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HomeMy WebLinkAboutTrussHatch Legend
12'-0" A.F. F
10'-0" A. F. F
9'-4" A. F. F
8'-0" A. F. F
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PLUMB CUT
lr CANT
TRUSS END DETAIL
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TRUSS END DETAIL
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MAIN WIND FORCE RESISTING SYSTEMIC-: HYBRID
IMPORTANT
WIND MCU-10
ENCLOSED
Mle Growing Must Be Approved And
EXPOSURE CATEGORY C
R sd Before Fabrication Will
OCCUPANCY CATEGORY H
Bo9im For Yew Protection Chock AN
"NO LOAD 170 MPH
Dlmonelons And CAndlihom Prior To
`TRUSSES NAVE BEEN DESIGNED FOR A 10.0 PSF
Approval Of Plan.
BOTTOM CHORD LRIE LOAD NONCONCURRENT WITH
ANY OTHER LIVE LOADS
SIGNATURE INDICATES ALLNOTESAND DIMENSIONS HAYS
BEEN ACCEPTED.
ROOF LOADING
FLOOR LOADING
TCI 20 PSF
TCLL: PSF
TCDL' 15 PSF
TCDL: PSF
BCDL 10 PSF
'COL• PSF
By Date_
TOTAL 45 PSF
TOTAL: PSF
DURATION: 1.2s
DURATKIN:
CAUTION!!!
NOT ATTEMPT TO ERECT
ISES WITHOUT REFERRING TO
ENGINEERING DRAWINGS AND
81 SUMMARY SHEETS.
1) NUMBER OF GIRDER PLIES AND
NAILING SCHEDULE.
2) BEARING BLOCK REQUIREMENTS.
3) SCAB DETAILS OF REQUIRED)
4) UPLIFT AND GRAVITY REACTIONS
WARNING
Backcharges Will Not Be Acmptod
Regerdiese of Fault Without Prim
Notification By Customer Wllhle 48
to Tru , Gable Sheer Well, And
Cooneetiryry nns. TonoroBM
Ponnmmm Brecing, A Calling And
Roof Diephmgm Connections,
TRUSS CONNECTION
LIST
QTY
PRODUCT
LUS24
17
HTU26
HTU28
HHUS26-2
2
HGUS26.2
HGUS26.3
HGUS28-2
BUILDER
PACE 2000
RES:
RODRIGUEZ
MODEL
KEY LARGO
ADDRESS: 2351 S BROCKSMITH RD
LOT I BLOCK --
CITY:
PORT SAINT LUCIE
COUNTY
ST LUCIE CO
DRAWN BY: JL
JOBS: 2IU913
GATE: 10/J5119 SCALE: NTE
REVISIONS:
1.
2.
3.
4.
L FBu S
rstSoume
701 S. KINDS HIGHWAY
FORT PIECE, FL 34US
PR DT2) • at 5475
® Lumber design valued"are in accordance with ANSIfrPI 1 section 6.3
These truss designs rely on lumber values established by others.
KITek® n
T
RE: 2166913-PACE-2351 - MiTek USA, Inc.
Site Information: 6904 Parke East Blvd.
Customer Info: PACE 2000 Project Name: RODRIGUEZ Model:. Tampa, FL33610-4115
Lot/Block: . Subdivision: .
Address: 2351 S BROCKSMITH ROAD,.
City: PORT SAINT LUCIE 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/TPI2014 Design Program: MiTek 20/20 8.2
Wind Code: ASCE 7-10 Wind Speed: 160 mph
Roof Load: 45.0 psf Floor Load: N/A psf
This package includes 75 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#
1
T18658301
A01
11/14/19
23
T18658323
2
T18658302
A02
11/14/19
24
T18658324
3
T18658303
A03
11/14/19
25
T18658325
4
T18658304
A04
11/14/19
26
T18658326
5
T18658305
A05
11/14/19
27
T18658327
6
T18658306
A06
11/14/19
28
T18658328
7
T18658307
A07
11/14/19
29
T18658329
8
T18658308
A08
11/14/19
30
T18658330
9
T18658309
A09
11/14/19
31
T18658331
10
T18658310
A10
11/14/19
32
T18658332
11
T18658311
All
11/14/19
33
T18658333
12
T18658312
Al2
11/14/19
34
T18658334
13
T18658313
B01
11/14/19
35
T18658335
14
T18658314
B02
11/14/19
36
T18658336
15
T18658315
B03
11/14/19
37
T18658337
16
T18658316
B04
11/14/19
38
T18658338
17
T18658317
B05
11/14/19
39
T18658339
18
T18658318
B06
11/14/19
40
T18658340
19
T18658319
B07
11/14/19
41
T18658341
20
T18658320
B08
11/14/19
42
T18658342
21
T18658321
B09
11/14/19
43
T18658343
22
T18658322
C01
11/14/19
44
T18658344
Truss Name Date
EJ3
EJ4
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.
Truss Design Engineer's Name: Finn, Walter
My license renewal date for the state of Florida is February 28, 2021.
IMPORTANT NOTE: The seal on these truss component designs is a certification
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 verity applicability of design parameters and properly
incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2.
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
%pr1lllJ11"',
P ER F ,cO
\\GENSFti
No 22839
=•o: t�C
9: STATE OF :�Z/
.0 c-'
Walter P. Finn PE No.22939
MiTek NSA, Inc. R. Gert 6634
6904 Padre East Blvd. Tampa FL 33610
Date:
November 14,2019
Finn, Walter 1 of 2
RE: 2136913-PACE-2351 -
Site Information:
Customer Info: PACE 2000 Project Name: RODRIGUEZ Model: .
Lot/Block: . Subdivision: .
Address: 2351 S BROCKSMITH ROAD,.
City: PORT SAINT LUCIE State: FL
No. Seal# Truss Name Date
45
T18658345
EJ5
11/14
46
T18658346
EJ7
11/14
47
T18658347
EJ21
11/14
48
T18658348
EJ31
11/14
49
T18658349
EJ41
11/14
50
T18658350
EJ42
11/14
51
T18658351
EJ51
11/14
52
T18658352
GO1
11/14
53
T18658353
G02
11/14
54
T18658354
G03
11/14
55
T18658355
G04
11/14
56
T18658356
G05
11/14
57
T18658357
HJ1
11/14
58
T18658358
HJ3
11/14
59
T18658359
HJ4
11/14
60
T18658360
HJ5
11114
61
T18658361
HJ7
11/14
62
T18658362
HJ21
11/14
63
T18658363
HJ31
11/14
64
T18658364
K01
11/14
65
T18658365
K02
11114
66
T18658366
M1
11/14
67
T18658367
M2
11/14
68
T18658368
V01
11/14
69
T18658369
V02
11/14
70
T18658370
V03
11/14
71
T18658371
VO4
11/14
72
T18658372
V05
11/14
73
T18658373
V06
11/14
74
T18658374
V07
11/14
75
T18658375
V08
11/14
2of2
Jab
Truss
Truss Type
Oty
Ply
T18fi58301
2136913-PACE-2351
A01
Roof Special
1
1
Job Reference (optional)
aumaers First Source, riam City, FL - 32S60,
-7-8.0 5-1-12 10.0-0
14-t0-8
20-10-8
B.L40s Juil4 Lure MI I ex Indusme5, mC. Inu Nov 14 u9:l l:aa LUIu Paget
ID:OMGHgVGeeryEtYuEMmJmnYyfZ4F-MW YIRgtl G63X80Y32o1M31iSDWOACg3rAvM1 DwyJJL2
26.10-8 35-5-0 40.38
1- -0 5.7-12
4-10-4
4.10.8
B-0-0
8.:0
%71;2
4-9-70 3.8-74 4-10.8
Scale=1:83.6
5x6 =
6.00 FIT2
8
3x4 1
3x4
4x6 i
7
9
4x6 1
4xB 4 6
10 3x4 C
11 10x16 MT20HS =
6
5x6 = ST1.5x8 STP =
3x4 i
12 13
5xB 4
ST7.5xe STP =
264
25
3
N
2x4 12
I$ �
1
0
d
hi
19
78
16 15 14 d
6.6 II
22
217x10 =
27
28
17
3x4 =
3xB =
3x6 = 5x12 = 2x4 II
6xB =
2x4 1
3x4 =
LOADING (psf) SPACING- 2-0-0 CS'.
DEFL. in (too) Vdefl Ud
TCLL 20.0 Plate Gdp DOL 1.25 TC 1.00 Vert(LL) 0.29 19-20 >999 240
TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.4915-16 >990 180
BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(CT) 0.12 25 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -Sit
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD
5-21: 2x4 SP No.3 WEBS
WEBS 2x4 SP No.3 *Except*
13-14: 2x6 SP No.2
OTHERS 2x4 SP No.3 *Except*
13-24: 2x8 SP 240OF 2.0E
SLIDER Left 2x6 SP No.22-10-0
REACTIONS. (lb/size) 2=1915/0-8-0, 25=1748/0-0-8
Max Horz 2=324(LC 12)
Max Uplift 2=-555(LC 12), 25=-484(LC 13)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-4=-3173/2471, 4-5=-3361/2737, 5-7=-2729/2334, 7-8=-2090/1987, 8-9=-2090/1968,
9-11=-2586/2164,11-12=-2895/2201, 12-13=-2471/1841
BOT CHORD 2-22=-2262/2669, 5-20=264/492, 19-20=-2460/2994, 18-19=-1943/2374,
16-1 8=-1 699/2254, 15-16=-1939/2487, 14-15= 286/374
WEBS 4-22=-391/465, 20-22=-2131/2496,4-20=-210/334, 5-19=-829/766, 7-19=-396/638,
7-18=-934/1004,8-18=-1208/1382,9-18=-762/811,9-16=-1661462, 12-1 5=-1 52311230,
13-15=1943/2620,11-16=-351/342, 13-25=-2045/1533
PLATES
GRIP
MT20
244/190
MT20HS
187/143
Weight: 272 lb
FT = 20
Structural wood sheathing directly applied, except end verticals.
Rigid ceiling directly applied or 3-8-12 oc bracing.
1 Row at micipt 7-18, 8-18, 9-18
NOTES-
1) Unbalanced mot live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cal. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-73 to 4-4-13, Exterior(2) 4-4-13 to 20-10-8, Comer(3) 20-10-8 to 26-10-8,
Exterior(2) 26-10-8 to 39-5-8 zone; cantilever 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 pending.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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 2-04) wide
will fit between the bottom chord and any other members, with BCDL= 10.Opsf.
7) Bearing at joint(s) 25 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 555lb uplift at joint 2 and 484 lb uplift at
Walter P. Finn PE No.22839
joint 25.
MiTek USA, Inc. FL Cad 6634
8994 Padre East Blvd. Tampa FL 33810
Date:
November 14,2019
Q WARNING-Vellfydslem parameters snd HEAD NOTES ON THISAND INCLDD£DmmEKREFERANCEPAGEMl47473 rev. 101XV2015BEFOREDSE.
Design valid for use only with MIT" 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 deslim parameters and propeey Incorporate thus design Into the overall
buatlingdedgn. Bracing indicated is to prevent buckling of lntlNlduol mussweb and/or chord members only. Additional temporary and permanent bracing
Is always required for stabllity and to prevent collapse with postlble personal INury and property damage. For general guidance regarding the
fabricatio¢ storage, delivery, erection and bracing of trusses and truss system% seeANsl/IpD Quo @ Citadel DS349 and BCSI Building Component
Safety Infomtafklrlavolloble from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexpntlrl¢ VA 22314.
�'-
MiTek'
6904 Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type
Pity
Ply
T78658302
2136913-PACE-2351
A02
Roof Special
1
1
Job Reference o tional
aunaers rrm source, ris01 Ury,. rL-32bd6,
8.24U S JUI 14 ZU1 J
Inc. I nU Nov 14 U9:17:b12019
5x6 =
6.00 F12
8
3x4 G
3x4
46 i
7
9
bx6 i 6
5
5x6 =
0.
3x4 i
>,
5x8 4
ST1.Sx8 STP=
244
3
2x4 II 2
q 1
'I
18
6
6x8 11
=
17 25
T6
26 15 14
13
20
797x10
3x4 =
3x8 =
3x8 =
5x8 =
6xB =
2x4 11
3x4 =
LOADING (psQ
SPACING-
2-0-0
CSI.
DEFL.
in (Ioc)
Wall
Lld
TCLL 20.0
Plate Grip DOL
1.25
TO 1.00
Ve t(LL)
0.29 17-18
>999
240
TCDL 15.0
.
Lumber DOL
1.25
BC 0.85
Vert(CT)
-0.4217-18
>999
180
BCLL 0.0
Rep Stress ]nor
YES
WB 0.96
Hor2(CT)
0.21 23
War
rVa
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
LUMBER -
TOP CHORD
2x4 SP No.2 *Except'
B-10: 2x4 SP No.1
BOT CHORD
2x4 SP No.2 *Except*
5-19: 2x4 SP No.3
WEBS
2x4 SP No.3 *Except*
11-12,11-13:2x4 SP No.2
OTHERS
20 SP No.3 'Except'
11-22: 2x8 SP 240OF 2.0E
SLIDER
Left 2x6 SP No.22-10-0
REACTIONS. (Ib/site) 2=1915/0-8-0.23=1756/0-6-8
Max Hors 2=356(LC 12)
Max Uplift 2=-552(LC 12), 23=-492(LC 13)
Scale = 1:83.6
6xB =
Bx14 MIT20HS =
ST1.5x8 STP =
11
23 1e N b
1 12 )d
3x4 11
PLATES
GRIP
MT20
244/190
MT20HS
187/143
Weight: 2711b
FT=20%
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD Rigid ceiling directly applied or 3-8-1 oc bracing.
WEBS 1 Row at micipt 7-16. 8-16, 9-16, 11-13
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-3173/2453, 4-5=-3361/2729, 5-7=-2729/2321, 7-8=-2091/1970, 8-9=-2096/1959,
9-10=-2617/2113, 10-11=-2524/1929
BOT CHORD 2-20=-2324/2670, 5-18=-373/493, 17-18=-2531/2985, 16-17=-2009/2375,
14-16=-1764/2259,13-14=-1975/2575,12-13=-199/270
WEBS 4-20= 391/476, 18-20- 2190/2497, 4-18= 220/334, 5-17=-8291773, 7-17=.400/634,
7-16=-932/1010, 8-16=-1211/1399, 9-16=-770/814, 9-14=-68/412, 10-14=403/245,
10-13=-1370/1227,11-13=-2068/2694,11-23=-1824/1363
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-7-3 to 4-4-13, Exterior(2) 4-4-13 to 20-10-8, Comer(3) 20-10-8 to 26-10-8,
Exterior(2) 26-10-8 to 39-6-8 zone; cantilever 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) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother 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) Bearing at joint(s) 23 considers parallel to grain value using ANSI/I-PI 1 angle to grain formula. Building designer should verify
capacity of basing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5521b uplift at joint 2 and 492 lb uplift at
joint 23.
Walter P. Finn PE No.22839
MTek USA, Inc. FL Cad 6634
8904 Parke East Blvd. Tampa FL 33610
Date:
November 14,2019
QWARNING-Ved/yd.s/g.pyre..t.mendREADNOTESONTNTSANDDICLUDEDURKREFERANCEPAGERb74mme.lb 015eEFOREUSE.
Design valid for use only with MBek® connectors. Tha design Is based only upon parameters shown and Is for on Individual building component, not
��-
a truss system. Before use, the building designer must verity the applicablllty of design parameters and properly Incorporate this design Into the overall
bulltling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Atldinonal temporary and permanent bracing
MiTek'
Is always required for stobsity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
folorlconon storage, delivery, erection and bracing of trusses and truss systems, ceeANSVrPl1 Cu Cmnlo, DS549 and BCSI Balding Component
69U Parke Best Blvd.
Safety Nfonnatbrpvallable from Truss Plate Immune, 218 N. Lee Sheet, Suite 31Z Alexandria, VA 22 14.
Tampa, FL W610
Job
Truss
Truss Type
Qty
Ply
s
T78658303
2136913-PACE-2351
A03
Roof Special
1
1
Job Reference (optional)
builaers rim source, ream sAry, rL- 44000,
0.44V 5 JUs 14 LV I
5x6 =
6.00 12 8
4x6 i 32 33 3x4
7 9
31 34
3x6 9 10 axe =
6
5 1
3x4 G
4
3x4 4 30
3x4 i 3
2 1B
1 B =36 36 20 37 38
3.6 II 23 22 5x6 = 17 39 6x8 16 15
-s-o 1D-10-o 4x12 =
6x6 1 1
6x8 =
5x12 =
ST1.5xB STP =
3x6 = 13
12.9U
3M12-F195-9 20.1Q0 25z1-e0 269-12-1a0-1
I 5b120 014,! 0.1-8 4 2A
14
5x6 =
Scale=1:83.7
n
4
16
29
IN
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL
in (too)
Vdefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.97
Vert(LL)
-0.23 18-19
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.79
Vert(CT)
-0.4218-19
>782
180
BCLL 0.0 '
Rep Stress Incr
NO
We 0.91
Horz(CT)
0.11 29
n/a
Na
BCDL 10.0
Code FBC2017/TP12014
Mall
Weight: 289 Ib FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.1 'Except' TOP CHORD
11-13,1-5: 2x4 SP No.2
BOT CHORD 2x4 SP No.2'Except' BOT CHORD
6-22: 2x4 SP No.3, 18-20,20-21:2x4 SP No.1
WEBS 2x4 SP No.3*Except* WEBS
13-14:2x4 SP No.2
OTHERS 2x4 SP No.3 *Except*
13-28: 2x8 SP 240OF 2.0E
SLIDER Left 2x4 SP No.33-7-4
REACTIONS. All bearings 12-9-0 except (jt=length) 22=0-3-8, 22=0-3-8, 29=0-6-8.
(Ib) - Max Horz 2=388(LC 12)
Max Uplift All uplift 100 Ib or less at joim(s) 23 except 2=-122(LC 12), 22=-699(LC
12), 29=-414(LC 13)
Max Gmv All reactions 250 lb or less at joint(s) except 2=495(LC 23), 23=294(LC
23), 22=2612(LC 19), 22=2605(LC 1), 29=1573(LC 1)
FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-4=-371/184, 4-6=-145/256, 6-7=-50/261, 7-8=-1839/973, 8-9>1864/960,
9-10=-2750/1328, 10-11=-2750/1234,11-12= 2139/938,14-28=-637/1472,
13-28=-637/1472
BOT CHORD 2-23=-000/270, 22-23=-300/270, 21-22= 2380/1134, 6-21=-321/292, 20-21=-500/1131,
19-20=-873/2008,18-19=-873/2008,14-15=-593/1258
WEBS 4-22=-397/393, 7-21=2327/1030, 7-20=-153l795, 8-20=-386/517, 9-20=-10361709,
11-15=-1854/895,12-15=-534/1365,12-14=-1762/848,9-18=-400/853,15-18=-1034/2338,
11-18=-240/609, 13-29=-15951724
Structural wood sheathing directly applied or 1-7-8 oc puriins,
except end verticals.
Rigid ceiling directly applied or 6-8-0 cc bracing. Except:
2-10-0 oc bracing: 21-22
1 Row at midpt 7-21, 9-20, 12-14
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vull60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; 11511; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-7-3 to 4-4-13, Intedor(1) 4-4-13 to 20-10-8, Exierior(2) 20-10-8 to 26-10-8,
Interior(1) 26-10-8 to 39-6-8 zone; cantilever 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 pending.
4) All plates are 2x4 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 three has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL= IO.Opsf.
7) Bearing at joint(s) 29 considers parallel to grain value using ANSVTP11 angle to grain formula. Building designer should verify
capacity of bearing surface.
Waller P. Finn PE No.22839
Mill USA, Inc. FL Cad 6634
6904 Pattie East Blvd. Tampa FL 33610
Date:
November14,2019
Q WARNING - Verity Meslga parameters and READ NOTES ON THIS AND INCLUDED Mrl REFERANCE PAGE 1,1II-7473 rev, INe1s?VI5 BEFORE USE
Design valid for use only with MrieI� connectors. This design Is based only upon parameters shown and Is for an Individual building component, not
��-
a time system. Before use, the building designer must verify the applicability of design parameters and papery Incorporate this design Into the overall
building design. Bracing Indicated is to bucMing of IndMdual hues web and/or chord members only. Additional temporary and permanent bracing
M!Tek'
prevent
is always required for stability and to prevent coilopse with possible personal Injury and property dpoomy�ager. For general gultlance regarding the
OSI49 and aC31 lu1tlhp Component
FL
Safety mlalmatbrxrvalllable frorm Truss Plate Institute.218 N. Lee Sheet, Sryufe 312, A1eNanddna, VA 22314.MRM,
Tampa, 33610Nd.
Job
Truss
Truss Type
Ory
Ply
r
T78658303
2136913-PACE-2351
A03
Roof Special
1
i
Job Reference (optional)
Builders First Source, Plant City, FL- 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:12:002019 Page 2
ID:OMGHgVGe6ryE1 YUEMmJmnYylZ4F-iTLeUNxA5eigFBD1 rLEXmmPJSXkxlxhaKA4nu8yJJKz
NOTES-
. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 23 except dt=lb) 2=122. 22=699, 29=414.
9) Load easels) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26 haslhave been modified. Building designer must review loads to Verify
that they are correct for the intended use of this truss.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated ]cools) 400lb down and 266lb up at 19-0-0, and 400 to down and 2661b up
at 23-0-0 on f8p chord. The design/selection of such connection device(s) Is the responsibility of others.
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pig
Vert: 1-32=-70, 8-32=-190(F- 120), 8-33=-190(F=-120), 11-33=-70, 11-13=-70, 2-22= 20,'19-21=-20, 14-17= 20
Concentrated Loads (lb)
Vert: 32=-400(F) 33=400(F)
2) Dead +0.75 Roof Live (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-32=60, 8-32=173(F=-113). 8-33=-173(F=-113), 11-33=-60, 11-13=-60, 2-22=-20, 21-35=-20, 3536=-50, 36-37=-20, 19-37=-50, 19-38=-30, 17-39= 50,
14-39=-20
Concentrated Loads (lb)
Vert: 32=-356(F) 33=356(F)
3) Dead+ Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pig
Vert: 1-32- 30, 8-32=-137(F=107), 8-33=-137(F=-107), 11-33= 30, 11-13=30, 2-22=40, 19-21=40, 14-17=-40
Concentrated Loads (lb)
Vert: 32=-311(F) 33=-311(F)
4) Dead +0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plo
Vert: 1-2=116. 2-30=70, 30-32=47, 8-32=27(F=-20), 8-33=50(F=-20), 33-34=70, 11-34=47, 11-13=53, 2-22=-10. 19-21=-10, 14-17=-10
Horz: 1-2=-125, 2-30=-78, 8-30=-56, 8-34=78, 11-34=56
Concentrated Loads (lb)
Vert: 32=266(F) 33=266(F)
5) Dead +0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=37, 2-31=47, 31-32=70, 8-32=50(F=-20), 8-33=27(F=-20), 11-33=47, 11-13=53, 2-22=-10, 19-21= 10, 14-17= 10
Harz: 1-2=-45, 231=-56, 8-31=-78, 8-11=56
Concentrated Loads (lb)
Vert: 32=266(F) 33=266(F)
6) Dead+ 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-13, 232=-57, 8-32=169(F=-111), 833=169(F=111). 11-33=-57, 11-13=-52, 2-22=-20, 19-21=-20, 14-17=-20
Horz: 1-2=-17, 2-8=27, 8-11=-27
Concentrated Loads (lb)
Vert: 32=-343(F) 33=-343(F)
7) Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pig
Vert: 1-2=47, 2-32=-57, 8-32=-169(F=-111), 8-33=-169(F=-111), 11-33=-57, 11.13=-52, 2-22=-20, 19-21=-20, 14-17=20
Horz: 1-2=17, 2-8=27, 8-11=-27
Concentrated Loads (lb)
Vert: 32=-343(F) 33=343(F)
8) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pig
Vert: 1-2=31, 2-32=7, 8-32=41(F=-49), 8-33=-21(F=-49), 11-33=27, 11-13=23, 2-22=10, 19-21=-10, 14-17=-10
Horz: 1-2=-39, 2-8=-16, 8-11=36
Concentrated Loads (lb)
Vert: 32=76(F) 33=76(F)
9) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pig
Vert: 1-2=17, 2-32=27, 8-32- 12(F= 39), 8-33=32(F- 39), 11-33=7, 11-13=41, 2-22=-10, 19-21=-10, 14-17=-10
Horz: 1-2=-25, 2-8=-36, 8-11=16
Concentrated Loads (lb)
Vert: 32=138(F).33=138(F)
10) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-24, 2-32= 35, 8-32=-135(F=-100), 8-33= 115(F- 100), 1133=-15, 11-13=-19, 2-22=-20, 19-21=-20, 14-17=-20
Horz: 1-2=-6, 2-8=5, 8-11=15
Concentrated Loads (Ili
Vert: 32=-268(F) 33=-268(F)
11) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-5, 2-32=-15, 8-32=-115(F=-100), 833=-135(F=-100), 11-33=-35, 11-13=-1, 2-22=-20, 19-21=-20, 14-17=-20
Horz: 1-2=-25, 2-8=-15, 8-11=-5
Concentrated Loads (lb)
Vert: 32= 268(F) 33=-268(F)
12) Dead +0.6 MW FRS Wind (Pos. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=31, 2-32=41, 8-32=2(F=-39), 8-33=-17(F=-39), 11-33=23, 11-13=23, 2-22=-10, 19-21=-10, 14-17=-10
Horz: 1-2=-39, 2-8=-49, 8-11=31
,&WARNING -Verity design parameters and READNOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MI1-74Tdrev. 1OV&DO1S BEFORE USE
Design valid for use only with Mrtekli connectors. This design Is based only upon parameters shown and Is for an Inc ycluol bulltling component, not
a truss system. Before use, Me building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design. Broc ng Indicated is to prevent buckling of InONlducl truss web and/or chord members only. Additional temporary and permanent bracing
�'-
MiTek'
B always required for stability and to prevent collapse with possible personal INury and property damage. For general guidance regarding the
fabrication. storage, delivery, erection and bracing of trusses and trans systems, seeMSM11 QuaN Criteria, DSB49 and SCSI Building Component
Safety Informa6ornvollable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314.
69N Parke East BNd.
