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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,
i
a
,A, '
DON'T LIFT TRUSSES
WITH SPANS LONGER THAN
30' BY THE PEAK.
CONSULT BCSI
30' Sp n or less '
Spree der Bar
AS
60 degrees
orless
oi 112 span
-ApProx 213 to
Tag line
Tag line
approx.
12 or Span
._- . ._.
REFER TO SCSI
REFER TO SCSI
Truss must be set this way ill crane is used.
Truss must be set this way Aaane is used.
Truss 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
are installed.
• •
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 IS WARNING 11rililli
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
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
eas GIRD
GR13
THD26-2
1 Z —10D
18 —16D
RD
THD26-2
2)-1
OD
1 -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"
INDICATES
VOLUME
CEILING
CEILING
AT 8'-g"
CEILING
AT 10'-1 '
CEILING
AT 12'-1"
LOAD
®
BEARING
AT 8'-1"
LOAD
BEARING
AT 10'-1"
LOAD
®
BEARING
AT 11'-1"
INOTES:
* BUILDER TO UNDER FRAME CEILINGS AS NEEDED
,./"\!Do not stand on trusses until they are braced per BCSI & properly nailed to straps and hangers If.
j�ARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A SPREADER BAR OF 30'- 37"IN LENGTH!!
HIP CARRIER LOCATED AS DUNURRONED ON LAPOUI
I
I
DORNDER JACf1g
PRE NOT MVE��
WE aTANpAR(,
ENGINEERING.
t31,S
i
FABRICATION AGREEMENT
TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED
The undersigned acknowledges and agrees:
1. Trusses will be made in strict accordance with this truss placement diagram layout, which is the sole authority for
determining successful fabrication of the trusses.
I 2. All dimensions in this layout have been verified by the undersigned.
3. Unless written notice is provided by certified mail to Chambers Truss within ten (10) days of delivery the
�Indersigned agrees that no backcharges will be allowed. In the event such written notice is furnished Chambers Truss j
);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.
14. 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 podion 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
�o redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is
'responsible to Chambers Truss for towing costs due to site conditions.
I 6. Price as shown in paragraph 7 below is subject to change if any changes are made in this layout. A $50 per hour
lee 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. l
Invoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of i
delivery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss 1
reasonable attorneys fee for collections in event of payment not timely made. 1-1/2 % per month service charge will be 1
Scissors Hip Jack tided for all sums not paid within terms. I
8. Signature or initials anywhere on this sheet constitutes agreement to all terms herein.
Installations ' g. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees
araAiiao b - ,payment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the
Undersigned agrees to. pay such indebtedness including attorneys fees, if default in payment for material be made by the
rePa'Aa,ee ae+nn._._. recipient.
1 10. In the event of any litigation concerning this agreement, the items furnished hereunder or payments referred to
1 herein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida
It. Design responsibilities are per MNational Standard And Recommended Guidelines On Responsibilities For
ip Construction Using Metal Plate Connected Wood Trusses ANSI/TPIIWTCA 4 - 20021n
CHORD n Carder 112. Warranty is per Chambers Truss Warranty attached
r
exAl. E%H - 1 Hip I
BOTTOM
CHORD
OFJACK
when nailing scissors DATED
jack to hip carrier use X�- I
a straight edge to align
bottom or Jaek with Stfalght -
tha bottom of tha beck Edge SIGNED
of me hip carrier.
IFOR TITLE
OCONNECTIONS DESIGNED j A spreader bar may be required peCSI" to prevent injury & damage.
AND SUPPLIED BY OTHERS Multiple ply trusses must be fastened together per engineering before they are
set, failure to do so can result in roof collapse.
Temporary and permanent bracing are required and can save life and property
and is the responsibility of the truss erector. i
Study the contents of the information packet included on delivery before
setting trusses.
2X4 TOP CHORD
WALL HEIGHT 8'-1"
END DETAIL: VAULT
4-0 ft
4 TOP CHORD
ILL HEIGHT 8'-1"
D DETAIL: COFFER
5 r-
l
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
Ban er venue
Fort Pierce, Florida 34982.6423
800.551.5932
Fort Pierce 772.465.2012 Fax 772-465.8711
Vero Beach 772-569.2012 Stuart 772-286.3302
Web Site: CHAMBERSTRUSS.COM
Email: MAIL@CHAMBERSTRUSS.COM
MREK
LOADINGIDESIGN''CRITERIA REDUCIBLE
PER CODE SUCH AS SEC 16U.6.1
DESIGN CRITERIA
County ST. LUCIE
Building Department ST. LUCIE COUNTY
Wind Design Criteria ASCE 7-16
` Wind Design Method
MWFRS(Directional)/C-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
I Bottom Chord Live
*10-Non Conocurent
0
Bottom Chord Dead
10 3
D
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
16'
Building Type
Enclosed
Building Category
If: 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
j Verify DESIGN CRITERIA shown above with the
building department and your engineer.
Design Criteria is the responsibility of the
Building Designer and/or Engineer of; Record
I
Chambers Truss Inc. Drawing Name: 7742-1
SCALE: 1 /4" = 11-011
167 total trusses, 51 unique designs
Designer: RLC Reviewed by: RLC
Date: 04/14/21
FOR
RnN RAYmnNn
® Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
MiTek®
RE: 77427 - RYAN PRUSSING MiTek USA, Inc.
Site Information: 6904 Parke East Blvd.
Customer Info: Ron Raymond Project Name: Rayn Prussing Model: . Tampa, FL 33610-4115
Lot/Block: . Subdivision: .
Address: Unknown, .
City: St Lucie County State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City: State:
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4
Wind Code: N/A Wind Speed: 160 mph
Roof Load: 37.0 psf Floor Load: N/A psf
This package includes 51 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
T23571125
A
4/15/21
15
T23571139
G
4/15/21
2
T23571126
ATA
4/15/21
16
T23571140
G1
4/15/21
3
T23571127
ATB
4/15/21
17
T23571141
G2
4/15/21
4
T23571128
D
4/15/21
18
T23571142
G3
4/15/21
5
T23571129
D1
4/15/21
19
T23571143
G4
4/15/21
6
T23571130
D2
4/15/21
20
T23571144
G5
4/15/21
7
T23571131
D3
4/15/21
21
T23571145
G6
4/15/21
8
T23571132
D4
4115/21
22
T23571146
G7
4/15/21
9
T23571133
D5
4/15/21
23
T23571147
G8
4/15/21
10
T23571134
D6
4/15/21
24
T23571148
G9
4/15/21
11
T23571135
D7
4/15121
25
T23571149
G9A
4/15/21
12
T23571136
D8
4/15/21
26
T23571150
GRA
4/15/21
13
T23571137
D9
4/15/21
27
T23571151
GRB
4/15/21
14
T23571138
D9A
4/15/21
28
T23571152
GRC
4/15/21
This item has been electronically signed and sealed by Velez, Joaquin, 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: Velez, Joaquin
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.
(�UIN
E IVVF��c�
No 68182 lo
5 STATE OF : 4J
fill, 1111101
Joaquin Velez PE No.68182
Mrrek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
Velez, Joaquin 1 of 2
181 0
MiTek 0
RE: 77427 - RYAN PRUSSING
Site Information:
Customer Info: Ron Raymond Project Name: Rayn Prussing Model: .
Lot/Block: . Subdivision: .
Address: Unknown, .
City: St Lucie County State: FL
No. Seal# Truss Name Date'
29
T23571153
GRD
4/15/21
30
T23571154
GRE
4/15/21
31
T23571155
GRG
4/15/21
32
T23571156
GRK
4/15/21
33
T23571157
GIRL
4/15/21
34
T23571158
GRIM
4/15/21
35
T23571159
A
4/15/21
36
T23571160
J3
4/15/21
37
T23571161
J5
4/15/21
38
T23571162
J5P
4115/21
39
T23571163
J7
4/15/21
40
T23571164
JC7
4/15/21
41
T23571165
JS1
4/15/21
42
T23571166
JS3
4/15/21
43
T23571167
JS5
4/15/21
44
T23571168
JS7
4/15/21
45
T23571169
K
4/15/21
46
T23571170
KJ5
4/15/21
47
T23571171
KJ7
4/15/21
48
T23571172
KJS7
4/15/21
49
T23571173
M
4/15/21
50
T23571174
MV2
4/15/21
51
T23571175
MV4
4/15/21
2 of 2
MiTek USA, Inc.
6904 Parke East Blvd.
Tampa, FL 33610-4115
Job
Truss
Truss Type
City
Ply
RYAN PRUSSING
T23571125
77427
A
Hip
1
1
Job Reference o tional
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:15 2021 Page 1
ID:ZglyVBSkd41 E8Zpzzhi2jHzR7Xy-9FQCxdK5XyKfpllDU12Lg76pD4115jmrzAO_8kzQsGw
-1-6-0 5-8-12 9-0.0 124-0 15 7 4 _ 21-4-0 22-10-0
1-0-0 5-8-12 3-3.4 3-4-0 3-3-4 5-8.12 1.8-0
Scale = 1:39.6
04 = 4x4 =
3x5 = 3x4 = 4x6 = 3x4 = 3x5 =
9-0-0
3-4-0
9-0-0
Plate Offsets (X,Y)— [2:0-0-2,Edgej, [7:0-0-2,Edgej
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(]cc)
Ildefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.26
Vert(LL) -0.19
9-17
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
SC 0.47
Vert(CT) -0.34
9-17
>762
240
BCLL 0.0
Rep Stress Incr YES
WB 0.15
Horz(CT) 0.04
7
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL) 0.09
9-17
>999
240
Weight: 93 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 5-4-4 cc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling
directly applied or 7-9-12 cc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 7=0-8-0
Max Horz 2=-137(LC 10)
Max Uplift 2=-538(LC 12), 7=538(LC 12)
Max Grav 2=968(LC 17), 7=968(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1658/1065, 3-4=-1406/873, 4-5=12731843, 5-6=-1406/873, 6-7=-1658/1065
BOT CHORD 2-11=-852/1609, 9-11=-572/1295, 7-9=877/1522
WEBS 3-11=-396/372, 4-11 =-1 56/420, 5-9=155/420, 6-9=-396/372
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=16ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MVVFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 9-0-0, Exterior(2E) 9-0-0
to 12-4-0, Exterior(21R) 12-4-0 to 16-6-15, Interior(1) 16-6-15 to 22-10-0 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) 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, with BCDL = IO.Opsf.
electronically Signed and
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb)
sealed by Velez, Joaquin, PE
2=538,7=538.
.
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.
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
®WARNING - Verily 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 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
RYAN PRUSSING
T23571126
77427
ATA
ATTIC
4
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 S Mar 22 2UZ1 Mi I eK Industries, Inc. Wed Apr 14 U8:23:16 2U21 Page 1
ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-dS—aszKjIFSWRSKP2SZaDKfr5UXbg2_CgmXgAzQsGv
-1 6-0 7-0-4 7-11-14 9-1-13 10-8-0 12-2-3 13 4-2 143-12 21-4-0 22-10-0 1 8 0 7-0-4 11-10 1-1-14 1-6 1 6 3 1-1-14 -11-10 7-0-4 1 6.0
Scale = 1:39.0
3x6 =
Ia
9X0 = 3%9� SxR MT187f4-I� 3X4 I I 4X0 =
7-0-4 14-3-12
21-4-0
7-0-4 7-3.8
7.0-4
Plate Offsets (X,Y)— [2:0-3-9,0-0-21, [5:0-3-0,Edgel, [8:0-3-9,0-0-21
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.89
Vert(LL) -0.31 10-12 >826 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.94
Vert(CT) -0.53 10-12 >487 240
MT18HS 244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.67
Horz(CT) 0.06 8 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL) 0.22 10-12 >999 240
Weight: 103 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 No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 8=0-8-0
Max Horz 2=159(LC 11)
Max Uplift 2=-395(LC 12), 8=395(1_C 12)
Max Grav 2=1169(LC 18), 8=1169(LC 19)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2288/633, 3-4=-1992/646, 4-5=298/824, 5-6=-298/824, 6-7=-1992/646,
7-8=-2288/633
BOT CHORD 2-12=-400/2042, 10-12=-400/2042, 8-10=-400/2042
WEBS 7-10=0/561, 3-12=0/560, 4-6=-2927/1057
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=16ft; 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 10-8-0, Exterior(2R)
10-8-0 to 13-8-0, Interior(1) 13-8-0 to 22-10-0 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, 10-8-0 from left end, supported at two points, 4-0-0 apart.
5) All plates are MT20 plates unless otherwise indicated.
This Item has been
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 Velez, Joaquin, PE
seala z,
will fit between the bottom chord and any other members.
Digital nature.
9 9
8) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7. 4-6using
9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12
Printed copies of this
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
document are not considered
2=395, 8=395.
signed and sealed and the
11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
Signature must be Verified
on any electronic copies.
Joaquin Velez PE No.68182
MIT& USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
®WARNING - Verily 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 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 ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
RYAN PRUSSING
T23571127
77427
ATB
ATTIC
3
1
Job Reference (optional)
Uhambers I cuss, Fort Pierce, FL - 34982, 8,430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:17 2021 Page 1
ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-5eYyLILL3ZaN2cvccA4plYB1 WtsMZX77QUV4DczQsGu
-1-6-0 7-0-4 ,7-11-14, 9-1-13 , 10-8.0 12-2-3 , 13-4-2 14-3-12 20-5-0
1 6-0 7-0 4 0-11-10' 1-1-14 ' 1-6-3 1-6-3 1-1-14 0-11-10 6-1-4
Scale = 1:35.3
3x6 =
9X3 3x4 I I 5x8 MT18HS = 3x4 I I
i 7-0-0 i 4x6
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.78
Vert(LL)
TCDL
7.0
Lumber DOL
1.25
BC 0.97
Vert(CT)
BCLL
0.0
Rep Stress Incr
YES
WB 0.55
Horz(CT)
BCDL
10.0
Code FBC2020frP12014
Matrix -MS
Wind(LL)
in (too) I/defl L/d
-0.31 9-11 >802 360
-0.52 9-11 >470 240
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x6 SP No.2 BOT CHORD
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
REACTIONS. (size) 8=Mechanical, 2=0-8-0
Max Horz 2=153(LC 11)
Max Uplift 8=-253(LC 12), 2=387(1_C 12)
Max Grav 8=1079(LC 19). 2=1127(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-2097/598, 3-4=-1827/623, 4-5=274/686, 5-6=-260/679, 6-7=18331637,
7-8=-2107/620
BOT CHORD 2-11=-451/1858, 9-11=-451/1858, 8-9=-451/1858
WEBS 3-11=0/508, 7-9=0/514, 4-6=-2598/1018
PLATES GRIP
MT20 244/190
MT18HS 244/190
0.05 8 file n/a
0.24 11-16 >999 240 Weight: 98 lb FT = 20%
Structural wood sheathing directly applied or 3-9-8 oc purlins.
Rigid ceiling directly applied or 2-2-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; 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 10-8-0, Exterior(2R)
10-8-0 to 13-8-0, Interior(1) 13-8-0 to 20-5-0 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, 10-8-0 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 chord and any other members.
8) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7. 4-6
9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 9-11
10) Refer to girder(s) for truss to truss connections.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
8=253, 2=387.
12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
This item has been
electronically signed and
sealed by Velez, Joaquin, 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.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6834
6904 Parke East Blvd. Tampa FL 33610
Data:
April 15,2021
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 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 ANSbTP11 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
RYAN PRUSSING
T23571128
77427
D
Roof Special
1
1
Job Reference o tional
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:18 2021 Page 1
ID:ZgiyV8Skd41 E8Zpzzhi2jHzR7Xy-Zg6KZeMzgliEgmUo9tc21IkEaHFOItPHf7Fel3zQsGt
7-2-8 9-0.0 13-9-0 1"T o 21.3-0 27-9-8 34-4-0 40.0.0
7-2.8 1.9.8 4.9.0 1.3% 6-3-0 6-6-8 6.6.8 5-8-0
5.00 12
5x8 =
4x8 = 5x12 = 3
29 4 30
4x6 = 4x8 =
31 d 32
Scale = 1:69.4
4x8 =
_qqqkqo_
Ing
11E�hbbh.'
346 II 4x10 — 1-� 3x5 — 14 13 126x12 = 3x6 II
4x6 =
6x12 = 6x8 =
8-0-0
7-77,9-0-27-9-8
71-0-0 0.118 1-0-4i1-9-10 2-16 1-0 L1 6.63-0 40-0-0
Plate Offsets (X,Y)— [3:0-5-12,0-2-81, [6:0-3-0,Edge], [19:0-3-8,0-2-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in floc) I/def] Ld
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.70
Vert(LL) -0.46 15-16 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.79
Vert(CT) -0.87 15-16 >548 240
BCLL 0.0
Rep Stress Incr YES
WB 0.99
Horz(CT) 0.12 10 n/a n/a
BCDL 10.0
Code FBC20201TP12014
Matrix -MS
Wind(LL) 0.62 15-16 >767 240
Weight: 247 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-2 oc purlins,
BOT CHORD 2x4 SP M 30 `Except` except end verticals.
5-14,8-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.3 `Except* 4-4-13 oc bracing: 15-16.
1-19,13-15,11-13: 2x4 SP M 30 4-10-0 oc bracing: 16-19
WEBS 1 Row at midpt 1-19,
7-11, 9-11
REACTIONS. (size) 20=Mechanical, 10=Mechanical
Max Horz 20=41(LC 12)
Max Uplift 20=-791(LC 12), 10=-796(LC 12)
Max Grav 20=1469(LC 1), 10=1469(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-20=-1387/949, 1-2=-3685/2307, 2-3=-3528/2239, 3-4=4439/2767, 4-5=4680/2839,
5-7=-4608/2800, 7-8=-2279/1357, 8-9=-2320/1379, 9-1 0=1 396/893
BOT CHORD 18-19=-2298/3617, 16-18=-2097/3264, 15-16=-2767/4439, 5-15=-335/300,
13-14=-269/460, 12-13=-224/374, 8-11=-338/325
WEBS 1-19=-2362/3784, 3-18=-291/548, 3-16=-755/1326, 4-15=229/268, 13-15=1712/2869,
7-15=-922/1441, 7-13=-489/423, 11-13=-1759/2956, 7-11 =-1 152/684, 9-11 =1 554/2609,
11
2-19=-11201822, 2-18=-600/351, 4-16=469/387
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 4-1-12, Interior(1) 4-1-12 to 9-0-0. Exterior(2R)
9-0-0 to 13-0-0, Interior(1) 13-0-0 to 39-10-4 zone;C-C for members and forces 8, MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
This item has been
2) 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 Velez, Joaquin, PE
3) Provide adequate drainage to prevent water ponding.
using a Digital Signature.
4) All plates are 3x4 MT20 unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
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
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 100 lb uplift at joint(s) except (jt=lb)
20=791, 10=796.
on any electronic copies.
Joaquin Velez PE No.68162
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
®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 ANSI?Pl1 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
RYANPRUSSING
T23571129
77427
D1
Hip
1
1
Job Reference o tional
Chambers Truss, Fort Pierce, FL - 34982, 8,430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:19 2021 Page 1
ID:ZglyV8Skd41E8Zpzzhi2jHzR7Xy-11gjm NbbAg5Kv2Ja7HrzHQIhcMIKcQur_BHVzQsGs
5-9-14 11-0-0 13 9-0 21-3-0 27-5.8 33-8-0 34�,0 40-0-0
5-9-14 5-2-2 2-9-0 7 6-0 6-2-8 6-2-8 8- 5-8-0
5x8 =
4x5 =
5.00 12
3x4 II
46 = 3x10 = 5x6 =
2728 56 29 7 30 31 8
33
Sxb II
20 19 186x8 = 15 14 13 12
3x6 — 3x4 II 4x12 = 3x4 II 3x4 It 7x8 = 7x8 3x4 —
6xB = 3x4 II
II
3-9-0 , 21-3-0 27-5-8 33-8-0
Scale = 1:70.5
I� 4
I06
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 FBC2020rTP12014
CSI.
