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HomeMy WebLinkAboutTrussREADING DIMENSIONS
THS IS ADErAIL ON HOW TO READ THE
DIMENSIONS ON THE TRUSS LAYOUT.
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24-08-00 11-04-00 9-04-00 14-00-00 12-04-00
71-08-00
REFER TO BCSI -Bt
60 degrees
or
Dr less
Builders
FirstSource
4408 Airport Road, Plant City, Florida, 33567
Phone: (813) 305-1300 Fax: (813) 305-1301
A.) Fabrication and Delivery: One approved truss placement diagram must be returned to the truss manu-
facturer before fabrication and delivery will be scheduled. It is the client's responsibility to coordinate
delivery dates with the truss manufacturer. The client shall provide a marked location for delivery,
which must be accessible, level and clear of materials and debris; in lieu of this, trusses will be delivered
in the best available location at our driver's discretion. No back charges will be accepted if the above
criteria are not met. Care and handling of the trusses following delivery is the responsibility of the client.
B.) Installation & Bracing: BCSI 1-03 B1 ( Building Component Safety Information) SBCA / TPI guidelines
shall be followed when handling, installing & bracing trusses. Temporary and I or permanent bracing and
blocking is not included in the truss package. Trusses shall be braced to prevent rotation and provide
lateral stability in accordance with the requirements specified in the construction documents for the
J building and on the individual truss design drawings. The overall stability of the truss system is the
> responsibility of the building designer.
O
a C.) Field framing: 1.) Tray ceilings and other ceiling transitions may require field framing by others.
li 2.) Ceiling drops and valleys not shown are to be field framed by others.
Q
z D.) Repairs: Truss related problems are to be reported to the truss manufacturer ASAP, preferably in
w writing. Do Not Cut Any Trusses before contacting the truss manufacturer with specifics of the problem.
_J Any field modifications made without an engineered repair drawing will be the responsibility of the
U client. Repair information may require written approval by the client prior to production and / or delivery
of any necessary material or repair drawings. No back charges or crane charges of any kind will be
accepted, unless specifically approved in writing by the truss manufacturer's management.
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E.) This Truss Placement Diagram was not created by an engineer, but rather by the BFS staff, and is
purely to be used as an installation guide and does not require a seal. Complete truss engineering and
analysis can be found on the Truss Design Drawings which may be sealed by the Truss Design
Engineer.
*** Approved By:
Please Print Name:
Delivery Date :
Employed By Approval Date
Roof - Load: 40# psf; 20 TCLL, 10 TCDL, 00 BCLL, 10 BCDL; Dur.: 1.25
T.C. Pitch
8 / 12
MiTek Engineering
MiTek 2020
B.C. Pitch
/ 12
Building Code
: FBC 2017
T.C. Size
2x4
ASCE 7-10
Heel Hgt.
2x4
TPI 1-2014
Bearing
Block/Frame
Truss Design
Comp. & Cladding
Cantilever
24"
Uplift Calculations
MWFRS
Overhang
Wind Speed / Exposure
170 mph / Exp. C
O.H. Cut
Mean Height
<_ 15'
Spacing
24" O.C.
Bldg. Cat. (Factor)
II (1.00)
Lumber
SP
Enclosure (Coefficient)
Enclosed (± 0.18 )
Entry
Exposed to Wind
Lanai
Exposed to Wind
•-. rrr•• 0'-On
:.
All Bearing Heights Above Finished Floor
Simpson
Strong -Tie
LUS24
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HTU28
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HGUS210-4
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HHUS46
QQ THA422
THAC422
@ THA426
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Installation shall be per connector manufacturer's guidelines. All connectors and tie downs,
other than truss to girder truss connectors, are to be specified and supplied by others.
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Only Points Listed Above have. Reaction >5000.or Uplift >1000
Values shown on the sealed Truss Design Drawings supersede the above.
N1 Revised to add front entry trusses.
N2 '.
N3
N5
Client : FL DESIGN BUILD INSPECT
Project : Resendiz Residence REVIEWED FOR
Address: 4413 Pressler Lane CODE COMPLIANCE`
Fort Pierce, FL. 34945 ST. LUCIE COUNTY'..
County Saint Lucie County BOCC
l �
Date 03/20/2020 Scale 1/4" = V-0" for 24x36 D size sheet
Revised 03/24/2020 Drawn By N. Oglesby
Sheet # 1 of 1 Job # 2238115
MATERIAL LIST
)TY DESCRIPTION
8 HTU26
170 PIGGYBACK PLATES p
Aegmye-L
1 _ ) I 2IP2i /2 _I
Ilne repan a,pprar. d I Teline span pprox. I
141k 30' to 60' Span
Spreader Bar
REQUIRED
REFER TO BCSI -1211
yam.
)IMENSIONS Builders
FirstSource
1 —06-08
FEET INCHES SIXTEENTHS
4408 Airppoort Road, Plant City, Florida, 33567
Phone: (813)305-1300 Fax: (813) 305-1301
A.) Fabrication and Delivery: One approved truss placement diaggram must bereturnedtothetrussmanu-
recover before fabncahon and delivery will be scheduled. It is the client's responsibility to coordinate
'...
delivery dates with the truss manufacturer: The client shall Provide a marked location for delivery,
which must be accessible, level and clear of materials and dabns; in lieu of this, trusses will be delivered
In the best available location at our drivers discretion. No back charges will be accepted tithe above
critena are not met. Care and handling of the trusses following delivery is the responsibility of the client.
B.) Installation & Bracing: BCSI 1-03 Bi (Building Component Safety Information) SBCA/TPI guidelines
shall be followed when handling, Installing & bracing trusses. Temporary and / or permanent bracing and
blocking is not Included In the truss package. Trusses shall be braced to prevent rotation and provide
—
J
lateral stability In accordance with the requirements specified in the construction documents for the
building Individual
O
and on the truss design drawings. The overall stability of the truss system is the
responslbfilty of the building designer.
K
C.) Field framing: 1.) Tray ceilings and other will transitions may require field framing by others
OIL
2.) Ceiling drops and valleys not shown are to be field framed by others.
Q
Z
D.) Repairs: Truss related problems are to be reported to the truss manufacturer ASAP, preferablyy In
Do Not Cut Any Trusses before
UU
7
writing. contacting the truss manufacturer with specifics of the pproblem.
Any field modifications made without an engineered repair drawing will be the responsibility the
U
of
client. Repair information may require written approval by the client prior to production and / ordelivery
of any necessary material or repair drawings. No back charges or crane charges of any kind wilt be
accepted, unless specifically approved in writing by the truss manufacturers management
E.) This Truss Placement Diagram was not mated by an engineer, but rather by the BFS staff, and is
purely to be used as an installation guide and does not require a seal. Complete truss engineering and
analysis can be found on .the Truss Design Drawings which may be sealed by the Truss Design
Engineer.
««« Approved By: Delivery Date:
P68M Pdn Name: Employed By MRrsvel Date
Roof - Load: 40# psf; 20 TCLL, 10 TCDL, 00 BCLL, 10 BCDL; Our.:.1.25
T.C. Pitch. 8 112
MiTek Engineering MITek 2020
"
IY
B.C. Pilch . / 12
Building Code FBC 2017
0
0
T.C. Size 2x4
- : ASCE 7-10
z
Heel Hgt. 2x4
TPI 1-2014
rn.
Bearing :. Block/Frame
Truss Design :. Comp. & Cladding
UU
Cantilever 24"
Uplift Calculations MWFRS
Overhang
Wind Speed / Exposure 170 mph / Exp, C
-
U
O.H. Cut
Mean Height s. 15'
Spacing 24" O.C.
Bldg. Cat. (Factor) II (1.00)
Lumber SP
Enclosure (Coefficient) :. Enclosed 0.18)
Entry :. Exposed to Wind
Lanai Exposed to Wind
UU
9'4" Brg' Hgt
w
10,-0„ Brg. Hgt
c=i
9'-4" Int. Brg. Hgt.
w
_
oc
All Bearing Heights Above. Finished Floor
rn
Simpson LUS24 cQHTU26-2 © HGUS28-2 (2) HGUS210-4
Strong -Tie (DO HTU26 HTU28-2 Q HGUS26-3
HTU28 HGUS26-2 Q HGUS28-3 Q`HHUS46
UJ
Q THA422 @ THA426 @ . 'Q .
z
THAC422 © HHUS48- - QR . '. QT ;
Installation shall be per connector manufacturer's guidelines. All connectors and Is downs,
other than truss to girder truss connectors, are to be specified and supplied by others,
OO R: U:
tt Ri U:.
(9 R: U:.
® R:.. U:
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Only Points Usted Above have Reaction>5000 or Uplift>1000
Values shown on the sealed Truss Designg Drawings supersede the above.
Revised to add front entry trusses.
@
—
m
:..
H
2
NS
NA
Client : FL DESIGN BUILD INSPECT
o
z
Project: Resendiz Residence
z
Address: 4413 Pressler Lane
LU
Fort Pierce, FL. 34945
v
County : Saint Lucie County
ATTENTION!
DANGER TING SINGLE TRUGBE6
WITH 8P 8MORE THAN so""
E WILL C. OAM.GE OR INJURY AK
1ILZ To BCSI-B1
.0 gees
wleu
rePoeePo� Ta una n.
so- to 90'span
spreader Bar
REQUIRE,
REFER TO SCSI -B1
0
Date :. 03/20/2020
Revised 03/24/2020
Scale 1/4" =1'-0" for 2436 D size sheet
Drawn By. N. Oglesby
Sheet# 1 of 1
Job If 2238115
MATERIAL
LIST
QTY
DESCRIPTION
8
HTU26
170
PIGGYBACK PLATES
Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
RE: 2238115 -
Site Information:
Customer Info: FI Design Build Inspect
Lot/Block: .
Address: 4413 Pressler Lane, .
City: Fort Pierce
MiTek USA, Inc.
6904 Parke East Blvd.
T FL 33610-4115
Project Name: Resendiz Residence Model: Uu�dm
Subdivision: Resendiz Residence
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: FBC2017/TP12014 Design Program: MiTek 20/20 8.2
Wind Code: ASCE 7-10 Wind Speed: 170 mph
Roof Load: 40.0 psf Floor Load: N/A psf
This package includes 83 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
T19778722
A01
3/24/20
15
T19778736
A14
3/24/20
2
T19778723
A01A
3/24/20
16
T19778737
A15
3/24/20
3
T19778724
A02
3/24/20
17
T19778738
A16
3/24/20
4
T19778725
A03
3/24/20
18
T19778739
B01
3/24/20
5
T19778726
A04
3124/20
19
T19778740
B02
3/24/20
6
T19778727
A05
3124/20
20
T19778741
B03
3/24/20
7
T19778728
A06
3/24/20
21
T19778742
B04
3/24/20
8
T19778729
A07
3124/20
22
T19778743
B05
3/24/20
9
T19778730
A08
3/24/20
23
T19778744
B06
3/24120
10
T19778731
A09
3/24/20
24
T19778745
B07
3/24/20
11
T19778732
A10
3/24/20
25
T19778746
B08
3/24/20
12
T19778733
A11
3/24/20
26
T19778747
B09
3/24/20
13
T19778734
Al2
3/24/20
27
T19778748
B10
3/24/20
14
T19778735
A13
3/24/20
28
T19778749
B11
3/24/20
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 Builders FirstSource (Plant City, FL).
Truss Design Engineer's Name: Velez, Joaquin
My license renewal date for the state of Florida is February 28, 2021.
IMPORTANT NOTE: The seal on these truss component designs is a certification
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 ANSl1TPI 1, Chapter 2.
No6618:2
p ' STATE. O F
O <Cr
�N_.�
33610
March 24,2020
Velez, Joaquin 1 of 2
RE: 2238115 -
Site Information:
MiTek USA, Inc.
6904 Parke East Blvd.
Tampa, FL 33610-4115
Customer Info: FI Design Build Inspect Project Name: Resendiz Residence Model: Custom
Lot/Block: . Subdivision: Resendiz Residence
Address: 4413 Pressler Lane, .
City: Fort Pierce State: FL
No. Seal# Truss Name Date
29
T19778750
B12
3/24/20
30
T19778751
B13
3/24/20
31
T19778752
B14
3/24/20
32
T19778753
B15
3/24/20
33
T19778754
B16
3/24/20
34
T19778755
B17
3/24/20
35
T19778756
B18
3/24/20
36
T19778757
B19
3/24/20
37
T19778758
CA
3/24/20
38
T19778759
CAE E
3/24/20
39
T19778760
CJ3
3/24/20
40
T19778761
ME
3/24/20
41
T19778762
CJ5
3/24/20
42
T19778763
CJ5E
3/24/20
43
T19778764
CJ5T
3/24/20
44
T19778765
D01
3/24/20
45
T19778766
D02
3/24/20
46
T19778767
D03
3/24/20
47
T19778768
D04
3/24/20
48
T19778769
D05
3/24/20
49
T19778770
E01
3/24/20
50
T19778771
E02
3/24/20
51
T19778772
E03
3/24/20
52
T19778773
E04
3/24/20
53
T19778774
E05
3/24/20
54
T19778775
EJ5
3/24/20
55
T19778776
EJ5E
3/24/20
56
T19778777
EJ5T
3/24/20
-57
T19778778
HJ5
3/24/20
58
T19778779
HJ5E
3/24/20
59:
T19778790
HJ5T
3/24/20
60-
T19778781
1V1G-1
3/24/20
61
T19778782
PB1
3/24/20
62
T19778783
PB2
3/24/20
63
T19778784
PB3_
3/24/20
64
T19778785
PB4
3/24/20
65
T19778786
PB5
3/24/20
66
T1977&787
PB6-
3/24/20
67
T19778788
PB7
3/24/20-
68
T19778789.
-PB8
3/24/20
69
T19778790
.PB9
3/24/20
70
T19778791
PB10
3/24/20
71
T19778792
PB11
3/24/20
72
T1-9778793
PB12
3/24/20
73
T19778794
PB13
3/24/20
74
T19778795
PB14
3/24/20
75
T19778796
WE
3/24/20
76
T19778797
V2E
3/24/20
77
T19778798
V3E
3/24/20
78
T19778799
WE
3/24/20
79
T19778800
V5E
3/24/20
80
T19778801
VM3
3/24/20
81
T19778802
VM5
3/24/20
82
T19778803
VM7
3/24/20
83
T19778804
VM9
3/24/20
2 of 2
Job
Truss
Truss Type
Qty
Ply
T19778722
2238115
A01
PIGGYBACK BASE
4
1
Job Reference (optional)
Builders First Source, Plant City, FL, 33563 8240 a Feb 7 2020 MTek Industries, Inc. Tue Mar 2413:22:04 2020 Page 1
ID: nMYxFCYdHx2DaDkcr6J BR9z7-Ero-il DzofXl m6L33KDnM RyZQr16L9 WejwpOSHAswV4z)gl1
r 2-0-D22-2-0 i 29A-0 i _36M 42-0-0 44-0-D
2M- 6-0-0 6-&-0 7 0 7-2-0 6-8-0 6-0-0 2 0
TOP CHORD UNDER PIGGYBACKS TO BE LATERALLY
BRACED BY PURLINS AT 2-0-0 O.C. MAXIMUM.
TYPICAL FOR ALL APPLICABLE TRUSS DESIGNS 6x8 G
IN THIS JOB. 5
2x4 11
,An zt 6 q9 ql%
6x8
Ad
21 20 36 19 18 it 31 16 36 15 14 39 13 12
ST1.5x8 STP = ST1.5x8 STP = 3x4 =
6x8 =
3x8 =
3x4 = 6x8 =
Scale = 1:80.6
ST1.5x8 STP =
i 2-602�Fp e-4-0 t5-0-0 22-2-0
44-4-0
29A-0 a2.4r0
2-0-0 fi-0-0 68-0 7-2-0
7-2-0 68-0 60-0 2-0-0
Plate Offsets (X Y)- f1:0-3-9,0-1-81 f5:0-48 0-1-121, f7:0-4-8,D-1-12L fl l:0-3-9,0-1-81
f13:0-3-t3 D-3-01
f20:0-3-8,0-3-01
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)
-0.10 15-16 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.55
Vert(CT)
-0.18 15-16 >999 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.74
Horz(CT)
0.03 12 n/a nla
BCDL 10.0
Code FBC2017rTP12014
Matrix-MSH
Weight: 283 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied, except [PS]
BOT CHORD 2x4 SP No.2
2-D-0 oc puffins (4-7-14 max.): 5-7.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
1 Row at midpt 4-20, 5-18, 5-16, 6-16, 8-15
REACTIONS. (lb/size) 21=333/0-8-0, 20=1697/0-6-0, 12=1517/0-8-0
Max Horz 21=526(LC 10)
Max Uplift21=456(LC 12), 20=1215(LC 12), 12=937(LC 12)
Max Grav 21 =363(LC 21), 20=1877(LC 17), 12=1625(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-39/315, 4-29=1116/847, 5-29=11121878, 5-30=1410/1176, 30-31=1410/1176,
6-31=1410/1176, 6-32=1410/1176, 32-33=1410/1176, 7-33=1410/1176,
7-34=-1612/1180, 8-34=1616/1149, 8-9=1677/1084, 9-35=1708/1068,
10-35=1.737/1066
BOT CHORD 20-21=-594/474, 20-36=-406/288, 19-36=-406/288, 18-19=-406/288, 17-18=1841916,
17=3T=-1 84/916,16-37=184/916, 16-38=-380/1152, 15-38=380/1152, 14-15=661/1291,
14-39=661/1291, 13-39=-661/1291
WEBS 2-21=366/294, 2-20=235/260, 4-20=1799/1273, 4-18=499/1112, 5-18=485/429,
5-16=-558/848, 6-16= 497/584, 7-15=151/508, 8-15=574/367, 8-13=2011307,
10-13=-846/1305, 10-12=-1704/1261
NOTES-
1) Unbalanced roof live loads have been considered for -this design.
2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=44ft; eave=5ft; Cat. II;
Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 4-5-3, Interior(1) 4-5-3 to 15-0-0, Exterior(2) 15-0-0 to
21-3-4, Interior(1) 21-3-4 to 29-4-0, Exterior(2) 29-4-0 to 35-7-4, Interior(1) 35-7-4 to 44-4-0 zone; cantilever left and right exposed ;
porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are 3x6 MT20 unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tabby 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.Opsf. -
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 466 lb uplift at joint 21, 1215 lb uplift at joint
20 and 937 lb uplift at joint 12.
8) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with 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 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
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 ANSMII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
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'Plb:68182
MiTeksUSA, hc:'FL CeR 8634
6604'Parke EestrBlgd.;Tampa FL;33610"
Dafes
March 24,2020
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778723
2238115
A01A
Piggyback Base
1
1
Job Reference (optional)
Builders Firsttiource (Plant (:rty, FL), Plant Glty, FL - 33bB/, 8.240 s Mar 9 202U Mi I eK Industries, Inc. Tue Mar 24 10:50:13 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-ReiXtsf?cF4_BVmBROShl7MYj?IiBJmz1 GOpa?zX158
30-5-0
2-0-0 B-0-O 15-0-0 22-2-1 2&5-0 2 3Cr0-0 42-0 0 44-0 0
2-4-0 6-0-0 6$-0 7-2-0 63-0 0-11 S7-0 6-0-0 24-0
1-1-0
Scale = 1:85.1
6x8 2x4 11
3x4 = 5x6 = 2x4 1
5 33 34 6 35 35 7 8 9 37
24 23 se 22 21 4U 20 19 16 15 14
ST1.5x8 STP = ST1.5x8 STP = 3x4 = 4x8 = 2x4 11 2x4 I I 4x8 = ST7-5x8 STP =
2x4 11 6x8 =
2-" 444-0
2-0-0 84-0 160-0 22-2-0 28-5-0 30-5-0 36-0-0 42-0-0 42
240-0 6-M 6A-0 7-2-0 630 2.
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Udefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.84
Vert(LL)
0.11 9-17
>999
240
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.46
Vert(CT)
-0.17 20-21
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.95
Horz(CT)
0.05 14
n/a
n/a
BCDL 10.0
Code FBC2017rTP12014
Matrix-MSH
Weight: 333 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No.3
WEBS
REACTIONS. (size) 24=0-8-0, 23=0-8-0, 14=0-8-0
Max Horz 24=526(LC 10)
Max Uplift 24=446(LC 12), 23=1227(LC 12), 14=935(LC 12)
Max Grav 24=334(LC 21), 23=1836(LC 17), 14=151O(LC 1)
FORCES. (lb) - Max-.Comp:/Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=74/349, 4-5=1D99/871, 5-6=-1394/1165, 6-7=1555/1215, 7-8=1555/1213,
8-9=-2029/1555, 9-10=1833/11298, 10-12=-1717/1071
BOT CHORD 23-24=594/474, 21-23=-424/300, 20-21=181/858, 9-17=-471/465, 17-18=421/1158,
7-18=241 /380
WEBS 2-24=337/283, 2-23=-268/269, 4-23=1825/1284, 4-21=50971069, 5-21=505/436,-
5-20=552/750, 6-20=-671/620, 18-20=423/1123, 10-15=-468/444, 12-15=793/1200,
12-14=1-707/1268, 15-17=638/1142_6-18=77/276, 8-18=-370/431, 8-17=6631951
Structural wood sheathing directly applied or 3-6-2 oc pudins.
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
1 Row at micipt 9-17, 7-18
1 Row at midpt 4-23, 5-21, 5-20, 6-20
NOTES-
1) Unbalanced roofiive loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=la2mph; TCDL-=4.2psf; )3CDL=6.Opsf; h=25ft; B=45ft; L=44ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS-(directional) and C-C Exterior(2) 0-0-0-to 4-5-3, Interior(1) 4-5-3 to 15.0-0, Exterior(2) 15-0-0 to
21-3-4, Interior(1) 21-3-4 to 29-4-0, Exterior(2)-29-4-0 to 35-7-4, Interior(1) 35-7-4 to 44-4-Dzone;-antilever.left and right exposed
porch left exposed;C-C for members and forces & MWFRS for reactions shown;.Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are 3x6 MT20 unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconc urrent 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, with BCDL = 10.Opsf.
7) Provide mechanical connection (by -others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
24=446, 23=1227, 14=935.
WARNING - Verify design parameters and READ NOTES ON MS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Alexandria, VA 22314.
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 146.68182
IT&USA Inc. FGCertfi634
6904�rParkerEast Blvd. Tampa FL.33610
,Date:
March 24,2020
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778724
2238115
A02
PIGGYBACK BASE
1
1
Job Reference (optional)
eunaers rust source, viam city, rL, 33su3 8240 a Feb 7 2020 MTek Industries, Inc. Tue Mar 24 13:23:18 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-X_hyKyRjLrgZxit0h_HvQOB_QLu7FGC 11hnr4nzXbt
2-4 8-4-0 15-0-0 22-2-0 29-" 36-0-0 42-U 42
2 4-0 6-0-0 6 8-0 7-2-0 7-2-0 64-0 6-0-0
6x8 ;
2x4 11 6x8 -�-
Scale = 1:81.3
6
d
J
9
10
I
19 18 s1 1r 16 32
15
33 14 13 as 12 11
ST1.5x8 STP = ST1.5x8 STP = 3x4 =
3x8 =
3x4 = 44 = ST1.5x8 STP =
2x4 I I 6x8 =
i 2-0-02K1�0 8-4-0 15-0-0 22-2-0
29-0-0 3s-0-0 42-1-0 42r4r0
' 2-0-0Oh-b 6-0-0 ' 6b9 ' 7-2-0s-B-0
Plate Offsets (X,Y)- fl:0-3-9,0-1-81,f5:0-4-8,0-1-121 f7:0-4-8,0-1-121 118:0-3-8 0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Udell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.89
Vert(LL)
-0.10 13-15 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.55
Vert(CT)
-0.18 13-15 >999 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.77
Horz(CT)
0.03 11 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-MSH
Weight: 277 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied, except end verticals, and[PS]
BOT CHORD 2x4 SP No.2
2-0-0 oc puriins (4-7-14 max.): 5-7.
WEBS 2x4 SP No.3
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
1 Row at midpt 4-18, 5-16, 5-15, 6-15, 8-13
REACTIONS. (lb/size) 19=334/0-8-0, 18=1702/0-8-0, 11=1344/0-8-0
Max Horz 19=-495(LC 10)
Max Uplift 19= 434(LC 12), 18=1243(LC 12), 11=847(1-C 12)
Max Grav 19=364(LC 21), 18=1872(LC 17), 11=1510(LC 18)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-49/307, 4-24=1107/840, 5-24=1065/868, 5-25=141011174, 25-26=1410/1174,
6-26=1410/1174, 6-27=1410/1174, 27-28=1410/1174, 7-28=1410/1174,
7-29=1582/1204, 8-29=1624/1175, 8-30=1703/1136, 9-30=1763/1120,
9-11 =1 52911031
BOTCHORD 18-19=551/444, 18-31=374/239, 17-31=374/239, 16-17=-374/239, 16-32=228/900,
15-32=228/900, 15-33=-486/1141, 14-33=-486/1141, 13--1-4=-486/1141, 13-34=789/1339,
12-34=789/1339
WEBS- 2-19=3-43/270, 2-18=267/267, 4-18=18a1/1298, 4-16=521/1120, 5-16=468/444,
5.15=569/854, 6-15=-492/581, 7-13=1707522; 8-13=598/397, 8-12=-184/275,
-9-TZ 724/1261
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=42ft; eave=5ft; Cat. II;
Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 4-2-13, Interior(1) 4-2-13 to 15-0-0, Exterior(2) 15-0-0 to
This item has been
20-11-13,antedor(1) 20-1.1-13 to 29-4-0, Exterior(2) 29-4-0 to 35-3-13, Interior(1) 35-3-13 to 42-4-0 zone; cantilever left exposed ; porch
electronically signed and
left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
sealed b Velez, Joaquin, PE
y oa q
3) Provide adequate drainage to prevent water ponding.
4) All plates -are 3x6 MT20 unless otherwise indicated.
using a Digital Signature.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Printed Copies of this
6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
document are not considered
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
Signed and Sealed and the
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 434 lb uplift at joint 19, 1243 Ib uplift at joint
be
18 and 847 lb uplift at joint 11.
Signature must Verified
8) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
On any electronic Copies.
;Jgaquia:Velei,PE'N6.68762
LOADCASE(S) Standard
Ml 46SA Inc.FLCert8634. ,
6904 P.arke,East Sivd:?arnpa FL:83610'
'Date:
March 24,2020
AWARNING - verify design parameters and READ NOTES ON TIOS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 1010312015 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 WOW
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVBiTek�
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, 218 N. Lee Street, Suite 312. Alexandria, VA22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778725
2238115
A03
Piggyback Base
1
1
Job Reference (optional)
Builders FirstScuree (Plant Glty, FL), Plant Glty, FL - JJbb/, a.tvu s wrar a tutu rvu r eK rnauscnes, nrc. i ue rwai — ru.uu. io tutu rye i
ID: nMYxFCYdHw2 DaD kcr6J B R9zZE ro-rDOfV uhtuASZ2zV 168?Owm_3sC IrOfvPjEcTAKzX155
22 0 8-4-0 160-0 64-0 22-2-0 29-4-0 36 :0 42-3-4
2-4-0 60.0 660 -4-0 610.0 7-2-0 660 6-3-0
5x6 =
3x4 = 2x4 II 6x8 ��
5 6 25 26 7 27 28 8
ST1.5x8 STP = 4x8 = ST1.5x8 STP = 4x8 =
3x6 = 2x4 11 3x6 = 6x8 =
3x6 = 3x4 =
Scale = 1:81.5
I�.
4x4 = ST1.5XB STP =
3x6 11
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.84
Vert(LL) 0.25 16-18 >661 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.63
Vert(CT) -0.21 16-18 >790 180
BCLL 0.0
Rep Stress Incr YES
WB 0.99
Horz(CT) 0.02 11 n/a n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix-MSH
Weight: 295 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-13 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied
or 6-0-0 oc bracing.
WEBS 1 Row at midpt
5-18, 5-16, 6-15, 7-15, 8-15, 9-13, 6-16
REACTIONS. (size) 19=0-8-0, 16=0-8-0, 11=0-74
Max Horz 19=-489(LC 10)
Max Uplift 19=-766(LC 12), 16=1569(LC 12), 11=552(LC 12)
Max Grav 19=636(LC 21), 16=1942(LC 2), 11=1116(LC 18)
FORCES. (lb) -Max. Comp.; Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=381/583, 4-5=749/996, 6-7=605/518, 7-8=605/518, 8-9=10151715,
9-10=112661719, 10-11=-11031673
BOT CHORD 18-19=-524/474, 16-16=-424/4130; 15-16=537/536, 13-15=-86/642, 12 13=457/957
WEBS 2-19=668/788, 2-18=337/283, 4-18=8421711, 5-18=-135811014. 5-16=-865/959,
6-15=-797/1193, 7-15=-4461545, 8-15=600/389, 8-13=240/602, 9-13=-722/485,
10-12=-406/891, 6-16=1208/947
NOTES-
1) Unbalanced roof live loads -have been considemd for this design.
2) Wind: ASCE 7-1D;_Vult=170mph (3-second gust) Vasd=132mph; TCDL=47.2psf; 3CDL=6.0psf; h=25ft; B=45ft; L=42ft; eave=5ft'. Cat.
II; Exp C; Encl., GCpi=0-18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 4-2-12, Interior(1) 4-2-12 to 15-0-0, Exterior(2)-15-0-0
to 20-11-12, Intedor(1) 20-11-12 to 29-4-0, Exterior(2) 29-4-0 to 35-3-12, Interior(1) 35-3-1210 42-1-8 zone; cantilever left exposed ;
porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60-plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
This item has been
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 rectangle3-6.0 tall by 2-0-0 wide
-electronically signed and
will fit between the bottom chord and any other members, with BCDL = 1D-Opsf.
Sealed by Velez, Joaquin, PE
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
using a Digital Signature.
19=766, 16=1569, 11=552.