Tampa, FL 33610
Job
Truss
Truss Type
F1
Ply
r
T18658303
2136913-PACE-2351
A03
Roof Special
i
1
Job Reference (optional)
Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:12:00 2019 Page 3
I D:OMGH9VGe6ryE1 YUEMmJmnYyfZ4F-iTLeUNyA5eigFBO1 rLEKmmPJSKkxt4iaKA4nuByJJKz
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 32=138(F) 33=138(F)
13) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads' (pit)
Vert: 1-2=13, 2-32=23, 8-32=17(F=-39), 8-33=2(F=-39), 11-33A1, 11-13=41, 2-22=-10, 19-21=-10, 14-17=-10
Horz: 1-2- 21, 2-8=31, 8-11=49
Concentrated Loads (Ib)
Vert: 32=13B(F) 33=138(F)
14) Dead +0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=31, 2-32=41, 8-32=2(F=-39), 8-33=-17(F=-39), 11-33=23, 11-13=23, 2-22=-10, 19-21=-10, 14-17=-10
Horz: 1.2=-39, 2-8= 49, 8-11=31
Concentrated Loads Qb)
Vert: 32=138(F)33=138(F)
16) Dead +0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1,60
Uniform Loads (pIQ
Vert: 1-2=13, 2-32=23, 8-32- 17(F=39), 8-33=2(F=-39), 11-33=41, 11-13=41, 2-22=-10, 19-21=-10, 14-17=-10
Horz 1-2=-21, 2-8=-31, 8-1 1=49
Concentrated Loads (Ib)
Vert: 32=138(F) 33=138(F)
16) Dead+0.6 MWFRS Wind (Neg. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1,60
Unifoml Loads (pIQ
Vert: 1-2=9, 2-32=-1, 8-32= 101(F- 100), 8-33=-119(F=-100), 11-33=-19. 11-13=-19, 2-22=-20, 19-21=-20, 14-17=-20
Horz: 1-2=-39, 2-8=-29, 8-11=11
Concentrated Loads (Ib)
Vert: 32=-268(F)33=-268(F)
17) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=9, 2-32=-19, 832=-119(F=-100), 8-33- 101(F=-100), 11-33=-1, 11-13=-1, 2-22= 20, 19-21=-20, 14-17=20
Holz: 1-2=-21, 2-8=-11, 8-11=29
Concentrated Loads (lb)
Vert: 32=-268(F)33=-268(F)
18) Dead+ Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pIQ
Vert: 1-32=30, 8-32=-123(F=-93), 8-33- 123(F=-93), 11-33=-30, 11-13= 30, 2-22=-20, 21-35=-20, 35-36=-60, 3637=-20, 19-37- 60, 19.38= 40, 17-39=.60,
14-39=-20
Concentrated Loads (Ib)
Vert: 32- 222(F) 33=-222(F)
19) Dead +0.75 Root Live (bal.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=-56, 2-32=-63, 8-32=-182(F=-118), 8-33=-167(F=-118), 11-33= 49, 11-13=-52, 2-22=-20, 2135=-20, 35-36=-50, 36-37=-20, 1937=-50, 19-38=30,
17-39=-50,14-39= 20
Horz: 1-2=4, 2-8=3, 8-11=11
Concentrated Loads (Ib)
Vert: 32=-390(F) 33>390(F)
20) Dead +0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=41, 2-32=-49, 8-32=-167(F=-118), 833=-182(F=-118), 11-33=-63, 11-13=-38, 2-22=-20, 21-35=-20, 35-36=-50,
36-37=-20, 19-37=-50, 19-3B= 30, 17-39=-50, 14-39=-20
Horz: 1-2=-19, 2-8=-11. 8-11=-3
Concentrated Loads (Ib)
Vert: 32=-390(F)33=-391
21) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60
, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=-31, 232=38, 8-32- 157(F=-118). 8-33=-170(F- 118), 11-33=-52, 11-13=-52, 2-22=-20, 21-35- 20, 35-36=-50,
36-37=-20, 19-37=-50, 19-38=30, 17-39=-50, 14-39=-20
Horz: 1-2=29, 2-8=-22, 8.11=8
Concentrated Loads (Ib)
Vert: 32=-390(F) 33= 390(F)
22) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber
Increase=l.6q Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=-44, 2-32=52, 8-32=170(F=-118), 8-33=-157(F=-118), 11-33= 38, 11-13=-38, 2-22=-20, 21-35=-20, 35-36=-50,
36-37- 20, 19-37=-50, 19-38=30, 17-39=-50, 14-39=-20
Horz: 1-2=-16, 2-8=-8, 8-11=22
Concentrated Loads (Ib)
Vert: 32=-390(F) 33=-390(F)
23) 1st Dead+ Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pIQ
Vert: 1-32=-70, 8-32- 190(F=-120), 8-33=-150(F=120), 11-33=-30, 11-13= 30, 2-22=-20, 19-21=-20, 14-17=-20
Concentrated Loads (Ib)
Vert: 32=400(F) 33=-400(F)
24) 2nd Dead +Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-32=-30, 8-32_ 150(F=-120), 833=-190(F=-120), 11-33=-70, 11-13=-70, 2-22=-20, 19-21=-20, 14-17= 20
,&WARNING-yeHlydeslgnParemetersend READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMI47473mv 10193110159EFONE USE
Design valid for use only, with Mlte& connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, me building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
Bracing Indicated is to buclding indNltlual inrss web and/or chord members only. Additional temporary and perrnonent bracing
MiTek'
building design. prevent of
Is always required for stability and to prevent collapse with possible personal inlury and property damage. For general guidance regarding the
storage, delivery, erection and brochg of trusses and tau systems. seeANSIAPt1 Quarry CrEorlo, DSB49 and SCSI Building Companont
6904 PaM1S East Blvd.fabrication,
Safety Informallono ,diobie from Truss Plate Institute. 218 N. We Street, Suite 312, Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Pt
Ply
ply
T78658303
2136913-PACE-2351
A03
Roof Special
1
1
Job Reference (optional)
Builders First Source, Plant City, FL- 32566, 8.240 a Jul 14 2019 MiTek Industries, Inc. The Nov 14 09;12:00 2019 Page 4
ID:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-ITLeUNxA5eigFB01 rLEXmmPJSXkxMaKA4nuByJJKz
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Vert: 32=-400(F).33=-400(F)
25) 3rd Dead +0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform loads (pit)
Vert: 1-32=-60, 8-32=-173(F=-113), 8-33=-143(F=-113). 1133— 30, 11-13=-30, 2-22=-20, 21-35= 20, 35-36=-50, 36-37=-20, 19-37=-50, 19-38=-30, 17-39=-50,
14-39=-20
Concentrated Loads (lb)
Vert: 32=-356(F) 33=-356(F)
26) 41h Dead +0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pig
Vert: 1-32=30, 8-32=-1 43(F=- 113), 8-33=-173(F— 113), 11-33=-60, 11-13=-60, 2-22=20, 21-35=-20, 35-36=-50, 36-37=-20, 19-37=-50, 19-38=-30, 17-39_ 50,
14-39=-20
Concentrated Loads (lb)
Vert: 32=356(F) 33=-356(F)
AWARNING - Verify designP mmrmeraand READ NOTES ONMIS AND INCLUDED MREKREFERANCEPAGE M&747Jrev I&VM2015BEFORE USE.
Design valid for use only with Mgek® connectors. mis 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 ins design Into the overall
Bracing indicated is to buckling Individual truss web andlor chard members only. Additional temporary and permanent bracing
MiTek'
building Dail9n. prevent of
Is always required for stability and to prevent collapse win possible personal Injury and properly damage. For general guidance regarding the
fobricall storage, delivery, erection and brocing of buses and truss systems seeANSUIPII Quality CmyM, DS549 and SCSI Building Component
69N Pahl East Blvd.
Safety Nfarmalblpvolloble from Truss Rate Institute. 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
ty
Ply
r
T18658304
2136913-PACE-2351
A04
Roof Special
ri
1
Job Reference (optional)
t3UBGers i lrsl Source, Plant Glty, rL- 32566,
-18&1 6-64
12 s9
189-12 d
20.188
6.24U S JUI 14 2UIU MI I eK inclustnes, Inc. inU Nov 14 U9:1'L:U4'LU19 raga 1
ID:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-bFb9Kk_h8tCGjpko4BJTwca1 83Zpka9Fa271vyJJKv
i 2411-4 26Ea0 2411-8 349-14 12LM
1 SLR
s-z-1z
I a-e1z
a-012
4-D1z
11-91z 3-2-8 o-,da
ssla '
Scale=1:80.9
5xB =
6.00 12
7
6x8 =
5xB G
30
31
6x8 Z
6x8 =
6
B
4x6 =
29
32
3x8 =
ST1.5x8 STP=
Slid,
5xG =
5
9 10
11
4
FO
3x4 9
3
Y
28
n
7
2
19
q� 1
4xe=34
35
18I�
36
37
ll
33
Sx8 =
15 14 13
33
12
22 21
20
6xB = 5x8 =
ST1.5x8 STP =
ST1.5xB STP =
3xB MT20HS II
6x12 MT20HS =
2I-11
6F4
12-50
1&80 20.10.0
26-0-0
269-0 294b0 34-9-14
I, ,, I, ai,nl
463e
1
Plate Offsets (X Y)—
12:0-1-13 0-3-10] [10:0.3-8 0-1-8] 111:0-4-0
0-1-01
116:0-2-0 0-2-81
118:0-4-D 0-SAI 120:0-3-8 0-3-01 122:0-2-14 0-0-141
122:0-0-0 0-3-10]
LOADING (pso
SPACING- 2-0-0
CSI.
DEFL.
in (fee) Vdefl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC
0.87
Vert(LL)
-0.34 16-17 >962
240
MT20
2441190
TCDL 15.0
_
Lumber DOL 1.25
BC
0.94
Vert(CT)
-0.5616-17 >585
180
MT20HS
187/143
BCLL 0.0 '
Rep Stress ]nor NO
WB
0.97
Horz(CT)
-0.04 27 n/a
We
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 2891b
FT=20%
LUMBER-
BRACING -
TOP CHORD
2x4 SP M 31 'Except'
TOP CHORD
9-11,1-4: 2x4 SP No.2
BOT CHORD
2x4 SP No.2 *Except*
BOT CHORD
5-20: 2x4 SP No.3, 18-19,16-18: 2x4 SP No.1
WEBS
2x4 SP No.3'Except*
WEBS
11-12: 2x4 SP No.2, 2-22: 2x8 SP 240OF 2.0E
OTHERS
2x4 SP No.3 *Except*
11-27: Zx8 SP 240OF 2.0E
REACTIONS.
(lb/size) 22=623/0-8-0, 20=2725/0-8-0, 27=1596/0-6-8
Max Hom 22=404(LC 12)
Max Uplift 22= 267(LC 8). 20=915(LC 9). 27=-424(LC 9)
Max Gmv 22=631(LC 23). 20=2725(LC 1). 27=1596(LC 1)
FORCES. (Ib) -Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=558/706, 3-5=-265/262, 5.6=-77/254, 6-7=-1799/2210, 7-8=-1826/2199,
8-9=-2763/2693,9-10=-2414/2323, 10-11=-1191/1080, 11-27— 1551/1411, 2-22=-569/919
BOT CHORD 21-22= 842/406, 20-21=-842/406, 19-20=-2379/2487, 5-19=-339/408, 18-19=-1277/1100,
17-18= 2051/1949, 16-17=-2051/1949
WEBS 3-21=-377/275, 3-20=-570/1019, 6-19= 2305/2480, 6-18=-532/797,7-18=-537/500,
9-16=-1478/1452,B-18=-988/1268,8-16=-491/849,11-13=-1664/1830,10-13=-1544/1532,
13-16=-1064/1150,10-16=-1719/1715
Structural wood sheathing directly applied or3-5-6 oc purlins,
except end verticals.
Rigid ceiling directly applied or4-3-15 oc bracing. Except:
2-9-0 oc bracing: 19-20
1 Row at midpt 6-19, 9-14, 8-18, 11-13, 10-16
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -1-7-3 to 4-4-13, Extedor(2) 4-4-13 to 20-10-8. Comer(3) 20-10-8 to 26-10-8,
Exterior(2) 26-10-8 to 39-6-8 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 MT20 plates unless otherwise Indicated.
5) All plates are 2x4 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 = 10.0psf.
Waiter P. Finn PE No12839
B) Bearing at joint(s) 27 considers parallel to grain value using ANSVfPI 1 angle to gmin formula. Building designer should verify
MiTek USA, Inc. FL Cad 6634
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb)
6904 Parke East Blvd. Tampa FL 33810
22=267, 20=915, 27=424.
Date:
10) Load case(s) 1, 2, 3, 4, 5, 6, 7,.8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21. 22, 23, 24, 25, 26 has/have been modified.
November 14,2019
r must review loads to verify that they are correct for the Intended use of this truss.
Q WARNING- Verity deslgnperameteraend READ NOTES ON MIS AND INCLUDED 4 KREFERANCEPAGEM674M rev. 10423,2015BEFOREDSE.
Design valid for use only with M6ek®connectors. This design is based only upon parameters shown, and is for an individual building component, not
�r'
■`
a has system. Before use, the building designer must verity the applicability of tleslgn parameters and properly Incorporate this design Into Me 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 real for stoically and to prevent collapse with possible personal injury and property damage, For general guidance regarding the
MOW
fobrlcahon, storage, delivery, erection and brocing of trusses and truss systems. seeANSVIPII Guallry C6tedo, DSB-69 and ICBI Building Component
69N Parke East Blvd.
Sa el Mfm oratlonovolloble from Truss Plate Institute. 218 N. Ise Sheet Suite 312, Alexandra, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
T18658304
2136913-PACE-2351
A04
Roof Special
1
1
Job Reference (optional)
Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MITe l Industries, Inc. I mJ Nov 14 U9:12:U4 2G1 U rage
ID:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-bFb9KILhBtCG)pko4BJTwca1 83Zpko9Fo271vyJJKv
NOTES-
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4001b down and 7461b up at 19-0-0, and 4001b down and 746 lb up
at 23-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others.
12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-2=-70, 2-30=-70, 7-30=-190(F=-120), 7-31=-190(F=-120), 9-31=-70, 9-11=.70, 20-22=-20, 17-19=-20, 12-15=-20
Concentrated Loads (lb)
Vert: 30=-400(F) 31=-400(F)
2) Dead +0.75 Roof Live (balanced) +0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (DID
Vert: 1-2=60, 2-30=-60, 7-30=-173(F=-113), 731=-173(F=-113), 9-31=-60, 9-11=-60, 20-22=-20, 19-34=-20, 34-35=-50, 35-36=-20, 17-36=-50, 1737=30,
15-38=-50, 12-38=-20
Concentrated Loads (Ib)
Vert: 30=-356(F)31=-356(F)
3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (fall)
Vert: 1-2=-30, 2-30=-30, 7-30=-137(F= 107), 7-31- 137(F- 107), 9-31=-30, 9-11=-30, 20-22=-40, 17-19=40, 12-15=-40
Concentrated Loads (lb)
Vert: 30=-311(F) 31=-311(F)
4) Dead +0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pif)
Vert: 1-2=133, 2-28=115, 28-30=70, 730=122(F=52), 7-31=167(F=52), 31-32=115, 9-32=70, 9-11=64, 22-33=35, 20-33=52, 17-19=-10, 12-15=-10
Horz:1-2=-142,2-28=-124, 7-28=-78,7-32=124, 9-32=78
Drag: 9-10- 0
Concentrated Loads (lb)
Vert: 30=746(F) 31=746(F)
5) Dead +0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=60, 2-29=70, 29-30=115. 7-30=167(F=52), 7-31=122(F=52), 931=70. 9-11=64, 20-22=52, 17-19=-10, 12-15=-10
Horz: 1-2=-68, 2-29= 78, 7-29=-124, 7-9=78
Drag: 9-10=-0
Concentrated Loads (Ib)
Vert: 30=746(F) 31=746(F)
6) Dead+ 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=-13, 2-30- 57,7-30=-169(F=-111). 7-31=-169(F=-111). 9-31=-57, 9-1 1=-52,20-22=-9,17-19=-20, 12-15=-20
Horz: 1-2=-17, 2-7=27, 7-9=-27
Drag: 9-10=0
Concentrated Loads (Ib)
Vert: 30=-343(F) 31=343(F)
7) Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (fall)
Vert: 1-2=-47, 2-30=-57, 7-30=-169(F=111), 7-31=-169(F=-111), 9-31=-57, 9-11=52, 20-22=-9, 17-19=-20, 12-15=-20
Holz 1-2=17, 2-7=27, 7-9=-27
Drag: 9-10=0
Concentrated Loads (lb)
Vert: 30=343(F) 31=-343(F)
8) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pif)
Vert: 1-2=31, 2-30=7, 7-30=-19(F=-26), 7-31=1(F=-26), 9-31=27, 9-11=23, 20-22=24, 17-19_ 10, 12-15=-10
Horz: 1-2=-39, 2-7=-16, 7-9=36
Drag: 9-10=-0
Concentrated Loads (lb)
Vert: 30=226(F) 31=226(F)
9) Dead +0.6 MW FRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (fall)
Vert: 1-2=17, 2-30=27, 7-30=10(F=-17), 7-31=-9(F=-17), 9-31=7, 9-11=41, 20-22=24, 17-19- 10, 12-15=-10
Hoa: 1-2- 25, 2-7=-36, 7-9=16
Drag: 9-10=-0
Concentrated Loads (lb)
Vert: 30=288(F) 31=288(F)
10) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=-24, 2-30=-35, 7-30=-135(F=-100), 7-31- 115(F=-100), 9-31=-15, 9-11=-19, 20-22=14, 17-19=-20, 12-15=.20
Horz: 1-2=-6, 2-7=5, 7-9=15
Drag: 9-10=-0
Concentrated Loads (Ib)
Vert: 30=-268(F) 31=-268(F)
11) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plQ
Vert: 1-2=-5, 2-30=-15, 7-30=-115(F=-100), 7-31=-135(F=-100), 9-31= 35, 9-11=-1, 20-22=14, 17-19=-20, 12-15=20
Horz: 1-2=-25, 2-7=-15, 7-9=-5
Drag: 9-10=-0
Concentrated Loads (lb)
Vert: 30=-26B(F) 31=-268(F)
QWARNING. Verrfydesrgnpar .Moaand READ NOTES ON THIS AND/NCLUOEDMITEKREFERANCE PAGE MIP7470 rev.10M 015 BEFORE USE.
Design valid for use only with MBek® connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not
a huss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
bulltling design. Bracing Indicated is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing
M!Tek'
B always required for stability and to prevent collopse with possible personal injury and property damage. For general guidance regarding the
tobricoXon. storage. delivery, erection and bracing of tunes and truss systems, seeANSU1PI1 GuaW CrBeM, DSB419 and BCSI Building Component
69M Parka East BNtl.
Sabty Inlarmalbrrnalloble from Toss Plate Institute, 218 N. Lee Street, Suite 312, Alexondria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
OtY
Ply
I
T18658304
2136913-PACE-2351
A04
Roof Special
1
1
Job Reference (optional)
Builders First Source, Plant City, FL- 32566, 8.240 s Jul 142019 MiTek Industries, Inc. Thu Nov 14 09:12:042019 Page 3
ID:OMGHgVGe6ryE1 YUEMmJmnYy1Z4F-bFb9Kk_h8tCGjpko4BJTwca1 B3Zpko9Fo271 vyJJKv
LOAD CASE(S) Standard
12) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=31, 2-30=41, 7-30=2(F=-39), 7-31=-17(F=-39), 9-31=23, 9-11=23,20-22=-10, 17-19=-10, 12-15=-10
Horz:-I-2=-39, 2-7=-49, 7-9=31
Drag: 9-10=-0
Concentrated Loads (lb)
Vert: 30=138(F) 31=138(F)
13) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plo
Vert: 1-2=13, 230=23, 730- 17(F= 39), 7-31=2(F=39), 9-31=41, 9-11=41, 20-22=-10, 17-19=-10, 12-15=-10
Horz: 1-2=-21, 2-7=-31, 7-9=49
Drag: 9-10=-0
Concentrated Loads (lb)
Vert: 30=138(F) 31=138(F)
14) Dead +0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=31, 2-30=41, 7-30=2(F=-39), 7-31=-17(F= 39), 9-31=23, 9-11=23, 20-22=-10, 17-19=-10, 12-15=-10
Horz: 1-2=39, 2-7=-49, 7-9=31
Drag: 9-10=-0
Concentrated Loads (lb)
Vert: 30=138(F) 31=138(F)
15) Dead +0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=13, 2-30=23,7-30=-17(F=-39), 7-31=2(F=-39), 9-31=41, 9-11=41, 20-22=-10, 17-19=-10, 12-15=-10
Horz: 1-2=-21, 2-7=-31, 7-9=49
Drag: 9-10=10
Concentrated Loads (lb)
Vert: 30=138(F) 31=138(F)
16) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=9, 2-30=-1,7-30=-101(F=-100), 7-31=-119(F=-100), 9-31=-19, 9-11=-19, 20-22=-20, 17-19=-20, 12-15=-20
Horz: 1-2=39, 2-7=-29, 7-9=11 ,
Drag: 9-10=-0
Concentrated Loads (Ib)
Vert: 30=-268(F) 31=-268(F)
17) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plt)
Vert: 1-2=9, 2-30_ 19, 730- 119(F=-100). 7-31=-101(F- 100), 931- 1, 9-11=-1, 20-22=-20, 17-19=-20, 12-15=-20
Horz 1-2=-21, 2-7=-1 1. 7-9=29
Drag: 9-10=-0
Concentrated Loads (lb)
Vert: 30=-268(F) 31=-268(F) '
18) Dead+ Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pif)
Vert: 1-2= 30, 230=-30, 7-30=-123(F- 93), 7-31=-123(F=-93), 9-31=-30, 9-11=-30, 20-22=-20, 19-34=-20, 34-35=-60, 35-36=-20, 17-36=-60, 1737=-40,
15-38=-60, 12-381
Concentrated Loads (lb)
Vert: 30=-222(F) 31=-222(F)
19) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Leff): Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (pit)
Vert: 1-2=-56, 2-30=-63, 7-30=-182(F=-118). 7-31=-167(F=-118), 9-31=-49, 9-11=-52, 20-22=5, 19-34=-20, 34-35=-50,
35-36=-20, 17-36- 50, 17-37=-30, 15-38=-50, 12-38=-20
Horz: 1-2=-4, 2-7=3, 7-9=11
Drag: 9-10--0
Concentrated Loads (lb)
Vert: 30= 390(F)31=-390(F)
20) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60,
Plate Increase=1.60
Uniform Loads (pif)
Vert: 1-2=-41, 2-30=-49, 7-30=-167(F=-118), 731- 182(F=-118), 9-31=-63, 9-11=-38, 20-22=5, 1934=-20, 34-35=-50,
35-36=-20, 17-36=-50, 17-37=-30, 15-38=-50, 12-38=-20
Horz: 1-2=-19, 2-7=-11, 7-9=-3
Drag: 9-10- 0
Concentrated Loads (Ib)
Vert: 30=-390(F) 31=-390(F)
21) Dead +0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60
, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=31, 2-30=-38, 7-30=-157(F=-118), 7-31=-170(F=-118). 9-31=-52, 9-11=-52, 20-22= 20, 1934=-20, 34-35=-50,
35-36=-20, 17-36=-50, 17-37=30, 1538=-50, 1238=-20
Horz: 1-2= 29, 2-7=-22, 7-9=8
Drag: 9-10=-0
Concentrated Loads (Ib)
Vert: 30=390(F) 31=-390(F)
Q WANNNG- Ventydeslgnpersansersend BEADNOTES ON 7N/SANDINCLUDES MBEKNEPEflANCEPAGEM74M.x 111=015BEFONE USE
Daslgn void for use oNy with Mgek® connectors. ThIs design Is based only upon parameters shown, and Is for an IndWldual building component. not
a truss system, Before use, the bulding designer must verify Me appllcablllty of deign parameters and properly Incorporate this design Into Me overall
bullding 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
fobrlcolion storage, delivery. erection and bracing of susses and truss systems. seeANSUIPII GualBv Criteria, D5Bd9 antl SCSI Bultlbp Component
6904 Palle East BWd.
Safety Infomsatbmvolloble from Truss Mate Institute, 218 N. Lee Street. Suite 31Z Ale.ontltlo. VA 14.
Tampa, FL 33610
Job
Thus
Truss Type
Oty
Ply
T78658304
2136913-PACE-2351 '
A04
Roof Special
1
1
Job Reference (optional)
Builders First Source, Plant City, FL- 32566, 8.240 s Jul 142019 MiTek Industries, Inc. Thu Nov 14 09:12:04 2019 Page 4
ID:OMGHgVGeGryE1 YuEMmJmnYytZ4F-bFb9Kk_hBtCGjpko4&1Twca1 83Zpko9Fo2?1 vyJJKv
LOAD CASE(S) Standard
22) Dead +0.76 Roof Live (bal.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-44, 2-30= 52, 7-30=170(F=-118). 7-31=-157(F=-118). 9-31=-38, 9-11=-38, 20-22= 20, 19-34=20, 34-35=50, 35-36=-20, 17-36=-50, 17-37=-30,
15-38=-50, 12-38=-20
Hor2: 1-2=-16, 2-7=-8, 7-9=22
Drag: 9-10=-0
Concentrated Loads (Its)
Vert: 30=-390(F) 31=-390(F)
23) 1st Dead+Roof Live (unbalanced): Lumber Increase=1.25, Plate Incrsase=1.25
Uniform Loads (plf)
Vert: 1-2=-70, 2-30=-70, 7-30=190(F=-120), 7-31=-150(F=-120), 9-31= 30, 9-11=-30, 20-22=-20, 17-19=-20, 12-15=-20
Concentrated Loads (Ib)
Vert: 30=-400(F)31=-400(F)
24) 2nd Dead+ Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pill
Vert: 1-2=-30, 230=-30, 7-30=-150(F=-120), 7-31=-190(F- 120), 931=-70, 9-11=-70, 20-22=-20, 17-19=-20, 12-15=-20
Concentrated Loads (Ib) -
Vert: 30=-400(F)31=-400(F)
25) 3rd Dead +0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-2=-60, 2-30=-60,7-30_ 173(F=-113), 7-31=-143(F=-113), 9-31=-30, 9-11=-30, 20-22=-20, 19-34=-20, 34-35=-50, 35-36=-20, 17.36= 50, 17-37=30,
15-38=-50, 12-38=-20
Concentrated Loads (Ib)
Vert: 30=-356(F) 31=-356(F)
26) 4th Dead +0.75 Roof Live (unbalanced) +0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-2=30, 230- 30, 7.30=-143(F=-113), 731=-173(F=-113), 9-31=60, 9-11=-60, 20-22=-20, 19-34=-20, 34-35=-50, 35-36=-20, 17-36=-50, 17-37=-30,
15-38= 50,12-38=-20
Concentrated Loads (lb)
Vert: 30=-356(F) 31=-356(F)
,&WARNING -Verity design pammeteremd READ NOTES ON THIS AND INCLUDED MITEKNEFERANCE PAGE MIF74"mx M312015eEFONE USE.
Design valid for use only with Mre& connectors. fits design Is based only upon parameters shown, and Is for an IndNldual building component, not
a truss system. Before use, the bulldhg designer must verity the opplicablllty, of design parameters and properly Incorporate this design Into the overall
bullding design. Bracing Indicated is to buckling of Individual huss web and/or chord members only. Addlllonal temporary and permanent bracing
MiTek'
prevent
Is always required for stability and to prevent collapse with pos4ble personal Injury and property damage. For general guidance regarding the
fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPI1 QuaMy Criteria. DSB-89 and BC51 Building Component
Safety Informatbinvoilable from Tnre Rate Inslitute, 218 N. Lee Street Suite 312, Alexandria VA 22314.
6904 Parke East Blvd.
Temp., FL 33610
Job
Truss
Truss Type
ply
Ply
'
T78658305
2136913-PACE-2351
A05
Roof Special
1
1
Jab Reference (optional)
nullaers rrrat Source, rlam 141y, rL - UbSb,
MZ4e a Jm 14 Ze111 MI I eK maijaul Inc. I nu NOV 14 Va:12:Ub tale rage 1
yE1 YuEMmJmnYyfZ4F-TOggA61 BC61hCQ1 ZA OP4SkpIPNZcIAOODAgyJJKr
Scale = 1:89.6
5x8 =
6.00 12
7
6x8 =
5x6 G 32
33 6xB
4x10 MT20HS=
6
8 5x6 =
US5xfi
=
=
31
934
10
STl.5x8 STP=
3xfi i
12
6
4
3x4 i
3
y
30
29
2
IQ
18
d1
d 36 37
38 39
35
—
16 40 15
14
41 42 13
22 21
20
axis —
5x6 =
5x6 =
STLSxe STP=
STI.5x8 STP=
3x6 II
5x6 =
6x12 MT20HS =
269-0
2-0
2e08
01
2L114 25-0
0
B
64
p- 5920.o12
a�441
1� -2
dA
I 05-0
�&
1 8-0
Plate Offsets (X Y)--
12:0-1-13 0-3-101 111:0-3-0 0-2-01 f
12:0-6-12 Edge1
117:0-2-4 0-2-e1
120:0-3-8,0-3-01 [22:0-2-14 0-1-6]
122:0-0.0 0-3-101
LOADING (pat)
SPACING- 2-0-0
CSI.