TC 0.61
BC 0.74
WB 1.00
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) I/defl L/d
-0.31 16-17 >999 360
-0.66 16-17 >721 240
0.16 10 n/a n/a
0.43 16-17 >999 240
PLATES GRIP
MT20 244/190
Weight: 238 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-4-5 oc purlins,
BOT CHORD 2x4 SP M 30 *Except-
except end verticals.
4-18,6-15: 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.3
5-2-14 oc bracing: 1-20
5-3-9 oc bracing: 19-20
5-1-4 oc bracing: 16-17.
WEBS
1 Row at midpt 14-16, 11-14, 7-11
REACTIONS. (size) 1=Mechanical, 10=Mechanical
Max Horz 1=135(LC 11)
Max Uplift 1=-793(LC 12), 10=-796(LC 12)
Max Grav 1=1477(LC 1), 10=1486(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3338/2066, 2-3=-2825/1793, 3-4=3389/2217, 4-6=-3764/2412, 6-7=-3704/2374,
7-8=-1961/1347, 8-9=-2221/1403, 9-1 0=-1 413/962
BOT CHORD 1-20=-1952/3049, 19-20=-1952/3049, 4-17=-555/412, 16-17=-2077/3439, 6-16=-378/345,
14-15=-255/355
WEBS 2-19=-604/452, 3-19=-400/242, 17-19=1414/2475, 3-17=952/1538, 4-16=202/500,
14-16=-1421/2441, 7-16=-688/1112, 7-14=-422/378, 8-11=-1981566, 11-14=1578/2617,
7-11 =-1 047/576, 9-11 =-1 129/1904
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=16ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 4-0-0, Interior(1) 4-0-0 to 11-0-0, Exterior(2R) 11-0-0
This item has been
to 16-7-14, Interior(1) 16-7-14 to 33-8-0, Exterior(2R) 33-8-0 to 39-3-14, Interior(1) 39-3-14 to 39-10-4 zone;C-C for members and
electronically signed and
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
sealed by Velez, Joaquin, PE
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
using a Digital Signature.
to the use of this truss component.
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.
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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
on any electronic copies.
1=793, 10=796.
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cart 6634
8904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. �e
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 �e�•
a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 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 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
RYAN PRUSSING
T23571130
77427
D2
Hip
1
1
Job Reference o tional
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:20 2021 Page 1
ID:ZglyV8Skd41E8Zpzzhi2jHzR7Xy-VDE5 KODMUyyv3dBHIeWNApeK5_Mmpma7RklpxzQsGr
6-9-14 13-0-0 18-3-8 23-7-0 28-8-0 31 8-0 35-8 4 40-0-0
6-9-14 6-2-2 5-3-8 5 5-1-0 3-0-0 4-0-4 4� 3-12
5x8 =
4x4 = 4x6 =
3 27 428 5 629
30
4x5 = 5x8 =
Scale = 1:68.9
20 19 18 17 16 13 12 11
3x6 =
4x6 = 5x10 = 6x8 = 6x8 =
28-8-0 1 31-8-0
40-0-0
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 YES
Code FBC2020/TPI2014
CSI.
TC 0.43
BC 0.57
WB 0.87
Matrix -MS
DEFL. in (loc) I/dell Ud
Vert(LL) -0.31 15 >999 360
Vert(CT) -0.57 14-15 >838 240
Horz(CT) 0.25 11 n/a n/a
Wlnd(LL) 0.42 15 >999 240
PLATES GRIP
MT20 244/190
Weight: 240 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-4-15 oc purlins,
BOT CHORD 2x4 SP M 30 *Except*
except end verticals.
6-16,7-13: 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 5-0-10 oc bracing.
WEBS 2x4 SP No.3 *Except*
WEBS
1 Row at midpt 9-11
15-17,8-14: 2x4 SP M 30
REACTIONS. (size) 1=Mechanical, 11=Mechanical
Max Horz 1=166(LC 11)
Max Uplift 1=-793(LC 12), 11=799(LC 12)
Max Grail 1=1475(LC 1), 11=1475(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3282/2039, 2-3=-2652/1708, 3-4=2703/1832, 4-6=-4110/2679, 6-7=-4139/2694,
7-8=-3508/2325,8-9=-1986/1323
BOT CHORD 1-20=-1916/2992, 18-20=-191612992, 17-18=-1438/2390, 6-15=-276/258,
14-15=-2136/3547,7-14=-656/473,11-12=-924/1437
WEBS 2-20=0/274, 2-18=738/531, 3-18=186/428, 3-17=-285/578, 4-17=-1248/853,
15-17=-1689/2834,4-15=-1028/1695,7-15=-436/778,12-14=-1244/2171,
8-14=-1687/2714, 8-12=-1488/929, 9-12=-158/535, 9-11 =11 88211235
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=16ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 4-0-0, Interior(1) 4-0-0 to 13-0-0, Exterior(2R) 13-0-0
to 18-7-14, Interior(1) 18-7-14 to 31-8-0, Exterior(2R) 31-8-0 to 37-3-14, Interior(1) 37-3-14 to 39-10-4 zone;C-C for members and
This item has been
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 Velez, Joaquin, PE
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
Using a Digital Signature.
5) All plates are 3x4 MT20 unless otherwise indicated.
Printed copies Of this
6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
document are not Considered
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
signed and sealed and the
will fit between the bottom chord and any other members.
Signature must be Verified
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
on any electronic copies.
1=793, 11=799.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
®WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 iev. 5/19f2020 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/rP11 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
RYANPRUSSING
T23571131
77427
D3
Hip
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:21 2021 Page 1
ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy=PoTBgOs7o4pXDCNr791wOMnZV14VIsjL5TIMNzQsGq
6-2 6 11-9-0 15-0-0 224-0 28-8-0 29-a-p 34-8-4 40-0-0
6-21 5-6-10 3-3-0 7-0-0 6-4-0 •0- 5-0-4 5-3-12
5x8 =
5.00 12
3x4 11 5x8 =
5 27 28 6 29 7
20 19 3x4 = 13 12 11
3x5 — 3x10 = 3x4 II 3x4 II 4x10 =
3x4 II
Scale = 1:70.5
10
3x6 11
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 0.53
BC 0.66
WB 0.76
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) I/defl Ud
-0.33 17-18 >999 360
-0.63 15-17 >761 240
0.30 10 n/a n/a
0.45 17-18 >999 240
PLATES
MT20
MT18HS
Weight: 234 lb
GRIP
244/190
244/190
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-2-5 oc
purlins,
BOT CHORD 2x4 SP M 30 *Except-
except end verticals.
4-19: 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 4-6-0 oc bracing.
WEBS 2x4 SP No.3 *Except*
18-20: 2x4 SP M 30
REACTIONS. (size) 1=Mechanical, 10=Mechanical
Max Horz 1=197(LC 11)
Max Uplift 1=-792(LC 12), 10=-795(LC 12)
Max Grav 1=1479(LC 1), 10=1487(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3330/2047, 24=-4719/3003, 4-5=3536/2299, 5-6=-3484/2311, 6-7=-3484/2311.
7-8=-2953/1905, 8-9=-1822/1152, 9-10=-1437/952
BOT CHORD 1-20=-1926/3039, 4-18=-647/1105, 17-18=-2671/4309, 15-17=-1924/3267,
14-15=-1556/2695
WEBS 2-20=-994/742, 18-20=-2015/3161, 2-18=-747/1264, 4-17=-1418/986, 5-17=565/973,
5-15=-154/478, 6-15=-455/432, 7-15=574/1031, 7-14=155/413, 8-14=-603/1122,
8-11=-1160/818, 9-11 =-1 040/1710, 11-14=-1061/1743
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=16ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 4-0-0, Interior(l) 4-0-0 to 15.0-0, Exterior(2R) 15-0-0
to 20-7-14, Interior(1) 20-7-14 to 29-8-0, Exterior(2R) 29-8-0 to 35-3-14, Interior(1) 35-3-14 to 39-10-4 zone;C-C for members and
This item has been
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 Velez, Joaquin, PE
to the use of this truss component.
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.
document are not considered
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
signed and sealed and the
will fit between the bottom chord and any other members.
signature must be verified
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
on any electronic copies.
1=792, 10=795.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
®WARNING - Verify design Premefe,s and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 ,ev. 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 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
RYAN PRUSSING
T23571132
77427
D4
Hip
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MTek Industries, Inc. Wed Apr 14 08:23:23 2021 Page 1
ID:ZglyVBSkd41 EBZpzzhi2jHzR7Xy-wovDcMQ6fPKXnXMmyQBD7pR3flvgzCrOpPyPQGzQsGo
1 6-0 5.4-11 9-11-14 17-0-0 22 4-0 27-8-0 8- 34-2 4 40-0-0
1 6 0 54-11 4-7-2 7-0-2 5 4-0 5 4-0 0- 5 C 4 1%-12
Scale = 1:72.3
5.00 12 5x6 = 3x4 = 5x6 =
3x4 I I
6 7 2526 27 8 9
3x10 = 14 13 12
3x4 11 4x10 = 3x6 II
4x10 2.58 r12
40-0-0
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 YES
Code FBC2020ITP12014
CSI.
TIC 0.81
BC 0.96
WB 0.72
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
In (loc) Ildefi Lid
-0.52 18-19 >927 360
-0.96 18-19 >496 240
0.46 12 n/a n/a
0.71 18-19 >673 240
PLATES
MT20
MT18HS
Weight: 233 lb
GRIP
244/190
244/190
FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc puffins,
BOT CHORD 2x4 SP M 30 *Except*
except end verticals.
9-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3 WEBS
1 Row at midpt 5-18
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 12=Mechanical
Max Horz 2=246(LC 11)
Max Uplift 2=-907(LC 12), 12=-797(LC 12)
Max Grav 2=1557(LC 1). 12=1473(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-5705/3651, 3-5=-5522/3521, 5-6=3124/2038, 6-7=2835/1973, 7-8=-2854/1982,
8-9=-2777/1945, 9-10=-2817/1855, 10-11=-1866/1196, 11-12=-1417/957
BOT CHORD 2-19=-3453/5348, 18-19=-3171/5004, 16-18=-1676/2854, 15-16=1410/2434,
9-15=-203/258
WEBS 5-19=-659/1251, 5-18=-2381/1595, 6-18=-473/867, 7-18=252/178, 7-16=364/295,
8-16=-370/690, 8-15=-408/573, 13-15=1073/1756, 10-15=-506/952, 10-13=1081/780,
11-13=-1052/1722
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=16ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-6-0, Interior(1) 2-6-0 to 17-0-0, Exterior(2R)
17-0-0 to 22-7-14, Interior(1) 22-7-14 to 27-8-0, Exterior(2R) 27-8-0 to 33-3-14, Interior(1) 33-3-14 to 39-10-4 zone;C-C for members
This item has been
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 speck
sealed b Velez, Joaquin, PE
y oa q
to the use of this truss component.
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 pelf bottom chord live load nonconcurrent with any other live loads.
document are not considered
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
signed and sealed and the
will fit between the bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections.
signature must be verified
9) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify
on any electronic copies.
capacity of bearing surface.
Joaquin Velez PE No.68182
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
MIT& USA, Inc. FL Cart 6834
2=907, 12=797.
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
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 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 iq.�
building design. Bracing indicated is to prevent buckling of individual truss web and/or 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 piTek•
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, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
RYAN PRUSSING
T23571133
77427
D5
Hip
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:24 2021 Page 1
ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-0_TcpiRkQjS00hxyW8jSYO_Fjilmib5913iyyizosGn
160, 1 9-11-14 145- 1j 19-0-0 25-8-0 28-8-0 34-2&4 40-0-0
1-6-0' S-0-11 4-7-2 4 6 1 4 6 1 6-8-0 3 0 0 5-0ul 5-9-12
5.00 12 5x6 = 5x8 =
7 25 26 27 8
3x8 = 14 13 12
4x10 2.58 12
3x4 II 4x10 = 3x6 II
�
Scale = 1:72.3
34-2-4
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 ]nor YES
Code FBC2020/TPI2014
CSI.
TC 0.72
BC 0.79
WE 0.98
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) Vdefl Ud
-0.64 17-19 >746 360
-1.17 17-19 >410 240
0.46 12 n/a n/a
0.69 17-19 >691 240
PLATES
MT20
MT18HS
Weight: 235 lb
GRIP
244/190
244/190
FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
Structural wood sheathing directly applied or 2-4-7 oc purlins,
BOT CHORD 2x4 SP M 30 'Except"
except end verticals.
2-19: 2x4 SP M 31, 9-14: 2x4 SP No.3 BOT CHORD
Rigid ceiling directly applied or 4-0-12 oc bracing.
WEBS 2x4 SP No.3 WEBS
1 Row at midpt 6-19,
6-17
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 12=Mechanical
Max Horz 2=278(LC11)
Max Uplift 2=-907(LC 12), 12=-797(LC 12)
Max Grav 2=1808(LC 17), 12=1 673(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-6802/3693, 3-4=-6506/3460, 4-6=6580/3620, 6-7=-3108/1860, 7-8=2866/1784,
8-9=-2745/1734, 9-10=-3112/1876, 10-11=-2082/1197, 11-12=-15801958
BOT CHORD 2-19=-3497/6547, 17-19=-2065/3967, 16-17=-1290/2585, 15-16=1517/2825,
9-15=-178/454
WEBS 3-19=-234/274, 4-19=-343/334, 6-19=1482/2958, 6-17=1381/855, 7-17=390/905,
8-17=-191/495, 8-16=-294/693, 9-16=-656/416, 13-15=-1074/1938, 10-15=-542/1143,
10-13=-11321787.11-13=-104811915
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=16ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-6-0, Interior(1) 2-6-0 to 19-0-0, Exterior(2R)
19-0-0 to 24-7-14, Interior(1) 24-7-14 to 25-8-0, Exterior(21R) 25-8-0 to 31-3-14, Interior(1) 31-3-14 to 39-104 zone;C-C for members
This item has been
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 Velez, Joaquin, PE
to the use of this truss component.
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 chard live load nonconcurrent with any other live loads.
document are not Considered
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
signed and seal
sealed and the
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
SI g nature must e verified
8) Refer to girder(s) for truss to truss connections.
9) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify
on any electronic copies.
capacity of bearing surface.
Joaquin Velez PE No.68182
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
MiTek USA, Inc. FL Cert 6834
2=907, 12=797.
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
--
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE, Hat
valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing 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 ANShTPl1 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
Qly
Ply
RYANPRUSSING
T23571134
77427
D6
Roof Special
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:25 2021 Page 1
ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-sB1_12RMBOaEOrW84rEh4EWPC6cQR7PJGjRWV9zQsGm
1-6-0 5 4 4 9-11-14 15 5-15 21-0-0 23.8-0 28.8-0 32-10-13 37-1-10 39-4-0
1-6-0 5-4-0 4-7-10 5.6-1 5.6-1 2-8-0 5-0-0 4-2-13 4-2-13 2-2-6
5x6 =
5.00 12
5x8 =
828
16 15 14 13
3x4 II 4x10 = 4x4 = 3x6 II
4x10 2.58 f 12
Scale a 1:71.2
9-11-14 15 5-15 21-0-0 23-8-0
28 8-0 32-10-13
394-0
9-11-14 5 6 1 5-6-1 2-8-0
%-10
5-0-0 4-2-13 4-1 13
2-2 6
Plate Offsets (X,Y)— [2:0-3-4,Edge], [7:0-3-0,0-2-4], [8:0-5-12,0-2-8], [17:0-5-12,0-3-0]
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Udefl Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.80
Vert(LL) -0.48 21-22 >983 360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.96
Vert(CT) -0.87 21-22 >543 240
MT18HS
244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.66
Horz(CT)
0.44 13 n/a n/a
BCDL 10.0
Code FBC2020rrPI2014
Matrix -MS
Wind(LL)
0.67 21-22 >700 240
Weight: 250 lb
FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
Structural wood sheathing directly applied or 2-5-9 oc purlins,
BOT CHORD 2x4 SP M 30 *Except*
except end verticals.
9-16: 2x4 SP No.3 BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3 WEBS
1 Row at midpt 4-21, 6-19
REACTIONS. (size) 13=Mechanical, 2=0-8-0
Max Horz 2=287(LC 11)
Max Uplift 13=-788(LC 12), 2=890(LC 12)
Max Grav 13=1448(LC 1).2=1532(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-5610/3684, 3-4=-5370/3477, 4-6=3371/2269, 6-7=2309/1659, 7-8=-2086/1613,
8-9=-2228/1614, 9-10=-2671/1820, 10-11=-1738/1136, 11-12=-832/533, 12-13=-1419/926
BOT CHORD 2-22=-3583/5318, 21-22=-3212/4873, 19-21=-2004/3060, 18-19=1226/2010,
17-18=-1538/2442, 9-17=-117/331, 14-15=-575/893
WEBS 4-22=-690/1228, 4-21=-2020/1311, 6-21=-485/911, 6-19=1328/913, 7-19=422/656,
8-19=-203/360, 8-18=-269/476, 9-18=-639/470, 15-17=1090/1724, 10-17=648/1048,
10-15=-1195/842, 11-14=-1322/913, 11-15=-530/847, 12-14=-1019/1593
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=16ft; 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 2-5-3, Interlor(1) 2-5-3 to 21-0-0, Exterior(2E)
21-0-0 to 23-8-0, Exterior(2R) 23-8-0 to 27-7-3, Interior(1) 27-7-3 to 39-2-4 zone;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
This Item has been
3) 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 Velez, Joaquin, PE
4) Provide adequate drainage to prevent water ponding.
using a Digital Signature.
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.
Printed copies of this
7) . 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
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.
9) Bearing at joint(s) 2 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify
signature must be verified
capacity of bearing surface.
On any electronic copies.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
Joaquin Velez PE No.68182
13=788, 2=890.
MiTek USA, Inc. FL Cert 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
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, notNil
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 1 VliTek•
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 ANSBTP11 quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Intormalion available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
RYAN PRUSSING
T23571135
77427
D7
Roof Special
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:26 2021 Page 1
ID:ZglyV8Skd41EBZpzzhi2jHzR7Xy-KNbMENS xKi5e_5KdYIwdR3ZsWxXAWRSVNB31bzQsGl
1-6-0, 5 4 4 9-11-14 16-1-15 22-4-0 28-8-0 35-1-10 39-11-3
'1 6-0' 5-0-4 4-7-10 6-2-1 6-5 10 4-9 9
Scale = 1:74.4
5x6 =
5.0o 12
13 12 11
4x10 2.58 F12 3x4 II 4x10 = 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 FBC20201TPI2014
CSI.
TC 0.81
BC 0.96
WB 0.93
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(ILL)
in floc) Well Ud
-0.51 17-18 >937 360
-0.93 17-18 >511 240
0.40 23 n/a n/a
0.72 17-18 >660 240
PLATES
MT20
MT18HS
Weight: 235 lb
GRIP
244/190
244/190
FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
Structural wood sheathing directly applied or 2-5-1 oc purlins,
BOT CHORD 2x4 SP M 30 *Except*
except end verticals.
