.
joint 2.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.68126
MiTek USA, Inc. FL Cart 66U
0904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-7473 rev, 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Na
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing Mirek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259980
77363
G3
Half Hip
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:41 2021 Page 1
I D: N RwBsubNlflvWHZitmA3hgzYRCF-C IakhZy6QtML3UnN_n5 WKON 1 oZAX8S P3_A4bUFz80 LO
1 6 0 6-9-14 13-0-0 18-10-0 24-8-0
1-6-0 6-9-14 6-2-2 5-10-0 5-10-0
�1
4x8 =
17 18 19
2x3 11
20
Scale = 1:43.7
3x4 =
3x4 = 2x3 11 3x6 = 3x4 = 3x10 = 3x6 11
6-9-14
13-0-0
18-10-0
24-8-0
6-9-14
6-2-2
5-10-0
5-10-0
Plate Offsets (X,Y)—
[4:0-5-4,0-2-0]
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.48
Vert(LL)
-0.07 11-14
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC
0.35
Vert(CT)
-0.14 11-14
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB
0.81
Horz(CT)
0.04 7
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL)
0.09 11-14
>999
240
Weight: 137 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD
2x4 SP M 30 TOP CHORD
Structural wood sheathing directly applied or 5-3-2 oc purlins,
BOT CHORD
2x4 SP M 30
except end verticals.
WEBS
2x4 SP No.3 BOT CHORD
Rigid ceiling directly applied or 6-7-13 oc bracing.
REACTIONS.
(size) 7=Mechanical, 2=0-8-0
Max Horz 2=352(LC 12)
Max Uplift 7=-528(LC 12), 2=583(LC 12)
Max Grav 7=905(LC 1), 2=991(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD
2-3=-1829/1031, 3-4=-11831708, 4-5=767/514, 5-6=-767/514, 6-7=-853/626
BOT CHORD
2-11 =-1 194/1639, 9-11=-1194/1639, 8-9=-727/1035
WEBS
3-11=0/278, 3-9=-687/518, 4-9=-178/436, 4-8=-375/291, 5-8=-355/350, 6-8=-702/1048
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45f; L=25ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 13-0-0, Exterior(2R)
13-0-0 to 17-2-15, Interior(1) 17-2-15 to 24-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) 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
This item has been
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
electronically signed and
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 528 lb uplift at joint 7 and 583 lb uplift at
sealed by ORegan, Philip, PE
joint 2.
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cert 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 5119/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek°
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIf Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259981
77363
G4
Half Hip
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982,
1.6-0 ' 7-7-0
7-5-0
5.00 F12
8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:42 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-gUB6vvykBBVCheMaXVcltbwB2zSZt?LCCgp91 hz80LN
45 =
4 16 17
4-8-4 4-1
3x4 =
185 19
Scale = 1:44.0
3x4 11
3x4 = 2x3 11 3x6 = 3x8 = 6x8 =
7-7-0
15-0-0
24-8-0
7-7-0
7-5-0
9-8-0
Plate Offsets (X,Y)— [3:0-3-0,0-3-4)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.58
Vert(LL) -0.31
7-8 >960 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.56
Vert(CT) -0.50
7-8 >588 240
BCLL 0.0
Rep Stress Incr YES
WB 0.38
Horz(CT) 0.04
7 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix -MS
Wind(LL) 0.12
10-13 >999 240
Weight: 134 Ito FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 4-10-8 oc purlins,
BOT CHORD 2x4 SP M 30
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 6-7-13 oc bracing.
WEBS
1 Row at midpt 3-8. 5-7
REACTIONS. (size) 7=Mechanical, 2=0-8-0
Max Horz 2=397(LC 12)
Max Uplift 7=539(LC 12), 2=572(LC 12)
Max Grav 7=1066(LC 17), 2=1138(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2058/969, 3-4=-1194/571, 4-5=1051/605
BOT CHORD 2-10=-1175/1913, 8-10=-1175/1906, 7-8=-410/637
WEBS 3-10=0/292, 3-8=936/619, 5-8=-334/707, 5-7=-1009/669
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=25ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 15-0-0, Exterior(2R)
15-0-0 to 19-2-15, Interior(1) 19-2-15 to 24-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
This Item has been
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, with BCDL = 10.Opsf.
electronically Signed and
7) Refer to girder(s) for truss to truss connections.
sealed by ORegan, Philip, PE
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 539 lb uplift at joint 7 and 572 lb uplift at
using a Digital Signature.
joint 2.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall iii��.SO•
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
G5
Half Hip
1
1nce
FFOLEYT2425998277363
(optional)
f S 1 ws.' rvi r rwir , rL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:43 2021 Page 1
ID: NRwBsubNlflvVVHZitmA3hgzYRCF-8hiV6FzMyUd3Joxm5C7_QpTMENpzcNnMRUZiZ7z80LM
1 6-0 6-0-11 11-5-10 16-10-8 24-8-0
1-6-0 6-0-11 5-4-14 5-4-14 7-9-8
4x6 =
5.00 12
Scale = 1:46.9
1718
3x6 =
8
3x4
3x4 = 3x6 = 3x10 = 3x6 II
=
24-8-0
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TP12014
CSI.
TC 0.55
BC 0.48
WB 0.76
Matrix -MS
DEFL. in (loc) I/deft Ud
Vert(LL) -0.13 11-14 >999 360
Vert(CT) -0.25 11-14 >999 240
Horz(CT) 0.03 8 n/a n/a
Wind(LL) 0.09 11-14 >999 240
PLATES GRIP
MT20 244/190
Weight: 137 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 4-10-4 oc purlins,
BOT CHORD 2x4 SP M 30
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 6-6-14 oc bracing.
WEBS
1 Row at midpt 7-8, 7-9
REACTIONS. (size) 8=Mechanical, 2=0-8-0
Max Horz 2=440(LC 12)
Max Uplift 8=-551(LC 12), 2=-560(LC 12)
Max Grav 8=1084(LC 17), 2=1135(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2092/969, 3-5=-1853/841, 5-6=936/469, 6-7=-832/498, 7-8=-933/662
BOT CHORD 2-11=-1236/1967, 9-11=-883/1386
WEBS 3-11=-363/336, 5-11=-208/630, 5-9=-733/504, 7-9=-666/1116
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=25ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 16-10-8, Exterior(2R)
16-10-8 to 21-1-7, Interior(1) 21-1-7 to 24-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
`This
This Item has been
6) 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.
electronically signed and
7) Refer to girder(s) for truss to truss connections.
Sealed by ORegan, Philip, PE
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 551 lb uplift at joint 8 and 560 lb uplift at
using a Digital Signature.
joint 2.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
June 9,2021
WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5/19/2020 BEFORE USE.
Design valid for use only with connectors. This design is based only upon parameters shown, and is for an individual building component, not
ago'
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall
i.��Lp�[©i�
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/I Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259983
77363
G6
Half Hip
1
1
Job Reference (optional)
Uhambers I cuss, Fort Pierce, FL - 34982. 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:44 2021 Page 1
ID: NRwBsubNlfly WHZitmA3hgzYRCF-ctGtKaJolwwyWyfweDyO?WDm8uLwxVg8lF5Zz80LL
1 6 0 7-6-0 14-10-8 19-7-8 24-8-0
' 7-6-0 ' 7-4-8 4-9-0 5-0-8
i1
Scale = 1:44.0
4x5 = 3x4 I I
3x4 =
5.00 12 4 16 17 18 5 19 6
3x4 = 2x3 II 3x6 = 3x8 = 6x8 =
7-6-0 14-10-8
24-8-0
7-6-0 ' 7-4-8
9-9-8
Plate Offsets (X,Y)— [3:0-3-0,0-3-41
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.60
Vert(LL) -0.32
7-8 >916 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.56
Vert(CT) -0.52
7-8 >561 240
BCLL 0.0
Rep Stress Incr YES
WB 0.38
Horz(CT) 0.04
7 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL) 0.11
10-13 >999 240
Weight: 134 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 4-10-10 oc purlins,
BOT CHORD 2x4 SP M 30
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 6-7-13 oc bracing.
WEBS
1 Row at midpt 3-8, 5-7
REACTIONS. (size) 7=Mechanical, 2=0-8-0
Max Horz 2=395(LC 12)
Max Uplift 7=-538(LC 12), 2=-572(LC 12)
Max Grav 7=1065(LC 17), 2=1138(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2066/977, 3-4=-1209/579, 4-5=-1065/613
BOT CHORD 2-10=-1181/1921, 8-10=-1182/1918, 7-8=-417/648
WEBS 3-10=0/287, 3-8=930/616, 5-8=-330/704, 5-7=-1011/671
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=25ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 14-10-8, Exterior(2R)
14-10-8 to 19-1-7, Interior(1) 19-1-7 to 24-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
'
This Item has been
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, with BCDL = 10.opsf.
electronically signed and
7) Refer to girder(s) for truss to truss connections.
sealed by ORegan, Philip, PE
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 538 lb uplift at joint 7 and 572 lb uplift at
using a Digital Signature.
joint 2.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J.O'Regan PE No,58126
MiTek USA, Inc. FL Cart 6634
8904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. *
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not [�^
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI M11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259984
77363
GR3
Monopitch Girder
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982,
8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:45 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-43gFXw?cU6tnY649Dd9SVEYgMAZn4S5evo2pdOz80 LK
3-0-0
3x4 = 3x4 11
Scale = 1:10.8
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2020/TPI2014
CS1.
TC 0.06
BC 0.20
WB 0.00
Matrix -MP
DEFL. in
Vert(LL) -0.00
Vert(CT) -0.01
Horz(CT) 0.00
Wind(LL) 0.01
(loc) Vdefl Ud
5 >999 360
3-5 >999 240
3 n/a n/a
5 >999 240
PLATES GRIP
MT20 244/190
Weight: 13 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-0-0 oc purlins,
BOT CHORD 2x6 SP No.2
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=0-8-0, 3=Mechanical
Max Horz 1=65(LC 8)
Max Uplift 1=-94(LC 8), 3=-177(LC 8)
Max Grav 1=201(LC 1), 3=307(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or
less except when shown.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; 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
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) 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 94 lb uplift at joint 1 and 177 lb uplift at
joint 3.
7) Use USP HUS26 (With 14-16d nails into Girder & 4-16d nails into Truss) or equivalent at 1-1.1-4 from the left end to connect
truss(es) to back face of bottom chord.
8) Fill all nail holes where hanger is in contact with lumber.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
This Item has been
electronically signed and
LOAD CASE(S) Standard
sealed by ORegan, Philip, PE
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
using a Digital Signature.
Uniform Loads (plf)
Vert: 1-2=-54,1-3=-20
I
Printed copies of this
Concentrated Loads (lb)
document are not considered
Vert: 6=-296(B)
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. ORegan PE No.58126
MiTek USA, Inc. FL Cart 8634
6904 Parke East Blvd. Tampa FL 33810
Date:
June 9,2021
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Val'
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek"
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI7rP11 Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259985
77363
GR5
Monopitch Girder
1
1
Job Reference o tional
Chambers Truss, Fort Pierce, FL - 34982,
Plate Offsets (X,Y)— (2:0-5-1,0-1-101
8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:46 2021 Page 1
ID:NRwBsubNlflvWHZitmA3hgzYRCF-ZGOdkGOEFP?eAGfLmLgh1 R5xeagxpvLo7SnMASz8OLJ
5-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Well
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.28
Vert(LL)
0.08
4-6
>718
240
TCDL 7.0
Lumber DOL
1.25
BC 0.53
Vert(CT)
-0.11
4-6
>549
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.00
Horz(CT)
0.00
4
n/a
n/a
BCDL 10.0
Code FBC2020lrP12014
Matrix -MP
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x6 SP 240OF 2.0E
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (size) 4=Mechanical, 2=0-8-0
Max Horz 2=164(LC 8)
Max Uplift 4=-594(LC 8), 2=560(LC 8)
Max Grav 4=1021(LC 1), 2=849(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1:15.4
PLATES GRIP
MT20 244/190
Weight: 25 lb FT = 20%
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) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) 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 594 lb uplift at joint 4 and 560 lb uplift at
joint 2.
7) 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 2-0-12
from the left end to 4-0-12 to connect truss(es) to front face of bottom chord.
8) Fill all nail holes where hanger is in contact with lumber.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 2-4=20
Concentrated Loads (lb)
Vert: 7=-833(F) 8=-598(F)
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J.ORegan PE No.56126
MTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Oty
Ply
FOLEY
T24259986
77363
GRA
ROOF SPECIAL GIRDER
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:51 2021 Page 1
ID:NRwBsubNlflvWHZitmA3hgzYRCF-vDB Wo_3N3ydwG1 YIZuGskVon4bYKU2mXHkV7rfz8OLE
39-4-8
r1.6-0 4-11-10 9-3-7 13-7-4 16-7-6 19-7-8 , 24-6.7 29.5-6 33.1.0 37.11.E 3Q-6 8 42-8-0 4-0•q 49-0.0 5as-q
�1-6.Or 4-11-10 4-3-13 4-3-13 3-0.2 3-0-2 4.10-15 4-10.15 3.7.10 4.10-6 0.7- 3.3.8 -40 N.-O 1-6-0
0-10-0 Scale = 1:90.7
5.00 12 5x8 =
28 27 26 3.00112 — 11
THD26-2 3x4 II
4x5 = 3x4 I I 3x8 = 3x6 11
4-11-10
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
'(loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.30
Vert(LL) -0.10
21 >999 360
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.45
Vert(CT) -0.18
21 >999 240
BCLL 0.0
Rep Stress Incr NO
WB 0.50
Horz(CT) 0.02
18 n/a n/a
BCDL 10.0
Code FBC2020ITP12014
Matrix -MS
Wind(LL) 0.13
21 >999 240
Weight: 553 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*
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
6-26: 2x4 SP No.3, 15-20: 2x6 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 26=0-7-4, 15=0-8-0, 18=0-8-0
Max Horz 2=-310(LC 6)
Max Uplift 2=-434(LC 24). 26=1632(LC 8), 15=-539(LC 29), 18=-1875(LC 8)
Max Grav 2=208(LC 17), 26=2412(LC 1). 18=2971(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-6/1075, 3-4=422/1303, 4-6=-1370/2496, 6-7=-1279/2478, 7-8=-193/444,
8-9=-554/236, 9-1 0=-1 315/650, 10-11=2177/1284, 11-12=-1307/891, 12-13=582/596,
13-14=-73911842, 14-15=-822/1967
BOT CHORD 2-28=-1146/1, 27-28=-1146/1, 25-26=2378/1571, 6-25=-253/223, 24-25=1180/906,
23-24=-419/551, 22-23=-127/761, 21-22=-1190/2319, 20-21=-717/1311, 19-20=-509/583,
18-19=-1842/909, 17-18=-1842/909, 15-17=-1785/878
WEBS 3-27=-4801548, 4-27=-621/804, 25-27=-1359/542, 4-25=1273/1065, 7-25=-2116/1112,
7-24=-521/1147, 8-24=-933/511, 8-23=-461/1006, 9-23=-710/545, 9-22=-4661786,
10-22=-1069/782, 10-21=-552/310, 11-21=-454/1006, 11-20=-566/368, 13-18=-1537/963,
14-17=-812/428, 12-20=-793/1204, 12-19=-628/461, 13-1 9=-1 376/2627
NOTES-
1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows:
This item has been
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
electronically Signed and
Webs connected as follows: 2x4 -1 row at 0-9-0 oc.
sealed by ORegan, Philip, PE
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
using a Digital Signature.