DEFL,
in (too)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.88
Vert(LL)
-0.25 16
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC
0.99
Vert(CT)
-0.50 16
>667
180
MT20HS
1871143
BCLL 0.0 '
Rep Stress ]nor NO
WE
0.91
Horz(CT)
-0.12 29
n/a
Na
BCDL 10.0
Code FBC2017/TP12014
Matdx-SH
Weight: 302 lb
FT=20%
LUMBER-
BRACING -
TOP CHORD
2x4 SP No.2 *Except*
TOP CHORD
4-7,7-9: 2x4 SP M 31
BOT CHORD
2x4 SP No.2 *Except*
BOT CHORD
5-20: 2x4 SP No.3
WEBS
2x4 SP No.3'ExcepV
WEBS
2-22: 2x8 SP 2400F 2.OE, 12-13: 2x4 SP No.2
OTHERS
2x4 SP No.3 *Except*
12-28: 2x8 SP 2400F 2.0E
REACTIONS.
(lb/size) 22=617/0-8-0, 20=2790/0-8-0, 29=1595/0-6-8
Max Horz 22=410(LC 12)
Max Uplift 22=-265(LC 8), 20=-935(LC 9), 29=-401(LC 13)
Max Grav 22=626(LC 23), 20=2790(LC 1). 29=1595(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3— 549/719, 3-5= 287/280, 5-6— 101/270, 6-7=-1847/2228, 7-8=-1871/2215,
B-9=-2650/2620,9-10=-2355/2320,10-11=-1347/1289,2-22=-564/926,13-28=-1251/1472,
12-28=-1251/1472
BOT CHORD 21-22=840/398, 20-21=-840/398, 19-20=-2444/2503, 5-19=-340/407, 18-19= 1282/1121,
17-18=-2052/2042,13-14=-427/482
WEBS 3-21=-379/277, 3-20_ 572/1018, 6-19= 2375/2501, 6-18=539/817, 7-18=544/507,
15-17=0/254, 9-17=136B/1332, 10-14— 1439/1428, 14-17=1173/1304, 10-17=-1467/1434,
11-14=-1376/1562,11-13=-1440/1299,8-18=-1087/1280, 8-17=-452/843,
12-29=-1608/1432
Structural wood sheathing directly applied or 3-2-6 oc purllns,
except end verticals.
Rigid ceiling directly applied or 4-0-2 oc bracing. Except:
2-5-0 oc bracing: 19-20
1 Row at midpt 6-19, 9-15, 10-14, 10-17, 11-14, 11-13,
8-18
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=S.Opsf; h--15ft; Cat. II; E)p C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Conrl -1-7-3 to 4-4-13, Extedor(2) 4-4-13 to 20-10-8, Comer(3) 20-10-8 to 26-10-8,
Extedor(2) 26-10-8 to 37-11-8, Comer(3) 37-11-8 to 39-6-8 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 MT20 plates unless otherwise indicated.
5) All plates are 2x4 MT20 unless otherwise indicated.
6) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with anyother live loads.
Walter P. Finn PE No.22839
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
MiTek USA, Inc. FL Cert 8834
will fit between the bottom chord and any other members, with BCDL= IO.Ops1.
6904 Parke East Blvd. Tampa FL 33610
8) Bearing at joint(s) 29 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify
Date:
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding IOD lb uplift atjoint(s) except (jt=lb)
November 14,2019
29=401.
QWARNWG- Vedty desfgnpardmelersandREAD NOTES ON MSAND WCLUDED MREKREFENANCE pAGEM674TJ rev. 101512015BEFOREUSE
Design valid for use only with MBek® connectors. This design 6 based only upon parameters shown, and Is for on Individual bulltling component, not
a truss system. Before use, the bulltling designer must verify the oppllcobally of deslgn parameters and property Incorporate this design Into the overall
bulltling deslgn. Bracing Indicated is to prevent buckling of lndlNdual truss web and/or chord members only.,Add[flonal temporary and permanent bracing
MiTek-
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the
fabrication, storage, delivery, erection and bracing of musses and truss systems, saeANBURII Cun22 CMOM, DSB49 card BC51 Building Component
6904 Parke East Blvd.
SafetyInformotionolloble from Truss Pole InSntute, 218 N. Lee Sheet Suite 31Z Alexandria, VA 22 14.
Tampa, FL 33610
Job
Truss
Truss Type
ply
Ply
T18658305
2136913-PACE-2351
A05
Roof Special
1
1
Job Reference (optional)
Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Nov 1409:12:08 2019 Page 2
ID:OMGHgVGe6ryE1 YuEMmJmnYyIZ4F-TOggA61 BC6ihCO1 ZJI OP4Skipl PhlZcIAOODAgyJJKr
NOTES-
10) Load case(s) 1, 2, 3, 4, 5, 6, 7, B. 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26 has/have been modified. Building designer must review loads to verify
that they are correct for the intended use of this truss.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4001le down and 746 lb up at 19-0-0, and 400 lb down and 746 lb up
at 23-0-0 on top chord. The designtselection of such connection device(s) is the responsibility of others.
12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-70, 232=-70, 732=-190(F=-120), 7-33=-190(F=120), 933=-70, 9-11= 70, 11-12=-70, 20-22=-20, 17-19=-20, 13-16=-20
Concentrated Loads (lb)
Vert: 32=-400(F) 33=-400(F)
2) Dead +0.75 Roof Live (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-2=60, 2-32=-60, 7-32=-173(F=-113), 7-33=173(F=-113), 9-33=-60, 9-11=-60, 11-12= 60, 20-22=-20, 19-36= 20, 36-37=-50, 37-311 -20, 38-39=-50,
17-39=-20, 16-40=-50, 40-41=-20, 41-42=-50, 13-42=-20
Concentrated Loads (lb)
Vert: 32=-356(F)33_ 356(F)
3) Dead+ Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-2=-30, 2-32=-30, 7-32=-137(F=-107), 7-33=-137(F=-107), 933=30, 9-11=-30, 11-12=-30, 20-22=-40, 17-19=d0, 13-16=-40
Concentrated Loads (lb)
Vert: 32= 311(F) 33= 311(F)
4) Dead +0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=133, 2-30=115, 30-32=70. 7-32=122(F=52), 7-33=167(F=52), 33-34=115, 934=70, 9-11=64. 11-12=115. 22-35=35. 20-35=52, 17-19=-10, 13-16=-10
Harz: 1-2=-142, 2-30=-124, 7-30=-78, 7-34=124, 9-34=78, 11-12=124
Drag: 9-10=-0
Concentrated Loads (lb)
Vert: 32=746(F) 33=746(F)
5) Dead +0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=60, 231=70, 3132=115, 7.32=167(F=52), 7-33=122(F=52), 9-33=70, 9-11 =64,11-12=70, 20-22=52, 17-19=-10, 13-16=-10
Harz: 1-2- 68, 231= 78, 7-31=124, 7-9=78, 11-12=78
Drag: 9-10=-0
Concentrated Loads (lb)
Vert: 32=746(F) 33=746(F)
6) Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=-13, 2-32=-57, 7-32=-169(F=-111). 7-33=-169(F=-111), 933=57, 9-11=52, 11-12=-57, 20-22=-9, 17-19=-20, 13-16=-20
Harz: 1-2=-17, 2-7=27, 7-9=-27, 11-12=-27
Drag: 9-10=0
Concentrated Loads (lb).
Vert: 32=-343(F) 33- 343(F)
7) Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=-47, 2-32=-57, 732- 169(F- 111), 7-33=-169(F=-111), 9-33=-57, 9-11=-52, 11-12- 57, 20-22= 9, 17-19= 20,
13-16=-20
Horz: 1-2=17, 2-7=27, 7-9=-27, 1 t-12=-27
Drag: 9-10=0
Concentrated Loads (Ib)
Vert: 32=-343(F) 33=-343(F)
8) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=31, 232=7, 732=-19(F=-26), 7-33=1(F=-26), 9-33=27, 9-1 1=23,11-12=27, 20-22=24, 17-19=-10, 13-16=-10
Harz: 1-2=-39, 2-7=-16, 7-9=36, 11-12=36
Drag: 9-10=-0
Concentrated Loads (Ib)
Vert: 32=226(F)33=226(F)
9) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=17,2-32=27,7-32=10(F=-17),733=-9(F=-17),9-33=7,9-11=41,11-12=7,20-22=24.17-19=-10, 13-16=-10
Harz: 1-2=-25, 2-7=-36, 7-9=16, 11-12=16
Drag: 9-10=-0
Concentrated Loads (Ib)
Vert: 32=288(F) 33=288(F)
10) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=-24, 2-32=-35, 7-32=-135(F=-100), 7-33=-115(F=-100), 9-33=15, 9-11=-19, 11-12=-15, 20-22=14, 17-19=-20,
13-16=-20
Harz: 1-2=-6, 2-7=5, 7-9=15, 11-12=15
Drag: 9-10=-0
Concentrated Loads (lb)
Vert: 32=-268(F)33=-268(F)
11) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
O WARNWO-Vedfydealgnparemetem=dREADNOTES ON MIS AND INCLUDEDMREKREFERANCE PAGE MSMMmv. 1GM.Y1015 BEFORE USE
Design valid for use only with Mmek® connectors. lMs deelgn Is based only upon parameters shown, and Is for on Individual building component, not
��-
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only,. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse Win possible personal Injury and property damage. For general guidance regarding the
MiTek'
fabrication, storage, calvary, erection and bracing of Trusses and Mcs systems, seeANSVRII Quality Criteria, PS949 and SCSI Bultlbp Component
69M Parke East Blvd.
Safety Infoenationovalioble from Truss Rate Institute. 218 N. Lee Sheet, Suite 312 Alexcndda. VA 22314,
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
'
T78658305
2136913-PACE-2351
A05
Roof Special
1
1
Job Reference (optional)
Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek industnes, Inc. I hU Nov 14 UB:12:UB 2U1 B raged
ID:OMGHgVGe6ryE1 VUEMmJmnVytZ4F-TOggA61 BC6ihCO1ZJ1 OP4SkipIPhlZCIAOODAgyJJKr
LOAD CASE(S) Standard
Uniform Loads (pIQ
Vert: 1-2=-5, 2-32=-15, 7-32= 115(F- 100), 7-33=-135(F=-100), 933=35, 9-11=-1, 11-12=-35, 20-22=14, 17-19=-20, 13-16=-20
Horz: 1-2=-25, 2-7=-15, 7-9=5, 11-12=-5
Drag'9-10=-0
Concentrated Loads (Ile)
Vert: 32=-268(F)33- 268(F)
12) Dead +0.6 MWFRS Wind (Pos. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plQ
Vert: 1-2=31,2-32=41,7-32=2(F=-39),7-33=-17(F=-39),9-33=23.9-11=23,11-12=23,20-22=-10, 17-19=-10, 13-16=-10
Horz: 1-2=-39, 2-7=-49, 7-9=31, 11-12=31
Drag: 9-10=-0
Concentrated Loads (Ib)
Vert: 32=138(F) 33=138(F)
13) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=13, 2-32=23, 732- 17(F=-39), 7-33=2(F=-39), 919-11=41, 11-12=41, 20-22=-10, 17-19=-10, 13-16=-10
Horz: 1-2=21, 2-7=-31, 7-9=49, 11-12=49
Drag: 9-10=-0
Concentrated Loads (lb)
Vert: 32=138(F) 33=138(F)
14) Dead+ 0.6 MWFRS Wind (Pas. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=31, 2-32=41, 732=2(F=-39), 7-33=-17(F=39), 933=23. 9-11=23, 11-12=23, 20-22=-10, 17-19=-10, 13-16=-10
Horz: 1-2=-39, 2-7=-49, 7-9=31, 11-12=31
Drag: 9-10=-0
Concentrated Loads (lb)
Vert: 32=138(F) 33=138(F)
15) Dead +0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=13, 2-32=23, 7-32=-17(F=-39), 733=2(F= 39), 9-33=41. 9-11=41, 11-12=41, 20-22=-10, 17-19=-10, 13-16=-10
Harz: 1-2=-21, 2-7=-31, 7-9--49, 11-12=49
Drag: 9-10i
Concentrated Loads (Ib)
Vert: 32=138(F)33=138(F)
16) Dead +0.6 MWFRS Wind (Neg. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=9, 2-32- 1,7-32=-101(F=-100), 7-33=-119(F=-100), 9-33=-19, 9-11=-19, 11-12=-19,20-22=-20, 17-19=-20, 13-16=-20
Horz: 1-2=-39, 2-7=29, 7-9=11, 11-12=11
Drag: 9-10=-O
Concentrated Loads (lb)
Vert: 32=-268(F) 33=-268(F)
17) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=-9, 2-32=-19, 7-32=-119(F=-100), 733=-101(F=-100), 9-33=-1, 9-11= 1, 11-12- 1, 20-22=20, 17-19=-20, 13-16=-20
Horz: 1-2=-21, 2-7=-11, 7-9-29, 11-12=29
Drag: 9-10=4J
Concentrated Loads (lb)
Vert: 32=-268(F)33= 268(F)
18) Dead+ Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25
. Uniform Loads (plf)
Vert: 1-2=-30, 2-32=30, 7-32- 123(F=93), 7-33=-123(F=-93), 933=-30, 9-11=-30, 11-12=-30, 20-22=.20, 19-36=-20,
36-37=-60, 37-38=-20, 38-39=-60, 17-39=-20, 16-40=60, 40-41=-20, 41-42=-60, 13-42- 20
Concentrated Loads (Ib)
Vert: 32=222(F) 33=-222(F)
19) Dead +0.75 Roof Live (bat.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (pit)
Vert: 1-2=-56, 2-32=63, 7-32=-182(F=-118), 7-33=-167(F=118). 9-33=-49, 9-11=-52, 11-12=-49, 20-22=5, 19-36=.20,
36-37=50, 3738=-20, 38-39=-50, 1739= 20, 16-40=-50, 40-41= 20, 41-42- 50, 13-42=-20
Horz: 1-2=-4, 2-7=3, 7-9=11. 11-12=11
Drag: 91
Concentrated Loads (Ib)
Vert: 32=-390(F)33= 390(F)
20) Dead +0.75 Roof Live (bal.) +0.75 Uninhab, Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60,
Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=-41, 2-32=-49, 7-32=-167(F=-118), 7-33=-181 9-33=53, 9-11=-38, 11-12=-63, 20-22=5, 19-36=-20,
36-37=50, 37-38=-20, 38-39=-50, 17-39_ 20, 16-40=-50, 40-41=-20, 41-42=-50, 13-42=-20
Horz: 1-2=-19, 2-7=-11, 7-9=-3, 11-12=3
Drag: 9-101
Concentrated Loads (Ib)
Vert: 32=-390(F) 33=-390(F)
21) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. All Storage+ 0.75(0.6 MWFRS Wind (Neg. Int) tat Parallel): Lumber Increase=1.60
. Plate Increase=1.60
Q WARNING-VeNychutgn paremetersand BEAD NOTES ON THIS AND INCLUDED MITEKBEFEBANCEPAGEM1474M rev. IdNk015BEFOBE USE.
Design valid for use only with Wake connectors. This design Is based only upon parameters shown, and Is for an Individual building component not
a hum system. Before use, the building desl9ner must verify the applicability of design parameters and properly Incorporate this design Into Me overall
building design. Bracing Indicated is to buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing
MiTek'
prevent
6 always required for stability and to prevent collapse with possible personal lnlury and properly carnage. For general guidance regarding the
tobbn. rlcatstorage, delivery, erection and bracng of trusses and truss systems. saeANSUfPD Quality CMedn, DS549 and SCSI Building Component
BN East tl.
Parke East
East B
Safely Informalbarvailoble from Truss Plate Institute. 218 N. Lee Sheet. Suite 312. Nra..ndrlm VA 22314.
P33610
Tam a, FL
Job
Truss
Truss Type
Oty
Ply
T78658305
2136913-PACE-2351
A05
Roof Special
1
1
Job Reference (optional)
Builders First Source, Plant City, FL-32566, 8.240 s Jul 142019 MiTek Industries, Inc. Thu Nov 14 09:12:08 2019 Page 4
ID:DMGHgVGe6ryE1 YuEMmlmnYyIZ4F-TOggA61 BC6ihCO1 ZJ 1 OP4SkipIPhlZcIAQODAgyJJKr
• LOAD CASE(S) Standard
Uniform Loads (plp
Vert: 1-2=-31, 2-32=-38, 7-32=-157(F=-118), 7-33=-170(F=-118), 9-33=-52, 9-11=-52, 11-12=-52, 20-22=-20, 19-31 36-37=-50, 37-38=-20, 38-39=-50,
17-39=-20, 16-40=-50, 40-41=-20, 41-42=-50, 13-42=-20
Hol-1-2=-29, 2-7=-22, 7-9=8, 11-12=8
Drag: 9-10=-0
Concentrated Loads (lb)
Vert: 32=-390(F) 33=-390(F)
22) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-44, 232=-52, 732- 170(F- 118), 7-33=-157(F- 118), 9-33=-38, 9-1 U-38, 11-12=-38, 20-22=-20, 19-36=-20, 36-37=-50, 37-31 38-39=-50,
17-39=20, 16-40= 50, 40-41= 20, 41-42=50, 13-42- 20
Hors: 1-2=-16, 2-7=-8, 7-9=22, 11-12=22
Drag: 9-10=-0
Concentrated Loads (lb)
Vert: 32=-390(F)33=-31
23) tat Dead+ Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-2=-70, 2-32=-70, 7-32=-190(F=-120), 7-33=-150(F=-120), 9-33=-30, 9-11=-30, 11-12=-30, 20-22=20, 17-19=-20, 13-16=-20
Concentrated Loads (lb)
Vert: 32=-400(F) 33=-400(F)
24) 2nd Dead +Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2= 30, 2-32= 30, 7-32=150(F=-120), 7-33- 190(F=-12O), 9-33=-70, 9-11=-70, 11-12=-70, 20-22=-20, 17-19=-20, 13-16=-20
Concentrated Loads (Ib)
Vert: 32=-400(F)33=-400(F)
25) 3rd Dead +0.75 Roof Live (unbalanced) +0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2= 60, 2-32=-60,7-32=-173(F=-113), 7-33=-143(F=113), 9-33=-30, 9-11= 30, 11-12=-30, 20-22=-20, 19-36=-20, 36-37=-50,37-38=-20, 38-39=-50,
17-39= 20, 1640=-50, 4041=-20, 4142=-50, 1342= 20
Concentrated Loads (Ib)
Vert: 32=-356(F) 33=-356(F)
26) 4th Dead +0.75 Roof Live (unbalanced) +0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-2=-30, 232=30, 732=-143(F- 113), 7-33=-173(F=-113), 9-33=-60, 9-11=-60, 11-12=-60, 20-22=-20, 19-36=-20, 36-37=-50, 37,381381
1739=-20, 1640=-50, 4041=-20, 4142=-50, 1342=-20
Concentrated Loads (Ib)
Vert: 32=-356(F) 33=-356(F)
Q WANNNG-VedfydeslgaperemeM..dRE DNOMS ON M6ANDINCLUDEDNI KNEFENANCEPAGEM624nJr .. 10012015 DEFONEUSE
Design void for we only Win M9ek® connectors. This design Is based only upon parameters shown, and Is for an Indlvlduai building component, not
��
a truss system. Before use, the bulling designer must verify the cppllcablllty, of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual buss 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, delNery, erection and bracing of trusses and truss systems. saeANSUIPII Qual6r Criteria, DSB49 and SCSI Building Component
69M Parke East Blvd.
Tampa. FL
Safety Informationavaiiable from Truss Plate Institute, 218 N. Lee Street Suite 31Z Alexandria, VA 22 14.
33610
Job
Truss
Truss Type
OtY
Ply
'
T78658306
2136913-PACE-2351
A06
Root Special
1
1
Job Reference (optional)
nulmers rnrsl oource, ream tray, rt. ozaoo,
6T;H
Scale = 1:99.4
6.do 12
32
7 33
C ez14 MT20H5 =
xe II 5xB = 6x8 = gxg =
3z6 i 2x4 1110
ST1.5xB STP512Sx6
i 4
n31
3
\X
30292x411
2Z
919
c 35 36
34
5x8 = 3] 1� B 16 39 15 14 13
23 22 21d2x4
2x4 11 ass = 5x8 = 3x4 It
ST1.5,03 STP = 2x4 11 ST1.5xS STP =
Sx12 =
5x8 11 Sx6 =
6x8 =
2x4 =
2x4 1l
6.6.4 12.5.0 12r9-0 20-70-8
25-7-0 6-9-0 32-0-0 36-10.0 40.3.8
6.6.4 510-12 0. -0 8-1-8
4.28 ILA- 5-3-0 4-10-0 3-5 8
Plate Offsets (X Y)--
[3:0-3-0 0-3-41 [12:0-10-4 Edoe][18:0-3-8 0-2-0] f2l:O3-8 0-3-01 [23:0-5-8 0-261
LOADING (psf)
SPACING- 2-"
CSI.
DEFL. in (roc) Well Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.92
Vert(LL) 0.21 17 >999 240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.95
VerdCT) -0.3119-20 >999 180
MT20HS
187/143
BCLL 0.0 '
Rep Stress [net NO
WB 0.90
Horz(CT) -0.12 29 n/a rate
BCDL 10.0
Code FBC2017/rP12014
Matrix-SH
Weight: 321111
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 31 'ExcePr
TOP CHORD Structural wood sheathing directly applied or4-103 oc puffins,
9-11.11-12: 2x6 SP No.2, 1-3,3.4: 2x4 SP No.2
except end verticals.
BOT CHORD 2x4 SP No.2 *Except*
BOT CHORD Rigid ceiling directly applied or 3-10-9 oc bracing. Except:
5-21,9-16: 2x4 SP No.3
2-11-0 oc bracing: 20-21
WEBS 2x4 SP No.3 'Except'
10-0-0 oc bracing: 16-18
2-23: 2x8 SP 240DF 2.OE, 12-13: 2x4 SP N0.2
WEBS 1 Row at midpt 6-20, 10-18, 10-14, 8-19
OTHERS 2x4 SP No.3 *Except*
12-28: 2xB SP 240OF 2.0E
REACTIONS. (lb/size) 23=630/0-8-0, 21=2598/O6-0, 29=1516/0-6-8
Max Ho¢ 23=407(LC 12)
Max Uplift 23=-268(LC 8), 21= 1113(LC 9), 29=-482(LC 13)
Max Grav 23=635(LC 23), 21=2598(LC 1), 29=1516(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-563f767, 3-5=-253/257, 56=-68/276, 6-7=-1679/2439, 7-8=-1703/2437,
B-9=-2276/2716, 9-10=-2046/2461, 10-11= 667/823,11-12=-756/809,2-23=-573/953
BOT CHORD 22-23=-853/410, 21-22=-845/407, 20-21=-2247/2645, 5-20_ 339/396, 19-20=-1403/1029,
18-19=-2230/1886,9-18=-1065/1174,14-15=-1417/1380
WEBS 3-22=-377/274,3-21=-566/1003, 6-20= 2145/2683, 6-19=-604/699, 7-19=-558/539,
15-18=-1355/1337,10-18=-1377/1048,10-15— 168/321, 10-14=-1298/1388,
12-14=-1168/1210,8-19=-1061/1344,8-18=325/677,12-29=.1526/1562
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -1-7-3 to 4-4-13, Extedor(2) 4-4-13 to 20-10-8, Comer(3) 20-10-8 to 26-10.0,
Extedor(2) 26-10-0 to 36-10.0, Comer(3) 36-10-0 to 39-6-8 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 pending.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Bearing at joint(s) 29 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joints) except (fit=lb)
23=268, 21=1113, 29=482.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 400 lb down and 746 lb up at
19-0-0, and 400111 down and 746 lb up at 23-0-0 on top chord. The design/selection of such connection device(s) is the
Walter P. Finn PE No.22639
MTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Data:
November 14,2019
,&WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MmEKREFERANCE PAGE 1117-7473mv. 10/0Ji BEFORE USE.
Design valid for use only with Mrok® 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 property Incorporate this design Into the overall
building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Adolf temporary and permanent bracing
MOW
prevent
a always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication storage, delivery, erection and bracing of trusses and truss systems. seeANSU1P11 Cupp Creeds, DSM9 and SCSI buldling Component
6904 Palle East 8Nd.
Safety Informalbnovoilable from Truss Plate Instills, 218 N. Ise Steel. Suite 312. Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
,1
T78658306
2136913-PACE-2351
A06
Roof Special
1
Job Reference (optional)
Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:12:10 2019 Page 2
ID:OMGHgVGe6ryEtYuEMmJmnYyIZ4F-OOy0bo3RNyPRkByFIS01Atg1 hZ61DTH2dkVJEZyJJKp
NOTES-
• 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B).
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads jplf)
Vert: 1-2=-70, 2-32=-70, 7-32=-130(F=-60), 7-33=-130(F=-60), 9-33=-70, 9-11=-70, 11-12=-70, 21-23= 20, 18-20=-20, 16-17=-20, 13-16=-20
Concentrated Loads (lb)
Vert: 32=-400(F) 33=400(F)
Q WARNING- Verllydesign Peremetere end READ NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGEM&MM rev. 1G/WOISBEFOREUSE.
Design valld for use only with MOea connectors. This design Is based only upon parameters shown, and 6 for an Individual bullding component, not
��
a huss system. Before use, the building designer must verify the oppllcablity, of design parameters and properly Incorporate this design Into Me overall
building tleslgn. &acing indicated is to prevent buUJing of lndNlduol truss web and/or chord members only. Additional temporary and permanent bracing
is, always required for stabllHy and to prevent collapse with possible personal Injury and property damage. For generol guidance regarding me
MiTek'
fabrication storage. calNery, erection and bracing of trusses and tnm systems, saeANSUT,D Quably CMeio. 03549 and BC31 Buldhp Component
69M Parka East BNd.
Safely Informatbnovotoble from Truss Plate Institute. 218 N. Lee Sheet Sulta 312. Maxondda. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Ply
Ply
T78658307
2136913-PACE-2351
A07
Roof Specfal
1
1
Job Reference (optional)
Builders First Source, Plant City, FL- 32566,
R
8.240 a Jul 14 2019 MiTek
5x8 =
6.00 12 6 28
Inc. Thu Nov 14 09:12:12 2019 Pagel
n LKYtSLFIvNMMsXhN PL52_OJRyJJKn
6.8 =
6x8 =
6x8 =
6x8 =
20 29 19 18 531 = .. ._
5x8 =
ST1.Sx8 STP=
3xB MT20HS II
ST7.5x8 STP =
6x8 =
-.27.1
2510 26 so
-0 0�
353�-2-6--0012 0 26&0.B 1-00522303-8
6-&B
STP=
Scale=1:89.1
Plate Offsets (X Y)--
[20-1-13 0-3-10] [9:0-4-0 0-1-0]
[74.0-5-8 0-2-81
[18:0-3-8 0-3-01
(20:0-2-14 0-0-101 [20:0-0-0 0-3-10]
_
LOADING (psf)
SPACING- 2-"
CSL
DEFL.
in (loc)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.91
Vert(LL)
-0.12 16-17
>999
240
MT20
2441190
TCDL 15.0
Lumber COL 1.25
BC
0.68
Ven(CT)
-0.25 16-17
>999
180
MT20HS
187/143
BCLL 0.0 '
Rep Stress [nor YES
WB
0.93
Horz(CT)
-0.03 25
We
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 2701b
FT=20%
LUMBER-
BRACING -
TOP CHORD
2x4 SP N0.2 *Except*
TOP CHORD
4-6: 2x4 SP M 31, 6-7: 2x4 SP No.1
BOT CHORD
2x4 SP No.2
BOT CHORD
WEBS
2x4 SP No.3 *Except*
2-20: 2x8 SP 240OF 2.OE, 9-10: 2x4 SP No.2
WEBS
OTHERS
2x4 SP No.3'Except'
9-25: 2x8 SP 240OF 2.0E
REACTIONS. (lb/size) 20=637/0-8-0, 18=1742/0-M.25=1106/0-6-8
Structural wood sheathing directly applied or 2-2-0 oc pudins,
except end verticals.