8-13: 2x4 SP No.3 BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3 *Except* WEBS
1 Row at micipt 6-15.
4-17
10-11: 2x4 SP M 30
OTHERS 2x8 SP 240OF 2.0E
REACTIONS. (size) 2=0-8-0, 23=0-7-4
Max Horz 2=293(LC 11)
Max Uplift 2=-894(LC 12), 23=783(LC 12)
Max Grav 2=1549(LC 1), 23=1432(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-5679/3617, 3-4=-5456/3412, 4-6=-3295/2117, 6-7=-2201/1513, 7-8=2207/1524,
8-9=-2807/1790, 9-10=-1433/877
BOT CHORD 2-18=-3569/5383, 17-18=-3201/4951, 15-17=-1903/2986, 14-15=1582/2552,
8-14=-56/352
WEBS 4-18=-687/1249, 7-15=-816/1328, 12-14=-939/1519, 9-14=-691/1096, 9-12=-167811146,
10-12=-1111/1821, 6-1 5=-1 364/930, 6-17=458/888, 4-17=-2158/1385, 8-15=775/561,
10-23=-1543/950
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=16ft; B=45ft; L=40ft; eave=5ft; Cat
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-15, Interior(1) 2-5-15 to 22-4-0, Exterior(2R)
This item has been
22-4-0 to 26-3-15, Interior(1) 26-3-15 to 39-2-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60
electronically signed and
plate grip DOL=1.60
sealed by Velez, Joaquin, 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
5) All plates are MT20 plates unless otherwise indicated.
document are not considered
6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
'
Signed and sealed and the
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
Signature must be Verified
will fit between the bottom chord and any other members.
8) Bearing at joint(s) 2, 23 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify
on any electronic copies.
capacity of bearing surface.
Joaquin Velez PE No.68182
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
MiTek USA, Inc. FL Cert 6634
2=894, 23=783.
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
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 MOW
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 ANSLITPli 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
RYAN PRUSSING
T23571136
77427
D8
Roof Special
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:27 2021 Page 1
ID:ZgiyV8Skd41 EBZpzzhi2jHzR7Xy-oZ9kSjTciegyFBgXBGG99fckYvGmvy?cklwcz1 zQsGk
-16-0, 5 4 4 9-11-14 16 1-15 22-4-0 28-8-0 33-1-10 39-11-3
1 6-0 5-4-4 4-7-10 6-2-1 6.2-1 4-5 10 6-9-9
Scale = 1:74.4
5x6 =
5.00 12
410 2.58 12 3x4 II 4x10 = 3x4 II
9-11-14 i16-1-15 19-3-15
22-4-0
28-8-0 33-1-10
39-11-3
9-11-14 6-2-1 3-2-0
3-0-1
6-4-0 4-5-10
6-9-9
Plate Offsets (X,Y)-- [2:0-3-4,Edge), [5:0-3-0,Edge), [10:0-3-12,0-3-0), [14:0-5-12,0-3-0)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in floc) Udefl Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.81
Vert(LL) -0.51 17-18 >934 360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.96
Vert(CT) -0.93 17-18 >510 240
MT18HS
244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.91
Horz(CT) _
0.44 23 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL)
0.73 17-18 >652 240
Weight: 238 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 2-5-1 cc purlins,
BOT CHORD 2x4 SP M 30 *Except*
except end verticals.
8-13: 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 2-2-0 cc bracing.
WEBS 2x4 SP No.3 *Except*
WEBS
1 Row at micipt 10-12, 6-15, 4-17
10-11: 2x4 SP M 30
OTHERS 2x8 SP 240OF 2.0E
REACTIONS. (size) 2=0-8-0, 23=0-7-4
Max Horz 2=314(LC 12)
Max Uplift 2=-889(LC 12), 23=789(LC 12)
Max Grav 2=1549(LC 1),23=1432(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-5679/3636, 3-4=-5456/3435, 4-6=-3295/2119, 6-7=2202/1510, 7-8=-2204/1518,
8-9=-2782/1787, 9-10=-1623/1008
BOT CHORD 2-18=-3635/5384, 17-18=-3268/4954, 15-17=-1953/2985, 14-15=1614/2555,
8-14=-108/377
WEBS 4-18=-700/1249, 12-14=-1116/1809, 9-14=-660/1017, 9-12=-1873/1274,
10-12=-1170/1888, 7-15=-805/1319, 6-15=-1363/935, 6-17=-465/889, 4-17=2159/1404,
8-15=-758/547.10-23=-14821919
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=16ft; B=45ft; L=40ft; eave=5tt; Cat.
Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-6-0 to 2-5-15, Interior(1) 2-5-15 to 22-4-0, Exterior(2R)
This item has been
22-4-0 to 26-3-15, Interior(1) 26-3-15 to 39-2-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60
electronically signed and
plate grip DOL=1.60
Sealed by Velez, Joaquin, 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
5) All plates are MT20 plates unless otherwise indicated.
document are not Considered
6) 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
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
signature must be Verified
will fit between the bottom chord and any other members.
8) Bearing at joint(s) 2, 23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
on any electronic copies.
capacity of bearing surface.
Joaquin Velez PE No.68182
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
MiTek USA, Inc. FL Cart 8834
2=889, 23=789.
6804 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
®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 properly incorporate this design into the overall FEE
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
RYAN PRUSSING
T23571137
77427
D9
Roof Special
1
1
Job Reference o tional
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:28 2021 Page 1
ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-GIj6f3UFTxyptlEjlznOis8vFJc?eP21yhgA5TzQsGj
39-11-3
-1-6-0 5-4-0 9-1t-14 16.1-15 22-4-0 28-&0 31-1-10 35.2.12 39-3-15 39 -
1.6.0 5-4-4 4.7.10 6.2.1 6.2-1 6.4.0 2.5.10 4-1-3 4-1-3 V41i
0-3-3 Scale = 1:74.7
5x6 =
5.00 12
4x10 2.58 F12 3x4 II 6x8 = 3x5 = 3x4 11
9-11-14 16-1-15 19-3-15 22-4-0
28-8-0 31-1-10 ,
35-2-12 39-3-15 39r11-3
9-11-14 6-2-1 3-2-0 3.0-1
6-4-0 2-5-10
4-1-3 4-1-3 0-7-4
Plate Offsets (X,Y)— [2:0-3-4,Edgej, [5:0-3-0,Edge], [11:0-3-4.0-4-01, [16:0-5-8,0-4-0], [21:0-1-12,0-3-0]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in ([cc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.82
Vert(LL) -0.51 19-20 >936 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.96
Vert(CT) -0.93 19-20 >511 240
MT18HS 244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.92
Horz(CT)
0.35 25 n/a n/a
BCDL 10.0
Code FBC20201TP12014
Matrix -MS
Wind(LL)
0.73 19-20 >648 240
Weight: 265 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 *Except* TOP CHORD
Structural wood sheathing directly applied or 2-5-1 oc purlins,
9-11: 2x6 SP No.2
except end verticals.
BOT CHORD 2x4 SP M 30 *Except* BOT CHORD
Rigid ceiling directly applied or 2-2-0 cc bracing.
8-15: 2x4 SP No.3 WEBS
1 Row at midpt,
9-14, 6-17, 4-19
WEBS 2x4 SP No.3
OTHERS 2x8 SP 240OF 2.0E
REACTIONS. (size) 2=0-8-0, 25=0-7-4
Max Horz 2=355(LC 12)
Max Uplift 2=-883(LC 12), 25=-794(LC 12)
Max Grav 2=1549(LC 1), 25=1432(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-5679/3650, 3-4=-5456/3451, 4-6=-3295/2119, 6-7=-2202/1505, 7-8=2205/1513,
8-9=-2774/1792,9-10=-1698/1075,11-21=-813/1343
BOT CHORD 2-20=3691/5392, 19-20=-3325/4964, 17-19=-1995/2985, 16-17=1662/2588,
8-16=-125/403, 13-14=-658/1049
WEBS 4-20=-712/1250, 7-17=-800/1319, 14-16=-1417/2262. 9-16=-985/1477, 9-14=2339/1544,
6-17=-1364/941, 6-19=-470/889, 4-19=-2162/1420, 8-17=769/561, 10-14=718/1120,
10-13=-662/499, 13-21=-809/1284, 10-21=-975/610, 11-25=-1454/905
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=16ft; B=45ft; L=40ft; eave=5ft; Cat
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-15, Interior(1) 2-5-15 to 22-4-0, Exterior(2R)
This item has been
22-4-0 to 26-3-15, Interior(1) 26-3-15 to 39-2-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60
electronically signed and
plate grip DOL=1.60
sealed by Velez, Joaquin, 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
5) All plates are MT20 plates unless otherwise indicated.
document are not Considered
6) 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
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
signature must be Verified
will fit between the bottom chord and any other members.
8) Bearing at joint(s) 2, 25 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
on any electronic copies.
capacity of bearing surface.
Joaquin Velez PE No.68182
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
MiTek USA, Inc. FL Cart 6634
2=883, 25=794.
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. R
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall 1li�ilYi•
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 ANS11fPl1 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
Qly
Ply
RYANPRUSSING
T23571138
77427
D9A
ROOF SPECIAL
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:29 2021 Page 1
ID:ZglyV8Skd41 EBZpzzhi2jHzR7Xy-IyHVtPVtEF49VSpvJhldF4h7Uj4PNvXuBLPjewzQsGi
r1$-0 5-0-0 9-11-14 16-1-15 221-0 29-1-10 33-0-13 37.8-0 39-11-3,
1 8 0 5-0-0 4-7-10 6-2-1 6-2-1 6-9-10 4-3-3 4-3-3 2-3-3
3x8
tr-
2.5 F12
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
2x4 SP M 30
WEBS
2x4 SP No.3 *Except*
4-18: 2x6 SP No.2
OTHERS
2x8 SP 240OF 2.0E
5.00 FIT
5x6 =
3x8 =
Scale = 1:76.1
C6
A
23
0
d o
A o
N
CSI.
DEFL.
in (loc) I/deft L/d
PLATES GRIP
TC 0.59
Vert(LL)
0.4418-22 >272 240
MT20 244/190
BC 0.50
Vert(CT) -0.38 18-22 >316 240
WB 0.71
Horz(CT)
0.04 23 rile n/a
Matrix -MS ,
Weight: 237 lb FT = 20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-9-6 oc purlins,
except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
1 Row at midpt 8-16
REACTIONS. (size) 2=0-8-0, 18=0-8-0, 23=0-7-4
Max Horz 2=453(LC 12)
Max Uplift 2=-347(LC 12), 18=-1168(LC 12), 23=-554(LC 12)
Max Grav 2=359(LC 21), 18=1621(LC 1), 23=1023(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-410/560, 3-4=-403/703, 4-6=-11121677, 6-7=-1158/835, 7-8=1159/837,
8-9=-1 581/1070, 9-1 0=-476/347,12-19=-633/914, 11-19=633/914
BOT CHORD 2-18=-914/393, 17-18=-347/134, 16-17=-679/971, 14-16=1044/1592, 13-14=793/1138,
12-13=-297/449
WEBS 3-18=-728/1016, 4-18=-1430/944, 7-16=-260/545, 8-14=328/341, 9-14=-392/657,
9-13=-983/715, 10-13=-445/834, 6-17=380/380, 4-17=822/1378, 8-16=713/480,
10-12=-957/616, 11-23=-1037/715
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.Dpsf; h=16ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-15, Interior(1) 2-5-15 to 22-4-0, Exterior(2R)
22-4-0 to 26-3-15, Interior(1) 26-3-15 to 37-8-0, Exterior(2E) 37-8-0 to 39-2-3 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
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) Bearing at joint(s) 2, 23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
2=347, 18=1168, 23=554.
This item has been
electronically signed and
sealed by Velez, Joaquin, 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.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
April 15,2021
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI rEK REFERENCE PAGE Mll-7473 rcv. 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
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 ANS11TPI1 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
Truss Type
Qty
Ply
RYAN PRUSSING
T23571139
77427
G
HIP
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:31 2021 Page 1
ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-hKOFH5W7msLOkmzIQ6L5KVmXeXigrgJBefugiozQsGg
-1-6-0 4-10-0 9-0-0 0-0. 12-8-0 19-8-0 26-B-0 31-2-0 35-8-0 40-0-0
1.6-0 4-10.0 4-2-0 -0- 2-8-0 7.0-0 7-0-0 4-6-0 4-6-0 4.4-0
3x4 =
5x8 =
4x6 = 4x5 = 3x6 =
5.00 12 4 5 6 P9
3x4 I I 3x4 = 5x8 =
30 9 31 10 32 11
I
9x�
3x6 11 4x5 = 3x4 II 5x8 = 3x4 = 3x6 II
Sx8
3x6 2.58 12 5x8 =
Scale = 1:71.1
10-4-0
9-1$ 10-0.Q , 12-8-0 19$-0 26-8-0 31-2-0 35-6-0 40-0-0
9-1-8 .10 2-0-0 7-0-0 7-0-0 4$-0 4$-0 4-40
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 0.36
BC 0.71
WB 0.69
Matrix -MS
DEFL. in floc) I/defl L/d
Vert(LL) 0.34 23-26 >366 240
Vert(CT) -0.31 17-18 >999 240
Horz(CT) -0.07 21 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 228 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-9 oc purlins,
BOT CHORD 2x4 SP M 30 'Except* except end verticals.
5-21: 2x6 SP No.2, 6-20,9-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-8-4 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at micipt 6-18
REACTIONS. (size) 2=0-8-0, 21=0-8-0, 13=Mechanical
Max Horz 2=237(LC 12)
Max Uplift 2=-423(LC 12). 21=1118(LC 12), 13=-563(LC 12)
Max Grav 2=321(LC 21), 21=1666(LC 1), 13=1051(LC 22)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-318/1024, 3-4=-96/563, 4-5=-370/684, 5-6=-329/268, 6-7=-2072/1263,
7-9=-2430/1538, 9-10=-2375/1503, 10-11=-1680/1129, 11-12=-1157/751,
12-13=-1010/691
BOT CHORD 2-23=-1143/308, 22-23=-517/112, 21-22=-1709/1490, 5-22=-1228/770, 20-21=-373/272,
19-20=-999/647, 6-19=-938/665, 18-19=-191/415, 17-18=1144/2072, 9-17=310/277,
14-15=-616/1013
WEBS 3-23=-695/1068, 4-23=-694/274, 5-20=789/1271, 6-18=1075/1822, 7-18=565/480,
7-17=-304/406, 15-17=-870/1486, 10-17=-465/829, 10-15=-723/506, 11-14=-378/311.
12-14=-664/1101, 11-15=-520/900, 4-22=-517/974
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=16ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-6-0, Interior(1) 2-6-0 to 9-0-0, Exterior(2R) 9-0-0
This item has been
to 14-7-14, Interior(1) 14-7-14 to 35-8-0, Exterior(2E) 35-8-0 to 39-10-4 zone; porch left exposed;C-C for members and forces &
electronically signed and
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
sealed by Velez, Joaquin, 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
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) Refer to girder(s) for truss to truss connections.
8) Bearing at joint(s) 2 considers parallel to grain value using ANSI TPI 1 angle to grain formula. Building designer should verify
on any electronic copies.
capacity of bearing surface.
Joaquin Velez PE No.68182
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
MiTek USA, Inc. FL Cert 6834
2=423, 21=1118, 13=563.
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/1912020 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 t
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/TP/i 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
Clty
Ply
RYAN PRUSSING
T23571140
77427
G1
HIP
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982,
• 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:32 2021 Page 1
ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-9XydVRXIXATFMvYU_psKsiJf2w5TaGULtJeNFFzQsGf
11-0-0
-1-6-0, 5-8-0 9-11-14 10-8�1, 18-10-0 26-0-0 33-6-0 40-0-0
1E-0 43-13 7-10-0 7-10-0 7-0-0
0-3-15
Scale = 1:71.1
5.00 12
5x6 = 3x8 = 3x6 = 3x4 11 5x8 =
3x5 II
4 5 24 25 6 7 26 8 27 28 9
1 30
I 1N
31 6x8 = 13 12 11
3x4 II 3x6 11
3x6 2.58 12 5x8 = 3x4 I I 4x8 =
Sx12 =
11-0-0
10-8-1
9-11-14
-26-8.0 30-0
-14 0-4-1 710-0 7-10-0 I "4-11
0-3-15
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Udefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.57
Vert(LL)
0.44 19-22 >271 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
Bc 0.65
Vert(CT) -0.34
14-15 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.76
Horz(CT)
0.06 11 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Weight: 228 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 4-6-15 oc purlins,
BOT CHORD 2x4 SP M 30 *Except*
except end verticals.
8-13: 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.3 `Except'
5-74 oc bracing: 2-19
4-19: 2x6 SP No.2
7-1-9 oc bracing: 14-15.
WEBS
1 Row at midpt 15-18, 6-18
REACTIONS. (size) 2=0-8-0, 19=0-8-0, 11=Mechanical
Max Horz 2=245(LC 12)
Max Uplift 2=-489(LC 12), 19=1009(LC 12), 11=595(LC 12)
Max Grav 2=499(LC 1), 19=1421(LC 1), 11=1133(LC 22)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-932/956, 3-4=677/297, 4-5=-1017/524, 5-6=-745/400, 6-8=2208/1395,
8-9=-2181/1387, 9-10=-1409/858, 10-11=-1078/718
BOT CHORD 2-19=-1063/867, 18-19=-220/721, 14-15=-1065/2005, 8-14=-415/391
WEBS 3-19=-354/899, 6-14=-255/256, 12-14=599/1058, 9-14=596/1090, 9-12=358/325.
10-12=-674/1243, 5-18=-238/746, 15-18=-1064/2000, 6-18=-1408/935, 4-19=-1030/493
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=16ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) arid C-C Exterior(2E) -1-6-0 to 2-6-0, Interior(1) 2-6-0 to 11-0-0, Exterior(2R)
11-0-0 to 16-7-14, Interior(1) 16-7-14 to 33-8-0, Exterior(21R) 33-8-0 to 39-3-14, Interior(1) 39-3-14 to 39-10-4 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
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) 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.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb)
2=489, 19=1009, 11=595.
This item has been
electronically signed and
sealed by Velez, Joaquin, 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.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cett6834
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE N111-7473 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 Not
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek*
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and 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
RYANPRUSSING
T23571141
77427
G2
HIP
1
1
Job Reference o tional
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:33 2021 Page 1
ID:ZgiyV8Skd41 E8Zpzzhi2jHzR7Xy-djVV?inYNIUb6z37hXXNZPwssEKR?JjGU6zNxnhzQsGe
-1-6-0 5-8-0 9-11-14 1 - 1 13 012 19-11.12 26.8.0 31.8.0 35.8 4 40-0.0
1.:a 4-3-13 8- 2-3-15 6-11-12 6-8-4 5-0-0 4-0.4 4-3-12
5x8 =
6 27 28 7
3x6 = 4x5 = 5x8 =
8 29 30 9 31 10
Scale = 1:70.8
5x8 = 3x10 = 15 14 13
5x12 = 4x8 = 6x8 =
3x6 � 2.58 12
10-8.1
9-11-14 1¢¢q 13-0-0 19-11-12 26-M 31-8-0 40-0-0
9-11-14 0-0 2 2-3-15 6-11-12 6-8-0 5-0-0
Plate Offsets (X,Y)— [2:0-3-1,0-1-81, [6:0-5-12,0-2-81, [10:0-5-12,0-2-81, [20:0-6-4,0-3-41
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Udefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.42
Vert(LL)
0.43 21-24 >281 240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.46
Vert(CT) -0.37 21-24 >325 240
BCLL 0.0
Rep Stress Incr YES
WB 0.73
Horz(CT)
0.03 13 RIB n/a
BCDL 10.0
Code FBC20201TPI2014
Matrix -MS
Weight: 238 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*
except end verticals.
5-19,9-15: 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 *Except*
WEBS
1 Row at midpt 6-17. 9-17
4-21: 2x6 SP No.2
REACTIONS. All bearings 0-8-0 except (jt=length) 13=Mechanical.