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
mrrekiUSA Inc FL Cert 8634.....,
6e6 Parke East,Btvd:TampaFL.338„1,_0;,
Dates,
March 24,2020
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use onlywith Mi rek® connectors. This design is based only upon parametersshown, and is for an individual building component, not �s
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall /� i
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek*
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
ype
Qty
PlyT19778726
FPggyb,,k
2238115
A04
Base
3
1
Job Reference (optional)
Builders Firstbource (Plant Gay, FL), Plant Gity, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 10:50:17 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-JPy1 iEiVfUaQf64ygsWdTzXDEc6x78pYyuMljmzX154
2.4-0 8-0-0 15-0.0 22-2-0 29-4-0 32-11-8 36-0.0 42-3.4
2-4-0 5-10.0 7-2-0 3-7-8 3-0.8 63-4
5x6 = 4X6 = 2x4 II 5x8 =
e 5 6 33 34 7 35 36 8
g
I4I6
Scale = 1:90.0
<.+ ur — 4X8 = 3X4 = 15 -14 13
lL
ST1.5x8 STP —_ 4x8 = ST1.5x8 STP = 2x4 11 4x8
= ST1.5x8 STP =
3X4 = 2x4 II
6x8 =2x4 II
24-0 18-8-0 364)-0
2-0-0 84-0 16-0-0 18-0-8 22-2-0 29d-0 32-8-0 32- -8
42-34
2-0.0 6D0 8-0-0 2-0-8 3&-0 7 . 34-0 3-0-8
63-0
04-0 0-3-8
Plate Offsets (X,Y)—
[1:0-3-9,0-1-8], [5:D-3-12,0-2-0] [8:0-5-12,0-2-0], [11:Edge,0-1-12]
[16:0-6-0 0-4-0]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udefl Ltd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.93
Vert(LL) 0.27 22-24 >621 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.57
Vert(CT) 0.22 22-24 >755 180
BCLL 0.0
Rep Stress Incr YES
WB 0.88
Horz(CT) 0.03 12 n/a n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix-MSH
Weight: 315 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing
directly applied or 2-2-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
1 Row at midpt
6-20
5-2-0 oc bracing: 20-22
10-0-0 oc bracing: 14-16
WEBS 1 Row at midpt
5-24, 5-22, 7-18, 8-18, 6-18
REACTIONS. (size) 12=0-7-4, 25=0-8-0, 22=0-8-0
Max Harz 25=-489(LC 10)
Max Uplift-12=731(LC 12), 25=1105(LC 12), 22=1016(LC 12)
Max Grav 12=1128(LC 18), 25=720(LC 21), 22=1941(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=673/1.165, 4-5=MM/1566, 5-6=386/742, 6-7=900/1039, 7-8=-900/1039,
8-9=1at011171, 9-1Q=1632/13111, 10-11=-1420/1-025,_11-12=1235/910
BOT CHORD 24-25=528/470, 22-24=278/38, 17-18=-428/728, 16-17=681/960, 9-16=335/604,
20-22=-12451724,6-20=1122r735
WEBS 2-25=91511235, 2-24=-8201389, 4-24=8411711, 5=24=1213/951, 5-22=-727/511,
8-17=3311735, 9-17=7571498, 13-16=683/1043, 10-13=532/512, 11-13�618/886,
7-18=-445/551, 8-18=-4811778,-6-18=57611132
NOTES-
1) Unbalanced roof -live loads have been considered far. -this desigirr-
2)--WincLASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=42ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C-EQerior(2) 0-041-to 4-2-12, Interior(1) 4-2-12-to 15-0-0, Exterior(2) 15-0-0
This item has been
to 20-11-12, Interior(1) 20A 1-12 to 29-4-0, Exterior(2) 29-4-0 to 35-3-12, Interior(i) 35-3-12 to 42-1-8 zone; cantilever left exposed ;
electronically signed and
porch left 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) Provide adequate drainage to prevent water ponding.
using a Digital Signature.
4) All plates are 3x6 MT20 unless otherwise indicated.
5) This truss has been designed fora 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, with BCDL=10.opsf.
signed and sealed and the
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (it=lb)
signature must be verified
12=731, 25=1105, 22=1016.
on any -electron ic copies.
,Joaquih<Ve)ez PE'No.88182
MiTek iJSA Inc FL Cett-6634 ,
5904ParkeEast:Blyd�7ampa FL.33610'
Date -
March 24,2020
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 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 p�
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYi�'r
1� '
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 ANSYTP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778727
2238115
A05
Piggyback Base
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 10:50:19 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-Go3o7vjmB5g8vQEKoFIY5YOc7lQnRb2J rPCr7nf2X152
2-4-0 N.I.
-4-0 15-0-0 -4- 22-2-0 29-4-0 32-11.8 36-0-0 42-0.0
24-0 60.0 6-8-0 4-0 5-10.0 7-2-0 3-7-8 30.6 6-0.0
5x6 =
4x6 = 2x4 II 5x8 =
__ 5 633 34 7 35 36 8
Scale = 1:89.7
11 — — 4X0 — sxv — 15 ,Y
- -
ST1.5x8 STP —_ 4x8 = ST1.5xe STP = 2x4 11 3x8 = ST1.5x8 STP =
3x4 = 2x4 II
6x8 =2x4 II
24-0 10-8-0 36-M
2-0-0 84-0 16-0-0 18-0$ 22-2-0 29h-0 32A-0 32- -8
42-0-0
2-0-0 6-04 8-0-0 2-0-8 3G-0 7-2-0 3-0-0 3-0-8
0-0-0 ()-m
Plate Offsets (X,Y)-
[1:0-3-9,0-1-81, [5:0-3-12,0-2-01, [8:0-5-12,D-2-01. [11:Edge,O 1-121,
[16:0-6-0,0-4-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefi L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.93
Vert(LL) 0.27 22-24 >625 240
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.57
Vert(CT) 0.22 22-24 >759 180
BCLL 0.0
Rep Stress Incr YES
WB 0.88
Horz(CT) 0.03 12 n/a n/a
BCDL 10.0
Code FBC20171TP120114
Matrix-MSH
Weight: 314 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing
directly applied or 2-2-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
1 Row at midpt
6-20
5-2-0 oc bracing: 20-22
10-0-0 oc bracing: 14-16
WEBS 1 Row at midpt
5-24, 5 22, 6-18, 7-18, 8-18
REACTIONS. (size) 12=0-4-0, 25=0-8-0, 22=0-8-0
Max Harz 25=484(LC 10)
Max Uplift 12=-724(LC 12), 25=1101(LC 12), 22=1015(LC 12)
Max Grav 12=1116(LC 18), 25=723(LC 21), 22=1925(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-669/1160, 4-5=1060/1560, 5-6=383/737, 6-7=-890/1029; 7-8=-890/1029,
8-9=-1286/1152, 9-1 0=1 581/1266, 10-11=-1350/977, 11-12=1222/900
BOT CHORD 24-25=-522/465, 22-24=272/42, 17-18=-425/717, 16-17=668/935, 9-16=300/552,
20-22=12301715, 6-20=11081726
WEBS 2-25=912/1230, 2-24=-815/392, 4-24=8421710, 5-24=1213/951, 5-22=722/514,
6-18=-567/1117, 7-18=-445/551, 8-18=463/70, 8-17=314/710, 9=7=-726/478,
13-16=663/994, 10-13=534/506, 11-13=609/878
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=42ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 4-2-6, Interior(1) 4-2-6 to 1S0-0, Exterior(2) 15-0-0 to
This item has been
20-11-4, Interior(1) 20-11-4 to 29-4-0, Exterior(2) 29-4-0 to 35-3-4, Interior(1) 35-3-4 to 41-10-4 zone; cantilever left exposed ; porch
electronically signed and
left exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
sealed by Velez, Joaquin, PE
3) Provide adequate drainage to prevent water ponding.
using a Digital Signature.
4) All plates are 3x6 MT20 unless otherwise indicated.
Printed Copies Of this
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
document are not considered
will fit between the bottom chord and any other members, with BCDL = IO.Opsf.
signed and sealed and the
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
signature must be verified
12=724,25=1101,22=1015.
on any electronic copies.
.Joaquiri:Velaz PENo;68162'
MiTek U SA "Inc. FG:Cert'6634
6904. Parke lad B1 cI.,Tampa F(33610`
Date:
March 24,2020
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with M7ek6 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 1 VAiTek•
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 ANSUTF11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safefylnformafion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19776728
2238115
A06
Piggyback Base
1
1
Job Reference (optional)
Builders Flrs[SOurce (I'lanl Grty, FL), Nlant tarty, FL - 33bbi, 6.24D S mar v zuzu mi i eK inaustnes, Inc. I ue mar z4 i U:DU:zI zuzu rage 1
ID: nMYxFCYdHw2DaDkcr6JBR9zZEro-CABYYbI0jj4sBkNjvhbZdpiw6DT73yy8sWKEsXzX150
29-8-0
2-0-0 8-0-0 i 15-0-0 16-0-0i 22-2-0 26-8-0 27,0r0 32-11-8 1= 4241-0
2-0-0 6-0-0 6b-0 4-0 5-10-0 4-0-0 2-8-0 3-3-0 3-0-8
5x8 = 5x6 = 2x4 I1 5x8 =
5x6 =
5 634 35 7 36 837 9 38
Scale = 1:90.7
26 25 41
24 4223 22 43 204x8 — 44
45 46
15
14 13
1'-
3x4
ST1.5x8 STP —_ 4x8 =
ST1.5x8 STP =
2x4 11
3x8 =
3x4 = 2x4 II
6x8 = 2x4 II
24-0
18-8-0
36-0-0
2-0-0 i 84-0 16-0-0
I != i i 22-2 O
I 26A-0
27 32-8-0 32- -8
42-0-0
f 2 6-0-0 8-0-0
2-0-8 3E-0
4E-0
SA-0 8 3-0-8
6-0-0
0-0-0
0.3A
Plate Offsets (X Y)—
[1:0-3-9 D-1-8], [5:0-4-0 0-1-9] [8:0-2-12 0-2-12], [9:0-3-12,0-z-0], [12:Edge 0-1-12], [17:0-4-8,0-2-4]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.87
Vert(LL)
0.26 23-25 >637 240
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.56
Vert(CT)
0.22 23-25 >775 180
BCLL 0.0
Rep Stress Incr YES
WB 0.87
Horz(CT)
0.03 13 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-MSH
Weight: 337 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 `Except`
TOP CHORD
Structural wood sheathing directly applied or 3-8-8 oc purlins,
5-8: 2x6 SP No.2
except end verticals.
BOT CHORD 2x4 SP No.2 *Except*
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
10-15: 2x4 SP No.3
1 Row at midpt
6-21
WEBS 2x4 SP No.3
5-1-0 oc bracing: 21-23
10-0-0 oc bracing: 15-17
WEBS
1 Row at midpt
6-19, 9-18, 5-25, 5-23, 7-19, 8-19
REACTIONS. (size) 13=Mechanical, 26=D-8-0, 23=0-8-0
Max Horz 26=-477(LC 10)
Max JUpTrft 13=-726(LC 12), 26=1105(LC 12), 23=1008(LC 12)
Max Grav 13=1140(LC 18), 26=728(LC 21), 23=1965(LC 17)
FORCES. -(Ib)—Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 24=666/1156, 4-5=1049F1532, 5-6=387/745, 6-7=-873/1002, 7-8=873/998,
-&9=-1097/1071, 9-1 0=1 68611376, 10-11=-1547/1234, 11-12=1344/972,
12-13=1218/896
BOT CHORD 25-26=-516/46D,.23-25=-266/42, 1.8-19=-457/730, 17-18=-439/725, 10-17=296/282,
21-23=1253/742, 6-21=1119/759-
WEBS 2-28=-911/1228, 2-25=-805/389, 4-25=829/663, 6-19= 498/1111, 9-17=-510/891,
14-17-608/996, 11-14=476/446, 1-2-14=-591/875, 5-25=11601937, 5-23=711/395,
B-18=01330, 7-19=336/374, 8-19=578/160
NOTES-
1) Unbalanced roof live loads have been considered for this design.
This item has been
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45M L=421t; eave=5ft; .Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 4-2-6, Interior(1) 4-2- 6 to 15-0-0, Exterior(2) 15-0-0 to
electronically signed and
19-2-6, Interior(1) 19-2-6to 29-8-0, Exterior(2)29-8-0 to 33-10-6, Interior(1) 33-10-6 to 41-10-4 zone; cantilever left exposed ; porch
sealed by Velez, Joaquin, PE
left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
using a Digital Signature.
3) Provide adequate drainage to prevent water ponding.
Printed Copies Of this
4) All plates are 3x6 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.
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, with BCDL = 10.Opsf.
signature must be verified
7) Refer to girder(s) for truss to truss connections.
on any, electronic copies.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
Joaquimvelez ?E 96.68182
13=726,26=1105,23=1008.
MITek't1SA Inc FL`Gert8634', .
69D4 Parke East $]Xd„Tampa F433610':
Date:;
March 24,2020
®WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE Mll-7473 rev. 1010312015 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 �y
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall R q e'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i V'OTeK•
is always required for stability and to prevent collapse with possible personal Injury and property damage. Fot 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, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778729
2238115
A07
Piggyback Base
1
1
Job Reference o tional
Builders FirstSource (Plant City, FL), Plant City, FL - 3356/, 6.241.1 8 mar 9 Zu2u MI I eK Industries, Inc. I ue mar z4 lU:6u:z3 zu2u rage 1
ID:nMYxFCYdHw2DaDkcr6JBR97ZEro-BZJJzHnGFKLaN1X616d1 iEnGD19cXrVRKgpLwQzX15_
2-4-0 8-4-0 16-0.0 6-4- 22-2-0 26-8-0 2&0-0 32-11-11 38-0.0 42-0.0
2-4-0 6.040 6-f o -4-0 5-10.0 4-10 2-0-0 3-11-8 3-0.8 6-0.0
5x6 =
4x5 = 2x4 II 5x8 =
r.— 5 634 35 7 36 37 8 _ 2.4 11 3.4 =
C
26 25 40 24 4123 22 42 19 43 44 45 16 15 14 46 13
3x6 = 3x4 =
ST1.5x8 STP —_ 4x8 = ST1.5x8 STP = 48 —_ 2x4 11 3x8 = 3x6 I I
3x6 =3x4 = 2x4 11
3x6 =3x6 II 6x8 =2x4 II
2A-0 18-M 36-M
i 211
-H 8-0-0 16-0-0 1818 2-2 2-0 3 26-8-0 29-0-0 32-8-0 2-11-8 i 42-0.0
20-0 6-0-0 2-0-8 3b0 4E-0 2-0-0 3A-0 3-0-8
Scale = 1:91.0
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014
CSI.
TC 0.83
BC 0.56
WB 0.93
Matrix-MSH
DEFL. in (loc) I/defl Ud
Vert(LL) 0.25 23-25 >660 240
Vert(CT) -0.21 23-25 >797 180
Horz(CT) 0.02 13 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 347 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 5-4-7 oc purlins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x4 SP No.3 BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
1 Row at midpt 10-17, 6-21
5-0-0 oc bracing: 21-23
6-0-0 oc bracing: 15-17
WEBS
1 Row at midpt 12-13, 9-17, 11-14, 12-14, 5-25, 5-23, 8-20
, 7-20, 6-20
REACTIONS. (size) 13=Mechanical, 26=0-8-0, 23=0-8-0
Max Horz 26=594(LC 12)
Max Uplift 13=657(LC 12), 26=804(LC 12), 23=1378(LC 12)
Max Grav 13=1028(LC 24), 26=704(LC 21), 23=1967(LC 17)
-FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-471/746, 4-5=680/1129, 5-6=0/299, 6-7=470/617, 7-8=-470/617, 8-9=-827/779,
9-10=-765/640, 10-11=-757/633, 11-12=-545/458, 12-13=931/868
BOT CHORD 25-26=-547/531, 23-25=-272/5, 18-20=599/675, 17-18=740/823, 21-23=1286/791,
6-21=1149/811
WEBS 2-26=621/915,2-25=-4531362, 4-25=844/679, 8--18=400/754, 9-16=548/488,
14-17=-404/619, 11-17=496/589, 1144=851/870, 12-14=-797/947, 5-25=128411046,
5-23=906/766, 8-20=567/210, 7-20=341/418, 6-20=-628/1103
NOTES-
1) Unbalanced roof live loads have been -considered for this design.
This Item has been
2) Wind: ASCE 7-10; VulIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=42ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 4-2-6, Interior(1) 4-2-6 to 15-0-0, Exterior(2)15-0-0 to
electronically signed and
19-2-6, Interior(1) 19-2-6 to 26-8-0, Exterior(2) 26-8-0 to 29-0-0, Interior(1) 29-0-0 to 41-10-4 zone; cantilever left exposed ; porch left
sealed by Velez, Joaquin; PE
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
using a Digital -Signature.
3) Provide adequate drainage to prevent water ponding.
Printed Copies Of this
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
document are not considered
will fit between the bottom chord and any other members, with BCDL=10.Opsf.
Signed and Sealed and the
6) Refer to girder(s) for truss to truss connections.
Signature must be Verified
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
OR an electronic, copies.
13=657, 26=804, 23=1378.
.Joaquin Velez 015 N06.68182
MiTWUSA Iric.FLCert6834:_ ,
664 Parke East 131gil. Tampa.FC;33610 ".
'Date;
March 24,2020
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 114II.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing '���`
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
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, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778730
2238115
A08
Piggyback Base
1
1
Job Reference (optional)
o.— s mai a zuzu rvn i eK muusnes, inc. i ue mar t,t -w:ou:zq zuzu rage i
I D: nMYxFCYd Hw2DaD kcr6JBR9zZEro-clthAdnuOeTR?B61agBG FS KRq RVkGHwaZUYuRszXl4z
4-0-0
I-22-2-2B-0 0.00 312--1111-8Bi 36-0.0 i 420.1240 8-5
240 6-0.0 6-80 1510.0 4-60
5x6 = 4x6 = 2x4 11 5x8 =
o 5 634 35 7 36 37 8
0
0
V
n
I
Scale = 1:91.0
26 25 39 24 4023 22 41 19 42
— 43 44 — — 14 45 13
3x4 —
3x6 =
jr,15
ST1.5x8 STP — 4x8 = ST1.5x8 STP = —
4x8
2x4 11 3x10 = 3x6 11
3x6 = 3x4 = 2x4 11
3x6 =3x6 II 6x8 =2x4 11
24-0 18-8-0
36-0-0
2-M 11 84-0 164-0 18-48 22-2-0 26-8-0
32-8-0 32- -8 42-0-0
2-" 6-0-0 .11 2-0-8 3 6-0
0-0-0 0-3-8
Plate Offsets (X,Y)—
11:0-3-9,0-1-81,[5:0-3-12,0-2-01,[8:0-6-4 0-2-41,[17:0-54,0-2-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Udefl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.84
Vert(LL)
0.26 23-25 >644 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.56
Vert(CT) -0.21 23-25 >793 180
BCLL 0.0
Rep Stress Incr YES
WB 0.92
Horz(CT)
0.02 13 n/a n/a
BCDL 10.0
Code FBC2017lrP12014
Matrix-MSH
Weight: 335 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 5-1-7 oc purlins,
BOT CHORD 2x4 SP No.2 `Except`
except end verticals.
10-15: 2x4 SP No.3 BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
WEBS 2x4 SP No.3
1 Row at midpt 6-21
5-0-0 oc bracing: 21-23
10-0-0 oc bracing: 15-17
WEBS
1 Row at midpt 12-13, 12-14, 5-25, 5-23, 7-20, B-20, 6-20
REACTIONS. (size) 13=Mechanical, 26=0-8-0, 23=0-8-0
Max Horz 26=50 i (LC 12)
Max Uplift 13=-656(LC 12), 26=854(LC 12), 23=1329(LC 12)
Max Grav 13=1018(LC 18), 26=700(LC 21), 23=1953(LC 17)
FORCES. (lb) -Max, Comp./Max. Ten. -All forces250 (lb) or less -except Wien shown.
TOP CHORD 24=-466/823, 4.5=735/1206, 5-6=39/381, 6-7=552/700, 7-8=552/700, 8-9=-838/824,
9-10=-908/754, 10-11=901/750, 11-12=-640/537, 1-2-13=927/859
BOT CHORD 25-26=-455/439, 23-25=251/1, 18-20=570/653, 17-18=862/971, 21-23=1297/803,
6-21=1160/822
WEBS 2-26=664/974, 2-25=515/359, 4-25=843/679, 8-18=361/693, 9-18=622/5-22,
14-17=-492/711, 11-17=523/616, 11-14.=-883/891, 12-14= 836/996, 5-25=1269/1034,
5-23=-861/714, 9-17=260/335r7-20=340/407, 8-20=-580/235, &20=617/1110
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuk=170mph {3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=42ft; eave=5ft; Cat.
This item
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) D-0-0 to 4-2-6, Interior(1) 4-2-6 to 15-0-0, Exterior(2) 15-0-0 to
has been
19-2-6, Interior(1) 19-2-6 to 26-8-0, Extedor(2) 26-8-0 to 31-0-0, Interior(1) 31-0-0 to 41-10-4 zone; cantilever left exposed ; 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) Provide adequate drainage to prevent water ponding.
using a Digital Signature.
4) This truss has been designed for a 10.0 psf bottom chord -live load nonconcurrent with any other live loads.
Printed this
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
copies of
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
document are not considered
6) Refer to girder(s) for truss to truss connections.
signed and Sealed and the
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
signature must be verified
13=656, 26=854, 23=1329.
on. any electronic copies.
.Joaquin Velez PE No:681B2
M[Tek-USA, Inc FL` Cert 8634'..,
69D4'parke East AIyd.Tampa FL„ 33910:
!'Date:
March 24,2020
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �•
a truss system. Before use, the building designer must verify the applicability of design parameters and 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 t�e•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778731
2238115
A09
Piggyback Base
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 10:50:26 2020 Page 1
ID:nMYxFCYdHw2DaDkc16JB R9zZEro-Z8_RbJp9YFjBEVGgiFBkKtPm9E5kkANtOo1?WIzXl4x
2-4-0 8-4-0 15-0-0 16-0- 22-2-0 268.0 33-0.0 36-0-0 42-0.0
z-4-0 6-0.0 6-&0 -4-0 5-10.0 4-6.0 6-4-0 3-0.0 6-0.0
5x6 = 4x6 = 2x4 II 5x8 =
e Fo_� 5 633 34 7 35 36 8
V
IL
I9
3X6 = _. 1s
ST1.5x8 STP —_ 4x8 = ST1.5x8 STP = 4x8 —_ 2x4 11 3x10 = 3x6 I I
3x6 = 3x4 = 2x4 I I
3x6 =3x6 II 6x8 =2x4 II
24-0 18-8-0
i 2-0-0 84-0 16-0-0 ii&48 22-2-0 26&0 32-&0 3 36-0-0 42:
2-0-0 6-0-0 8-0-0 2-0-8-8 36-0 46-0 6-0-0 -0 3-0-0 6-0.0
Scale = 1:91.0
Plate Offsets (X Y)—
[1:0-3-9 0-1-8] [5:0-3-12 0-2-0] [8:0-5-12 0-2-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/clef] L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.85
Vert(LL)
0.27 22-24 >630 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.85
Vert(CT)
0.22 22-24 >777 180
BCLL 0.0
Rep Stress Incr YES
WB 0.99
Horz(CT)
0.03 12 n/a n/a
BCDL 10.0
Code FBC2017rrPI2014
Matrix-MSH
Weight: 325 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied or 4-10-7 oc purlins,
8-9: 2x6 SP No.2
except end verticals.
BOT CHORD 2x4 SP No.2 `Except'
BOT CHORD
Rigid ceiling directly applied or 5-10-13 oc bracing. Except:
9-14,6-22: 2x4 SP No.3
1 Row at midpt 6-20
WEBS 2x4 SP No.3
4-6-0 oc bracing: 20-22
10-0-0 oc bracing:14-16
WEBS
1 Row at midpt 11-13, 5-24, 5-22, 7-19, 8-19, 6-19
REACTIONS. (size) 12=Mechanical, 25=0-8-0, 22=0-8-0
Max Horz 25=407(LC 12)
Max Uplift 12=661(LC 12), 25=908(LC 12), 22=1269(LC 12)
.Max Grav 12=979(LC 22), 25=699(LC 21). 22=191 O(LC 17)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) -or -less except when shown.
TOP CHORD 2-4=-465/894, 4-5=795/1277, 5-6=102/456,-6-7-634/765, 7-8=634/765,
-8-9=912/837, 9-0#-12121969, 10-11=788/653, 11-12=925/855
BOT CHORD 24-25=-411/368, 22-24=-268/7, 17-19=542/633, 16-17=991/1240, 9-16=347/386,
20-22=1278/790, 6-20=1142,1807
WEBS 225=711/1029, 2--24=-575/364, 4-24=843/679, 8-17=271/596, 9-17=-812/573,
10-13=945/931, 11-13=-905/1096,.13-16=595/803, 10-16=643/832, 5-24=1253/1021,
5-22=816/659, 7-19=336/395,-8=19=577/231, 6-19=-599/1087
NOTES-
1)-Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=42ft; eave=5ft; Cat.
11; Exp C;-Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 4-2-6, Interior(1) 4-2-6 to 15-0-0, Exterior(2) 15-0-0 to
152-6, Interior(l)-19-2-6 to 26-8-0, Exterior(2) 26-8-0 to 30-10-6, Intedor(1) 30-10-6 to 41-10-4 zone; cantilever left exposed ; parch
left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord rive load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
12=661, 25=908, 22=1269.
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.
,JoaquW Velaz PE'No.88182
MiTak"USA Inc. Fl-cert 6634
10904 Parke East i31vd. Tampa FL 33610 :.
.March 24,2020
WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 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 c
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 (Teri•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPIi Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
T19778732
2238115
A10
Piggyback Base
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2410:50:27 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-1 KYppegnJZRsfrtGyizt4yy?eUZTh21 FSnZ2BzXl4w
&40 15-0-0 22-2-0 26-8-0 350-0 42-0-0
2-4-0 6-a0 6-8-0 7-2-0 4-60 8-4-0 7-a0
Scale = 1:76.2
6x8 =
2x4 11 5x8 =
5 25 26 627 28 7
19 18 16 01 14 13 14 11 10
3x6 _ 2x4 II 4x4 = 17 15 4x8 = 3x4 = 4x4 = 3x6 II
3x6 = 3x6 =
6x8 =
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.78
Vert(LL) -0.13 11-13 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.68
Vert(CT) -0.28 11-13 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.70
Horz(CT) 0.02 10 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-MSH
Weight: 296 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 `Except'
TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc purlins,
5-7,7-8: 2x6 SP No.2
except end verticals.
BOT CHORD 2x4 SP No.2 P *Except`
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
10-12: 2x4 SP No.2
WEBS 1 Row at midpt 4-16, 5-16, 5-14, 6-14, 7-14, 8-13, 9-11
WEBS 2x4 SP No.3
REACTIONS. All bearings 14-8-0 except Qt=length) 10=Mechanical, 15=0-3-8.
(lb) - Max Horz 19=-415(LC 10)
Max Uplift All uplift 100 lb or less at joint(s) except 10=619(LC 12), 19=265(LC 12), 18=-239(LC 12),
16=-1093(LC 12)
Max Grav All reactions 250lb or less atjoint(s) 15 except 10=1002(LC 22), 19=419(LC 21), 18=445(LC 17),
16=1546(LC 1)
FORCES. (lb) -Max. CompJMax. Ten. --Ail-forces 250 (lb) or less except when shown.
TOP CHORD 4-5=-38/327, 5-6=676/633, 6-7=674/630, 7-8=927/669, 8-9=1237/803,
9-10=-958/779
BOT CHORD 18-19=387/444, 16-18=281/228, 15-16=-323/252, 14-15=323/252, 13-14=356/627,
11-13=824/1258
WEBS 2-19=327/389, 2-18=279/210, 4-18=333/285, 4-16=-447/341, 5-16=138311113,
5-14=793/1142, 6-14=400/414, 7-14=657/329, 7-13=174/522, 8-13=-797/533,
8-11=654/635, 9-11=93611466
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=1.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=42ft; eave=5ft; Cat.
Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 4-2-6, Interior(1) 4-2-6 to 15-0-0, Exterior(2) 15-0-0 to
19-2-6, Interior(1) 10-2-6 to 26-8-0, Exterior(2) 26-8-0 to 30-10-6, Interior(1) 30-10-6 to 41-10-4 zone; cantileverleft exposed ;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where
used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other
suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion
protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this
design. Building designer to verify suitability of this product for its intended use.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 619 lb uplift at joint 10, 265 lb uplift at
joint 19, 239 lb uplift at joint 18 and 1093 lb uplift at joint 16.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of.fhis
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 F1;Cert 6634, .,
5998 Parke East Blvd Tampa FL:33610"
Da£es:'
March 24,2020
t& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MTeM 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 Mffek'
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 SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778733
2238115
All
Piggyback Base
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2410:50:29 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-zjgaDKr1 rA5j5y_FNNkRyVi IiSEuxYxKilGf74zXl4u
2-0-0 Vol50.0 22-2-0 26-8-0 31-10-0 37-0.0 42-0.0
2-4-6 6-0 68-0 7-2-0 4-r>0 52-0 5-2-0 5-0.0
6xl2 MT20HS i
2x4 I I 5x8 =
5 26 27 628 29 7
20 19 st -1a 17 as 16 - 15 14 " 13 12 11
ST1.5x8 STP =
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
5x6 =
SPACING-
2-0-0
Plate Grip DOL
1.25
Lumber DOL
1.25
Rep Stress Incr
YES
Code FBC2017rrP12014
LUMBER -
TOP CHORD
2x4 SP NO.2 `Except`
3-5: 2x4 SP No.1
BOT CHORD
2x4 SP No.t
WEBS
2x4 SP No.3
REACTIONS. (size) 11=Mechanical, 20=0-8-0
Max Horz 20=-449(LC 10)
Max Uplift 11=-984(LC 12), 20=-1209(LC 12)
Max Grav 11=1630(LC 18), 20=1844(LC 17)
3x4 = 3x8 = 3x4 = 3x4 =
5x6 =
Scale = 1:73.9
CSI.
DEFL.
in (loc) Vdefl Ud
PLATES
GRIP
TC 0.77
Vert(LL)
0.19 15 >999 240
MT20
244/190
BC 0.44
Vert(CT) -0.27 16-17 >999 180
MT20HS
187/143
WB 0.93
Horz(CT)
0.07 11 n/a n/a
Matrix-MSH
Weight: 288 lb
FT = 20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc puffins,
except end verticals.
BOT CHORD
Rigid ceiling directly applied or 5-1-3 oc bracing.
WEBS
1 Row at midpt 4-17,
6-16, 10-12, 8-15
FORCES. (lb) --Max. Comp./Max- Ten. -AT[ forces 250 (lb) or less except when shown.
TOP CHORD 2-4=2147/1276, 4-5=-2102/1419, 5-6=2033/1478, 6-7=2033/1478, 7-8=2264/1553,
8-9=-2599/1638,9-10=-2365/1478,10-11=-1693/1178
BOT CHORD 19-20= 412/496; 17-19=-1073/1862, 16-1-7=847/1640, 15-16=-909/1572,
13-15=-1252/2049, 12-13=1526/2434
WEBS 2-20=-2017/1413, 2-19=-997/1600, 4-19=-295/347, 4-17=492/305, 5.17=110/461,
5-16=-283/530, 6-16=-414/478, 7-16=253/419, 7-15=-403/804, 9-12=-1500/1063.
i0-12=-1751/2825-8=13=-107/371, 8-15---_q21/582, 9=73=-452/323
NOTES-
1) Unbalanced roof live loads have been considered for this -design.
2)- .Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=42ft; eave=5ft; Cat.