Rigid ceiling directly applied or 5-10-2 cc bracing. Except:
4-10-0 cc bracing: 17-18
1 Row at midpt 7-16, 9-11
Max Horz 20112)
Max Uplift 20= 254(LC 8), 18=-601(LC 12), 25=-356(LC 13)
Max Grav 20=642(LC 23), 18=1742(LC 1), 25=1106(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 22- 570/659, 3-5=-276/191, 5-6=-908/866, 6-7=-867/795, 7-8=-11701963,
8-9=-639/480,2-20=-581/903, 9-25=-1065/831
BOT CHORD 19-20=-878/413, 18-19=-878/413, 17-18=-1417/1312, 5-17=-1336/1349, 15-16=-979/1181,
14-15=-979/1181
WEBS 3-19=-302/272, 3-18=-523/971,5-16=-507/816, 6-16= 35/310, 7-16=-681/604,
7-14=-352/511, 11-14=.471/630, 8-11=-948/836, 9-11=-837/1116, 8-14= 730/833
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -1-7-3 to 4-4-13, Exterior(2) 4-4-13 to 20-10-8, Comer(3) 20-10-8 to 26-10-8,
Exterior(2) 26-10-8 to 37-6-8 zone; cantilever left and right exposed; porch left exposed;C-C for members and tomes & 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 2x4 MT20 unless otherwise indicated.
6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.01 on the bottom chord in all areas where a rectangle 3-649 tall by 2-M Wide
will fit between the bottom chord and any other members, with BCDL= 101
8) Bearing at joint(s) 25 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity
capacity of bearing surface.
Walter P. Finn PE No.22839
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ot=lb)
MiTek USA, Inc. FL Cad 6634
20=254, 18=601, 25=356.
BIiM Parke East Blvd. Tampa FL 99610
Dale:
November 14,2019
Q WARNING. Verify deslgnparametere end READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGEM/F7473 rev. 10032015 BEFORE USE.
Deslgn valid for use only with MrekaD connectors. This design Is based only upon parameters shown, and is for on Individual building component, not
�''
a hum system. Before use, the burding designer must verlty the applicability of design parameters and properly Incorporate this design Into the overall
bantling design. Bracing Indicated Is W buckling of individual hum, web and/or Chord members only. Additional temporary and permanent bracing
MiTek*
prevent
Isalways required for stability and to prevent collapse with possible personal Injury and properly domoga. For general guidance regarding true
storage, delivery. erection and bracing of trusses cnd truss systems, sseANSVTP11 CuaW Criteria, DBBd9 and SCSI Building Component
Parke East
t Blvd.fabrication
East0
Sa ely mformatbrlavarobie from Truss Plate Institute. 218 N. We Sheet, Suite 312, Almcndtio, VA 22314.
Tempo, FL
Job
Toss
Truss Typo
only
Ply
•1
T78658308
2136913-PACE-2351
A08
Root Special
1
Job Reference (optional)
uutoers rlrsl Source, Main Idly, rL-32bbb,
3x6 i
4
3x4 i
3
27
B.24USJ111142Ule MlleKlnausmes,lnc. Inu Nevl4uu:lz:i4zule regal
I D:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-IABx096yoySmLVjgl VpKj_13AVD9LVeYMTXN KyJJKI
16.3.12 1 20-10.8 25-5._ _ 4 2 29-10'0 38.3.8
3-6-02 4-6-12 46-02 3-0 3-0.0 8.5.8
Scale =1:87.9
5x6 =
6.00 12 7
3x4 i 3x4 - 6x8 =
6 8 6x12 MT20HS =
2a 29 5x6 = ST1.546 STP =
5 , / 9 10
26
u16
155J
14W
31 32 33
34
30
5.8 - 13
35 12
11
20
to 16
5 8 -
4x6 =
ST1.Sx8 STP =
ST1.5x8 STPI- 10.10.0
6-11-0
6.3-8
3x6 MT20HS 11
4x6 _
ass =
6.6-4
12-5-0 12r9.0 20-10.8 26-9-0
29-10-0
3B-3-B
5dn-19 .n qA.q Sdn.q
A.1A {
q.5.q 1
Plate Oftsets(XY)-
12:0-1-130-3-101 [10:0-1-120-3-41 [14:0-2-80-2-8] [16:0-4-00-3-4]
[78:0-3-80-3-0] [20:0-0-00-3-10]
[20:0-2-140-0-101
LOADING (psf)
SPACING- 2-"
CSI. -
DEFL.
in (too)
Well
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.83
Vert(L-)
-0.34 14-15
>913
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.85
Vert(CT)
-0.4814-15
>636
180
MT26HS
187/143
BCLL 0.0 '
Rep Stress Incr YES
WE 0.69
Horz(CT)
-0.08 26
n1a
n/a
BCDL 10.0
Code FBC20177TPI2014
Matrix-SH
Weight: 272 In
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing
directly applied or 2-2-0 oc puffins,
9-10: 2x4 SP No.1 except end verticals.
BOT CHORD 2x4 SP NG2 *Except* BOT CHORD Rigid ceiling directly applied or 5-11-6 oc bracing. Except:
5-18: 2x4 SP No.3, 14-16: 2x4 SP No.1 3-10-0 oc bracing: 17-18
WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt
10-14, 8-16, 6-17
2-20: 2x8 SP 240OF 2.0E
OTHERS 2x4 SP No.3 *Except* ,
10-25: 2x8 SP 240OF 2.0E
REACTIONS. (Ib/size) 20=631/0-8-0, 18=1772/0-8-0, 26=1082/0-6-8
Max Horz 20=406(LC 12)
Max Uplift 20=-269(LC 8), 18=-597(LC 12), 26_ 346(LC 13)
Max Grav 20=638(LC 23), 18=1772(LC 1), 26=1082(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-572/722, 6-7=-878/960, 7-8=380/914, B-9=-1631/1264, 9-10=-1401/1057,
2-20=-575/927
BOT CHORD 19-20=-863/418, 18-19=-B63/416, 17-18= 1446/1264, 5-17=-347/415, 16-17=-499/482,
15-16=-877/1053,14-15=-877/1053
WEBS 3-19= 377/273, 3-18=-571/1019, 6-16=-135/460, 7-16=-430/467, 12-14=0/310,
9-14=-1101/955,10-14_ 1112/1482,8-16=-624/765,8-14=-359/660,6-17=1187/1019,
10-26=-1098/811
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-7-3 to 4-4-13, Exterior(2) 4-4-13 to 20-10-8, Comer(3) 20-10-8 to 26-10-8,
Exterior(2) 26-10-8 to 37-6-8 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 MT20 plates unless otherwise indicated.
5) All plates are 2x4 MT20 unless otherwise indicated.
6) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads.
'
7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL= 10.Opsf.
Walter P. Finn PE No.22839
8) Bearing at joint(s) 26 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity
MiTek USA Inc. FL Cart 6634
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 In uplift at joint(s) except 01=11b)
6904 Parke East Blvd. Tampa FL 33810
20=269, 18=597, 2fi=346.
pate:
November 14,2019
Q WARNING, Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MX74M rev. f0/03/ZOIS BEFORE USE.
sesses
Design valid for use only with Meekfe connectors. This design is based only upon parameters shown, and Is for an IndMdual building component, not
��-
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate Mk design into Me overall
buldhng design. Bracing indicated B to buckling of lncMdual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
prevent
Is always required for stablllty and to prevent collapse with possible personal Injury and property domoge. For general guidance regarding the
fabrication, storage. delivery. erection and bracing of Nxisas and inns systems, seeANSU1Pl, Qua1Sy Carrie, OS"9 and SCSI luldbg Component
Safety Infamla,bmovallable ham Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandra, VA 22314.
69M Parke East BNd.
Tampa, FL 33610
Job
Truss
Truss Type
Oly
Ply
'
T78658309
2136913-PACE-2351
A09
Roof Special
1
1
Job Reference (optional)
Builders First Source, Plant City, FL - 32566,
8.240 a Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:12:15 2019
Scale = 1:78.9
6.o0 12
5x8 =
OHS =
STP =
4
26
1I?�
1�
19 Je 18 17 128O 5-1-0 5x8 = 6-5-8 3x4 II
ST1.5xe STP = ST1.5x8 STP —
5x8 II 6x8 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (100) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.88
Ven(LL)
-0.38 13 >801 240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
-
BIG 0.88
Ven(CT)
-0.82 13 >376 180
MT20HS 187/143
BCLL 0.0 '
Rep Stress Incr
YES
W B 0.92
Horz(CT)
0.07 26 n/a n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix-SH
Weight: 2511b FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 31 'Except'
TOP CHORD
Structural wood sheathing directly applied or 4-3-1 oc puffins,
e-9,1-4: 2x4 SP No.2
except end vedicals.
BOT CHORD 2x4 SP No.2 *Except*
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
14-15: 2x4 SP No.t
4-8-0 oc bracing: 16-17
WEBS 2x4 SP No.3 *Except*
5-9-0 oc bracing: 14-15
2-19: 2x8 SP 240OF 2.0E
WEBS
1 Row at al 7-15
OTHERS 2x4 SP No.3 *Except*
9-25: 2x8 SP 240OF 2.0E
REACTIONS. (lb/size) 19=635/0-e-0, 17=180210-8-0, 26=1133/0-6-8
Max Ho¢ 19=375(LC 12)
Max Uplift 19=-267(LC 8), 17=560(LC 12), 26=-322(LC 13)
Max Gran, 19=641(LC 23), 17=1802(LC 1), 26=1133(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-568/793, 5-6=-971/951, 6-7= 970/867, 7-8— 170711240, S-9=-1167/825,
2-19= 580/970
BOT CHORD 18-19=-837/411, 17-18=-837/411, 16-17=-1477/1259, 5-16=-1401/1292,
14-15=118011559
WEBS 3-18=-377/273, 3.17=-525/954, 5-15=-454/893, 6-15=-75/390, 7-15=-962/863,
8-11=-1402/1019,9-11=-934/1320,12-14=0/352, 7-14=0/537, 11-14=-923/1304,
8-14=-545/587. 9-26=-1158/804
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst Irl Cat. II; Exp C; Encl.,
GCpI=0.18; MWFRS (envelope) and C-C Comer(3) -1-7-3 to 4-4-13, Exterior(2) 4-4-13 to 20-10-8,Comer(3) 20-10-8 to 26-10-8,
Extedor(2) 26-10-8 to 37-6-8 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 policing.
4) All plates are MT20 plates unless otherwise indicated.
5) All plates are 2x4 MT20 unless otherwise indicated.
6) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent 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.
Walter P. Finn PE No,22636
8) Bearing at joints) 26 considers parallel to grain value using ANSI/TPI i angle to grain formula. Building designer should verify
MTek USA, Inc. FL Ceff6634
capacity of beadng surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb)
6904 Parke East Blvd. Tampa FL 33610
19=287, 17=560, 26=322.
Date:
November 14,2019
Q WARNING- weflfydesr9ep vix efersenO HEAD NOTES ON MIS AND INCLUDED MR7KREFERANCEPAGELIN-74M rev. m/MISBEFORE USE.
Design valid for use only with M9ex® connectors. This design Is based only upon parameters shown, and Is for an IndNldual building component, not
��-
a hum system. Before use, the building designer must verify the applicability of all parameters and properly Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing
Welk'
Is always real for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regol the
fabrication storage, delivery. erection and bracing of musses and huss systems, seeANSU711 Qli Creedal DS549 and SCSI Buell Component
69N Parke East Blvd.
Safety Informatio avoiioble from Trutt Plate Institute. 21 B N. Lee Sheet. Suite 312. Alexandria VA 22314,
Tampa, FL 33610
Job
Truss Type •
Qty
Ply
T78658310
2136913-PACE-2351
Ps
Roof Special
1
1
Jab Reference (optional)
Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:12:17 2019 Page 1
ID:OMGHgVGe6ryE1 YuEMmJmnYyIZ4F-]It33Beg5srOnpDIL02W yMcDiNYHMg34EKhB_fyJJKi
-1-8-0 fi-6-4 12-9-0 1&70.0 22-11-0 29.2.4 33.70.0 38-3-8
1 0 ZGfi-4 I 6.2-12 6-1-0 4-1-0 &3.4 4 A7 4-5-0
Scale-1:75.6
5x8 =
5x6 =
5 6 30
17 " 16 15 i n7-Tu-u 6-11-0 sw 6a-e
ST1.5x8 STP =
5.0 II
ST1.5x8 STP =
Bx8 =
3z4 =
8-B-4 12-5-0 12�-0 18-1.0 22-1 h0 254-0 29-12.4 3310.0 383-8
6.6-4 5-10.72 0.4-0 fi-1-0 4-t-0 2-2-0 4-1-4 4-7-12 4-5-8
TP =
Plate Offsets (X )--
f3:0-3-0 0-3-01 f5:0-5-8 0-2-4] 16:0-0-8 0-2-4] f9:0-1-12,0-3-01 f
10:0-5-8 OA-01 [
15:0-3-e 0-3-01
117:0-5-8 0-2-8]
LOADING (pst)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 1.00
Vert(L-)
-0.08 10-11
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
SC 0.77
Vert(CT)
-0.19 10-11
>999
180
BCLL 0.0 '
Rep Stress Incr YES
W B 0.71
Hom(CT)
0.06 27
n(a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 264 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end vedicals.
BOT CHORD 2x4 SP No.2 *Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
4-15: 2x4 SP No.3 4-6-0 oc bracing: 14-15
WEBS 2x4 SP No.3 *Except* 5-4-0 oc bracing: 10-11
9-18: 2x4 SP No.2, 2-17: 2x8 SP 240OF 2.0E WEBS 1 Row at midpt 5-13, 7-11
OTHERS 2x4 SP No.3 *Except* JOINTS 1 Brace at Jf(s): 25, 10
9-27: 2x8 SP 240OF 2.0E
REACTIONS. fib/size) 17=645/0-8-0, 15=1703/0-8-0, 27=972/0-6-8
Max Hom 17=325(LC 12)
Max Uplift 17=-293(LC 8), 15=-565(LC 9), 27=-413(LC 13)
Max Grav 17=649(LC 23), 15=1703(LC 1), 27=972(LC 1)
FORCES. (Ib) - Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown.
TOP CHORD 2-3=-586/871, 4-5=-805/912, 5-6=-791/1111,6-7=-993/1051,7-8=-1424/1386,
8-9=868/825, 9-27=-972/927,2-17=-587/1009
BOT CHORD 16-17=-826/428, 15-16=-818/425, 14-15=-1362/1221, 4-14=-1293/1249, 11-13=-024/611,
11187/1231
WEBS 3-16=-373/270,3-16= 544/961, 4-13=-447/820, 5-13=-398r325, 5-11- 461/453,
7-1 1=-552/798,8-25=-1033/983, 9-25=-1159/1218, 10-25=-912/958, 8-10=-331/330
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15N; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -1-7-3 to 4-4-13, Extedor(2) 4-4-13 to 18-10-0. Comer(3) 18-10-0 to 28-11-0,
Exterior(2) 28-11-0 to 37-6-8 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 pending.
4) All plates are 2x4 MT20 unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 27 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=1b) Walter P. Finn PE No.22839
17=293, 15=565, 27=413.
MiTek USA, Inc. FL Ced6636
6804 Palle East Blvd. Tampa FL 3381D
Data:
November 14,2019
O WARNING -Verity design Parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MI474M rev. iWeaLpiS BEFORE USE.
Design valid for use only with V ff9k8 connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not
��•
a hues system. Before use, the building designer must vedfy the cpplicablllty of design parameters and properly incorporate this design Into the overall
building design. Bracing hdicafed is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek-
prevent
a always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regardiing the
fobdcatlom storage, delivery, erection and bracing of husses and fuss systems, weANSVTPI7 So Cmedo, DSBA9 and BRI 1WSdMp Component
Safety Informatbrnvarabie from Truss Plate Inditute, 218 N. Lee Street Suite 312 Alexantlrla VA 22 14.
6904 PaAe East BNtl.
Tampa, FL 33610
Job
Truss
Thus Type
PlyT78658311
2136913-PACE-2351
At1
Roof Special
ri,
1
Job Reference o [lanai
builders Fast bource, Ylam Gay, FL- 32bub, 8.240 a rim 144e 1a run ex Inausmes, Inc. mu Nuv 14 09.12. of cote raye
-11-e8--0a I Beasd4 s12z-9-1z aID:OMGH4goVGe e6ryE1lYnuoEaMmJmnY4yI-Za4F-f7?gTtA5cU5706NgSt43lniaW B4aE350gXONieA13XyJJKg
9 61-0a 20.10.N1191-_8 7B2
4ae a I ss3 51 zas
Scale=1:76.4
5x6 =
5x6 =
6.00 12 5 6
IR
27 "' 26 "' 25 4x6 II 6xB — 3x4 = 3x4 =
STl.5%B STP= ST1.Sx8 STP= 5x12 =
3x8 II 6xB =
37d 0
3a0.0
LOADING (pso
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress [nor YES
Code FBC2017/TPI2014
CSI.
TIC 0.91
BC 0.75
WB 0.93
Matrix-SH
DEFL, in
VerI(LL) 0.37
Vert(CT) -0.62
Horz(CT) 0.03
(loc) Well L/d
16 >885 240
16 >537 180
13 Na rda
PLATES GRIP
MT20 244/190
Weight: 275 In FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc puffins,
5-6: 2x4 SP No.1
except end verticals.
BOT CHORD 2x4 SP N0.2 *Except*
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
7-19: 2x4 SP No.3, 13-15: 2x4 SP M 31
1 Row at midpt 4-24
WEBS 2x4 SP No.3 *Except*
3-9-0 oc bracing: 24-25
2-27.12-13: 2x8 SP 240OF 2.0E, 10-14,12-14,8-15:2x4 SP No.2
6-0-0 oc bracing: 7-19
OTHERS 2x4 SP No.3
WEBS
1Row at midpt 6-23
REACTIONS. (lb/size) 27=565/0-B-0, 25=1961/0-8-0, 13=1230/0-6-8
Max Hom 27=276(LC 12)
Max Uplift 27=-279(LC 8), 25=-616(LC 9), 13=-343(LC 13)
Max Gmv 27=596(LC 23), 25=1961(LC 1). 13=1230(LC 1)
FORCES. (Ib) -Max. Comp.(Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2,3=-493/813, 3-4=-124/334, 4-5=-6541769, 5-6=-5481766, 6-7=-147511592,
7-8=-1557/1404,8-9=-4501/3441,9-10=-4700/3523, 10-11=3243/2360,
11-12=-3243/2360, 2-27=539/978
BOT CHORD 26-27= 719/349, 25-26=-711/345, 24-25=-1609/1311, 4-24=-1565/1304, 23-24— 257/198,
22-23=-717/1112, 21-22=-717/1112, 19-21=0/305, 7-21=-147/416, 18-19=-293/0,
14-15=-4399/5883
WEBS 3-26=-378/290, 3-25=-594/1001, 4-23_ 592/1156, 6-23=-805/694, 18-21=-1092/1661,
8-21=-203/306,8-18=-1081/893,12-13=-1133/835,10-15=-2059/1549,10-14=-2813/2172,
12-14=-2476/3402,15-18=-1255/1548,8-15=-2405/3356, 6-21=-804/895
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Corner(3) -1-7-3 to 4-4-13, Exterior(2) 4-4-13 to 16-10-0, Comer(3) 16-10-0 to 22-10-0.
Extedor(2) 22-10-0 to 24-11-0, Comer(3) 24-11-0 to 30-11-0, Exterior(2) 30-11-0 to 39-11-14 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 2x4 MT20 unless otherwise Indicated.
5) This truss has been designed fora 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
Welter P. Finn PE Na.22039
will fit between the bottom chord and any other members, with BCDL= 10.Opsf.
MiTek USA, Inc. FL Carl=
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
6904 Faille East Blvd. Tampa FL 33610
27=279, 25=616, 13=343.
Date:
November 14,2019
,&WARNING-Verl/ydasign Paramelersand READNOTES ON THIS AND INCLUDED MREKREFERANCE PAGE M147473re, 104212Df5 BEFORE USE.
Design valid for use only wlth MBek® connectors. This design Is based only upon parameters shown, and Is for on Individual bulltling component, not
��-
a hum system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
buatlingdesign. Bracing Indicated Istoprevent buakiingofIndividual 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 INury and property damage. For general guidance regarding the
fabrication, storage, delivery. erection and bracing of Musses and hum systems. seeANSU1PI1 Coo' Cristo, DSB-09 and BCSI adding Component
69U Parks East Blvd.Safety
buormalbrnvo0able from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexontlrio. VA 22314.
Tampa, FL 33610
Job
Thus
Truss Type
loty
Ply
T18658312
2136913-PACE-2351
Al2
Hip
1
1
Job Reference (optional)
ouuaem rural source, ream ury, rL- JZbba,
e.24U a JUI 14 ZUl V MI I OK
me. InU NOV 14 Ua:12C21 2UlU
2x4
6.00 12 5x6 =
,._. „ 6
2x4 1I, 5x8 =
7 e
Scale = 1:83.0
2x4 II
I m
b (m
d
20 L5 19 18. ee zr - m
5.8 = 3x6 = 3x4 = 2x4 11 ST1.5xB STP=
ST1.5xS STP= 2x4 II ST1.5x8 STP= Bx10 =
5x8 II 5x6 =
6.8 =
6s4 1 1z-1-o 1os o1� sae zo-e-lz 1 zasu 1 aa-s< 1 nano
Plate Offsets(XY)--
(6:0-3-00-2-01 (8:0-6-00-2-81 f9:0-4-00-3-01
f10:03-100-1-131
(12:Edge08-01
I72:0-3-100-0-01 [18:0-3-80-3-0]
[20:0-5-80-2-8]
LOADING (psQ
SPACING- 2-0-0
CSI.
DEFL.
in (lac)
Wall
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL , 1.25
TC 0.96
Vert(LL)
-0.16 16-17
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.96
Ven(CT)
-0.3013-14
>999
180
BCLL 0.0 '
Rep Stress Incr YES
WE 0.61
Hom(CT)
0.02 12
Na
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix-SH
Weight: 2371b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD
9-11: 2x4 SP I BOT CHORD
BOT CHORD 2x4 SP No.2 *Except*
5-18: 2x4 SP No.3 WEBS
WEBS 2x4 SP No.3 *Except*
2-20,10-12: 2x8 SP 240OF 2.0E
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 20-442/0-e-0, 18=2131/0-8-0, 12=1276/0-8-0
Max Hoa 20=172(LC 12)
Max Uplift 20=-298(LC 9), 18=-635(LC 9), 12=-418(LC 13)
Max Grav 20=483(LC 23), 18=2131(LC 1), 12=1287(LC 24)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3= 287/807, 3-5=15/600, 5-6=0/582, 6-7=-781/901, 7-8=-781/901, 8-9=-1253M 051,
9-10=-1780/1305,2-20=-433/943,10-12=-117911234
BOT CHORD 19-20=-553/171, 18-19— 553/171, 17-18=-1763/966, 5-17=-303/389, 14-16=-408/1035,
13-14= 853/1465,12-13— 851/1467
WEBS 3-19=-376/294, 3-18=-634/1027, 6-16=-634/1161, 7-16=-471/416, 8-16=-019/235,
8-14=-260/449, 9-14=-522/596, 6-17=-1461/665
Structural wood sheathing directly applied, except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
2-2-0 oc bracing: 17-18
1 Row at midpt 6-16, 8-16, 6-17
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4,2psh BCDL=5.Opst h=151t; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-7-3 to 4-4-13, Exterior(2) 4-4-13 to 42-0-3 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 pending.
4) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL= 10.Opsf. -
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 6t=lb)
20=298, 18=635, 12=418.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cad 6634
I Parke East Blvd. Tampa FL 33610
Date:
November 14,2019
O WARNING- Vadly design peremetersand READ NOTES ON THIS AND INCLUDED MITEK REF£RANCE PAGE MX7473 rev.]aN3R015 BEFORE USE.
Deslgn valid for use only wlth MBeI� connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not
��-
a puss system. Before use, Me bulltling designer must verify the opplaclosity of design parameters and properly Incorporate this design Into Me overall
bulltling destgn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
M!Tek*
a always required for stablity, and to prevent collapse with possible personal hjury and property damoge. For general guidance regarding the
fabdca5orl, storage, delivery, erection and bracing of husses and truss systems seeANSVIPII Quo' fly Cdtodo, DSB419 and ICSI BuldI Component
69M Parke East Blvd.Safety
mbrp formatvoiioble from Taus Plate Institute. 218 N. Lee Sheol, Suite 312. Alexandrlo, VA 22314.
Tampa, FL M610
Job
Truss
Thus Type
mY
Ply
T78658313
2136913-PACE-2351
801
Hip
1
1
Job Reference (optional)
umiaers First source, Plant city, FL- uzaas,
6.240 s uur w zu ie run ex inaussnes, inc. Thu Nuv 14 0e:12;23 2019 Faye I
ID:OMGHgVGe6ryE1YuEMmJmnYy24F-XvEKJEDbgibZVkhShh9wBdsFUoXCmL3ycFBVClyJJKc
42.1-0
t-9-0 5-142 10-0-0 14-11-0
19-100
21-11-0 2T-0-0 294-4 3.21 B3$$] 3 36-T-12 3944 40-5-0
�1.11 5-1-12 I 0-104 I d-11-0
4-11-0
2-1-0 540 2-14 ~2-1140 11 44 9 1 2-84 1�8-0
5x6 = Scale = 1:84.5
5x6 =
6.00 FIT
7 8
30 G
4x6
6
9 3x4 C
10 3x6 C
2x4 II 32
2x4 -
11t12
3zfi i 5
a
3x43z4
i 4
34 35 6
31 3
13 3x6 11
14
2x4 I
5
2x4 2
16
t11
Ia o]
]o
0 0
oa
o S'r STP=
STisxB STP= 27 26 36
37
24 23 .5xB
38 21 20 19 18
7x10 =4x6 = ]=
7x10 = 6x8 = 4.6 1
3x4 3z4 11
7x10 =
6xB = 5x6 =
7x10 = exla =
54-12 70-0-0
19-10.0
27.3.0 29-4-4I 36-]-1_2 38.6.0140.5.0
6.7-72 440.4
9-11I
121-11-01
2-1-0 64.0 2-1-4 7-38 L10-41-11-0
Plate Offsets (X,Y)--
[2:Edge,0-4-8], [2:0-6-8,0-0-15], [2:0-0-15,0-0-71, [7:0-3-0,0-2-0], [8:0-3-0,0-2-0], [15:0-0-15,0-0-7], [15:0-9-3,0-0-15], [15:Edge,0.4-0], [17:0-7-4,0-6-81,
[20:0-3-0 0-4-81 [22:0-7-8 0-5-01 [24:0-5-0 0-4-81 125:0-4-12 0-3-81 [26:Edge 0-3-81 [27:0-3-8 0-2-81
LOADING (psQ
SPACING- 2-0-0
CSI.
DEFL. in (too) Well L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.98
Vart(LL) -0.24 24-25 >999 240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.99
Vert(CT) -0.52 24-25 >924 180
BCLL 0.0
Rep Stress [nor YES
WE 0.93
Horz(CT) 0.14 15 n/a n/a
BCDL 10.0
Code FBC2017/7PI2OI4
Matrix-SH
Attic -0.0619-20 1555 360
Weight: 313 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD Structural wood sheathing directly applied.