(lb) - Max Horz 2=268(LC 11)
Max Uplift All uplift 100 lb or less at joint(s) except 2=411(LC 12). 21=-700(LC 12). 20=-427(LC 12), 13=557(LC
12)
Max Grav All reactions 250 lb or less atjoint(s) except 2=344(LC 21), 21=488(LC 21), 20=1211(LC 18),
13=1041(LC 22)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-308/613, 3-4=-302/661, 4-5=-200/535, 5-6=-192/585, 6-7=-1335/963,
7-9=-1335/963, 9-10=-1545/1111, 10-11=-1275/875
BOT CHORD 2-21=-744/295, 20-21=-474/362, 17-18=-104/297, 16-17=-906/1561, 13-14=-627/965
WEBS 3-21=-722/986, 18-20=-127/383, 6-20=1314/798, 6-17=-776/1274, 7-17=-408/395,
9-17=-290/213, 14-16=-549/1052, 10-16=-375/607, 11-14=-67/301, 11-13=1245/837,
4-21=-284/182
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=16ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-6-0, Interior(1) 2-6-0 to 13-0-0, Exterior(2R)
13-0-0 to 18-7-14, Interior(1) 18-7-14 to 31-8-0, Exterior(2R) 31-8-0 to 37-3-14, Interior(1) 37-3-14 to 39-10-4 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
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are 3x4 MT20 unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections.
9) Bearing at joint(s) 2 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 411 lb uplift at joint 2, 700 lb uplift at
joint 21, 427 lb uplift at joint 20 and 557lb uplift at joint 13.
This item has been
electronically signed and
sealed by Velez, Joaquin, 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.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
® 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 Not
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qly
Ply
RYANPRUSSING
T23571142
77427
G3
HIP
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:34 2021 Page 1
ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-5v4Ow7Y73njzbDit5Euoy7019knO27ceLd7UJ7zQsGd
5-e-0 9-11-1a 10-a,1 15.0•1 zz•4-o , zs-e-o_ 3a-e-a aao-o
1-6.0 5.8-6 4-3-13 9- 4-3-15 7-4.0 7-4-0 5.0.4 5-3.12
5.00 12 5x8 =
5x8 =
r 26 a 27 9
18 17 16 — 14 13 12
5x8 = 3x8 = 3x6 = 3x6 II
3x6 2.58 12
Scale = 1:72.3
10-8-1
9-11-14 144.4 15-0-0 22-0.0 29.8-0 34-8-4 40-0-0
9-11-14 0-0 2 4-3-15 7-4-0 7-0-0 5-0-0 5-3-12
Plate Offsets (X,Y)—12:0-3-1,0-1-81,[7:0-5-12,0-2-81,[9:0-5-12,0-2-81,[19:0-5-12,0-5-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Udefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.41
Vert(LL)
0.41 20-23 >294 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.45
Vert(CT)
-0.37 20-23 >327 240
BCLL 0.0
Rep Stress Incr YES
WB 0.91
Horz(CT)
0.02 12 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Weight: 238 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 5-10-13 oc purlins,
BOT CHORD 2x4 SP M 30 *Except*
except end verticals.
6-18: 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 *Except*
5-20: 2x6 SP No.2
REACTIONS. All bearings 0-8-0 except (jt=length) 12=Mechanical.
(lb) - Max Horz 2=299(LC 11)
Max Uplift All uplift 100 lb or less at joint(s) except 2=435(1_C 12), 20=-715(LC 12), 19=-379(LC 12), 12=566(LC
12)
Max Grav All reactions 250 lb or less at joint(s) except 2=411(LC 23). 20=623(LC 23). 19=1298(LC 17),
12=1276(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-548/713, 3-5=1801431, 5-6=-101/342, 6-7=-36/359, 7-8=-1412/934,
8-9=-1412/934, 9-10=-1518/900, 10-11=-1482/806, 11-12=-1187/691
BOT CHORD 2-20=-829/549, 19-20=-280/296, 6-19=150/261, 16-17=268/662, 14-16=619/1318,
13-14=-684/1319
WEBS 3-20=-690/938, 17-19=-303/753, 7-19=1245/653, 7-16=-531/966, 8-16=-459/434,
9-14=-19/263, 10-13=-330/297, 11-13=707/1360
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=16ft; B=45ft; L=40ft; eave=5ft; Cat.
Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-6-0, Interior(1) 2-6-0 to 15-0-0, Exterior(2R)
15-0-0 to 20-7-14, Interior(1) 20-7-14 to 29-8-0, Exterior(2R) 29-8-0 to 35-3-14, Interior(1) 35-3-14 to 39-10-4 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
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) All plates are 3x4 MT20 unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
8) Refer to girder(s) for truss to truss connections.
9) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 lb uplift at joint 2, 715 lb uplift at
joint 20, 379 lb uplift at joint 19 and 566 lb uplift at joint 12.
This item has been
electronically signed and
sealed by Velez, Joaquin, 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.
Joaquin Velez PE No.68182
MIT& USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
®WARNING -Verily 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 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
Truss Type
City
Ply
RYAN PRUSSING
T23571143
1
77427
G4
ROOF SPECIAL
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982. 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:35 2021 Page 1
ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-Z6em7SZeg5rgDNH3fxP 1 ULx5687xncsnZHsl rzzOsGc
-1-6-0 5-4-11 9-11-14 17-0-0 22-4-0 27-8-0 31-10-13 36-1-10 39-11-3
1-6-0 5-0-11 4-7-2 7-0-2 5-4-0 5-4-0 4-2-13 4-2-13 3-9-9
5.00 12
3x8 :r- 2.58 F12
9-11-1
LOADING (psf)
SPACING-
2-0-0
TOLL
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 FBC2020fTP12014
LUMBER -
TOP CHORD
2x4 SP M 30
BOT CHORD
2x4 SP M 30
WEBS
2x4 SP No.3 *Except*
5-18: 2x6 SP No.2
OTHERS
2x8 SP 240OF 2.0E
Scale = 1:74.4
5x6 = 3x8 = 5x6 =
6 26 7 27 28 8
3x4 II
CSI.
DEFL.
in (loc) I/deft L/d
PLATES GRIP
TIC 0.84
Vert(LL)
0.4518-22 >266 240
MT20 244/190
BC 0.50
Vert(CT) -0.38 18-22 >319 240
WB 0.79
Horz(CT)
0.03 23 n/a n/a
Matrix -MS
Weight: 214 lb FT = 20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-9-5 oc purlins,
except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (size) 2=0-8-0, 18=0-8-0, 23=0-7-4
Max Harz 2=330(LC 12)
Max Uplift 2=-384(LC 12), 18=-1138(LC 12), 23=546(LC 12)
Max Grav 2=348(LC 21), 18=1631(LC 1). 23=1021(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-338/566, 3-5=-324/660, 5-6=-1158/807, 6-7=-1000/813, 7-8=1459/1131,
8-9=-1619/1158, 9-10=-2264/1457, 10-11=-1974/1236
BOT CHORD 2-18=-787/324,17-18=-368/186,16-17=-906/1426,14-16=-906/1426,13-14=-1212/1767,
12-13=-224/329
WEBS 3-18=-681/942, 5-18=-1408/998, 5-17=796/1384, 7-17=-639/444, 8-14=-199/403,
9-14=-436/410, 9-13=-138/421, 10-13=1032/707, 11-13=1156/1878, 11-23=1235/804
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=16ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-15, Interior(1) 2-5-15 to 17-0-0, Exterior(2R)
17-0-0 to 20-11-15, Interior(1) 20-11-15 to 27-8-0, Exterior(2R) 27-8-0 to 31-10-13, Interior(1) 31-10-13 to 39-2-3 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
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) Bearing at joint(s) 2, 23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 384 lb uplift at joint 2, 1138 lb uplift at
joint 18 and 546 lb uplift at joint 23.
This item has been
electronically signed and
sealed by Velez, Joaquin, 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.
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cert 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
�—
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 HT�•
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW
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
RYAN PRUSSING
T23571144
77427
GS
ROOF SPECIAL
1
1
Job Reference o tional
i.nauwers i ivas, run riurce, rL -, VOZ, 0
.4JU s Mar ZZ zuzi mi I eK Industries, Inc. VVe0 Apr 14 Ut1:ZJ:Jt ZUZ1 rage 1
ID:ZglyV8Skd41 EBZpzzhi2jHzR7Xy-WUmVVY8buMi5XShRSmMRVZmOWJxk9FUb41 bL8wSzQsGa
i-1.6-0, 5-4-11 9.11.14 12-8-0 19.0.0 25-&0 31-&0 34.1-10 , 39-11-3
' 1-6-0 ' 14.11 ' 4-7-2 ' 2-&2 ' 6-4-0 6-9-0 6-0.0 2-5-10 5-9-9
Scale = 1:74.4
5.00 12 5x6 = 5x8 =
7 29 30 8
5x6
3x6 � 28 31 5x6
6x8 =
4x8 6 9
5
5x6 = 5x14 =
4
10 11 c5
3x4 = 1
3t12 = 18 17 16
M 8HS — 26 N o
27 3x6 = 5x8 =
c'
2 21 20 5x8 = 14
13 12 14
1 Sx10 = 3x4 II 3x4 II
6x8 = 3x4 II
32
3x6: 2.58 F12
9-11-14 14-0-0 12-8-0 19-0-0 25-9-0 31-8-0 , 34-1-10 39-11.3
9-11-14 0.4 2 2-0-0 6-0-0 E.; 6-0-0 2-5-10
5-9-9
Plate Offsets (X,Y)—[2:0-3-0,0-1-11,[7:0-3-0,0-2-41,[8:0-5-12,0-2-8],[11:0-3-12 0-3-0] [15:0-7-8 0-4-12][16:0-3-8,0-2-8],[21:0-7-4,0-3-0]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.54
Vert(LL) -0.34 15-16 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.77
Vert(CT) -0.64 15-16 >554 240
MT18HS 244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.90
Horz(CT) 0.20 26 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL) 0.46 15-16 >766 240
Weight: 219 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc purlins,
BOT CHORD 2x4 SP M 30 "Except" except end verticals.
6-20: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-0-9 oc bracing.
WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 9-16
4-21: 2x6 SP No.2, 10-15: 2x4 SP M 30
OTHERS 2x8 SP 240OF 2.0E
REACTIONS. (size) 2=0-8-0, 21=0-8-0, 26=0-7-4
Max Horz 2=375(LC 12)
Max Uplift 2=-268(LC 12). 21=1288(1_C 12), 26=513(LC 12)
Max Grav 2=203(LC 21). 21=1882(LC 1), 26=957(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-76/804, 34=1071/1544, 4-6=-194/264, 6-7=-1413/992, 7-8=-1249/992,
8-9=-189611339, 9-10=-4894/3303, 10-11=-173611130
BOT CHORD 2-21=-914/0, 6-19=-1098/861, 16-18=1101/1732, 15-16=3207/4695, 9-15=986/1626
WEBS 3-21=-857/1102, 4-21=-798/514, 19-21 =-I 661/1072, 4-19=-733/1098, 6-18=855/1306,
7-18=-17/311, 8-18=-634/424, 8-16=-331/645, 9-16=-3054/2167, 10-13=-2307/1585,
11-13=-1085/1669, 10-15=1804/2624, 13-15=1522/2359, 11-26=1015/656
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.Dpsf; h=16ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-15, Interior(1) 2-5-15 to 19-0-0, Exterior(2R)
19-0-0 to 22-11-15, Interior(1) 22-11-15 to 25-8-0, Exterior(2R) 25-8-0 to 29-7-15, Interior(1) 29-7-15 to 39-2-3 zone; porch left
This item has been
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 b Velez, Joaquin, PE
y oa Q
to the use of this truss component.
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 pelf bottom chord live load nonconcurrent with any other live loads.
document are not Considered
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
signed and sealed and the
will fit between the bottom chord and any other members.
8) Bearing atjoint(s) 2, 26 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
signature must be verified
capacity of bearing surface.
on any electronic copies.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 268 lb uplift at joint 2, 1288 lb uplift at
Joaquin Velez PE No.68182
joint 21 and 513 lb uplift at joint 26.
MiTek USA, Inc. FL Cart 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
® WARNING -Verily 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 properly incorporate this design into the overall INV 1•
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
RYAN PRUSSING
rROOsF
T23571145
77427
G6
SPECIAL
1
1
Job Reference o tional
i.naura/ma nu , r�i r rice , a-fo , o.gou 5lwar z1 zuz I ivii I eK InuUslrles, Inc. vveo Apr lq uo:zJ:Jd zuz1 rage 7
ID:ZglyV8Skd41E8Zpzzhi2jHzR7Xy-_hJulUbW7ODO4g7eK4zk6zZfUL4r xADFF5iSuzQsGZ
-1-6-0 5-4-11 9-11-14 12.8-D 16-10-0 21-0-0 23.8.0 31-8-0 32 1 10 39-11-3
1-6-0 5-4-11 4-7-2 2-8-2 4.2-0 4-2.0 2-8-0 8.0.0 0- 0 7.9-9
Scale = 1:74.4
5x8 =
5.00 12 5x8 =
8 928
4x5
3x4 II 7 29
6x8 =
3x6 � 5x6 = 7x14 =
4x8 � 5 6 10
11
4
3x4 = $ 15
3r8 = 18 17 16 5x12 MT18HS =
26c'v27
I-,
3x6 = 7x8 =
2 21 20 3x4 = 1413
12 A
yI1 5x10 = 3x4 II
4x6 =
d 30 3x4 II
3x6 2.58 12
9-11.14 144-0 12-6-0 21.0-0 23-8-0 31-B-0 32r1�10
39-11-3
9-11-14 0-012 2-0-0 I 6-0-0 2-8-0 ill; 0- 0
7-9-9
Plate Offsets (X,Y)— [2:0-3-0,0-1-1], [8:0-5-12,0-2-8], [9:0-5-0,0-2-4], [11:0-3-12,Edge], [15:0-8-0,0-2-12], [18:0-2-0,0-1-8] [19:0-2-12,Ed e], [21:0-7-4 0-3-0]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in floc) I/deft Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.70
Vert(LL) -0.44 14 >805 360
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
Be 0.80
Vert(CT) -0.81 15-16 >438 240
MT18HS 244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.94
Horz(CT) 0.24 26 n/a n/a
BCDL 10.0
Code FBC20201TP12014
Matrix -MS
Wind(LL) 0.61 14 >583 240
Weight: 233 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins,
BOT CHORD 2x4 SP M 30 *Except* except end verticals.
6-20: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-3-15 oc bracing.
WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 10-16, 11-15
4-21: 2x6 SP No.2, 10-16,11-15: 2x4 SP M 30
OTHERS 2x8 SP 240OF 2.0E
REACTIONS. (size) 2=0-8-0, 21=0-8-0, 26=0-7-4
Max Horz 2=420(LC 12)
Max Uplift 2=-225(LC 12), 21=1337(LC 12), 26=-503(LC 12)
Max Grav 2=187(LC 21),-21=1956(LC 1), 26=949(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-209/1022, 3-4=-1207/1776, 4-6=-421/636, 6-7=-332/595, 7-8=-12761944,
8-9=-1335/1037, 9-1 0=-1 521/1026, 10-11=-4133/2645
BOTCHORD 2-21 =-1 129/0, 17-19=-755/957, 16-17=729/1130, 15-16=2823/4384
WEBS 3-21=-879/1107, 4-21=-835/549, 19-21 =-1 889/1123, 4-19=-634/998, 7-19=1777/1260,
7-17=-31/328, 8-16=-360/516, 9-16=24/314, 10-16=-3089/2052, 11-15=-2565/3988,
10-15=-535/487, 11-26=-978/602
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=16ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-15, Interior(1) 2-5-15 to 21-0-0, Exterior(2E)
21-0-0 to 23-8-0, Exterior(2R) 23-8-0 to 27-7-15, Interior(1) 27-7-15 to 39-2-3 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
electronically Signed and
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
sealed by Velez, Joaquin, PE
to the use of this truss component.
Digital Signature.
4) Provide adequate drainage to prevent water ponding.
using a
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.
document are not considered
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
signed and sealed and the
will fit between the bottom chord and any other members.
signature must be verified
8) Bearing at joint(s) 2, 26 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
On any electronic Copies.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 225 lb uplift at joint 2, 1337 lb uplift at
Joaquin Velez PE No.68182
joint 21 and 503 lb uplift at joint 26.
M[Tek USA, Inc. FL Cart 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED Ir11TEK REFERENCE PAGE Mll-7473 rev. 511912020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
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 ANSUTP11 Quality Criteda, 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
RYAN PRUSSING
fQty—T
T23571146
77427
G7
ROOF SPECIAL
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:39 2021 Page 1
ID:ZglyV8Skd41 E87-pzzhi2jHzR7Xy-SttHzgc8uKLFh_aqunUzeB6gWIRVjNmNUvgF_LzQsGY
,-1-6-01 1 9-11-14 12.8.0 17.6-0 22-4-0 30.1-10 ,31.8.0, 38.8-0 3,9-11-3
1-6.0 5-4.11 47-2 2-8-2 4-1. 4-10-0 7-9-10 1-6-6 7.0-0 1-13
Scale = 1:78.9
5x6 =
5.00 12
8
4x5
3x4 II 29
30 4x5
6x8 =
5x12 MT18HS =
3x6 i:r- 7
5x6 =
5x12 =
9 10
12
4x8 5 6
1
4
ww
3x4 =
1
d
I q
3
91e 19 18 17
=
5x10 —
27
A
I� v
28 3x6 = 3x4
0
d
1
2 22 21 3x8 = 15
1
1413
A
5x10 = 3x4 11 3x4 11
4x4 11
33
3x4 =
3x6 2.58 F12
12-8-0
9-11-14 10r4-0 224-0 30-1-10 i31-8-0, 38-8-0
39-11-3
9-11.14 0-4-2 2.4-0 9-&0 75110 1-6-6 7-0-0
1-33
Plate Offsets (X,Y)— [2:0-3-0,0-1-1], [11:0-9-12,0-2-8], [12:0-6-12,Edge], [13:Edge,0-3-8], [16:0-6-8,0-2-8], [20:0-2-12,Edge], [22:0-7-4,0-3-0]
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.69
Vert(LL) 0.42 22-26 >285 240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.65
Vert(CT) -0.46 18-20 >779 240
MT18HS 244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.98
Horz(CT) 0.15 27 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Weight: 236 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly
applied or 3-10-8 oc purlins,
BOT CHORD 2x4 SP M 30 *Except* except end verticals.
5-21,10-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-3-2 oc bracing.
WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 9-18, 11-16
4-22: 2x6 SP No.2
OTHERS 2x8 SP 240OF 2.0E
REACTIONS. (size) 2=0-8-0, 22=0-8-0, 27=0-7-4
Max Horz 2=453(LC 12)
Max Uplift 2=-257(LC 12), 22=-1289(LC 12), 27=523(LC 12)
Max Grav 2=243(LC 21), 22=1839(LC 1). 27=968(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-36/689, 3-4=-951/1440, 5-7=-279/125, 7-8=-1378/951, 8-9=1411/942,
9-10=-2976/1946, 10-11=-2722/1840, 11-12=-537/324, 13-23=-268/227, 12-23=-268/227
BOT CHORD 2-22=-797/0, 18-20=-877/1200, 17-18=195112997, 16-17=-1808/2724, 10-16=-588/419,
13-14=-177/260
WEBS 3-22=-838/1082, 4-22=-936/608, 20-22=-1405/797, 4-20=-736/1166, 7-20=1293/914,
8-18=-348/681, 9-18=-1830/1239, 9-17--290/320, 10-17=288/431, 11-16=1736/2578,
11-14=-200/342, 12-27=-997/686
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=16ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-15, Interior(1) 2-5-15 to 22-4-0, Exterior(2R)
This item has been
22-4-0 to 26-3-15, Interior(1) 26-3-15 to 38-8-0, Exterior(2E) 38-8-0 to 39-2-3 zone; porch left exposed;C-C for members and forces
electronically signed and
& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
sealed by Velez, Joaquin, 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
5) All plates are MT20 plates unless otherwise indicated.
document are not Considered
6) 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
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
signature must be Verified
will fit between the bottom chord and any other members.