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
Printed copies of this
p
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; cat.
document are not considered
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
signed and sealed and the
5) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
signature must be verified
to the use of this truss component.
6) Provide adequate drainage to prevent water ponding.
On any electronic Copies.
7) All plates are 3x5 MT20 unless otherwise indicated.
Philip J. O'Regan PE No.58126
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
MiTek USA, Inc. FL Cart 6634
9) ' 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
6904 Parke East Blvd. Tampa FL 33610
will fit between the bottom chord and any other members.
Date:
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 434 lb uplift at joint 2, 1632 lb uplift at
June 9,2021
oint 26. 539 lb uplift at joint 15 and 1875 lb uolift at joint 18
uonur ci on page z
6y� WARNING - Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 2D601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259986
77363
GRA
ROOF SPECIAL GIRDER
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:51 2021 Page 2
ID: NRwBsubNlflvWHZitmA3hgzYRCF-vDB Wo_3N3ydwG1 YIZuGskVon4bYKU2mXHkV7rfz80LE
NOTES-
11) Use USP THD26-2 (With 18-16d nails into Girder & 12-10d nails into Truss) or equivalent at 39-4-8 from the left end to connect truss(es) to front face of bottom chord.
12) Fill all nail holes where hanger is in contact with lumber.
13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 lb down and 118 lb up at 40-3-4, and 110 lb down and 118 lb up
at 41-11-4, and 227 lb down and 331 lb up at 44-0-0 on top chord, and 47 lb down and 17 lb up at 40-3-4, and 51 lb down and 12 lb up at 41-11-4, and 105 lb down and
147 lb up at 43-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-8=54, 8-10=54, 10-14=-54, 14-16=-54, 26-29=20, 23-25=-20, 20-23=20, 15-20=20
Concentrated Loads (lb)
Vert: 14=131(F) 17=93(F) 35=-58(F) 36=-58(F) 37=-722(F) 38=38(F) 39=38(F)
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall p�
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IVI iTek•
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/fPlf Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259987
77363
GRA5
Monopitch Girder
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:52 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-N Plu?K4?gFlnuB7V7bn5HiL_G?vEDcgg WOEhN6z8OLD
1-64) . 5-0-0
5-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.14
Vert(LL)
-0.03
4-6
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.41
Vert(CT)
-0.05
4-6
>999
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.00
Horz(CT)
0.00
4
n/a
n/a
BCDL 10.0
Code FBC2020ITPI2014
Matrix -MP
Wind(LL)
0.04
4-6
>999
240
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (size) 4=Mechanical, 2=0-8-0
Max Horz 2=164(LC 8)
Max Uplift 4=-429(LC 8), 2=-472(LC 8)
Max Grav 4=732(LC 1), 2=729(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1:15.4
PLATES GRIP
MT20 244/190
Weight: 50 lb FT = 20%
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) 2-ply truss to be connected together as follows:
Top chords connected with 1 Od (0.131"x3") nails as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected with 1 Did (0.131"x3") nails as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpj=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 429 lb uplift at joint 4 and 472 lb uplift at
joint 2.
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 1-8-12
from the left end to 3-8-12 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
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 2-4=20
Concentrated Loads (lb)
Vert: 7=-531(B) 8=489(B)
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Ragan PE No,58126
MITek USA, Inc. FL Cart 6634
8804 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
® WARNING - Veafy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev 5/19/2020 BEFORE USE '
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Qty
Ply
FOLEY
]Tmus-sTyep
T24259988
77363
GRB
ROOF SPECIAL GIRDER
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:56 2021 Page 1
ID:NRwBsubNlflvWHZitmA3hgzYRCF-GB_Prh7WuUFDMoQGMRs1 RYVbucCC91zGQ0CuWtz8OL9
44-0.0
r1-6-Oi 4-11-10 9-M 13-7-4 17-0-0 20.7-3 242-6 2B-11-3 338-0 W1s 38-1-2 40-10-0 42-8-0 45,01 49M 60-6-0
1b-0 4-11-10 4-0.6 4-7-0 3-0-12 3-7-3 3-7-3 4-0-13 4-8-13 0-5-8 3-11-10 24i14 1-10-01-4-0 4-0�6-01
1-0-0
Scale = 1:92.8
5.00 12 5x6 =
3x5 i 3x4 II
3x5
3x4 II Special
3x4 II Special
3x6 6
8 5x12 =
3x5 =
3x6 = 3x10 =
Special 3x8 =
Special
3x5
5
9
10
13 Special 14
4
4011 12 41
16
3x5 i
3
0
ao 24
q
17 Iv Im
all 2
0 0 5x8 =
29
28 27
26
0 23
25 4445 3x4 146 21 4820 49 19
a o d
18 IN
d
3x5 =
3x6 =
4x8 =
3x4 I I
Special
6x8 =
4x5 =
4x5 =
33 32 31
6x8 —_
3x6 II
3x4 II 3x8 = 3x6 II
3x5 =
THD26-2 Special
4x5 =
Special
Special
Special
44-0-0
4-11-10 9-0-0 13-0.0 1a-7r4
18-10-13
24-26 2111-3
33-&0 34rtr8 311-2 40.10-0
42-8-0 4$-0.0 49-0-0
'
4-11-10 ' 4-04i ' 4-0-0 7h
5-3-9
5-3-9 4-8-13
4-8-13 0 8 3-11-10 2-8-14
1-10-01A-0
1-M
Plate Offsets (X,Y)--
[15:0-4-8,0-2-0], [22:0-2-8,0-4-0], [24:0-2-12 0-3-12] [30:0-2-0,0-2-4]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc) I/defl Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.49
Vert(LL)
-0.15
24 >999 360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.66
Vert(CT)
-0.27
24 >999 240
BCLL 0.0
Rep Stress Incr NO
WB
0.57
Horz(CT)
0.01
20 n/a n/a
BCDL 10.0
Code FBC2020ITP12014
Matrix -MS
Wind(LL)
0.20
24 >999 240
Weight: 568 Ib
FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30 *Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
6-31,11-25: 2x4 SP No.3, 22-24: 2x6 SP No.2 "Special" indicates special hanger(s) or other connection device(s)
WEBS 2x4 SP No.3 required at location(s)shown. The design/selection of such special
connection device(s) is the responsibility of others. This applies
REACTIONS. All bearings 0-8-0 except Gt=length) 31=0-7-4. to all applicable truss designs in this job.
(lb) - Max Horz 2=-265(LC 6)
Max Uplift All uplift 100lb or less atjoint(s) except 2=-541(LC 25). 31=-1868(LC 8), 17=-498(LC 29),
20=-1836(LC 8)
Max Grav All reactions 250lb or less atjoint(s) 2, 17 except 31=2812(LC 1), 20=2907(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. '
TOP CHORD 2-3=-261/1513, 3-4=-649/1735, 4-6=-1766/3117, 6-7=-1660/3085, 7-8=-440/837,
8-9=-1161/642, 9-10=-2105/1177, 10-11=-3685/2097, 11-13=-3890/2207,
13-14=-1563/2917, 14-15=-1436/2708, 15-16=140912682, 16-17=528/1450
BOT CHORD 2-33=-1404/242, 32-33=-1404/242, 30-31=-2775/1802, 6-30=-299/261, 29-30=-1086/852,
27-29=-426/419, 26-27=-359/957, 25-26=-279/552, 23-24=-777/1452, 22-23=-777/1452,
19-20=-738/451, 17-19=-1271/569
WEBS 3-32=-466/523, 4-32=-697/929, 30-32=-1702/755, 4-30=-1487/1207, 7-30=-3071/1715,
7-29=-524/968, 8-29=-8851590, 8-27=1017/1814, 9-27=11591731, 9-26=-824/1368,
10-26=-761/515, 24-26=-785/1639, 10-24=-993/1589, 13-23=-107/410, 13-22=-4575/2553,
16-22=-1539/1108, 20-22=2892/1830, 14-22=997/672, 13-24=-1392/2547,
16-19=-2381272, 19-22=-627/123
NOTES-
This item has been
1) 2-ply truss to be connected together with 1Od (0.131"xT') nails as follows:
electronically signed and
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
sealed by ORegan, Philip, PE
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
using a Digital Signature.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 13-23 2x4 - 1 row at 0-6-0 oc.
Printed copies of this
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.
document are not considered
3) Unbalanced roof live loads have been considered for this design.
Signed and sealed and the
4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat.
signature must be verified
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
on any electronic copies.
5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
Philip J. O'Ragan PE No.58126
6) Provide adequate drainage to prevent water ponding.
MiTek USA, Inc. FL Cart 6634
7) This truss has been designed for a 10.0"psf bottom chord live load nonconcurrent with any other live loads.
6904 Parke East Blvd. Tampa FL 33610
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
Date:
will fit between the bottom chord and any other members.
June 9,2021
e
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. *R
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ii��.��
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the piTek•
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1717P11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Saferylnformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
FOLEY
T24259988
77363
GRB
ROOF SPECIAL GIRDER
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:56 2021 Page 2
ID:NRwBsubNlflvWHZitmA3hgzYRCF-GB_Prh7WuUFDMoQGMRs1 RYVbucCC91zGQ0CuWtz8OL9
NOTES-
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 541 lb uplift at joint 2, 1868 lb uplift at joint 31, 498 lb uplift at joint 17 and 1836
lb uplift at joint 20.
10) Use USP THD26-2 (With 18-16d nails into Girder & 12-1 Old nails into Truss) or equivalent at 34-1-8 from the left end to connect truss(es) to back face of bottom chord.
11) Fill all nail holes where hanger is in contact with lumber.
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 107 lb down and 101 lb up at 35-11-4, 107 lb down and 101 lb up at
37-11-4, 107 lb down and 101 lb up at 39-11-4, and 110 lb down and 118 lb up at 41-11-4, and 227 lb down and 331 lb up at 44-0-0 on top chord, and 48 lb down and
35 lb up at 35-11-4, 48 lb down and 35 lb up at 37-11-4, 48 lb down and 35 lb up at 39-11-4, and 51 lb down and 12 lb up at 41-11-4, and 105 lb down and 147 lb up at
43-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-7=-54, 7-9=-54, 9-15=-54, 15-18=-54, 31-34=20, 25-30=-20, 22-24=-20, 21-37=-20
Concentrated Loads (lb)
Vert: 15=-131(B) 13=48(B) 23=-48(8) 41=-48(B) 42=-48(B) 43=58(B) 44=-706(B) 45=-48(B) 46=-48(B) 47=38(B) 49=-93(B)
® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED IVIITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE, °
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek°
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 Qualify Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Qty
Ply
FOLEY
IT,sspeuTy
T24259989
77363
GRB5
Monopitch Girder
1
Job Reference (optional)
unamoers truss, t-on Tierce, t-L - 34VbZ, 8.430 s May 12 2021 MITek Industries, Inc. Tue Jun 8 09:09:57 2021 Page 1
ID: NRwBsubN IflvWHZitmA3hgzYRCF-kNYn2188foN4y?Sw8NG—m21EOcVut3PffyR3Jz8OL8
-1-6-0 2-2-0 5-0-0
' 1.6-0 2-2-0 2-10-0
Scale = 1:15.4
2-2-0
2-2-0
5-M
2-10-0
Plate Offsets (X,Y)—
[2:0-2-9,Edge1, [3:0-2-8,0-1-121, [3:0-1-0,Edgej, [3:0-4-0,0-1-01, [3:0-2-8,0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.51
Vert(LL)
-0.04
6
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.40
Vert(CT)
-0.06
6
>900
240
BCLL 0.0
Rep Stress Incr NO
WB 0.00
Horz(CT)
0.03
5
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MR
Wind(ILL)
0.05
6
>999
240
Weight: 51 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x6 SP N0.2 `Except'
3-6: 2x4 SP No.3 BOT CHORD
WEBS 2x4 SP No.3
REACTIONS. (size) 5=Mechanical, 2=0-8-0
Max Horz 2=164(LC 8)
Max Uplift 5=-404(LC 8), 2=401(LC 8)
Max Grav 5=726(LC 1), 2=616(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-7=-567/239, 34=309/132
BOT CHORD 3-5=-172/305, 3-6=-548/1022
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) 2-ply truss to be connected together as follows:
Top chords connected with 10d (0.131"x3") nails as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected with 10d (0.131"x3") nails as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 404 Ito uplift at joint 5 and 401 lb uplift at
joint 2.
9) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent at 3-8-12 from the left end to connect
truss(es) to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down.