11-16: 2x4 SP No.1
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
BOT CHORD 2x6 SP No.2 *Except'
6-0-0 oc bracing: 17-18
5-26,9-21: 2x4 SP No.3, 18-21: 2x6 SP M 26, 14-18: 2x4 SP No.2
WEBS 1 Row at midpt 6-24, 9-23
WEBS 2x4 SP No.3 *Except*
20-22,10-20,12-28,13-19,17-19: 2x4 SP No.2
OTHERS 2x4 SP No.3
WEDGE
Left: 2x6 SP No.2, Right: 2x6 SP No.2
REACTIONS. (lb/size) 2=2021/0-8-0, 15=2373/0-8-0
Max Horz 2=216(LC 12)
Max Uplift 2=-471(1-C 12), 15=-145(LC 13)
Max Gray 2=2021(LC 1), 15=2609(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-0293/1325, 3-5=-3511/1450, 5-6=-3540/1619, 6-7=-2510/1124, 7-8- 2190/1066,
8-9= 2511/1119,9-10=-3306/1064,10-12=-3110/962,12-13=3550/813,13-14=-3474/704,
14-15=-4340/725
BOT CHORD 2-27=-1062/2838, 26-27=-238/427, 5-25=-340/319, 24-25=-806/2620, 23-24=-416/2190,
22-23=-617/2872,9-22=0/1202,20-21=-190/344,19-20=-472/3012, 18-19=-79/571,
14-17=-62/1420,15-17=-498/3344
WEBS 3-27=-335/204,25-27=-854/2528, 3-25=-19/357, 6-25=-484/946, 6-24=-786/680,
7-24=-353/924,8-23=-295/847,9-23- 1159/333,20-22=-344/2810,10-22=-483/0,
20-28=-712/388,10-28=-701/398,12-28=-255/0,13-19- 1084/106,17-19=-453/2802,
13-17=83/414
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-7-31c 4-4-13, Interior(1) 4-4-13 to 19-10-0, Exterior(2) 19-10-0 to 30-4-13,
Interior(1) 30-4-13 to 42-0-3 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) 400.0I1c AC unit load placed on the top chord, 33-0-0 from left end, supported at two points, 2-0-0 apart.
4) Provide adequate drainage to prevent water pending.
5) This truss has been designed for a 10.0 pat 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= IO.Opsf.
7) Ceiling dead load (5.0 pst) on member(s). 12-13, 12-28
Welter P. Finn PE No.22839
MTek USA, Inc. FL Cod 6634
6904 Parke East Bind. Tampa FL 33810
Date:
November 14,2019
OWAHNING-Verifydeslgnparemetemand NEAUNOTES ON THISANOINCLUOEDMMENBEFEBANCEPAGEMIF747arey. INOa2a14BEFOHEUSE
Design valid for use only with MBek® connectors, rhis design Is based only upon parameters shown, and Is for an Individual building component, not
a nuss system. Before use, the building designer must verify the applicability, of doslgn parameters and property Incorporate this design Into me overall
bulltling design. Bracing Indicated is to bucWhg of lndlAduai truss web and/or chord members any. AdclHonai temporary and permanent brodng
MiTek'
prevent
Is always required for stabilityandto prevent collapse with possible personal Inlury antl propertydamage. For general guidance regarding me
fabrication. storage, delivery. erection and bracing of misses and muss systems. weANSURit Gualdy Cmnb, DSB-89 and BC31 Building Component
69N Parke East Blvd.
Safety N/onnolbrswolloble from Tnod pate Immune, 218 N. Lee Street, Suite 312. Alexandria. VA 22314.
Tampa, FL 33610
Job
Tnus
Truss Type
Gty
Ply
T1B658313
2136913-PACE-2351
Sol
Hip
1
1
Job Reference (optional)
Builders First Source, Plant City, FL - 32566. 8.240 s Jul 14 2019 MITek Indushles, Inc. Thu Nov 14 09:12:23 2019 Page 2
ID:GMGHgVGe6ryE1 YuEMmJmnYyfZ4F-XvEKJEDbgibZVkhShh9wBdsFUOXCmL3ycF8VCIyJJKc
NOTES-
- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ot=1b) 2=471, 15=145.
10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
OWARNING-Verlfy E44lga,aarafersaaCREAO NOTES ON THIS AND INCLUDED MITEKNEFENANCEPAGEMS74M., 1GA327159EFOBEUSE,
Design vclitl for use only wlih"RekIDconnecto"' n"'tlesign Is bail only upon parameters shown, antl Is for an Intlivitlual bulltling component not
��-
a huss system. Before use, Me bulltling tleslgner must verity the appllca6 hI of tlesign parameters and properly Incorporate this dedgn Info the overall
bulltling tleslgn. &acing intllcatat B to buaNing of lntlivltlual tnus web and/or chortl members only. Atltlltlonal tempex ryaa permanent bracing
T
M)10k,
to
B glways requtretl for sfablliry and to prevent collapse with posvLle personal Iryury and properly tlamage. Far generOl gultlonae regartling Me
tobricatlo'storage, tlelNery, arec8on antl bracing of busses ono inm Mfems, seeAN3I/RII Cualtiv CM�M, p4029 antl 1C51lulslbp Campon�nt
6904 Parke East BNE.
Sabty hdormalbrevoiloble ham Truss Plate InslBute. 218 N. Lee Street Suite 312. Alaxantlrla, VA 22514.
Tampa, FL 33610
Job
Truss Type
yPly2136913-PACE-2351
�Tnusa,
B02
HIP
r
1
Job Reference (optional)
Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:12:25 2019 Page 1
ID:OMGHgVGe6ryE1 YDEMmJmnYyfZ4F-UHM5kwFsCKrHll ggp5BOH2xdDcGAEGZF4ZdcGByJJKa
42-1-0
• -Idd 51.12 1600 ib-2-0 18-0-0 23-50 2)30 29-0-0 32J8321T3 36-7-12 394-0 5-0
�1-e0 51.12 100.0 I 4 42-0 SI-0 7M 12-1i 1 2-11d e1T11 489 12b-IU-01d0�
Sx6 =.
Scale =1:91.1
56=
8.00 12
r
6
9
3x4 G
2z4
10 3x4
7
3x6 C
46 '�; 2x4 11
11 12 2.4 =
6
3413
3xdC
3x4 G 5
35
3x6 II
T
36
3x8 i
334
2x4 =
14
3
15 16 2z4 II
2x4 II 2
17
]T
W 1
°4
18
].I.
0
26
d' A STP =
d
3T1.Sx0 3TP =
29 28 37
38
9 39
40 23 22
21 20 UB II
6x6 II
6x6 = 4x6 I
5
3.4 II
3x4 II
7xt0 =
5z8 -
6x6 =
4x10 MT20H5
5x12 =
5xB =
7x10 =
39dL
st-tz 1 toa-0 1 rasa 1 z3-sa 1 2730 I2e-041 3e.7-12 iaeao, apse
s t-1z 4na-0 e4-0 s-t-0 a 10. z t4 )-aa t-mho
o-toa
Plate Offsets (X,Y)-
[2:0-5-0,0-2-7], [5:0-3-0,Edge], [8:0-3-0,0-2-0], [9:0-3-0,0-2-0], [17:0-5-0,0-1-15], [19:0-7-8,0-4-0], [21:0-3-8,0-2-8], [22:0-2-8,0-4-8], [24:0-5-4,0-2-8],
[27:0-4-12 0-361 128:Edge 03-81 129:0-3-8 0-2-121
LOADING (psQ
SPACING- 2-"
CSI.
DEFL.
in (too)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.77
Vert(LL)
0.19 26-27
>999
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.83
Vert(CT)
-0.39 24-26
>999
180
MT20HS
1871143
BCLL 0.0 '
Rep Stress lncr YES
We 0.87
Hom(CT)
0.12 17
rda
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Attic
-0.0521-22
1643
360
Weight: 313111
FT=20%
LUMBER -
TOP CHORD
2x4 SP No.2 •Except-
9-12,1-5: 2x4 SP No.1, 12-18: 20 SP M 31
BOT CHORD
2x6 SP ND.2 *Except*
6-28,10-23: 2x4 SP No.3, 20-23: 2x6 SP M 26, 15-20: 2x4 SP No.2
WEBS
2x4 SP No.3 *Except*
22-24,11-22,19-21; 2x4 SP No.2
OTHERS
2x4 SP No.3
SLIDER
Left 2x4 SP No.3 2-10-0, Right 2x4 SP N0.3 16-13
REACTIONS. (lb/size) 2=202110-8-0, 17=237310-8-0
Max Horz 2=202(LC 12)
Max Uplift 2=-460(LC 12), 17=-133(LC 13)
Max Grav 2=2021(LC 1), 17=2631(LC 2)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins.
BOT CHORD Rigid ceiling directly applied or 5-10-7 oc bracing.
WEBS 1 Row at midpt 9-26
FORCES. (Ib) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown.
TOP CHORD 2-4=3198/1886, 46=-3518/2017, 6-7=-3562/2221, 7-8=-2706/1569, 8-9- 2383/1478,
9-10=-3287/1683,10-11=-3382/1536,11-13=-3176/1399,13-14=-3587/1298,
14-15=-3006/1093,15-17= 3685/1116
BOT CHORD 2-29=-1544/2734, 28-29=-321/482, 6-27=-368/424, 26-27- 1132/2708, 24-26=-690/2385,
10-24=0/301,21-22=-753/3043, 20-21=-188/566,15-19= 174/1233,17-19=-704/2824
WEBS 4-29=-426/320, 27-29=-1236/2306,4-27=-11/459,7-27=690/827, 7-26= 687/712,
8-26=-404/916, 22-24=-597/3029, 11-24=464/15,22-30=-732/423, 11-30=-720/433,
14-21=-862/342,19-21=663/2724,14-19=-359/59, 9-24=-390/1334
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psC BCDL=S.Ops1; h=15tt; Cat. 11; Exp C; Encl.,
GCp1=0.18; MW FRS (envelope) and C-C Comer(3) -1-7-3 to 4-4-13, Extedor(2) 4-4-13 t0 42-03 zone; cantilever left and fight
exposed ;C-C for members and fames 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) 400.OIb AC unit load placed on the top chord, 33-0-0 from left end, supported at two points, 2-0-0 apart.
4) Provide adequate drainage to prevent water pending.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent with any other live loads.
7) • This muss 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) Ceiling dead load (5.0 psf) on member(s). 13-14, 13-30
9) Bottom chord live load (40.0 psQ and additional bottom chord dead load (5.0 psf) applied only to room. 21-22
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except [jl=11b)
2=460. 17=133.
Walter P. Finn PE No.22839
MITek USA, Inc. FL Can 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
November 14,2019
Q WARNING -Verity des/go Parameters end READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMI47473 rev. 14TS12D1SREFORE USE.
Design valld for use only with MBelID connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not
��-
a truss system. Before use, the building designer must verify the applicability of design parameter and properly Incorporate this design Into the overall
building design Brachg Indicated is to prevent bucking of IndNldual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stoba6y and to prevent collapse with possible personal Injury and property For general guidance regarding the
Ndaatlmyage,
05a419 and BCSl tWidhD Component
Ntl.
Safety N/ormOrtlOrgvallable frorm Truss Plate llivillNfe.28 N. WeSeet,SIle 312 Mexlo b. VQA22314m�M,
Tampa, FL 33610
Job
Truss
Truss Type
Oiy
Ply
T18658315
2136913-PACE-2351
B03
ROOF SPECIAL
1
1
Job Reference (optional)
builders ri sc bource, rlam airy, rL - b4000,
a.zru 5 Jul 14 zu I s rm i ex nmusmes, niu. i uu Nuv w w. ILO cum
Scale = 1:88.2
5x6 =
5x6 =
5x6 =
6.00 12
6 7
33
8 4x6 1
32
9 5x6 O
4x6 O
10
34
5
Sue 4
35
4
12
&B 4
Sx8
3
13
2
4
jN
N
22 36 37
21
15 <u �4 Cd C4
II
Bx8 11 25
24
17
7%IO =
1918
6xB =.
4x6 11
5x8 = 3x4 11
SKI) 3x0 = 31
7x10 =
Sx8 =
7x10 =
38-2-8
5-1-12 1e68
L7-119
25-5-0
2)30 29-0-0
3590 SO
7- 4e5-0
5- A 49ad
)-0LB
h5-9
1-tor-0 2.1.4
&412 0
a- 2 2-28
1A-12
Plate Offsets (X,Y)--
[2:0-5-0,0-2-7], [4:0-3-0,0-3-01, [8:0-3-0,0-2-0], [I0:OA-0,0-3-01, [16:0-3-8,0-2-8], [17:0-3-8,0-2-8],
[20:0-7-4,0-561, [22:0-5-0,0-4-8], [23:0-7-0,0-5-41,
[24•Edoe0-3-81 [25:0-3-80-2-121
LOADING (pso
SPACING- 2-0-0
CSI.
DEFL.
in (lob).
Well
Ud
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1.25
TO 1.00
Vert(LL)
-0.15 21-22
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.79
Vert(CT)
-0.39 22-23
>999
240
BOLL 0.0 '
Rep Stress Incr YES
W B 0.95
Hom(CT)
0.19 31
1
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Wind(LL)
0.1622-23
>999
240
Weight: 3301b FT=20%
LUMBER-
BRACING -
TOP CHORD
2x4 SP No.2 *Except*
TOP CHORD
4-6,10-14: 2x4 SP M 31, 8-10: 2x4 SP No.t
BOT CHORD
BOT CHORD
2x6 SP No.2 *Except*
5-24,9-18: 2x4 SP No.3, 15-19: 2x6 SP M 26, 26-31: 2x4 SP No.2
WEBS
2x4 SP No.3 *Except*
WEBS
17-20,10-17,11-27,12-16,13-16,2630:2x4 SP No.2
13-31: 2x6 SP No.2
OTHERS
2x4 SP No.3
SLIDER
Left 2x4 SP No.3 2-8-8
REACTIONS.
(lb/size) 2=2033/0-8-0, 31=2389/Mechanical
Max Horz 2=201(LC 12)
Max Uplift 2=-455(LC 12), 31=-183(LC 13)
Max Gray 2=2033(LC 1), 31=2581(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (I s) or less except when shown.
TOP CHORD 2-4=.3160/1189, 4-5— 3634/1420, 56=-2709/1072, 6-7=-2562/1147, 7-8=-2600/976,
8-9=-2865/1032,9-10=s3282/966,10-11=-3078/881,11-12=-35201728,12-13=-3333/567,
15-31=-2581/658,13-15=-2524/740
BOT CHORD 2-25=-908/2661, 24-25=-163/333, 5-23— 84/533, 22-23=-1081/3283, 21-22=.591/2584,
20-21=-502/2791,9-20=0/1125,17-18=-152/527,16-17=-397/2990
WEBS 4-25=-551/261, 23-25=-765/2387, 4-23=-145/639, 5-22=-1145/660, 6-22=676/1940,
7-22_ 1326/500,7-21=-171/271,8-21=-203/926,9-21= 739/96,17-20=-277/2580,
10-20=668/0, 17-27=694/338, 10-27= 686/345, 11-27=-251/0, 12-16=-705/108,
13-16=512/3091
Structural wood sheathing directly applied, except end vedicals.
Rigid ceiling directly applied or 7-1-12 oc bracing. Except:
6-0-0 oc bracing: 18-20
10-0-0 oc bracing: 23-24
1 Row at midpt 5-22, 7-22, 7-21
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL--5.Opsf; h=151t; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-7-3 to 2-5-5, Interior(1) 2-5-5 to 17-11-8, Exterior(2) 17-11-8 to 19-7-0.
Interior(l) 19-7-0 to 25-5-0, Extedor(2) 25-5-0 to 29-3-5, Intedar(1) 29-3-5 to 42-1-13 zone; cantilever left and right exposed ;C-C for
members and forces d MWFRS for reactions shown; Lumber D0L--1.60 plate grip DDL=1.60
3) 400.01 o AC unit load placed on the top chord, 33-0-0 from left end supported at two points, 2-0-0 apart.
4) Provide adequate drainage to prevent water pending.
5) All plates are 2x4 MT20 unless otherwise indicated.
6) This truss has been designed fora 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) Ceiling dead load (5.0 psf) on member(s). 11-12, 11-27
Walter P. Rnn PE No.22839
MiTek USA, Inc. FL Cad 6634
6904 Parke East Slid. Tampa FL 33610
Data:
November 14,2019
Q WARNING- Verily Eealgn paremeterea.d READ NOTES ON TH/SAND INCLUDED MREKREFERANCEPAGEMrilln rev. l0=?V15BEFOREUSE.
Deslgn volld for use onlywith MOeklaconnectors. lies tleslgn Is based only upon parameters shown, and Is for an IndvIdual building component, not
�'-
a truss system. Before use. Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
bulltling tleslgn.Bracing indicated b to buckling of IndNldual truss web and/or chord members only. Additional temporary and permanent bracing
Welk'
prevent
B always required for stability and to prevent collapse with possible personal Injury and property odRa ymage. For general guidance regarding the
DSII-09 antl BC019urdY+O Component
/a�o1,
Sof h mrormalbrreproble from Tru ss Rate Institute, 218 N. L a Sheet. Suite 312, Ale VVA 22314.��
Ta pa, FL 33610N4
Job
Truss
Truss Type
Oty
Ply
T18658315
2136913-PACE-2351
B03
ROOF SPECIAL
1
1
Job Reference o tional
Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:12:27 2019 Page 2
ID:OMGHgVGe6ryE1YuEMmJmnYyfZ4F-OgUr9cG6kx57 L_DwWDtMT1w8PyEi9mY%t6iL3yJJKY
NOTES-
10) Refer to girdei(s) for truss to truss connections.
11) Provide mechanical connection (byothem) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except Qt=1b) 2=455, 31=183.
12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
O WARNMG-VftdeslSnp.efers.dREADNOTES ON TN/SANOMCLUDEDMNEKFEF£RANCEPAGEM674TJrev. labst2015BEFOREUSE
Design valid for use only with MneW connectors. This design 6 based only upon parametersshown. and Is for an Indivdual building component, not
a toss system. Before use, the building designer must verity the appllcablllN of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual huss web and/or chord members only. Addlflonal 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 hum systems seeANSi/IPI7 Cualtiv CMKAa, OSB-09 and SCSI Building Component
6904 Parke East Blvd.
Safety Infoima00rsavallable from Truss Plate Institute, 218 N. Lee Sheet, Sulte 312, Alexandria. VA 22 14.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
T18658316
2136913-PACE-2351
804
ROOF SPECIAL
1
1
Job Reference (optional)
aunaers rust source, rlant wry, 1-1-- aeobb,
b.Z41.) S JUI 14 zul B MI I eK
Inc. Inu NOv14U9az:zv4uiu
R
25
5x6 =
Sx6 =
5x6 =
6.00 12 6
] 5x12 — 5x6 J
24...
2.4 II
3x8 = 3x6 =5x6 =
1811 Io
3x4 II 51
7x10 =
5x8
13
2x4 II 3x6 = 29
6x8 = 2x4 =
Scale=1:79.0
LOADING (psQ
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress [nor YES
Code FBC2017/TPI2014
CSI.
TO 0.98
BC 0.92
We 0.92
Matdx-SH
DEFL
Vert(LL)
Vert(CT)
Hom(CT)
Wind(L-)
in (too) Udell Ud
-0.19 19-20 >999 360
-0.49 22-23 >983 240
0.25 29 n/a Ida
0.19 20 >999 240
PLATES GRIP
MT20- 2441190
Weight: 2971In FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP N0.2 *Except'
TOP CHORD Structural wood sheathing directly applied, except end verticals.
4-6: 2x4 SP No.1, 9-13: 2x4 SP M 31
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except:
BOT CHORD 2x4 SP No.2 *Except*
6-0-0 oc bracing: 17-19
5-24,9-17: 2x4 SP N0.3, 14-18: 2x6 SP M 26
WEBS
i Row at midpt 5-22, 7-22, 8-20. 8-19
WEBS 2x4 SP No.3 *Except*
23-25,16-19,10-16,11-28,12-15,13-15: 2x4 SP No.2
13-29: 2x6 SP No.2
SLIDER Left 2x4 SP No.32-10-0
REACTIONS. (lb/size) 1=1911/Mechanica1, 29=2266/Mechanical
Max Holz 1=199(LC 12)
Max Uplift 1=-393(LC 12), 29— 119(LC 13)
Max Grav 1=1911(LC 1), 29=2496(LC 2)
FORCES. Ile) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-3=-3406/1411, 3-5=-3663/1537, 5-6— 2830/1207, 6-7= 2452/1170, 7-8=-3527/1492,
8-9=-2898/1040,9-10=-3322/1079,10-11=-3160/973,11-12=-3602/827,12-13=-3423/653,
14-29=-24961469, 13-14=-2431/528
BOT CHORD 1-25=-1162/2876, 5-23— 152/538, 22-23=-1271/3288, 20-22=-72312516, 19-20= 89513087,
9-19=-191/1420,16-17=-161/317,15-16=-527/3064
WEBS 3-25=-425/248, 23-25=-104912713, 3-23=-88/450, 5-22=-1074/632, 6-22= 272/927,
7-22=-446/51,7-20=-639/1869, 8-20=-1584/654, 8-19=-382/399, 16-19=-395/2861,
10-19=-64210. 16-28=-606/349, 10-28=-596/357, 11-28=-252/0, 12-15=-705/137,
13-15=-512/3058
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCD1_=5.0psf; h=15tt; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 4-0-8, interior(l) 4-0-8 to 17-0-0, Extedor(2) 17-0-0 to 21-7-0, Interior(1)
21-7-0 to 27-5-0, Eztedor(2) 27-5-0 to 31-5-8. Intedor(1) 31-5-8 to 40-2-4 zone; cantilever left and right exposed ;C-C for members
and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) 400.01b AC unit load placed on the top chord, 33-0-0 from left end, supported at two points, 2-0-0 apart.
4) Provide adequate drainage to prevent water pending.
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
Walter P. Finn PE No.22839
will fit between the bottom chord and any other members, with BCDL= 10.Opsf.
MTek USA, Inc. FL Cad 6634
7) Ceiling dead load (5.0 psf) on member(s). 11-12, 11-28
8806 Parke East Bind. Tampa FL 33810
8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psQ applied only to room. 15-16
Date;
9) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joints) except Qt=lb)
November 14,2019
A WARNING -Verhy desigapararnatens and READ NOTES ON THIS AND INCLUDED MffEKREFERANCEPAGENIA74M re, 140JAH)ISBEFORE USE.
Design valid for use only with Mnelkg connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not
��
a truss system. Before use, the building designer must verity Me opplicabllny, of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent budding of Individual buss web and/or chord members only. Additional temporary and permanent bracing
MiTek-
Iialways required for stobe9yand to prevent collapse with Possible personal injury and property damage. For general guidance regarding the
fabrkotion, storage, delivery. erection and placing of trusses and laws systems seeANSIM11 Quality Criteria, OBB49 and ISC41 ea9dhp Component
69M Parke East BNO.
Safety Nformatbrwaflable from Truss Hate Militia. 218 N. Lee Street Suite 312, Alexandria VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
T78658316
2136913-PACE-2351
B04
ROOF SPECIAL
1
1
Job Reference o tional
Builders First Source, Plant City, FL - 32566, 8.240 a Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:12:29 2019 Page 2
ID:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-M2bcallMGYLJDf8b2xGLRu6GvDbeA3hr?BbgPyyJJKW
NOTES-
+ 11) ATTIC SPACt SHOWN IS DESIGNED AS UNINHABITABLE.
Q WANNING-Veritydeslgaperameters and NEADNOTES ON MIS AND WCLUDE0MGEKNEFENANCEPAGEMIF74M.V.. lGMARPISBEFONE USE
Design volid for use only with MifeR®connectois. lh1sdesign Is based only upon parcmehus shown, and Is for on mdMducl buUding component, not
��-
a hums system. Before use. the building designer must verity the applicability of design parameters cad properly Incoipoicte this design Into the overall
building design. Bracing Indicated is to buckling of lndNlducl muss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
prevent
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabricall storage, delivery, erection and bracing of hums and truss systems seeANS1/IPII Quality CMnlo, DSBd9 and SCSI Building Component
69M Parke East Blvd.
Safety Infoonationavallable from Truss Plate Institute. 218 N, Lee Sheet, Sulfa 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oly
Ply
T18658317
2136913-PACE-2351
305
ROOF SPECIAL
1
1
Joh Reference o tional
Builders First Source, Plant City, FL - 32566, 6.240 a uar i4 eels Mi Tek mausmes, inc. um nav 14 ue:,cvu core roue r
ID:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-gF9_ndl_1 sTZroiocfna_5fRidyWvX4 DrLNxOyJJKV
29-So
SA-02 0-0' - 20.11-0 239-0 273-0 29-0-4 3A9-3 a3 1-0 36h12 06-2-8 40.e0
5.1d2 440< 5-0-0 b11-0 2-00 &e-0 2-1-4 N 243 I1.05 3b4 i1-6-121 24-0
00-12
Scale =1:75.2
5,8 =
5x6 =
6.00 12 6 34 35 7 6x8 =
6xB =
3x4 =
5x6 =
3xe MT20HS =
5x8 =
3x4 II 5xB =
7x10 =
12 5xfi 1
13 15
5x6 = 4x6 = 31 l
22-5 0 38-2-0
{ 1 -' 20-11-0 940 29-44 N 35-90 3a-Yl2 IMF
5-042 4164 5-0-0 5-01-0 64-0 2-1-4 640 OT1U�12 2-2-e
00-12 14612
Plate Offsets (X Y)--
Ft0-4-9 Edgel 16:0-6-0 0-2-81 [7:0-3-0 0-2-Oil [8:0-3-12 0-2-81 [10.0-4-4 0-3-01 [18:0-3-8 0-2-81
[21:0-4-4 Edoe] 125:0-7-8
OA-41
LOADING (psQ
SPACING- 2-0-0
CSI.
DEFL.
in (too)
I/defl
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.98
Vert(LL)
-0.20 21-22
>999
360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.88
Vert(GT)
-0.48 21-22
>999
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr YES
We 0.85
Hom(CT)
0.25 31
n/a
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix-SH
Wind(LL)
0.2024-25
>999
240
Weight: 3071b
FT=20%
LUMBER-
BRACING -
TOP CHORD
2x4 SP No.2 *Except*
TOP CHORD
8-10,10-14:.2x6 SP No.2
BOT CHORD
BOT CHORD
2x4 SP N0.2 *Except*
5-26,9-19: 2x4 SP No.3, 16-20: 2x6 SP M 26, 21-23: 2x4 SP No.t
WEBS
WEBS
2x4 SP No.3 *Except*
15-31: 2x6 SP No.2
25-27,18-21,10-18,11-29,12-17,14-17,28-30: 20 SP No.2
SLIDER
Left 2x6 SP No.2 2-10-0
REACTIONS.
(lb/size) 1=1911/Mechanical, 31=2279/Mechanical
Max Horz 1=212(LC 12)
Max Uplift 1=-374(LC 12), 31=-99(LC 13)
Max Gmv 1=1911(LC 1), 31=2496(LC 2)
FORCES. (Ila) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-3=-3412/1442, 3-5=-3649/1577, 5-6=-2999/1331, 6-7=-2919/1291, 7-8- 3282/1380,
8-9=8383/1174,9-10=-3371/1167,10-11=-3168/992,11-12=-3636/885,12-13=-3426/696,
13-14=-3484/716,16-31=-2496/505,14-16= 2392/558
BOT CHORD 1-27=-1267/2884, 5-25=-194/517, 24-25=-1364/3249, 22-24=-958/2627,
21-22=-1130/3568,9-21=0/301,18-19=-198/321,17-18=629/3091, 16-17- 53/352
WEBS 3-27=426/275, 25-27=-1179/2710, 3-25= 89/441, 5-24= 900/545, 6-24=-269/651,
6-22=-59/581, 7-22=-361/1223, 8-22=-1549/513, 8-21=-437/427, 18-21=-462/2918,
10-21=-843/1113,18-29=-502/347,10-29=-498/352,12-17=-687/160,14-17=598/2852
Structural wood sheathing directly applied, except end verticals.
Rigid ceiling directly applied or 5-0-14 oc bracing. Except:
6-0-0 oc bracing: 19-21
1 Row at midpt 8-22
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=1511; Cal. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Ext arior(2) 0-0-0 to 4-0-8, Intedor(1).4-0-8 to 15-0-0, Exterior(2) 15-0-0 to 19-0-8, Interior(1)
19-0-8 to 20.11-0, Exterior(2) 20-11-0 to 23-7-0, Interior(1) 23-7-0 to 29-5-0, Exterior(2) 29-5-0 to 33-5-8, Intedor(1) 33-5-8 to 40-2-4
zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) 400.01b AC unit load placed on the top chord, 33-0-0 from left end, supported at two points, 2-0-0 apart.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise Indicated.