8) Bearing at joint(s) 2, 27 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
on any electronic copies.
capacity of bearing surface.
Joaquin Velez PE No.68182
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 257 lb uplift at joint 2, 1289 ib uplift at
MiTek USA, Inc. FL Cert 6834
joint 22 and 523 lb uplift at joint 27.
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Id11-7473 rev 5/19/2020 BEFORE USE
Design valid for use onlywith 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 t
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
RYAN PRUSSING
T23571147
77427
G8
ROOF SPECIAL
1
1
Job Reference o tional
unamoers truss, ron t-terce, rL - ogaaz, e.gou s mar zz zuz-i tvu I eK inausmes, Inc. vvea mpr vi ua:zs:q i zuz i rage I
ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-OG?10WeOPxbzxlkD?CWRkcBBOZ9YBHBgyCJM3DzQsGW
-1-6-0 5-4-11 9-11-14 12-8-0 17-6-0 22-4-0 28-1-10 31-8-0 36.8-0 39.11-3
1-6-0 5-4-11 4-7-2 2-8-2 4-10-0 4-10-0 5.9.10 3.6-6 5.0.0
Scale = 1:76.1
5x6 =
5.00 12
8
4x5 r>5x6 =
3x4 II 29 4x5 =
5x8 = 6x8 =
3x6 7 10
4x10 =
6 3 32
12
4x8 5
4
3x4 = 1
W
d h
3 �jc8 = 19 18 17 Sx
27 Ao
N
28 3x6 =3x8 = 3x4 =
o
2 22 21 15
d
14 13 A
1 5x10 = 3x4 I I 3x4 11
3x4 = 45 =
33
3x6 -Z: 2.58 F12
9-11.14 tOr4-012-8-0 17-6-0 20-4-13 i 22-4-0 , 28-1-10 31•a-0
368-0 39-11-3
9-11-14 0.4 2 2-0-0 4.10-0 2-10.13 1-11-3 5-9.10 3.6E3-3-3
Plate Offsets (X,Y)-- [2:0-3-0,0-1-11, [11:0-5-12,0-2-81, [12:0-6-12,Edge), [16:0-5-12,0-2-8[, 120:0-2-12,Edge[, [22:0-7-4,0-3-0)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udefi Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.60
Vert(LL) 0.42 22-26 >286 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.55
Vert(CT) -0.45 18-20 >784 240
BCLL 0.0
Rep Stress Incr YES
WB 0.99
Horz(CT) 0.12 27 n/a n/a
BCDL 10.0
Code FBC2020frP12014
Matrix -MS
Weight: 243 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc purlins,
BOT CHORD 2x4 SP M 30 *Except* except end verticals.
5-21,10-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-11-0 oc bracing.
WEBS 2x4 SP No.3 *Except*
4-22: 2x6 SP No.2
OTHERS 2x8 SP 240OF 2.OE
REACTIONS. (size) 2=0-8-0, 22=0-8-0, 27=0-7-4
Max Horz 2=453(LC 12)
Max Uplift 2=-279(LC 12), 22=1259(LC 12), 27=-531(LC 12)
Max Grav 2=264(LC 21), 22=1787(LC 1), 27=982(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=0/554, 3-4=-830/1291, 4-5=-348/197, 5-7=493/309, 7-8=-1414/986, 8-9=-14191994,
9-10=-2312/1594, 10-11=-1985/1408, 13-23=-575/868, 12-23=-575/868
BOT CHORD 2-22=-706/8, 18-20=-952/1293, 17-18=1545/2323, 16-17=-1346/1997, 10-16=-504/418,
13-14=-377/556
WEBS 3-22=-817/1069, 4-22=-991/651, 20-22=-1177/658, 4-20=-800/1249, 10-17=-296/410.
14-16=-389/567, 11-16=-1136/1666, 11-13=-933/632, 8-18=-440/751, 9-18=1194/852,
7-20=-1074/787, 12-27=-994/677
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=16ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-15, Interior(1) 2-5-15 to 22-4-0, Exterior(2R)
This item has been
22-4-0 to 26-3-15, Interior(l) 26-3-15 to 36-8-0, Exterior(2E) 36-8-0 to 39-2-3 zone; porch left exposed;C-C for members and forces
electronically signed and
& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
sealed by Velez, Joaquin, 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
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) Bearing at joint(s) 2, 27 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
On any electronic Copies.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 279 lb uplift at joint 2, 1259 lb uplift at
Joaquin Velez PE No.68182
joint 22 and 531 lb uplift at joint 27.
MITek USA, Inc. FL Cert 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
®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 Not
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 ANSUTPN Quality Criteria, DSB-89 and BCSI Buffeting Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss Type
City
Ply
RYAN PRUSSING
rG9
T23571148
77427
ROOF SPECIAL
1
1
Job Reference (optional)
ui iamuar s r Fuss. roi r riefuu, rL - oyaoc, 6.430 s Mar 22 202i MITeK Industries, Inc. Wed Apr 14 08:23:42 2021 Page 1
ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-sSZPbsfl AFjgYSJPZwl gGpkL1 yWZwkjpAs3vbfzQsGV
5-4-11 9.11-14 12-8-0 17.6-0 22-4-0 26.1-10 31.8-0 34-8-0 39.11-3
1.6.0 5-4-11 4.7-2 2-8-2 4-10.0 4.10.0 3-9-10 5.6-6 3-0-0 5-3-3
Scale = 1:76.1
5x6 =
5.00 12
8
5x6 = 4x5 = 5x8 =
4x5
3x4 II 29 9 10 6x8 =
3x6 7
4x10 =
12 31
4x8 � 5 6
4
3x4 = d
1 y o
3 918 = 19 18 17 27 9
3x8 = 3x4 = N
28 3x6 = - d
2 22 21 15 14 13 A
1 5x10 = 3x4 11 3x4 11 3x4 = 4x5 =
32
3x6 _ 2.58 F12
i 9-11-14 104012-&0 17E-0 1914 22.4-0 26-1-10 31-BA 34-8-0 39-11-3
9-11-14 On4 2 2-0-0 4-1. 1-10.13 2-11-3 3-9-10 SE-6 3-0-0 5-3-3
Plate Offsets (X,Y)— [2:0-3-0,0-1-1], [11:0-5-12,0-2-81, [12:0-6-12 Edge], [16:0-6-0,0-2-8] [20:0-2-12,Edge] [22:0-7-4,0-3-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.42 22-26 >286 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.45 18-20 >785 240
BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.11 27 n/a n/a
BCDL 10.0 Code FBC2020rrPI2014 Matrix -MS Weight: 247 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-1-5 oc purlins,
BOT CHORD 2x4 SP M 30 *Except* except end verticals.
5-21,10-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 *Except*
4-22: 2x6 SP No.2
OTHERS 2x8 SP 240OF 2.0E
REACTIONS. (size) 2=0-8-0, 22=0-8-0, 27=0-7-4
Max Horz 2=453(LC 12)
Max Uplift 2=-286(LC 12). 22=1249(LC 12), 27=-533(LC 12)
Max Grav 2=271(LC 21). 22=1769(LC 1), 27=986(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-27/521, 3-4=793/1246, 4-5=-443/266, 5-7=-584/375, 7-8=1424/1006,
8-9=-1406/1034, 9-1 0=-1 87011357, 10-11=-1577/1180, 13-23=-486/796, 12-23=-486/796
BOT CHORD 2-22=-671/38, 18-20=-986/1325, 17-18=-1256/1876, 16-17=-1090/1605, 10-16=-445/405,
13-14=-485/727
WEBS 3-22=-810/1065, 4-22=-1015/670, 20-22=-1103/601, 4-20=-826/1286, 8-18=-521/824,
10-1 7=-1 94/322, 14-16=-572/885, 11-16=-972/1400, 11-14=-473/396, 11-13=-944/623,
9-18=-862/640, 7-20=-1004/753, 12-27=-1001/676
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=16ft; B=45ft; L=40ft; eave=5ft; Cat
II; Exit C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-15, Interior(1) 2-5-15 to 22-4-0, Exterior(2E)
This item has been
22-4-0 to 26-1-10, Interior(1) 26-1-10 to 34-8-0, Exterior(2R) 34-8-0 to 38-7-15, Interior(1) 38-7-15 to 39-2-3 zone; porch left
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 Velez, Joaquin, PE
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
Digital Signature.
to the use of this truss component.
using a
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.
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.
7) Bearing atjoint(s) 2, 27 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
signature must be verified
capacity of bearing surface.
On any electronic Copies.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 286 lb uplift at joint 2, 1249 lb uplift at
Joaquin Velez PE No.68182
joint 22 and 533 lb uplift at joint 27.
MITek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED PAITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
--
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly incorporate this design into the overall Z•
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MfiTBk�
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/rPl1 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
RYAN PRUSSING
T23571149
77427
G9A
ROOF SPECIAL
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8,430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:43 2021 Page 1
ID:ZglyV8Skd41 E87pzzhi2jHzR7Xy-Ke7npBffxYrhAcuc7dYvpl GUaMr9fDGyPWoT76zQsGU
1 6-0 5 44 9-11-14 16-1-15 22-4-0 27-3-2 31-6-5 35-9-8 39-11-3
1 6 0 54 4 4-7-10 6-2-1 6.2-1 4-11-2 4-3 3 4-3-3 4-1-11
3x8
2.58 12
5.00 12
5x6 =
25
5x6 =
Scale = 1:76.1
6x8 =
4x10 =
11
rh
22 1 12 c5 IN
4x5 = 1
9-11-14 10 4 0 18-7 8 27-3-2 35 9-8
39-11-3
9-11-14 0-4-2 8.3 8 8-7-10 8W
4-1-11
Plate Offsets (X,Y)— [2:0-0-9,Edgej, [10:0-3-0,0-2-4), [11:0-6-12,Edgej, [17:0-7-4,0-3-0I
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defi L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.74
Vert(LL) 0.45 17-21 >266 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.54
Vert(CT) -0.37 17-21 >326 240
BCLL 0.0
Rep Stress Incr YES
WB 0.89
Horz(CT) 0.06 22 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Weight: 237 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc purlins,
BOT CHORD 2x4 SP M 30 except end verticals.
WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5-8-6 oc bracing.
4-17: 2x6 SP No.2 WEBS 1 Row at midpt 6-17
OTHERS 2x8 SP 240OF 2.0E
REACTIONS. (size) 2=0-8-0, 17=0-8-0, 22=0-7-4
Max Horz 2=453(LC 12)
Max Uplift 2=-372(LC 12). 17=1134(LC 12), 22=562(LC 12)
Max Grav 2=408(LC 23), 17=1771(LC 17), 22=1194(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-572/676, 34=287/459, 4-6=-122/384, 6-7=-1433/879, 7-8=1896/1212,
8-9=-1691/1043, 9-10=-837/552, 12-18=-574/1029, 11-18=-574/1029
BOT CHORD 2-17=-1036/573, 16-17=-759/1274, 14-16=-681/1211, 13-14=-828/1338, 12-13=-461/794
WEBS 3-17=-696/1006, 4-17=370/315, 6-17=1870/987, 6-16=11/275, 7-16=-38/291,
7-14=-551/1038, 8-14=-935/696, 9-14=252/578, 9-13=-863/579,10-13=-400/917,
10-12=-1181/669, 11-22=-1210/720
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=16ft; B=45ft; L=40ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-15, Interior(1) 2-5-15 to 22-4-0, Exterior(2R)
22-4-0 to 26-3-15, Interior(1) 26-3-15 to 35-9-8, Extedor(2E) 35-9-8 to 39-2-3 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
electronically signed and
to the use of this truss component.
sealed by Velez, Joaquin, 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 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, with BCDL = 10.Opsf.
document are not Considered
7) Bearing at joint(s) 2, 22 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
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 372 lb uplift at joint 2, 1134 lb uplift at
joint 17 and 562lb uplift at joint 22.
On any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19f2020 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 my�•
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII 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
RYANPRUSSING
T23571150
77427
GRA
Hip Girder
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:44 2021 Page 1
ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-ogh90XgHiszYolTohK38LEphimAyOgl6eAYOgYzQsGT
1 6-0 3-9-14 7-0-0 10-8-0 14 4-0 17 6-2 21 4-0 22-10-0
' 1.6-0 ' 3-9-14 ' 3-2-2 3-8-0 3-8-0 3-2-2 3-9-14 1-6-0
4x8 =
Scale = 1:39.6
2x3 11 4x8 =
3x5 = 24 11 4x6 = 2x3 II 3x5 =
3x8 =
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 FBC2020rrP12014
CSI.
TC 0.59
BC 0.63
WB 0.23
Matrix -MS
DEFL. in (loc) Udefl L/d
Vert(LL) 0.20 9 >999 240
Vert(CT) -0.25 9 >999 240
Horz(CT) 0.08 6 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 95lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-15 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 6=0-8-0
Max Horz 2=-111(LC 6)
Max Uplift 2=-1094(LC 8), 6=1094(LC 8)
Max Grav 2=1641(LC 1), 6=1641(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3439/2176, 3-4=-3497/2315, 4-5=-3497/2315, 5-6=-3439/2176
BOT CHORD 2-11=-1855/3112, 9-11=-1866/3138, 8-9=-1866/3138, 6-8=-1855/3112
WEBS 3-11=-217/608, 3-9=-406/564, 4-9=450/412, 5-9=-407/564, 5-8=217/608
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=16ft; 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 1094 lb uplift at joint 2 and 1094 lb uplift
This item has been
at joint 6.
electronically signed and
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 206 lb down and 320 lb up at
sealed by Velez, Joaquin, PE
7-0-0. 138 lb down and 167 lb up at 9-0-12, 138 lb down and 167 lb up at 10-8-0, and 138 lb down and 167 lb up at 12-3-4, and
using a Digital Signature.
206 lb down and 320 lb up at 14-4-0 on top chord, and 351 lb down and 254 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 10-8-0, and 85 lb down and 27 lb up at 12-3-4, and 351 lb down and 254 lb up at 14-3-4 on bottom chord.
Printed Copies Of this
The design/selection of such connection device(s) is the responsibility of others,
document are not Considered
9) 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
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)
Joaquin Velez PE No.68182
Vert: 1-3=54, 3-5=54, 5-7=54, 12-15=-20
MiTek USA, Inc. FL Cart 6834
Concentrated Loads (lb)
6994 Parke East Blvd. Tampa FL 33610
Vert: 3=-158(F) 5=-158(F) 11=-351(F) 9=-65(F) 4=-109(F) 8=-351(F) 18=-109(F) 19=-109(F) 20=-65(F) 21=-65(F)
Date:
April 15,2021
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Id11-7473 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
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 ANSI1TPl1 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
RYAN PRUSSING
T23571151
77427
GRB
ROOF SPECIAL GIRDER
1
q
J
Job Reference o tional
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:46 2021 Page 1
ID:ZglyVBSkd41 EBZpzzhi2jHzR7Xy-IDowRDiXETDG13dAol6cRfuOXamvsdAP5U17kRzOsGR
-1 6 O 2-8.0 5-0-0 7-0-0 10-8-0 12-8-0 14-0-0 16-5-11 20-5-0
1-6-0 2-8-0 2-4-0 2-0-0 3-8-0 2-0-0 1-4-0 2-5-11 3-11-5
6x8 =
8x10 = TH028-2 HUS26 10 HUS26 V 4x8 =
5x14 = HUS26 3x4 If Bx10 = HUS26
HUS26
12-8-0
Scale = 1:36.5
IaIC
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 FBC2020rTP12014
CSI.
TC 0.70
BC 0.92
WB 0.62
Matrix -MS
DEFL. in
Vert(LL) -0.16
Vert(CT) -0.29
Horz(CT) 0.16
Wind(LL) 0.22
(loc) I/deft Ud
13 >999 360
13 >816 240
7 n/a n/a
13 >999 240
PLATES GRIP
MT20 244/190
Weight: 469 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x8 SP 240OF 2.0E
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD 2x6 SP No.2 *Except*
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
2-11: 2x8 SP 240OF 2.0E
WEBS 2x4 SP No.3 *Except'
4-12,8-11,5-9: 2x4 SP M 30
REACTIONS. (size) 1=0-8-0, 7=Mechanical
Max Horz 1=129(LC 7)
Max Uplift 1=-3241(LC 8). 7=4251(LC 8)
Max Gram 1=5654(LC 1), 7=7631(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-16=-2136/1253, 2-3=-17879/10274, 3-4=-12564/7135, 4-5=-12488/7099,
5-6=-16291/9141,6-7=-14313/8000
BOT CHORD 2-13=-9500/16681, 12-13=9500/16681, 11-12=8479/15308, 8-9=388/697,
7-8=-7245/13044
WEBS 3-13=-2557/4352, 3-12=-5646/3424, 4-12=-484518595, 5-12=-4221/2339,
8-11=-7116/12812, 6-11 =-1 197/2201, 6-8=-1382/823, 9-11=-411/834, 5-11=-2130/3965
NOTES-
1) 3-ply truss to be connected together with 1Od (0.131"x3") nails as follows:
Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc, 2x8 - 2 rows staggered at 0-4-0 oc.
Webs connected as follows: 2x4 - 2 rows staggered at 0-4-0 oc, Except member 12-3 2x4 - 1 row at 0-9-0 oc, member 124 2x4 - 1
row at 0-9-0 oc, member 12-5 2x4 - 1 row at 0-9-0 oc, member 8-11 2x4 - 1 row at 0-9-0 oc, member 11-6 2x4 - 1 row at 0-9-0 oc,
This item has been
member 6-8 2x4 - 1 row at 0-9-0 oc, member 5-9 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 Velez, Joaquin, PE
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
Unbalanced loads been for design.
Using a Digital Signature.
3) roof live have considered this
4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat.
Printed copies of this
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
document 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.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Signature must be Verified
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
on any electronic copies.
will fit between the bottom chord and any other members.
Joaquin Velez PE No.68182
8) Refer to girder(s) for truss to truss connections.
MiTek USA, Inc. FL Cart 8834
9) Bearing at joint(s) 1 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify
6904 Parke East Blvd. Tampa FL 33610
capacity of bearing surface.
Date:
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3241 Ito uplift at joint 1 and 4251 Ito
April 15,2021
uplift at joint 7.
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 Not
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUlPIf 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
RYAN PRUSSING
T23571151
77427
GRB
ROOF SPECIAL GIRDER
1
q
J
Job Reference o tional
L;nambefs truss, Fort Pierce, I-L - 34962,
8,430 s Mar 22 2021 MITek Industries, Inc. Wed Apr 14 08:23:46 2021 Page 2
ID:ZglyV8Skd41 EBZpzzhi2jHzR7Xy-IDowRDiXETDG13dAol6cRfu0XamvsdAP5U17kRzQsGR
NOTES-
11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
12) Use USP THD28-2 (With 28-16d nails into Girder & 16-10d nails into Truss) or equivalent at 7-1-8 from the left end to connect truss(es) to back face of bottom chord.
13) 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 9-0-12 from the left end to 19-0-12 to connect
truss(es) to back face of bottom chord.