II; Exp Encl-, GCpi=0.18; MWFRS (directional) atld_C-CFxterior(2) 0r0-0 to 4-2-6, Interior(1) 4-2-6 to 15-0-0, Exterior(2) 15-0-0 to
19-2-6, Interior(1) 19-2-6 to 26-8-0, Exterior(2) 26-8-0 to 30-10-6, Interior(1) 30-10-6 to 41-10-4 zone; cantilever left exposed ;C-C for
members and forces S MWFRS for reactions shown; Lumber DQL==1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) All plates are 3x6 MT20 unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads.
7) ` This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = I O.Opsf.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 984 lb uplift at joint 11 and 1209 lb uplift
at joint 20.
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.
.loaquin:velez PE Wo 68187
MiTek-1!§A Inc FCGert,6634
6til)4. Parke Fist Bjvd,Tampa FL 33B10:
Date:,
March 24,2020
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �4
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall i
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
city
Ply
7R,,fsSpecial
T19778734
2238115
Al2
1
1
Job Reference (optional)
Builders FlrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 Mi rek Industries, Inc. Tue Mar 24 10:50:30 2020 Page 1
I D:nMYxFCYd Hw2DaD kcr6J B R9zZEro-RvEyRgsfbU Daj6ZSx4FgVja QAsWfg_RTxP?Df WzX14t
2-0-0 8-4-0 150-0 22-2-0 z6-8-o 3z-1 ao 39-0-0 a2-O-0
2-o Mo 6-8-0 7-2-0 a-6-0 s-z-0 6-2-0 3-0-0
6x12 MT20HS i
2x4 I I 5x8 =
5 26 27 628 29 7
20 19 31 16 17 32 16 33 15 14 34 13 12 11
ST1.5x8 STP =
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
5x6 =
SPACING-
2-0-0
Plate Grip DOL
1.25
Lumber DOL
1.25
Rep Stress Incr
YES
Code FBC2017/TPI2014
LUMBER -
TOP CHORD
2x4 SP No.2 *Except*
3-5: 2x4 SP No.1
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.3
REACTIONS. (size) 11=Mechanical, 20=0-8-0
Max Horz 20=480(LC 10)
Max Uplift 11=-978(LC 12), 20=-1215(LC 12)
Max Grav 11=1667(LC 18), 20=1838(LC 17)
3x4 =
Scale = 1:73.9
IN.
3x8 = 3x4 = 4x4 = 5x8 =
CSI.
DEFL, in
(loc) I/deft Ud
PLATES
GRIP
TC 0.98
Vert(LL) 0.19
15 >999 240
MT20
244/190
BC 0.66
Vert(CT)-0.2916-17
>999 180
MT20HS
187/143
WB 0.98
Horz(CT) 0.09
11 n/a n/a
Matrix-MSH
Weight: 281 lb
FT = 20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 4-7-10 oc bracing.
WEBS
1 Row at midpt 4-17, 6-16, 8-15
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=2166/1282, 4-5=2124/1426, 5-6=2060/1484, 6-7=2060/1484, 7-8=2294/1544,
8-9=-2763/1666,8-10=2562/1512, 10-11=-1774/1113
BOT CHORD 19-20=-451/525, 17-19=-983/1879, 16-17=758/1655, 15-16=-824tl582,
13-15=-1256/2162, 12-13=1599/2694
WEBS 2-20=-2032/1420, 2-19=-1001/1617, 4-19=-299/347, 4-17=-489/303, 5-17=109/459,
5-16=-288/534, 6-1&=-410/469, 7-16=261/422, 7-15=370/796, 8-15=1022/625,
8-13=-28/365, 9-13=-555/358, 9-12=1682/1112, 10-12=180i/3072
NOTES-
1) Unbalanced rooRive loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=42ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)10-0-0 to 4-2-6, Interior(1) 4-2-6 to 15-0-0, Exterior(2) 15-0-0 to
19-2-6, Interior(1) 19-2-6 to 26-8-0, Exterior(2) 26-8-0 to 30-10-6, Interior(1) 30-10-6 to 41-10-4 zone; cantilever left exposed ;C-C for
members and -forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage -to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) All plates are 3x6 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 978 Ill uplift at joint 11 and 1215 lb uplift
at joint 20.
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,66llk
MiTek;USA hic: FL Cert 6634 ,
690 ParkeEastBjvd;TampaFL;33810;;
Date,
March 24,2020
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with 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 g ■■■
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M O
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610
Job
Truss
Truss Type
city
Ply
T19778735
2238115
A13
Hip
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 10:50:31 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-v5oKeOtHMnLRLGBeVomvl w6biFrrPRVcA3lm ByzX14s
2-40 8-40 13-0.0 20-10-0 i 28-8-0 33:-0 i 39-4-0 i- 41.8
2-4-0 6-0-0 48-0 7-10-0 7-10-0 48-0 6-0.0 2-40
Scale = 1:67.9
5x8 =
2x4 II 5x8 =
4 27 28 5 29 30 6
ST1.5x8 STP = 4x4 — 3x4 —
3x8 —
3x4 —
4x4 — ST1.5x8 STP =
41-8-0
2-0-0 2 84-0 13-0-0 20-10-0
28-8-0
334-0 394-0 3
2-0-0 M0 4-0-0 7-10-0
7-10-0
4S0 6-0-0 2-0-0
Plate Offsets (X,Y)—
11:0-6-0,0-0-21, [4:0-5-12,0-2-01, [6:0-5-12,0-2-0], [9:0-3-9,0-1-8]
LOADING (psg
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Udefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.99
Vert(LL) 0.14
14 >999
240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.66
Vert(CT) -0.26
14-16 >999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.99
Horz(CT) 0.05
10 n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-MSH
Weight: 262 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4. SP No.2
BOT CHORD
Rigid ceiling directly applied or 6-8-4 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt
5-14
REACTIONS. (size) 18=0-8-0, 10=0-8-0
Max Horz 18=-453(LC 10)
Max Uplift 18=1152(LC 12), 10=1032(LC 12)
Max Grav 18=1691(LC 17), 10=1691(LC 18)
FORCES. (fbr) -Max. Comp./Max. Ten- -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1880/1224, 3-4=-1905/1387, 4-5=1913/1502, 5-6=1913/1502, 6-7=1905/1387,
7-8=-188011224-
BOT CHORD- 17-18=-4331521, 16-17=7-76/1673; 14-16=-615/1572, 12-14=-598/1390,
11-12=-759/1333
WEBS 2-18=-1832/1396, 2-17=-910/1350, 3-17=-275/308, 3-16=3831250, 4=1 6=1 201420,
4-14=-386/609, 5-14=-546/656, 6-14=386/609, 6-12=-120/420, 7-12=383/2SO,
7-11=-275/308, 8-11=-910/1350, 8-10=1832/1396
NOTES-
1) Unbalanced roof live loads have been considered forthis design.
2) Wind: ASCE 7-10; Vult=170mph (Z- second -gust) Vasd=132mph; TCDL=4.2psf; BCDL=E:Opsf; h=25ft; B=45ft; L=42ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0!e-4-2-0, Interior(l) 4-2-0-to 13-0-0,.Exterior(2) 13-0-0 to
18-10-11, Interior(1) 18-10-11 to 28-8-0, Exterior(2) 28-8-Oto34-6-11, hlterior(1) 34-6-11 to41-8-0 zone; cantilever left and -right
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1_nM
3) Provide adequate drainage to prevent water-ponding.
This Item has been
4) All plates are 3x6 MT20 unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottomchordlive load nonconcurrent with any other live loads.
Bjectronicaljy Signed and
6) ' This truss has been designed fora -live load of 20-.Opsf on the bottom chord in all areas wherea rectangle 3-6-0 tafl by 2-0-0 wide
sealed by Velez, Joaquin, PE
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
using a Digital Signature.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1152 lb uplift -at joint 18 and 1032 lb
printed copies of this
p
uplift at joint 10.
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
..IoaquinYelaz PE Np68f±;2'
MiTeklJSA Inc FL:Cert-,6834 ,
6804 Parke East Btvd' Tampa FL;33610'
;:Oats:
March 24,2020
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 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 i
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Aob
T19778736
2238115
A14
Hip
1
Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2410:50:32 2020 Page 1
I D:nMYxFCYd Hw2DaDkcr6J B R9zZEro-N IMisMuv75TlyQjg2VH6a6fpvfAD8—Im Oj UJ kPzx14r
r 2-40 8-0-0 11-0-0 17-7-4 24-0-12 i 30-8-0 33-4o i 394-0 41-8-0 i
2-8-0 ' 6.7-4 SS8 57-4 2-6.0 SO-0 2-0-0
r-
5x8 =
27
2x4 I I 5x6 =
5x8 =
28 5 6 29 30 7
Scale = 1:70.7
3x6 = 6x8 = 3x4 — 3x6 3x8 — 3x4 — 3x6 = 3x4 = ST1.5x8 STP =
6x8 = 3x6 =
ST1.5x8 STP =
41-8-0
Plate Offsets (X,Y)—
[1:0-6-0,0-0-21,[4:0-6-4,0-2-4L [6:0-3-0,0-3-4] [7:0-6-4,0-2-4L[10:0-3-9,0-1-8),[11:0-3-8,0.3-01.[18:0-3-8 0-3-01
LOADING (psf)
SPACING- 2-M
CSI.
DEFL.
in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.77
Vert(LL)
0.16 14-15 >999 240
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.72
Vert(CT) -0.26 17-18 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.61
Horz(CT)
0.09 11 n/a nla
BCDL 10.0
Code FBC20171TP12014
Matrix-MSH
Weight: 260 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 3-4-15 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD
Rigid ceiling directly applied or 5-9-2 oc bracing.
WEBS 2x4 SP No.3 WEBS
1 Row at midpt 3-18. 4-15, 6-15, 7-14, 8-11
REACTIONS. (size) 18=0-8-0, 11=0-8-0
Max Horz 18=384(LC 11)
Max Uplift 18=1152(1_C 12), 11=1032(LC 12)
Max Grav 18=1753(LC 17), 11=1762(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-412/205, 3-4=1868/14115, 4-5=1974/1602, 5-6=-1974/1602, 6-7=1972/1599,
7-8=1-867/1416, 8-9=412/292
BOTCHORD 17-18=-783/1646, 15-17=675/1632, 14-15=-1054/2009, 12-14=662/1461,
11-12=-766/1367
WEBS 2-18=-657/623, 3422 1727l220, 4-17=-1041373, 4-15=581/802, 5-15=-4071512,
6-14=-447/501, 7-14=-575/813, 7-12=102/371,8-11=-1731/1219, 9-11=-657/624
NOTES-
1) Unbalanced roof live loads have been considered -for this design.
2) Wiind:.4SCE 7-10; Vuft=170mph-(3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=42ft; eave=5ft; Cat.
II; Exp-C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)U-O-0-to 4-2-0, Interior(1) 4-2-0 to-11-0-0, Exte ior(2) 11-0-Oto
16-10-11, Interior(1) 16-10-11 to 30-8-0, Exterior(2) 30-8-0-to 36-6-11, Interior(1) 36-6-11 to 41=8-0 zone; cantilever left and right
exposed ;C-C for membarsmndforces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10:0 psf bottom chord live load nonconcurrent with any other live loads.
This item has been
5) " This truss has been designectfor a liveioad-of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide
electronically signed and
will fit between the bottom chord and any other members, with BCDL = IO.Opsf.
sealed by Velez, Joaquin, PE
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1152 lb uplift at joint 18 and 1032 lb
USlfl a Digital Signature.
g g g
uplift at joint 11.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on, any electronic copies.
;Joaquin Vetez-PE'Np.68182'
MiTek USA, Inc FL:Cert 6634 ,
69D4 Parke IE�w 6kJampa:17L 33610'
:Date:
March 24,2020
WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. �•
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall TeK' //'�
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 �''r'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB.89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610
Truss
Truss Type
City
Ply
T19778737
kJob
38115
A15
Hip
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.24u s mar 9 zu2u mi I ex industries, Inc. i ue mar 24 -i 0:50:34 2020 rage 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-KgTTH2vAfijOCktDAwKctZk7BTv?csg3sl zQoHzXl4p
2-4-0 9-0.0-1411-14 20-10.0 26.8-2 32-8-0 39d-0 418-0
2-4-0 6-8-0 5-11-14 5-10.2 5-10-2 5-11-14 M. 2-40
Scale = 1:69.1
5x8 =
2x4 II 5x8 = 2x4 II
5x8 =
3 27 4 28 5 29 6 30 7
18 17 15 14 13 11 lu
ST1.5x8 STP = 4x4 = 3x10 = 2x4 13x10 = 4x4 = ST1.5x8 STP =
41-8-0
LOADING (psi)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TPI2014
CSI.
TC 0.91
BC 0.57
WB 0.77
Matrix-MSH
DEFL. in (loc) Udefl Ud
Vert(LL) 0.21 14 >999 240
Vert(CT) -0.25 13-14 >999 180
Horz(CT) 0.07 10 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 245 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 5-0-1 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 3-15, 5-15, 5-13, 7-13
REACTIONS. (size) 18=0-8-0, 10=0-8-0
Max Horz 18=314(1_C 10)
Max Uplift 18=1152(LC 12), 10=1032(LC 12)
Max Grav 18=1667(LC 1), 10=1667(LC 1)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-172211273, 3-4=-2053/1721, 4-5=2053/1721, 5-6=2053/1721, 6-7=2053/1721,
7-8=1722/1273
BOTCHORD 17-18=-307/437, 1-s-17=731/1396, 14-15=-1401/2250, 13-14=-1-1'01/2250,
11-13=720/1325
WEBS 2-18=1697/1459, 2-17=-831/1308, 3-17=-173/27-2, 3-15=769/1047, 4-15=385/468,
5-15=344/237, 5-13=344/237, 6-13=385/468, 7-13=-769/1047, 7-11=-173/272,
8-11=-831/1308, 8-10=-1697/1459
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=t70mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=42ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-0 to 4-2 0, Interior(1) 4-2-0 to 9-0-0, Exterior(2) 9-0-0 tc
14-11-14, Interior(1) 14-11-14 to 32-8-0, Exterior(2) 32-8-0 to 38-6-11, Interior(1) 38-6-11 to 41-8-0 zone; cantilever -left -and right
exposed ;C-C for members and forces &,",AWFRS for reactions shown; Lumber DOL=1.60 plate grip-DOL=1.60
This item has been
3) Provide adequate drainage to prevent water ponding.
4) All plates are 3x6 MT20 unless otherwise indicated.
electronically -Signed and-
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any -other live loads.
Sealed by Velez, Joaquin, PE
6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangie3-6-0 tall by 2-0-0 wide
using a Digital Signature.
will fit between the bottom chord and any other -members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1152 lb upliftatjoint 18 and 1032 lb
Printed copies of this
uplift at joint 10.
document are not Considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin:Velaz PE No.68f82
MiTeRiUSA Inc FL,CeR,8634 ,
6904 Parke East-B,Ivd. Tampa FL 33610
/Dates.
March 24,2020
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �-
a truss system. Before use, the building designer must verify the applicability of design parameters and 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 WOW
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the -
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPlf quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
j2jobReference
T19778738
2238115
A16
Hip Girder
1
(optional)
•" • ••"• "� �• •' ^ "�• -r, Y, - •+�� , 0,44U s mar a LULU wll l eK inousmes, Inc. I ue mar Z4 IU:bU:3/ ZUZU rage 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-kF9bv3x2yd6b3Bco2tJHBMhngzZpHZVY?C4PczXl4m
2-7.0-0 12-77 81 23-6-14 29.0-9 34-8-0 0
2-0-0-00 57 A2 5-5.11 5-5-11 5-7-7 -00 2
5x8 =
2x4 II 5x6 = 5x8 = 2x4 II
Sx6 =
8.00 12 3 25 26 427 28 29 5 30 31 32 33 6 34 35 36 737 38 39 8
Scale = 1:70.5
10
r-
I4
6
3x1O Il _ +� +,r - -,� -w q. — — — qy 14 •'•' 01 SL
4x6 = 4x4 08 = 4x4 = 2x4 I I 08 = 44 = ST1.5x8 STP =
ST1.5x8 STP = 4x8 = 4x8 = 3x10 11 06 —
2-0-0 2 7-0-0 12-7-7 161-2 23b14
a1-ao
29-0-9 34-8-0 394" 3
2-0-0 4-8-0 5-7-7 5-5-11 5-5-11
5-5-11 5 7-7 4A-0 2-M
Plate Offsets (X,Y)-
[1:0-D-15,Edge],[3:0-6-4 0-2-4],[5:0-3-0 0-3-0] [6:0-4-0 0-3-0] [8:0-6-4 0-2-4]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.76
Vert(LL)
0.33 15-16 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.38
Vert(CT)
0.28 15-16 >999 180
BCLL 0.0
Rep Stress Incr NO
WB 0.51
Horz(CT) -0.06 11 n/a n/a
BCDL 10.0
Code FBC2017lrP12014
Matrix-MSH
Weight: 540 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 5-4-3 oc purlins.
BOT CHORD 2x6 SP No.2 BOT CHORD
Rigid ceiling directly applied or 7-3-3 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 20=0-8-0, 11=0-8-0
Max Horz 20=243(LC 7)
Max Uplift 20=-2663(LC 8), 11=-2540(LC 8)
Max Grav 20=2712(LC 36), 11=271O(LC 37)
FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=2972/2857, 3-4=-4284/4322, 4-5=4284/4322, 5-6=5160/5212, 6-7=-4281/4330,
7-8=4281/4330, 8-9=2970/2880
BOT CHORD 19-20=301/344, 18-19=-2190/2510, 16-18=-4882/5237, 15-16=-4900/5232,
13-15=4900/5232, 12-13=2156/2401
WEBS 2-20=2581/2555, 2-19=2290/2471, 3-,19=-507/646-,, 3-18=-2434/2477,11-18=576/776,
5-18=-1204/1182, 5-16=-41/306, 6-15=29/304, 6-13=-1216/1181, 7-13=583f786,
8-13=2418/2476, 8-12=-505/644, 9-12=2290/2472, 9-11=2578/2497
NOTES-
1) 2-ply truss to -be -connected. together with I Od (0.131 "x3") nailsas-follows:
Top chords connected as -follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected -as -follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) Ali 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 A -unless otherwise indicated.
This Item has been
3) Unbalanced roof live loads have been considered for this design.
electronically Signed and
4) Wind: ASCE 7-10; Volt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Dpsf; h=25ft; B=45ft; L=42ft; eave=5ft; Cat.
sealed by Velez, Joaquin, PE
11; Exp C; Encl., GCpi=018; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
5) Provide
In Digital Signature.
using a 9 9
adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Pfinted Copies Of this
7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
document are not considered
will fit between the bottom chord and any other members.
Signed and Sealed and the
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2663lb uplift at joint 20 and 2540 lb
signature must be verified
uplift at joint 11.
on any. electronic copies.
J p a q u i h:Ve l ez; P E N p.68182
MTek USA Inc FL Cert 8634
6904 parke,East Bivd:,Tampa FL33810'
March 24,2020
® WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and Is for an individual building component, not
�®®
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
■�Y��
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
i�iTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Ouallty Criteria, DSB-89 and SCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778736
2238115
A16
Hip Girder
1
n
L
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567,
8.240 s Mar 9 2UZU MI I eK Industries, Inc. I ue Mar 24 1 U:bU:38 ZUZU Nage Z
ID: nMYxFCYd Hw2Da Dkcr6J B R9zZE ro-C Rjz6PygjxERhLB_P m OYpP vsX4loYkpenfxex2zXi41
NOTES-
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 435 lb down and 482 lb up at 7-0-0, 194 lb down and 222 lb up at
9-D-12, 194 Ito down and 222 lb up at 11-0-12, 192 lb down and 222 lb up at 13-0-12, 192 lb down and 222 Ito up at 15-0-12, 192 lb down and 222 lb up at 17-0-12, 192 It
down and 222 lb up at 19-0-12, 192 lb down and 222 lb up at 20-7-4, 192 lb down and 222 lb up at 22-74, 192 lb down and 222 lb up at 24-7-4, 192 lb down and 222 lb
up at 26-7-4, 192 lb down and 222 Ito up at 28-74, 194 lb down and 222 lb up at 30-7-4, and 194 Ito down and 222 lb up at 32-7-4, and 435 lb down and 482 lb up at
34-8-0 on top chord, and 206 lb down and 151 lb up at 7-0-0, 57 lb down and 37 Ito up at 9-0-12, 57 lb down and 37 Ib up at 11-0-12, 57 lb down and 37 lb up at 13-0-12,
57 lb down and 37 lb up at 15-0-12, 57 lb down and 37 lb up at 17-0-12, 57 lb down and 37 lb up at 19-0-12, 57 lb down and 37 lb up at 20-7-4, 57 lb down and 37 lb up
at 22-7-4, 57 It, down and 37 lb up at 24-74, 57 lb down and 37 lb up at 26-7-4. 57 lb down and 37 Ito up at 28-7-4, 57 Ito down and 37 lb up at 30-7-4, and 57 Ito down
and 37 lb up at 32-74, and 206 Ito down and 151 lb up at 34-74 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: 1-3=60, 3-8=60, 8-10=60, 1-10=-20
Concentrated Loads (lb)
Vert: 3=102(B) 8=102(13) 19=36(B) 12=36(B) 25=46(B) 26=-46(B) 27=46(B) 28=-46(B) 30=46(B) 31=46(B) 32=-46(B) 33=46(B) 34=-46(B) 36=-46(B)
37=-46(B) 38=-46(B) 39=46(B) 40=12(B) 41=12(13) 42=12(13) 43=12(13) 44=12(13) 45=12(13) 46=12(13) 47=12(13) 48=12(13) 49=12(B) 50=12(13) 51=12(13)
52=12(B)
WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek6 connectors. This design is based only upon parameters shown, and is for an individual building component, not
at russ system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pt� It�� T
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing tvl) Ipi, •
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, DSS-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
T19778739
2238115
B01
Piggyback Base
5
1
Job Reference (optional)
Builders Firssource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MTek Industries, Inc. Tue Mar 24 10:50:39 2020 Page 1
ID: nMYxFCYdHw2DaDkcr6J B R9zZEro-geH MKIzIUFM I I V IAzTvnMcROu UeW HApo?JhBTVzX14k
2 4-0 80-0-4 0 15-M 20-8 0 26 4-0
2-4-0 ' 6 6-8-0 5-8-0 5-8-0
4x8 = Scale: 3/16"=l'
2x4 11 3x4 =
8.on F1_2_ 4 18 5 19 20 6
ST1.5x8 STP = 4x4 — 3x6 — 3x8 —_ 3x6 I I
3x4 = 3x6 II 3x4 =
2-0-0 213-i0 8-4-0 , 15-0-0
20-8-0 26-4-0
2-0-0 6-0-0 6-8-0
5-8-0 5�-0
Plate Offsets (X,Y)—
I3:0-4-0,0-3-01,[4:0-5-12,0-2-0)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip COL 1.25
TC 0.79
Vert(LL)
0.06 113-11 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.42
Vert(CT)
-0.12 10-11 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.53
Horz(CT)
-0.02 7 ri n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix-MSH
Weight: 191 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 4-6-9 oc purlins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
1 Row at midpt 6-7, 3-10, 4-8. 5-8. 6-8
REACTIONS. (size) 7=0-3-0, 12=0-8-0
Max Horz 12=703(LC 12)
Max Uplift 7=788(LC 9), 12=684(LC 12)
Max Grav 7=1120(LC 17), 12=1197(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except -when shown.
TOP CHORD 2-3=-1179/500, 3-4=-904/516, 4-5=509/389, 5-6=-509/389, 6-7=1033/890
BOT CHORD 11-12=592/667, 10-11=-916/1342, 8-10=580/808
WEBS 2-12=1210/838-,2-11-- 374/860, 3-10=707/442, 4-10=213/578, 4-8=-610/390,
5-8=-394/521. 6-8=801 /1051
NOTES-
1) Unbalanced roof live loads have been considerad.forthis design.
2) Wind: ASCE 7-10; Vult=170mph-(3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=26ft, eave=oft; Cat.
II; Exp ID, Encl.,-GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 15-0-0, Exterior(2) 15-0-0 to
19-245,-Interior(1) 19-2-15 to 26-2-4 zone; cantilever -left exposed ;C-C-for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding-
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any -other live loads.
5) • This truss -has been designed for a live load of 20.Opsf on the bottom chord -in all areas wherea-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.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 788 lb uplift at joint 7 and 684 lb uplift at
electronically signed and
joint 12.
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.Vefez PE No;681132
MlTek-U8A, hie FL�ett 6634 ,
6904`PP ke East;Blvd:Sampa FL. 33610'
.Date:
March 24,2020
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 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
■■i
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
pp pp q�
IYf is Aek•
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, DS"9 and SCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778740
2238115
B02
Piggyback Base
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 10:50:40 2020 rage 1
ID:nMYxFCYdHw2DaDkcr6JB R9zZEro-8grkX5_xFYU9wfKNWBROuq_FfuvE7Y6xEzQI0xzX14)
2 4-0 8 4-0 12-64 15-0-0 213-12 26-4-0
2-1-0 6-0 0 4-2-4 2-5-12 5-3-12 6-"
Scale: 3/16"=1'
5x6 = 2x4 II 3x4 =
o nn 5 22 ° 23 24
ST1.5x8 STP = 4x8 — 2x4 I I 1u_ 2x4 I I 6x8 =
3x4 = 3x6 II
8_-0
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017rrP12014
CSI.
TC 0.53
BC 0.71
WB 0.84
Matrix-MSH
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in (loc) Udefl Ud
-0.17 11-12 >999 240
-0.32 11-12 >904 180
-0.06 8 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 209 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD
2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 4-5-6 oc purlins,
BOT CHORD
2x4 SP No.2
except end verticals.
WEBS
2x4 SP No.3
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
1 Row at midpt 6-11
10-0-0 oc bracing: 9-11, 12-14
WEBS
1 Row at midpt 7-8. 5-11, 7-11
REACTIONS.
(size) 8=0-3-8, 16=0-8-0
Max Horz 16=703(LC 12)
Max Uplift 8=-772(LC 9), 16=673(LC 12)
Max Grav 8=1037(LC 17), 16=1173(LC 17)
FORCES. (lb)
-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD
2-3=1135/479, 3-4=1413/818, 4-5=1564/1003, 5-6=-G92/498, 6-7=689/501,
7-8=-1057/879
BOT CHORD
15-16=-617/713, 11-12=706/1000, 6-11=396/535, 4 1-2=351/319
WEBS
2-16=1232/849, 2-15=-304/812, 3-15=710/570, 5-11=559/378, 7-11=844/1163,
12-15=-936/1476,5-12=-658/1169
NOTES-
1) Unbalanced -roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 15-0-0, Exterior(2) 15-0-0 to
19-2-15, Interior(1) 19-2-15 to 26-2-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
This item has been
4) This -truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
electronically Signed and
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by. 2-0-0 wide
sealed by Velez, Joaquin, PE
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
using a Digital Signature.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 772 lb uplift at joint 8 and 673 lb uplift at
Printed Copies Of this
joint 16.
document are not considered
signed and sealed and the
signature must be verified
on any electroniccopies.
JoaquinVelez PE I46181,82
MiT.&U8A Ina. FLCert 6634 ,
89l)4 Parke East Blvd. Tampa FL;33610"
Date:
March 24,2020
A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I gg� VIi ®T
ek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
city
Ply
2238115
B03
Half Hip
1
1
T19778741
Lbc..
Reference (optional)
- - - - - -- - -. ..-. •• -••, • - ----• • o.cYu a rviar a GULU nn i eK IfAltlsines, Inc. I Ue Mar z4 I U:bU:41 2UZU Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-c0O61R-ZOscOYpvZ4uyFR1 XLNHK_k4J5TdAlYNzXl4i
2-4-0 8-0-0 15-0-0 20-8-0 26 4-0
2 4 0 6 0 0 6-8-0 5-8-0 5-6 0
4x8 =
8.00 R-2 4
2x4 11 3x4 =
18 5 19 20 6
ST1.5x8 STP = 4x4 —_ 34 = 3x8 =3x6 I I
3x4 = 3x6 II 3x4 =
Scale: 3/16"=l'
Plate Offsets (X,Y)-
[3:0-4-0,0-3-01[4:0-5-12 0-2-0j
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.79
Vert(LL) 0.06 10-11 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.42
Vert(CT) -0.12 10-11 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.53
Horz(CT) -0.02 7 n/a n/a
BCDL 10.0
Code FBC2017f rP12014
Matrix-MSH
- Weight: 191 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-9 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (size) 7=0-3-8, 12=0-8-0 WEBS 1 Row at midpt 6-7. 3-10, 4-8, 5-8, 6-8
Max Harz 12=703(LC 12)
Max Uplift 7=788(1_C 9), 12=684(LC 12)
Max Grav 7=1120(LC 17), 12=1197(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1179/500, 3-4=-904/516, 4-5=509/389, 5-6=-509/389, 6-7=1033/890
BOT CHORD 11-12=592/667, 10-11=916/1342, 8-10=580/808
WEBS 2-12=12101838, 2-11=374/860, 3-10=707/442, 4-10=213/578, 4-"10/390,
5-8=381/521, 6-8=801/1051
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft;B=45ft; L=26ft;.-eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, fnterior(1) 3-0-0 to 15-0-0, Exteriorp 15-M to
-19-2-15, Intedor(1) 19-2-15 to 26-2-4 zone; cantilever left exposed ;C-C-for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any otherlive 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 rd between the bottom chord and any other members, with BCDL=10.0psf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 788 lb uplift at joint 7 and 684 lb uplift at
This item has been
joint 12.
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' ,electron. ic copies.
;Joaquin Velez;PE'NbAS182
MITek�USA; Inc FL'CeRi6634' ,
;69114�Parke;East 8fvd.Tampa FL 33610'.
March 24,2020
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE.
`
Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addriional temporary and permanent bracing
WOW
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 ANSIITPIf Quality Criteria, DSB-89 and BCSI Building Component
Safefylnformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314.
Parke
6904 Parke East Blvd.
3ast
Tampa.
Job
Truss
Truss Type
Qty
Ply
T19778742
2238115
1304
ROOF TRUSS
1
1
Job Reference (optional)
tsuuaers i-Irstbource triant uny, r-L), riant uny, rL - 0000t, o.cyu s mat a LULU IYII I nn II IUUmuC3, II - Bey=
ID: nMYxFCYdHw2DaDkcr6J B R9zZEro-5DyUyn?BnAkt9yU IecTU_F3dZhazTQuEhHvr4gzX14h
11-12 15-0-0 I 18-6-4 , _ 26-4-0
2-4-0 6-0.0 1-9-12 4-10-4 3.6-4 7-9-12
48 =
3x4 = 2x4 II
8.00 112 6 7 21 22 23 8
I9
M
14 13 12 10 9
ST1.5x8 STP = 6x8 — 48 = 48 = 4x8 — 6x8 =
3x4 = 3x8 II 4x6 =
6x12 MT20HS = 4x8 =
2-0-0 24-D B-4-0 10-1-12 , 18-6-4 26-4-0
Scale = 1:66.7
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) I/deft Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.38
Vert(LL)
0.43 12 >671 240
MT20
244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.82
Vert(CT)
-0.48 10-12 >593 180
MT20HS
187/143
BCLL 0.0
Rep Stress Incr
YES
WB 0.95
Horz(CT)
-0.01 9 n/a n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix-MSH
Attic
-0.08 10-12 1308 360
Weight: 223 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 31
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x6 SP M 26 -Except*
except end verticals.