6) All plates are 2x4 MT20 unless otherwise indicated.
Waiter P. Finn PE No.22339
7) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads.
MITA USA, Inc. FL Ced6334
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
6904 Parke East Blvd. Tampa FL 33310
will fit between the bottom chord and any other members, with BCDL= 10.Opsf.
Dale:
9) Ceiling dead load (5.0 psf) on member(s). 11-12, 12-13, 11-29
10) Bottom chord live load (40.0 psQ and additional bottom chord dead load (5.0 psQ applied only to room. 17-18
November 14,2019
wwaskfor truss to truss connections.
a
A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MREN REFERANCE PAGE MX7473 rev. 1BOUrsanS BEFORE USE
for MBeW connectors. This design Is based only upon parameters shown, and Is for on individual bulltling component not
�'
Design valld use only with
a truss system. Before use, the building designer must verify he applicability of design parameters and properly Incorporate this tleslgn Into the overall
bulltling design.. Bracing Indicated is to prevent buckling of lndivldual truss web and/or chord members only. Additional temporary and permanent bracing
M!Tek'
Is always requlred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fobrlcallon, storage, delivery, erection and bracing of trusses and truss systems, seeAN5UfP11 Quality Criteria. Daand BC51 Building Component
East
fi904 Parke East Blvd.
1-1 - P,1e Io fifi,b 9IR N. I as Sheet. Suite 312, Aiexandrla. VA 22314.
a, tO
Tampa,
Job
Truss
Truss Type
PlyT18652136913-PACE-2351
BOB
ROOF SPECIAL
ri
1
Job Reference (optional)
Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:12:31 2019 Page Z
ID:OMGHgVGe6ryE1 YuEMmJmnYyIZ4F-IRjM7zJcnAbOTyI 9MIpW JBcS1 Ile_KBSV4wUTyJJKU
NOTES-
12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 31 ekcept (jt=lb) 1=374.
13) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chard.
14) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
Q WARNING-Vedlydoegn Parametersand HEAONOTES ON MISAND INCLUDED MREKREFEiviNCEPAGE11O74n.v.. IST32015BEFORE USE
Design valid for use only with MBeIS) connectors. This design Is eased only upon parameters shown and b for an Individual building component, not
a toss system. Before use, the building designer must verity the oppllcablltry of design porameters and property Incorporate this design Into the overall
buiilding design. Bracing Indicated Is to buckling Individual muss web and/or chard members only. Additional temporary and bracing
M!Tek'
prevent of permanent
Is always required for stability and to prevent collapse wIm possible personal Injury and property damage. For general guidance regarding the
6904 Palle East Blvd.
fabricallon, storage. delivery, erection and bracing of trusses and muss systems. seeANSVIPII Duality Criteria, OSB41P and BCST Balding Component
Tampa, FL 33610
Safety Informationavallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alesondrta. VA 22314.
Job
Truss
Truss Type Ory
Ply
T18658318
2136913-PACE-2351
B06
Root Special 1
1
Job Reference (optional)
Builders First Source, Plaml 1-1.-32bbb.
a.LW 5 JIII 14 LV I V Ml l ea mausure5, Inc. I nu r, ,y 14 uu; IG:JG GV I v
47:•H
3x4 = 5x6 =
4 5 6 are
Scale=1:73.7
2x4 II US = axe = 4x0 3x6 = 2yd 4.9-0 19
F- SxBI-
2x4 =
LOADING (pal) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 15.0 Lumber DOL 1.25
BCLL 0.0 ' Rep Stress Incr YES
BCDL 10.0 Code FBC2017/7PI2014
CSI.
TC 0.87
BC 1.00
WB 0.73
Matrix-SH
DEFL.
Vert(L-)
Vert(CT)
Horz(CT)
in (roc) Well Ud
-0.32 14-15 >999 240
-0.67 14-15 >721 180
0.21 19 We n/a
PLATES GRIP
MT20 244/190
Weight: 2511b FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD Structural wood sheathing directly applied, except end verticals.
1-4: 2x4 SP No.1
BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing.
BOT CHORD 2x4 SP N0.2 *Except*
WEBS
1 Row at midpt 5-15, 5-14. 7-12, 9-11
13-15: 2x4 SP No.1
WEBS 2x4 SP No.3 *Except*
10-19: 2x6 SP No.2
SLIDER Left 2x4 SP No.33-8-1
REACTIONS. (lb/size) 1=1808/Mechanical, 19=1808/Mechanical
Max Horz 1=225(LC 12)
Max Uplift 1=-441(LC 12), 19=-499(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-3=-3224/2481, 3.4=-2713/2139, 4-5=-2346/2068, 5-6=-2609/2265, 6-7=2936/2427,
7-8=-2290/1992,8-9=-2607/2054, 1119=-1808/1405
BOT CHORD 1-16=-2358/2734,15-16=-2358/2734,14-15=-1884/2604, 12-14=-2233/3024,
11-12=-1677/2025
WEBS 3-15=-4851701,4-16= 6051793, 5-15=.567/416, 6-14=-781/1054, 7-14=-972/990,
7-12=-1034/819,8-12=-4311752, 9-12=-93/309, 9-11=-2534/2142
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. Il; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Comer(3) 0-0-0 to 6-0-0, Extedor(2) 6-0-0 to 13-0-0, Corrl 13-0-0 to 19-0-0, Exterior(2)
19-0-0 to 22-11-0, Comer(3) 22-11-0 to 25-7-0, Exterior(2) 25-7-0 to 31-5-0, Comer(3) 31-5-0 to 36-2-8, Exterior(2) 36-2-8 to 40-2-4
zone; cantilever 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = I O.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Us uplift at joint(s) except (jt=lb)
1=441, 19=499.
Walter P. Finn PE No.22839
MTek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33810
Dale:
November 14,2019
O WARNING. Verity deagnparemefers end READ NOTES ON TN/SANDINCLUDED M/rEKREFERANCEPAGE 101I-74e3rev. i0/aV2015BEFOREUSE.
Design valid for use only with MRek® connectors. This design h based only upon parameters shown, and Is for on Individual building component, not
a hers system. Before use, Me building designer must verify the applicability of design parameters and propelly Incorporate this design Into the overall
bullding design. Bracing Indicated is to buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing
MiTek'
prevent
6 always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVrPI1 Quality Crank, DSB49 and SCSI alildng Component
69M Parke East Bind.
Tampa, FL 33610
Sol infonnatknovoilable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314.
Job
Truss
Truss Type
Oty
Ply
T7865B319
2136913-PACE-2351
B07
Roof Special
1
1
Job Reference (optional)
omlaera ". Jource, rram lay rL- Jzaoo,
O.aru soul w mrn nu rex lnuuswns, mu. Inu rvuv r.r un.
5x8 = 2.4 II 5x8 =
54 =
6.0G f 12 4 5 6 5x6
2x4 II 3x4 = 4xb = 3x8 = 3x4 = 4xb
Seale =1:73.7
I
I
P
1�
5x8 - 2x4 II 21
5x6 =
2x4 =
LOADING (psf)
TCLL 20.0
TCDL 15.0
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
CSL
TC 0.99
SC 0.95
WB 0.83
Matrix-SH
DEFL. In (too) Vdetl L/d
Vlm(LL) 0.31 14-15 >999 240
Ven(CT) -0.49 14-15 >983 180
Horz(CT) 0.22 21 n/a n/a
PLATES GRIP
MT20. 244/190
Weight: 2531b FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 *Except*
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing. Except:
11-13: 2x4 SP No.1
5-0-0 oc bracing: 11-12
WEBS 2x4 SP No.3 *Except*
WEBS
1 Row at midpt 7-12, 9-11
10-21; 2x6 SP No.2
SLIDER Left 2x4 SP No.33-1-6
REACTIONS. (lb/size) 1=1808/Mechanical, 21=1808/Mechanical
Max Horz 1=238(LC 12)
Max Uplift 1=-444(LC 9), 21=-533(LC 9)
FORCES. (Ib) - Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown.
TOP CHORD 1-3=3229/2406, 3-4=-2845/2164, 4-5=-3105/2381, 5-6=-3105/2381, 6-7=3287/2431,
7-8=-2308/1659,8-9=-2525/1788,11-21=-1808/1255
BOT CHORD 1-18=-2428/2729, 17-18=-2428/2729, 15-17=-1959/2483, 14-15=-2060/2933,
12-14=-2481/3420,11-12=-1574/2228
WEBS 3-17=-316/575,4-17= 231/374,4-15=-524/917,5-15=-551/499, 6-15=-293/406,
6-14=-635/988, 7-14=-975/834,7-12- 1427/1116, 8-12=-516/815, 9-12=-102/272,
9-11= 2663/1885
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl..
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-0-0 to 6-0-0, Exterior(2) 6-0-0 to 11-0-0, Comer(3) 11-0-0 to 17-", Exterior(2)
17-0-0 to 24-11-0, Comer(3) 24-11-0 to 27-7-0, Extedor(2) 27-7-0 to 33-5-0, Comer(3) 33-5-0 to 34-2-8, Exterior(2) 34-2-8 to 40-2-4
zone; cantilever 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 psi 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 36-0 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 01=11b)
1=444,21=533.
Walter P. Finn PE No.22839
MTek USA, Inc. FL Cad 6834
6904 Parke East Blvd. Tampa FL 33610
Date;
November 14,2019
Q WARNING-Verlrydaegn peremetwaand READ NOTES ON TN/SANDINCLUDED MREKREFERANCEPAGEMIP74M rev. moackl15BEFOREUSE.
Design valid for use only win Mitekse connectors. This design Is based only upon parameters shown. and Is for an Individual bustling component not
�'-
a truss system. Before use, the building designer must verify the appllcabaity, of design parameters and properly Incorporate this design into the overall
building design. Bracing lndicoad is to buckling of Individual truss web and/or chord members only. Addltlonal temporary and permanent bracing
MOW
prevent
b always requlredfor stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabtl0otbn, storage, delivery. erection and bracing of trusses and truss systems, seeANSUn'll Guamv Cmnb, DSM9 and 601 Building Component
69N Parke East BNd.
Sobry Inlonna6orlwalloble tram Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexcndda, VA 22314.
Tampa, FL 33610
Jab
Truss
Truss Type
oty
Ply
' T18658320
2136913-PACE-2351
B08
Roof Special
1
1
Job Reference (optional)
Cumers test bourne, Front nay, FL- u2bbU,
a.z4u S uul 14 zu1 a MI I eK
Inc. I nu Nov 14 uu:t "C.Ub La] u
Scale=1:72.0
5x6 =
3x4 = 4xS 3,4 = Sz6 =
6.00 12 4 5 6_ 6 ] B 5x6
3x8 = rxe — uxr — 5xB =
Sz12
2.4 II 3x6 = 20
d4�0 2X4
LOADING (p51)
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017TFP12014
CSI.
TC 0.89
BC 0.77
WB 0.73
Matrix-SH
DEFL. in (loc) Vdefl Ud
Vert(LL) 0.37 14-15 >999 240
Veri -0.65 14-15 >746 180
Horz(CT) 0.24 20 n/a Na
PLATES GRIP
MT20 244/190
Weight: 234111 FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 2-0-2 oc purllns,
BOT CHORD 2x4 SP No.1 *Except*
except end verticals.
18-20: 2x4 SP No.2 BOT CHORD
Rigid ceiling directly applied or 3-8-12 oc bracing.
WEBS 2x4 SP No.3 *Except* WEBS
1 Row at midpi 5-17, 9-13, 11-13
11-20: 2x6 SP No.2, 9-13,11-13: 2x4 SP No.2
SLIDER Left 2x4 SP No.32-6-9
REACTIONS. (lb/size) 1=18OB/Mechanical, 20=1808/Mechanical
Max Horz 1=201(LC 12)
Max Uplift 1=-477(LC 9), 20=-554(LC 9)
FORCES. (lb) - Max. CompJMax. Ten. -All tames 250 (lb) or less except when shown.
/
TOP CHORD 1-3=-3184/2444, 3-4=-2968/2200, 4-5= 2643/2117, 5-7= 3658/2634, 7-8=-3330/2453,
8-9=-3704/2616,9-10=-2436/1661,10-11=-2436/1662,12-20=-1808/1224,
11-12— 1757/1237
BOT CHORD 1-17=-2407/2688, 15-17=-2483/3486, 14-15=-2568/3721, 13-14=-2792/3941
WEBS 3-17=-143/478,4-17=-613/925,5-17=-1173028, 5-15=-88/381,7-14=-651/475,
8-14=-823/1334,9-14=-1057/856, 9-13=-1828/1373,10-13— 419/386,11-13=-1961/2875
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-0-0 to 6-0-0, Exterior(2) 6-0-0 to 9-0-0, Comer(3) 9-0-0 to 14-11-11, Extmor(2)
14-11-11 to 26-11-0, Comer(3) 26-11-0 to 29-7-0. Exterior(2) 29-7-0 to 40-2-4 zone; cantilever 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 pending.
4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
1=477, 2D=554.
Walter P. Finn PE No.22333
MRek USA, Inc. FL Cerl
8904 Parke East Blvd. Tampa FL 33610
Data:
November 14,2019
O WARNING -Verily deslenpamme(ere end READ NOTES ON TN/SAND INCLUDED MITEKREFERANCEPAGEae la rev.=32015 BEFORE USE
Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a huss system. Before use, the building designer must verity the opplicablii y of design parameters and properly Incorporate tMs design into me overall
bullding design, Bracing Indicated is to buckling of Individual hues web and/or chord members only. Addlaonal temporary and permanent bracing
M!Tek*
prevent
Is always required for stability and to prevent collapse with possible personal Indury and property damage. For general guidance regarding the
u Criteria. DSS-09 and BCSI Building Component
fabrication, storage, delivery, erection and bracing of husses and truss systems, seeANSVIPII QUO
69N Parka East Blvd.
Sci Nformallonavallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Gty
Ply
T18658321
2136913-PACE-2351
B09
Roof Special Girder
1
2
Job Reference (optional)
Builders First Source, Piatuty, I-L-32bbb, a.4rus em w m 1 e mi 1 en nmmnres, mu. rim rvuv rr G. i c.ac co,c rnyc,
ID:GMGHgVGe6ryE1 YuEMmJmnYyfZ4F-3_COgiPevdclQBvW d2Rhr7X34FOLWZ7JIIOMmNyJJKM
5.10.7 11-7-2 17-3-14 2&0.9 28-11-0 31-7-0 36-5-0 4 L-0
5.10.7 5-8-11 5-8-11 5-8-11 5-10 7 2-&0 4-10.0 4-0.0
Scale = 1:68.7
NAILED NAILED NAILED NAILED NAILED NAILED NAILED 6.00112
Sx8 = NAILED SxB = NAILED 3z6
NAILED NAILED NAILED NAILED
= 5z8 = Special
NAILED
1 25 26 27 2 28 29 303 31 32 433 5
34 6
5x6 =
35 36 ]
Sx8 NAILED
=
NAILED4%B-
8 9 37
38 10
in
N in
d
12 4
13
24 39 40 41 23 42 43 44� 45 21 46 20 47
48 49 19
50 18 51 17 16
3x8 =
NAILED
NAILED
figs = 6x12 MT2
US Mi20H5=
3x6 II NAILED 7x10 = NAILED NAILED 4x6 =
NAILED NAILED NAILED NAILED NAILED NAILED NAILED
12
NAILED NAILED Special NAILED
53 11
NAILED
5-70-7 11-7-2 17-&14
23-0-9
28-71-0 31-7-0 35-71-0 31j-51-0
40-5-0
5-10-7 5.841 5-8-11
5.8-11
5-10-7 28.0 4-4.0 0-fi-0
4.0-0
Plate Offsets (X Y)-
13:0-4-00-Ml A'0-3-0 0-2-01 rB:0-6-00-2-81 [15.0-2-14 0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (too) I/dell L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.68
Vert(LL)
0.36 20 >999 240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.95
Vert(CT)
-0.5719-20 >755 180
MT20HS
187/143
BCLL 0.0
Rep Stress [net NO
We 0.99
HDrz(CT)
0.16 15 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 466 lb
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 3-8-13
oc pudins,
BOT CHORD 2x4 SP No.2 *Except*
except end verticals.
12-14: 2x4 SP No.3
BOT CHORD Rigid ceiling directly applied or 7-2-0 oc bracing.
WEBS 2x4 SP No.3 *Except*
9-15: 2x8 SP 240OF 2.0E
REACTIONS. (Ib/si2e) 24=3476/Mechanical, 15=4112/0-4-0
Max Horz 24=-66(LC 9)
Max Uplift 24=-1530(LC 4), 15=-1918(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-24=-3345/1573, 1-2=-4369/1926, 2-3=-4369/1926, 3-4=-7896/3496, 4-6=-7896/3496,
6-7=-4906/2202, 7-8=-5416/2393, 8-9=-328/508, 9-10=-328/508
BOT CHORD 22-23=3048/6935, 20-22= 3048/6935, 19-20=-3191/7263, 17-19=-319117263,
16-17=-1858/4277,15-16=-1855/4274
WEBS 1-23=-2301/5219, 2-23=-926/652,3-23= 3110/1380,3-22=0/438, 3-20- 522/1164,
4-20=-834/583, 6-20=-336t767, 6-19=0/453, 6-17=-2856/1281, 7-17=-545/1662,
8-17=-4781769,8-15=-5621/2411,9-15=-620/406, 10-15=-629/411
NOTES-
1) 2-plytruss to be connected togetherwith 10d (0.131Sc3") nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 -1 now, at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 Co.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=150; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water pending.
5) All plates are MT20 plates unless otherwise indicated.
6) All plates are 2x4 MT20 unless otherwise indicated.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Be uplift at joints) except (jt=lb)
24=1530, 15=1918.
11) 'NAILED" indicates 3-1 Od (0.148'x3') or3-12d (0. 148'x3.25') toe -nails per NDS guidlines.
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 274111 down and 3391b up at
28-11-0 on top chord, and 362111 down and 1651b up at 28-9-4 on bottom chord. The design/selection of such connection
Walter P. Finn PE No.22839
MITek USA, Inc. FL Ced 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
November 14,2019
Contatemidolishisdaepresponsilellitvof others.
Q WARNING -VeNtydeslgnperemeferaend REAONOTESONTNISANO/NCLUOEOMREKREFERANCEPAGEMIF7473rev. 10,032015BEFORE USE.
Design valid for use only with MRek® connectors. Ibis design Is based only upon parameters shown and Is for on Individual building component, not
��-
a fuss system. Before use. Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
buffding design Bracing Indicated is to prevent buckling of Inc Mduol truss web and/or Chad members only. Additional temporary and permanent bracing
MiTek'
Is always required for slablilty and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the
fabrication. storage, delivery, erection and bracing of trusses and loss systems, seeMSUIPIt Quality Cdfed%DSB-89 and BCSI Building Component
6904 Parke Ent Blvd.
Safety Informatl rnvalloble from Truss Plate Institute. 218 N. lee Sheet Suite 312, Alexandria, VA 22314.
Taupe, FL 33610
Job
Truss
Truss Type
Ory
Ply
T78858321
2136913-PACE-2351
B09
Roof Special Girder
1
2
Job Reference o tional
Builders First Source, Plant City, FL-32566. 8.240 s Jul 14 2019 MiTek InduMS% Inc. Thu Nov 14 09:12:39 ZU19 Page 2
ID:OMGHgVGe6ryE1 YuEMmJmnYytZ4F-3_COgiPevdclDBvW d2Rhr?X34FOc W Z?JIIOMmNyJJKM
• LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-7=-70, 7-8=-70, 8-10=-70, 14-24=-20, 11-12= 20
Concentrated Loads (lb)
Vert: 7=-258(B) 14=-50(B) 19= 50(B) 6=-160(B) 17=-362(8) 5=-160(13) 25=-167(B) 26=-160(B) 27=-160(B) 28=-160(B) 29=-160(8) 30=-160(B) 31— 160(B)
32=-160(8) 33=-160(B) 34_ 160(B)35=-160(B) 36=-160(B)37=-160(B)38=-160(B)39=-52(B)40=-50(B)41=-50(B)42=50(B)43=-50(B)44=-50(B)45=-50(B)
46=-50(B)47=-50(B)48=-50(B)49=-50(B) 50=-50(B)51— 50(B) 52=-50(B)
Q WARNING- Veriry design par¢mafare and BEAD NOTES ON THIS AND INCLUDED MMEK NEFENANCEPAGE M147473 rev. aail BEFORE USE.
Design valid for use only with MBBIG connectors. This design Is based only upon parameters shown and is for an Individual building component, not
a ft=system. Before use, the bu0ding designer must vertfy the oppllcabYlty, of design parameters and property Incorporate the design Into the overall
Indicated etobuckling Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
buiidingdestgn.Bracing prevent of
Is always required for stoblllly and to prevent collapse with possible personal Injury and property damage. For general guldonce regording the
fobrlcaflon, storage, delivery, erection and brccing of trusses and husssystems, se9ANSVIPll Oual CMOM, DSBA9 and BCSI Building Component
t Blvd.m
69e4 Parke East
Safety Informotlonoilabie from Truss Plate Institute, 218 N. We Sheet Suite 312, Alexandria, VA 22 14.
Tempe, FL
Job
Truss
Truss Type
Cry
Ply
T18658322
2136913-PACE-2351
001
Hip
1
1
Job Reference (optional) I
cunaers mrsi source, ram ury, rr. - az000,
2x4
Scale = 1:74.4
6.00 12 Sz8 = 2x4 11 Sx0 =
5 6 7
16 15 14 13 12 11 10
STI.Sx8 STP = ST1.Sx8 STP = 5x6 = 3xB = 5x6 = Sx6 = 3x6 11
3x8 II 6x8 =
LOADING (psf)
TCLL 20.0
TOOL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL _ 1.25
Lumber DOL 1.25
Rep Stress [nor YES
Code FBC2017/rP12014
CSI.
TC 0.93
BC 0.68
WB 0.88
Matrix-SH
DEFL. in (too) Well Ud
Ven(LL) -0.12 12-13 >999 240
Vert(CT) -0.2612-13 >999 180
Horz(CT) 0.06 10 n/a n/a
PLATES GRIP
MT20 2441190
Weight: 236.lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD
Rigid ceiling directly applied or 5-1-6 oc bracing.
WEBS 2x4 SP No.3*Except* WEBS
IRow at midpt 5-13
2-16: 2x8 SP 240OF 2.0E
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 16=320/0-M, 15=190210-8-0, 10=1508/Mechanical
Max Horz 16=171(LC 12)
Max Uplift 16=232(LC 9), 15=-464(LC 9), 10= 384(LC 13)
Max Gmv 16=339(LC 23), 15=1902(LC 1), 10=1508(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3= 79/353, 3-4=-152/608, 4-5=-1343/1159, 5=6=-1862/1577, 6-7— 1862/1577,
7-8=-1995/1529, 8-9= 2108/1634,2-16=-301/736, 9-10=-1460/1244
BOT CHORD 15-16=268/113, 14-15=-524/620, 13-14=-647/1144, 12-13=-923/1690, 11-12=-1326/1832
WEBS 3-15=-385/571, 5-14=-475/272, 5-13=-616/1003, 6-13=E32/567, 7-13=-228/363,
7-12=-159/355, 8-12=-212/495, 8-11=-302/357, 9-11=-1241/1796, 4-14=-225/827,
4-15=-1537/688
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15111; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-73 to 4-4-13, Extedor(2) 4-4-13 to 40-3-4 zone; cantilever left and right
exposed ; porch left exposed;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will lit between the bottom chord and any other members, with BCDL=10.Opsf.
6) Refer to girder(s) for truss to tmss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
16=232, 15=464, 10=384.
Walter P. Finn PE Nc.22839
MiTek USA, Inc. FL Ced 6634
6994 Parke East Blvd. Tampa FL 31810
Date:
November 14,2019
Job
Truss
Truss Type
Oty
Ply
'
T78658323
2136913-PACE-2351
CO2
Hip
1
1
Job Reference (optional)
bunoers rma bource, Main ury, rL- 44*00,
2x4
3
5x8 =
3x4 =
4 5
5x6 =
6
3x4 =
7
5xB =
8
oyo
_sHee5JA70Td9Z9S1 MjzA-jFONiyJJKJ
Scale=1:74.4
22 21 20 5.6 = 3.6 = 14 13 12 11
ST1.5x8 STP= ST1.5x8 STP= 20 11 5x6 = 5.8 = 6x8 =
3.B II 2x4 = 2x4 11
3x6 II
71-n.n a5.n-n
sn-o.n 4n-e-n
2
Ib
64-0 2.6.0 2.2-0
5.1-12 4-10-4
14.0.0
5.9.0
19.8.0
Plate Offsets (X Y)--
[4:0-6-0 0-2-81 [6.0-3-00.3-01 [8:0-6-0 0-2-8] f l2:0-4-00-3-01 rl3.0-1-8
0-2-01
[15:0-6-0 0-2-01 [22:0-5-4 0-1-81
LOADING (part)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)/dell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.69
Vert(L-)
-0.24 11-12
>999
240
MT20, 244/190
TCDL 15.0
Lumber DOL 1.25
RC 0.95
Vert(CT)
-0.5111-12
>801
180
BCLL 0.0 '
Rep Stress Incr YES
We 0.79
Hoa(CT)
0.09 11
n/a
We
BCDL 10.0
Code FBC2017/TPI2014
Matdx-SH
Weight: 250 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2'Except'
18-20,6-14: 2x4 SP No.3 BOT CHORD
WEBS 2x4 SP No.3 *Except' WEBS
2-22: 2x8 SP 240OF 2.0E
OTHERS 2x4 SP No.3
REACTIONS. (Ib/size) 22=263(0-8-0, 21=1969/0-8-0, 11=1498/Mechanical
Max Hom 22=153(LC 12)
Max Uplift 22=-143(LC 12), 21=-515(LC 9), l l=-388(LC 8)
Max Grav 22=275(LC 23), 21=1969(LC 1), 11=1498(LC 1)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3= 63/297, 3-4=-1337/1031,4-5=-2072/1591, 5-6=-2495/1871, 6-7=-2477/1861,
7-8=-2125/1692, 8-9=-2050/1554, 9-10=-251/266,2-22=-244/609, 10-11=-235/363
BOT CHORD 16-17=-584/1094, 15-16=-1167/2071, 6-15= 262/243, 12-13=-958/1765,
11-12- 1290/1737
WEBS 19-21=-1779/1208,3-19=-1776/1220,3-17=-685/1469,4-17- 658/405,13-15=-1168/2075,
7-15=-322/588, 7-13=-846/595, 8-13=-364/598, 8-12= 140/293, 9-12=-62(409,
9-11=-1963/1487,4-16=-85211375,5-16=-824/632, 5-15=-392/610
Structural wood sheathing directly applied or 3-4-1 oc pudins,
except end verticals.
Rigid ceiling directly applied or 2-2-0 oc bracing.
1 Row at micipt 9-11
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -1-7-3 to 4-4-13, Extenor(2) 4-4-13 to 40-3-4 zone; cantilever 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 pending.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 1001b uplift at joint(s) except Gt=lb)
22=143, 21=515, 11=388.
Walter P. Finn PE No.22836
MiTsk USA, Inc. FL Cad 6634
6604 Parke East Blvd. Tampa FL 33610
Data:
November 14,2019
QWARNING-Velllyde419rpammeremend READ NOTES ON TN/SANO/NCLUDED MREKREFERANCEPAGEMIH47J W. 10=2015 BEFOREUSE.