14) 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: 14=54, 4-7=54, 14-15=-20, 11-21=-20, 10-18=20
Concentrated Loads (lb)
Vert: 13=-3050(B) 24=-1455(B) 25=-1466(B) 26=1455(B) 28=-1467(B) 29=-1453(B) 30=-1453(B)
®WARNING -Verity 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 property incorporate this design into the overall t
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 ANSUTPIi 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
City
Ply
RYANPRUSSING
I
T23571152
77427
GRC
ROOF SPECIAL GIRDER
1
Job Reference o tional
l;namoers I russ, ron Pierce, HL - 34ytr2, 8,430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:47 2021 Page 1
ID:ZglyV8Skd41 EBZpzzhi2jHzR7Xy-DPMIeZi97nM7fDBNMTdrztR9Nz8gb7RYK8mgGtzosGQ
2-8-0 6-3-0 8-2-0 9-10-0 10-M 12-9-2 16-4-0
2-8-0 3-7-0 1-11-0 1-M 0-8-0 2-3 2 3-6-14
5x6 =
nua2o 10x10 = rlub2b
HUS26
Scale = 1:27.0
4x6 =
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 0.82
BC 0.81
WB 0.94
Matrix -MS
DEFL. in
Vert(LL) -0.14
Vert(CT) -0.26
Horz(CT) 0.13
Wind(LL) 0.20
(loc) Well L/d
14 >999 360
14 >705 240
7 n/a n/a
14 >922 240
PLATES GRIP
MT20 244/190
Weight: 326 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x6 SP 240OF 2.0E
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x6 SP No.2 *Except*
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
2-11: 2x8 SP 240OF 2.0E
WEBS 2x4 SP No.3 *Except*
8-11,5-9: 2x4 SP M 30
REACTIONS. (size) 1=0-8-0, 7=0-8-0
Max Horz 1=-102(LC 6)
Max Uplift 1=-2198(LC 8), 7=3521(LC 8)
Max Grav 1=3840(LC 1), 7=6290(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-16=-1435/856, 2-3=-1311317560, 3-4=-10863/6265, 4-5=-10800/6223, 5-6=14284/8111,
6-7=-12500/7042
BOT CHORD 2-13=-6943/12197, 12-13=-6943/12197, 11-12=7756/13840, 8-9=513/926,
7-8=-6481/11574
WEBS 8-11=-6244/11140, 6-11=-896/1580, 6-8=-1477/892, 3-13=-1525/2620, 9-11=-713/1344,
5-11=-2368/4352, 4-12=-4249/7394, 5-12=-4435/2464, 3-12=-2759/1667
NOTES-
1) 3-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc, 2x8 - 3 rows staggered at 0-4-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 6-8 2x4 - 1 row at 0-7-0 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
This item has been
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 Velez,PE
4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS Lumber DOL=1.60
.Joaquin,
using a Digital Signature.
(directional); plate grip DOL=1.60
5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
Printed copies of this
to the use of this truss component.
document are not considered
6) 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
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
be
will fit between the bottom chord and any other members.
Signature must Verified
8) Bearing at joint(s) 1, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
on any electronic copies.
capacity of bearing surface.
Joaquin Velez PE No.68182
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2198 lb uplift at joint 1 and 3521 lb uplift
MiTek USA, Inc. FL Cert 8834
at joint 7.
6904 Parke East Blvd. Tampa FL 33610
10) Use USP THD28-2 (With 28-16d nails into Girder & 16-10d nails into Truss) or equivalent at 7-1-8 from the left end to connect
Date:
truss(es) to front face of bottom chord.
April 15,2021
Continued on page 2
®WARNING - Verily 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 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 lot
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
RYANPRUSSING
T23571152
77427
GRC
ROOF SPECIAL GIRDER
1
q
J
Job Reference o tional
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:47 2021 Page 2
ID:ZglyV8Skd41 EBZpzzhi2jHzR7Xy-DPM IeZi9?nM7fDBNMTdrztR9Nz8gb?RYK8mgGtzQsGQ
NOTES-
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 9-0-12 from the left end to 15-0-12 to connect
truss(es) to front face of bottom chord.
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 (pig
Vert: 1-4=54, 4-7=-54, 14-15=-20, 2-11=-20, 10-18=20
Concentrated Loads (lb)
Vert: 20=-1460(F) 23=-3133(F) 24=-1449(F) 25=-1457(F) 26=-1455(F)
®WARNING - Veiify design parameters and READ NOTES ON THIS AND INCLUDED IATEK REFERENCE PAGE Mll-7473 rav 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 qt
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 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
RYAN PRUSSING
T23571153
77427
GIRD
Roof Special Girder
1
Job Reference o tional
Onamoers I russ, t-ort Pierce, I•L - s4VU2, 6.431) S mar 2z 2D21 MI I eK industries, Inc. lived Apr 14 D6:23:b3 ZU21 Page 1
ID:ZglyVBSkd41 EBZpzzhi2jHzR7Xy-2ZjZvcnwad6GN8fXijkFD8hE00As?jhRi4D_UXzQsGK
3-8-4 7-11 10.5-0 13-9-0 1711 21-3-0 25-7-5 29-11-11 34-4-0 37-0-4 40-0-0
3-8 4 3 4-12 3 4-0 3-9-0 3-9-0 4A-5 4 4-5 4.4-5 2-8� 2-11-12
Scale = 1:67.9
10MA im Nommim
g. _�p '44is
45 46 50 51 52 53 59 "' 60
3x6 II 5x10 = 27 47 26 48 49 25 2154 55 20 56 57 19 58 18 6x8 =
7x14 MT18HS = 6x8 =
7x10 MT18HS = 5x14 — 3x8 7x14 MT18HS = 6x8 = 7x8 =
=
N A
3-8-4 7-1-0 10.5-0 13-9-0
17 6-0 21-3.0 25-7-5 29-11-11 34 4-0 37-0-4
40-0-0
3-8-4 3-4-12 3-4-0 3-4-0
3-9-0 3-9-0 4.4-5 4.4-5 4-4-5 2-8-4
2-11-12
Plate Offsets (X,Y)-- [5:0-4-O,Edge], [10:0-3-O,Edge], [17:0-2-4,0-2-12], [20:0-3-8,0-2-4], [22:0-10-8,0-4-8], [24:0-10-12,0-4-4], [28:0-7-8,0-4-8]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.60
Vert(LL) -0.73 22-23 >654 360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.84
Vert(CT) -1.37 22-23 >347 240
MT18HS
244/190
BCLL 0.0
Rep Stress Incr NO
WB 0.95
Horz(CT) 0.21 15 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix -MS
Wind(LL) 1.10 22-23 >432 240
Weight: 492 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD Structural wood sheathing directly applied or 3-6-12 cc purlins,
BOT CHORD 2x4 SP M 30 *Except*
except end verticals.
22-24: 2x4 SP M 31
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
Except:
WEBS 2x4 SP No.3 *Except*
6-10-7 cc bracing: 28-29
1-29,3-29,26-28,4-28,24-26,4-24,20-22,17-19: 2x4 SP M 30
5-10-6 cc bracing: 23-24
5-6-10 cc bracing: 22-23
6-5-8 cc bracing: 19-20.
REACTIONS. (size) 30=Mechanical, 15=Mechanical
Max Uplift 30=-1906(LC 8), 15=-1906(LC 8)
Max Grav 30=3153(LC 1).15=3141(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-30=-3082/1896, 1-2=-4593/2781, 2-3=-4593/2781, 34=8566/5208, 4-6=13145/7987,
6-7=-13751/8343, 7-8=-13751/8343, 8-9=-14437/8792, 9-11=-8150/4961,
11-12=-6586/4023, 12-13=-6731/4106
BOT CHORD 28-29=-5318/8757, 3-28=-1389/2433, 26-27=-462/767, 25-26=-591/969, 6-24=-458/369,
23-24=-8182/13472, 22-23=-9014/14815, 8-22=92/336, 20-21=-770/1290,
19-20=-6066/9967, 18-19=616/1046, 12-17=-371/336, 16-17=-2259/3717,
15-16=-2259/3717
WEBS 1-29=-3278/5414, 2-29=-409/347, 3-29=-4947/3017, 26-28=-4736/7797, 4-28=-224/315,
4-26=-3883/2473, 24-26=-4603/7589, 4-24=-3538/5811, 6-23=-233/344, 7-23=-413/349,
8-23=-1220/780, 20-22=-5399/8845, 9-22=-3054/5008, 9-20=-1529/1075,
9-19=-2219/1350, 11-19=-98/478, 17-19=-4392/7170, 11-17=-1762/1064,
13-17=-2376/3879, 13-16=72/314, 13-15=-4730/2876
This item has been
NOTES-
electronically signed and
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
sealed by Velez, Joaquin, PE
Top chords connected as follows: 2x4 - 1 row at 0-7-0 cc.
Using a Digital Signature.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 cc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 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
document are not considered
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
Signed and Sealed and the
3) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=40ft; eave=5ft; Cat.
signature must be verified
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
on any electronic copies.
to the use of this truss component.
Joaquin Velez PE No.68182
5) Provide adequate drainage to prevent water ponding.
MITek USA, Inc. FL Cert 6834
6) All plates are MT20 plates unless otherwise indicated.
8904 Parke East Blvd. Tampa FL 33610
7) All plates are 3x4 MT20 unless otherwise indicated.
Date:
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other jive loads.
April 15,2021
Continued on page 2
®WARNING - Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE (,411-7473 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 Nat
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 ANSI1TP/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
RYANPRUSSING
T23571153
77427
GRD
Roof Special Girder
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982,
8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:53 2021 Page 2
ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-2ZjZvcnwad6GNMijkFD8hE00As?jhRi4D_UXzQsGK
NOTES-
9) ' 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.
10) Refer to girder(s) for truss to truss connections.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1906 lb uplift at joint 30 and 1906 lb uplift at joint 15.
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 147 lb up at 1-11-12, 137 lb down and 147 lb up at
3-11-12, 137 lb down and 147 lb up at 5-11-12, 138 lb down and 167 lb up at 7-11-12, 138 lb down and 167 lb up at 9-11-12, 138 lb down and 167 lb up at 11-11-12,
137 lb down and 147 lb up at 13-11-12, 137 lb down and 147 lb up at 15-11-12, 137 lb down and 147 lb up at 17-11-12, 137 lb down and 147 lb up at 19-11-12, 138 lb
down and 167 lb up at 21-11-12, 138 lb down and 167 lb up at 23-11-12, 138 lb down and 167 lb up at 25-11-12, 138 lb down and 167 lb up at 27-11-12, 138 lb down
and 167 lb up at 29-11-12, 138 lb down and 167 lb up at 31-11-12, 138 lb down and 167 lb up at 33-11-12, and 137 lb down and 147 lb up at 35-11-12, and 137 lb
down and 147 lb up at 37-11-12 on top chord, and 84 lb down and 45 lb up at 1-11-12, 84 lb down and 45 lb up at 3-11-12, 84 lb down and 45 lb up at 5-11-12, 85 lb
down and 27 lb up at 7-11-12, 85 lb down and 27 lb up at 9-11-12, 85 lb down and 27 lb up at 11-11-12, 84 lb down and 45 lb up at 13-11-12, 84 lb down and 45 lb up
at 15-11-12, 84 lb down and 45 lb up at 17-11-12, 84 lb down and 45 lb up at 19-11-12, 85 lb down and 27 lb up at 21-11-12, 85 lb down and 27 lb up at 23-11-12, 85
lb down and 27 lb up at 25-11-12, 85 lb down and 27 lb up at 27-11-12, 85 lb down and 27 lb up at 29-11-12, 85 lb down and 27 lb up at 31-11-12, 85 lb down and 27 lb
up at 34-2-4, and 84 lb down and 45 lb up at 35-11-12, and 84 lb down and 45 lb up at 37-11-12 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: 1-14=54, 28-30=-20, 25-27=-20, 22-24=20, 18-21=-20, 15-17=-20
Concentrated Loads (lb)
Vert: 5=-109(F) 18=65(F) 12=109(F) 29=-79(F) 2=-100(F) 19=65(F) 11=109(F) 10=-109(F) 31=-100(F) 32=100(F) 33=-109(F) 34=-109(F) 35=100(1`)
36=-100(F) 37=-100(F) 38=-100(F) 39=-109(F) 40=-109(F) 41=109(F) 42=-109(F) 43=-100(F) 44=-100(F) 45=-79(F) 46=-79(F) 47=-65(F) 48=-65(F) 49=65(F)
50=-79(F) 51=-79(F) 52=-79(F) 53=79(F) 54=-65(F) 55=-65(F) 56=-65(F) 57=-65(F) 58=65(F) 59=-79(F) 60=-79(F)
®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 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 ANSI1TPI1 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
Type
City
Ply
RYAN PRUSSINGT23571154
FHIIRDER
77427
GRE
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:54 2021 Page 1
ID:ZglyV8Skd41 EBZpzzhi2jHzR7Xy-WmHx6yoYLxE7?IEjGRFUILDOHoZBkEkaxkzYOzzQsGJ
-1-6-0 5-0-0 9-7-4 14-0-12 18-8-0 23-8-0 25-2-0
1-6-0 5-0-0 4-7-4 4-5-8 4-7-4 5-0-0 1-6-0
Scale = 1:43.4
5x6 =
5.00 12
3x4 = 3x10 =
20 21 22 4 23 24 5 25
26 27
5x6 =
N
I$
co Zu Ju 11 J1 JG JJ
3x6 = 3x4 = 3x4 = 5x8 MT18HS = 2x3 11 3x4 = 3x6 =
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 FBC2020fTP12014
CSI.
TC 0.65
BC 0.70
WB 0.65
Matrix -MS
DEFL. in (loc) I/clef] Lid
Vert(LL) 0.55 10-12 >514 240
Vert(CT) -0.42 10-12 >684 240
Horz(CT) -0.14 7 n/a rile
PLATES
MT20
MT18HS
Weight: 108 lb
GRIP
244/190
244/190
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-5-9 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 3-4-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0, 7=0-8-0
Max Horz 2=-85(LC 23)
Max Uplift 2=-1691(LC 8), 7=-1691(LC 8)
Max Grav 2=1470(LC 1), 7=1470(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3123/3534, 3-4=-2893/3368, 4-5=4091/4729, 5-6=2893/3368, 6-7=3123/3534
BOT CHORD 2-13=-3136/2839, 12-13=-4563/4091, 10-12=-4563/4090, 9-10=-4563/4090,
7-9=-3136/2839
WEBS 3-13=-971/798, 4-13=-137411509, 4-12=-275/282, 5-10=274/281, 5-9=-137311508,
6-9=-971 /798
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=16ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpj=0.18; MWFRS (directional); porch left and right exposed; 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) 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.
This Item has been
7) ' This truss has been designed for a jive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
electronically signed and
will fit between the bottom chord and any other members.
Sealed by Velez, Joaquin, PE
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1691 lb uplift at joint 2 and 1691 lb uplift
7.
using a Digital Signature.
at joint
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 178 lb down and 318 lb up at
Printed copies of this
5-0-0. 61 lb down and 129 lb up at 7-0-12, 61 lb down and 129 lb up at 9-0-12, 61 lb down and 129 lb up at 11-0-12. 61 lb down
document are not considered
and 129 lb up at 12-7-4, 61 lb down and 129 lb up at 14-7-4, and 61 lb down and 129 lb up at 16-7-4, and 178 lb down and 318 lb
signed and sealed and the
up at 18-8-0 on top chord, and 105 lb down and 143 lb up at 5-0-0, 44 lb down and 62 lb up at 7-0-12, 44 lb down and 62 lb up at
9-0-12, 44 lb down 62 lb 11-0-12, 44 lb down down
signature
g nature must e verified
and up at and 62 lb up at 12-7-4, 44 lb and 62 lb up at 14-7-4, and 44 lb down
and 62 lb up at 16-7-4, and 105 lb down and 143 lb up at 18-7-4 on bottom chord. The design/selection of such connection
on any electronic copies.
device(s) is the responsibility of others.
Joaquin Velez PE No.68182
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
MITek USA, Inc. FL Cart 6834
6904 Parke East Blvd. Tampa FL 33610
LOAD CASE(S) Standard
Date;
April 15,2021
Continued on page 2
®WARNING - Ve,ify 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 roil'
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 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
Truss
Truss Type
Qty
Ply
RYANPRUSSING
T23571154
77427
GRE
HIP GIRDER
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:54 2021 Page 2
ID:ZglyV8Skd41 EBZpzzhi2jHzR7Xy-WmHx6yoYLxE771EjGRFUILDOHoZBkEkaxkzYOzzQsGJ
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=54, 3-6=54, 6-8=54, 14-17=-20
Concentrated Loads (lb)
Vert: 3=-131(F) 6=-131(F) 13=93(F) 9=-93(F) 21=-54(F) 22=-54(F) 23=-54(F) 24=-54(F) 25=-54(F) 26=-54(F) 28=-43(F) 29=-43(F) 30=-43(F) 31=43(F) 32=-43(F)
33=-43(F)
®WARNING - Verity 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 building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iYl
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the `pAiTek•
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, MO 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
RYAN PRUSSING
T23571155
77427
GRG
HALF HIP GIRDER
1
1
Job Reference o tional
o.9JU 5 Mar GL LUzI IN I UK Inuusmes, Inc. vveu Apr l4 US:Z3:0t zUz1 rage 1
ID:ZglyV8Skd41 EBZpzzhi2jHzR7Xy-wLz41_gRescislylxZoBN_rsm7alxWFOdiBCdlzQsGG
3-10.0 7-0-0 10.0-0 12-6-0 17-4-0 22.0.0 26-6-0 31-1.15 35-6-1 40-0-0
' 1-0.0 ' 3-10.0 ' 3.2.0 ' 3-0.0 ' 2.8-0 ' 4-&0 4.9.0 4-9-0 4-5.15 4-4.3 4-5-15
5x12 MT18HS =
5.00 12 5xB = 5x12 =4x6 = 5x6 WB = 4x10 = 3x6 =
4 31 32 5 33 6 34 3536 7 8 37 9 38 39 40 10 11 41 4212 43 13 44 45 46 14
-• ox1z — 24 23 __
5x8 = 48 5x12 _
3x5 2.58 F12 7x8 MT18HS =
Scale = 1:70.8
,.4x8 .,, 18 55 17 56 16 57 58 59 15
5x12 MT18HS = 6x8 = 3x5 = 6x8 =
Iv
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.
TC 0.89
BC 0.74
WB 0.98
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) Udefl L/d
-0.40 19-20 >882 360
-0.77 19-20 >462 240
-0.11 24 n/a n/a
0.59 19-20 >606 240
PLATES
MT20
MT18HS
Weight: 227 lb
GRIP
244/190
244/190
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc purlins,
BOT CHORD 2x4 SP M 30 *Except*
except end verticals.
5-24: 2x6 SP No.2, 19-22: 2x4 SP M 31
BOT CHORD Rigid ceiling directly applied or 2-11-7 oc bracing.
WEBS 2x4 SP No.3 *Except*
WEBS
1 Row at midpt 7-22, 12-16, 13-15
17-19: 2x4 SP M 30
OTHERS 2x4 SP No.3
REACTIONS. (size) 15=Mechanical, 2=0-8-0, 24=0-8-0
Max Horz 2=271(LC 8)
Max Uplift 15=-1301(LC 8), 2=592(LC 32), 24=3260(LC 8)
Max Grav 15=2175(LC 18), 2=162(LC 13), 24=4338(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-182/1713, 3-4=-721/2193, 4-5=-3116/4551, 5-6=-2949/4259, 6-7=-6741666,
7-9=-5659/3206, 9-10=-6310/3684, 10-12=-6137/3585, 12-13=-2730/1626
BOT CHORD 2-27=-1625/164, 26-27=-1623/194, 25-26=-2027/564, 24-25=-4134/3156, 5-25=-330/256,
6-22=-1225/2075, 21-22=-1761/3368, 20-21 =-1 761/3368, 19-20=-3206/5659,
10-19=-473/426,17-18=-4131703,16-17=-2552/4327,16-16=-1626/2730
WEBS 3-26=-826/713, 4-26=-851/405, 22-25=-371/446, 22-24=515/395, 7-22=-4393/2697,
7-21=-34/388, 7-20=-1611/2569, 9-20=-811/649, 9-19=-576/738, 17-19=-2165/3667,
12-19=-1168/2047, 12-17=-350/344, 12-16=-1933/1121, 13-16=625/1326,
13-15=-3251/1936,4-25=-2968/2840,6-25=-4214/2671
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=16ft; B=45ft; L=40ft; eave=5ft; Cat.
electronically signed and
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60
sealed by Velez, Joaquin, PE
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the this truss
using a Digital Signature.
use of component.