10-12: 2x4 SP No.2
BOT CHORD Rigid ceiling directly applied or 3-7-15 oc bracing.
WEBS 2x4 SP No.3 *Except*
WEBS
1 Row at midpt 8-9, 7-9, 3-12
7-10,7-9: 2x4 SP No.2
JOINTS
1 Brace at Jt(s): 15, 16
REACTIONS. (size) 9=0-3-8, 14=0-8-0
Max Horz 14=703(LC 12)
Max Uplift 9=-761(LC 9), 14=543(LC 12)
Max Grav 9=1218(LC 18), 14=1392(LC 18)
FORCES. (ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less -except when shown.
TOP CHORD 2-3=1297/519, 3-4=-1059/439, 4-5=939/479, 5-6=-710/430, 6-7=783/516,
8-9=-194/259
BOT-CHORD 13--14=7-93/706,'t2-13=-901/1351 'i&12=-578/856, 9-10=558/829
WEBS 2-14=1309/747, 2-13=193/923, 10-15=188/830, 7-15=167/679, 7-9=1356/908,
5-16=-256/96, 15-16=256/96, 6-15=90/287, 3-12=1653/1079, 3-13=745/1174
NOTES-
) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10;-VLtt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Ops.; h=25ft; B=45ft; L=26ft; eave=oft; Cat.
3; Exp C; Encl., GCpi=0.18; MV-,FRS (directional) -and C-C Exterior(2) 0-0-0 to 3-0-0, interior(1) 3-0-0 to 15-0-0, Exterior(2) 15-0-0 to
19-2-15, Interior(_1:)-19-2-15 to 26-2-4 zone;C-C for members and forces & MWFRS far -reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage3o-prevent water ponding.
This item has been
4) All plates are MT20- plates unless otherwise indicated.
electronically Signed and
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Sealed by Velez, Joaquin, PE
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
using a Digital Signature.
will fit between the bottom chord and any other members, with BCDL = 10.0psf.
Printed copies of this
p
7) Bottom chord live load (20.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 761 lb uplift at joint 9 and 543 lb uplift at
document are not considered
joint 14.
signed and sealed and the
9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE._
Signature must be Verified
on any, electronic, copies.
JoaquinVelez PE No.681B2
PAiTek. USA Ihc..Fl Celt 8634
6904 Parke East Blvd. Tampa FL 33610'
Dafe:
March 24,2020
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 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 M!Tek*
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TFII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778743
2238115
B05
Half Hip
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2410:50:43 2020 Page 1
I D:nMYxFCYdHw2 DaDkcr6JB R9zZEro-ZP WsA7DpXTskn63yCJJ WScj y5?wCzBNwxfPcGzXl4g
2-4-0 8-4-0 13-0-0 19-8-0 26-4-0
2-4-0 6-0-0 4.8.0 643-0 6-8-0
4x8 =
4 18 19
r-
2x4 I I 4x4 =
5 20 21 6
Scale = 1:58.3
12 11 10 8
"' 7
3x4 = 3x6 II 4x4 = 3x4 = 3x6 3x8 =
3x6 II
ST1.5x8 STP =
2 0 0 2 4 0 8-0 0 13-0-0 19�-0
264-0
2� �0 6-0-0 448-0 6-8-0
6-8-0
Plate Offsets (X,Y)-
[1:0-0-7,0-0-21, [4:0-5-12,0-2-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL, in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.66
Vert(LL) -0.06 7-8 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.45
Vert(CT) -0.12 7-8 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.56
Horz(CT) -0.02 7 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-MSH
Weight: 181 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0.9 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-4-8 oc bracing.
WEBS 1 Row at midpt
6-7, 4-8, 5-8, 6-8
REACTIONS. (size) 7=0-3-8, 12=0-8-0
Max Horz 12=610(LC 12)
Max Uplift 7=791(LC 9), 12=721(LC 12)
Max Grav 7=1076(LC 17). 12=1156(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1106/559, 3-4=963/636, 4-5=620/487, 5-6=620/487, 6-7=950/857
BOT CHORD 11-12=519/609, 10-11=857/1212, 8-10=-638/863
WEBS 2-12=1204/903, 2-11=387/794, 3-10=549/342, 4-10=200/526, 4-8=401/248,
5-8=-463/627, 6-8=803/1025
NOTES-
1) Wind:.ASCE 7-10; VuB=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat.'
II;. Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 13-0-6, Exterior(2) 13-0-0 to
17-2-15, Interior(1) 1.7-2-15 to2.6-2-4 zone; cantilever -left exposed ;C-C for members and forces 8 MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate -drainage to prevent water ponding.
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-&0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members, with BCDL = 10.0psf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 791 lb uplift at joint 7 and 721 lb uplift at
This item tfas been
joint 12.
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 electron ic_copies.
Joaquin:Velei PE No.68182'
MiTek;IJSA Ine 0LCert6634
69D4 P.arke'East Blvd; Tampa FL33810.
Dates
March 24,2020
® WARNING - Verffy deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev, 1010312015 BEFORE USE. '
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building componem, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall p
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek�
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778744
2238115
B06
ROOF TRUSS
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 10:50:44 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-1b4FNS1Rln bPGe8llVz3g9wXVFpxJfX9bOy9izxl4f
2-4-0 84-0 10.1-12 14.8-0 18-04 264-0
2-4-0 6-0-0 1-9-12 4.6-4 3-104 7-9.12
4x8 = Scale = 1:65.3
3x4 = 3x4 II
8.00 12 6 720 21 22 8
Id
14 13 12 __ 10 " 9
ST1.5x8 STP = 4x8 = 4x8 = 4x8 6x8 =
6x8 = 4x6 = 4x8 =
3x4 = 3x10 II 6x12 MT20HS =
i 2-0-02 0 ,10.1-12,
18�
26-4-0
2-0.004-0 6-0-0 1-9-12
84-8
7-9-12
Plate Offsets (X,Y)— [3:0-3-0,0-3-0L [6:0.5-12,0-2-01, [9:Edge,0-4-41, [12:0.3-4,0-3-01, [13:0-3-8,0-3-121
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
floc) Vdefl Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.54
Vert(LL) 0.40
12 >719 240
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.79
Vert(CT) -0.47
12 >615 180
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB 1.00
Horz(CT) -0.01
9 n/a n/a
BCDL 10.0
Code FBC20171TPI2014
Matrix-MSH
Attic -0.07
10-12 1392 360
Weight: 221 Ito
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.1
TOP CHORD
Structural wood sheathing directly applied or 5-4-9 oc purlins,
BOT CHORD 2x6 SP M 26 -Except'
except end verticals.
10-12: 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 3-10-11 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 8-9, 3-12
2 Rows at 113 pts 7-9
JOINTS
1 Brace at Jt(s): 15, 16
REACTIONS. (size) 9=0-3-8, 14=0-8-0
Max Horz 14=689(LC 12)
Max Uplift 9=763(LC 9), 14=668(LC 12)
Max Grav 9=1216(LC 18), 14=1302(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less. except when shown.
TOP CHORD 2-3=1311/486, 34=1076/440, 4-5=946/482, 5-6=-699/439, 6-7=797/511,
8-9=-1961262
BOT CHORD 13-14=597/713, 12-13=862/1340; 10-1Z=569/863, 940=5521843
WEBS 2-14=1294/862, 2-13=310/879, 3-13=637/1137, 3-12=1614/979, 10-15=163/820,
7-15=-146/665, 7-9=1358/882, 5-16=277/95, 15-16=-277/95, 6-15=-86/293
NOTES-
1) Unbalanced roof live loads have been considered -for -this design.
2) Wind: ASCE 7-10; Vuk=170mph (3-second gust) k/asd=132mph.TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=26ft, eave=4ft; Cat.
Il; Exp C; Encl., GCpj 0.18; MWFRS-(directional) and C-C-Exterior(2) 0-0-0 to 3-0-0,.Interior(1) 3-0-0 to 14-8-0, Extedor(2) 14-8-0 to
18-10-15, Interior(1) 18-10-15 to 26-2-4 zone; cantilever left exposed-;r—C for members and forces & MWFRS for reactions shown;
Lumbe- DOL=1.60 plate grip DOL=1.60
This item has been
3) Provide adequate drainage to prevent water ponding.
4) All plates areMT20 plates unless -otherwise indicated.
electronically Signed and
5)_This truss has been designed for a 10.0 psf bottom -chord -live load nonconcurrent with any other live loads.
Sealed by Velez, Joaquin, PE
6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
using a Digital Signature.
will fit between the bottom chord and any other members, with BCDL= 1-0.0psf.
Printed copies of this
7) Bottom chordiive load (20.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 763 lb uplift at joint 9 and 668 lb uplift at
document are not considered
joint 14.
signed and sealed and the
9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
signature must be verified
on any electronic copies.
Joaquin Velez PE N6.68182
PAi7ek'lj3A IDc FL:Cett6834'
6 14: Parke,East Blvd. Tampa FL.33610'
;bate:,
March 24,2020
WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �`
YY1ia truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall WOW
i
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing OW
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778745
2238115
B07
Common
1
1
Job Reference o tional
Builders Firssource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2410:50:45 2020 Page 1
I D: nMYxFCYdHw2 DaDkcr6J B R9zZEro-Voedao23356SOQ D KJ kOCbth3MviZgpGgOF8VhBzx14e
2 4-0 8� 0 14� 0 20�-0 26 4-0
2-0 0 6-0-0 6-0-0 6-0-0 6-M
4x6 =
8.00 12
12 11 10 - 8 7
ST1.5x8 STP = 4x4 — 3x8 = 3x6 3x4 — 3x6
Scale = 1:62.2
3x4 = 3x6
2-0-0 2 0
14-4-0
20-4-0
26-4-0
2-0.0 0-0-b 6-0 0
6- 0
6-0 0
6 0,
Plate Offsets X( Y)—
[3:0-3-0,0-3-4j, [6:Edge,0-1-12]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.66
Vert(LL)
0.05 10
>999
240
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.38
Vert(CT)
-0.08 10-11
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.78
Horz(CT)
0.02 7
n/a
n/a
BCDL 10.0
Code FBC2017TrP12014
Matrix-MSH
Weight: 161 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD
2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 4-1-8 oc purlins,
BOT CHORD
2x4 SP No.2
except end verticals.
WEBS
2x4 SP No.3 BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
1 Row at midpt 3-10, 5-10
REACTIONS.
(size) 12=0-8-0, 7=0-3-8
Max Horz 12=429(LC 10)
Max Uplift 12=-829(LC 12), 7=586(LC 12)
Max Grav 12=1150(LC 1),7=945(LC 1)
FORCES- (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD
2-3=-1400/664, 34=1278/734, 4-5=1279/745, 5-6=-1393/701, 6-7=1248/671
BOT CHORD
11-12=-411/479, 1D-11=-410/1014, 8-10=-432/1019
WEBS
2-12=1461/973, 2-11=-476/932, 3-10=566/362, 4-10=443/900, 5-10=567/387,
6-8=385/949
NOTES-
1) Unbalanced roof live loads have been considered for -this design.
2) Wind_ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; T-CDL=4.2psf;.BCDL=6.Opsf, h=25ft; B=45ft; L=26ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 14 4=0, Exterior(2) 14-4-0 to
17-4-0, Interior(1) 17-4-0 to 26-2-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL-1:60
3) This -truss has been designed for a 10.0 psf bottom chord live load*nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of 20.Opsf an -the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 829 lb uplift at joint 12 and 586 lb uplift
This item has been
at joint 7.
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.
JoaqurnVelez PE No:6878Z
MiTWUSA Inc. FL Certy8834. .
slickpal East Blvd;Tampa.FC 33610:
'Dafer
March 24,2020
A wARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED A11TEK REFERENCE PAGE Mil-7473 rev. 1010312015 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
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 Quality Criteria, DSB89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778746
2238115
B08
ROOF TRUSS
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 Mffek Industries, Inc. Tue Mar 24 10:50:46 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-z_C?o82hgOEJeaoMRXR85EDilu5P FUgcvt3DbzXl4d
2-0-0 10-1-12 12-8-0 18-64 26-4-0
22 6-0-0 1-9- 22 2-6-4 5-10-4 7-9-12
4x8 =
3x4 =
2x4 = 6 20 21 7
3x4 II
22 23 8
3x4 = 44 = 5x8 = 4x6 = 4x6 = vxo —
6x8 =
ST1.5x8 STP = 4x6 = 3x8 =
3x10 II
2-M
Id
Scale = 1:58.6
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.75
Vert(LL) 0.27 12 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 1.00
Vert(CT) -0.33 12 >859 180
BCLL 0.0
Rep Stress Incr YES
WB 0.85
Horz(CT) -0.01 9 n/a n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix-MSH
Attic -0.05 10-12 1953 360
Weight: 215 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-11 oc purlins,
BOT CHORD 2x6 SP No.2 'Except' except end verticals.
10-12: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt
B-9, 7-9
JOINTS 1 Brace at Jt(s): 16
REACTIONS. (size) 9=0-3-8, 14=0-8-0
Max Horz 14=596(LC 12)
Max Uplift 9=761(LC 9), 14=704(LC 12)
Max Grav 9=1177(LC 18), 14=1291(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1297/551, 3-4=1197/611, 4-5=938/556, 5-6=-616/541, 6.7=834/508,
8-9=498/264-
BOT CHORD 13-14=-498/603, 12-13=832/1256, 10-12=-589/920, 9-10=575/905.
WEBS 2-14=1284/905, 2-13=376/888, 3-13=306/644, 3-12=12611779, 4-12=115/377,
10-15=34/641, 7-15=37/557, 7-9=13331839, 5-16=381/99, 15-16=380/99,
6-15=76/355
NOTES-
1)-Unbalanced roof live loads have been considered for -this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=26ti; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-0-to 3-0-0, Interior(1) 3-0-0 to 12-8-0, Exterior(2) 12-8-0 to
16-10-15, Interior(1) 16-10-15 to 26-2-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions_%hown;-
Lumber DOL=1.60 plate grip DOL=1.60
This Item has-been
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
electronicaily Signed and
5) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-13-0 wide
sealed by Velez, Joaquin, PE
will fit between the bottom chord and any other members, with BCDL = 1O.opsf.
using a Digital Signature.
6) Bottom chord live load (20.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12
Printed copies of this
p
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 761 lb uplift at joint 9 and 704 lb uplift at
joint 14.
document are not considered
8) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
signed and Sealed and the
signature must be verified
On any.electronic.,pop lies.
,JoaquinNelez PE N6.68182'
MiTek USA; Ind. FL Cert.8834
i39D4 Parke,East Sind. Tampa,E6:33810"
Date:
March 24,2020
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MrrekO 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. Addillonal temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778747
2238115
B09
Roof Special
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MTek Industries, Inc. Tue Mar 24 10:50:47 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JB R9zZEro-RAmN?U3KbiMAGkNjR93ghlnQhiO48izzrZdcll zX14c
i 2-40 i V.
12-7-4 14-4-0 20-4-0 2411-8 ,2640
r 2.4-0 6-0-0 4-3-0 14.12 6-0-0 47-8 1-4.8
4x6 =
8.00 12
ST1 5x8 STP = 3x8 =
4x8 = 2x4 II 2x4 II 6x8 =
3x4 = US II 7x10 =
14 -0 28.4-0
229 -0-0 24-p 8-0-0 12-7�4 '139-0 20-0-0 24-&0 241143
Or4-0 6-0-0 ' 4-34 -1.12
Scale = 1:63.0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Vdefl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.61
Vert(LL) 0.08
16 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.37
Vert(CT) -0.10
16 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.83
Horz(CT) 0.05
9 n/a n/a
BCDL 10.0
Code FBC2017/TPI20114
Matrix-MSH
Weight: 191lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-9-13 oc pudins,
BOT CHORD 2x4 SP No.2 *Except*
except end verticals.
7-10: 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 8-2-7 oc bracing. Except:
WEBS 2x4 SP No.3
10-0-0 oc bracing: 15-17, 10-12
REACTIONS. (size) 9=0-3.8, 19=0-8-0
Max Horz 19=429(LC 10)
Max Uplift 9=575(LC 12), 19=821(LC 12)
Max Grav 9=964(LC 1), 19=1163(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1407/650, 3-4=-15191799, 4-5=1399/809, 5-6=1375/750, 6-7=1679/822,
7-8=-1160/560, 8-9=1267/602
BOT CHORD 18-1z3=- 414/494, 4-15=244/531, 14-15=236/867, 13-14=504/1236, 12-13=514/1046,
7=12=6091374
WEBS 2-19=1476/973, 2-18=-444/907, 3-18=394/291, 15-18=377/968, 3-15=-262/228,
8-12=557/1147, 5-14=589/1128, 4-1'4=636/392, 6-14=689/437, 7-13=37/270
NOTES-
1) Unbalanced roof live loads have been considered -for -this design
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; M14/FRS (directional) and C-C-Extedor(Z) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 14-4-0, Exterior(2) 14-4-0 to
174-0, Interior(1) 17-4-0 to 26-24 zone',r-ratflever left exposed ;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1-.60
3) This truss has been designed for a 10-0-W bottom chord live load nonconcurrent with -any other live loads.
4) ' This -truss has been designed for a live load of 20.opsf on the -bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 575 lb uplift at joint 9 and 821 lb uplift at
joint 19.
®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
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
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314.
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.
.Joacluin Velei PE'No.681E2
PAtTekUSA Ine: FL CeR 8634. ,
6904 Parke East Blvd. Tampa FL13610;
):Date:
March 24,2020
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778748
2238115
BID
ROOF TRUSS
2
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 10:50:49 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-NZt8QA5a7JcuV1W5Ya58mjsiDW cjrGlt6jgwzXl4a
7
2-0-0 8.4-0 10.1-1-9-2 14-0-0 i 18-0-4 26.4-0
2-0-D 6-0-0 112 4-214-2-4 -9-12
4x4 =
8.00 12 6
2x4 = 2x4 2x4 =
II5 20 21 2x4 II
5x6 i 4 7 e
ST1.5x8 STP = 4x4 = 5x8 = 4x6 = 4x6 = ff— 4x8
3x4 = 3x10 II 4x6 = 4x8 =
Scale: 3/16"=l'
2-0 0 2 p 0 8-0-0 10.1-12
18-6-4
26 4 0
2-0-0 0-4-0 6-0-0 1-9-12
8-4-8
7-9-12
Plate Offsets (X Y)—
[3:0-3-0 0-3-0] [9:0-3-B,Edge], [10:Edge,D-3-81, [11:0-2-0 0-2-0] [13:0-1-8,0-2-121
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL,
in (loc) I/defi Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.86
Vert(LL)
0.24 1 D-11 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.73
Vert(CT) -0.27 10-11 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.43
Horz(CT)
0.01 10 n/a n/a
BCDL 10.0
Code FBC20171TP12014
Matrix-MSH
Attic -0.10 11-13 969 360
Weight: 195 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied or 3-11-12 oc purlins,
6-9: 2x4 SP M 31
except end verticals.
BOT CHORD 2x6 SP No.2 `Except'
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
11-13: 2x4 SP No.2
8-1-7 oc bracing: 13-14.
WEBS 2x4 SP No.3
JOINTS
1 Brace at Jt(s): 16
REACTIONS. (size) 15=0-8-0, 10=0-3-B
Max Horz 15=-427(LC 10)
Max Uplift 15=804(LC 12), 10=560(LC 12)
Max Grav 15=1193(LC 21), 10=1045(LC 19)
FORCES.. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less exceptwhenshown.
TOP CHORD 2-3=1440/621, 3-4=-1634/831, 4-5=1298/715, 6-7=281/21-6; 7-8=1350/763,
. 8-9=-1427/636, 9-10=1251/(329
BOT CHORD 14-15---372/499, 13-14=-362/1137, 11--13=-322/1003, 10-11=179/252
WEBS 2-15=1491/949, 2-14=393/868, 3-14=737/430, 3-13=676/688, 4-13=217/570,
8-11=57/302, 9-11=1501995, 5-16=12841681, 7-16=-12841681
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=26ft; eave=oft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 14-4-0, Exterior(2) 14-4-O.to
17-4-0, Interior(1) 17-4-0 to 26-2-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
This Item has been
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areaswherea 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
5) Bottom chord live load (20.0_psf) and additional bottom chord dead load (&..0 psf) applied only to room. 11-13
using a- Digital Signature.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 804 lb uplift at joint 15 and 560 lb uplift
Printed copies of this
at joint 10.
7) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
document are not considered
signed and sealed and the
signature must be verified
on. any,electronic copies.
,Joaquin Valez PE No.68182
MMXUSA Inc.'FL'Cert8834.._
690q'ParkeEast 31vd.TampaFL.33010"
':Date;
March 24,2020
WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 1010312015 BEFORE USE. �'
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and 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 Mi Iy�
ek•
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 ANSb TP71 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778749
2238115
Bit
Roof Special
1
1
Job Reference (optional)
w ni-ou— Irani i iiy, FL), riani City, FL - 33our, 5.240 s Mar 9 2020 Mi fek Industries, Inc. Tue Mar 2410:50:50 2020 Page 1
I D:nMYxFCYdHw2DaDkcr6JBR9z7Ero-sl RWe W5C udkl7B516HcN IxPxvwQfL30PXXrGMMzX14Z
2-4-0 8-4-2 12-7-4 144-0 20-4-0 24-11-8 26-8-0
2-4-6 6-0.0 4-3-4 1-8-12 6-0.0 4-7-8 1-8.8
4x6 =
8.00 12
19 18 17 3X8 = 3X4 = 11 109
ST1.5x8 STP = 4x8 = 2x4 11
3X4 = 3x6 11 7x10 = ST1.Sx8 STP =
2x4 II
14-4-0 28.gp
2-0-0 2 8-0-0 12-74 20-40 2441-0 241 .8 6X8
2-0-0 6-0-0 434 0-9-
_1-12 6-0-0 4-0-0 13-8
0.7.0
Scale = 1:66.6
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.61
Vert(LL)
0.08 16 >999 240
MT20 2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.38
Vert(CT) -0.10 13-14 >999 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.85
Horz(CT)
0.08 9 n/a n/a
BCDL 10.0
Code FBC20171TPI2014
Matrix-MSH
Weight: 192 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-9-5 oc purlins,
BOT CHORD 2x4 SP No.2
`Except'
except end verticals.
7-10: 2x4 SP
No.3
BOT CHORD
Rigid ceiling directly applied or 7-4-14 oc bracing. Except:
WEBS 2x4 SP No.3
10-0-0 oc bracing: 15-17, 10-12
REACTIONS. (size) 9=0-8-0, 19=0-8-0
Max Horz 19=-435(LC 10)
Max Uplift 9=582(LC 12), 19=830(LC 12)
Max Grav 9=977(LC 1). 19=1176(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. - All -forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1432/662, 34=1549/812, 4-5=1430/822, 5-6=-1406/763, 6-7=1766/86't
7-8=15111727, 8-9=1288/620
BOT CHORD 18-19=-421/500, 4-15=241/529, 14-15=231/888,13-14=-5z1/1294, 12-13=632/1321,
7-12=394/264
WEBS 2-1 9=1 495/982, 2-18=-453/928, 3-18=401/292, 15-18=371/973, 3-15=256/227,
5-14=603/116-1, 6-14=749/464, 8-12=616/1301, 4-14=634/390
NOTES-
1) Unbalanced roof -live loads -have -been considered for this design.
2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; 7PCDL=4.2psf; BCDL=FLOpsf; h=25ft;-B=45ft; L 27ft; eave=oft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2).0-0-0 to 3-0-0, Interior(1) 3-0-0 to 14-4-0, Extedor(2) 14-4-0 to
174-0, Interior(1) 17-4-0 to 26-6-4 zone; cantilever left -exposed ;C-C for members and forces 8 IRS -for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load Tronconcurrent with any otherAve toads.
4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall -by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by othersyof truss to bearing plate capable of withstanding 582 lb uplift at joint 9 and 830 lb uplift at
joint 19.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED I TEK REFERENCE PAGE 8111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify, the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and SCSI Building Component
Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Alexandria, VA 22314.
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.
,JoaquinlVelez PE'N"o:63182
MITek USA; Inc FL Cert;�6634...
6804,P..arke,East Blvd.'Tampa FL;33610'
Date:
March 24,2020
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778750
2238115
B12
ROOF TRUSS
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MTek Industries, Inc. Tue Mar 2410:50:51 2020 Page 1
I D: nMYxFCYdHw2DaDkcr6J B R9zZE ro-Ky?urs6gfxsbkLg U g?7cr8x2sJfn4dZZm BbquozXl4Y
2-4-0 8-4-0 10.1-12 13-0-0 15-8-0 18-0-0 264-0 ,
2 6-0.0 1-9-12 2-10-0 2-8-0 2-10-4 7-9-12
4x8 =
4x4 =
6 23
11cv
'b
d
qzo —
3x4 = 4x4 = 5x8 = 4x6 = 4x6 =
4x6 = 4x8 = 4x8 �l
ST1.5x8 STP =
Scale = 1:60.0
3x10 ll
2-0-0 8-4-0 ,10.1-12 IB-6-4 26-4-0
,
2 �0 6-0-0 1-112 84-8 7-9-12
Plate Offsets (X Y)—
[1:0-1-15,0-1-2] [6:0-5-12,0-2-0) [10:0-3-8 Edge], [11:Edge,0-3-8]
[12:0-24,0-2-0], [14:0-1-12,0-2-121
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.85
Vert(LL) 0.22 11-12 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.71
Vert(CT) -0.25 11-12 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.41
Horz(CT) 0.01 11 n/a n/a
BCDL 10.0
Code FBC20171TPI2014
Matrix-MSH
Attic -0.10 12-14 1028 360
Weight: 199 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-1-13 oc purlins,
7-10: 2x4 SP M 31 except end verticals.
BOT CHORD 2x6 SP No.2 *Except' BOT CHORD Rigid ceiling directly applied or
9-0-0 oc bracing.
12-14: 2x4 SP No.2 JOINTS 1 Brace at Jt(s): 17, 18
WEBS 2x4 SP No.3
REACTIONS. (size) 16=0-8-0, 11=0-3-8
Max Horz 16=-385(LC 10)
Max Uplift 16=804(LC 12), 11=560(LC 12)
Max Grav 16=1193(LC 21), 11=1057(LC 19)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1367/667, 3-4=1572/898, 4-5=1204/762, 5-6=284/280, 7-8=254/252,
8-9=1267/815, 9-i0=-1343/685,-M-11=-1189/664
BOT CHORD 15-16=-332/457, ?4-15=-419/1121, 12-14=-364/987, 11-12=176/252
WEBS 2-'16=1431/973, 2-15=-437/852, 3-15=714/383, 3-14=653/667, 4-14=-251/627,
9-12=-44/283, 10-12=-192/976, 5-17=1185/602, 17-18=111841602, 8-18=1310/704
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuk=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 25ft; B=45ft; L=26ft; eave=oft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 13-0-0, Exterior(2) 13-0-0 to
19-10-15, Interior(1) 19-10-15 to 26-2-4 zone; cantilever 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) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
electronically signed and
5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
sealed by Velez, Joaquin, PE
will rR between the bottom chord and any other members.
using a Digital Signature.
6) Bottom chord live load (20.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-14
Printed copies of this
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 804 lb uplift at joint 16 and 560 lb uplift
at joint 11.
document are not considered
8) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
Signed and Sealed and the
signature must be verified
on any electronic copies.
JDaqui 4elez PE'No.681lk
M]Tek.us'k hlc.FL:CeR-8634
;69114 Parke East Bivd.Tampa FL.33610
Date:
March 24,2020
®WARNING - VeYdy deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
�-
a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall pt 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 ANSI TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778751
2238115
B13
Hip
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2410:50:52 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-oBZG2C7SQE_SMVFgDierOMU IKj5_p2hi?gKNREzX14X
13-0-0 , 158-0 , 20.4-0 , 24-11-8 268-0 ,
2�r— 640 4-8.0 2-8-0 4-8-0 4-7-81-6-8
3x6 11
3x4 =
ST1.5x8 STP =
LOADING (psf)
SPACING-
2-0-0
TCLL 20.0
Plate Grip DOL
1.25
TCDL 10.0
Lumber DOL
1.25
BCLL 0.0
Rep Stress Incr
YES
BCDL 10.0
Code FBC2017/TPI2014
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
*Except*
7-10: 2x4 SP
No.3
WEBS 2x4 SP No.3
REACTIONS. (size) 9=0-8-0, 19=0-B-0
Max Horz 19=393(LC 10)
Max Uplift 9=-585(LC 12), 19=834(LC 12)
Max Grant 9=972(LC 1), 19=1170(LC 1)
5x8
4x4 =
4 25 5 25
4x8 = 2x4 11 1 1 ST1.5x8 STP =
5x12 = 2x4 II
6x8 =
26-8-0
Scale = 1:62.7
CS1.
DEFL.
in (loc) Udefi Ud
PLATES GRIP
TC 0.55
Vert(LL)
0.06 16 >999 240
MT20 2441190
BC 0.33
Vert(CT) -0.07 13-14 >999 180
WB 0.55
Horz(CT)
0.05 9 n/a n/a
Matrix-MSH
Weight: 190 lb FT = 20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-4-2 oc purtins,
except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
10-0-0 oc bracing: 10-12, 15-17
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1354/712, 3-4=-13821850, 4-5=1231/809, 5-6=-138BZ64, 6-7=-1655/914,
T-8=1447RY7— 8-9=1223/650
BOT CHORD 18-19=378/454 14-15=2751838, 13-14=562/1188, 12-13=689/1291, 7-12=381/288,
4-15=217/485
WEBS 2-19=1431/1015, 2-18=509/874, 3-18=-307/305, 5-14=245/508, 6-14=657/421,
8-12=666/1258,15-18=438/900,3-15=-348/248
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second-gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=27ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS'(directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3--IMIa 13-0-0, Exterior(2) 13-0-0 to
19-10-15, Interior{l) 19-10-15 to 26-6-4 zone; cantilever left exposed ;C-C for members and forces 8 MWFP.S for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a rive load of 20.Opsf on the bottom chord in all -areas where a rectangle 3-6-0 tall by 2-D-0 wide
will rd between the bottom chord and any othermembers.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 585 lb uplift at joint 9 and 834 lb uplift at
joint 19.
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
MIT6USA Inc,FL:Cert;6634..,
6Z 'P.arke,East Blvd; Tampa FL.33810'.