Deslgn valitl for use only wlih MM connectors. filar deslgn abased only upon parameters snow" and Is for an individual building component, not
��-
a truss system. Before use, the buadng designer must vanN the opp"CoblliN of desren paameters and properly Incorporate this design Into the overall
bullGing deslgn. Bracing indicated ate pteventbuckling of individual buss web and/a chord members oNy. Additional temporary and permanent bracing
MiTek'
a always requlretltor stabl'IN and toprevent collapse with possible person."nlu'antl property damage. For general gultlance ragatdln8lhe
fabnccabn, storage, tlellvary, erection and bracing of trusses and truss systems, seeANS7 Cuol6v CMrrno, a6M antl 6C61 Buldbp Component
6904 Pede EesiBNtl.
Saf V mfoenatbnw.Ilable from Truss Flat. Institute, 218 N. Leo Street Sult. 312, Alexandra. VA 22 14.
Tampa, FL 33610
Job
Truss
Truss Type
Div
Ply
T18658324
2136913-PACE-2351
CO3
Hip
1
1
Jab Reference (optional)
emmers rirst source, rnam L,lty, rL- azbsa,
o.cru a aw wmie rvn i en
e nn 117
2x4
5x8 =
4
3x4 = 2x4 11 3x6 = 3x4 =
5 6 7 8
7x10 =
9 24
Scale = 1:74.4
21 20 193x4 II 3xB = 14 13 12 11
STI.SxS STP= ST1.5xB STP= 2x4 II ads = aide = 3x6 II
3xB I 2x4 = 3x4 II
3x6 II
6-4.0 8-00-09- -0 15-h12 21-0-0 25.0-0 32-9-a 46ue
Plate Offsets(XY)-
[4.0-6-00-2-e1 [9:0-6-80-1-12] [70'Edge0-2-01
rlS:0-4-00-2-41
[75:0-5-00-2-01 [16:0-3-80-1-81 [77:0-1-80-3-01 [17.0-3-00-3-01121:0-5-00-1-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (too)
Vdefl
L/dEWe
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.99
Vert(LL)
0.22 6
>999
240
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.74
Vert(CT)
-0.3715-16
>999
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.95
Horz(CT)
0.08 11
nra
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
34 lb FT=20%
LUMBER-
TOP CHORD
2x4 SP No.2 *Except*
9-10: 2x4 SP M 31. 7-9: 2x4 SP No.1
BOT CHORD
2x4 SP No.2 *Except*
17-19,6-14: 2x4 SP No.3
WEBS
2x4 SP No.3'ExcepV
2-21; 2x8 SP 240OF 2.OE, 10-11: 2x4 SP No.2
OTHERS
2x4 SP ND.3
REACTIONS. (lb/size) 21=159/0-8-0, 20=2084/0-8-0, 11=1479/Mechanical
Max Horz 21=135(LC 12)
Max Uplift 21=-146(LC 12), 20- 593(LC 9). 11=-412(LC 8)
Max Grav 21=187(LC 19), 20=2084(LC 1). 11=1479(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD Rigid ceiling directly applied or 5-0-3 oc bracing.
WEBS 1 Row at midpt 4-16
FORCES. (lb) -Max. Comp./Max. Ten. -All fames 250 (Ib) or less except when shown.
TOP CHORD 2-3=-117/482, 3-4=303(760, 4-5=-2315/1738, 5-6= 3047/2209, 6-8=-3005/2182,
8-9= 2533/1918,9-10=-2145/1506,2-21=-162/565, 10-11=-1409/1216
BOT CHORD 20-21=-374/197, 19-20=-301/150, 16-17=-365/617, 15-16=1385/2315, 6-15=-2521247,
12-13=-1099/1813,11-12=-363/239
WEBS 18-20=-1837/1229,3-18=-1823/1222,5-16=-9621747,5-15=-562/885,13-15- 1422/2481,
8-15=409/673,8-13=-9791720, 9-13- 543/938,10-12- 817/1592, 3-17=-650/1373,
4-17=973/539,4-16=-1257/2019
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-73 to 4-4-13, Exterior(2) 4-4-13 to 40-3-4 zone; cantilever left and right
exposed ;C-C for members and farces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M 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 100lb uplift at joint(s) except Qt=1b)
21=146, 20=593, 11=412.
Walter P. Finn PE No.22839
fdiTek USA, Inc. FL Cad 66U
6904 Parke East Blvd. Tampa FL 33810
Date:
November 14,2019
O WARNING.Verl/ydesign pommelemand READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGEM*7473reV. IdDa20f5REFOREUSE
Design valld for use only with Meek® connectors. This design Is based only upon parameters shown and Is for on Indlvlouol bullding component, not
a truss system. Before use. the building designer must verity the appllcabillly of design parameters and properly Incorporate this design Into the overall
bulldIng design. Bracing Indicated 6 to prevent buckMg of lntlivltluaI truss web and/or chard members only. Additional temporary and permanent bracing
M!Tek'
Is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the
fabrication. storage, delivery, erection and bracing of trusses and truss systems WeANSVIPII GuulBy Cetera, USS41g and SCSI Building Component
6904 PeMe Eest Bind.
Safely InformatiourallabN. le from Truss Plate Instltute, 218 Lee Street Suite 312 Alexandd., VA 22314.
Tam , FL 336t0
P a
Job
Truss
Truss Type
C4
Ply
'
T18658325
2136913-PACE-2351
C04
Hip
1
1
Job Reference (optional)
bullaers First Source, Flan[ Gay, rL- aabbb,
_ ' 1-e-o I• 7-o-D 1-1D
5x8 =
6.00 12 3x6 II
3 4
2x4
Scale - 1:74.4
3.6 = 46 = 3x4 II 5x8 =
5 6 7 8
5x6 =
9
36Mg IIY54Gm1Zg5rvH
37-10-0 40.5-I
3.1-0 I
2x4 11 5x6 =
10 11
ST1.5x8 STP = STI.5x8 STP = 2.4 11 6.8 = 4x6 = 6x8 = 2x4 11 Y 3x6 11
Sx811 Sx811 3.4 II 2x4 II
3x6 11 4x6 =
LOADING (psf)
TCLL 20.0
TCDL 15.0
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 0.87
BC 0.83
W B 0.97
Matrix-SH
DEFL.
Vert(LL)
Ven(CT)
HOrz(CT)
in (loc) Vdefl Ud
0.34 24-25 >999 240
-0.63 24-25 >647 180
0.11 15 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 2421la FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins,
BOT CHORD 2x4 SP No.2 'Except'
except end verticals.
26-28,7-23: 2x4SP No.3
BOT CHORD Rigid ceiling directly applied or 4-3-11 oc bracing.
WEBS 2x4 SP No.3 *Except*
WEBS
1 Row at midpt 3-29.4-25
5-24,22-24,4-25: 2x4 SP No.2, 2-30: 2x8 SP 2400F 2.OE
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 30=26/0-8.0, 15=1474/Mechanical, 29=2251/0-8-0,
Max Horz 30=165(LC 12)
Max Uplift 30= 184(LC 24), 15=-462(LC 8). 29=899(LC 9)
Max Gmv 30=103(LC 19), 15=1474(LC 1), 29=2251(LC 1)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3= 299/718, 3-4=-215/633, 4-5=2589/1763, 5-7=-3987/2566, 7-8=-3899/2504,
8-9=-2581/1655,9-10=-1963/1263,10-11=-1980/1270,2-30=-78/428,13-15=-1446/901
BOT CHORD 29-30=-563/198, 28-29=362/104, 25-26=-286/91, 24-25=-1666/2589, 7-24=-280/263,
20-22=-1891/3082,14-17=-6B4/1139,13-14=684/1139
WEBS 5-25=-1117/831, 5-24=875/1512, 22-24- 1846/3105, 8-24=-739/1168, 8-22=928/683,
27-29=-2015/1380,3-27=-632/952,4-25=-1875/3115,11-13=-1684/1040,
11-17= 840/1454,17-20=-1551/2546,9-17=-738/465,8-20_ 587/384,4-27=-1595/646
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f ; Cat. 11; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -1-7-3 to 4-4-13, Extedor(2) 44-13 to 40-34 zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide
will tit 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 1001b uplift at joint(s) except (t=1b)
30=184, 15=462, 29=699.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cod 8834
6904 Palle East Blvd. Tampa FL 33610
Date:
November 14,2019
AwARNING- verity deargnparametersandREADMOTES ONTNISANDINCLUDED MITEKREFERANCEPAGEMl4T473rev,faN32a15BEFOREUSE
Design volltl for use oni th MBek®connectors. lhls deslgn Is bused only upon parametersshown, and Ia for on Individual building component,not
a truss system. Before use, the building tl9slgner must verity ttre appllcablllty of tlesign parameters and properly Incorporate ihls design Into the overall
bulldNg tle9gn. &acing NCicafad is tb prevent bucWing of lndNitlualfiuss web and/orchortl members only. Additional temporary antl pertnananf bracing
MiTek'
b al ways required for st-bitHy onofo prevent collapse wttIn possible parson al lnlury and prapeM damage. For general guidance regortling the
fobricaaan storage, delivery, erection antl bracing of trusses antl truss systems seeANSUfPR Cuallh CM.M. CSBd9 antl BGSI Buldmp Componml
6904 Pack, East Blvd.
Tampa, FL 33610
Welt' Infonnalbrpv.Il.bl. from Truss plots Inamute, 2is N. Lee Street, Sulfa 312. Alexantlrla. VA 22 14.
Jab
Truss
Truss Type
Oly
Ply
'
T78658326
2136913-PACE-2351
C05
Hip Girder
1
2
Jab Reference (optional)
manuals rrrst source, lam ury, 1-1--0400% s.zrusaw it cola mu ex n,uusmes, um. iou,vuvw ray.,
ID:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-F5NV TY%J??kEtFenr8GnJUwdhmlaZVxgyBRIEyJJKB
4o."
-1AU • 5-0-0 6-0-0 11.5.15 fa313 21-0-0 2b106 231f-13 30-0A 3411-11 39-9-12 39.1"
1434 Se-0 1-40 61-15 I 4315 b83 3106 61-a D 11 411-3 4161 �4
47.0 Scale=1:74.2
NAILED NAILED
Special NAILED NAILED NAILED 4X6 =
6.00 72 6x8 = 5x8 = NAILED 46 = 4x10 MT20HS=
3 427 28 529 30 6 7 31
Ofl OD m m
2XQ 2
aX,0 = 41 20 42 43 44 1945
STI.SXB STP= 25 24 23 5x8 = 4.6 =
6x8 II 4X6 =2x4 II 2x4 II NAILED NAILED NAILED NAILED
Special 2x4 II
NAILED NAILED
NAILED NAILED NAILED NAILED NAILED NAILED NAILED
NAILED 3x4 II 7X10 = NAILED 46 = NAILED Axe = NAILED SXB
32 8 33 934 35 36 10 37 38 11 39 40 12
8x14 MT20HS= -
17 46 16 47 48 15 49
4x6 II OX10 =NAILED 7x10 =
NAILEDNAILED NAILED NAILED NAILED
LOADING (pst)
SPACING-
2-0-0
CSI.
DEFL.
in (too)
, Vdefl
Vd
TCLL 20.0
Plate Grip DOL
1.25
TC 0.73
Ven(LL)
1.12 18-19
>427
240
TCDL 15.0
Lumber DOL
1.25
BC 0.92
Ved(CT)
-1.3518-19
>354
180
BCLL 0.0
Rep Stress lncr
NO
WB 0.95
Hoa(CT)
0.28 13
rda
n/a
BCDL 10.0
Code FBC2017/rP12014
Matti
LUMBER- BRACING -
TOP CHORD 2x6 SP No.2 *Except* TOP CHORD
1-3:2x4 SP No.2
BOT CHORD 2x6 SP No.2 -Except' BOT CHORD
18-22: 2x6 SP M 26, 8-17: 2x4 SP No.1
WEBS 2x4 SP No.3 *Except*
21-23,16-18,9-18,3-22:2x4 SP No.2, 12-13:2x8 SP 2400F 2.0E
OTHERS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
REACTIONS. (lb(size) 2=2815/0-8-0, 13=2750/Mechanical
Max Hort 2=155(LC 8)
Max Uplift 2=-1596(LC 5), 13=-1842(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-4848/2952, 3-4=-8450/5179, 4-5=-12446/7396, 5-7=-14839/8914, 7-8=-15042/9361,
8-9=-14650/9131,9-10=-9374/5998,10/11=-7622/4990,11-12=-4547/3027,
12-13=-2618/1750
BOT CHORD 2-25= 2570/4084, 21-22=-5162/8414, 20-21=-5162/8414, 19-20=-7396/12446,
18-19=-8914/14839,16-17=-971/1513,15-16=-4990/7622,14-15=3027/4547
WEBS 16-18=-5312/8312,9-16=-3146/1933, 9-18=-3375/5690,12-14= 3302/4964,
11-14=-2192/1441,11-15=-2237/3504,4-22=-1982/1154, 3-25=-1947/1153,
22-25=-2792/4434, 3-22=-3573/5977, 10-15— 1473/922, 10-16=-1148/1996,
5-20=-1309/853,5-19=-1631/2557,7-19=584/507,7-18=-491/226,4-20=-2385/4295
50 14 51 52 13
NAILED 5x8 = 0Xa II
NAILED NAILED NAILED
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 5781b FT=20%
Structural wood sheathing directly applied or 3-5-8 oc pudins,
except end verticals.
Rigid ceiling directly applied or 7-1-11 oc bracing.
NOTES-
1) 2-ply truss to be connected together with 10d (0.131'4') nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 Do.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 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; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Can 6634
6904 Parke East Blvd. Tampa FL 33610
Data:
November 14,2019
O WARNING -Vedry deslgnperametersand REAUNOTES ON IRIS AND INCLUDED M?EKNEFENANCEPAGEMIP7473.,I&II3I2015HEFONE USE
Deagn valid for use only with M9ellf) connectors. This design a based only upon parameters shown. and 0 for an Individual building component not
��-
a buss system. Before use, the bullding designer must verity the cppilcabllity of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to buckling lndNiducl truss web and/or chord members only, Additional temporary and permanent bracing
MiTek'
prevent of
Is always required for stability and to prevent collapse with possible personal Injury and property coinage. For general guidance regarding the
Safety hrf innatbrpvotable frorm Truss Rote Institute. 218 N. Lee Street. ulte 312, Alexonnd , VA 22314MMIa, DSB4sS and aDSI Building ComponMf
Tampa, Ft. 33610Ntl.
Jab
Truss Truss Type
ail
Ply
T18658326
2136913-PACE-2351
C05 Hip Girder
1
2
LbR.f.irence, (optional)
Builders First Source, Plant City, FL- 32566, B.24U s Jul 14'Lu19 Mr I ex moustnes, Inc. I nu NOV 14 ee:l Z:bU ZUIe rage
ID:OMGHgVGe6ryE1YuEMmJmnYytZ4F-FSNY TYXJ47kE1Fenr8GnJUwdhmfaZVxgyBRfEyJJKB
NOTES-
9) Refer to girdegs) for truss to truss connections.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=1596, 13=1842.
11) "NAILED" indicates 3-10d (0.148"x3') or 3-12d (0.148"x3.25') toe -nails per NDS guldlines.
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 201 lb down and 247 lb up at 5-0-0 on top chord, and 97 lb down and
182 lb up at 5-0-0 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= 70, 3-12=-70, 2-23=-20, 18-21=-20, 13-17=-20
Concentrated Loads (lb)
Vert: 3=-141(F) 6=-52(F) 8=-67(F) 18=-30(F) 14=-30(F) 11=-67(F) 24=-30(F) 25=d8(F) 16=-30(F) 27=-67(F) 28=-52(F) 29=-52(F) 30=-52(F) 31=-52(F) 32=52(F)
33=-67(F) 34=-67(F)35=-67(F) 36— 67(F) 37— 67(F) 38— 67(F) 39=-67(F) 40=-71 (F) 41=-56(F) 42=-56(F) 43=-56(F)44=-56(F)45=-56(F) 46= 30(F) 47= 30(F)
48=-30(F) 49=-30(F) 50=-30(F) 51=-30(F) 52=30(F)
Q WARNING-Vegrydaafgnpmemerersand BEAD NOTES ON THIS AND INCLUDED MMEKBEFEBANCEPAGEMIF7473mv. IGUNZOISBEFORE USE.
Design valid for use only with Mireld) connectors. This design Is based only upon parameters shown and Is for an Individual building component, not
a true system. Before use, the building designer must verity Me appilcabllity of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to buckling lndlVdual truss web and/or chord members only. Additional temporary antl permanent bracing
M!Tek'
prevent of
Is always required for stablily and to prevent collapse with possible personal inlury and property damage, For general guidance regarding the
fabrication, storage, delivery, erection antl bracing of trusses and truss systems, seeANSUIPil Gual j CMnta, DSB-69 and BC51 Building Component
Safety InformatbMvallable from Truss Plate Institute, 218 N. We street, Suite 312 Alexandria, VA 22 14,
6904 Parke East Blvd.
Tampa, FL 33610
Job
Truss Truss Type
Oty
Ply
T78658327
2136913-PACE-2351
CJ1 Comer Jack
15
1
Job Reference (optional)
Builders First Source, Plant City, FL-32566,
8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:12:51 2019 Page 1
ID:OMGHgVGe6ryE1YuEMmJmnYyfZ4F-jH=BpZ94J7bs1 ggKZfVKX06151YJEW42cw_BgyJJKA
N1-o-0
5.8 II
i STh5x8 9TP 14.0
-T-0-0
Scale =1:8.9
Plate Offsets (X Y)—
[ :0-4-13 0-2-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.68
Vert(LL)
0.00
5
>999
240
MT20 . 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.17
Vert(CT)
0.00
5
>999
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(CT)
0.00
3
Na
n/a
BCDL 10.0
Code FBC20171-rP12014
Matrix-R
Weight: 9lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x6 SP No.2 BOT CHORD
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 5=317/0-8-0, 3=-63/Mechanical, 4=-58/Mechanical
Max Horz 5=55(LC 12)
Max Uplift 5=-116(LC 8), 3=-63(LC 1), 4=-58(LC 1)
Max Grav 5=317(LC 1), 3=34(LC 8), 4=27(LC 8)
FORCES. (lb) -Max. Comp./Mwc Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-244/656
Structural wood sheathing directly applied or 1-0-0 oc pudins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed; porch left and right exposed;C-C for
members and forces & MW FRS 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 nonconcument with any other live loads.
3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide
will fit between the bottom chard and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=1b)
5=116.
Walter P. Finn PE No.22836
MTek USA, Inc. FL Cent 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 14,2019
Q WARNING -VedrycN ignpemmefvn rsrd READ NOTES ON MIS AND INCLUDED MREKflEFENANCE PAGEM147473rev. 10413,2015 BEFORE USE.
Design valid for use only with MBek® connectors. TNs design Is based only upon parameters shown, and Is for an IndNidual building component, not
��-
a truss system. Before use, the building de9gner must verity the oppilcablBly of design parameters and properly Incorporate thus desgn Into the overall
building design. Bracing Indicated is to buckling of mcMduol taus web and/or chord members only. Addifloncl temporary and permanent bracing
MiTek'
prevent
Is always required for stabliity and to prevent collapse with posslble personal Injury and property damage. For general guidance regarding the
folotcallon, storage, all erection and bracing of trusses and truss systems, seeANSVIPl1 Quality Cill DS549 and BC61 Bull Component
6904 Parka East Blvd.
Safety Informational from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandria VA 22314,
Tampa. FL 33610
Job
Truss
Truss Type
City
Ply
T78658328
2136913-PACE-2351
CJ2
Comer Jack
1
1
Job Reference (optional)
Builders First Source, Plant City, FL- 32566,
8.24U s JUI 142UIU MI I eK Mausolea, Inc. Intl NOV 14 ae:l2:a3 2ula rage 1
ID:CMGHgVGe6ryE1 YuEMmJmnYyfZ4F-fg2gcVa0cwNJ6LzDS_hzPy6SW uzon74NWwP5FZyJJK8
1 -0-0
-o 0
5xB II
LOADING (psi)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)/dell
Vd
TCLL 20.0
Plate Grip DOL
1.25
TC 0.68
Ved(LL)
0.00
5
>999
240
TCDL 15.0
Lumber DOL
1.25
BC 0.17
Vert(CT)
0.00
5
>999
180
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Hom(CT)
0.00
3
n/a
Na
BCDL 10.0
Code FBC2017/rP12014
Matrix-R
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x6 SP No.2 BOTCHORD
REACTIONS. (lb/size) 5=317/0-8-0, 3=-63/Mechanical, 4=-58/Mechanical
Max Horz 5=55(LC 12)
Max Uplift 5=-116(LC 8), 3=-63(LC 1). 4=-58(LC 1)
Max Grav 5=317(LC 1), 3=34(LC 8), 4=27(LC 8)
FORCES. (lb) -Max. CompJMax. Ten. -All fames 250 (Ib) or less except when shown.
TOP CHORD 2-5=-244/656
F
Scale = 1:8.9
PLATES GRIP
MT20 244/190
Weight: 7 Ib FT = 20
Structural wood sheathing directly applied or 1-0-0 oc pudins,
except end vedicals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15N; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever 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 psi bottom chord live load nonconcument with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb)
5=116.
Welter P. Finn PE No.22839
MiTek USA Inc. FL Cod 6634
69D4 Parke East Slvd. Tampa FL 3361D
Data:
November 14,2019
,&WARNING -Verify design parameters and BEAD NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE NIF7473rev. 1005OV2015 BEFORE USE.
Design valld for use only wM Kiek® connectors. This design Is based only upon parameters shown, and Is for an Individual bulaing component, not
�t-
a must system. Before use, Me building designer must verify the appllcablllly of design parameters and property Incorporate this design Into Me overall
building design. Bracing indicated is to prevent buckling of Individual muss web and/or chord members only. Addifionol temporary and permanent bracing
MiTek'
B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me
tabrlcatlon, storage, delivery, erection and bating of trusses and buss system£ seeANSIMI) Ouo1M CMeM, DSBAV and SCSI Bultlhp Component
690 ParkeEast B
fi904 Palle East Bivtl.
Safety Mformalbnrtallable from Truss Plate Insltute, 218 N. Lea Street Suite 312, Alexondrio, VA 22 IA.
P33610
a.
Job
Truss
Truss Type
Oty
Ply
Tiefi58329
2136913-PACE-2351
CJ3
Comer Jack
9
1
Job Reference (optional)
aunaers rnel aaurce, nara lay, "-ozoao,
5.8 115 STI.5xe STP=
LOADING lost)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Well
L/d
TCLL 20.0
Plate Grp DOL
1.25
TC 0.68
Ved(LL)
0.01
4-5
>999
240
TCDL Iio
Lumber DOL
1.25
BC 0.18
Vert(CT)
0.01
4-5
>999
180
SCLL 0.0 '
Rep Stress [nor
YES
We 0.00
Horz(CT)
-0.01
3
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-R
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x6 SP No.2
OTHERS 2x4 SP Nb.3
REACTIONS. (Ib/size) 5=293/0-8-0, 3=64/Mechanical, 4=14/Mechanical
Max Horz 5=103(LC 12)
Max Uplift 5=108(LC 8), 3=-58(LC 12), 4=-35(LC 9)
Max Grav 5=293(LC 1), 3=64(LC 1).4=44(LC 3)
FORCES. (lb) - Max. Comp./Ma 1. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-5=-254/570
Scale = 1:14.0
PLATES GRIP
MT20 244/190
Weight: 15 lb FT=20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins,
except end vedicals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15R; Cat. II; Exp C; Encl..
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed; porch left and right exposed;C-C for
members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0lost bottom chord live load nonconcument with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 IS uplift at joint(s) 3, 4 except (jt=lb)
5=108.
Walter P. Finn PE No.22839
MiTek USA, Inc, FL Ced 6634
6904 Parke East Bind. Tampa FL 33610
Date:
November 14,2019
Q WARNING- Verily desltm parameters end READ NOTES ON TNIS AND INCLUDED M?EKREFERANCEPAGEMIF74T3 rev. 10,1012016 BEFORE USE.
Design valid for use only with MBeaD connectors. This design Is based only upon parameters shown, and Is for an IndNlouol building component, not
��-
a muss system. Before use, the buliding designer must verity the applicability of design parameters and properly Incorporate th6 design Into the overall
bulding design. Bracing Indicated is to prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing
b always required for stablllty antl to prevent collapse with possible personal In1ury and property damage. For general guidance regarding the
fabrication, storage, delivery, erectlon and bracing of musses antl truss systems, seeANSUlpll Qua1lty CrI DSBA9 and SCSI Building Component
MiTek'
69N Parke East Blvd.
Tampa, FL 33610
Safety Informationavallable from Truss Flats Institute, 218 N. We Street. Suite 312. Alexandrla. VA 22ty14,
Job
Truss
Truss Type
(0ty
Ply
T18658330
2136913-PACE-2351
CJ4
Jack -Open
2
1
Job Reference (optional)
Builders First Source, Plant City, FL- 32566,
8.240 s Jul 14 2019 Milek induslneS, Inc. I nu N0V 14 U9:12:55 2U1 B Pagel
ID:OMGHgVGe6ryE1YuEMmJmnYyfZ4F-b3AR1 Bcg8YdOLe7bZPkFIUNBoOifWFIVgzEuCKSyJJK6
5.8 II
HSI3.Sx8 STIR _ 1-1-77
1-1-
Scale = 1:9.2
Plate Offsets(XY)--
f5'0-4-130-2-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL
in
(fee)
Well
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.68
Vert(LL)
0.00
5
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.17
Ven(CT)
0.00
5
>999
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(CT)
0.00
3
n/a
file
BCDL 10.0
Code FBC20171TP12014
Mati
Weight: 916 FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x6 SP No.2 BOT CHORD
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 5=301/0-8-0, 3=-46/Mechanical, 4=-48/Mechanical
Max Hom 5=58(LC 12)
Max Uplift 5=-10112), 3=-46(LC 1), 4=-48(LC 1)
Max Grav S=301(LC 1), 3=28(LC 8), 4=25(LC 8)
FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown..
TOP CHORD 2-5=-236/625
Structural wood sheathing directly applied or 1-1-7 oc purins,
except and verticals.
Rigid ceiling directly applied or 10-M oc bracing.
NOTES-
1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except 01=11c)
5=108.
Walter P. Finn PE No.22839
MiTek USA Inc. FL Cod OB34
6904Parke East Blvd. Tampa FL 33810
Data:
November 14,2019
AWABNWO-VentydesionparsmefereandRaDNOTESONMISANDBICLUDEOMREKNEFEtvNCEPAGEMO-T4T4rev.faD. ISBEFOBEUSE
Design valid for use only with MQeksoconnectors. This design Is based only upon parameters shown, and Is for an indidual building component, not
a #use system. Before use. the building designer must verity Me applicability of design parameters and property Incorporate this design into the overall
building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
prevent
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me
lacteal storage, delivery, erection and bracing of mumas and truss systems, seeANSVTP11 Quality CdMM. DSB-69 and BC91 Buldhp Component
6901, Parke East Blvd.
Safety mfannalbrrno9oble from Truss Plate Institute. 218 N. Lee Street Suite 31Z Alexandria VA 22314.
Tampa, R. not 0
Job
Truss
Truss Type
Oty
Ply
T78658331
2136913-PACE-2351
CJ5
Comer Jack
5
1
Job Reference (optional)
ambers rast bource, rlam Gny, rL - u2abb,
m4qu s Jur 1 a Lu Ia mn en mousmes, Inc. I nu Nov w ue: I4;ob Gu
9x8 II
ST1.Sx8 STP=
Scale =1:21.5
Plate Offsets (X Y)—
12:0-1-6 0-2-121 r5:0-2-13 0-1-12]
15:0-0-0
0-2-121
LOADING (psf)
SPACING- 2-"
CSI.
DEFL.
in
(loc)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.73
Vert(LL)
0.05
4-5
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.40
Vert(CT)
-0.05
4-5
>999
180
BCLL 0.0 '
Rep Stress her YES
WB 0.00
Horz(CT)
-0.03
3
n/a
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix-R
Weight: 2116 FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x6 SP No.2 BOT CHORD
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 5=365/0-8-0, 3=137/Mechanical, 4=50/Mechanical
Max Horz 5=152(LC 12)
Max Uplift 5— 98(LC 12), 3=-108(LC 12)
Max Gmv 5=365(LC 1). 3=137(LC 1), 4=87(LC 3)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-32lnO7
Structural wood sheathing directly applied or 5-0-0 oc puffins,
except end verticals.