4) Provide adequate drainage to prevent water ponding.
Printed copies of this
5) All plates are MT20 plates unless otherwise indicated.
document are not considered
6) All plates are 3x4 MT20 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.
8) ' This has been designed for live load
signature must be verified
truss a 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.
On any electronic copies.
9) Refer to girder(s) for truss to truss connections.
Joaquin Velez PE No.68182
10) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
MiTek USA, Inc. FL Cert 6634
capacity of bearing surface.
6904 Parke East Blvd. Tampa FL 33610
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1301 lb uplift at joint 15, 592 lb uplift at
Date:
joint 2 and 3260 lb uplift at joint 24.
April 15;2021
Continued on page 2
® 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 property incorporate this design into the overall ■■A�.YY■
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYIiTek•
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 ANSYTPI1 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
RYAN PRUSSING
T23571155
77427
GRG
HALF HIP GIRDER
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:57 2021 Page 2
ID:ZgIyV8Skd41 E8Zpzzhi2jHzR7Xy-wLz4l_gRescislylxZoBN_rsm7alxWFOdiBCdlzQsGG
NOTES-
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 155 lb down and 208 lb up at 7-0-0. 84 lb down and 26 lb up at
9-0-12, 138 lb down and 167 lb up at 11-0-12, 137 lb down and 147 lb up at 13-0-12, 137 lb down and 147 lb up at 15-0-12, 137 lb down and 147 lb up at 17-0-12, 137
lb down and 147 lb up at 19-0-12, 137 lb down and 147 lb up at 21-0-12, 137 lb down and 147 lb up at 23-0-12, 137 lb down and 147 lb up at 25-0-12, 138 lb down and
167 lb up at 27-0-12, 138 lb down and 167 lb up at 29-0-12, 138 lb down and 167 lb up at 31-0-12, 138 lb down and 167 lb up at 33-0-12, 138 lb down and 167 lb up at
35-0-12, and 138 lb down and 167 lb up at 37=0-12, and 1.33 lb down and 165 lb up at 39-0-12 on top chord, and 509 lb down and 665 lb up at 7-1-8, 216 lb down and
282 lb up at 9-0-12, 85 lb down and 23 lb up at 11-0-12, 84 lb down and 45 lb up at 13-0-12, 84 lb down and 45 lb up at 15-0-12, 84 lb down and 45 lb up at 17-0-12,
84 lb down and 45 lb up at 19-0-12, 84 lb down and 45 lb up at 21-0-12, 84 lb down and 45 lb up at 23-0-12, 84 lb down and 45 lb up at 25-0-12, 85 lb down and 27 lb
up at 26-9-12, 85 lb down and 27 lb up at 29-0-12, 85 lb down and 27 lb up at 31-0-12, 85 lb down and 27 lb up at 33-0-12, 85 lb down and 27 lb up at 35-0-12, and 85
lb down and 27 lb up at 37-0-12, and 89 lb down and 24 lb up at 39-0-12 on bottom chord. The design/selection of such connection devices) is the responsibility of
others.
13) 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, 4-14=54, 26-28=-20, 25-26=-20, 23-24=20, 19-22=-20, 15-18=-20
Concentrated Loads (lb)
Vert: 4=-30(B) 8=-100(B) 10=109(B) 26=-509(B) 7=-100(B) 21=79(13) 17=-65(B) 19=65(B) 12=-109(B) 32=22(B) 33=-109(B) 34=-100(B) 36=100(131) 37=100(B)
38=-100(B) 40=100(B) 41=109(B) 43=-109(B) 44=109(B) 45=-109(B) 46=-115(B) 47=216(B) 48=-65(B) 49=-79(B) 50=-79(B) 51=79(131) 52=79(1]1) 53=-79(B)
54=-79(B) 55=-65(B) 56=65(B) 57=-65(B) 58=-65(B) 59=-67(B)
®WARNING - Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 5/19I2020 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 ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
RYAN PRUSSING
T23571156
77427
GRK
Hip Girder
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:58 2021 Page 1
0 I D:ZglyVBSkd41 E8Zpzzhi2jHzR7Xy-OXXSyKr3P9kZTvXUVH KQwBOA2PMgAvAsMxl9kzQsGF
-163-9-14 0-0 9A-0 1_-5-0
3-9-14 7 2A-0 3-2-41 -0
04 =
4 PO
44 =
2x3 11 3x4 = 3x4 = 2x3 II
3x4 =
Scale = 1:27.7
4x5 II
ci
A
Id
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 FBC20201TPI2014
CS1.
TIC 0.22
BC 0.43
WB 0.19
Matrix -MS
DEFL. in (loc) I/deft Ud
Vert(LL) 0.09 11-12 >999 240
Vert(CT) -0.12 11-12 >999 240
Horz(CT) 0.04 8 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 76 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-3 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-5-4 oc bracing.
WEBS 2x4 SP No.3
SLIDER Right 2x4 SP No.3 -t 2-6-0
REACTIONS. (size) 8=Mechanical, 2=0-8-0
Max Horz 2=105(LC 24)
Max Uplift 8=-703(LC 8), 2=-782(LC 8)
Max Grav 8=1107(LC 1), 2=1135(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2319/1458, 3-4=-2033/1368, 4-5=-1866/1305, 5-6=-2011/1365, 6-8=1934/1276
BOT CHORD 2-12=-1308/2109, 11-12=-1308/2109, 10-11=-1166/1866, 9-10=-1094/1728,
B-9=-1094/1728
WEBS 3-11=-372/219, 4-11=-256/490, 5-10=-222/432, 6-10=-381/335
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=16ft; B=451t 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.
This Item has been
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 703 lb uplift at joint 8 and 782 lb uplift at
sealed by Velez, Joaquin, PE
joint 2.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 206 lb down and 320 lb up at
using a Digital Signature.
7-0-0, and 206 lb down and 320 lb up at 9-4-0 on top chord, and 351 lb down and 254 lb up at 7-0-0, and 351 lb down and 254 lb
Printed copies of this
up at 9-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others,
document are not considered
10) 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
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)
Joaquin Velez PE No.68182
Vert: 1-4=-54, 4-5=54, 5-8=54, 13-17=-20
MiTek USA, Inc. FL Cert 6634
Concentrated Loads (lb)
6904 Parke East Blvd. Tampa FL 33610
Vert: 4=-158(B) 5=-158(B) 11=-351(B) 10=-351(B)
Date:
April 15,2021
® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED hAITEK REFERENCE PAGE MII-7473 rev 5/19l2020 BEFORE USE
--
Design valid for use onlywith 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 ■.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 ANSUTPIf 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
City
Ply
RYAN PRUSSING
T23571157
77427
GIRLCommon
Girder
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:59 2021 Page 1
ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-sj5gAgshATsQ536g3_rfSPxJapKLPTiJ50gJiAzQsGE
-1.6-0 44-14 B-2-0 11-7-12 15-5-0
1, 44-14 3-9-2 3-5-12 3-9-4
4x4 =
4X4 =
Scale = 1:28.2
7x8 =
HUS26
6
I6
44-14 8-2-0
11-7-12 15-5-0
4-4-14 3-9-2
3 5 12 3-94
Plate Offsets (X,Y)— [2:0-2-9,Edge1, [6:0-0-0,0-3-71, [8:0-4-0,0-4-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(]cc) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.36
Vert(LL) -0.09
8-9 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.45
Vert(CT) -0.16
8-9 >999 240
BCLL 0.0
Rep Stress Incr NO
WB 0.79
Horz(CT) 0.04
6 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL) 0.12
8-9 >999 240
Weight: 169 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 5-7-1 cc purlins.
BOT CHORD 2x6 SP 240OF 2.0E
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
REACTIONS. (size) 6=Mechanical, 2=0-8-0
Max Horz 2=120(LC 24)
Max Uplift 6=-2709(LC 8), 2=1630(LC 8)
Max Grav 6=4854(LC 1), 2=2727(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-6572/3752, 3-4=-5805/3355, 4-5=5788/3350, 5-6=6942/3898
BOT CHORD 2-9=-3417/6037, B-9=-3417/6037, 7-8=3521/6320, 6-7=3521/6320
WEBS 3-9=-231/476, 3-8=784/490, 4-8=-2368/4157, 5-8=-1158/623, 5-7=-512/1005
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 0-9-0 cc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 cc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 cc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat.
This item has been
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
electronically signed and
5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
sealed by Velez, Joaquin, PE
to the use of this truss component.
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.
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 2709 lb uplift at joint 6 and 1630 lb uplift
signature must be verified
g
at joint 2.
10) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 cc max. starting at 7-0-12
on any electronic copies.
from the left end to 15-0-12 to connect truss(es) to front face of bottom chord.
Joaquin Velez PE No.68182
11) Fill all nail holes where hanger is in contact with lumber.
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
LOAD CASE(S) Standard
Date:
April 15,2021
Continued on page 2
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. Additional temporary and permanent bracing MiTek*
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 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
City
Ply
RYANPRUSSING
T23571157
77427
GIRL
Common Girder
1
Job Reference (optional)
cnambers truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:23:59 2021 Page 2
ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-sj5gAgshATsQ536g3_rfSPxJapKLPTiJ50gJiAzQsGE
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=54, 4-6=54, 2-10=-20
Concentrated Loads (Ib)
Vert: 12=-1 040(F) 15=-2155(F) 16=-1 031 (F) 17=-1 1 13(F) 18=-1 021 (F)
® WARNING - Verily 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 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 IYIiTek•
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 ANSUTPI9 Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Sulte 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
RYANPRUSSING
T23571158
77427
GRM
Hip Girder
1
1
Job Reference o tional
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:00 2021 Page 1
ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-KveDN?tJxn_HjDhtdhMu?cTWrDhd839TJgQsEdzQsGD
-1-6-0 3-9-14 7-0-0 9-4-0 12' 2 16�4-0 17-10-0
r 1-6-0 3-9-14 3-2-2 2-4-0 3-2-2 3-9-14 1-6-0
10
►1
rd
4x4 =
Scale = 1:31.5
4x4 =
3x4 = 2x3 II 3x4 = °%O 3x4 = 2x3 II 3x4 =
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plate Grip DOL
1.25
TIC0.22
TCDL
7.0
Lumber DOL
1.25
BC 0.38
BCLL
0.0
Rep Stress Incr
NO
WB 0.20
BCDL
10.0
Code FBC2020rrP12014
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, 7=0-8-0
Max Horz 2=-111(LC 6)
Max Uplift 2=-817(LC 8), 7=-817(LC 8)
Max Grav 2=1195(LC 1).7=1195(LC 1)
DEFL, in (loc) Vdefl Lid PLATES GRIP
Vert(LL) 0.10 12 >999 240 MT20 244/190
Vert(CT) -0.12 9-10 >999 240
Horz(CT) 0.04 7 n/a n/a
Weight: 77 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-7-6 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-5-0 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2461/1541, 3-4=-2199/1469, 4-5=-2030/1400, 5-6=2199/1469, 6-7=-2461/1541
BOT CHORD 2-13=-1312/2239, 12-13=-1312/2239, 10-12=-1188/2030, 9-10=-1312/2239,
7-9=-1312/2239
WEBS 3-12=-371/229, 4-12=-282/532, 5-10=282/532, 6-10=-372/229
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=16ft; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 817 lb uplift at joint 2 and 817 lb uplift at
joint 7.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 206 lb down and 320 lb up at
7-0-0, and 206 lb down and 320 lb up at 9-4-0 on top chord, and 351 lb down and 254 lb up at 7-0-0, and 351 lb down and 254 lb
up at 9-3-4 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: 14=54, 4-5=54, 5-8=54, 14-17=-20
Concentrated Loads (lb)
Vert: 4=-1 58(B) 5=158(B) 12=-351(B) 10=-351(B)
I�.
This item has been
electronically signed and
sealed by Velez, Joaquin, 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.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
®WARNING - Venty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 iev. 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 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 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
RYAN PRUSSING
T23571159
77427
J1
JACK -OPEN
16
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:01 2021 Page 1
I0:ZglyVBSkd41 E8Zpzzhi2jHzR7Xy-p6CbaLtxi468KNG3APl7YgOdld5atZZcYK9Qm3zQsGC
1 6 0i 1-0-0
1-6-0 1-0-0
Scale = 1:7.1
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
Vdefi
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.47
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
BOLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
0.00
4
n/a
file
BCDL 10.0
Code FBC2020ITP12014
Matrix -MP
Wind(LL)
-0.00
5
>999
240
Weight: 6 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Harz 2=74(LC 12)
Max Uplift 3=-6(LC 1), 2=-226(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.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-0-0 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=16ft; B=45ft; L=24ft; eave=4ft; Cat.
II; 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-D-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, 226 lb uplift at joint 2
and 19 lb uplift at joint 4.
This item has been
electronically signed and
sealed by Velez, Joaquin, 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.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
®WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,1II-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 Nat
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 ANSI1TP/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
Oty
77427
J3
JACK -OPEN
�_PlyJRYANPRUSSINGT23571160
16
Reference (optional)
undmuers I russ, ron rierce, rL - e4aaz, t3.43U s Mar 22 ZU21 MI I ek Industnes, Inc. Wed Apr 14 08:24:02 2021 Page 1
ID:ZglyV8Skd41E8Zp7zhi2jHzR7Xy-HlmzohuaTOFyWrFk6OM41Zo2ONbcOpin vzlVzOsGB_
-1-6-0 3-0-0
' 1-6-0 ' 3-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
Lid
TCLL 20.0
Plate Grip DOL
1.25
TIC 0.47
Vert(LL)
0.02
4-7
>999
240
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
WE 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC20201TPI2014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=118(LC 12)
Max Uplift 3=-58(LC 12), 2=-247(LC 12), 4=-46(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.
Scale = 1:11.3
0
N
PLATES GRIP
MT20 244/190
Weight: 12 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpj=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 58 lb uplift at joint 3, 247 lb uplift at joint
2 and 46 lb uplift at joint 4.
This item has been
electronically signed and
sealed by Velez, Joaquin, 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.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 8634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE I.4II-7473 rev. 5119/1-020 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional 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 BCS/ Building Component 6904 Parke East Blvd.
SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
ss
Truss Type
Qty
RYAN PRUSSING
TJ5
T23571161
77427
JACK -OPEN
]Ply
12
1
Job Reference (optional)
t,namuers r Fuss, ron tierce, rL - a4voz, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:02 2021 Page 1
1 6-0 ID:Z51yV88Skd4lEBZpzzhi2jHzR7Xy-HlmzohuaTOFyWrFk6OM41Zi1Oil cOpin vzlVzQsGB
1 6-0 5-M
Scale = 1:15.4
0
0
N
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.86
Vert(LL)
-0.02
4-7
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.70
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
>884
240
Weight: 18 lb FT = 20%
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=164(LC 12)
Max Uplift 3=-101(LC 12), 2=-207(LC 12), 4=-2(LC 12)
Max Grav 3=115(LC 17), 2=276(LC 1), 4=87(LC 3)
FORCES. (lb) - Max. Comp.lMax. Ten. - All forces 250 (lb) or less except when shown.
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=16ft; 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.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 101 lb uplift at joint 3, 207 lb uplift at
joint 2 and 2 lb uplift at joint 4.
This item has been
electronically signed and
sealed by Velez, Joaquin, 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.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 8634
6904 Parke East Blvd. Tampa FL 33610
Data:
April 15,2021
®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19Y2020 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 ANSVTP11 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
RYANPRUSSING
T23571162
77427
J5P
JACK -OPEN
8
1
Job Reference (optional)
Gnamoers I Russ, tort Pierce, FL - 34962, 6.430 S Mar 22 2021 MITeK Industries, Inc. Wed Apr 14 08:24:03 2021 Page 1
ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-IUKL?lvCEiNragQSlgvbdF5?HQixLS3v?eeWryzQsGA
-1-6-0 5-0.0
1 6-0 5-0-0
Scale = 1:15.4
O2 N
d
N
5-0-0
Plate Offsets (X,Y)— [2:0-1-2,Edgej, [2:0-0-4,Edge)
LOADING (psf)
SPACING- 2-0-0
CS].
DEFL. in (loc) Vdefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.38
Vert(LL) 0.13 4-7 >447 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.40
Vert(CT) -0.04 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 FBC2020frP12014
Matrix -MP
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=164(LC 12)
Max Uplift 3=-114(LC 12), 2=303(LC 12), 4=85(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=16ft; 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 1-4-3, 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 pelf 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 114 lb uplift at joint 3, 303 lb uplift at
joint 2 and 85 lb uplift at joint 4.
This item has been
electronically signed and
sealed by Velez, Joaquin, 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.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
® WARNING - Venly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19t202O 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 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 ANSLITP11 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
City
Ply
RYAN PRUSSING
T23571163
77427
J7
Jack -Open
27
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:04 2021 Page 1
ID:ZglyV8Skd41 EBZpzzhi2jHzR7Xy-DhujDNwq??ViBq?esXQg9Se7Dg294vl2E104NOzQsG9
-1-6-0 7-0-0
' 1-6-0 ' 7-0-0
i
7-0-0
Scale = 1:19.9
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.56
Vert(LL) -0.08
4-7 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.40
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 FBC2020/TPI2014
Matrix -MP
Wind(LL) 0.17
4-7 >485 240
Weight: 24 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=0-8-0, 4=Mechanical
Max Horz 2=209(LC 12)
Max Uplift 3=-151(LC 12). 2=-231(LC 12), 4=-7(LC 12)
Max Grav 3=166(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
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; 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 151 lb uplift at joint 3, 231 lb uplift at
joint 2 and 7 lb uplift at joint 4.
This item has been
electronically signed and
sealed by Velez, Joaquin, 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.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6834
6904 Parke East Blvd. Tampa FL 33610
Data:
April 15,2021
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
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 ANSUTPII 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
RYAN PRUSSING
T23571164
77427
JC7
Jack -Open
16
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:05 2021 Page 1
ID:ZglyVBSkd41 E8Zpzzhi2jHzR7Xy-htS6QjwSmJdZp_agPFy3igBKWEMFoM2CTx7dvgzQsG8
-1-6-0 2 8 0 7-0.0
1_" 2.8-0 4-4-0
3x4 =
2-8-0
2-8-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Well
Ud
TCLL 20.0
Plate Grip DOL
1.25
TIC0.39
Vert(LL)
-0.09
5-6
>878
360
TCDL 7.0
Lumber DOL
1.25
BC 0.48
Vert(CT)
-0.20
5-6
>425
240
BCLL 0.0
Rep Stress [nor
YES
WB 0.03
Horz(CT)
-0.06
5
n/a
n/a
BCDL 10.0
Code FBC2020frP12014
Matrix -MP
Wind(LL)
0.21
5-6
>388
240
LUMBER -
TOP CHORD
2x4 SP M 30
BOT CHORD
2x4 SP M 30 *Except*
2-7: 2x4 SP No.3
WEBS
2x4 SP No.3
REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical
Max Horz 2=209(LC 12)
Max Uplift 4=-131(LC 12), 2=-227(LC 12), 5=-25(LC 12)
Max Grav 4=157(LC 17), 2=360(LC 1), 5=124(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1:19.4
PLATES GRIP
MT20 244/190
Weight: 26 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=16ft; 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 1-6-10, Interior(1) 1-6-10 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 131 lb uplift at joint 4, 227 Ito uplift at
joint 2 and 25 lb uplift at joint 5.