Date:
March 24,2020
&WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 10/03/2015 BEFORE USE.
f'
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
t©�
a truss system. Before use, the building designer must verify the applicability of design parameters and 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
I�
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/TPl1 Quality Criteria, DSB-89 and Bost Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22M4.
Tampa, FL 36610
Job
Truss
Truss Type
oty
Ply
T19778752
2238115
B14
Hip
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MTek Industries, Inc. Tue Mar 24 10:50:53 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-GK7eGX84BY7J_fgtnQA4wZ1 Ta7NbYY4sDU4xzhzXl4W
11-M 17-M 2l}4-0 _ 26-4-0
2 6-0 0 2 8 0 6 0 0 0 6-0-0 8
Z
O
6x8 =
2-0-0 2-"
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING-
2-0-0
Plate Grip DOL
1.25
Lumber DOL
1.25
Rep Stress Incr
YES
Code FBC2017/TPI2014
LUMBER -
TOP CHORD
2x4 SP N0.2 *Except*
4-5: 2x6 SP No.2
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.3
REACTIONS. (size) 12=D-8-0, 8=0-3-8
Max Harz 12=320(LC 10)
Max Uplift 12=-829(LC 12), 8=586(LC 12)
Max Grav 12=1160(LC 17), 8=1008(LC 18)
Scale = 1:52.5
5x8 = 5x6 =
18 19 20
3x4 = ST1.5x8 STP = 3x4 — 3x6 = 3x8 = 6x8 =
CSI.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TC 0.52
Vert(LL) -0.13
8-9 >999 240
MT20 244/190
BC 0.62
Vert(CT) -0.26
8-9 >999 180
WB 0.35
Horz(CT) 0.03
8 n/a n/a
Matrix-MSH
Weight: 170 lb FT = 20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-7-8 oc purlins,
except end verticals.
BOT CHORD
Rigid ceiling directly applied or 8-1-12 oc bracing.
WEBS
1 Row at midpt 4-9, 3-12, 6-8
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=251/29, 2-3=388/195, 3-4=1267/883, 4-5=-1062/784, 5-6=1275/902,
6-7=-346/270, 7-8=-416/337
BOT CHORD-1-1=12=-489/992; 9-11=-359/912,11-9=-495/829
WEBS 2-12=647/587, 3-11=347/291, 4-11 =1 681464, 5-9=186/478, 6-9=355/334,
3-12=11013/725, 6-8=959/607
NOTES-
1) Unbalanced roof live loads have been considered for this. design.
2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=9r18,-MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-0-0, Exterior(2) 11-0-0 to
15-2-15, Interior(1) 15-2-15 to 17-8-0, Exterior(2) 17-8-0 to 21-10-15, Interior(1) 21-10-15 to 26-2-4 zone; cantilever left exposed ;C-C
for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 1-0.0 psf bottom chord live load-nonconcurrent with any other live loads.
5) ' This truss has been -designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 829 Ib uplift at joint 12 and 586 lb uplift
at joint 8.
&WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to 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
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
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.
JoaquihVelez PE"N6.68182
MlTek;USA,Ir/c Ft:Cert8634
6904 Parke East Bivd.Tampa FL 33810
:Date;
March 24,2020
MOW
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
City,Ply
T19778753
2236115
615
Hip
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MTek Industries, Inc. Tue Mar 24 10:50:54 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-kVVnl Tt9jysFAboP3L7hJTnZblXhNHtZ7SBpUV7zX14V
2-40 i 8-4-0 i 11. V 112-7-4 i 17-8-0 24-11-8 i 26.1-0 i
211 60-0 r 2-SO 1-7-4 5-0-12 7-3-8 1-8-8
6x8 =
3x4 =
ST1.5x8 STP =
LOADING (psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
10.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2017(TP12014
LUMBER -
TOP CHORD
2x4 SP No.2 *Except*
6-8: 2x4 SP No.1
BOT CHORD
2x4 SP No.2 *Except*
7-10: 2x4 SP No.3
WEBS
2x4 SP No.3
REACTIONS. (size) 9=0-8-0, 18=0-8-0
Max Horz 18=328(LC 10)
Max Uplift 9=582(LC 12), 18=830(LC 12)
Max Grav 9=977(LC 1), 18=1176(LC 1)
4xB =
3x4 = 46
5 2425 26 6
5x8 = 2x4 II
ST1.5x8 STP =
2x4 II
6x8 =
26-8-0
Scale = 1:56.4
CSI.
DEFL.
in (loc) Vdefi Lld
PLATES GRIP
TC 0.75
Vert(LL)
-0.11 17-18 >999 240
MT20 2441190
BC 0.71
Vert(CT)
-0.22 17-18 >999 180
WB 0.84
Horz(CT)
0.07 9 n/a n/a
Matrix-MSH
Weight: 183 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
6-0-0 oc bracing: 14-16
10-0-0 oc bracing: 10-12
WEBS
1 Row at midpt 3-18
FORCES. (Ib)- Max. Comp./Max. Ten. -All forces250 (lb) or less except when shown.
TOP CHORD 1-2=-252/31, 2-3=386/188, 3-4=1305/883, 4-5=-1232886, 5-6=1247/869,
6-7=1351/866, 7-8=1447/842, 8-9=11061620
BOT CHORD 17-18=478/951, 5-14=265/299, 13-14=-450/1003, 12-13=941/1356, 7-12=436/416
WEBS 2-18=-643/581, 3-17=364/325, 14-17=319/1021, 4-14=-487/683, 6-13=-49/338,
7-13=747/537, 8-12=-839/1404, 3-1 8=1 0121735
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=4511; L=27ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-0-0, Exterior(2) 11-D-0 to
15-2-15, Interior(1) 15-2-15 to 17-8-0, Exterior(2) 17-M to 21-10-15, Interior(1) 21-10-15 to 26-6-4 zone; cantilever left exposed ;C-C
for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of 20.Opsf on the'bottom chord in all areas where a rectangle 3-6-0 tailty 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding582 lb uplift at joint 9 and 830 lb uplift at
joint 1 S.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to 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
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314.
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;Vele;PE No:68132'
MiT&:lJSA I9c FL Cart8834.
68D4P.arke East Blvd.'Tampa FL.3381T
Date;.
March 24,2020
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778754
2238115
B16
Hip
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 10:50:55 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-CjFPhD9Lj9N1 Dy_FvgCY?_61kx6LORhBhoZl2ZzX14U
24-0 9-0-0 144-0 19-M i 264-0
22 1 6-8-0 54-0 54-0 6-B-0
Scale = 1:46.8
5x8 = 6x12 MT20HS
2x4 II
3 18 1920 4 21 5
3x4 = ST1.5x8 STP = 4x4 = 3x8 = 3x6 = 4x4 = 3x6 11
3x6 II
Plate Offsets (X,Y)-
[1:0-0-7,0-0-21,[3:D-5-12,0-2-01,[5:0-8-8,0-1-121,[6:0-3-8,Edge1
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/deft Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.80
Vert(LL) -0.05
7-8 >999 240
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.41
Vert(CT) -0.11
7-8 >999 180
MT20HS
1871143
BCLL 0.0
Rep Stress Incr YES
WB 0.40
Horz(CT) 0.01
7 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-MSH
Weight: 156 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied or 3-2-7 oc purlins,
5-6: 2x4 SP No.t
except end verticals.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 8-8-11 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 12=0-8-0, 7=0-3-8
Max Horz 12=256(LC 10)
Max Uplift 12=-829(LC 12), 7=586(1_C 12)
Max Grav 12=1150(LC 1), 7=945(LC 1)
FORCES. (lb:) -Max. Comp./Max. Ten. -All forces.250 (lb) or less except when shown.
TOP CHORD- 2-3=-1084/752, 3-4=-1136/926, 4-5=1136/926, 5-6=1072/775, 6-7=-1010/744
BOT CHORD 11-12=250/373, 10-11=440/822, 8-10= 450/766
WEBS 2-12=1266/1088, 2-1-1=-437/72T, 3-10=-250/348, 4-10=351/395, 5-10=249/340,
6-8=-353/688
NOTES-
1) Unbalanced -roof -live loads have been_considered_forthis design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust). Vasd=lS2mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat
II; Exp C;-Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-D-0 to 3-0-0,.Interior(1) 3-0-0 to 9-0-0, Exterior(2) 9-0-0 to
13-2-16, Interior(1) 13-2 15-to 19-8-0,-Exterior(2) 19-8-0 to 23-10-15, Interior(l) 23-10-15 to 26-2-4 zone; cantilever left exposed ;C-C
for members and -forces & MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent -water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed -for a 10.0 psf hnttom 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 829 lb uplift at joint 12 and 586 lb uplift
at joint 7.
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.
,Joaquih.Velez PE No.68182
MiTek;t!$A Inc: FL Geri 8634
6904'Parke East Blvd. Tampa FL:33610'
Dates,
March 24,2020
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev, 1010312015 BEFORE USE.
Design valid for use only with Mi rek& connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall i
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB49 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778755
2236115
617
Hip
1
1
Job Reference (optional)
Builders FirstSouroe (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MTek Industries, Inc. Tue Mar 24 10:50:56 2020 Page 1
ID:nMYxFCYd Hw2DaDkcr6JB RgzZEro-gvonuZAzUTV ur6ZRSYjnYCewl KROlu2lvS I baOzX14T
2-4-0 9-0-0 12-7-4 , 19-8-0 2411-8 Zi-8-0
' 2-4-0 6&0 3-7-4 7-0-12 5-38 1-8-8
ST1.5x8 STP =
3x4 =
3x6 I I
4x8 =
3x4 11
4 23 24 25
48 = 2x4 II
4x8 =
ST1.5x8 STP =
2x4 11 6x8 =
Scale = 1:50.6
LOADING (psf)
SPACING-
2-G-0
CSI.
DEFL.
in (loc) I/defi L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.81
Vert(LL)
0.08 14 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.51
Vert(CT)
-0.16 12-13 >999 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.40
Horz(CT)
0.05 8 n/a n/a
BCDL 10.0
Code FBC20171TPI2014
Matrix-MSH
Weight 165 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-1-1 oc pur ins,
BOT CHORD 2x4 SP No.2
*Except*
except end verticals.
4-15,6-9: 2x4
SP No.3
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
WEBS 2x4 SP No.3
10-0-0 oc bracing: 13-15, 9-11
REACTIONS. (size) 8=0-8-0, 17=0-8-0
Max Horz 17=262(1_C 10)
Max Uplift 8=582(LC 12), 17=830(LC 12)
Max Grav 8=977(LC 1), 17=1176(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=11221754, 3-4=-1336/1018, 4-5=135711043, 5-6=1342/937, 6-7=-1277/818,
7-8=-1044/668
BOT CHORD 16-17=251/380, 4-13=383/433, 12-13=541/982, 11-12=790f1228, 6-11=362/330
WEBS 2-17=1293/1092, 2-16=-429/746, 3-16=-277/266, 13-16=344/851, 3-13=-447/693,
5-13=213/335, 5-12=0/288, 6-12=359/272, 7-11=733/1155
NOTES-
1) Unbalanced roof live loads have been-consideredforthisdesign-
-2) '.,And: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=27ft; eave=4ft; Cat.
It-, Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-0-0, Exterior(2) 9-0-0 to
13-2-15, Interior(1) 13-2-15 to 19-8-0, Exterior(2) 19-8-0 to 23-10-15, Interior(1) 23-10-15 to 26-6-4 zone; cantilever left exposed ;C-C
for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 582 lb uplift at joint 8 and 830 lb uplift at
joint 17.
This item has-been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies-ofthis
document are not considered
signed and sealed and the
signature must be verified
on..any_electronic copies.
,Joaquin'-Velez•P0 o:68f82`
MTek�.USA Inc FL Gert 8634:_.
6904`P0jceEastBlvd::Tampa FL 33610'
Qate:,
March 24,2020
AwARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev, 10/03/2015 BEFORE USE.
Design valid for use only with 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 r�� pp �«
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI� lT e�•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSl1TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sufte 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778756
2238115
B18
Hip Girder
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 10:50:58 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6J B R9zZEro-dlwXJFCD?41c4Qi gazl FddkF987RDgubN m nieuzXl4R
�-0 7-0-0 11-11-4 i 16-8-12 _ 21-8-b 26-8-0
22.Z 448-0 4-11-4 4-9-8 4-11-4 '_M
4x8 =
2x4 II
3x4 =
5x8 =
3 17 18 4 19 20 21 22 23 5 24 25 6
3x4 = ST1.5x8 STP = 3x4 =
3x10 II
7-0-0
3x8 =
4x6 =
3x4 =
4x4 =
Scale = 1:46.3
ST1.5x8 STP =
3x10 11
LOADING (psro
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.79
Vert(LL) 0.16 10-12 >999 240
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.39
Vert(CT) 0.14 10-12 >999 180
BCLL 0.0
Rep Stress Incr NO
WB 0.95
Horz(CT) -0.03 8 n/a n/a
BCDL 10.0
Code FBC20177TPI2014
Matrix-MSH
Weight: 177 Ito FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc purlins,
3-6: 2x4 SP No.1 except end verticals.
BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-5 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 14=0-8-0, 8=0-8-0
Max Ho¢ 14=195(LC 6)
Max Uplift 14=-1836(LC 8), 8=1575(LC 8)
Max Grav 14=1853(LC 39), 8=1700(LC 37)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1920/1846, 3-4=2340/2443, 4-5=2340/2443, 5-6=2361/24711, 6-7=1986/1911,
7-8=1644/1587
BOT CHORD 13-14-238/276, 12-13=-1468/1.614r 10-12=231972398, 9-10=1481/1593
WEBS 2-14=1746/1769, 2-13=1487/1600, 3-13=279/402; 3-12=1168/1162, 4-1r-54IW777,
5-10=551/758, 6-10=1152/1108, 6-9=218/349, 7-9=150311600
NOTES -
I) Unbalanced roof live loads have -been considered for this design.
2) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; ML=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=27ft; eave=oft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1:60-plate grip DOL=1.60
3) Provide adequate drainage to prevent -water ponding.
4) This truss has been designed for a 10.0-psf bottom chord live load nonconcurrent with -any -other- live loads-
5) ' This truss has been designed -for a live load of 20.Opsf on the bottom chord in a8 areas where a rectangle 3-6-0 tall by 2-0-0 wide
This item has been
will fit between the bottom chord and any other members.
6) -Provide mechanical connection (by others) of truss -to bearing plate capable of withstanding-1836 lb upliftatjoint 14 and 1575 lb
electronically signed and
uplift at joint 8.
sealed by Velez, Joaquin, PE
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated -loads) 435 lb down and 478 lb up at
using a Digital Signature.
7-0-0, 210 lb down and 222 lb up at 9-0-12, 210 lb down and 222 lb up at 11-0-12, 192 lb down and 222 lb up at 13-0-12, 199 lb
Printed copies of this
p
down and 222 lb up at 14-4-0, 210 lb down and 222 lb up at 15-7-4,210 lb down and 222 lb up at 17-7-4, and 210 lb down and 222
lb up at 19-7-4, and 435 lb down and 478 lb up at 21-8-0 on top chord, and 206 lb down and 151 lb up at 7-0-0, 57 lb down and 37
document are not considered
lb up at 9-0-12, 57 lb down and 37 lb up at 11-0-12, 57 lb down and 37 lb up at 13-0-12, 571b down and 37 lb up at 14-4-0, 57 lb
signed and sealed and the
down and 37 lb up at 15-7-4, 57 lb down and 37 lb up at 17-7-4, and 57 lb down and 37 lb up at 19-7-4, and 206 lb down and 151
signature must be verified
lb up at 21-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
On any 21eCtfOrlic copies.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
Joaquin Velez PE No.98182
LOAD CASE(S) Standard
MtTek U8A Ipa FL.' 8834 ..
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
8904,Parke EastBivd Tampa FL:3361T
::Date:
March 24,2020
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with Mrrek® 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 MiTak'
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fatmeation, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP11 Qualify Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778756
2238115
B18
Hip Girder
1
1
Job Reference (optional)
Builders 1-irstbource (Plant laity, FL), Plant t;lty, FL - 33bbr, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 10:50:58 2020 Page 2
ID:nMYxFCYdHw2DaDkcr6JB R9zZEro-dIwXJFCD?4lc4Qi gazlFddkF987 RDgubN mnieuzXl4R
LOAD CASE(S) Standard
Uniform Loads (plf)
Vert: 1-3=60, 3-6=60, 6-7=60, 1-8=20
Concentrated Loads (Ib)
Vert: 3=102(F) 6=102(F) 13=36(F) 9=36(F) 17=-46(F) 18=46(F) 20=-46(F) 22=-46(1`) 23=-46(F) 24=-46(F) 25=-46(F) 26=12(F) 27=12(F) 28=12(F) 29=12(F)
30=12(1`) 31=12(F) 32=12(F)
WARNING - Verdy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 1010312015 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 propedy incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW
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 69D4 Parke East Blvd.
Safetyinformation available from Truss Plate Institute, 218 N. Lee Street, Suhe 312. Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778757
2238115
B19
Hip Girder
1
n
L
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MITek Industries, Inc. Tue Mar 24 10:51:012020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-1 tcgxH E61?7BxtRPF5JyFFMpELAZQAgl3kOMFDzX140
2-0-0 12-7-4 17-0-12 i 21-8-0 i 24-11-8 i 26-4-o 1 28-6-0 ,
2-4-0 57-4 4S8 4-7-4 33-8 1-0-8 2-4-0
4x8 =
2x4 11 3x4 =
27 28 4 29 30 31 32 5 33
34
4x8 =
Scale = 1:49.4
20 19 __ __ 16 __ _. _... 1211 10
ST1.5x8 STP = 4x8 = 2x4 11 ST1.5x8 STP = 3x4 =
3x4 = 412 =
3x6 11 x2x4 I I Sx6 =
26-4-0
i 2-0-0 2.4-0 7-0-0 12-74 1131 -0 17-0-17�2 21-83-0-0 0 24-8-0 24�1 y8 2fr8A 28-80 i
5-74 1-1-12 3312 4-14_8 0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.60
TCDL
10.0
Lumber DOL
1.25
BC 0.36
BCLL
0.0
Rep Stress Incr
NO
WB 0.31
BCDL
10.0
Code FBC2017lrP12014
Matrix-MSH
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4 SP No.2 *Except*
4-18,7-11: 2x4 SP No.3
WEBS
2x4 SP No.3
REACTIONS.
(size) 20=0-8-0, 10=0-8-0
Max Horz 20=-233(LC 6)
Max Uplift 20=-1808(LC 8), 10=1676(LC 8)
Max Grav 20=1860(LC 39), 10=1868(LC 38)
DEFL. in (loc) Vdefl Ud PLATES GRIP
Vert(LL) 0.14 17 >999 240 MT20 244/190
Vert(CT) 0.12 17 >999 180
Horz(CT) -0.06 10 n/a n/a
Weight: 343 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
6-0-0 oc bracing: 11-13
10-0-0 oc bracing: 16-1B
FORCES- (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1879/1761, 3-4=2981/2943, 4-5=2999/2950; 5-6=2870/2847, 6-7=2338/2220,
T- 1606/1442
BOT CHORD 19-20=-245/260,4-16=-586/820,15-16=-2650/2953;14-15=-1681/1950,
13-14=1117/1363, 7-1Z=-756/-766
WEBS 2-20=1807/1779, 2-19=1480/1646, 3-19=-506/634, 16-19=1267/1461, 3-16=1679/1755,
5-15=-5911761, 6-15=1250/_1294, 7-114=672/671, 10-1.3=295/312, 8-13=1346/1562,
8-'10=1614/1430
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 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 180E lb uplift at joint 20 and 1676 lb
uplift at joint 10.
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
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 velaz,PE k68182
MITeKIUSA, flit FL Gert 8684 6tiDiFia ii East 6d.Tampa FL.,.33610
Date:
March 24,2020
MITek*
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Ply
�Qty
T19778757
2238115
619
Hip Girder
1
Job Reference (optional)
ttudoers rlrstbOurce (Plant city, FL), I'lant city, FL - 33b6Y, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 10:51:01 2020 Page 2
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-1 tcgxHE61?7BxlRPF5JyFFMpELAZOAg13kOMFDzX140
NOTES-
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 435 lb down and 479 lb up at 7-0-0, 207 lb down and 222 lb up at
9-0-12, 207 lb down and 222 lb up at 11-0-12, 192 lb down and 222 lb up at 13-0-12, 191 lb down and 219 lb up at 14-4-0, 191 lb down and 219 lb up at 15-74, 206 lb
down and 219 lb up at 17-7-4, and 206 lb down and 219 lb up at 19-74, and 450 lb down and 513 lb up at 21-8-0 on top chord, and 206 lb down and 151 lb up at 7-0-0,
57 lb down and 37 lb up at 9-0-12, 57 lb down and 37 lb up at 11-0-12, 57 lb down and 37 lb up at 13-0-12, 64 lb down and 37 lb up at 14-4-0, 64 lb down and 37 lb up at
15-74, 64 lb down and 37 lb up at 17-7-4, and 64 lb down and 37 lb up at 19-7-4, and 194 Ib down and 128 lb up at 21-7-4 on bottom chord. The design/selection of
such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=60, 3-6=60, 6-9=60, 18-21=20, 17-18=20, 13-16=20, 11-12=20, 11-24=20
Concentrated Loads (lb)
Vert: 3=102(B) 6=93(B) 19=36(B) 14=13(B) 27=-46(B) 28=-46(B) 29=-46(B) 30=-48(B) 31=-48(B) 33=48(B) 34=48(B) 35=12(B) 36=12(B) 37=12(B) 39=-16(B)
40=16(B) 41=16(B) 42=16(B)
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111•7473 rev, 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall t� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ItlliTek•
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 ANSUTPI1 Quality Criteria, DSB-89 and SCSI Building Component Blvd.
e East
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, 69D4 Parkrk East
Job
Truss
Truss Type
Qty
Ply
T19778758
2238115
CA
Jack -Open
12
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 Mi-rek Industries, Inc. Tue Mar 2410:51:02 2020 Page 1
I D: nMYxFCYdHw2DaDkcr6J B R9zZEro-V3A29cFk3J F2Z1 ObpogBoTu7glbA9hiA101vnfZX14N
0.11-4
0.11-4
2x4 =
0
Scale = 1:7.8
PROVIDE ANCHORAGE, DESIGNED BY OTHERS,
AT BEARINGS TO RESIST MAX. UPLIFT
AND MAX HORZ. REACTIONS
SPECIFIED BELOW.
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.05
Vert(LL)
-0.00 6
n/r
120
TCDL 10.0
Lumber DOL
1.25
BC 0.02
Vert(CT)
-0.00 6
n/r
120
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
0.00
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (size) 2=Mechanical, 3=Mechanical
Max Horz 2=51(LC 1), 3=62(1_C 17)
Max Uplift 2=-46(LC 12)
Max Grav 2=82(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
PLATES GRIP
MT20 244/190
Weight: 3 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all -areas where -a -rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46-Ib-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 Np.66162
MiT.&USA Inc;FLCert8634
6904`P.arke East t31yd. Tampa FL:33610
Date;
March";24,2020
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA GE 111I1.7473 rev. 1010312015 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 rp{ qq T
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IYI) le •'
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 ANSITP11 Quality Criteria, DSB.89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778759
2238115
CJ1E
Jack -Open
2
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567,
2x4 =
0-11-4
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2410:51:02 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-V3A29cFk3JF2Z10bpogBoTu7glbA9h AIOlvnfzXl4N
0
PROVIDE ANCHORAGE, DESIGNED BY OTHERS,
AT BEARINGS TO RESIST MAX. UPLIFT
AND MAX HORZ. REACTIONS
SPECIFIED BELOW.
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Udefl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.05
Vert(LL)
-0.00 6
n/r
120
TCDL 10.0
Lumber DOL
1.25
BC 0.02
Vert(CT)
-0.00 6
n/r
120
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
0.00
n/a
n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (size) 2=Mechanical, 3=Mechanical
Max Horz 2=51(LC 1), 3=62(1_C 17)
Max Uplift 2=-46(LC 12)
Max Grav 2=82(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1:7.8
PLATES GRIP
MT20 2441190
Weight: 3 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; CaL
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
-2) This truss has been designed for a 10.0-psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss -has-been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall -by 2-&-awide-
will fit between the bottom chord and any other members.
4) Refer to girder(s)-for truss in in as connections-
5) Provide mechanical connection (by -others) ofluIs6Yo-bearing plate capable of withstanding 461b-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.
Joaquinyelez PE'N6.68182
MiTel(:USA Inc. FL Cert 8634
6904;P.arke East 6i4d.`Tampa,F1:33610:
4ate
March 24,2020
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
f`
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
L©y
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
iviiTek`
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.
inavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19776760
2238115
CJ3
Jack -Open
12
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 10:51:03 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-zFjQMyGMgdNuABboN WLQKgRFA9rxu6TKW2VSK6zX14M
24-0 2-11-4
24-0 0-7-4
LOADING (psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
10.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2017rrPI2014
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
3x6 11 ST1.5x8 STP =
i 2-0-0 i 2-11-4 i
2-0-0 0-11-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
TC 0.26
Vert(LL)
-0.00
5
>999
240
BC 0.37
Vert(CT)
0.00
5
>999
180
WB 0.16
Horz(CT)
0.04
3
n/a
n/a
Matrix -MP
REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0
Max Horz 5=134(LC 12)
Max Uplift 3=165(LC 1), 4=216(LC 1), 5=-486(LC 12)
Max Grav 3=94(LC 12), 4=136(LC 12), 5=610(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-5=307/537
Scale = 1:14.6
PLATES GRIP
MT20 244/190
Weight: 12 Ib FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional)and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0-psf bottom chord live load nonconcurrent with any other live loads.
3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical -connection (by others) of truss to bearing plate capable of withstanding 165 lb uplift at joint 3, 216 lb uplift at
joint 4 and 486 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 Nc.68187
MlTeIi;USA Inc. FL Vert 8834 ,
69D4 P..arke East Blvd: Tampa PC;33610'
Date.
March 24,2020
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall rp{ /��
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing lYI� Ig
Pik'
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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sute 312, Alexandra, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778761
2238115
CJ3E
Jack -Open
2
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 10:51:04 2020 Page 1
I D: nMYxFCYd Hw2DaD kcr6JB R9zZEro-RSHpalG_bwV IoLA_wDsftu_PbZApdZLTliEOsYzX14L
2-4-0 2-11-4
2.4-0 0-7-4
5
ST1.5x8 STP =
II 2-
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.28
Vert(LL)
0.00
5
>999
240
TCDL 10.0
Lumber DOL
1.25
BC 0.39
Vert(CT)
0.00
5
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.18
Horz(CT)
0.04
3
n/a
n/a
BCDL 10.0
Code FBC2017rTP12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0
Max Horz 5=185(LC 12)
Max Uplift 3=165(1_C 1), 4=216(1_C 1), 5=-593(LC 12)
Max Grav 3=108(LC 12), 4=153(LC 12), 5=62D(LC 20)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except -when shown.
WEBS 2-5=385/615
Scale = 1:14.6
PLATES GRIP
MT20 244/190
Weight: 12 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)-Vasd=132mph; TCDL=4-,2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Part. Encl., GCpi=0.55; MWFRS (directional) -and C-C-Extedor(2)zone; cantilever left exposed ;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwAh-any other live toads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom -chord in all areas where a rectangle 3-6-0 tall by 2-0-0-wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to -bearing plate capable of withstanding 165 lb uplift at joint 3, 216 lb uplift at
joint 4 and 593 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.
Joaquih`:Velez PE"N6.68182'
MIT&USA,Ine FI .Cert6634 ,
fi9D4parke,East Blvd: 7arnpa:Fl.;33610`:
°Date;
March 24,2020
®wARN1NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. `
Design valid for use only with 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 M!Tek'
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T1977B762
2238115
CJ5
Jack -Open
10
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2410:51:05 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-verBneHcMEdcQVIAUxNuP5Wb6zZSM1Xd M ZQ 7X14K
2-4-0 4-11-4
2-4-0 2-74
Scale = 1:21.2
ST1.5x8 STP =
2-0-0 2x4 II 4-114
2-0 0 2-11.4
Plate Offsets (X Y)—
11:0-4-7 0-0-10]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.23
Vert(LL) -0.01 4-5 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.23
Vert(CT) 0.01 4-5 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.12
Horz(CT) 0.06 3 n/a n/a
BCDL 10.0
Code FBC2017rTP12014
Matrix -MP
Weight: 19 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0
Max Horz 5=228(LC 12)
Max Uplift 3=108(LC 12), 4=20(LC 9), 5=247(1_C 12)
Max Grav 3=77(LC 17), 4=43(LC 10), 5=374(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=322/237
BOT CHORD 1-5=250/316
WEBS 2-5=317/415
ND'rPS=
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp_C;_Encl., GCpi=0.18; MWFRS (directional) and C-C-Exterior(2) G-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-10-8 zone; cantilever left
_exposed ;C- -for members and -Forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This -truss has been designed for a live load-of-20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between -the bottom chord and any-cther members.
4) Refer to girder(s) for truss to -truss connections.
-5)_P_mAde mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 3, 20 lb uplift at joint
4 and 247 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 4*elez,PE'No.88183
M1T4vSA, InctFCCert:6834 ,
69040arke EasitBlvd. Tampa FL.33610'
Date:
March 24,2020
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIA7473 rev. 1010312015 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 p� //g�
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Ily�l yT
ek•
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 ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778763
2238115
CJ5E
Jack -Open
2
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 10:51:05 2020 Page 1
ID: nMYxFCYd Hw2DaDkcr6J B R9zZEro-verBneHcM EdcQV IAUxN u P5WbwzZFM07d_M_ZO_zX14K
24-0 4-11-4
24-0 2-74
Scale = 1:21.2
ST1.5x8 STP =
2-0-0 2x4 II 4-11-4
29 2-114
Plate Offsets (X,Y)—
[1:04-7 0-0-10]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.24
Vert(LL) -0.01 4-5 >999 240
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.25
Vert(CT) 0.01 4-5 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.15
Horz(CT) 0.08 3 n/a n/a
BCDL 10.0
Code FBC2017rrPI2014
Matrix -MP
Weight: 19 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-114 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-7-6 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0
Max Horz 5=314(LC 12)
Max Uplift 3=158(LC 12), 4=32(LC 9), 5=-314(LC 12)
Max Grav 3=125(LC 10), 4=56(LC 10), 5=381(LC 20)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=397/310
BOT CHORD 1-5=336/402
WEBS 2-5=404/501
NOTES-
1) Wind: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-10-8 zone; cantilever
left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss bas been designed for a10.0 psf bottom chord live load nonconcurrent with any other live loads:
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint 3, 32 lb uplift at joint
4 and 3-14 lb uplift at joint 5.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies_ofthis
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
,Joaquin Velez,PE"No,68182
Mrrak'USA fnc FLCeri$634
6904 Parke East Btvd.'Tampa FL13361 T.
:.Dates
March 24,2020
,&WARNING - Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M114473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall q
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety/nformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
T19778764
2238115
CJ5T
Jack -Partial
2
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 10:51:06 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-OgPZ IE7YIT1eKM2eu7yJ3m8MvZ5UomDOj7wQZX14J
2-4-0 4-11.4
2-4-0 2-7-4
Scale = 1:21.2
ST1.5x8 STP =
2x4 II
Plate Offsets (X,Y)—
[1:04-7,0-0-10]
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) -0.01 7 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.24
Vert(CT) -0.01 6 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.12
Horz(CT) 0.05 3 n/a n/a
BCDL 10.0
Code FBC20171TPI2014
Matrix -MP
Weight: 22 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-114 oc puriins.
BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
5-7: 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (size) 3=Mechanical, 4=Mechanical, 9=0-8-0
Max Horz 9=228(LC 12)
Max Uplift 3=107(LC 12), 4=16(LC 9), 9=234(LC 12)
Max Grav 3=78(LC 17), 4=55(LC 10), 9=396(LC 1)
FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=321/238
BOT CHORD 1-9=250/316
WEBS 8-9=-387/375; 2-8=321/412
NOTES-
1) Wind: ASCE7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4:2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat.
II; Exp-C; Encl., GCpi=0.18; fA WFRS (directional) and_GC-ExterknIA 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-10-8 zone; cantilever left
exposed ;C-C for members and forces & MWFRS for reactions shown; -Lumber DOL=1.60 plate grip D.OL=1.60
2) This truss has been designed -fora 10.0 psf bottom chord -live -load nonconcurrent with any other live -loads.
3) ' This truss has been -designed !or a live load of 20.Opsf on the bottomchordin all areas where-arrectangle 3-6-0 tall by 2-0-0 wide
will fit betweefrthe bottom chord and any other members.
4) Referto girder(s) for truss to truss connections..
5) Provide-miechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 3, 16 lb uplift at joint
4 and 234lb uplift arjoint 9.
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.
JoagijimVelez PE No.681k:
M[Tsk U3A, Ina. Fli Cert 6634 ,
,6994 Parke East Blvd: Tampa FL.33610_
Date:
March 24,2020
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE.
Design valid for use ontywith Mi rek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall [�
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/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778765
2238115
D01
Monopitch
2
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 10:51:07 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-sl zxCKJsurtKfouZcMQMU Wcmom3XgkHvRgTgTtzX141
-2' 2 4-7-4
F-2-0-12 4-74
2x4 II
4
Scale = 1:47.0
7 5
ST1.5x8 STP = ST1.5x8 STP =
3x8 =
VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL
LOADS IMPOSED BY SUPPORTS (BEARINGS).
-7 4-7-0 6-11-0
-7 49 4 4 0
Plate Offsets (X Y)—
[2:0-2-14,0-2-0] [7:0-7-1 Edoel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udefl L1d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.92
Vert(LL) 0.25 6-7 >403 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.96
Vert(CT) 0.23 6-7 >449 180
BCLL 0.0
Rep Stress Incr YES
WB 0.94
Horz(CT) -0.18 8 n/a n/a
BCDL 10.0
Code FBC2017frP12014
Matrix -MP
Weight: 70 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied.
4-8: 2x6 SP No.2, 2-7: 2x4 SP No.2
REACTIONS. (size) 7=0-7-4, 8=0-7-4
Max Horz 7=630(LC 12)
Max Uplift 7=-465(LC 12), 8=591(LC 12)
Max Grav 7=492(LC 1), 8=325(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=113311590, 5-8=-426/1035, 2-7=728/970
BOTCHORD 6-7=643/775,v6=1-744/1650
WEBS 3-5=1764/2244
NOTES-
1) Wind: ASCE 7-10; Vult=170mph-(3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C,, Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-12 to 0-11-4, Interior(1) D-11-4 to 8-8-8 zone; end vertical
left exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss has=been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) • This truss has been designed for a live load of20.0psf on the bottom chord in all areas where a rectangle 3-&-O'tall by 2-0-0 wide
will fit between the bottom chord and arty other members.
4) Bearing at joint(s) 7, 8 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify
This item has been
capacity oll'bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 465 lb uplift at joint 7 and 591 lb uplift at
electronically signed and
joint B.
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.
,JoaquinVeleiPE. N6.68182'
MiTek.UBA, Inc FL Cart 8834:
8*i4 P..arke East 9Q Tampa FL43610`.
!'.Date:•
March 24,2020
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 1010312015 BEFORE USE. sot
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
fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
P7Job
T19778766
2238115
D02
Half Hip
1
Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33557. 8.240 s Mar 9 2020 Mi rek Industries, Inc. Tue Mar 2410:51:08 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-KDXJPgJVf9?BHyTl93xb1 kBxZAQuZDS3gKCD?JzX14H
-2112 , 4-7-4 7-7-4 8-114
2-0-12 4-7-4 3-0-0 1-0-0
6x8 =
2x4 11
9 ST1.5x8 STP = 3x6
0 6
ST1.5x8 STP =
3x8 —_ VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL
LOADS IMPOSED BY SUPPORTS (BEARINGS).
LOADING (psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
10.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2017rrP12014
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 `Except'
5-9: 2x6 SP No.2, 2-8: 2x4 SP No.2
Q-7� 4 74 B-11-4
7-4 4 0 0 44-0
CSI.
DEFL.
in
floc)
I/defl
L/d
TC 0.92
Vert(LL)
0.25
7-8
>419
240
BC 0.96
Vert(CT)
0.22
7-8
>464
180
WB 0.82
Horz(CT)
-0.15
9
n/a
n/a
Matrix -MP
Scale = 1:43.3
I�
a
PLATES GRIP
MT20 244/190
Weight: 74 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
REACTIONS. (size) 8=0-7-4, 9=0-7-4
Max Horz 8=580(LC 12)
Max Uplift 8=503(LC 12), 9=553(LC 12)
Max Grav 8=492(LC 1), 9=325(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown:
TOP CHORD 2-3=-1111/1696, 3-4=1430/1960, 6-9=342/1056, 2-8=731/978
BOT-CHORD 7-8=584/713
WEBS 3-7=-653/452, 2-7=1213/1039, 4-7=2292/1630, 4-6=-524/742
NOTES-
1) Unbalanced roof live -loads have been -considered for this design.
2) Wind; ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TC1:)L=4.2psf; BCDL-=6:0psf; h=25ft; B=45ft;-L=_24ft; eave=4ft; Cat.
II; Exp-C; End., GCpi=0.18; MWFRS.(Airectional)-and C-C Extedor(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4-to 7-7-4, Exterior(2) 7-7-4
to 8-8-8 zone; end vertical left exposed; porch left and right exposed;C-C for members -and -forces & MWFRS for -reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load-of20.0psf 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.
This item has been
6) Bearing at joint(s) 8, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
.electronically Signed and
capacity of bearing surface.
sealed by Velez, Joaquin, PE
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 503 lb uplift at joint 8 and 553 lb uplift at
using a Digital Signature. ,
joint 9.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on. any.electronic,copies.
JoaquinVetei PE No.88182'
MiTWUSA Inc. FL Cert 6834 ,
6904'P,arke EastBtvd:Tampa FL:33610`
Date:.
March 24,2020
WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIW7473 rev. 1010312015 BEFORE USE.
k
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
�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 ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa; FL 36610
Job
Truss
Truss Type
Qty
Ply
T19776767
2238115
D03
Half Hip
1
1
Job Reference (Optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MTek Industries, Inc. Tue Mar 2410:51:09 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZErooP5idOK7QT82v62xjnSgaxhBQarwljxCv ynXlzX14G
-2-0-12 4-7-4 , 5-7-4 , 9-2-8
2 0-12 4-7-4 1-0-o 3-7-4
6x8 =
4 11
3x6 =
8
ST1.5x8 STP =
2x4 11
ST1.5x8 STP =
4x6 =
Scale = 1:33.6
p-7� , 4-74 8-7-0 -2� ,
-7-4 4 0 0 4-0-0 J
Plate Offsets (X,Y)—
[2:0-3-8,Edge), [4:0-5-8,0-1-121, [8:0-5-8,0-0-2)
LOADING (psq
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.78
Vert(LL) 0.15 7-8 >703 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.58
Vert(CT) 0.14 7-8 >785 180
BCLL 0.0
Rep Stress Incr YES
WB 0.61
Horz(CT) -0.12 6 n/a , n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-MSH
Weight: 67 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-7 oc pudins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 `Except* BOT CHORD Rigid ceiling directly applied or 5-6-14 oc bracing.
5-6: 2x6 SP No.2, 2-8: 2x4 SP No.2
REACTIONS. (size) 6=0-7-4, 8=0-7-4
Max Horz 8=478(LC 12)
Max Uplift 6=516(LC 9), 8=578(LC 12)
Max Grav 6=337(LC 1), 8=502(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 23= 940/1999, 3-0=1185/2186, 2-8=672/1039
BOT CHORD 7-8=613/556, 6-7=6827520
WEBS 3-7=-524/323r4-7=2288/1263, 2-7=1225/644, 4-6=582/121-1
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-10; Vult=f7,0biph (3-second gust) Vasd=137mph;TCDL=42psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 5-7-4, Exterior(2) 5-7-4
to-8; 11-12 zone; end vertical left -exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=t60 plate gripDOL=1.60.
3) Provideadequate drainage to preventwater ponding.
4) This truss has-been des¢,7nedfor a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ` This truss -has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
This item has been
6) Bearing at joint(s) 6, 8 considers parallel "rain value using ANSI/TPI 1 angle -to grain formula. Building designer should verify
electronically signed and
rapacity of bearing surface.
sealed by Velez, Joaquin, PE
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 516 lb uplift atjoint 6 and 578 lb uplift at
using a Digital Signature.
joint 8.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on. any, electronic, copies.
Joaquin:Velei PE No:681131
MITek USA, Inc FL`:Cert 6634:
fi984,Parke East Blvd: Tampa.FL;33610 ;
Date:.
March 24,2020
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 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 oftrusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778768
2238115
D04
Roof Special
3
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 10:51:09 2020 Page 1
ID: nMYxFCYdHw2DaDkcr6J B R9zZEro-oP5idOK7QT82v62xj n Sgaxh8basC I kN CvynXlzxl4G
-2--12 4-7-4 9-2-8
2 012 4-7-4 4-7-4
4x4 =
r 3x6 =
ST1.5x8 STP =
ST1.5x8 STP =
3x6 =
,0-7-4 , 4-7-4 B-7.4 ,9-2-8 ,
0-7' 4-0-0 4-D-0 0-7-0
Scale = 1:29.9
LOADING (pall)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udefl Ltd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.77
Vert(LL) 0.15 6-7 >712 240
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.57
Vert(CT) 0.13 6-7 >810 180
BCLL 0.0
Rep Stress Incr YES
WB 0.52
Horz(CT) -0.12 5 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-MSH
Weight: 55 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-5 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or B-6-15 oc bracing.
2-7,4-5: 2x4 SP No.2
REACTIONS. (size) 7=0-7-4, 5=0-7-4
Max Horz 7=287(LC 11)
Max Uplift 7=673(LC 12), 5=418(LC 12)
Max Grav 7=506(LC 1), 5=340(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=864/1651, 3-4=855/1647, 2-7=659/880, 4-5=-430/710
BOT CHORD 6-7=-296/347
WEBS 3-6=-1501/624, 2-6=949/674, 4-6=1041/620
NOTES-
1) Unbalanced roof live loads -have been considered for this design.
2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf;-BCDL=6.Qpsf; h=25ft; B=45ft; L=241,t; eave=oft; Cat.
Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Interior(1) 0-114-to 4-7-4, Exterior(2) 4-7-4
to 7-7-4, Interior(1) 7-7-4 to 9-U-12zone; end vertical left and right exposed; porch left and right-exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall -by 2-0-0 wide
will fit between the bottom chord and any -other members.
5) Bearing atjoint(s) 7, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
This item has been
capacity of bearing surface.
electronicafly signed and
6) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 673 lb uplift at joint 7 and 418 lb uplift at
sealed by Velez, Joaquin, PE
joints.
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 In`E k ceit 8634 ,
6984Parke East BIYd. Tampa FL;33610'
'.Date:
March 24,2020
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev, 1010312015 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 i
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek*
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLTP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Streel, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T197713769
2238115
D05
Roof Special
1
1
Job Reference (optional)
Builders FirstSourcel(Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MTek Industries, Inc. Tue Mar 24 10:51:10 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-Gbf4gLLIBmGvWGd8HUz369EJL_A41 GUM7ehK3Czx14F
-2-0-12 4-74 9-2-8 11-34
2.0-12 4-7-4 4-7-4 2-0-12
4x4 =
Scale = 1:31.0
8
ST1.5x8 STP = ST1.5x8 STP =
3x6 = 3x6 =
B-7-4
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL . 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017rTP12014
CSI.
TC 0.77
BC 0.59
WB 0.24
Matrix-SH
DEFL. in (loc) Udefl Ud
Vert(LL) 0.14 6-7 >770 240
Vert(CT) 0.12 6-7 >890 180
Horz(CT) 0.09 6 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 59 Ito FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-11 oc puriins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 `Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
2-8,4-6: 2x4 SP No.2
REACTIONS. (size) 8=0-7-4, 6=0-7-4
Max Horz 8=308(LC 10)
Max Uplift 8=-658(LC 12), 6=653(1_C 12)
Max Grav, 8=493(LC 1), 6=486(LC 1)
FORCES. (lb) - Max. Camp./Max. Ten. - All -forces 250 (Ib) or less except when shown.
TOFrCHORD 2-3=1127/985; 3-4=1092/994, 2-8=73lf778, 4-6=-517/858
BOT CHORD. 7-8=316/416, 6-7=20/471
WEBS 3-7=819/816, 2-7=355/7.70, 4-7=-46DT43
NOTES-
1) Unbalanced -roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf BCDL=6.Opsf h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C;EncL, GCpi=0.18; MWFRS (directional) and C-C Exteriof(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 4-7-4, Exterior(2) 4-7-4
to 7-7-4-, Intefior(1) 7-74 to 11-3-4 zone; end vertical left and -right exposed; porch left -and right exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1.60-plate grip DQL=1.60
3) This truss has been designed for a 10.0 psf-bottorn 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 chorci_inaltareas where a rectangle-3-6-0 tall by 2-0-0 wide
will fit between the bottom chord -and any other members.
5) Bearing atjoint(s) 8, 6 considers parallel to gral"alue using ANSI/TPI 1 angle to grain formula. Building designer should -verify
This item has been
rapacity of bearing surface.
electronically signed and
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 658 Ito uplift at joint 8 and 653 Ito uplift at
sealed by Velez, Joaquin, PE
joint 6.
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 Nb.68182'
MITek;USA Ire FL:Gertn6814, .
6904'Parke East Blvd. -Tampa FL;336W
Date:
March 24,2020
®WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,7II.7473 rev. 1010312015 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 p�
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?Plf Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778770
2238115
E01
Common Girder
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 10:51:12 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-C_mgF1 M?iO WdmZnWOv?XBaJfwnvbV3cfbyARB4zX14D
24-0 7-1-12 13-8-0 1t -4
2V 4-9-12 r�4 3-3-0
4x4 =
ST1.5x8 STP = 7x8 = 5x6 — 7x8 = ST1.5x8 STP =
3x4 = 3x10 II 3x10 II
Scale = 1:58.0
Plate Offsets (X,Y)—
[3:0-3-0,0-3-01, [7:0-4-0,044), [9:0-3-8,04-12)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Udefl
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.83
Vert(LL)
0.14
7-9
>999
240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.39
Vert(CT)
-0.15
7-9
>999
180
BCLL 0.0
Rep Stress Incr NO
WB 0.68
Horz(CT)
-0.01
6
n/a
n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix-MSH
Weight: 262 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD
2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD
2x6 SP M 26
except end verticals.
WEBS
2x4 SP No.3 BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS.
(size) 10=0-8-0, 6=0-74
Max Horz 10=493(LC 8)
Max Uplift 10=-3539(LC 8), 6=2662(LC 8)
Max Grav 10=5609(LC 1), 6=3694(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less -except when shown.
TOP CHORD
1-2=856/638, 2-3=4057/2601, 3-4=1646/1106, 4-5=1568/1154, 5-6=-3756/270B
BOT CHORD
1-10=510/675, 9-10=-849/789, 7-9=2425/3288
WEBS
2-10=-2755/1838, 2-9=-1676/2802, 3-9=1644/2552, 3-7=2510/1896, 4-7=1062/1446,
5r7=-2195/311101
NOTES-
1) 2-ply truss to be connected together with 1 Od (0.131 "xY) nails as follows:
Top chords connected as follows: 2x4 - 1 row at G-9-0 cc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 cc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; 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
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
electronically Signed and
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-U-0 wide
sealed -by Velez, Joaquin, PE
will fit between the bottom chord and any other members.
using a Digital Signature.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3539 lb -uplift at joint 10 and 2662 lb
printed�o les of this
P
uplift at joint 6.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1555 lb down and 998 lb up at
document are not considered
2-8-12, 1555 lb down and 1004 lb up at 4-8-12, 982 lb down and 639 lb up at 6-8-12, 959 lb down and 681 lb up at 8-8-12, 985 lb
signed and sealed and the
down and 676 lb up at 10-8-12, and 1008 lb down and 677 lb up at 12-8-12, and 1005 lb down and 746 lb up at 14-8-12 on bottom
signature must be verified
chord. The design/selection of such connection device(s) is the responsibility of others.
on any electronic Copies.
LOAD CASE(S) Standard
Joaquin:Velez PEwo 68182
MITek1JSA Ino:FL Cett 8834. .
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
i1904 Parke East f3jvd Tampa FL;33610."
Uniform Loads (plf)
Data;
Vert: 14=60, 4-5=60, 1-6=20
March 24,2020
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AIITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall i
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 9VIiTek•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS//TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety lnfarmalfun available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty,
Ply
T19778770
2238115
E01
Common Girder
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33b67,
d.z4U s mar v zuzu MI I ek mausmes, Inc. I ue mar Z4 1 U:al:lz Zulu rage z
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-C_mgF1 M?iOWdmZnWOv?XBaJfwnvbV3cfbyAR84zX14D
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert:8=959(F) 13=1555(F) 14=1555(F) 15=982(F) 16=961(F) 17=964(F) 18=982(F)
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M9-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
is truss nA� f
system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall r
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ItllT��•
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; DSO-69 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778771
2238115
E02
Hip
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2410:51:13 2020 Page 1
ID: nMYx FCYdHw2DaDkcr6JB R9zZE ro-gAKCTNN dTheU Nj MjycWmknsoLBFcEbVogcw_gXzX14C
2-4-0 7-1-12 13-0-0 114V i 11 -4 i
2.4-0 4-9-12 5-10-4 1_ 0 2-7�
11 9
3x4 = 2x4 II 3x6 = 4x8 =
ST1.5x8 STP =
5x6 =
4x4 =
4 5
8 7
-3x8 = ST1.5x8 STP =
3x6 11
2-0-0 2 7-1-12 14-4-0 16-114
2-0-0 0 4-9-12 7-2-4 2:7T
LOADING (psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
10.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2017fTP12014
CSI.
DEFL.
in
(loc)
Ildefi
Ud
TC 0.85
Vert(LL)
-0.08
8-9
>999
240
BC 0.41
Vert(CT)
-0.14
8-9
>999
180
WB 0.38
HOrz(CT)
-0.01
7
n/a
nla
Matrix-MSH
LUMBER-
BRACING -
TOP CHORD
2x4 SP No.2
TOP CHORD
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.3
BOT CHORD
WEBS
REACTIONS.
(size) 11=0-8-0, 7=0-7-4
Max Horz 11=493(LC 12)
Max Uplift 11=-486(LC 12). 7=-462(1_C 12)
Max Grav 11=780(LC 1), 7=667(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD
1-2=293/136,2-3=608/220, 34=943/567, 4-5=330/266, 5-6=333/237, 6-7=-851/547
BOT CHORD
1-1 1� 07/275, 9-11=344/386, 8-9=189/291
WEBS
2-11=-831/612, 2-9=-235/498, 3-9=719/590, 4-9=-5147855, 4-8=5811473,
6-8=-350/602
Scale = 1:57.4
PLATES GRIP
MT20 244/190
Weight: 133 lb FT = 20%
Structural wood sheathing directly applied or 4-11-10 oc purlins,
except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing, Except:
10-0-0 oc bracing: 8-9.
1 Row at midpt 4-9, 4-8, 5-8
NOTES-
1)-Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C;Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 13-0-0, Exterior(2) 13-0-0 to
16-9=8 zone; cantilever left exposed-;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage-to-preventwater ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)-'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will tilt between the bottom chord and any other members, with BCDL = 10.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 486 lb uplift at joint 11 and 462 lb uplift
at joint 7.
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
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/TPl1 Quality Criteda, DSB-89 and BCSI Building Component
Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA22314.
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.
.JoaquinVelez k*oA81182'
MiTWUSA Inc. FL CeR 6634
69D4 P:arKe East Blvd. Tampa.FL.33610"
:Date:
March 24,2020
OW
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778772
2238115
E03
Hip
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MTek Industries, Inc. Tue Mar 2410:51:13 2020 Page 1
ID: nMYxFCYdHw2DaDkcr6J B R9zZEro-gAKCTN N dTheU Nj MjycWmknswaBEOEaU ogcw_gXzX14C
21 7-1-12 11-0-0 1r�-11�4 -0 1f
21-0 4-112 3-101 5-0-0 7
ST1.5x8 STP = 3x6 —
3x4 =
3x4 =
2x4 II
5x8 =
4 14 15 16 5
3x4 = ST1.5x8 STP =
6x8 =
Scale = 1:48.6
2-0-0 2 11-M 16-11-4
2-0-0 0 8-8-0 5-11.4
Plate Offsets (X,Y)—
[1:0-0-7,D-0-2] [4:0-4-0,0-1-9],[5:0-1-12 0-0-4]
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in floc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.32
Vert(LL) -0.09 7-9 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.51
Vert(CT) -0.19 7-9 >909 180
BCLL 0.0
Rep Stress Incr YES
WB 0.45
Horz(CT) -0.01 6 n/a n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix-MSH
Weight: 113 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
4-5: 2x6 SP No.2 except end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-6
REACTIONS. (size) 9=0-8-0, 6=0-7-4
Max Horz 9=51 O(LC 12)
Max Uplift 9=477(LC 12), 6=490(LC 9)
Max Grav 9=780(LC 1), 6=644(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=329/64, a4=468/253
BOT CHORD 1-9=41/290, 7-9=507/696, 6-7=299/428
WEBS 2-9=-477/466, 3-7=-410/325, 4-7= 149/478, 4-6=-6874-79, 3-9=524/316
NOTES-
1) Unbalanced roof live loads have been considered for -this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2r0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-0-0, Exterior(2) 11-0-0 to-
15-2-15, Interior(1) 15-2-15 to 16-9-8 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions -shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This Truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0-wide
This Item has been
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 477lb uplift at joint 9 and 49D lb uplift at
electronicailly signed and
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.
JoaquinNelez PE'No.68182,
MITek,USA ltic FL Cert6834 ,
6804;P.arlie East Blvd::Tampa FL:;33610'
March 24,2020
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MfTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek*
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing oftmsses and truss systems, see ANS11TPIi Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safetylnformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610
Job
ru
Truss
Truss Type
Oty
Ply
T19 776773
2238115
Half Hip
1
IT
Job o tional Reference
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MTek Industries, Inc. Tue Mar 24 10:51:14 2020 Page 1
I D:nMYxFCYd Hw2DaDkcr6J B R9zZEro-9NuagjOFE?m L?txvWK2? H?O?6bZYz3lx2GfYDzzX14B
24-0 9-M 16-11.4
' 2-4-0 ' 648-0 7-11-4
6x8 =
14 15 16
2x4 11 Scale = 1:41.3
3x6 = 4x4 = _
3x4 = ST1.5x8 STP = ST1.5x8 STP =
2x4 11
6x8 =
2{}0 24-0 9-M 16-11-4
2-0 0 00 6-B-0 7-11-4
Plate Offsets (X,Y)—
11:0-0-7,D-0-21,13:0-5-8,0-2-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/clef! L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.72
Vert(LL) -0.11 5-6 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.56
Vert(CT) -0.22 5-6 >801 180
BCLL 0.0
Rep Stress Incr YES
WB 0.32
Horz(CT) -0.01 5 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-MSH
Weight: 103 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
3-4: 2x6 SP No.2 except end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-5
REACTIONS. (size) 8=0-8-0, 5=0-7-4
Max Horz 8=417(LC 12)
Max Uplift 8=-520(LC 12), 5=505(LC 9)
Max Grav 8=780(LC 1), 5=603(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=598/265, 4-5=232/311
BOT CHORD 6-8=385/489, 5-6=378/521
WEBS 2-8=841/738, 2-6=94/432, 3-6=01258, 3-5=642/468
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCET-I0;Atult=170mph (3-second gustyVasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat.
11; Exp C; Encl., GCpi=0.18;.MWFRS-(directional) and C-C Exterior(2) G-0-0 to 3-0-0, Interion(l) 3-0-0 to 9-0-0,-Exterior(2) 9-0-0 to
13-2-15, Interior(1) 43-2-15 to 16-9-8 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip-nOL=1.60
3) Provide adequate drainage to -prevent water ponding.
4) This -truss has beendesignedfor a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom -chord and any other members, with BCDL=10.opsf.
This item has beefs
6) Provide mechanical connection (try others) of truss to bearing platecapable of withstanding 520 lb uplift at joint 8 and 505 lb uplift at
electronically signed and
joint 5.
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.. , az•PE W6:68182'
MITek USA Irc. FL°Cert,6634 ,
6404Parke East Blvd. Tampa FL33610'
Date:
March 24,2020
WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE. �`
IYf
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
I
truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall � A T
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i ek•
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 ANSVTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778774
2238115
E05
Half Hip Girder
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2410:51:15 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-dZSzt3Pu?JUBdl W541ZEpCxCU??ciLc5HvP51PZX14A
2-4-0 7-0-0 11-0-0 15-0-0
' 22 ' 4-8-0 4-0-0 4-M
4x8 = 3x6 II 4x4 — Scale: 3/8"=1'
3 12 4 13 14 5
3x4 = 9
ST1.5x8 STP = 3x4 = 3x8 = 3x10 I I
7-M
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017/TPI2014
CSI.
TC 0.62
BC 0.18
WB 0.98
Matrix-MSH
DEFL. in (loc) I/deft Ud
Vert(LL) 0.05 7-8 >999 240
Vert(CT) 0.04 7-8 >999 180
Horz(CT) -0.01 6 n/a n/a
PLATES GRIP
MT20 244/19D
Weight: 104 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-2 oc purlins,
BOT CHORD 2x6 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (size) 6=Mechanical, 9=0-8-0
Max Horz 9=331(LC 8)
Max Uplift 6=-1451(LC 5), 9=1401(LC 8)
Max Grav 6=988(LC 36), 9=1013(LC 39)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-986/1217, 34=686/963, 4-5=686/953, 5-0=964/1362
BOT CHORD 8-9=282/132, 7-8=1082/815
WEBS 2-9=1046/1211, 2-8=935/863, 4-7=593/841, 5-7=1482/1057
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24111; eave=4ft; Cat.
II; Exp C; Fncl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; porch left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will -fit between the bottom chord and any other members.
6) Refer to girder(s) for truss -to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1451 lb uplift at joint 6 and 1401 lb uplift
This item- has been
at joint 9.
electronically signed and
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 626 lb down and 665 lb up at
sealed by Velez, Joaquin, PE
7-0-0, 301 lb down and 309 lb up at 9-0-12, and 301 lb down and 309 lb up at 11-0-12, and 301 lb down and 309 lb up at 13-0-12
using a Digital Signature.
on top chord, and 385 lb down and 160 lb up at 7-0-0, 126 lb down and 29 lb up at 9-0-12, and 126 lb down and 29 lb up at
11-0-12, and 126 lb down and 29 lb up at 13-0-12 on bottom chord. The design/selection of such connection device(s) is the
Printed copies Of this
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 VeIerPE`N 18182
Vert: 1-3=60, 3-5=60, 1-6=20
fdiTek:USA Inc FL`;Cert86�4 ,
Concentrated Loads (lb)
6904 Parke East Blvd: Tampa FL:33810`
Vert: 3=-100(B) 8=34(B) 4=46(B) 7-1 2(B) 12=-46(B) 14=-46(B) 15=12(B) 16=12(B)
Dater
March 24,2020
WARNING - verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. �'
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall e' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
T19778775
2238115
EJ5
Jack -Open
28
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 10:51:16 2020 Page 1
I D: nMYxFCYdHw2DaDkcr6JBR9zZEro-51OL5PQ WmcO2EB4Hdl4TMQTNuOFSR?gEWZ8eHrzX149
2� 0 7-0-0
2-0 0 4-8-0
Scale = 1:29.5
2x4 = 5 4
ST1.5x8 STP =
2x4 II
2-0 0 7-M
2-0-0 5-0-0
Plate Offsets (X,Y)—
f1:0-4-7,0-0.101
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.64
Vert(LL) -0.07 4-5 >849 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.46
Vert(CT) -0.07 4-5 >746 180
BCLL 0.0
Rep Stress Incr YES
WB 0.16
Horz(CT) 0.18 3 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
Weight: 25 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-7-14 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0
Max Horz 5=324(LC 12)
Max Uplift 3=-206(LC 12), 4=17(LC 9), 5=-235(LG 12)
Max Grav 3=160(LC 17), 4--69(LC 3), 5=418(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=481/377
BOT CHORD 1-5=349/416
WEBS 2-5=4821540
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II;-Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 6-11-4 zone; cantilever left
Exposed ;C-C for members and forces & MWFR84or reactions shown; Lumber DOL=1.60 plate grip DOL-=1.60
2) This truss has-been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load oi-20;Opsf on the bottom chord -in all areas where a rectangle 3-6-0 tall by- 2-0-0 wide
will fit between the bottom chord and any other -members.
4) Refer to girder(s) for truss to truss -connections.