10) Fill all nail holes where hanger is in contact with lumber.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 381 lb down and 230 Ib up at
2-0-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.56126
MITek USA, [no. FL Cent 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
ont Lie
e
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE
--
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �a
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall tt q�
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing t V6iTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1P11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259989
77363
GRBS
Monopitch Girder
1
n
L
Job Reference o tional
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:57 2021 Page 2
ID: NRwBsubNlflvWHZitmA3hgzYRCF-kNYn2188foN4y?Sw8NG_m21E0cVut3PffyR3Jz80L8
LOAD CASE(S) Standard
Uniform Loads (plf)
Vert: 1-3=54, 3-4=-54, 2-6=-20, 3-5=-20
Concentrated Loads (Ib)
Vert: 6=-381(F) 9=-521(F)
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall pME•
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members any. Additional temporary and permanent bracing iVliTek�
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Criteria, DSB-99 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259990
77363
GRC
Hip Girder
1
1
Job Reference o tional
Chambers Truss, Fort Pierce, FL - 34982,
-1-6-0
3x4 =
5-0-0
4x8 =
8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:59 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-gmgYTjAOB PeoD F9rl ZPk3B7AIpKjMmki7zRY7Cz80L6
9-0-0 14-0-0 15-6-0 ,
15
4x4 =
2X3 11 3x4 =
5-0-0 9-0-0
LOADING (psf)
SPACING- 2-0-0
CSI.
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.26
TCDL 7.0
Lumber DOL 1.25
BC 0.29
BCLL 0.0
Rep Stress Incr NO
WB 0.12
BCDL 10.0
Code FBC202O TP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 5=0-8-0
Max Horz 2=-84(LC 23)
Max Uplift 2=-715(LC 8), 5=-715(LC 8)
Max Grav 2=871(LC 1), 5=872(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1597/1258, 3-4=-1449/1210, 4-5=1600/1259
BOT CHORD 2-8=-1046/1433, 7-8=-1055/1447, 5-7=1055/1435
WEBS 3-8=-126/308, 4-7=1221309
Scale = 1:27.7
3x4 =
DEFL. in floc) Vdefl L/d PLATES GRIP
Vert(LL) 0.07 7-8 >999 240 MT20 244/190
Vert(CT) -0.07 7-8 >999 240
Horz(CT) 0.02 5 n/a n/a
Weight: 59 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-7-11 oc purlins.
BOT CHORD Rigid ceiling directly applied or 7-2-2 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) 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 715 lb uplift at joint 2 and 715 lb uplift at
joint 5.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 190 lb down and 308 lb up at
5-0-0, and 112 lb down and 118 lb up at 7-0-12, and 190 lb down and 308 lb up at 9-0-0 on top chord, and 108 lb down and 156 lb
up at 5-0-0, and 47 lb down and 17 lb up at 7-0-12, and 108 lb down and 156 lb up at 8-11-4 on bottom chord. The
design/selection of such connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=54, 3-4=54, 4-6=54, 9-12=-20
Concentrated Loads (lb)
Vert: 3=-135(F) 4=135(F) 8=-89(F) 7=-89(F) 15=-58(F) 16=-38(F)
N
Io
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Rogan PE No.58126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is loran individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall•
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259991
77363
GRC1
Roof Special Girder
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:00 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-ByEwg3AOyjmfrPkl bHwzcOgKTDbD5AOsLdA6fez8OL5
3-0-0 8-0-0 i 104-8 , 13-8-0
1-6-0 3-0-0 5-0-0 2-4-8 3-3-8
4x4 =
Scale = 1:25.8
3X4 =
3X4 — 3X4 II 4X4 — 4X0 — 3X4
Special
3-0-0 8-0-0 10-4-8
13-8-0
3-0-0 5-0-0 2-4-8
3-3-8
Plate Offsets (X,Y)-- [3:0-5-4,0-2-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.26
Vert(LL) -0.06 9-10 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.59
Vert(CT) -0.12 9-10 >999 240
BCLL 0.0
Rep Stress Incr NO
WB 0.31
Horz(CT) 0.02 7 n/a file
BCDL 10.0
Code FBC2020frP12014
Matrix -MS
Wind(LL) 0.09 9-10 >999 240
Weight: 79 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-1-2 oc purlins,
BOT CHORD 2x6 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-11-9 oc bracing.
REACTIONS. (size) 7=Mechanical, 2=0-8-0
Max Horz 2=177(LC 8)
Max Uplift 7=-369(LC 5), 2=554(1_C 8)
Max Grav 7=605(LC 1), 2=783(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1681/1043, 3-4=-1859/1089, 4-5=-743/412, 5-6=-6701401, 6-7=-564/367
BOT CHORD 2-1 0=-1 022/1537, 9-10=-1045/1581, 8-9=-1127/1848
WEBS 3-10=-187/366, 3-9=-370/397, 4-8=1316/814, 6-8=-481/808
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) 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.
This Item has been
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 369 lb uplift at joint 7 and 554 lb uplift at
electronically signed and
joint 2.
sealed by ORegan, Philip, PE
9) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent at 4-11-4 from the left end to connect
using a Digital Signature.
truss(es) to back face of bottom chord.
Printed copies Of this
10) Fill all nail holes where hanger is in contact with lumber.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 167 lb down and 152 lb up at
document are not considered
3-0-0 on top chord, and 97 lb down and 58 lb up at 3-0-0 on bottom chord. The design/selection of such connection device(s) is
signed and sealed and the
the responsibility of others.
signature must be verified
12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
On any electronic Copies.
LOAD CASE(S) Standard
Philip J. VRegan PE No.56126
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
MiTek USA, Inc. FL Cart 6634
Uniform Loads (plf)
6904 Parke East Blvd. Tampa FL 33610.
Vert: 1-3=54, 3-4=-54, 4-5=-54, 5-6=-54, 2-7=-20
Date:
June 9,2021
inue
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ��
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M oTek•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPlf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259991
77363
GRC1
Roof Special Girder
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982,
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 3=-5(B) 10=-15(B) 15=-287(B)
8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:00 2021 Page 2
ID: NRwBsubNlflvWHZitmA3hgzYRCF-ByEwg3A0yjmfrPkl bHwzcOgKTDbD5A0sLdA6fez8OL5
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. '
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, notpal
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 IV iTeke
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVfP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259992
77363
GIRD
Hip Girder
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:02 2021 Page 1
I D:N RwBsubNlflvWHZitmA3hgzYRCF-5LMg5kCHUKOM4juQiizRhpldl1 DjZy9pxfCkXz8OL3
,-1-6-0, 4-7-14 8-8-0 14-2-10 19-7-8 25-M 30-7-0 34-7-2 39-3-0
1 6-0 ' 4-7-14 4-0-2 5 6-10 5 4-14 5 4-14 5-0-10 4-0-2 4-7-14
5.00 12
<I1
0
48 = 3x4 11 6x8 = 7x8 MT18HS = 48 = 7x8 MT18HS =
4-7-14 8-8-0 14-2-10 19-7-8 25-0-6 30-7-0
Scale = 1:68.1
3x4 11
6x8 = Bx8 =
3x4 = 3x6 = 3x4 =
4 5 P3 6 7 24 8 9
18 17 16 15 14 13 25 26 12 27 28
6x8 = HUS26 3x4 II
HUS26 HUS26 HUS26
4x8 =
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr. NO
Code FBC2020/TP12014
CSI.
TIC 0.46
BC 0.78
WB 0.66
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) I/defl L/d
-0.33 14-15 >999 360
-0.60 14-15 >782 240
0.13 11 n/a n/a
0.48 14-15 >986 240
PLATES GRIP
MT20 2441190
MT18HS 244/190
Weight: 463 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
Structural wood sheathing directly applied or 4-3-13 oc purlins.
BOT CHORD 2x6 SP 240OF 2.0E 'Except' BOT CHORD
Rigid ceiling directly applied or 7-1-6 oc bracing.
14-16: 2x6 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (size) 11=0-8-0, 2=0-8-0
Max Horz 2=152(LC 7)
Max Uplift 11=-2962(LC 8), 2=1369(LC 8)
Max Grav 11=4875(LC 1), 2=2237(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-5176/2990, 3-4=-4886/2889, 4-5=-6411/3873, 5-6=7849/4772, 6-8=-7849/4772,
8-9=-8620/5306, 9-10=-9407/5830, 10-11 =- 11332/6955
BOTCHORD 2-18=-2692/4754, 17-18=-2692/4754, 16-17=-2511/4484, 15-16=3724/6485,
14-15=-5102/8608, 13-14=5308/8793, 12-13=-6359/10445, 11-12=6359/10445
WEBS 3-17=-420/261, 4-17=-1211357, 4-16=1399/2392, 5-16=1257/834, 5-15=-1017/1701,
6-15=-279/241, 8-15=-977/1086, 8-14=718/809, 9-14=1389/1475, 9-13=2168/3478,
10-1 3=-1 973/1251, 10-12=-749/1322
NOTES-
1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 17-4 2x4 - 1 row at 0-8-0 oc, member 13-9 2x4 - 1 row at 0-8-0
This item has been
0c.
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
electronically signed and
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
sealed by ORegan, Philip, PE
3) Unbalanced roof live loads have been considered for this design.
using a Digital Signature.
4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=39ft; eave=5ft; Cat.
Printed copies of this
p
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
document are not considered
to the use of this truss component.
signed and sealed and the
6) Provide adequate drainage to prevent water ponding.
signature must be Verified
7) All plates are MT20 plates unless otherwise indicated.
On any electronic COPI2S.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) • 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
PhilipJ. O'Regan PE No.68126
will fit between the bottom chord and any other members.
MiTek USA, Inc. FL Cart 66U
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2962 lb uplift at joint 11 and 1369 lb
6904 Parke East Blvd. Tampa FL 33610
uplift at joint 2.
Date:
11) Use LISP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-8 oc max. starting at 30-8-4
June 9.2021
from the left end to 37-10-4 to connect truss es to front face of bottom chord.
ntin e
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19I2020 BEFORE USE. R
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not -.Ye
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259992
77363
GRD
Hip Girder
1
Job Reference (optional)
unambers I russ, Fort Hlerce, t-L - 34962,
NOTES-
12) Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-4=54, 4-9=-54, 9-11=54, 2-11=-20
Concentrated Loads (Ib)
Vert: 13=-2284(F) 25=-295(F) 26=-585(F) 27=481(F) 28=-481(F)
8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:02 2021 Page 2
ID:NRwBsubNlflvWHZitmA3hgzYRCF-5LMg5kCHUKOM4juQiizRhpldll DjZ_r9pxfCkXz80L3
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/1912020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVI iTek'
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259993
77363
GRF
Common Girder
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:04 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-1jTRWQDX?xG4K11 oq7?vm Equogv2l rkRGF8JoPz8OL1
4-8-14 8-9-14 12-10-15 17-0-0 21-0-0
4-8-14 4-1-1 4-1-1 4-1-1 4-0-0
4x4 =
5.00 12
Scale: 1/4"=1'
4x8 = 3x10 II HUS26 6x8 = HUS26 5x6 = HUS26 7x8 =
5x121VT18HS II
THD26-2 HUS26 7x8 — HUS26
HUS26
HUS26
4-8-14 8-9-14 12-10-15 17-0-0
21-0-0
' 4-8-14 4-1-1 4-1-1 4-1-1
4-0-0
Plate Offsets (X,Y)-- [1:0-4-0,0-1-14], [8:0-5-8,Edge], [9:0-4-0,0-4-4], [10:0-3-8,0-4-8], [12:0-3-8,0-4-0]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.75
Vert(LL) -0.16 12-13 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.79
Vert(CT) -0.30 12-13 >843 240
MT18HS 244/190
BCLL 0.0
Rep Stress Incr NO
WB 0.84
Horz(CT) 0.06 8 n/a file
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL) 0.23 12-13 >999 240
Weight: 295 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins,
BOT CHORD 2x6 SP 240OF 2.OE *Except* except end verticals.
8-11: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-3-9 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 1=0-8-0, 8=0-8-0
Max Horz 1=302(LC 25)
Max Uplift 1=-2629(LC 8), 8=-3092(LC 8)
Max Grav 1=4530(LC 1), 8=5093(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-11545/6727, 2-3=-8716/5111, 3-5=-5626/3341, 5-6=-2793/1714, 6-7=-2788/1712,
7-8=-4704/2880
BOT CHORD 1-13=-6439/10624, 12-13=-6439/10624, 10-12=-4864/8025, 9-10=-3131/5154
WEBS 2-13=-120012140, 2-12=-2873/1740, 3-12=-2015/3494, 3-10=-3838/2318,
5-10=-2513/4277, 5-9=-4302/2626, 6-9=-1126/1951, 7-9=2624/4350
NOTES-
1) 2-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 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-3-0 oc, Except member 12-2 2x4 - 1 row at 0-9-0 oc, member 3-12 2x4 - 1 .row at 0-9-0
oc, member 10-3 2x4 - 1 row at 0-9-0 oc, member 5-10 2x4 - 1 row at 0-9-0 oc, member 9-5 2x4 - 1 row at 0-9-0 oc, member 9-6 2x4
- 1 row at 0-9-0 oc, member 9-7 2x4 - 1 row at 0-9-0 oc.
This item has been
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.
electronically Signed and
3) Unbalanced roof live loads have been considered for this design.
sealed by ORegan, Philip, PE
4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
using a Digital Signature.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
Printed copies of this
5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
document are not considered
6) All plates are MT20 plates unless otherwise indicated.
Signed and Sealed and the
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Signature must be Verified
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
on an electronic copies.
y p
will fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2629 lb uplift at joint 1 and 3092 lb uplift
Philip J. O'Regan PE No.68126
at joint 8.
MTek USA, Inc. FL Cart 8634
10) Use USP THD26-2 (With 18-16d nails into Girder & 12-10d nails into Truss) or equivalent at 5-1-8 from the left end to connect
8904 Parke EastBlvd.Tampa FL 33810
truss(es) to front face of bottom chord.
Date:
11) 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
June 9,2021
from the left end to 19-0-12 to connect truss es to front face of bottom chord.
--
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �+
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ■■■
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSffP/l Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Oily
Ply
FOLEY
T24259993
77363
GRF
Common Girder
1
n
L
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:04 2021 Page 2
ID: NRwBsubNlflvWHZitmA3hgzYRCF-ljTRWQDX?xG4K11 oq7?vmEquogv21 rkRGFBJoPz80L1
NOTES-
12) Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-6=54, 6-7=-54, 1-8=-20
Concentrated Loads (lb)
Vert:12=-875(F) 10=-885(F) 9=-885(F) 16=-1905(F) 17=-876(F) 18=-885(F) 19=-885(F) 20=-885(F)
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 5/19/2020 BEFORE USE.