This item has been
electronically signed and
sealed by Velez, Joaquin, 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.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
--
® WARNING - Verify desiyn parameters and READ NOTES ON THIS AND INCLUDED IdITEK 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■q.Y
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 ANSUTPN 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
RYAN PRUSSING
T23571165
77427
JS1
JACK -OPEN
2
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982. 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:06 2021 Page 1
ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-93OUe3x4XdIQR880zyTIFtjU 1 eoiXpoLibtARGzQsG7
-1-6-0 1-0-0
1-6-0 1-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.47
Vert(LL)
0.00
5
>999
360
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
2
n/a
rile
BCDL 10.0
Code FBC20201TPI2014
Matrix -MP
Wind(LL)
-0.00
5
>999
240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD
BOT CHORD 2x4 SP No.3 BOT CHORD
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Horz 2=74(LC 12)
Max Uplift 3=-7(LC 1), 2=-216(LC 12), 4=-18(LC 1)
Max Grav 3=23(LC 12), 2=179(LC 1), 4=41(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1:7.1
PLATES GRIP
MT20 244/190
Weight: 6 lb FT = 20%
Structural wood sheathing directly applied or 1-0-0 oc purlins.
Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat.
Il; 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) 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 7 lb uplift at joint 3, 216 lb uplift at joint 2
and 18 lb uplift at joint 4.
This item has been
electronically signed and
sealed by Velez, Joaquin, 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.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 8834
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
®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
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the piTe k•
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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
Qly
Ply
RYAN PRUSSING
T23571166
77427
JS3
JACK -OPEN
2
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982,
8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:07 2021 Page 1
ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-dGasrPyiHwtH2ljDXg_Xn5Gfn14OGG2UwFckjzQsG6
3-0-0
3-0-0
Scale = 1:11.3
Plate Offsets (X,Y)— [2:0-2-0,0-1-41
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.47
Vert(LL) 0.02 4-7 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.37
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/TP12014
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 6-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical
Max Harz 2=143(LC 12)
Max Uplift 3=-61(LC 12), 2=-239(LC 12), 4=-50(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=16ft; 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 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) Bearing at joint(s) 2 considers parallel to grain value using ANSIITPI 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 61 lb uplift at joint 3, 239 lb uplift at joint
2 and 50 lb uplift at joint 4.
This item has been
electronically signed and
sealed by Velez, Joaquin, 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.
Joaquin Velez PE No.68182
MIT& USA, Inc. FL Cart 8634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
®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 onlywith 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 ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
RYAN PRUSSING
T23571167
77427
JS5
JACK -OPEN
2
1
Job Reference (optional)
unamners i cuss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:07 2021 Page 1
ID:ZglyVBSkd4lE8Zpzzhi2jHzR7Xy-dGasrPyiHwtH2ljDXg Xn5GhQ13yGG2UwFckJzQsG6
-1.6-0 5-0-0
1.6.0 5-0-0
Scale = 1:15.4
v
o_
d
N
M
6
3x6
Plate Offsets (X,Y)— [2:0-1-12,0-0-4), [2:0-1-15,Edgej
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in floc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.37
Vert(LL) 0.11 4-7 >537 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.40
Vert(CT) -0.04 4-7 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.01 2 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MP
Weight: 21 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=205(LC 12)
Max Uplift 3=-114(LC 12), 2=294(LC 12), 4=-94(LC 12)
Max Grav 3=103(LC 1), 2=276(LC 1), 4=80(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=16ft; 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; 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) 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 114 lb uplift at joint 3, 294 lb uplift at
This item has been
joint 2 and 94 lb uplift at joint 4.
electronically signed and
sealed by Velez, Joaquin, 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.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15, 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 M7ek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall �•
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and 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
RYAN PRUSSING
T23571168
77427
JS7
JACK -OPEN
2
1
Job Reference o tional -
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:08 2021 Page 1
ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-5S7E2lzK2E?8gRIP5NVmKIorERN7?fee9vMHW9zQsG5
-1-6-0 5.0.0 7-0-0
-6- 10 5-0-0 2-0-0
Scale = 1:19.6
3x6
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 0.43
BC 0.53
WB 0.30
Matrix -MP
DEFL. in (loc) I/deft Ud
Vert(LL) 0.26 6-9 >317 240
Vert(CT) -0.12 6-9 >716 240
Horz(CT) -0.01 2 n/a file
PLATES GRIP
MT20 244/190
Weight: 28 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 5-8-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 4=Mechanical, 2=0-8-0, 6=Mechanical
Max Horz 2=267(LC 12)
Max Uplift 4=-24(LC 3), 2=-355(LC 12), 6=-301(LC 12)
Max Grav 4=37(LC 17), 2=345(LC 1), 6=236(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-385/764
BOT CHORD 2-6=-1056/351
WEBS 3-6=-363/1001
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; 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 6-11-4 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) 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.
This item has been
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint 4, 355 lb uplift at joint
electronically signed and
2 and 301 lb uplift at joint 6.
sealed by Velez, Joaquin, 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.
Joaquin Velez PE No.66182
MITek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Data:
April 15,2021
® 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 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
Type
City
Ply
RYAN PRUSSINGT23571169
FCommon
77427
K
2
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:09 2021 Page 1
ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-aehcG4_zpY7?Ibtbe4O?sWL?7rmlk8YnOZ5r2bzQsG4
1-0 0 4.6-2 8-2-0 15-5-0
1 G 0 4-6-2 3-7-14 7-3-0
4
3x4 =
5x6 =
2x3 II
Scale = 1:27.3
3x6 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 FBC2020rrP12014
CSI.
Tic 0.48
BC 0.38
WB 0.13
Matrix -MS
DEFL. in
Vert(LL) -0.12
Vert(CT) -0.24
Horz(CT) 0.02
Wind(LL) 0.15
(loc) Vdefl Lid
6-13 >999 360
6-13 >783 240
5 n/a n/a
6-13 >999 240
PLATES GRIP
MT20 2441190
Weight: 59 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 8-4-10 oc bracing.
WEBS 2x4 SP No.3
SLIDER Right 2x4 SP No.3 -t 2-6-0
REACTIONS. (size) 5=Mechanical, 2=0-8-0
Max Horz 2=120(LC 11)
Max Uplift 5=-302(LC 12), 2=426(LC 12)
Max Grav 5=566(LC 1), 2=655(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less
except when shown.
TOP CHORD 2-3=-866/762, 3-5=812/797
BOT CHORD 2-6=-5901730, 5-6=590/730
WEBS 3-6=-61/339
I6
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=16ft; 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 8-2-0, Exterior(2R) 8-2-0
to 11-2-0, Interior(1) 11-2-0 to 15-5-0 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.
electronically Signed and
6) Refer to girder(s) for truss to truss connections.
sealed by Velez, Joaquin, PE
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint 5 and 426 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.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
®WARNING - Verify design pnramclers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall my
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS117PN 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
RYAN PRUSSING
T23571170
77427
KJ5
DIAGONAL HIP GIRDER
2
1
Job Reference o tional
unamoers truss, Tort Pierce, rL - 34962, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:10 2021 Page 1
ID:ZgIyVBSkd41 E8Zpzzhi2jHzR7Xy-2rF7TQ_barFsvlSoCoXEPjuCAF7pTdoxcDrOa2zQsG3
-2-1-7 3-9-9 7-0-2
2-1-7 3-9-9 3-2-9
Scale = 1:17.6
I�
M
LOADING (psf)
SPACING-
2-0-0
CS1.
TCLL
20.0
Plate Grip DOL
1.25
TIC 0.33
TCDL
7.0
Lumber DOL
1.25
BC 0.26
BCLL
0.0
Rep Stress Incr
NO
WB 0.00
BCDL
10.0
Code FBC2020/TP12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
REACTIONS. (size) 3=Mechanical, 2=0-10-15, 4=Mechanical
Max Horz 2=163(LC 8)
Max Uplift 3=-154(LC 8), 2=451(LC 8), 4=-121(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.
7-0-2
7-0-2
DEFL. in (loc) Vdef1 Ud PLATES GRIP
Vert(LL) 0.22 4-7 >383 240 MT20 244/190
Vert(CT) -0.15 4-7 >562 240
Horz(CT) -0.00 3 n/a n/a
Weight: 25 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=16ft; 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 154 lb uplift at joint 3, 451 lb uplift• at
joint 2 and 121 lb uplift at joint 4.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 lb down and 66 lb up at
1-6-1, 110 lb down and 66 lb up at 1-6-1, and 36 lb down and 73 lb up at 4-4-0, and 36 lb down and 73 lb up at 4-4-0 on top chord,
and 103 lb down and 48 lb up at 1-6-1, 103 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 Velez, Joaquin, 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.
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cart 8634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 ,ev. 5/19/2020 BEFORE USE.
Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall my
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1/1"Pli 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
RYAN PRUSSING
T23571171
77427
KJ7
Diagonal Hip Girder
6
1
Job Reference o tional
Chambers Truss, Fort Pierce, FL - 34982. 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:11 2021 Page 1
ID:ZglyV8Skd4lE8Zpzzhi2jHzR7Xy-W1pNhm?DL9NjXv1_mV2TxxQPpfSpC?Z4rtax7UzQsG2
-2-1-7 5-2-9 9-10-1
2-1-7 5-2-9 4-7-8
Scale = 1:22.6
Ia
3x4 =
5-2-9
i4-7-8
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.21
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 Incr NO
WB 0.35
Horz(CT) 0.01
5 n/a n/a
BCDL 10.0
Code FBC2020rrP12014
Matrix -MS
Weight: 42 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 9-4-8 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 4=Mechanical, 2=0-10-15, 5=Mechanical
Max Horz 2=208(LC 8)
Max Uplift 4=-119(LC 8). 2=441(LC 8), 5=-199(LC 8)
Max Grav 4=126(LC 1), 2=480(LC 1), 5=315(LC 1)
FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-805/530
BOT CHORD 2-7=-600/744, 6-7=-600/744
WEBS 3-7=-95/267, 3-6=7921639
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; 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 119 lb uplift at joint 4, 441 lb uplift at
joint 2 and 199 lb uplift at joint 5.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 lb down and 66 lb up at
This item has been
1-6-1. 110 lb down and 66 Ib up at 1-6-1, 36 lb down and 73 lb up at 4-4-0. 36 lb down and 73 lb up at 4-4-0, and 129 Ib down and
electronically signed and
124 lb up at 7-1-15, and 129 lb down and 124 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
sealed by Velez, Joaquin, PE
48 Ib up at 1-6-1, 17 Ib down and 54 lb up at 4-4-0, 17 lb down and 54 lb up at 4-4-0, and 43 lb down and 17 lb up at 7-1-15, and
Digital Signature.
using a g 9
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.
Printed copies of this
8) 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
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
signature must be verified
Uniform Loads (plf)
on any electronic copies.
Vert: 14=54, 5-8=20
Joaquin Velez PE No.68182
Concentrated Loads (lb)
MiTek USA, Inc. FL Cert 6634
Vert: 13=-71(F=-36, B=-36) 14=57(F=28, B=28) 15=-8(F=-4, B=-4) 16=60(1==-30, B=30)
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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
RYAN PRUSSING
T23571172
77427
KJS7
DIAGONAL HIP GIRDER
1
1
Job Reference o lional
Chambers Truss, Fort Pierce, FL - 34982, tl.46
U s Mar 22 zuzi mi I eK Industries, Inc. Wea Apr 14 Vi1:z4:"I z 4uz i rage -1
ID:ZgiyVBSkd41 E8Zpzzh 2jHzR7Xy-_DNIu60r6TVa93cAKDaiU8za_2mGxQYE4XKVfwzQsG1
2-1-7 5-3-1 9-10-1
2-1-7 5-3-1 4-7-0 '
Scale = 1:22.9
Jx4
5-3-1 ' 4-7-0
0-6-1
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL . 1.25
TC 0.25
Vert(LL) 0.16 6-7 >742 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.39
Vert(CT) -0.11 6-7 >999 240
BCLL 0.0
Rep Stress Incr NO
WB 0.50
Horz(CT) -0.02 5 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix -MS
Weight: 41lb 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 SIP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-2 oc bracing.
WEBS 2x4 SIP No.3
REACTIONS. (size) 4=Mechanical, 5=Mechanical, 2=0-9-13
Max Horz 2=267(LC 24)
Max Uplift 4=-140(LC 8), 5=41 O(LC 8), 2=-624(LC 8)
Max Grav 4=129(LC 1), 5=321(LC 1), 2=529(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1313/1490
BOT CHORD 2-7=-1568/1248, 6-7=-1544/1249
WEBS 3-6=-1229/1513
NOTES-
1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat.
11; 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) Bearing at joint(s) 2 considers parallel to grain value using ANSUiPI 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 140 lb uplift at joint 4, 410 lb uplift at
This item has been
joint 5 and 624 lb uplift at joint 2.
electronically signed and
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 lb down and 81 lb up at
sealed by Velez, Joaquin, PE
1.6-1, 109 lb down and 81 lb up at 1-6-1. 37 lb down and 76 lb up at 4-4-0, 37 lb down and 76 lb up at 4-4-0, and 61 lb down and
Digital Signature.
using a g 9
137 lb up at 7-1-15, and 61 lb down and 137 lb up at 7-1-15 on top chord, and 104 lb down and 39 lb up at 1-6-1, 104 lb down and
39 lb up at 1-6-1, 17 lb down and 4 lb up at 4-4-0. 17 lb down and 4 lb up at 4-4-0, and 42 lb down and 55 lb up at 7-1-15, and 42
Printed copies of this
lb down and 55 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
document are not Considered
9) 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
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 (pig
Joaquin Velez PE No.68182
Vert: 1-4=-54, 5-8=20
MiTek USA, Inc. FL Cart 6834
Concentrated Loads (lb)
6904 Parke East Blvd. Tampa FL 33610
Vert: 13=-52(F=-26, B=-26) 15=-9(F=-4, B=-4) 16=-79(F=-40, B=-40)
Date:
April 15,2021
® WARNING -Verify desiyn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 5/19f2020 BEFORE USE.
Design valld 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 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
City
Ply
RYANPRUSSING
T23571173
77427
M
Roof Special
1
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:13 2021 Page 1
ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-SQx76S1TtmdRmDBNtw5x1 MWfzS5ggwbNJB32BMzQsGO
1 6 0 2-8-0 5-0-0 8-2-0 9-10-0 13-0-0 , 16 4-0 17-10-0
1-6-0 2-8-0 2-4-0 3-2-0 1-8-0 3-2-0 3-4-0 1-0-0
I
4x4 =
Scale=1:31.5
3x4 = 2x3 II 3x4 II 4x4 = 3x4 =
3x5 =
2x3 11
i 2-8-0 8-2-0 9-10-0 13-0-0 16-4-0 i
2-8-0 5-6-0 1-8-0 3-2-0 3-4-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Udell
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.62
Vert(LL)
-0.14 13-14
>999
360
TCDL
7.0
Lumber DOL
1.25
BC 0.51
Vert(CT)
-0.30 13-14
>658
240
BCLL
0.0
Rep Stress Incr
YES
WB 0.32
Horz(CT)
0.12 8
n/a
n/a
BCDL
10.0
Code FBC2020/TPI2014
Matrix -MS
Wind(LL)
0.18 13-14
>999
240
LUMBER -
TOP CHORD
2x4 SP M 30
BOT CHORD
2x4 SP M 30 *Except*
6-11: 2x4 SP No.3
WEBS
2x4 SP No.3
REACTIONS.
(size) 2=0-8-0, 8=0-8-0
Max Horz 2=-126(LC 10)
Max Uplift 2=-438(LC 12), 8=-438(LC 12)
Max Grav 2=685(LC 1), 8=685(LC 1)
PLATES GRIP
MT20 244/190
Weight: 76 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-6-5 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-17=-278/314, 34=-1532/1341, 4-5=1099/970, 5-6=-10361935, 6-7=-1182/1051,
7-8=-1174/957
BOT CHORD 3-14=-1123/1469, 13-14=-1123/1469, 12-13=-623/972, 10-11 =-1 58/252, 8-10=-776/1064
WEBS 5-13=-433/595, 4-13=-560/573, 10-12=-634/832
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=16ft; 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 1-6-10, Interior(1) 1-6-10 to 8-2-0, Exterior(2R)
8-2-0 to 11-2-0, Interior(1) 11-2-0 to 17-10-0 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) 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-D-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 438 lb uplift at joint 2 and 438 lb uplift at
joint 8.
Ig ld
This item has been
electronically signed and
sealed by Velez, Joaquin, 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.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 8834
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
®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 ANS11TPl1 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
Job
Truss
Truss Type
Qty
Ply
RYAN PRUSSING
T23571174
77427
MV2
Valley
5
1
Job Reference (optional)
Chambers Truss, Fort Pierce, FL - 34982,
3x4
8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:14 2021 Page 1
ID:ZglyV8Skd41 EBZpzzhi2jHzR7Xy-wcWJol5e4IHONmZRecAZZ2xHsYOP Rn1NXrpckpzQsG?
2-0-0
2-0-0
5 an r1T
Scale = 1:6.9
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Vdef1 Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 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 n/a
BCDL 10.0
Code FBC2020ITP12014
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 cc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS. (size) 1=2-0-0, 2=2-0-0, 3=2-0-0
Max Horz 1=29(LC 12)
Max Uplift 1=-19(LC 12), 2=35(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 (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=16ft; 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) 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 19 lb uplift at joint 1 and 35 lb uplift at
joint 2.
This item has been
electronically signed and
sealed by Velez, Joaquin, 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.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 15,2021
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19f2020 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 trus9 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 ANSUTP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610
Job
Truss
Truss Type
Oty
Ply
RYANPRUSSING
T23571175
77427
MV4
Valley
2
1
Job Reference o tional
Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Wed Apr 14 08:24:14 2021 Page 1
ID:ZglyV8Skd41 E8Zpzzhi2jHzR7Xy-wcWJol5e41HONmZRecAZZ2rasWrPRnWXrpckpzOsG7
4-0-0
4-0-0
3x4
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.50
TCDL
7.0
Lumber DOL
1.25
BC 0.19
BCLL
0.0
Rep Stress Incr
YES
WB 0.00
BCDL
10.0
Code FBC2020rrP12014
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=71(LC 12)
Max Uplift 1=-48(LC 12), 3=77(LC 12)
Max Grav 1=116(LC 1), 3=117(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1:11.1
2
3x4 II
DEFL. in (loc) Udefl Ud PLATES GRIP
Vert(LL) n/a n/a 999 MT20 2441190
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=16ft; 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 48 lb uplift at joint 1 and 77 lb uplift at
joint 3.
This item has been
electronically signed and
sealed by Velez, Joaquin, 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.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 8834
8904 Parke East Blvd. Tampa FL 33810
Date:
April 15,2021
® 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 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 ANSLITPlf Quality Criterla, 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
PLATE LOCATION AND ORIENTATION
tj 3j4' Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
0-116
For 4 x 2 orientation, locate
plates 0- 'r16' from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20120
software or upon request
PLATE SIZE
The first dimension is the plate
4 x 4 width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T or I bracing
if indicated.
BEARING
Indicates location where bearings
(supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Min size shown is for crushing only.
Industry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
i 'i1mbe1'I,ig System A GeneralSafety Notes
6-4-8 dimensions shown in ft-in-sixteenths
(Drawings not to scale)
7 2 3
TOP CHORDS
C1-2 C2.3
o WEBS At4
O �'''
3a O
ELO a~c7-a csa O0
BOTTOM CHORDS
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-1311, ESR-1352, ESR1988
ER-3907, ESR-2362, ESR-1397, ESR-3282
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber values
established by others.
© 2012 MiTek® All Rights Reserved
—�e
MiTek°
MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See BCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
S. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSUTPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without prior
approval of an engineer.
17. Install and load vertically unless indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSI/TPI 1 Quality Criteria.
21.The design does not take into account any dynamic
or other loads other than those expressly stated.