5) Provide mechanical connection (by others) of truss to bearing plate -capable -of withstanding 206 lb uplift at joint 3, 17 lb uplift at joint
4 and-235 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 Pewo.68182
Mltek. USA, Inc. FL Cert 6634 ,
6904`P.arke East Bi1%d' Tampa F1;33B16:;
Dafe
March 24,2020
A WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE 11,7IF7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and 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 MOWis 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 ANSM11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778776
2238115
EJ5E
Jack -Open
4
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MTek Industries, Inc. Tue Mar 24 10:51:17 2020 Page 1
I D:nMYxFCYdHw2DaDkcr6JB R97ZEro-Zyaj I IQBXw8vs LfUBSbi udOUYoYuARH OIDuCplzX148
i 2.4-0 7-0-0 i
2-4-0 4-8-0
Scale = 1:29.6
ST1.5x8 STP =
2x4 11
2-0.0 7-0-0
21 5-0-0
Plate Offsets (X,Y)—
[1:0-4-0,Edgel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.84
Vert(LL) -0.09 4-5 >646 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.64
Vert(CT) -0.09 4-5 >585 180
BCLL 0.0
Rep Stress Incr YES
WB 0.20
Horz(CT) -0.24 3 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
Weight: 25 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-14 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0
Max Horz 5=446(LC 12)
Max Uplift 3=293(LC 12). 4=37(LC 9), 5=311(LC 12)
Max Grav 3=225(LC 17). 4=89(LC 10), 5=426(LC 20)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=606/503
BOT CHORD 1-5=-471/538
WEBS 2-5=-621/678
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Extedor(2) O-D-O to 3-0-0, Interior(1) 3-D-0 to 6-11-4 zone; cantilever
ieft_exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This tniss.has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a -five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
wn fit between the bottom chord -and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 293 lb uplift at joint 3, 37 Ito uplift at joint
4 and 311. lbuplift at joint 5.
This item has been
r
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.
JoagtiinVelez PE No.68182'
MITek USA Inc Fl] Cotty6634
6904 Parke East Blvd: Tampa FL33610`
.Date
March 24,2020
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �6 a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall /g
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?Plf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778777
2238115
EJ5T
Jack -Partial
5
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 Mi rek Industries, Inc. Tue Mar 2410:51:18 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6J BR9zZEro-1875W5Rm IDGmUUEgIA6xRrZjaCx5vviXztdlMkzXl47
2 4-0 7-M
24-8-0
I4
9 2x4 II
2x4 = ST1.5x8 STP =
2x4 II
Scale: 3/8"=1'
2 0 0 3 8 8 4 7-0-0
2-0-0 1�-8 3-0-0
Plate Offsets (X,Y)—
f1:0-4-7,0-0-101
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.63
Vert(LL) -0.07 6 >827 240
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.45
Vert(CT) -0.08 6 >655 180
BCLL 0.0
Rep Stress Incr YES
WB 0.19
Horz(CT) 0.16 3 n/a n/a
BCDL 10.0
Code FBC2017rrPI2014
Matrix -MP
Weight: 29 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
5-7: 2x4 SP No.3 8-6-13 oc bracing: 1-9.
WEBS 2x4 SP No.3
REACTIONS. (size) 3=Mechanical, 4--Mechanical, 9=0-8-0
Max Horz 9=324(LC 12)
Max Uplift 3=202(LC 12), 4=17(LC 9), 9=219(LC 12)
Max Grav 3=160(LC 17), 4=78(LC 3), 9=445(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-487/382
SOT CHORD 1-9=-349/416
WEBS 8-9=-707/640, 2-8=494/554
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and_C-C Exterior(2) 0-0-0 to 3-0-0,1nterior(1) 3-0-0-to=6-11-4 zone; cantiteveelef -
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottorirchord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tally 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5)-Provide mechanical connection (by others) of truss to bearing -plate capable of -withstanding 202 lb uplift at joint 3, TTIb uplift at joint.
4 and 219 lb uplift at joint 9.
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
MiTek13SA,Inc FLCeit8834 ,
;8904'Parke East Blvd Tampa FL:33610_,
Date:,
March 24,2020
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 1010312015 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 p! i
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
T19778778
2238115
HJ5
Diagonal Hip Girder
5
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2410:51:19 2020 Page 1
I D:nMYxFCYdHw2DaDkcr6JB R9zZEro-V KhTjQS03XOd5epsJtdA_25ricJweLAh CXNJuAzXl46
3-1-9 9-10-1
3-1-9 6-8-8
Scale = 1:29.1
3x4 = 6 3x4 4
ST1.5x8 STP =
3x6 11
2-9-9 7-1-9 9-10-1
2-9-9 4.0-0 243-8
Plate Offsets (X,Y)—
(1:0-3-3,0-0-15)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.80
Vert(LL) -0.10 5-6 >809 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.35
Vert(CT) 0.09 5-6 >882 180
BCLL 0.0
Rep Stress Incr NO
WB 0.18
Horz(CT) 0.04 3 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-MSH
Weight: 47 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 3=Mechanical, 4=Mechanical, 6=0-8-0
Max Horz 6=324(LC 8)
Max Uplift 3=219(LC 8), 4=103(LC 17), 6=700(LC 8)
Max Grav 3=206(LC 28), 4=154(LC 22), 6=865(LC 28)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=265/503, 2-3=331/165
BOT CHORD 1-6--434/342, 5-6=434/139
WEBS 2-6=-605/401, 2-5=1 47/462
NOTES-
1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left -exposed; Lumber DOL=1.60 plate grip DOL=1-.60
2) This truss has been -designed for a 10.0 psfbottom chord -Jive load nonconcurrentwith any other live loads.
3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all. areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottomchordand any other -members.
4) Refer to girder(s) for —truss to truss -connections.
5) Provide -mechanical connection (by others) of truss to bearing plate capable of withstanding 219 lb uplift at joint3, 1031b uplift at
joint 4 and 700 lb uplift at joint 6.
E)-Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 181 lb down and 249 lb up at
4-2-15, 181 lb down and 249 lb up at 42-15, and 168 lb -down and 128 lb up at 7-0--14, and 168 lb down and 128 lb up at 7-D-14 on
This item has been
top.chord, and 112 lb down and 65 lb up at 1-4-15, 1121b down and 65 lb up at 1-4-15, 127 lb down and 244 lb up at 4-2-15, 127
electronically signed and
lb down and 244 lb up at 4-2-15, and 41 lb down and 27 lb up at 7-0-14, and 41 lb down and 27 lb up at 7-0-14 on bottom chord.
Sealed by Velez, Joaquin, PE
The design/selection of such connection device(s) is the responsibility of others.
using a Digital Signature.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
Printed Copies Of this
LOAD CASE(S) Standard
document are not considered
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
signed and sealed and the
Uniform Loads (plo
signature must be verified
Vert: 1-3=60, 1-4=20
Concentrated Loads (lb)
on any,. electronic. copies.
Vert: 9=219(F=109, B=109) 11=91(F=-46, B=-46) 12=275(F=137, B=137)
JoaquinaVe]ezPENo:68182`
MITek:USA, Inc FL Cert 8634
89D4'P.arke East Btvd. Tampa.FL 33010'
D`a4e
March 24,2020
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not �s
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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778779
2238115
HJ5E
Diagonal Hip Girder
1
1
Job Reference o tional
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 6.z4u s mar to zuzu ml I eK Inousmes, Inc. I ue mar z4 l u:al zu zuzu rage i
I D: nMYxFCYd Hw2DaDkcr6JB R9z2Ero-zXFsxmTOgrW Ujo03sa9P WGe0zOeRN oPgRB6sQdzX145
3-1-9 9-10-1
3-1-9 6.8-8
Scale = 1:29.1
I$
3x4 = 6 3x4 ZZ: 4
ST1.5x8 STP =
3x8 11
2-9-9 1- 7-1-9 9-10-1
2-19 4-0-0 2-8-8
Plate Offsets (X Y)-
[1:0-4-3 0-1-21
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.83
Vert(LL) -0.11 5-6 >713 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.40
Vert(CT) -0.10 5-6 >797 180
BCLL 0.0
Rep Stress Incr NO
WB 0.18
Horz(CT) 0.04 3 n/a n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix-MSH
Weight: 48 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or
6-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 3=Mechanical, 4=Mechanical, 6=0-8-0
Max Horz 6=446(LC 8)
Max Uplift 3=318(1_C 8), 4=113(LC 5). 6=896(LC 8)
Max Grav 3=280(LC 28), 4=200(LC 22). 6=1012(LC 28)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-421/512, 2-3=446/273
BOT CHORD 1-6=-468/522, 5-6=-442/291
WEBS 2-6=-705/555, 2-5=306/464
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Part. Encl., GCpi=0.55; MWFRS-(directional); cantilever left exposed; Lumber DOL=1.60 plate grip.DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconr..urrent with any other live loads.
3) ' This truss has been designed for a live load of 20:Opsf on the bottom chord in -all areas where a rectangle 3-6-0 tall by 2-0--0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 318 lb uplift at joint 3, 113 lb uplift -at
joint 4 and 896 lb uplift at joint 6.
6) Hanger(s) or other connection device(s) shall be provided -sufficient to support concentrated load(s) 233 lb down and 254_lb up at
This item -has been
4-2-15, 233 lb down and 254 lb up at 4-2-15, and 255 lb down and 215 lb up at 7-0-14, and 255 lb down and 215 lb up at 7-0-14 on
top chord, and 112 lb down and 65 lb up at 1-4-15, 112 lb down and 65-lb up at 1-4-15, 143 lb down and 244 lb up at 4-2-15, 143
electronically signed and -
lb down and 244lb up at 4-2-15, and 53 lb down and 37Ib up at 7-0-14, and 53 lb down and 37Ib up at 7-0-14 on bottom chord.
sealed by Velez, Joaquin, PE
The design/selection of such connection device(s) is the responsibility of -others.
using -a Digital Signature•:
7) In the LOAD CASE(S) section, loads applied to the face of the -truss are noted as front (F) or back (B).
Printed copies Of this
LOAD CASE(S) Standard
document are not considered
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
signed and sealed and the
Uniform Loads (plf)
signature must be verified
Vert: 1-3=60, 1-4=20
any electronic copies.
Concentrated Loads (lb)
JD
Joaquin Velez
Vert: 9=219(F=109, B=109) 11=91(F= 46, B=-46) 12=275(F=137, B=137)
. F(Cert 68
MilekuSA, Inc._FL-Cert:6634
6904 Parke East Blvd: Tampa FL:33010
::Date:
March 24,2020
®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mi rek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �«
at russ system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building tlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT@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 ANSYTPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778780
2238115
HJ5T
Diagonal Hip Girder
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567,
3x4 = 9 3x4 II
ST1.5x8 STP =
2x4 11
8.240 s Mar 9 2020 MTek Industries, Inc. Tue Mar 24 10:51:21 2020 Page 1
I D: nMYxFCYdHw2 DaDkcr6JB R9zZEro-Rj pE86Tfb8eLLyzFQ I ge3TBG2Pvx6B?zfrsPy3zX144
9-10-1
6-8-8
9-10-1
Scale = 1:29.3
Plate Offsets (X Y)—
[1:0-1-1 0-0-11
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.48
Vert(LL) -0.28
4-5 >286 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.76
Vert(CT) 0.25
6 >318 180
BCLL 0.0
Rep Stress Incr NO
WB 0.41
Horz(CT) -0.17
3 n/a n/a
BCDL 10.0
Code FBC2017lrP12014
Matrix-MSH
Weight: 37 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 31
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 31 'Except-
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
5-7: 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (size) 3=Mech6nical, 4=Mechanical, 9=0-8-0
Max Horz 9=323(LC 24)
Max Uplift 3=234(LC 8), 4=72(LC 17), 9=-674(LC 8)
Max Grav 3=213(LC 28), 4=147(LC 22), 9=904(LC 28)
FORCES. (lb) -Max. Comp./Max. Ten. -.All forces250 (lb) or less except when shown.
TOP CHORD 1-Z=-215/277, 2-3=324/158
BOT CHORD 1-9=-192/260, 7-9=296/13, 5-7=-284/65, 5-8=13/296
WEBS 8-9=651/533.2-8=561/478
NOTES-
1) Wind: ASCE 7-10; Vult=174mph (3second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat.
II; Exp C; Encl., GCpi=0.lB;_MVIIF-RS (directional); cantilever left exposed ;Lumber DOL=1.60 plate arip_DOL=,-M
2) This truss has been designed for a 10.0-psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed Tor a live load of 20.Opsf on the bottom chord -in -all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s)for truss to truss connections,
5) Provide mechanical connection (by others) of mass -to bearing plate capable of withstanding Z3.4:1balpliftat joint 3, 72 lb uplift -at joint
4 and 674 lb uplift at joint 9.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentratedJoad(s) 181 lb down and 249 !b up at
4-2-15, 181 !b down and 249 lb up at 4-2-15, and 165 lb down and 123 lb up at 7-0-14, and 165 lb -down and 1281b up at 7-0-14 on
top chord, and 112 !b down and 65 lb up at 1-4-15, 112 lb down and 65 lb up at 1-4-15, 127 lb down and 244 lb up at 4-2-15, 127
lb down and 244 lb up at 4-2-15, and 44-lb down and 29 lb up at 7-0-14, and 44 lb down and 291b up at 7-0-14 on bottom chord.
The design/selection of such connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-3=60, 7-10=20, 6-7=20, 5-8=-20, 4-5=20
Concentrated Loads (Ib)
Vert: 13=219(F=109, B=109) 15=91(F=46, B=-46) 16=275(F=137, B=137)
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.
JoaquiniVelez PE' Np.881$2'
MrTWUSA Inc FL.Cert8834.
8904,P.arke East Blvd -Tampa FL:33810'
Date; -
March 24,2020
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �-
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mijek*
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 ANSIITPl1 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778781
2238115
MG1
Monopitch Girder
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 10:51:22 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR97ZEro-wvNcLSU HMSmCy6YR—?BtbhjUxpDHrgz7uVbzVVzX143
3-4-0
3-"
Scale = 1:40.1
2x4 II
3
3x6
ST1.5x8 STP = 3x4 = ST1.5x8 STP =
3x6 11 6xB =
Plate Offsets (X Y)— [4:Edoe 0-4-41
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.28
Vert(LL) 0.06 4-5 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.82
Vert(CT) 0.05 4-5 >999 180
BCLL 0.0 '
Rep Stress Incr NO
WB 0.30
Horz(CT) -0.00 4 n/a n/a
BCDL 10.0
Code FBC20171TPI2014
Matrix -MP
Weight: 53 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x6 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-1-15 oc bracing.
REACTIONS. (size) 6=0-8-0, 4=0-8-0
Max Horz 6=298(LC 8)
Max Uplift 6=-472(LC 8), 4=1569(LC 8)
Max Grav 6=394(LC 1), 4=947(LC 25)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-415/537, 1-6=433/533
BOT CHORD 5-6=298/106, 4-5=678/387
WEBS 2-5=-836/382, 24=577/1011, 1-5=469/370
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=411t; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord -in all areas where a rectangle 3-6-0-tall by 2-0-0 wide
will fd between the bottom chord and any other members.
41 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 472 lb uplift at joint6 and 15691b uplift
at joint 4.
5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 980 lb down and 1423 lb up at
5-D-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
This Item has been
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
electronically signed and
LOAD CASE(S) Standard
sealed by -Velez, Joaquin, PE
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
using a Digital Signature.
Uniform Loads (plf)
Printed copies of this_
Vert: 1-3=60, 4-6=20
Concentrated Loads (lb)
document are not considered
Vert: 7=608(F)
signed and sealed and the
signature must be verified
on. any electronic copies.
Joaquivelez PE Np.68182'
141iTek'USA Inc. FL Cert 6634
l SO4P.arke;East Btvd.,Tampa.FL; 33610
Date:
March 24,2020
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall pp
building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing Y V1��E.g�•
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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty,
Ply
T19778782
2238115
PB1
GABLE
8
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567,
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 10:51:23 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-06x ZoVv7mu3aG7eYji68uGZjDagaBvG79LW1x7X142
14-4-0
7-2-0
4x6 11 Scale = 1:30.2
4x6 = 8 7 6 4x6 =
2x4 11 2x4 11 2x4 11
14-4-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Udefl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.67
Vert(LL)
0.01
5
n/r
120
TCDL 10.0
Lumber DOL
1.25
BC 0.75
Vert(CT)
0.01
5
n/r
120
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
0.01
4
n/a
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix-SH
PLATES GRIP
MT20 2441190
Weight: 56 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3, Right: 2x4 SP No.3
REACTIONS. All bearings 12-9-6.
(lb) - Max Horz 2=223(LC 11)
Max Uplift All uplift 100 lb or less at joint(s) except 2=285(LC 12), 4=285(LC 12), 8=131(LC 12). 6=131(LC
12)
Max Grav All reactions 250 lb or less atjoint(s) 7, 8, 6 except 2=332(LC 1), 4=332(LC 1)
FORCES. (lb) - Max. ComplMax. Ten. - All -forces 250-(Ib) or less except when shown.
TOP CHORD 2-3=-530/407,-3-4=530/407
BOT CHORD 2-8=-115/309, 7-8=115/309, 6-7=-1-15/309, 4-6=115/309
NOTES-
1) Unbalanced roof live loads have been considered -for this design.
2) Wind: ASCE 7-10; Vuft=170mph=(3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat.
II; Exp C; Encl., GCpi 0_1B; MWFRS (directional) and C-C-Exterior(2),0-3-5 tc,3-3-5, lnterior(1) 3-3-5 to 7-2-0, Exterior(2) 7-24) to
10-2-0, Interior(1) 10-2-0 to 14-0-TT zone;C-C for members and forces & MWFRS for reactions -shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs -exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI-1.
This Item has been
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 4-0-0-oc.
electroNcallj/ Signed and
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Sealed by Velez, Joaquin, PE
7) ' This truss has been designed for a live load -of 20.Opsf on the bottom chord in all areas where -a rectangle 3-&0 tall by 2-0-0 wide
using a Digital Signature.
will fit between the bottom chord and any other members.
Printed copies Of this
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 285 lb uplift at joint 2, 285 lb uplift at
joint 4, 131 Ito uplift at joint 8 and 131 lb uplift at joint 6.
document are not Considered
9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
signed and sealed and the
designer.
signature must be verified
on any electronic copies.
,Joaquin.Velez-PE No.68182
M iT.ek'USAJric; FC,6rt.6634 .
6904!Parke East Bivri;;Tampa FL;33910'
March 24,2020
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. �'
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTele
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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778763
2238115
PB2
GABLE
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MTek Industries, Inc. Tue Mar 2410:51:27 2020 Page 1
I D: nMYxFCYd Hw2DaDkcr6J B R9zZEro-GtAV P9YPA_PV 3tQ PnZn2lkRJ mgOtW?us2nJkAjzX14-
5-8-0 8$0 144-0
' 5-8-0 ' 3-0-0 5-8.0
1�
6
3x6
2x4 11
3x6
9 8 7
4x4 = 2x4 11 2x4 II 2x4 11 4x4 =
Scale = 1:25.3
144-0
144-0
Plate Offsets (X,Y)—
[3:0-3-0,0-0-21, [4:0-3-0,D-D-21
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.41
Vert(LL)
0.00
6
n/r
120
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.47
Vert(CT)
0.01
6
n/r
120
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT)
0.01
17
n/a
n/a
BCDL 10.0
Code FBC2017/TPl2014
Matrix -MR
Weight: 52 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 12-9-6.
(Ib) - Max Horz 2=176(LC 10)
Max Uplift All uplift 100 lb or less at joint(s) 9, 7 except 2=322(LC 12), 5=322(LC 12)
Max Grav All reactions 250 lb or less at joints) 8, 9, 7 except 2=360(LC 1), 5=360(LC 1), 2=360(LC 1),
5=360(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=496/546, 3-4= 488/554, 4-5=-496/546
BOT CHORD 2-9=249/337, 8-9=249/337,7-8=249/337, 5-7=-249/337
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2)-Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp. C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-5 to 3-3-5, Interior(1) 3-3-5 to 5-8-0, Exterior(2) 5-8-0 to
13-1-13, Interior(1) 13-1-13 to 14-0-11 zone;C-C for members and forces& MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Provide adequate drainage to prevent waterponding.
5) Gable requires continuous bottom chord bearing.
This item has been
6) Gable studs spaced at 4-0-0 oc.
7) This truss has beeo designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
electronically Signed and
8) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
sealed by Velez, Joaquin, PE
will fit between the bottom chord and any other members.
using a Digital Signature.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 7 except Gt=lb)
Printed copies of this
2=322, 5=322, 2=322, 5=322.
10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
document are not considered
designer.
signed and sealed and the
signature must be verified
on any_ electronic. copies.
,JoaquinNelez•PE Nc.68182
Mi7ek USA; Inc.'FL Cart 6634
6906 Parke East Blvd. Tampa FL;33610'
Daft:
March 24,2020
WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not s
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall q� T
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IY1i lek,
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778784
2238115
PB3
Piggyback
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567,
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2410:51:28 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-k3ktcVZ2xIXLg1?bKG IHryzTWEOgFRy?GR2Hh9zXl3z
14-4-0
14-4-0
Scale = 1:26.6
4x4 =
3x4 1i 10 9 8 3x4 =
2x4 11 2x4 11 2x4 11
14-4-0
14-4-0
Plate Offsets (X,Y)—
[2:0-2-0,0-1-8)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.47
Vert(LL)
0.00
7
n/r
120
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.37
Vert(CT)
0,00
7
n/r
120
BCLL 0.0
Rep Stress Incr YES
WB 0.08
Horz(CT)
0.00
6
n/a
n/a
BCDL 10.0
Code FBC20171TPI2014
Matrix-SH
Weight: 54 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. All bearings 12-9-6.
(lb) - Max Horz 2=180(LC 10)
Max Uplllft All uplift 100 lb or less at joints) except 2=202(LC 12), 6=125(LC 12), 10=114(LC 12), 8=159(LC
8). 9=-168(LC 8)
Max Grav All reactions 250 lb or less at joint(s) 2, 6, 9 except 10=388(LC 17), 8=258(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
WEBS 4-9=198/256
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-35to 3-3-5, Interior(1) 3-3-5 to 5-10-0, Exterio42) 5-10-0 to
8-0-0, Interior(1) 8-0-0 to 10-8-0, Extedor(2) 10-8-0 to la-6-1 1, Interior(1) 13-6-11 to 14-0-11 zone;C-C-for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 1D: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 202 lb uplift at joint2, 125 lb uplift at
This item has been
joint 6, 114 lb uplift at joint 10, 159 lb uplift at joint 8 and 168 lb uplift at joint 9,
electronically signed and
8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
sealed by Velez, Joaquin, PE
designer.
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:velk PE No.68162
ek UBA;=Iric. FL' Qert 6634
6904'P.arke East Blvd. Tarnpa FL,33610.
'rate
March 24,2020
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MX7473 rev. 1010312015 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 pg �s
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 ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safefy/nformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778785
2238115
PB4
Piggyback
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567,
4x4 =
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2410:51:29 2020 Page 1
I D: nMYxFCYdHw2 DaDkcr6JB R9zZEro-CFIFpragicfC I Banuzp W09 WdS ej F_uh9V5orDbzXl3y
Scale = 1:26.6
3x4 -i 10 9 8 3x4 =
2x4 II 4x8 = 4x8 =
LOADING (psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
10.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2017lrP12014
CSI.
DEFL.
in
(loc)
Udefl
Ud
TC 0.46
Vert(LL)
-0.00
6
n/r
120
BC 0.35
Vert(CT)
-0.00
6
n/r
120
WB 0.11
Horz(CT)
0.00
6
n/a
n/a
Matrix-SH
PLATES GRIP
MT20 244/190
Weight: 50 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. All bearings 12-9-6.
(lb) - Max Horz 2=180(LC 11)
Max Uplift All uplift 100 lb or less at joint(s) 6 except 2=216(LC 12), 9=245(LC 12), 10=127(LC 12), 8=147(LC
8)
Max Grav All reactions 250 lb or less at joint(s) 2, 8, 6 except 9=313(LC 18), 10=384(LC 17)
FORCES- (lb) -Max. Comp./Max. Ten. -All forces Z50 (lb) or less except when shown.
WEBS 3-10=288/780, 4-9=364/368
NOTES-
1) Unbalanced roof --live loads have beer considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and-C-C Exterior(2) 0-3-5 te-3-3-5, Interior(1)-3-3-5-to 5-10-0, Exterior(2) 5-1 O-0 to
8-10-0, Interior(1) B-10-0 to 12-8-0 E)d rior(2)-128-0 to 14-0-11 zone;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent -water ponding.
4)-Gable requires continuous bottom -chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been-designedinr_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) Bearing at joint(s) 9, 8 considers parallel to grain value using ANSI/TPI 1-angle to grain formula. Building designer should verify
capacity of bearing surface.
electronically Signed and
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except at=lb)
sealed by Velez, Joaquin, PE
2=216, 9=245, 10=127, 8=147.
using a Digital Signature.
9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
Printed copies of this
designer.
document are not considered
signed and sealed and the
signature must be verified
on, any electronic copies.
Joaquin Velez PE'146:68182'
MiTek USA Inc: FL:Cert;6.634
6904Parke East B,i d.'Tampa FL;33610'
Date,
March 24,2020
A WARNING - Verily design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE.
Design valid for use onlywith Mrek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not �Y a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall r�
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Oty
Ply
T19778786
2238115
PB5
Piggyback
4
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2410:51:30 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-hSse1 BaITvn3wK9_ShKlwN3pT23AjLMIklXOm 1 zXl3x
5-10-0 11-8-0
' 5-10-0 5-10-0
4x6 II
3x4 2x4 II 3x4 O
Scale = 1:24.6
11-8-0
Plate Offsets (X,Y)—
[2:0-2-0,0-1-Bj,[4:0-2-0 0-1-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.44
Vert(LL) 0.01 5 n/r 120
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.37
Vert(CT) 0.02 5 n/r 120
BCLL 0.0
Rep Stress Incr YES
WB 0.08
Horz(CT) 0.00 4 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 40 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=10-1-6, 4=10-1-6, 6=10-1-6
Max Horz 2=-180(LC 10)
Max Uplift 2=-203(LC 12), 4=203(LC 12), 6=-194(LC 12)
Max Grav 2=227(LC 1), 4=240(LC 18), 6=415(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 3-6=-337/234
NOTES--
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft,, B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-5 to 3-3-5, Interior(1) 3-3-5 to 5-10-0, Exterior(2) 5-10-0 to
8-10-0, Interior(1) B-10-0 to 11-4-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Gable requires continuous bottom chord bearing.
4-)-This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
S) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (K=1b)
2=203, 4=203, 6=194.
7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
This item has been
designer.
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 N.o;68182
MITek1JSA tnc FL Celt6634..,
8904 Parke East 131vd;.Tampa Fl 33610;
f:Dafe:�
March 24,2020
®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not �s
a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design into the overall A i
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek"
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778787
2238115
PB6
GABLE
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567,
4-0-0
8.240 s Mar 9 2020 MTek Industries, Inc. Tue Mar 24 10:51:31 2020 Page 1
ID: nMYxFCYd Hw2DaD kcr6JB R9zZEro-9eQOEXbwEDvwXUkA?Or_TabOj RRLSpuSzP HxlUzXl3w
D 11-8-0
D 4-0-0
Scale = 1:19.9
3x6 i
2x4 11
3x6
7
3x4 = 2x4 II 3x4 =
11-8-0
Plate Offsets (X Y)— [3:0-3-00-0-2] [4:0-3-00-0-21
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.28
Vert(LL) 0.01 6 n/r 120
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.25
Vert(CT) 0.01 6 n/r 120
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) 0.01 5 rile n/a
BCDL 10.0
Code FBC20171TPI2014
Matrix-R
Weight: 38 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-11-14 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=10-1-6, 5=10-1-6, 7=10-1-6
Max Horz 2=122(LC 11)
Max Uplift 2=320(LC 12), 5=320(LC 12)
Max Grav 2=369(LC 1), 5=369(LC 1), 7=233(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-445/571, 3-4=-432/556, 4-5=-445/571
BOT CHORD 2-7=332/313, 5-7=332/313
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.1&; MWFRS (directional).and C-C Exterior(2) 0-3-5 to 3-3-5, Interior(1) 3-3-5 to 4-0-Oi Exterior(2) 4-0-0 to
11-4-11 zone;C-C-for members and forces-& MWFRS for reactions -shown; Lumber DOL=1_60 plate grip DOL=1.60
3) Truss designed for wind loads-hT the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Detals as applicable, or consult qualified building designer as per ANSUTPI 1.
4) Provide adequate drainage to prevent water ponding.
5) Gable requires continuous bottomchord bearing.
6) Gable -studs spaced at 4-0-0 oc.
7) This truss has been designed -for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
This item has been
8) • This truss has been designed for a live load of 20.0psf-on the bottom chord in all -areas where a rectangle 3-6-0 tall by 2-0-0 wide
-
will fit between the bottom chord and any other members.
electronically Signed and
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb)
sealed by Velez, Joaquin, PE
2=320, 5=320.
using a Digital Signature.
10) See Standard Industry Piggyback Truss Connection Detail for Connection to base -truss as applicable, or consult qualified building
Printed copies of this
designer.
document are not considered
signed and sealed and the
signature must be verified
on_any electronic copies.
Joaquin:velez,P.E N0.68182
MiTek.'USA, Inc. FL Cert 6634
69D4; Padre FastlSlvti.:Tainpa FL.3361 D'
.:Date:
March 24,2020
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �M1
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 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
T19778786
2238115
PB7
GABLE
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567,
8.00 12
5x6 i
8.240 s Mar 9 2020 Mi rek Industries, Inc. Tue Mar 2410:51:32 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-dq_OStcY?X1 n9eJMZ6MD?o821ro4BD3bB3OVgwzXl3v
isF:�.�
2x4 11
18 19
5x6
9 8 7
3x4 = 3x6 I I 2x4 1I 3x6 I 3x4 =
Scale = 1:19.9
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.84
Vert(LL) -0.00
5 n/r 120
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.15
Vert(CT) -0.00
6 n/r 120
BCLL 0.0
Rep Stress Incr
YES
WB 0.20
Horz(CT) -0.00
5 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-MSH
Weight: 36 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. All bearings 10-1-6.
(lb) - Max Horz 2=57(LC 10)
Max Uplift All uplift 100 lb or less at joint(s) 2, 5, 2, 5 except 9=-408(LC 9), 7= 405(LC 8)
Max Grav All reactions 250lb or less atjoint(s) 2, 5, 8except 9=396(LC 21), 7=396(LC 22)
FORCES. (lb) - Max- Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 39=-418/665, 4-7=-418/660
NOTES-
1) Unbalanced -roof live loads have been -considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional)and C-C Exterior(2) 0-3-5 to 6-2-15, Interior(1) 6-2-15 to 9-8-0, Exterior(2) 9-8-0 to
11-4 11.sone;C-C4ounembers and forces &-MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the -face), see Standard industry
Gable End -Details as applicable, or consult qualified building designer as per ANSI[TPI 1.
4) Provide -adequate drainage to prevent water pondiag.
5) Gable requires continuous bottom chord bearing.
6) Gable=studs spaced at 4-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) ' This truss has-been designed for a live load-ofr20.0psf 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.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5, 2, 5 except
(jt=lb) 9==408, 7=405.
10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
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.
;JoaquinRVelt3z PE'No:68182
MITeR:USA Inc FGCert6634
6904iP.arke East i91vd;Tampa.FL133610'
::Date:
March 24,2020
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 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
�c
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
rn� ��r
Itll) ®g
ek'
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,TF11 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Alexandria, VA22314.
Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
T19778789
2238115
PB8
Piggyback
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MTek Industries, Inc. Tue Mar 2410:51:33 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-51 XmfDdAmg9enouZ7ptSY?hJ2F5SwhOkQjm2MMzX13u
7-0-0 11-4-0
7-0-0 4-4-0
3x6 i
10
3x4 11
3x4 = 7 11 6
2x4 II
2x4 11
Scale = 1:28.1
Plate Offsets (X,Y)—
[4:0-3-0,0-0-21
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.48
Vert(LL) -0.00 1 n/r 120
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.33
Vert(CT) 0.00 1 n/r 120
BCLL 0.0
Rep Stress Incr YES
WB 0.19
Horz(CT) -0.00 6 n/a n/a
BCDL 10.0
Code FBC2017lrP12014
Matrix-SH
Weight: 45 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 6=10-6-11, 2=10-6-11, 7=10-6-11
Max Horz 2=326(LC 12)
Max Uplift 6=-1BO(LC 8). 2=18(LC 12), 7=-435(LC 12)
Max Grav 6=250(LC 18), 2=19D(LC 1), 7=617(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown,
TOP CHORD 2-3=283/255
WEBS 3-7=-597/643
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd_l32mph; TCDL=42psf;.BCDL=6.0psf; h=25ft;11=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS ;directional) and C-C -Exterior(2) 0-s5 to.3-3-5, Interior(1) 3-3 5 to 7-0-0, Exterior(2j=i-0-0 to
11-2-4 zone;GC forTnembers and forces-& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with -any -other live loads
6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a -rectangle 3-6-0 tall by 2-0-0 wide.
will fit between the bottom chord and any other members, with BCDL=10.Opsf.
This item has been
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2 except (jt=lb)
6=180, 7=435.
electronically signed and.
8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
sealed by Velez, Joaquin, PE
designer.
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 Np.68162
MiTek;USA IIns. FL Cert.B634.
660'4J rke East 131vd. Tampa FL;33610'
Date;
March 24,2020
,WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �T
a truss system. Before use, the building designer must verify the applicability of design parameters and 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 MOW
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandda, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778790
2238115
PB9
Piggyback
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MTek Industries, Inc. Tue Mar 24 10:51:33 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-51 XmfDdAmg9enouZ7ptSY?hKwF6wwhgkQjm2MMzXl3u
6-0-0 11.4-0
6-0-0 5-0-0
3x6 =
4x4 II 4 10
Gil
3x4 11
3x4 = 2x4 11 62x4 II
Scale = 1:24.7
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/rP12014
CSI.
TC 0.43
BC 0.30
WB 0.17
Matrix-SH
DEFL. in (loc) I/defi Ud
Vert(LL) 0.00 1 n/r 120
Vert(CT) 0.01 1 n/r 120
Horz(CT) -0.00 6 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 44 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 6=10-6-11, 2=10-6-11, 7=10-6-11
Max Horz 2=279(LC 12)
Max Uplift 6=192(LC 8), 2=58(LC 12), 7=392(LC 12)
Max Grav 6=195(LC 1), 2=197(LC 1), 7=509(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 3-7=504/583
NOTES-
1) Wind: ASCE 7-1-0; Vult=170mph (3-second-aust) Vasd=132mph; TGDL=4:2psf; BCDL=6.0psf h=25ft;-B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-5 to 3-3-5, Interior(1) 3-3-5 to 6-0-0, Exterior(2) 6-0-0 to
10-2-15, Interior(1) 10-2-15 to 11-2-4 zone;C-C for members and forces & MWFRS for reactions shown: -Lumber DOL=1.60-plate
grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Gable requires continuous bottom chord -bearing.
4) This truss has been designed -for a 10.0.psf bottom -chord live -load nonconcurrent with any other live loads.
5) ' This -truss has been designed for a live load -of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical -connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except Qt=lb)
6=192, 7=392.
This item has been
7) See Standard Industry. Piggyback Truss Connection Detail for -Connection to base truss as applicable, or consult qualified building
electronically signed and
designer.
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.
,JoaquitY;Vetez PE No.681B2
MITek-U8A Ire FL'°Cert6634' .
;6 04,pprke East Blvd, Tampa FL 33610"
Da(e
March 24,2020
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �`
a truss system. Before use, the building designer must verify the applicability of design parameters and properly ��p���• y incorporate this design into the overall ( Tit
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI� IP�•
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 Qualtty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778791
2238115
P1310
Piggyback
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 10:51:23 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-06x ZoVv7mu3aG7eYji68uGceDg6a9TG79LW1XZX142
11-0-0
11-4-0
4x6 =
10
3x4 11
5 2x4 I 3x4 2x4 11
11-4-0
Plate Offsets (X,Y)—[2:0-2-0,0-1-81,[3:0-3-12,0-2-01
LOADING (pso
SPACING-
2-0-0
CSI.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.48
TCDL
10.0
Lumber DOL
1.25
BC 0.33
BCLL
0.0
Rep Stress Incr
YES
WB 0.16
BCDL
10.0
Code FBC2017/TPI2014
Matrix-SH
DEFL. in (loc) Vdefl Ud
Vert(LL) 0.00 1 n/r 120
Vert(CT) 0.01 1 n/r 120
Horz(CT) -0.00 5 n/a n/a
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (size) 5=10-6-11, 2=10-6-11, 6=10-6-11
Max Horz 2=264(LC 12)
Max Uplift 5=-204(LC 8), 2=93(LC 12), 6=-344(LC 12)
Max Grav 5=203(LC 1), 2=220(LC 1), 6=469(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 4-5=-160/257
WEBS 3-6=-435/525
Scale = 1:23.4
PLATES GRIP
MT20 244/190
Weight: 43 lb FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6:Ops1.; tt=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-5 to 3-3-5, Interior(1) 3-3-5 to 5-8-0, Exterior(2) 5-8-0 to
9-10-15, Intedor(1) 9-1D-15 to 11-2-4 zone;C-C for members -and forces & MWFRS for reactions -shown; Lumber.DOL=1.60 plate
grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) 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 204 lb uplift at joint 5, 93 lb uplift at joint
2 and 344 lb uplift at joint 6.
7) See Standard Industry Piggyback Truss Connection Detail for Connection -to base truss as applicable, or consult qualified building
designer.
AWARNING - Verily, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with M7ekO 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 designparameters 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
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
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.$$782
MiTek;USA, Inc: FLCert.B834
6904 Parke East Bjvd. Tampa FL:33610'
Dates,
March 24,2020
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778792
2238115
PB11
Piggyback
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567,
4x4 =
8.240 s Mar 9 2020 MTek Industries, Inc. Tue Mar 2410:51:24 2020 Page 1
ID: nMYxFCYdHw2DaDkcr6JB R9zZEro-sIV Mm8 WXu3DwC P ig5QD Lh6prod3JJdO QMp44ZOzX141
2x4 II
4 10
Scale = 1:20.1
2x4 II
5
8 7 6
3x4 = 2x4 II 2x4 II 2x4 II
LOADING (psf)
SPACING-
2-0-0
TOLL
20.0
Plate Grip DOL
1.25
TCDL
10.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2017/TPI2014
CSI.
DEFL.
in (loc)
I/deft
Ud
TC 0.20
Vert(LL)
0.00 1
n/r
120
BC 0.14
Vert(CT)
0.00 1
n/r
120
WB 0.11
Horz(CT)
-0.00 6
n/a
n/a
Matrix-SH
PLATES GRIP
MT20 244/190
Weight: 42 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 10-6-11.
(lb) - Max Horz 2=186(LC 12)
Max Uplift All uplift 100 lb or less at joint(s) 2 except 6=104(1_C 9), 8=211(LC 12), 7=303(LC 8)
Max Grav All reactions 250 lb or less at joint(s) 6, 2 except 8=285(LC 17), 7=319(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less -except when shown.
WEBS" 3-8=270/336, 4-7=247/381.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS-(directional.) and C-C Exterior(2) 0-3-510 3-3-5, Interior(1) 3-3-5 to 4-0-0, Exterior(2)4-0-0-to
8-2-15, interior(1)-8-2-15 to 11-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.604- Aate grip
DOL=1.60
2) Provide adequate drainage -to prevent water.ponding._
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 ioad of-20.Opsf on -the bottom chord in all areas wherea rectangle 3-6-0 tall by 2-0-0 wide
wilt fit between the bottom chord and any other members.
6) Provide mechanical -connection (by others) of truss to bearing-platecapable of -withstanding 100 lb uplift at joint(s) 2 except (jt=lb)
6=104,8=211,7=303.
7) See Standard Industry Piggyback Truss Connection Detail for Connection ;o base truss as applicable, or consult qualified building
This has been
designer.
-item
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.
JriagaifY Velez;PE'No.68182
MiTeIi-USA, Ine FL Cert 8834 ,
6944,P.erkii East i31yd.Tatripa FL_33670"
March 24,2020
WARNING - Verfly design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 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 rR{ l��
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYl(Tle •
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPH Qualify Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd.
Salefylnrormafion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778793
2238115
PB12
Piggyback
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567,
11-4-0
4x4 =
8.240 s Mar 9 2020 MTek Industries, Inc. Tue Mar 24 10:51:25 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-KU31_UX9eN9npZGOf8kaDJLOPI Qz24aZaTgd5gzX140
2x4 II
4 10
Scale = 1:20.1
Ia
8 7 6
3x4 = 2x4 II 2x4 II 2x4 II
LOADING (psi)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
10.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2017/TPI2014
11-4-0
CSI.
DEFL.
in (loc)
I/deft
Lid
TC 0.21
Vert(LL)
0.00 1
n/r
120
BC 0.12
Vert(CT)
0.00 1
n/r
120
WB 0.12
Horz(CT)
-0.00 6
n/a
n/a
Matrix-SH
PLATES GRIP
MT20 244/190
Weight: 41 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 10-6-11.
(lb) - Max Harz 2=170(LC 12)
Max Uplift All uplift 100 lb or less at joint(s) 2 except 6=109(LC 9), 8=194(1_C 12), 7=317(LC 8)
Max Grav All reactions 250 lb or less at joint(s) 6, 2 except 8=267(LC 17). 7=338(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 3-8=-249/329, 4-7=260/396
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft;-Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-5 to 3-3-5, Interior(1) 3-3-5 to 3-8-0, Exterior(2) 3-8-0 to-
7-10-15, Interior(1) 7-10-15 to 11-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a MO psf bottom chord live load nonconcurent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except Ot=lb)
6=109, 8= I94, 7=317.
7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building -
This -item has been
designer.
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.
JoaquinVelez PE Nii.68182
MTTek;USA It,c'FL Cert6634
aii 4AarkeEastBivd.Tampa.FE33610'
Date:
March 24,2020
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �-
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778794
2238115
PB13
Piggyback
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MTek Industries, Inc. Tue Mar 24 10:51:26 2020 Page 1
I D:nMYxFCYdHw2DaDkcr6JBR9zZE ro-ogc7BgXn PhH eRj rCD rFpmXuAZQ I In Wxip7ZAeGzXl4?
11-4-0
11-4-0
8.00 12
44 =
2x4 11
9 4 10
2x4 II
5
8 7 6
3x4 = 2x4 II 2x4 II 2x4 II
Scale = 1:19.9
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.31
Vert(LL) 0.00
1 n/r 120
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.17
Vert(CT) -0.00
1 n/r 120
BCLL 0.0
Rep Stress Incr
YES
WB 0.14
Horz(CT) -0.00
6 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 36 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 1G-6-11.
(lb) - Max Horz 2=93(LC 12)
Max Uplift All uplift 100 lb or less at joint(s) 2 except 6=134(LC 9), 8=-147(LC 9), 7=383(LC 8)
Max Grav All reactions 250 lb or less at joint(s) 6, 2, 8 except 7=419(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 3-8=155/308, 4-7=318/455
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second_gust) Vasd=132mph; TCDI` 4.2psf; BCDL-6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directiona"nd C-C Exterior(2) 0-3-5 to 6-2-15, Interior(1) 6-2-15 to 11-2-4 zone;C-C for
members, and forces & MWFRS for reactions shown; Lumber DOL-=1.60_plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) 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:Gpsf on the bottonrchord in all areas where a rectangle 3-6-0-tall by 2-0-0 wide
will fit between the bottom chord and any -other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb)
6=134,8=147,7=383.
7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consu@ qualified building
designer.
-This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digitaj Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
JoaquinVelez PE'No:88182'
MITek;USA Inc. FL Coh 68:4
68l)4P:arke,East Blvd:.Tampa FL;33810`
D`ate>
March 24,2020
®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MTek®conneclors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PN Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
oty
Ply
T19778795
2238115
PB14
Piggyback
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567,
11-4.0
8.240 s Mar 9 2020 MTek Industries, Inc. Tue Mar 24 10:51:26 2020 Page 1
I D: nMYxFCYdHw2Da Dkcr6J BR9zZEro-ogc7 BgXnPhHeRj rC DrFpmXugFQ IGn W U ip7ZAeGzX14?
Scale = 1:19.9
4x4 =
2x4 II
4 10
2x4 II
5
8 7 6
3x4 = 4x8 = 48 = 2x4 =
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TPI2014
CSI.
TC 0.33
BC 0.18
WB 0.14
Matrix-SH
DEFL. in (loc) Vdefl L/d
Vert(LL) 0.00 1 n/r 120
Vert(CT) -0.00 1 n/r 120
Horz(CT) -0.00 6 nla n/a
PLATES GRIP
MT20 244/190
Weight: 35 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.'
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 10-6.11.
(lb) - Max Horz 2=77(LC 12)
Max Uplift All uplift 100 lb or less at joint(s) 2 except 6=136(LC 9), 8=-148(LC 9), 7=400(LC 8)
Max Grav All reactions 250 lb or less at joint(s) 6, 2, 8 except 7=427(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) -or less except when shown.
WEBS 3-8=139/322, 4-7=329/465
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat.
11; Exp C; EncL, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-5 to 5-10-15, Interior(1) 5-10-1-S-to 11-2-4 zone;C-C for
members -and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Gable requires continuous bottom chord -bearing.
4),This truss -has been desianedTor.a-10.0 psf bottom chord'live load nonconcurrent with.anyother live loads.
5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will -fit between the bottom chord and any other members.
6) -Bearing at joint(s) 6, 8, 7 considers parallel -to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7)-Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (Jt=lb)
6=136, 8=148, 7=400.
This -item has been
8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
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'46.68182
MTTek USA Inc. FI Cert 6634
6904'P.arke East Blvd. Tampa FL,33610'
:Date:
March 24,2020
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �«
a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall 11 A i
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Ivi iTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778796
2236115
V1 E
Valley
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 Mi rek Industries, Inc. Tue Mar 24 10:51:34 2020 Page 1
I D: nMYxFCYd Hw2DaDkcr6JBR9zZEro-ZD58tZeoXBHVOyTlhXPh5DDS4fQhf7 UufNVbvpz)03t
10-1-8 11-0-0
10-1-8
c
d
d
4x4 =
2x4 II
3 4
4x4 :,- 7 6 5
2x4 II
2x4 II 2x4 II
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defi
Ud
TOLL 20.0
Plate Grip DOL
1.25
TC 0.59
Vert(LL)
n/a
n/a
999
TCDL 10.0
Lumber DOL
1.25
BC 0.40
Vert(CT)
n/a
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WB 0.20
Horz(CT)
-0.00 5
n/a
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix-SH
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
OTHERS 2x4 SP No.3
REACTIONS. All bearings 10-11-10.
(lb) - Max Horz 1=417(LC 12)
Max Uplift All uplift 100 lb or less at joint(s) 5, 6 except 7=-497(LC 12)
Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 6=294(LC 17), 7=649(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-416/401
WEBS 2-7=707/583
Scale = 1:42.1
PLATES GRIP
MT20 244/190
Weight: 58 lb FT = 20%
Structural wood sheathing directly applied or 6-" oc purlins,
except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES-
1) Unbalanced roof live -loads have been considered for this desigrt.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, anterior(1) 3-5-12 to 10-1-8, Exterior(2)
10-1-8 to 10-10-4zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1_60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except at=lb)
7=497.
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`Na68182
!T. ek'USA Inc FL Cert6634
89114;1?arke East;BIvd' amps FL 33610`
Date,
March 24,2020
AWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MiTEK REFERENCE PAGE M117473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778797
2238115
V2E
Valley
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567. 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 10:51:35 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-1 PfX4veRISPM061 xEEwwdQmgp3gBObP1 t1 F9RFzXl3s
B-1-8 9-M ,
B-1-8 0-10-8
4x4 =
2x4 II
3 4
v
d
Scale = 1:33.5
2x4 i 7 6 5 2x4 I I
2x4 II 2x4 II
9-0-0
9-M
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl Lld
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.40
Vert(LL) n/a n/a 999
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.12
Vert(CT) _ n/a file 999
BCLL 0.0
Rep Stress Incr YES
WB 0.16
Horz(CT) 0.00 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
Weight: 46 lb Fr = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 8-11-10.
(lb) - Max Harz 1=323(LC 12)
Max Uplift All uplift 100 lb or less atjoint(s) 5, 6 except 7=391(LC 12)
Max Grav All reactions 250 lb or less at joint(s) 1, 5, 6 except 7=456(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-383/35T
WEBS 2-7=606/532
NOTES-
1) Unbalanced roof live loads -have been considered -for this--desigrr.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C-Extedor(2) (1-5-12 to 3-5-12, Interior(1) 3-5-12 to 8-1-8, ExteriGr(2) 8-1-8
to 8-10-4 zone;C-C for members and farces & MWFRSJor reactions shown; Lumber-DOL=1.60 plate arip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed -for a 10.0 psf bottom chord -live load nonconcurrent with any other live -loads.
5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas whefrearectangle 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) ofinum o-bearing plate capable of withstanding 100 lb uplift at joints) 5, 6-except (jt=lb)
7=391.
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.
JoaquinVelez PE No.68182
MiT.ekiUBA, lnc.`FL Cert6634
6904`.Parke Easti9lvd. Tampa FL;336 0
Date;
March 24,2020
AWARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mrrek& 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 q
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IY1iTek•
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 ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778798
2238115
V3E
Valley
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567. 8.240 s Mar 9 2020 MTek Industries, Inc. Tue Mar 2410:51:36 2020 Page 1
I D: nMYxFCYdHw2Da Dkcr6J B R92ZEro-VcDvH Ef331XDeFc7oxR9Ae I m5S7z73WB6h_izhzxl3r
i 6-1-8 7.0-0
6-1-8 0-10-8
v
0
d
44 =
2x4 II
3
2x4 5�- 2x4 II 42x4 II
7-M
7.0-0
Scale = 1:27.1
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017frP12014
CSI.
TC 0.75
BC 0.28
WB 0.10
Matrix-P
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in (loc) I/defl Lid
n/a n/a 999
n/a n/a 999
0.00 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 32 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.1 `Except*
TOP CHORD
Structural wood sheathing directly applied or 6-D-0 oc pudins,
2-3: 2x4 SP No.2
except end verticals.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 1=6-11-10, 4=6-11-10, 5=6-11-10
Max Horz 1=230(LC 12)
Max Uplift 1=83(1_C 12), 4=172(LC 3), 5=147(LC 12)
Max Grav 1=213(LC 1), 5=411(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-5=362/338
NOTES-
1) unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS.(directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 6-1-8, Exterior(2) 6-1-8
to 6=10-4 ione;C-C for members.and forces & MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss -has-been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except at=lb)
4=172, 5=147.
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.
,JoagA Velez pE'No.fi8182'
M1TekVSA Inc FL`:Cert8634> ..
69p4'Paike East Blvd: Tampa:FL;33610"
Date;
March 24,2020
A WARNING . Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 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 verifythe applicability of design parameters and property Incorporate this design into the overall �i���i■
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T197787J9
2238115
V4E
Valley
1
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MTek Industries, Inc. Tue Mar 2410:51:37 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-onHVaghg3f4GPBKMfy0irrODsWssVKKLLkGW7zXl3q
i 4-1-8 i 5-0-0
4-1-8 0-10-8
4x4 =
5 4
2x4 2x4 II 2x4 II
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.41
TCDL
10.0
Lumber DOL
1.25
BC 0.11
BCLL
0.0
Rep Stress Incr
YES
WB 0.07
BCDL
10.0
Code FBC2017/TPI2014
Matrix-P
DEFL. in (loc) Vdefl 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
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
OTHERS 2x4 SP No.3
REACTIONS. (size) 1=4-11-10, 4=4-11-10, 5=4-11-10
Max Horz 1=136(LC 12)
Max Uplift 1=-61(LC 12),.4=55(LC 3), 5=104(LC 12)
Max Grav 1=138(LC 1), 5=250(LC 17)
FORCES. (lb) -Max. Comp./Max- Ten. -All forces 250 (lb) or less -except when shown
Scale = 1:19.0
Weight: 21 lb Fr = 20%
Structural wood sheathing directly applied or 5-0-0 oc puffins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1 Unbalanced roof live -loads have been considered for this design.
2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; T-CDL=4.2ps1"; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat.
II; Exp-C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12-to 3-5-12,-Intedor(1) 3-5-12'to 4-1-8, Exterior(2) 4-1-8
to 4-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a110.0 psf bottom chord live -load nonconcurrent -:rith any other live loads.
5) `Thisrtruss has been designed for alive load of20.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 100J1b uplift at-joint(s) 1, 4 except Ot=lb)
5=104.
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.681E2'
MiTek'USA, Inc. FLcert6634
6904 parka East Blvd -Tampa FL 33610
Date,
March 24,2020
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev. 1010312015 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 ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
oty
Ply
T1977Ssoo
2236115
VSE
Valley
1
1
Job Reference (optional)
ce triani city, FL), riant aty, FL - 39obt, 8.240 s Mar 9 2020 MTek Industries, Inc. Tue Mar 24 10:51:37 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro_onHVaghg3f4GPBKMfy0irr5LsXrsWNKLLkGW7zX13q
i 2-1-8 3�0
2-1-8 0-10�
2x4 -i
3x6 =
2
2x4 =
0
d
0
Scale = 1:9.9
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) Vdefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.08
Vert(LL) n/a n/a 999
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.05
Vert(CT) n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) 0.00 4 rile n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix-R
Weight: 10 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (size) 1=2-11-10, 4=2-11-10
Max Horz 1=43(LC 12)
Max Uplift 1=53(LC 12), 4=64(LC 12)
Max Grav 1=95(LC 1), 4=95(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
Structural wood sheathing directly applied or 3-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
-2)=Wind: ASCE 7-10; Vult=l70mph (3-second gust) Vasd=132mph; TCUL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat.
11; Exp C; Encl., GCpi=0'1B;:MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designedfor 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 by2-0-0 wide
wilbfd between the bottom chord and any other members.
6) Bearing at jo'Ings) 4 considers parallel to grain value using ANSIrMll I -angle to grain formula. Building designer should verify
capacity -of bearing surface.
7) Provide mechanicalLo»ection (by others) of truss to bearing plate capable of withstanding -TOO lb uplift at joint(s) 1, 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
MTTek USA Inc FL`Cert 8654...
fi9D4`Farke East BivtJ.:Tampa FL;33ii10:
Date;,
March 24,2020
A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 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 ANS11TPI1 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Alexandria, VA22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778801
2238115
VM3
Valley
3
1
Jab Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 10:51:38 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-S_LfiwhJbNnxtZm WwMTdF30FiGttbzdUa?Tp2azX13p
3-M
3-0-0
2x4 i
2x4 11
2
2x4 11
Scale = 1:12.9
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.17
Vert(LL)
n/a
n/a 999
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.06
Vert(CT)
n/a
n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT)
0.00
n/a n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix-P
Weight: 11 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-0-0 oc purlins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=2-11-10, 3=2-11-10
Max Harz 1=111(LC 12)
Max Uplift 1=22(1_C 12), 3=96(LC 12)
Max Grav 1=95(LC 17), 3=115(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf;13CDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWE_RS (directional) and-C-C Exterior(2) zone;C-C for members and -forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of 20.Opsf on -the bottom -chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical -connection (by others) -of truss to bearing plate capable of withstanding 100 lb uplift-atjoint(s)1, 3.
This item- has beery
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.
JoaquinMelez PENo.68182
MiTek USA'Inc. PGCert 8634
.004,P.arke East Blvd Tampa.FL 33910`
:Date:.
March 24,2020
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with 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 {q p
building design. Bracing indicated Is to prevent buckling of individual. truss web and/or chord members only. Additional temporary and permanent bracing MliTek'
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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778802
2238115
VM5
Valley
3
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 10:51:39 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-wBvlwGhxLgvoVjLir4 snGwJYgARKQsdoeDMaOzX13o
5-0-0
5-0-0
Scale = 1:20.6
2x4 II
2
3
2x4 2x4 II
LOADING (psf)
SPACING-
2-0.0
CSI.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.61
TCDL
10.0
Lumber DOL
1.25
BC 0.23
BCLL
0.0
Rep Stress Incr
YES
WB 0.01)
BCDL
10.0
Code FBC2017frP12014
Matrix-P
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.3
REACTIONS.
(size) 1=4-11-10, 3=4-11-10
Max Horz 1=204(LC 12)
Max Uplift 1=-41(LC 12), 3=177(LC 12)
Max Grav 1=176(LC 17), 3=212(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=287/293
DEFL. in (loc) Vdefl Lid PLATES GRIP
Vert(LL) Tie n/a 999 MT20 2441190
Vert(CT) n/a n/a 999
Horz(CT) 0.00 n/a n/a
Weight: 19 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10- Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and-C-C Exterior(2) 0-5-12 to-3=5-1-2, Interior(1) 3-5-12 to 4-10-4zone;C-C for
members and forces & MWFRS for reactions shown; L-umberUOL=1.60 plate -grip- OL=1:60
2) Gable requires continuous bottom chord bearing.
3) This -truss -has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This taiss:has been designed for a live load of 20.0psf-on the bottom chord -in ad -areas where a rectangle 3-6-9tallby 2-0-0 wide
Will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=rb)
3=177.
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.
JoaquinVelez PE'No.68182'
MITekySA lnC0 c FLrt6634;
89D4Parke East i1W Tampa FL33610`
Date-,
March 24,2020
AwARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IY1iTek•
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?PN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
T19778603
2238115
VM7
Valley
2
1
Job Reference (optional)
Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8,240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 10:51:39 2020 Page 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-wBv1 wGhxLgvoVjLi r4_snGwNugCEKOUdoeDMaOzXI3o
7-0-0
7-0-0
1
d
2x4 II
2x4 5 4
2x4 11 2x4 I I
Scale = 1:29.2
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Udefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.33
Vert(LL)
n/a
n/a
999
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.12
Vert(CT)
n/a
n/a
999
BCLL 0.0
Rep Stress Incr YES
WB 0.15
Horz(CT)
0.00
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
Weight: 30 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
OTHERS 2x4 SP No.3
REACTIONS. (size) 1=6-11-10, 4=6-11-10, 5=6-11-10
Max Horz 1=29B(LC 12)
Max Uplift 1=1B(LC 10), 4=126(LC 12). 5=-333(LC 12)
Max Grav 1=142(LC 12), 4=151(LC 17), 5=400(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-425/364
WEBS-2-5=-532/511
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1)-Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4-2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-6-12, Interior(1) 3-5-12 to 6-10-4 zone;C-C for
members and -forces & MWFRS for -reactions shown; Lumber DQL=1.60 plate grip DOL=1.60
2) -Gable-requires continuous bottom. chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has-been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will TR between -the bottom chord and any other members.
5)-Provide mechanical connection (by others) of truss to -bearing plate capable of withstanding 100 lb uplift afjoint(s) 1 except Qt=lb)
4=126,5=333.
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 PENo.83182
MiT.ek USA, Inc. FL Cert 8634
8904,Parke,East Bjvd.Tampa FL;33610
Date:.
March 24,2020
®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
city
Ply
T19778804
2238115
VM9
Valley
2
1
Job Reference (optional)
Y, —h y, o,tqu s mar w zuzu mi 1 eK inausmes, Inc. I ue mar Z4 I U:01:4u ZUZu rage 1
ID:nMYxFCYdHw2DaDkcr6JBR9zZEro-ONTQ7ciZ6_2e7twv1 nV5KUTWC4XX3rJm 1 Iyw6SzXl3n
9-0-0
9-0-0
2x4 i
5
2x4 II
2x4 II
42x4 11
Scale = 1:37.2
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.49
Vert(LL) n/a n/a 999
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.18
Vert(CT) n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.18
Horz(CT) 0.00 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
Weight: 41 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
OTHERS 2x4 SP No.3
REACTIONS. (size) 1=8-11-10, 4=8-11-10, 5=8-11-10
Max Horz 1=391(LC 12)
Max Uplift 4=-109(LC 12), 5=425(LC 12)
Max Grav 1=141(LC 1), 4=178(LC 17), 5=546(LC 17)
FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-470/422
WEBS 2-5=666/604
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=770mph.(3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior([) 3-5-12 to 8-10-4 zone;C-C for
members and forces & MWFRS_for reactions -shown; Lumber-DOL=1.60_plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing:
3) This truss has-been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) • T_hisAruss has been designed for a live load of 20.Opsf on -the bottom chord -in all areas where a rectangle-3=6=0-tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable -of -withstanding 100 lb -uplift at joint(s) except at=lb)
4=109, 5=425.
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;Vetez, PE'No.68182
MITek_USA Iric FLCert6634: ,
69D4`Parke Fast Blyd.:Timpa FL;33k6'
bat,
:-
March 24,2020
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M17EK REFERENCE PAGE 114II.7473 rev. 10/03/2015 BEFORE USE.
■
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Is
h/iiTek'
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 ANShTPH Quality Criteria, DSB-89 and SCSI Building Component
Safety /nfa mation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314.
6904 Parke East Blvd.
Tampa, FL 36610
Symbols
PLATE LOCATION AND ORIENTATION
Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth. Ole-
For 4 x 2 orientation, locate
plates 0- ''+8' from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
" Plate location details available in MiTek 20/20
software or upon request.
PLATE SIZE
The first dimension is the plate
4 x 4 width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T or I bracing
if indicated.
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/TP11: 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.
3
6-4-8 dimensions shown in ft-in-sixteenths
(Drawings not to scale)
2 3
TOP CHORDS
8 7 6 5
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-1311, ESR-1352, ESR1988
ER-3907, ESR-2362, ESR-1397, ESR-3282
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber valueg-
established by others.
© 2012 MiTek® All Rights Reserved
MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015
A General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See BCSI.
2, Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSIfTPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANS11TPI 1.
9. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unlgss 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.
y
1�. Top chords mupt be sheathed or pudins provided at
c
c
spacing indicatbd on design.
c 0
14. Bottom chords require lateral bracing at 10 ft. spaces
ro
N U
or less, if ho tailing is installed, unless otherwise nd.
d
U
15. Connections not shown are the responsibility of othly
C 0
J
OC
Y
16. Do not cut or alter truss member or plate without prior
y;
approval of an engineer.
o.
17. Install and load vertically unless indicated otherwise.
16. 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/rPI 1 Quality Criteria.