Design valid for use only with Mmek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overalls A� I9
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IyliTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSbTPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259994
77363
GRG
ROOF SPECIAL GIRDER
1
Job Reference (optional)
urlarnuers 1 russ, ruff rlerce, rL - 14eOz, m4ou s May -iz zuz l IVII I eK Incusines, Inc. I ue dun o uu:IU:u/ zuz l rage -1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-Rl9Z8SGP IsefBUm NVFYcOtSSG2y7DAMuyDNzPkz8OL_
_ 2.8-0 1 5-0-0 8-2-0 11-4-0 13-8-0 15-0-0 19-9-2 24-8-0 1
2-8-0 2-4-0 3-2-0 3-2-0 2-4-0 1 4-0 4-9-2 0-1 4-14
5x6 =
5.00 12
2
1
4x5 =
3x4 I I
17
3x5 = 3x4 I
2-8-0 5-0-0
8x14 = 11 26 27
12 3x4 II HUS26 Special
Special
5x6 =
7
10
5x10 =
Special
Scale = 1:42.9
Special
3x8 =
Special 8
24
a
N
9
O
28 29
Special 9
3x8 I I
Special
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2020/TPI2014
CSI.
TC 0.54
BC 0.77
WB 0.91
Matrix -MS
DEFL. in
Vert(LL) -0.37
Vert(CT) -0.69
Horz(CT) 0.24
Wind(LL) 0.53
(loc) I/deft Lid
12 >785 360
12 >419 240
9 n/a n/a
12 >544 240
PLATES GRIP
MT20 244/190
Weight: 291 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x6 SP 240OF 2.0E `Except`
TOP CHORD
Structural wood sheathing directly applied or 5-0-15 oc purlins,
4-5: 2x6 SP No.2, 5-8: 2x4 SP M 30
except end verticals.
BOT CHORD 2x4 SP M 30 `Except*
BOT CHORD
Rigid ceiling directly applied or 6-10-7 oc bracing.
2-17: 2x4 SP No.3, 9-12: 2x6 SP No.2
WEBS 2x4 SP No.3 `Except*
7-10,6-11: 2x4 SP M 30
REACTIONS. (size) 1=0-8-0, 9=Mechanical
Max Horz 1=113(LC 8)
Max Uplift 1=-722(LC 8). 9=1120(LC 8)
Max Grav 1=1298(LC 1),9=1925(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-18=-705/323, 2-3=-4419/2512, 3-4=-3454/1984, 4-5=-3559/2044, 5-6=-7456/4243,
6-7=-8577/4919, 7-8=-3784/2183, 8-9=1874/1143
BOT CHORD 2-17=-206/367, 2-16=-2528/4356, 15-16=-2530/4358, 14-15=-4228/7418,
13-14=-5334/9300,10-11=-556/967
WEBS 4-15=-1299/2334, 5-14=-221/388, 6-14=-2053/1270, 10-13=-1762/3028, 7-13=-2707/4767,
7-1 0=-1 634/1071, 8-10=-2346/4079, 3-15=-1251/770, 5-15=-4464/2555,
11-13=-388/757,
6-13=-398/603
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc.
This item has been
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
electronically Signed and
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
sealed by ORegan, Philip, PE
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
using a Digital Signature.
3) Unbalanced roof live loads have been considered for this design.
Printed copies of this
p
4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=25ft; eave=4ft; Cat.
document
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
are not considered
5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
signed and sealed and the
to the use of this truss component.
signature must be verified
6) Provide adequate drainage to prevent water ponding.
On any electronic COp12S.
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
Philip J. O'Regan PE No.58126
will fit between the bottom chord and any other members.
MiTek USA, Inc. FL Cart 6634
9) Refer to girder(s) for truss to truss connections.
6904 Parke East Blvd. Tampa FL 33810
10) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
Date:
capacity of bearing surface.
,June 9,2021
^o e e
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.,5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPlf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Oty
Ply
FOLEY
T24259994
77363
GRG
ROOF SPECIAL GIRDER
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 6.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:07 2021 Page 2
ID:NRwBsubNlflvWHZitmA3hgzYRCF-RI9Z8SGP IsefBUm NVFYcOtSSG2y7DAMuyD NzPkz80L_
NOTES-
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 722 lb uplift at joint 1 and 1120 lb uplift at joint 9.
12) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent at 16-4-12 from the left end to connect truss(es) to back face of bottom chord.
13) Fill all nail holes where hanger is in contact with lumber.
14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 117 lb down and 118 lb up at 18-0-12, 117 lb down and 118 lb up at
20-0-12, and 117 lb down and 118 lb up at 22-0-12, and 102 lb down and 114 lb up at 24-0-12 on top chord, and 47 lb down and 17 lb up at 18-0-12, 47 lb down and 17
lb up at 20-0-12, and 47 lb down and 17 lb up at 22-0-12, and 58 lb down and 17 lb up at 24-0-12 on bottom chord. The design/selection of such connection device(s) is
the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-54, 2-4=-54, 4-5=54, 5-8=54, 1-17=-20, 2-13=-20, 9-12=-20
Concentrated Loads (lb)
Vert:10=-38(B) 22=-58(B) 23=-58(B) 24=-58(B) 25=-73(B) 26=-1001(B) 27=-38(B) 28=-38(B) 29=-44(B)
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MTek& connectors. This design Is based only upon parameters shown, and is for an individual building component, not
�e
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?plf Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259995
77363
GRH
Hip Girder
1
1
Job Reference (optional)
Gnamoers I russ, Inc., ron Pierce, FL 8.430 s Apr 29 2021 MiTek Industries, Inc. Wed Jun 9 09:37:30 2021 Page 1
I D: N RwBsub N If Iv W HZitmA3hgzYRC F-d DO ETYUaq M GTMO53EZ4N GxK7kXD Ls I D9bO9pioz83jZ
1 6 0 2-8-0 7-0-0 9 4-0 13-8-0 16-4-0
1-6-0 2-8-0 f 4-4-0 2-4-0 1 4.4-0 1 2-8-0
2x3 11
3x5 =
5x8 =
5x6 =
23 5
Scale = 1:28.0
M
M
j ca Ia�6
XQ 4-1P 2-0 10 2f8 0 7-M 9 4-0 13-8-0 I$W 16-4-0
16 2-0-0 4 4-0 2 4-0 4-4-0 2-0 10
Plate Offsets (X,Y)—[1:0-0-15,0-0-01, [4:0-5-12,D-2-81, [5:0-3-0,0-2-41, [6:0-3-13,0-1-81
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.74
Vert(LL)
TCDL
7.0
Lumber DOL
1.25
BC 0.73
Vert(CT)
BCLL
0.0
Rep Stress Incr
NO
WB 0.13
Horz(CT)
BCDL
10.0
Code FBC2020/TPl2014
Matrix -MS
Wind(LL)
LUMBER -
TOP CHORD 2x6 SP 240OF 2.OE'Except*
4-5,7-12: 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=862/0-8-0, 7=850/Mechanical
Max Horz 1=-91(LC 6)
Max Uplift 1=-516(LC 8), 7=508(LC 8)
Max Grav 1=91O(LC 29), 7=897(LC 30)
in
(loc)
I/deft
Lid
-0.22
8-21
>860
360
-0.44
8-21
>430
240
0.29
7
n/a
n/a
0.35
8-21
>549
240
PLATES GRIP
MT20 244/190
Weight: 71 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-7-6 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-445/264, 2-3=338/217, 3-4=-2311/1297, 4-22=-2250/1317, 22-23=-2250/1317,
5-23=-2250/1317, 5-6=-2338/1311, 6-7=-939/209
BOT CHORD 3-9=-1122/2236, 8-9=-1131/2261, 6-8=-1144/2223
WEBS 4-9=-124/358, 5-8=123/370, 2-11 =-1 26/272
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to
the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 516 Ib uplift at joint 1 and 508 lb uplift at
joint 7.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 326 lb down and 242 lb up at
7-0-0, and 326 lb down and 242 lb up at 9-4-0 on top chord, and 228 lb down and 107 lb up at 7-0-0, and 228 lb down and 107 lb up
at 9-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
10) 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: 1-4=54, 4-5=54, 5-6=54, 6-7=76, 10-13=-20, 16-19=20
Concentrated Loads (lb)
Vert: 4=-118(B) 5=118(B) 9=-145(B) 8=-145(B)
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. ORegan PE No.58126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
June 9,2021
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE, °
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek*
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS17TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
FOLEY
T24259996
77363
GRK
Hip Girder
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:09 2021 Page 1
ID:N RwBsubNlflvWHZitmA3hgzYRCF-NhHKZ8HggUuNQowmdgb4TIYtYrk3hHCAQXs4Tdz8OKy
i -1-6-0 5-0-0 9-0-0 14-0-0 15-6-0
1-6-0 5-0-0 4-0-0 5-0-0 1-6-0
4x8 =
4x4 =
2x3 II 3x4 =
3x4 =
3x4 =
Scale = 1:27.7
5-0-0
9-0-0
14-0-0
5-0-0
4-0-0
5-0-0
Plate Offsets (X,Y)-- [3:0-5-4,0-2-0)
LOADING (pso
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.24
Vert(LL) 0.06
7-8 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.29
Vert(CT) -0.07
7-8 >999 240
BCLL 0.0
Rep Stress Incr NO
WB 0.12
Horz(CT) 0.02
5 n/a n/a
BCDL 10.0
Code FBC2020rrP12014
Matrix -MS
Weight: 59 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 5-7-12 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 7-6-2 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 5=0-3-0
Max Horz 2=-84(LC 23)
Max Uplift 2=-675(LC 8), 5=-646(LC 8)
Max Grav 2=871(LC 1).5=871(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1598/1157, 3-4=-1448/1046, 4-5=-1598/1084
BOT CHORD 2-8=-955/1434, 7-8=-963/1448, 5-7=-893/1434
WEBS 3-8=-126/309, 4-7=-72/309
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) 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 chard 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.
This Item has been
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 675 lb uplift at joint 2 and 646 lb uplift at
joint 5.
electronically signed and
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 190 lb down and 308 lb up at
sealed by ORegan, Philip, PE
5-0-0, and 112 lb down and 118 lb up at 7-0-0, and 258 lb down and 290 lb up at 9-0-0 on top chord, and 108 lb down and 156 lb
using a Digital Signature.
up at 5-0-0, and 47 lb down and 17 lb up at 7-0-0, and 133 lb down and 64 lb up at 8-11-4 on bottom chord. The design/selection
Printed copies Of this
of such connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
document are not Considered
signed and sealed and the
LOAD CASE(S) Standard
signature must be verified
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
on any electronic copies.
Uniform Loads (plf)
Vert: 1-3=54, 3-4=-54, 4-6=-54, 9-12=-20
Philip J. O'Regan PE No,68126
Concentrated Loads (lb)
MiTek USA, Inc. FL Cert 66U
Vert: 3=-135(F) 4=135(F) 8=-89(F) 7=-89(F) 15=-58(F) 16=-38(F)
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall MiTek*
iTek`
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ivi
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259997
77363
GRK1
Hip Girder
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:11 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-K304_pJwM585g648k5dYYjdDjfQX9BiTtrLBXVz8OKw
-1-6-0 5-0-0 9-0-0 14-0-0 15'-0
1,_, 5-0-0 4-0-0 5-0-0 1-
4x8 =
15
Scale = 1:27.7
44 =
2x3 11 3x4 =
3x4 =
LOADING (psf)
SPACING- 2-0-0
CSI.
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.26
TCDL 7.0
Lumber DOL 1.25
BC 0.29
BCLL 0.0
Rep Stress Incr NO
WB 0.12
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS - 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 5=0-8-0
Max Horz 2=-84(LC 23)
Max Uplift 2=-715(LC 8), 5=-715(LC 8)
Max Grav 2=871(LC 1), 5=871(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1598/1258, 3-4=-1448/1210, 4-5=1598/1258
BOT CHORD 2-8=-1048/1434, 7-8=-1057/1448, 5-7=1053/1434
WEBS 3-8=-1 261309. 4-7=1 23/309
3x4 =
DEFL. in (loc) I/deft L/d PLATES GRIP
Vert(LL) 0.07 7-8 >999 240 MT20 244/190
Vert(CT) -0.07 7-8 >999 240
Horz(CT) 0.02 5 n/a n/a
Weight: 59 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-7-11 oc purlins.
BOT CHORD Rigid ceiling directly applied or 7-2-1 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) 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 715 lb uplift at joint 2 and 715 lb uplift at
joint 5.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 190 lb down and 308 lb up at
5-0-0, and 112 lb down and 118 lb up at 7-0-0, and 190 lb down and 308 lb up at 9-0-0 on top chord, and 108 lb down and 156 lb
up at 5-0-0, and 47 lb down and 17 lb up at 7-0-0, and 108 lb down and 156 lb up at 8-11-4 on bottom chord. The design/selection
of such connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 3-4=-54, 4-6=-54, 9-12=-20
Concentrated Loads (lb)
Vert: 3=-135(B) 4=-135(B) 8=-89(B) 7=89(B) 15=-58(B) 16=-38(B)
This item has been
electronically signed and
sealed by, ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. ('Regan PE No.58126
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
--
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing '
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the piTek`
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Type
Oty
Ply
FOLEYT24259998
TFI',tsGirder
77363
GRL
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982. 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:13 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-GS WgPVKAuiPpvPDXsWfOdeiUmTOnd??mL9glcOz8OKu
5-1-14 10-1-15 15-2-1 20-2-2 25-4-0
' 5-1-14 ' 5-0.2 5-0-2 5-0-2 5-1-14
Scale = 1:43.1
5x6 = 3x5 = 3x4 = 4x6 = 3x4 II
15 16 2 17 18 19 3 20 4 21 5 22 23 24 25
3x5 = 5x6 =
6 26 27 7
3x6 II 5x6 = 3x5 = 5x6 = 4x8 = 5x6 = 3x6 II
5-1-14 10-1-15 15-2-1 20-2-2
25-4-0
5-1-14 5-0-2 5-0-2 5-0-2
5-1-14
Plate Offsets (X,Y)— 18:Edge,0-3-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.54
Vert(LL) -0.13 10-12 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.69
Vert(CT) -0.24 10-12 >999 240
BCLL 0.0
Rep Stress Incr NO
WB 0.45
Horz(CT) 0.05 8 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL) 0.19 10-12 >999 240
Weight: 376 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc purlins,
BOT CHORD 2x6 SP No.2 except end verticals.
WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 7-8-6 oc bracing.
1-13,2-12,3-10,6-10,7-9: 2x4 SP M 30
REACTIONS. (size) 14=0-8-0, 8=0-8-0
Max Uplift 14=-2807(LC 4), 8=2517(LC 5)
Max Grav 14=4208(LC 1), 8=4194(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-14=-4133/2795, 1-2=-5103/3156, 2-3=-7448/4382, 3-5=-7229/4198, 5-6=-7229/4198,
6-7=-4986/2961, 7-8=-4116/2506
BOT CHORD 12-13=-3156/5103, 10-12=4382/7448, 9-10=-2961/4986
WEBS 1-13=-3831/6204, 2-13=-3505/2272, 2-12=-1514/2873, 3-12=-1558/900, 3-10=-269/252,
5-1 0=-1 336/777, 6-1 0=-1 524/2747, 6-9=-3405/2124, 7-9=3578/6027
NOTES-
1) 2-ply truss to be connected together with 1Dd (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 Do.
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) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=25ft; eave=4ft; Cat.
This item has been
ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
electronically signed and
to the use of this truss component.
sealed by ORegan, Philip, PE
5) Provide adequate drainage to prevent water ponding.
using a Digital Signature.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
'
Printed COp12S Of this
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.
document are not considered
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2807 lb uplift at joint 14 and 2517 lb
signed and sealed and the
uplift at joint a.
signature must be verified
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 309 lb down and 349 lb up at
on any electronic copies.
0-1A2. 157 lb down and 236 lb up at 1-1-13. 156 lb down and 208 lb up at 3-1-13, 817 lb down and 661 lb up at 5-0-12, 545 lb
down and 414 Ito up at 7-0-12, 545 lb down and 414 lb up at 7-11-4, 460 lb down and 293 lb up at 9-11-4, 460 lb down and 293 lb
Philip J.O'Ragan PE No.58126
up at 11-11-4. 460 lb down and 293 lb up at 13-11-4, 460 lb down and 293 lb up at 15-11-4, 545 lb down and 414 lb up at 17-11-4.
Miiek USA, Inc. FL Can 6634
545 lb down and 414 lb up at 19-11-4, and 545 lb down and 414 lb up at 21-11-4, and 545 lb down and 414 lb up at 23-11-4 on top
6904 Parke East Blvd. Tampa FL 33610
chord. The design/selection of such connection device(s) is the responsibility of others.
Date:
June 9,2021
LOAD CASE151 standard
® WARNING - Venly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, note
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall �iip�.YY■
iTek•
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ivi
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPI1 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Oly
Ply
OEY
T24259998
77363
GRL
Flat Girder
1
[biReference
o tional
L;namoers I russ, I•ort rlerce, HL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:13 2021 Page 2
ID: NRwBsubNlflvWHZitmA3hgzYRCF-GS WgPVKAuiPpvP DXsWfOd8iUmTOnd??mL9glcOz8OKu
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-7=54, 8-14=-20
Concentrated Loads (Ib)
Vert: 1=-309 2=-817 3=460(B) 6=-545(B) 15=-157 16=-156 17=-545(B) 18=-545(8) 20=-460(B) 21=460(1]1) 22=-460(B) 25=-545(B) 26=-545(B) 27=545(B)
® WARNING - Verify design parameters an(] READ NOTES ON THIS AND INCLUDED IvIITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall p�
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 VI iTek•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24259999
77363
GRW
Half Hip Girder
1
1
Job Reference (optional)
V nenluels I1-5. curt rlerce, rL - 04y0G, m4Ju s may lZ ZUZI mi I eK Inousines, mc. I ue Jun d u`J:lu:l4 ZUZI rage 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-ke4DdrLofOXfXZojP DAFALFbjsKYMMGwZpZr8gz8OKt
-1-6-0 3-9-14 �_ 7-0-0 11-9-12 16-5-12 21-1-12 25-9-12 30-7-8
1-6-0 ' 3-9-14 3-2-2 4-9-12 4-8-0 4-8-0 4-8-0 4-9-12
5x8 MT18HS =
3x4 = 3x4 = 5x6 WB = 2x3 11
5.00 12 4 22 23 5 24 25 2627 6 28 7 8 29 30
Scale = 1:54.1
3x10 = 4x10 =
31 9 32 33 10
1° 11 34 35 10
36 1537 14 38 39 1J 40 41 1Z 42 43 11
3x10 — 2x3 I I 3x4 = 4x5 — 5x12 MT18HS = 6x8 = 5x8 = 3x6 11
3x4 =
3-9-14 7-0-0
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2020/TPI2014
CSI.
TC 0.78
BC 0.72
WB 0.83
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) I/clef] Lid
-0.38 14-16 >965 360
-0.71 14-16 >513 240
0.16 11 file n/a
0.59 14-16 >621 240
PLATES
MT20
MT18HS
Weight: 165 lb
GRIP
244/190
2441190
FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
Structural wood sheathing directly applied or 2-4-0 oc purlins,
BOT CHORD 2x4 SP M 31
except end verticals.
WEBS 2x4 SP No.3 *Except* BOT CHORD
Rigid ceiling directly applied or 3-10-4 oc bracing.
4-16,5-14,6-13,9-13,10-12: 2x4 SP M 30
OTHERS 2x4 SP No.3
REACTIONS. (size) 11=Mechanical, 2=0-8-0
Max Horz 2=214(LC 25)
Max Uplift 11=-1538(LC 8), 2=1518(LC 8)
Max Grav 11=2441(LC 1), 2=2318(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-5238/3264, 3-4=-5106/3266, 4-5=-6229/3990, 5-6=-6457/4107, 6-8=5511/3491,
8-9=-5511/3491, 9-10=-3410/2155, 10-11=-2338/1531
BOT CHORD 2-18=-3109/4793,17-18=-3109/4793,16-17=-3067/4726,14-16=-3990/6229,
13-14=-4107/6457, 12-13=-2155/3410
WEBS 3-17=-367/295, 4-17=-270/622, 4-16=-1084/1807, 5-16=706/575, 5-14=-186/307,
6-14=0/276, 6-13=1121/729, 8-13=494/456, 9-13=-1582/2488, 9-12=-1878/1355,
10-12=-2517/3983
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=31ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
This item has been
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
electronically Signed and
4) Provide adequate drainage to prevent water ponding.
sealed by ORegan, Philip, PE
5) All plates are MT20 plates unless otherwise indicated.
using a Digital Signature.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
`This
Printed copies of this
7) 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.
document are not Considered
8) Refer to girder(s) for truss to truss connections.
signed and sealed and the
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1538 lb uplift at joint 11 and 1518 lb
signature must be verified
uplift at joint 2.
on any electronic copies.
Philip J. O'Regan PE No.56126
MiTek USA, Inc. FL Cart 66U
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
e
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not -L�^.�•�YCq
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, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Type
Qty
Ply
FOLEY
FH.If
T24259999
77363GRW
ip Girder
1
1
Job Reference (optional)
unambers truss, fort fierce, FL - 34952, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:15 2021 Page 2
ID: NRwBsubNlflvWHZitmA3hgzYRCF-CrebgBMRQKf WBjNwzwiUjZomTGgn5pW3oTJOgGz8OKs
NOTES-
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 205 lb down and 327 lb up at 7-0-0, 137 lb down and 169 lb up at
9-0-12, 137 lb down and 169 lb up at 11-0-12, 137 lb down and 169 lb up at 13-0-12, 137 lb down and 169 lb up at 15-0-12, 137 lb down and 169 lb up at 17-0-12, 137
lb down and 169 lb up at 19-0-12, 137 lb down and 169 lb up at 21-0-12, 139 lb down and 169 lb up at 23-0-12, 139 lb down and 169 lb up at 25-0-12, and 139 lb down
and 169 lb up at 27-0-12, and 139 lb down and 169 lb up at 29-0-12 on top chord, and 351 lb down and 257 lb up at 7-0-0, 85 lb down and 27 lb up at 9-0-12, 85 lb
down and 27 lb up at 11-0-12, 85 lb down and 27 lb up at 13-0-12, 85 lb down and 27 lb up at 15-0-12, 85 lb down and 27 lb up at 17-0-12, 85 lb down and 27 lb up at
19-0-12, 85 lb down and 27 lb up at 21-0-12, 85 lb down and 27 lb up at 23-0-12. 85 lb down and 27 lb up at 25-0-12, and 85 lb down and 27 lb up at 27-0-12, and 85 lb
down and 27 lb up at 29-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
11) 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: 1-4=-54, 4-10=-54, 11-19=-20
Concentrated Loads (lb)
Vert: 4=-158(F) 7=109(F) 17=351(F) 8=-109(F) 13=-65(F) 22=-109(F) 23=-109(F) 24=-109(F) 26=-109(F) 28=109(F) 30=-109(F) 31=-109(F) 32=109(F)
33=-109(F) 34=-65(F) 35=65(F) 36=-65(F) 37=-65(F) 38=-65(F) 39=-65(F) 40=-65(F) 41=-65(F) 42=-65(F) 43=-65(F)
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/ 19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall `r
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP/1 Quality Criteria, DSB-99 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24260000
77363
GRY
Half Hip Girder
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:15 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-CrebgBMRQKfW8jNwzwiUjZow7Gk65o?3oTJOgGz8OKs
4-6-14 7-0-0 8 6-0 8r8,0
4-6-14 2-5-2 11-0 0-2-0
i
3x4 I I
4
3x4 = 3x4 II 7x8 = 6x8 =
LOADING (psf)
SPACING-
2-0-0
CS'.
TCLL
20.0
Plate Grip.DOL
1.25
TC 0.17
TCDL
7.0
Lumber DOL
1.25
BC 0.50
BCLL
0.0
Rep Stress Incr
NO
WB 0.93
BCDL
10.0
Code FBC2020/TPI2014
Matrix -MP
HUS26
DEFL. in (loc) I/defl Ud PLATES GRIP
Vert(LL) 0.04 7 >999 240 MT20 2441190
Vert(CT) -0.05 7 >999 240
Horz(CT) 0.01 5 n/a n/a
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (size) 1=0-8-0, 5=Mechanical
Max Horz 1=195(LC 8)
Max Uplift 1=-408(LC 8), 5=-1483(LC 8)
Max Grav 1=747(LC 1), 5=2304(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1612/895, 2-3=-1221/706
BOT CHORD 1-7=-954/1464, 6-7=-954/1464, 5-6=706/1099
WEBS 2-7=-103/263, 3-6=1528/2439, 2-6=460/312, 3-5=-2344/1507
Scale = 1:25.4
Weight: 53 lb FT = 20%
Structural wood sheathing directly applied or 5-8-2 oc purlins,
except end verticals.
Rigid ceiling directly applied or 7-4-5 oc bracing.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) 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 408 lb uplift at joint 1 and 1483 lb uplift
at joint 5.
7) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent at 7-0-12 from the left end to connect
truss(es) to back face of bottom chord.
8) Fill all nail holes where hanger is in contact with lumber.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-54, 1-5=-20
Concentrated Loads (lb)
Vert: 6=-2421 (B)
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.59126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
s� pNot
p
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ty� iTek•
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24260001
77363
H
Roof Special
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:17 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-BDmLFtOhyxvE01 X15Lkyo_t6?4MDZsrMFnoV19z8OKq
-1-6-0 2-8-0 5-0-0 8-2-0 11-4-0 13-8-0 16-4-0
1 6-0 2-8-0 2 4-0 3-2-0 3-2-0 2 4-0 2-8-0
3x5 =
4x4 =
2x3 11 2x3 11
8-2-0
11-4-0 13-8-0
Scale = 1:29.1
3x5 =
2x3 I I
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CSI.
TC 0.78
BC 0.72
WB 0.27
Matrix -MS
DEFL. in
Vert(LL) -0.28
Vert(CT) -0.54
Horz(CT) 0.36
Wind(LL) 0.39
(loc) I/defl Lid
10 >700 360
10 >365 240
8 n/a n/a
10 >499 240
PLATES GRIP
MT20 244/190
Weight: 74 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 31 `Except'
TOP CHORD
Structural wood sheathing directly applied or 4-9-8 oc purlins.
8-16: 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 5-9-8 oc bracing.
BOT CHORD 2x4 SP M 30 -Except*
JOINTS
1 Brace at Jt(s): 11
3-7: 2x4 SP M 31
WEBS 2x4 SP No.3
REACTIONS. (size) 8=Mechanical, 2=0-8-0
Max Horz 2=124(LC 11)
Max Uplift 8=-321(LC 12). 2=-447(LC 12)
Max Grav 8=616(LC 1), 2=704(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-21=-314/303, 3-4=-1909/1662, 4-5=-10691977, 5-6=-1069/990, 6-7=-1933/1670,
7-8=-321 /313
BOT CHORD 3-13=-149511801, 12-13=-149511801, 11-12=-147911827, 7-11=-1479/1827
WEBS 5-12=-570/689, 4-12=-925/881, 4-13=181/321, 6-12=-953/899, 6-11 =-1 99/324,
3-15=-223/316, 7-9=-262/344
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterjor(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 8-2-0, Exterior(2R) 8-2-0
to 11-4-0, Interior(1) 11-4-0 to 16-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
This item has been
' to the use of this truss component.
electronically signed and
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Sealed by ORegan, Philip, PE
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
using a Digital Signature.
will fit between the bottom chord and any other members.
Printed copies of this
p
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 321 lb uplift at joint 8 and 447 lb uplift at
document are not considered
joint 2.
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cart 6634
6604 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1u111-7473 rev. 5/19/2020 BEFORE USE.
--
Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing "
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek*
fabrication, storage, delivery, erection and bracing of tmsses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24260002
77363
J1
Jack -Open
19
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:19 2021 Page 1
ID: NRwBsubNlflvWiZitmA3hgzYRCF-5ct6gYPxTY9ydKhhCmm QtOyWDtChl gWrj5Hcp2z8OKo
-1-6-0 1-0-0
1-6-0 1-0-0
Scale = 1:7.1
0
4
6
1-0-0
1-0-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.48
Vert(LL)
0.00
5 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.08
Vert(CT)
0.00
5 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT)
0.00
4 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MP
Wmd(LL) -0.00
5 >999 240
Weight: 6 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=75(LC 12)
Max Uplift 3=-6(LC 1), 2=-230(LC 12), 4=-19(LC 1)
Max Grav 3=25(LC 12), 2=179(LC 1), 4=50(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) 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 6 lb uplift at joint 3, 230 lb uplift at joint 2
and 19 lb uplift at joint 4.
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. D'Regan PE No.58126
MiTek USA, Inc. FL Cart 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. SA 9/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is4or an individual building component, not
a truss
system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Not
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVl
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek*
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24260D03
77363
AA
Jack -Open
1
1
Job Reference (optional)
Chambers I cuss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:20 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-ZoRUtuQZEsHpFUGtm UHfQcVhzHYwm HmoylO9MUz8OKn
-1-6-0 1-0-0
1-6-0 1-0-0
Scale = 1:7.1
m
6
0
4
6
1-0-0
1-0-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.48
Vert(LL) 0.00
5 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.08
Vert(CT) 0.00
5 >999 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(CT) 0.00
4 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix -MP
WmcI(LL) -0.00
5 >999 240
Weight: 6 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-3-0, 4=Mechanical
Max Horz 2=75(LC 12)
Max Uplift 3=-6(LC 1), 2=-229(LC 12), 4=-19(LC 1)
Max Grav 3=25(LC 12), 2=179(LC 1), 4=50(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) 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 6 lb uplift at joint 3, 229 lb uplift at joint 2
and 19 lb uplift at joint 4.
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE N0.56126
MiTek USA, Inc. FL Cert 6834
6904 Parke East Blvd. Tampa FL 33810
Date:
June 9,2021
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24260004
77363
J3
Jack -Open
20
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982,
8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:21 2021 Page 1
ID: NRwBsubNlflvWHzitmA3hgzYRCF-1_?s5ERB?APgser3KBpuypl sjhptVk?yAOmjuwz8OKm
3-0-0
Scale = 1:11.3
3-0-0
3-0-0
Plate Offsets (X,Y)— f2:0-0-10,Edge)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.48
Vert(LL) 0.02
4-7 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.35
Vert(CT) -0.01
4-7 >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 FBC2020/TPI2014
Matrix -MP
Weight: 12 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=120(LC 12)
Max Uplift 3=-59(LC 12). 2=251(LC 12), 4=-47(LC 9)
Max Grav 3=59(LC 1), 2=210(LC 1), 4=49(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) 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 59 lb uplift at joint 3, 251 lb uplift at joint
2 and 47 lb uplift at joint 4.
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. D'Rogan PE No.68126
MiTek USA Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33810
Data:
June 9,2021
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only wfth MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not L�-l`•��iYrtGq
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek�
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
FOLEY
T24260005
77363
J3A
Jack -Open
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:21 2021 Page 1
ID:NRwBsubNlflvWHZitmA3hgzYRCF-1_?s5ERB?APgser3KBpuypl sjhrBVk?yAOmjuwz8OKm
1-0i 0 3-0-0
Scale = 1:11.3
3-M
3-0-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc) Udefi Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.48
Vert(LL)
-0.00
4-7 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.20
Vert(CT)
-0.01
4-7 >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 FBC2020/TPI2014
Matrix -MP
Wind(LL)
-0.01
4-7 >999 240
Weight: 12 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-3-0, 4=Mechanical
Max Horz 2=120(LC 12)
Max Uplift 3=-48(LC 12), 2=-193(LC 12)
Max Grav 3=61(LC 17). 2=21 O(LC 1), 4=49(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 2-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) 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 48 lb uplift at joint 3 and 193 lb uplift at
joint 2.
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. ORegan PE No.58126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. °
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall pal
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Type
Qty
Ply
FOLEYT24260006
rJ..ksOpen
77363
J5
18
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:22 2021 Page 1
ID:NRwBsubNlflvWHZitmA3hgzYRCF-VBZElaRgmTXXUoPGtuK7V1 axL53UEBF5P2VGQMz8OKl
1 6-0 5-0-0
5-0-0
5-0-0
5-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.87
Vert(LL)
-0.02
4-7
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.71
Vert(CT)
-0.06
4-7
>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 FBC2020/TPI2014
Matrix -MP
Wind(LL)
0.07
4-7
>873
240
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=166(LC 12)
Max Uplift 3=-102(LC 12), 2=-210(LC 12), 4=-2(LC 12)
Max Grav 3=114(LC 17), 2=276(LC 1), 4=87(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1:15.4
0
6
N
PLATES GRIP
MT20 244/190
Weight: 18 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 4-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) 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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 3, 210 lb uplift at
joint 2 and 2 lb uplift at joint 4.
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cen 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
June 9,2021
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing {� p
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 V IiTek•
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/f Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610
Job
Truss
TruJ5B
Truss Type
Qty
Ply
FOLEY
T24260007
77363
Jack -Open
2
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:23 2021 Page 1
ID:NRwBsubNlflvWHZitmA3hgzYRCF-zN7cVwSSXnfO6y_SRcrM1 E7CmVTIzeVEeiFgypz8OKk
1 6 0 4-8-0 5-0-0
' 11 4-8-0 0-4-0
Scale = 1:15.4
0
d
6
'
4-8-0
4-8-0
5-0-0
0-4-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.51
Vert(LL) -0.01
7-10 >999 360
MT20 244/190
TCDL , 7.0
Lumber DOL 1.25
BC 0.45
Vert(CT) -0.02
7-10 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00
5 n/a n/a
BCDL 10.0
Code FBC2020rrP12014
Matrix -MR
Wind(ILL) 0.02
7-10 >999 240
Weight: 21 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical
Max Horz 2=166(LC 12)
Max Uplift 4=-24(LC 17), 2=21 O(LC 12), 5=-136(LC 12)
Max Grav 4=32(LC 12), 2=276(LC 1), 5=197(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
BOT CHORD 3-6=-206/382
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 4-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) 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 24 lb uplift at joint 4, 210 lb uplift at joint
2 and 136 lb uplift at joint 5.
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cart 6634
8904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �.r
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addftional temporary and permanent bracing tYliTeka
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24260008
77363
J5C
Jack -Open
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982. 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:24 2021 Page 1
I D: N RwB su bN Ifly W HZitmA3hgzYRC F-RZh?jGT415n Fj 5Ze?J M baSfGE ulii 510s M_N VFz80 Kj
-1-6-0 2-8-0 5-0-0
' 1-6-0 ' 2-8-0 2-4-0
Scale = 1:15.4
0
d
N
O
d
6
5-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TOLL 20.0
Plate Grip DOL
1.25
TC 0.91
Vert(LL)
-0.04
6
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.73
Vert(CT)
-0.08
6 .
>742
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.06
5
n/a
n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix -MR
Wind(LL)
0.12
6
>514
240
Weight: 19 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical
Max Horz 2=166(LC 12)
Max Uplift 4=-80(LC 12), 2=21O(LC 12), 5=-24(LC 12)
Max Grav 4=101(LC 17), 2=277(LC 1), 5=80(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when sown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 4-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) 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 80 lb uplift at joint 4, 210 lb uplift at joint
2 and 24 lb uplift at joint 5.
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cart 66U
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
--
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. �*
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Val'
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall i.�■`
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek`
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71P11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24260009
77363
J5D
Jack -Open
1
1
Job Reference (optional)
Ghambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:25 2021 Page 1
I D: NRwBsubNlflvWHZitmA3hgzYRCF-vm FNwcUi3Ov6LF8rZ1 tg7fCaj l6LRX?X50kwl hz8OKi
2-8-0 5-0-0
2-8-0 2-4-0
Scale = 1:14.9
3x4 =
i 2-8-0
5-0-0
' 2-8-0
2-4-0
Plate Offsets (X,Y)— [2:0-2-8,0-2-3)
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 0.35
Vert(LL) -0.04
5 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.70
Vert(CT) -0.08
5 >763 240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.05
4 n/a n/a
BCDL 10.0
Cade FBC2020/rP[2014
Matrix -MR
Wlnd(LL) 0.11
5 >541 240
Weight: 17 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 5-0-0 oc puffins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (size) 1=0-8-0, 3=Mechanical, 4=Mechanical
Max Horz 1=113(LC 12)
Max Uplift 1=-76(LC 12), 3=95(LC 12), 4=-29(LC 12)
Max Grav 1=184(LC 1). 3=114(LC 17), 4=76(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
NOTES.
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interiof(1) 3-0-0 to 4-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) 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 76 lb uplift at joint 1, 95 lb uplift at joint 3
and 29 lb uplift at joint 4.
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Rogan PE No.68126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall p �p
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek`
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS//fPli Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Oty
77363
J5P
JACK -OPEN
2
7PIyFOLEYT24260010
Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982,
1-6-0
8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:28 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-KLwVZd WaMJ HgCjtPE9RXklg5TWBceukzn_ZaeOzBOKf
Scale = 1:15.4
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020rrPI2014
CSI.
TC 0.38
BC 0.41
WB 0.00
Matrix -MP
DEFL. in (loc) I/deft Ud
Vert(LL) 0.13 4-7 >441 240
Vert(CT) -0.04 4-7 >999 240
Horz(CT) -0.00 3 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 19 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
Left: 2x4 SP No.3
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=166(LC 12)
Max Uplift 3=-116(LC 12). 2=308(LC 12), 4=-87(LC 12)
Max Grav 3=108(LC 1), 2=276(LC 1), 4=84(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-4-3, Interior(1) 1-4-3 to 4-11-4 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) 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 116 lb uplift at joint 3, 308 lb uplift at
joint 2 and 87 lb uplift at joint 4.
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
A WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,1II-7473 rev. 5/19.r2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iw iTek`
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication; storage, delivery, erection and bracing of trusses and truss systems, see ANSI/17P11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24260011
77363
J7
Jack -Open
12
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982,
8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:30 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-Gj2GzJYruxYOR01 oLaT?gjv05Jt26oEGFIShivz8OKd
7-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.56
Vert(LL)
-0.08
4-7
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.41
Vert(CT)
-0.17
4-7
>478
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2020frP12014
Matrix -MP
Wind(LL)
0.17
4-7
>479
240
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=212(LC 12)
Max Uplift 3=-154(LC 12), 2=-235(LC 12), 4=-7(LC 12)
Max Grav 3=165(LC 17), 2=346(LC 1), 4=125(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1:19.9
PLATES GRIP
MT20 244/190
Weight: 24 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 6-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) 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 154 lb uplift at joint 3, 235 lb uplift at
joint 2 and 7 lb uplift at joint 4.
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
PhilipJ. ORegan PE No.58126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24260012
77363
JB3
Jack -Open
2
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:31 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-kwceBfYTfEgF3Ab_vH_EMwSaBjGDrFU QUyBFELz80KC
i -1-6-0 3-0-0
1-6-0 3-0-0
Scale = 1:11.3
2-7-4
0-4-6
LOADING (psi)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.48
Vert(LL)
-0.00
8
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.22
Vert(CT)
-0.00
8
>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 FBC20201TPI2014
Matrix -MP
Wind(LL)
-0.00
8
>999
240
Weight: 12 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. All bearings Mechanical except Gt=length) 2=0-5-13, 5=0-2-3.
(lb) - Max Horz 2=120(LC 12)
Max Uplift All uplift 100 lb or less at joint(s) 3, 4, 5 except 2=-195(LC 12)
Max Grav All reactions 250 lb or less at joint(s) 3, 2, 4, 5
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 2-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) 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 at joint(s) 5.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4, 5 except
Gt=lb) 2=195.
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Rogan PE No.56126
MiTek USA, Inc. FL Cert 6634
6604 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
WARNING - VeHfy design parameters and READ NOTES ON THIS AND INCLUDED IvIITEK REFERENCE PAGE frill-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Inv 11'
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss Type
Qty
Ply
FOLEY
]Truss
T24260013
77363
JC5
Jack -Open
3
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:33 2021 Page 1
ID: N RwBsubNlfivWHZitmA3hgzYRCF-glkOcLajAswzIUIN1 iOiRLXgoXol J9JxGgLJEz8OKa
1 6-0 2-2-0 5-0-0
1-6-0 2-2-0 2-10-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.86
Vert(LL)
-0.04
3
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.78
Vert(CT)
-0.07
3-5
>849
240
BCLL 0.0
Rep Stress Incr
YES
W3 0.00
Horz(CT)
-0.05
5
n/a
n/a
BCDL 10.0
Code FBC2020rrP12014
Matrix -MR
Wind(LL)
0.10
3-5
>588
240
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical
Max Horz 2=166(LC 12)
Max Uplift 4=-85(LC 12), 2=-210(LC 12), 5=-19(LC 12)
Max Grav 4=104(LC 17), 2=276(LC 1). 5=81(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1:15.4
7
0
of
0
PLATES GRIP
MT20 244/190
Weight: 19 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MW'RS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 4-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) 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, 5 except (jt=lb)
2=210.
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. YRogan PE No.56126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5!19l2020 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 i
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek
Is
always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
s
Truss Type
Qty
Ply
FOLEY
TJC
T24260014
77363
Jack -Open
2
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:34 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-9VHnphbLx92gweKZaQXx_Z46WwFX2ccsAwQvrgz8OKZ
-1-6-0 4-8-0 7-0-0
' 1-6-0 ' 4-8-0 2-4-0
Scale = 1:19.4
3x4 =
4-8-0
4-8-0
Plate Offsets (X,Y)— 13:0-3-11,0-0-121
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.35
Vert(LL) -0.09
6-13 >949 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.38
Vert(CT) -0.20
6-13 >426 240
BCLL 0.0
Rep Stress Incr YES
WB 0.04
Horz(CT) 0.07
5 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MP
Wind(ILL) 0.20
6-13 >413 240
Weight: 29 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical
Max Horz 2=212(LC 12)
Max Uplift 4=-125(LC 12), 2=-227(LC 12), 5=-29(LC 12)
Max Grav 4=153(LC 17), 2=374(LC 1), 5=154(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 6-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) 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)
4=125,2=227.
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. ORagan PE No.68126
MiTek USA, Inc. FL Cert 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 5/19/2020 BEFORE USE.
--
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p ��
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Adtlitional temporary and permanent bracing IV IiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPI1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Qty
Ply
FOLEY
FJACK-TOPEN
T24260015
77363
JU1
4
1
Job Reference (optional)
Chambers I russ, Port Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:35 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-dhr9l l bziTAhYovm873AXmdFBKbzn3T?Oa9SN6z8OKY
i -1-6-0 1-0-0
' 1-6-0 1-0-0
Scale = 1:7.1
n
5.00 12 d
2
0
4
6
4
1 3x4 =
PROVIDE ANCHORAGE, DESIGNED BY OTHERS,
AT BEARINGS TO RESIST MAX. UPLIFT
AND MAX HORZ. REACTIONS
SPECIFIED BELOW.
1-0-0
1-0-0
Plate Offsets (X,Y)-- [2:0-0-2,0-0-0)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.48
Vert(LL) -0.00 7 n/r 120
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.36
Vert(CT) -0.00 7 n/r. 120
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) 0.00 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MP
Weight: 6lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or
6-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 4=Mechanical
Max Horz 3=-553(LC 12), 4=629(LC 12)
Max Uplift 3=-193(LC 12)
Max Grav 3=154(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1210/426
BOT CHORD 2-4=-421/1261
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) 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) except Qt=lb)
3=193.
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No,58126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-7473 rev. 5/19/2020 BEFORE USE
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown,. and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �e
building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing A
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek*
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?Pl1 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24260016
77363
K
Common
6
1
Job Reference o tional
Ghambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:36 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-5tPXEMccTn IY9xUyiraP3_9STkyLWVg9dEvOwZz8OKX
1 6-0 7-0-0 14-0-0 15-6-0
1 6 0 7-0-0 7-0-0 1.6-0
4x6 =
3x4 = 20 II
3x4 =
Scale = 1:27.3
Io
7-0-0 14-0-0
7-0-0 7-0-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.38
Vert(LL) -0.06 6-9 >999 360
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.29
Vert(CT) -0.12 6-9 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.12
Horz(CT) 0.01 4 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(ILL) 0.09 6-12 >999 240
Weight: 52 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 9-5-11 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 4=0-3-0
Max Horz 2=-11O(LC 10)
Max Uplift 2=-398(LC 12), 4=398(LC 12)
Max Grav 2=599(LC 1), 4=599(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-816/767, 3-4=-816/767
BOT CHORD 2-6=-499/696, 4-6=499/696
WEBS 3-6=-60/320
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 7-0-0, Exterior(2R) 7-0-0
to 10-0-0, Interior(1) 10-0-0 to 15-6-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) 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.
This Item has been
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
2=398, 4=398.
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Qty
Ply
FOLEY
]T,_us_sT,,e
T24260017
77363
K1
Common
4
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:36 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-5tPXEMccTnIY9xUyiraP3_9RDkxsWVpgdEvOwZz8OKX
1-0-0 7-M 14-0-0
1-6-0 7-0-0 7-0-0
4x6 =
4x4 = —
Scale = 1:24.8
4x4 =
Io
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CSI.
TC 0.40
BC 0.32
WB 0.12
Matrix -MS
DEFL. in (loc) I/defl L/d
Vert(LL) -0.07 5-8 >999 360
Vert(CT) -0.13 5-8 >999 240
Horz(CT) 0.01 4 n/a n/a
Wind(LL) 0.10 5-8 >999 240
PLATES GRIP
MT20 244/190
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
8-6-13 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 4=0-3-0, 2=0-8-0
Max Horz 2=109(LC 11)
Max Uplift 4=-277(LC 12), 2=-405(LC 12)
Max Grav 4=514(LC 1), 2=603(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-831/792, 3-4=829/811
BOT CHORD 2-5=-605/710, 4-5=605/710
WEBS 3-5=-81/322
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 7-0-0, Exterior(2R) 7-0-0
to 10-0-0, Interior(1) 10-0-0 to 14-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) 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.
This Item has been
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
4=277, 2=405.
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. VRagan PE No.68126
MiTek USA, Inc. FL Cart 8834
6904 Parke East Blvd. Tampa FL 33810
Date:
June 9,2021
®WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED IvIITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE
--
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p /g�
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IV I iTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPl1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24260018
77363
K2
Common
1
1
Job Reference (optional)
Chambers I russ, r-on tierce, FL - 34UMe, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:37 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-Z3zvRidE E4QPn538GY5ecBidC8IaFy4lsueZS?z8OKW
-1-6-0 7-0-0 14-0-0 15E-0
1-6-0 7-0-0 7-0-0 1I
46 =
3x4 = Lx3 II
3x4 =
Scale = 1:27.3
Io
7-0-0 14-0-0
7-0-0 7-0-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.38
Vert(LL) -0.06 6-9 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.29
Vert(CT) -0.12 6-9 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.12
Horz(CT) 0.01 4 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL) 0.09 6-12 >999 240
Weight: 52 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 9-5-11 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 4=0-8-0
Max Horz 2=-11O(LC 10)
Max Uplift 2=-398(LC 12), 4=-398(LC 12)
Max Grav 2=599(LC 1), 4=599(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-816/767, 3-4=-8161767
BOT CHORD 2-6=-499/696, 4-6=-499/696
WEBS 3-6=-60/320
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 7-0-0, Exterior(2R) 7-0-0
to 10-0-0, Interior(1) 10-0-0 to 15-6-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) 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.
This Item has been
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
2=398, 4=398.
electronically Signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.68126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with 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 A�'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek`
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24260019
77363
KJ3
Diagonal Hip Girder
1
1
Job Reference (optional)
� r�. nnicn, r� - oy�oc, 0.4311 s May 1Z ZuZ1 MI I eK Industries, Inc. I ue Jun 8 09:10:38 2021 Page 1
ID:NRwBsubNlflvWHZitmA3hgzYRCF-1GXHf2es?OYGPFeKpGct8PFquYgm QDS5YO6_Rz8OKV
-2-1-7 24-10 4-2-3
2-1-7 2-4-10 1-9-9
Scale: 1"=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 0.19
Vert(LL) -0.04 4-7 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.16
Vert(CT) -0.04 4-7 >999 180
BCLL 0.0
Rep Stress Incr NO
WB 0.00
Horz(CT) 0.00 2 n/a n/a
BCDL 10.0
Code FBC2020(TPI2014
Matrix -MP
Weight: 16 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-10-15, 4=Mechanical
Max Horz 2=119(LC 24)
Max Uplift 3=-61(LC 8), 2=-284(LC 8)
Max Grav 3=74(LC 1), 2=260(LC 1), 4=69(LC 23)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; 8=45ft; L=2411t; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) 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) 3 except (jt=lb)
2=284.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 lb down and 66 lb up at
1-6-1, and 111 lb down and 66 lb up at 1-6-1 on top chord, and 48 lb down and 48 lb up at 1-6-1, and 48 lb down and 48 lb up at
1-6-1 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: 1-3=54, 4-5=-20
Concentrated Loads (lb)
Vert: 9=57(F=28, 5=28)
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No,58126
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
WARNWG -Verify desiyn parameters and READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE.
--
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
��•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24260020
77363
KJS
DIAGONAL HIP GIRDER
7
1
Job Reference (optional)
t.ndnweib I rubs, Fort Pierce, rL - s4ao/, 8.430 s May 12 2021 MITek Industries, Inc. Tue Jun 8 09:10:39 2021 Page 1
ID:NRwBsubNlflvWHZitmA3hgzYRCF-VS5gsOfUmig61PDXNz76hcnzQx VjtTbJC7gXtz8OKU
-2-1-7 3-9-9 7-0-2
2-1-7 3-9-9 3-2-9
Scale = 1:17.6
SX4
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.33
Vert(LL) 0.22 4-7 >378 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.26
Vert(CT) -0.15 4-7 >562 240
BCLL 0.0
Rep Stress Incr NO
WB 0.00
Horz(CT) -0.00 3 n/a n/a
BCDL 10.0
Code FBC2020ITP12014
Matrix -MP
Weight: 25 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-10-15, 4=Mechanical
Max Horz 2=165(LC 8)
Max Uplift 3=-156(LC 8), 2=457(LC 8), 4=-122(LC 5)
Max Grav 3=154(LC 1). 2=348(LC 1), 4=117(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) 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) except Qt=lb)
3=156, 2=457, 4=122.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 lb down and 66 lb up at
1-6-1. 111 lb down and 66 Ito up at 1-6-1, and 37 lb down and 73 lb up at 4-4-0, and 37 lb down and 73 lb up at 4-4-0 on top chord,
and 104 lb down and 48 lb up at 1-6-1, 104 lb down and 48 lb up at 1-6-1, and 17 lb down and 4 lb up at 4-4-0, and 17 lb down and
4 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: 1-3=-54, 4-5=-20
Concentrated Loads (lb)
Vert: 10=57(F=28, B=28) 11=-8(F=-4, B=-4)
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.66126
MTek USA, Inc. FL Cart 66U
6904 Parke East Blvd. Tampa FL 3361D
Date:
June 9,2021
WARNING - Verify design parareters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. '
Design valid for use only with Mi'rekO 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 iTek•
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUPP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Ply
�_OYty
T24260021
77363
KJ7
Diagonal Hip Girder
1
7FOLEY
ob Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:41 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-SrCOH4gklJwgGjMvVO9am 1 sLplfkBiUun WCmbmz8OKS
-2-1-7 5-2-9 9-10-1
2-1-7 5-2-9 4-7-8
Scale = 1:22.6
3x4 = —._ „
3x4 =
5-2-9
9-10-1
5-2-9
4-7-8
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TIC 0.21
Vert(LL)
-0.05
7-10
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.28
Vert(CT)
-0.07
6-7
>999
240
BCLL 0.0
Rep Stress [nor
NO
WB 0.35
Horz(CT)
0.01
5
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Weight: 42 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
REACTIONS. (size) 4=Mechanical, 2=0-10-15, 5=Mechanical
Max Horz 2=211(LC 8)
Max Uplift 4=-120(LC 8). 2=-447(LC 8), 5=-202(LC 8)
Max Grav 4=126(LC 1), 2=480(LC 1), 5=315(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-805/537
BOT CHORD 2-7=-609/744, 6-7=-609/744
WEBS 3-7=-96/267.3-6=-792/648
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 9-3-11 cc bracing.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) 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) except (jt=lb)
4=120, 2=447, 5=202.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 lb down and 66 lb up at
1-6-1. 111 lb down and 66 lb up at 1-6-1, 37 lb down and 73 lb up at 4-4-0, 37 lb down and 73 lb up at 4-4-0, and 129 lb down and
125 lb up at 7-1-15, and 129 lb down and 125 lb up at 7-1-15 on top chord, and 48 lb down and 48 lb up at 1-6-1, 48 lb down and
48 lb up at 1-6-1, 17 lb down and 55 lb up at 4-4-0, 17 lb down and 55 lb up at 4-4-0, and 43 lb down and 17 lb up at 7-1-15, and
43 lb down and 17 lb up 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)
Vert: 1-4=54, 5-8=20
Concentrated Loads (lb)
Vert: 13=-71(F=-36, B=-36) 14=57(F=28, B=28) 15=-8(F=-4, 13=4) 16=-60(F=-30, B=-30)
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.68126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
June 9,2021
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �e
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
KJA5
Diagonal Hip Girder
1
�PlyJFOLEYT2426002277363
Reference o tional
unamoers truss, tort Pierce, PL - 34y62, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:42 2021 Page 1
ID: N RwBsubNlflvWHZitmA3hgzYRCF-SrCQH4gkIJwgGjMvVO9am 1 sJwlfzBnyunWcmblzBOKS
-2-1-7 3-9-9 7-0-2
2-1-7 3-9-9 3-2-8
3x4 =
LOADING (psf)
SPACING-
2-0 0
CSI.
DEFL.
in
(loc)
I/deft
Lid
TOLL 20.0
Plate Grip DOL
1.25
TC 0.33
Vert(LL)
-0.12
4-7
>687
240
TCDL 7.0
Lumber DOL
1.25
BC 0.26
Vert(CT)
-0.18
4-7
>461
180
BCLL 0.0
Rep Stress Incr
NO
WB 0.00
Horz(CT)
0.00
2
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MP
Scale = 1:17.6
PLATES GRIP
MT20 244/190
Weight: 25 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical
Max Horz 2=165(LC 8)
Max Uplift 3=-138(LC 8), 2=338(LC 8), 4=-31(LC 5)
Max Gram 3=154(LC 1), 2=348(LC 1), 4=117(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) 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 Qt=lb)
3=138,2=338.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 lb down and 66 lb up at
1-6-1, 111 lb down and 66 lb up at 1-6-1, and 101 lb down and 62 lb up at 4-4-0, and 37 lb down and 73 lb up at 4-4-0 on top chord
, and 48 lb down and 48 lb up at 1-6-1, 48 lb down and 48 lb up at 1-6-1, and 28 lb down at 4-4-0, and 17 lb down and 55 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 (pit)
Vert: 1-3=-54, 4-5=20
Concentrated Loads (lb)
Vert: 10=57(F=28, B=28) 11=-8(F=-4, B=-4)
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
PhilipJ. O'Regan PE No.68126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 5119/2020 BEFORE USE.
Design valid for use only with 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 applicability of design parameters and properly Incorporate this design into the overall MiTek*
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IV IiTeke
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PIf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24260023
77363
KJC7
DIAGONAL HIP GIRDER
2
1
Job Reference (optional)
uss, Inc., ron tierce, M 6.431) s Apr z9 zuz1 MI I ex mausines, Inc. wea Jun 9 09:4/:06 ZDZ1 Page 1
ID:NRwBsubNlflvWHZitmA3hgzYRCF-I1 B_MVStAKgITX7mzXPRcPBegjtTgkOx2?hlwPz83aZ
-2-1-7 3-2-14 3-S 2 6-5-11 8-0-2 9-10-1
2-1-7 3-2-14 0-5.4 2-9-9 1-6-7 1-9-15
Scale = 1:22.8
V
4
6x8 =
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2020/TPI2014
CSI.
TC 0.34
BC 0.45
WB 0.42
Matrix -MS
DEFL. in (loc) I/deft Ud
Vert(LL) 0.07 6-7 >999 240
Vert(CT) -0.08 6-7 >999 240
Horz(CT) 0.03 5 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 45 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-15 oc purlins.
BOT CHORD 2x4 SP M 30 *Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except:
4-8: 2x4 SP No.3 10-0-0 oc bracing: 6-7.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 5=97/Mechanical, 6=73/Mechanical, 9=1097/0-11-5
Max Harz 9=211(LC 8)
Max Uplift 5=-78(LC 5), 6=-35(LC 5). 9=1394(LC 8)
Max Grav 5=97(LC 1), 6=103(LC 3), 9=1097(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1578/1158, 3-13=-271/140, 4-13=-269/147
BOT CHORD 2-15=-1069/1568, 9-15=-1069/1568, 4-7=-158/261
WEBS 3-7=-1224/1092, 3-9=-641/672, 7-9=-1066/1315
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to
the use of this truss component.
3) 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 78 lb uplift at joint 5, 35 lb uplift at joint 6
This item has been
and 1394lb uplift at joint 9.
electronically signed and
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2 lb down and 62 lb up at 4-4-0,
sealed by ORegan, Philip, PE
6 lb down and 73 lb up at 4-4-0, and 32 lb down and 102 lb up at 7-1-15, and 9 lb down and 95 lb up at 7-1-15 on top chord, and
a Digital Signature.
using g g
126 lb down and 220 lb up at 1-6-1, 126 lb down and 220 lb up at 1-6-1, 100 lb up at 4-4-0, 4 lb down and 55 lb up at 4-4-0, and 43
Printed this
lb down and 40 lb up at 7-1-15, and 164 lb down and 165 lb up at 7-1-15 on bottom chord. The design/selection of such connection
copies of
device(s) is the responsibility of others.
document are not Considered
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
signed and sealed and the
signature must be verified
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
on any electronic copies.
Uniform Loads (plf)
Philip J. O'Regan PE No.68126
Vert: 1-5=54, 8-10=20, 6-7=20
MiTek USA, Inc. FL Cart 6634
Concentrated Loads (lb)
69D4 Parke East Blvd. Tampa FL 33610
Vert: 14=-23(F) 15=252(F=126, B=126) 16=53(F=4, B=58) 17=208(F=43, B=164)
Date:
June 9,2021
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,1II-7473 rev 5/1912020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601
Tampa, FL 36610
Job
s
Truss Type
Oty
Ply
FOLEY
FMV2
T24260024
77363
Valley
3
1
Job Reference (optional)
unamoers t cuss, Fort Hlerce, t-L - J4VUZ, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:45 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-KcSx7RjFLYRGIKghkEE V VM13?MSY7ayUi7a_kXz8OKO
2-0.0
2 0.0
song
3x4
Scale = 1:6.9
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.07
Vert(LL) n/a
n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.03
Vert(CT) n/a
n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00
2 n/a file
BCDL 10.0
Code FBC2020/TP12014
Matrix-P
Weight: 5 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 2-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=2-0-0, 2=2-0-0, 3=2-0-0
Max Harz 1=29(LC 12)
Max Uplift 1=-20(LC 12), 2=36(LC 12)
Max Grav 1=47(LC 1), 2=35(LC 17), 3=25(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2.
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. VRegan PE No.56126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
® WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Ar
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V IiTek•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24260D25
77363
MV4
Valley
2
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982,
3x4
LOADING (psf)
SPACING-
2-0-0
CS1.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.51
TCDL
7.0
Lumber DOL
1.25
BC 0.19
BCLL
0.0
Rep Stress Incr
YES
WB 0.00
BCDL
10.0
Code FBC2020/TPI2014
Matrix-P
LUMBER -
TOP CHORD
2x4 SP No.3
BOT CHORD
2x4 SP No.3
WEBS
2x4 SP No.3
REACTIONS.
(size) 1=4-0-0, 3=4-0-0
Max Horz 1=72(LC 12)
Max Uplift 1=-49(LC 12), 3=78(LC 12)
Max Grav 1=116(LC 1). 3=116(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:46 2021 Page 1
ID:NRwBsubNlflvWHZitmA3hgzYRCF-ooOJKnkt6rZ7MUFtHxIIT5a8ym0Es1 BdwnKXGzz8OKN
4-0-0
2
3x4 11
Scale = 1:11.1
DEFL. in (loc) I/defl Lid PLATES GRIP
Vert(LL) n/a n/a 999 MT20 244/190
Vert(CT) n/a n/a 999
Horz(CT) 0.00 n/a n/a
Weight: 13 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) 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, 3.
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.68126
MiTek USA, Inc. FL Cart 6634
69D4 Parke East Blvd. Tampa FL 3381D,
Date:
June 9,2021
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall 1t'�
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V IiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24260026
77363
MV6
Valley
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:47 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-G?ahY71Vt9h_eg3rfG_016MCAIebSRm9R35pQz8OKM
6-0-0
6-0-0
3x4
2x3 11
3x4 II
3x4 II
Scale = 1:15.7
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020rrP12014
CSI.
TC 0.28
BC 0.12
WB 0.13
Matrix-P
DEFL. in (loc) I/deft L/d
Vert(LL) file n/a 999
Vert(CT) n/a n/a 999
Horz(CT) 0.00 file n/a
PLATES GRIP
MT20 244/190
Weight: 21 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 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.
OTHERS 2x4 SP No.3
REACTIONS. (size) 1=6-0-0, 4=6-0-0, 5=6-0-0
Max Horz 1=118(LC 12)
Max Uplift 4=-57(LC 12), 5=162(LC 12)
Max Grav 1=56(LC 1), 4=84(LC 17), 5=240(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-5=-233/432
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 5-10-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) Gable requires continuous bottom chard bearing.
4) This truss has been designed for a 10.0 pet 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) 4 except (It=lb)
5=162.
This item has been
signed and
_electronically
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEY. REFERENCE PAGE MI1i473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p ��
iTek•
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ivi
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24260027
77363
MVB
Valley
1
1
Job Reference (optional)
Chambers I russ, Fort Pierce, FL - 34982,
8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:47 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-G?ahY71Vt9h_eg3rfG_016JNAj1 bS9m9R35pQz8OKM
8-0-0
3x4 11 Scale = 1:20.3
5 4
3x4 2x3 II 3x4 II
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CSI.
TC 0.46
BC 0.22
WB 0.15
Matrix-P
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in (loc) I/deft L/d
n/a n/a 999
n/a n/a 999
0.00 n/a n/a
PLATES GRIP
MT20 2441190
Weight: 29 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 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.
OTHERS 2x4 SP No.3
REACTIONS. (size) 1=8-0-0, 4=8-0-0, 5=8-0-0
Max Horz 1=163(LC 12)
Max Uplift 4=-76(LC 12), 5=225(1_C 12)
Max Grav 1=85(LC 1). 4=112(LC 17), 5=333(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=285/129
WEBS 2-5=-291/492
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-8-12 to 4-0-0, Interior(1) 4-0-0 to 7-10-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chard 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) 4 except (jt=lb)
This item has been
5=225.
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No,58126
MiTek USA, Inc. FL Cart 6634
6904 Padre East Blvd. Tampa FL 33610
Date:
June 9,2021
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE h111-7473 rev. 5/192020 BEFORE USE
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk'
always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss Type
Qty
]Truss
MV10
Valley
]-PlyTFOLEYT77363
Reference (optional)
unambers I runs, Fort Pierce, FL - 34982,
8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:44 2021 Page 1
ID: NRwBsubNlflvWHZitmA3hgzYRCF-sQuZv5idbEIP7A5UAWj HOgUmrygZO5MKTTrRC5z8OKP
3x4 11
3x4 s*-' 2x3 II 43x4 II
Scale = 1:25.3
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020rrP12014
CSI.
TC 0.61
BC 0.33
WB 0.15
Matrix-S
DEFL. in (loc) I/deft L/d
Vert(LL) n/a n/a 999
Vert(CT) n/a n/a 999
Horz(CT) -0.00 4 n/a n/a
PLATES GRIP
MT20 2441190
Weight: 37 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 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.
OTHERS 2x4 SP No.3
REACTIONS. (size) 1=10-0-0, 4=10-0-0, 5=10-0-0
Max Horz 1=209(LC 12)
Max Uplift 4=-100(LC 12), 5=276(LC 12)
Max Grav 1=121(LC 1), 4=147(LC 17), 5=410(LC 17)
FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-292/132
WEBS 2-5=-326/504
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Dpsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-8-12 to 3-8-12, Interior(1) 3-8-12 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) 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 tali 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) 4 except (jt=lb)
This item has been
5=276.
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.68126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
June 9,2021
A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly incorporate this design into the overall �a
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
FOLEY
T24260029
77363
MV12
Valley t
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982. 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:44 2021 Page 1
ID: NRwBsubN IflvWHZitmA3hgzYRCF-sQuZv5idbEIP7A5UAWjHOgUgfye705BKTTrRC5z8OKP
12-0-0
12-0-0
3x4 11
3x4 i 5 4
2x3 11 3x4 I I
Scale = 1:29.8
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CSi.
TIC 0.37
BC 0.49
WB 0.16
Matrix-S
DEFL. in
Vert(LL) n/a
Vert(CT) n/a
Horz(CT) -0.00
(loc) I/defl Ud
n/a 999
n/a 999
4 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 45 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 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
REACTIONS. (size) 1=12-0-0, 4=12-0-0, 5=12-0-0
Max Horz 1=255(LC 12)
Max Uplift 4=-119(LC 12), 5=339(LC 12)
Max Grav 1=149(LC 1), 4=176(LC 17), 5=501(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=322/148, 3-4=130/253
WEBS 2-5=371/542
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 11-10-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
3) 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 Ib uplift at joint(s) except Qt=lb)
This item has been
4=119, 5=339.
electronically signed and
sealed by DRegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.68126
MiTek USA, Inc. FL Cart 6634
6804 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 BEFORE USE.
Design valid for use only with Mi rek® 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 nil"
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Saferylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss Type
Oty
Ply
FOLEY
JTruss
T24260030
77363
V4
Valley
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:48 2021 Page 1
ID: N RwBsubNlflvV4HZitmA3hgzYRCF-kB831Tm7eTprcnP FPMoDYVWZ3a4fKxhwO5peLsz8OKL
r 2-0-0 4-0-0
2-M 2-M
3x6 = Scale = 1:7.5
5.o0 12
1
3x4 � 3x4
4-0-0
4-0-0
Plate Offsets (,)-- [2:0-3-0,Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Vdefi L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.15
Vert(LL) file
n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.13
Vert(CT) n/a
n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00
3 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix-P
Weight: 10 lb 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. (size) 1=4-0-0, 3=4-0-0
Max Horz 1=-16(LC 10)
Max Uplift 1=-52(LC 12), 3=52(LC 12)
Max Grav 1=94(LC 1),3=94(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or
less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
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) 1, 3.
This item has been
electronically signed and
sealed by ORegan, Philip, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cent 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
June 9,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Sufte 203 Waldorf, MD 20601 Tampa, FL 36610
Symbols
NumberMq System
A Genera0 Safety Notes
PLATE LOCATION AND ORIENTATION
3/ ' Center plate on joint unless x, y
4 offsets are indicated.
6-4-8 dimensions shown in ft-in-sixteenths
(Drawings not to scale)
1
Failure to Follow Could Cause Property
Damage or Personal Injury
Dimensions are in ft-in-sixteenths.
1. Additional stability bracing for truss system, e.g.
Apply plates to both sides of truss
1 2 3
diagonal orX-bracing, is always required. See BCSI.
and fully embed teeth.
TOP CHORDS
2. Truss bracing must be designed by an engineer. For
c1-2 c2-3
wide truss spacing, individual lateral braces themselves
bracing, Tor I
4
may require or alternative
0 WEBS Doff
0
�� 3
bracing should be considered.
3. Never exceed the design loading shown and never
= O
0
stack materials on inadequately braced trusses.
a " O
4. Provide copies of this truss design to the building
0 EL
0
designer, erection supervisor, property owner and
For 4 x 2 orientation, locate
c�-e c6-� cs-s F
all other interested parties.
plates 0- 'lid' from outside
P
BOTTOM CHORDS
5. Cut members to bear tightly against each other.
edge of truss.
8 7 6 5
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
This symbol indicates the
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
locations are regulated by ANSIrrPI 1.
required direction of slots in
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
7. Design assumes trusses will be suitably protected from
connector plates.
THE LEFT.
the environment in accord with ANSIrrPI 1.
Plate location details available in MITek 20120
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
8. Unless otherwise noted, moisture content of lumber
software or upon request.
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
PLATE SIZE
PRODUCT CODE APPROVALS
use with fire retardant, preservative treated, or green lumber.
ICC-ES Reports:
10. Camber is a non-structural consideration and Is the
The first dimension is the plate
responsibility of truss fabricator. General practice is to
4 X 4 width measured perpendicular
ESR-1311, ESR-1352, ESR1988
camber for dead load deflection.
to slots. Second dimension is
ER-3907, ESR-2362, ESR-1397, ESR-3282
11. Plate type, size, orientation and location dimensions
the length parallel t0 slots.
indicated are minimum plating requirements.
LATERAL BRACING LOCATION
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
Indicated by symbol shown and/or
by text in the bracing section of the
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
13. Top chords must be sheathed or purlins provided at
spacing indicated on design.
output. Use T or I bracing
if indicated.
Lumber design values are in accordance with ANSI/TPI 1
14. Bottom chords require lateral bracing at 10 ft. spacing,
section 6.3 These truss designs rely on lumber values
or less, if no ceiling is installed, unless otherwise noted.
BEARING
established by others.
15. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without prior
Indicates location where bearings
approval of an engineer.
(supports) occur. Icons vary but
reaction section indicates joint
© 2012 MITek® All Rights Reserved
17. Install and load vertically unless indicated otherwise.
number where bearings occur.
Min size shown is for crushing only.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
Industry Standards:
19. Review all portions of this design (front, back, words
ANSI/TPI1: National Design Specification for Metal
and pictures) before use. Reviewing pictures alone
is not sufficient.
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
20. Design assumes manufacture in accordance with
BCSI: Building Component Safety Information,
MiTek
ANSI/TPI 1 Quality Criteria.
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
21.The design does not take into account any dynamic
Connected Wood Trusses.
MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020
or other loads other than those expressly stated.