Rigid ceiling directly applied or 10-0-0Go bracing.
NOTES-
1) Wind: ASCE 7-10; Vull60mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.OpsY hl5ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Conrl -1-7-3 to 4-4-13, Exterior(2) 4-4-13 to 4-11-4 zone; cantilever left and fight
exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip D0L=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-M wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except 61=11o)
3=108.
Walter P. Finn PE No.22839
MiTekUSA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
November 14,2019
Q WARNING - Venlydeslgnpararrefers and READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGEM67473 rev. 10034 la 81TOREUSE
Design valid for use only wlm Miracle connectors. Tins design a based only upon parameters shown. and Is for an Individual bullding component, not
a truss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporole this design Info Me overall
building design. Bracing Indicated is to buckling of lndNldual truss web and/or chord members only. Addltlonal temporary and permanent bracing
M!Tek'
prevent
Is always required for sto lllty and to prevent collapse with possible personal Injury and property damage. For general guldance regarding Me
fobricotlon, storage. deli,ery, erection and bracing of trusses and truss systems seeANSUIPII Quality Ciffedo. D3949 and BCSI Building Component
Safety Mformationova0oble from Truss Plate Int6tute, 218 N. Lee Street Suite 312 Alexandda, VA 22314.
6904 Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type
OIY
Ply
x
- T78658332
2136913-PACE-2351
CJ11
Comer Jack
8
1
Job Reference (optional)
ou ivars hirer aouroe, mam ury, rL- uaaoa, e.znu s 4ul In zuta mnex lnausmes, Inc, mu Nov tr uu:I ea i zuia rage s
10:OMGHgVGe6ryEtYuEMmJmnYyfZ4F-jHmBpZ94J7bslggKZfVK%OF65KzIEW42cw BgyJJKA
Scale = 1:10.4
3xl2 MT20HS II 3
LOADING (ps"
SPACING- 2-0-0
CS'.
DEFL. in
(lac) Vdefl Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC0.10
Ven(LL) -0.00
1 >999 240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.02
Vert(CT) -0.00
1 >999 180
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr YES
WE 0.00
Horz(CT) -0.00
2 Na n/a
BCDL 10.0
Code FBC2017fFP12014
Matdx-P
Weight: 10lb
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 2-0-0
oc puffins.
BOT CHORD 2x6 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
Left: 2x6 SP No.2
REACTIONS. (lb/size) 2=68/Mechanical, 3=20/Mechanical,
1=88/0-4-0
Max Hom 1=54(LC 12)
Max Uplift 2=-55(LC 12), 1=-15(LC 12)
Max Gray 2=68(LC 1), 3=39(LC 3). 1=88(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpl=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 1.
Waller P. Finn PE No.22839
MTek USA, Inc. FL Cad 6634
6904Paike East Blvd. Tampa FL 33610
Dale:
November 14,2019
Q WARNING -Verity dsergnpardmetero antl NERD NOTES ON THISAND INCLUDED UnrKHEFENANCEPAGEMIr-7473rev. 1612.34?p1SBEFONE USE.
Deslgn valid for use only with MOekO connectors. This di is based only upon parameters mown and Is for on Individual building component, not
��-
a hues system. across use, the building designer must verify Me 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 nurses and nuns systems. weANSUIPil Cualpy Cdfeda, DSS499 and SCSI Balding Component
69U Parke East Blvd.
Tel Pl Safely fefoenatbrWallable from Teate [mothers, 218 N. Lee Sheet, Suite 31Z Alexandria, VA 222114.
Tampa, FL 33610
Job
Truss
Truss Type
Ory
Ply
T18658333
2136913-PACE-2351
CJ12
Comer Jack
2
1
Job Reference (optional)
Builders F1rst Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:12:52 2019 Page 1
ID:GMGHgVGe6ryE1 YuEMmJmnYyfZ4F.BUU I P9ZnrdFSUSPOuGAktkZRrUgB2gl EHGgYj7yJJK9
' all-D
ennr
3x8 II
Scale = la.9
LOADING (Pat)
SPACING- 2-0-0
CSI.
DEFL,
in
(lac)
Vdefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.04
Vert(L-)
0.00
4
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.02
Ven(CT)
-0.00
4
>999
180
BCLL 0.0 '
Rep Stress Incr YES
WE 0.00
Horz(CT)
-0.00
2
n/a
Na
BCDL 10.0
Code FBC2017ITP12014
Matdx-R
Weight: 4lb 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. (Ib/size) 4=34/0-7-0, 2=25/Mechanical, 3=9/Mechanical
Max Horz 4=19(LC 12)
Max Uplift 2=-25(1_0 12), 3=-4(LC 12)
Max Gray 4=34(LC 1). 2=25(LC 1). 3=15(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All fames 250 (Ib) or less except when shown.
Structural wood sheathing directly applied or 0-11-0 cc puffins,
except end verlicals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18: MWFRS (envelope) and C-C Extedor(2) zone; porch left and right exposecil 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 pal 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 beefing plate capable of withstanding 100 lb uplift at joint(s) 2, 3.
Walter P. Finn BE No.22839
MiTek USA, Inc. FL Ceff 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
November 14,2019
Q WARNING-Ved1ydes19AaNans tersaad READ NOTES ON TNISANDWCLUDEDMREKREFERANCEPAGEMI74nmv. 10,1112015BEFOREUSE
Design valid for use only with M0e'kg connectors. fits design k based only upon parameters shown, and Is for an Individual bulltling component not
a truss system. Before use, the building designer must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall
building design, Bracing Indicated is to prevent buckling of lndlvlducl 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 generol guldronce regarding the
fabrication, storage, delivery. erection and bracing of husses antl truss systems, seeANSVFPl1 Cual6y CALM, OSB.69 and BCSI Building Component
6904 Parke East Blvd.
Sal Infamna6onevoliable from Truss Note Institute, 218 N. Lee Sheet. Suite 312. Alexandria VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
aY
Ply
x
T78658334
2136913-PACE-2351
CJ31
Comer Jack
1
1
Job Reference (optional)
Builders First Source, Plant City, FL- 32566, a.z9u s JUI 14 eu1B Mi lax industries, Inc. i nu Nov w ua: rear eu is raga
1D:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-7sc2grb2NEVAIUYPOhCCy9ejjlHtWaFW la9eo?yJJK7
3.0.0
3-0-0
Scale = 1:14.0
3xB
LOADING (psQ
SPACING- 2-0-0
CSI.
OEFL.
in
(too)
Vdefl
Ud
PLATES GRIP
TCLL 20:0
Plate Grip DOL 1.25
TC 0.27
Vert(LL)
0.01
3-4
>999
240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.26
Vert(CT)
-0.01
3-4
>999
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(CT)
-0.01
2
n/a
n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix-R
Weight: 10lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
GOT CHORD 2x4 SP No.2
WEBS 2x6 SP No.2 BOTCHORD
REACTIONS. (lb/size) 4=122/0-4-0, 2=86/Mechanical, 3=36/Mechanical
Max Horz 4=67(LC 12)
Max Uplift 4=-13(LC 12), 2=-68(LC 12), 3=4(LC 12)
Max Gmv 4=122(LC 1), 2=86(LC 1), 3=53(LC 3)
FORCES. (lb) -Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown.
Structural wood sheathing directly applied or 3-0-0 oc puffins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=5.0psf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever 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 led bottom chord live load nonconcument 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 girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2; 3.
Walter P. Finn PE No.22839
IAiTek USA, Inc. FL Cart GSU
6904 Parke East Blvd. Tampa FL 33810
Date:
November 14,2019
Q WARNING- Verhy deslgnpornmafemann READ NOTES ON MIS AND INCLUDED MUEKREFERANCE PAGE MII-7473m4 MOS2015 BEFORE USE.
Design valid for use only with MRe& connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not
a hues system. Before use, the beading designer must verity Me 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'
b always required for stability and to prevent collapse With possible personal injury and property damage. For general guidance regarding the
fabrkaltom storage. delivery, erection and bracing of trusses and Inca systems, seeANSWI] Cualtiv Criteria, D3549 and SCSI Building Component
69N Parke East Blvd.
Safety Mformatlargvarclale from Truss Rate Institute, 218 N. Lee Sheet. Suite 312. Alexandria VA 22 14.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
T18fi58335
2136913-PACE-2351
CJ51
Jack -Open
1
1
Job Reference (optional)
Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:12:56 2019
Scale = 1:18.7
LOADING (psQ
TCLL 20.0
TOOL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0.0
Plate Gript(LL) p DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/rP12014
CSI.
TC 0.89
BC 0.47
WB 0.00
Matrix-R
DEFL. in
Ver0.06
Ven(CT) -0.06
Horz(CT) -0.03
(loc) Udefl L/d
5-6 >999 240
5-6 >951 180
4 Na n/a
PLATES GRIP
MT20 244/190
Weight: 21 Ib FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3 *Except*
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc puffins,
3-4: 2x4 SP No.2
except end verticals.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-" oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 6=47010-4-0, 4=226/Mechanical, 5=67/Mechanical
Max Herz 6=128(LC 12)
Max Uplift 6=-135(LC 12), 4=-150(LC 12)
Max Grew 6=470(LC 1), 4=226(LC 1), 5=89(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 3-6=442/504, 1-3=-244/371, 2-3=-377/206
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-1-12 to 2-4-12, Exterior(2) 0-1-12 to 4-10-8 zone; cantilever left and right
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 pending.
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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb)
6=135, 4=150.
7) Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord.
Walter P. Finn PE No.22339
MiTek USA, Inc. FL Cod 8834
6804 Parke East Blvd. Tampa FL 33810
Bate:
November 14,2019
AWARNING-VedfydeslgnperametereendRE NOTES ONTNISANONCLUDEOMR KREFERANCEPAGEUX7413mv.10032015BEFOREUSE
Design volld for use on y Win 10900 connectors. fits design Is based only upon parameters shown, and Is for an IndNldual building component not
a huss system. Before use, the building designer must verify me 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. Addltlonal temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guldonce regarding the
fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSVTII QuolBv CMeM, DSBd9 and BCSI BWtlbp Component
6904 Parke East Blvd.
Safety Informa6onavaSabie from Truss Plate Insfil 218 N. Lee Street. Suite 31Z Nexondrla VA 22 14.
Tampa, FL 33610
Job
Truss
Truss Type
Oly
Ply
T1865B336
2136913-PACE-2351
D01
COMMON GIRDER
1
2
Jab Reference (optional)
Builders First Source, Plant City, FL- 32566, 8.240 s Jul 14 2019 MiTek Industries, Inca Thu Nov 1409:12:58 2019 Page 1
ID:OMGHgVGe6ryE1YuEMmJmnYyfZ4F-OdsZfCeYRT7bC6sAFXH867pK1vbmS916fC7sxmyJJK3
•1-e-o I 2-12 z0a-I -3-z2 j510I 18 2.0 I300 5022 2a-2 27aaza141. I0.-00
2x
5x6 II
5x12 = „_ ,. ST1.5x8 STP=
HTU26
3x8 Il. 8x10 = 8x10 = 10xl2 = 8x10 = Bx10 = 3x8 II 5xl2 =
HTU26 HTU26 HTU26
HTU26 Special
2-10-10 5-8-04 10.8.0 13-3-2 1 15-00-4 1 18-5-6 1 21-4-0
p-tnan ea.e5-12 2-7--122a-2 2a-2 2a-2 2-lo-to
Scale=1:45.4
14=
w
0
Plate Offsets(XY)--
[2:1-0-40-1-31 [10:1-Od0-1-3) [12:0-5-120-1-8] [73:0-5-00-6-01114:0-5-00-5-8]
[15:0-6-00-6-01116:0-5-00-5-8]
[17:0-5-00-6-0] [18:0-5-120-1-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (too)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.57
Vert(LL)
0.10 14
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.52
Vert(CT)
-0.2313-14
>999
160
BCLL 0.0 '
Rep Stress Incr NO
We 0.99
Horz(CT)
0.06 10
n/a
n1a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 390 lb FT=20%
LUMBER -
TOP CHORD
2x6 SP No.2
SOT CHORD
2x8 SP 240OF 2.0E
WEBS
2x4 SP No.3 *Except*
6-15: 2x4 SP No.2
BRACING -
TOP CHORD Structural wood sheathing directly applied or3-6-0 oc pudins.
BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3, Right: 2x4 SP No.3
REACTIONS. (lb/size) 2=4922/0-8-0, 10=9430/0-8-0
Max Hom 2=120(LC 7)
Max Uplift 2- 1170(LC 8). 10=-1519(LC 9)
Max Grav 2=4922(LC 1), 10=9603(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3- 8149/1848, 3-4=-8943/2057, 4-5=-9097/2104, 5.6=8719/1985, 6-7=-8728/1985,
7-8=-11258/2297,8-9=-14125/2449,9-10=-15453/2383
BOT CHORD 2-18=-1604/6857, 17-18=-1604/6857, 16-17=-1816f7995, 15-16=-1779/6053,
14-15=-1899/10018,13-14= 2063/12644,12-13=-1947/13043,10-12=-1947/13043
WEBS 6-15=159277162, 7-15=-4276/613, 7-14=-620/4890, 8-14=-4126/321, 8-13- 172/4146,
9-13=-514/0, 9-12=-102/2138, 5-15=365/281, 5-16=-258/624, 4-16=-282/307,
4-17=-491/203,3-17=-303/1335, 3-18=-482/156
NOTES-
1) 2-ply truss to be connected togetherwith 10d (0.131'x3') nails as follows:
Top chords connected as follows: 2x6 -2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 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; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate gdp DOL=1.60
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb)
2=1170, 10=1519.
8) Use Simpson Strong -Tie HTU26 (20-10d Girder, 11-10dxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-D-0 oc max
starting at 9-0-12 from the left end to 13-0-12 to connect truss(es) to front face of bottom chord.
9) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 11-10dxl 1/2 Truss) or equivalent spaced at 2-0-0 oc max. starling at 15-0-12 from
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cad 6634
8904 Parke East Blvd. Tampa FL 33810
Dale:
November 14,2019
aft 0-12 to connect truss as to front face of bottom chord.
Q WARNING- Verity deslgn Pardmaess. and READ NOTES ON MIS AND MCLUDEU Marl REFERANCE PAGE MIL7473 rev. 144032015 BEFORE USE
Design vclid for use only with MOek® connectors. This tleslgn Is based only upon parameters shown, and a for an Individual bulltling component, not
��-
a muss system. Before use. the bulltling designer must verify Me applicability of design parameters and properly Incorporate this design Into Me overall
building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
prevent
Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the
fabrication storage, delivery, erection and bracing of husses and muss systems. seeANSUIPII Cucd Criteria, D511419 and SCSI butdbp Component
6904 Parke East Blvd.
Sahry NfOrmalbrrna9able from Truss Mate Institute. e. 218 N. Lee street Suite 312, AlexVA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
oty
Ply
T78658336
2136913-PACE-2351
D01
COMMON GIRDER
1
2
Job Reference (optional)
Builders First Source, Plant City, FL - 32566, 8.240 a Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:12:58 2U19 Page 2
I D:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-OdsZfCeYRT7bC6sAFXH867pK1 vbmS9j6fC7sxmyJJK3
NOTES-
10) Fill all nail holes where hanger is in contact with lumber.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2545111 down and 221111 up at 19-0-12 on bottom chord. The
design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S)'Standard
1) Dead+ Roof Live (balanced): Lumber Increase=1.25; Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-6=-70, 6-11=-70, 2-101
Concentrated Loads (lb)
Vert: 14=-1788(F)21=-1788(F)22=-1788(F)23=-2263(F)24=-2250(F)25=-2353(F)
Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473rev. 11YsaR0f5 BEFORE USE.
Design valid for use only with MBel!+ connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a buss system. Before use, the building designer must verify the applicability, of design parameters and propery incorporate this design Into the overall
building tleslgn. Bracing Indicated 6 to prevent buckling of hdMdual 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 Inlury antl property damage. For general guidance regarding the
fabrication, storage, delivery. erection and bracing of musses and tmss systems. seeANSIBPI1 Qua fdy CtSnb, DS689 and SCSI Building Component
69N Parka East Blvd.nll
Safety lnfeationavallable from Truss Rate Institute. 218 N. Lee Street. Salts 312, Alexondrlo. VA 22314.
Tampa, FL 33610
Job
Truss
Thus Type
Criy
Ply
T78658337
2136913-PACE-2351
D02
COMMON
7
1
Job Reference (optional)
Builders First Source,
-h8-0
Plant (Any, rL-32566.
6-6-4
8-5-8
8-1-5
6.240. ju, 14mm n,,, cn,tdugi,,wo,,,,.. ,„u ov ,+..=eo n
I D:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-UqP)tYlBBm7SgGRMoEoNfDMRTJsOBd2GussPTDyJJK2
10-8-0 12-2-11 12-10 14.9d2 21-4.0 2&0.0
{
1-8-T1;
S-6-0
1 1-11-J
1-&11 7-6 3 1-11-4 6-64 7-6-0
Scale = 1:43.0
5x6 =
6
3z4 -
3x4 =
5
T
6.00 12
2x4 19
15 20 2z4 II
4
2x4 II 8
46 g 4.6
3
4.6 i 4x8
is 21
zxb II 2
0 2x4 II
„ lm d
5.6 11, 14 13 12 • ,5xfi
2.4 II 3.8 MT20HS =
11
2x4 II
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-"
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014
CSI.
TC 0.78
BC 0.81
WB 0.92
Matdx-SH
DEFL. in (loc) I/defl Vd
Ven(LL) -0.55 12-14 >462 360
-0.8512-14 >300 240
Vol
Horz(CT) 0.04 10 V.n/a
Wind(LL) 0.29 2-14 >890 240
PLATES
MT20
MT20HS
Weight: 1101b
GRIP
2441190
187/143
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc pudins.
BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
SLIDER Left 2x6 SP No.2 3-7-0, Right 2x6 SP No.2 3-7-4
REACTIONS. (Ib/size) 2=1155/0-8-0, 10=1155/0-8-0
Max Horz 2= 121(LC 10)
Max Uplift 2= 269(LC, 12), 10=-269(LC 13)
Max Grav 2=1281(LC 2), 10=1281(LC 2)
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-4=-1978/525, 4-5=-1542/578, 5-6=-144/693, 6-7=-144/693, 7-8=-1542/578,
8-10>1978/526
BOT CHORD 2-14=-273/1591, 12-14=-273/1591, 10-12=-273/1591
WEBS 5-15=-2377/783,7-15=-2377/783, 8-12=0/618,4-14=0/618
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-7-3 to 1-4-13, Interior(1) 1-4-13 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0,
Interiar(1) 13-8-0 to 22-11-3 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurral with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Ceiling dead load (5.0 pso on member(s). 4-5, 7-8, 5-15, 7-15
7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-14
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=11h)
2=269, 10=269.
9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cod 6634
6904Parke East Blvd. Tampa FL 33610
Date:
November 14,2019
O WABNNG-VeUry Eeslgn peremefersend NEAD NOTES ON Tril AND INCLUDED MrTEKBEFENANCEPAGEMe7V3.1 lWA4I1015BEFONE USE
Design valid for use only with Mgeld) connectors. This design Is based only upon parameters shown. and Is for on individual bustling component, not
��-
a truss system. Before use, the bulltling designer must verify the opplicabilly of design parameters antl properly Incorporate this design Into the overall
building design. Bracing indicated is to buckling Individual truss web and/or chord members only, Additional temporary and permanent bwcing
MiTek'
prevent of
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding me
fobricatlon, storage, delivery, erection and bracing of hums and truss systems, seeANS171P11 CugOy Cetera, DSB49 and SCSI Building Component
69N Parka East Blvd.
Safety mformatlonavalloble from Truss Plate Institute. 218 N. We Street Suite 31Z Alexontlda. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
a
T78fi58338
2136913-PACE-2351
D03
Hip Girder
1
1
Job Reference (optional)
4
Uullaers Ylrsl bourn, Ylam Glty, FL- 32b88, 8.240 S Jul 14 2019 Mr I ek Industries, Inc. I nu NOV 14 U91 d:U1 2U19 Vage 1
ID:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-OCXiIEgRjONA3ZblwfrrkeRkm7bgfh3YMALWY5yJJKO
-1.8.0 22-0 4-a-0 6-8-0 ]-10.9 -a-0 10.8-0 12-8-0 &5- 14. 8M 16-8-0 19-2-0 21A o M&,
• ba-0 22-0 2A-0 2-0-0 1-29 & 20a 2-0-0 3 1Q-9 2 c-0 29: 2-2-0 1-a 0
Scale = 1:50.6
5x6 =
Special
5
Special Spacial
42 43
Special Special
41 44
Special Special Special
7xID1, 40 45 NAILED
7x10 1
6.00 12 NAILED 5x6 4x6 = Special
29 3 4 6 7 30
9IT1�
_!I. 11 31
32
33 34 35
36 37
11
38
39y III
10
5X6 II 13
12
ST1.5x8 STP=
5x6 =
NAILED
NAILED
5XB =
NAILED
5x6 =
NAILED
5x6 =
5.6 II
NAILED
NAILED NAILED
NAILED
NAILED
NAILED
NAILED
2-2-0
7-10-9
3.5 1-7
19-2-0
21-4.0
6.9-o
6-ate
o-�-n
Plate Offsets (X,Y)--
[2:0-2-10,0-0-15], [3:0-4-12,Edge].
[4:0-3-0,0-3-0].
[7:0-4-12,0-0-0],
[8:0-2-10,0-0-151, [10:0-1-0,0-2-41, [11:0-3-0,0-3-01, [13:0-1-8,0-2-01
LOADING (psQ
SPACING- 2-0-0
CSI.
DEFL.
in (too)
Udell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.99
Vert(LL)
-0.12 11-12
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC
0.63
Vert(CT)
-0.2611-12
>979
180
BCLL 0.0
Rep Stress ]net NO
WB
0.32
Horz(CT)
0.05 8
n/a
rVa
BCDL 10.0
Code FBC2017/rP12014
Matrix-SH
Weight: 1671b FT=20%
LUMBER -
TOP CHORD
2x4 SP No.2 *Except*
3-5,5-7: 2x4 SP No.1
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.3
OTHERS
2x4 SP No.3
SLIDER
Left 2x6 SP No.2 2-2-0. Right 2x6 SP No.2 2-2-0
REACTIONS. (lb/size) 2=98910-8-0.8=989/0-8-0
Max Hoe 2=-121(LC 32)
Max Uplift 2=-355(LC 8), 8=-355(LC 9)
Max Grav 2=1086(LC 40), 8=1086(LC 41)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 1-7-8 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 8-2-0 oc bracing.
JOINTS
1 Brace at Jt(s): 4,6
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1801/505, 3-4=-1583/109, 4-6=-1583/109,6-7=-1568/113,7-8= 1798/509,
3.5= 773/335, 5-7=.773/335
BOT CHORD 2-13=-509/1627, 12-13=-518/1617, 11-12=-208/2062, 10-11=-410/1537, 8.10=-401/1548
WEBS 3-12=01829, 7-11=0/818
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are 2x4 MT20 unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=lb)
2=355, 8=355.
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
9) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0. 1 48"x3.25") toe -nails per NDS guidlines.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 76 Ile, down and 41 lb up at
2-5-15, 76 Its down and 41111 up at 5-1-1. 76 to down and 41 lb up at 7-0-12, 76 lb down and 41 lb up at 9-0-12, 67lb down and
31111 up at 10-8-0, 76 Ib down and 41 lb up at 12-3-4, 76Ib down and 41 Ill up at 14-3-4, and 76 lb down and 41 lb up at 16-2-15,
and 76 lb down and 41 lb up at 18-10-1 on top chord. The design/selection of such connection device(s) is the responsibility of
others.
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (13).
LOAD CASE(S) Standard
Walter P. Finn PE ND.22839
MiTek USA, Inc. FL Cod 6634
6904 Parke East Blvd. Tampa FL 3381D
Data;
November 14,2019
AWARNING -VedllydsslgnperaruetenandBEADNOTESONTNISANDNCLUDI:OMREKREFERANCEPAGEMI7479rcx.1GG&VOISBEFOREUSE
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and 8 for on individual balding component, not
a truss system. Before use. the bulltling designer must verify the appllc losllty of design parameters and properly Incorporate this design Into the overall
building tleslgn. Bracing lndicafed is to prevent buckling of IndMtlual truss web and/or chord members only. Additional temporary and permanent bracing
WOW
s always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me
fabrication, storage, delivery, erection and bracing of trusses and huss systems. seeMsvrP11 Quell dv CRoM, DSB49 and BCSI BUIdIng Component
6904 Parke East Blvd.
Safety Wormationovaiioble ham Truss Plate Immune. 218 N. Lee Sheet, Suite 31Z Alexandra. VA 22314.
Tampa FL WB10
Job
Truss
Truss Type
Oly
Ply
T18658338
2136913-PACE-2351
D03
Hip Girder
1
1
Job Reference (optional)
Builders First Source, Plant City, FL- 32566, 8.240 a Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:13:01 2019 Page 2
10:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-OCYjlEgRjONA3ZblvrfnkeRkm7bgfh3YMALWY5yJJK0
LOAD CASE(S)'Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-70, 7-9=-70, 2-8=-20, 3-5=-70, 5-7=-70
Concentrated Coeds (lb)
Vert: 13=35(B) 10=35(B) 29=48(B)30=48(B)
Job
Truss
Truss Type
Only
Ply
T18658339
2136913-PACE-2351
E01
Common Girder
1
2
Job Reference (optional)
Builders First Source, Plant City, FL- 32566, d.z4u a dune zing MIT ek Inousmes, Inc. I nu Nw, w ue: S.02 Late Faye 1
ID:OMGHgVGe6ryE1 YuEMmJmnYy24F-uP54Vah3UhV 1 hjAxIJNM4Hr_7eW _OOzliag534YyJJK7
-1-8-0 3.8-8 N 10.10-8 14&B 18.0.0
3-8-8 3-5.0 1-10.8 1-10.8 3-5-0 3-8-8
6.00 F12
3x4 i
4xIO MT20HS i 4
3
z
2xdLi
77.1 II -
1
4
7x10 =
3.6 II
Bx14MT20HS it
2x4 II
2x4 II
5
7
3x6
B
4xl0 MT20HS C
9
10
16
17 18
19 • i
13
12
11
3T1.5XB ST
1 Ox12 = HTU26
12x14 =
HTU26 3xB II
Bx12 =
HHUS28-2
HTU26
HTU26
HTU26
3-B-B 7.1-B 10-10-8 14-3-e 18-0.0
3-&B 3-5-0 3-9-0 3-5-0 3-B-B
Ib
Scale=1:40.1
Plate Offsets(XY)--
[2:0-0-130-3-101 [2:0-2-110-1-5]
(2:0-3-150-0-01
[10:0-1-50-4-121
rl O:0-10-80-1-51 r10:0-3-150-0-01
[13:0-6-00-6-0]
LOADING (pst)
SPACING- 2-0-0
CSI.
DEFL.
in (too)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.59
Veri(LL)
0.10 12-13
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.41
Vert(CT)
-0.18 12-13
>999
180
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr NO
INS 0.99
Hom(CT)
0.04 10
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 2751b
FT=20%
LUMBER -
TOP CHORD
2x4 SP M 31
BOT CHORD
2x8 SP 240OF 2.0E
WEBS
2x4 SP No.3
OTHERS
2x4 SP No.3
SLIDER
Lett 2x4 SP No.3 2-0-6, Right 2x6 SP No.2 1-10-14
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-0-9 oc pur ins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 10=8860/0-8-0, 2=5438/0-8-0
Max Horz 2=108(LC 12)
Max Uplift 10= 2386(LC 9), 2=-1828(LC 8)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-4=8916/2976, 4-5- 9959/3330, 5-6=-9928/3396, 6-7=-10334/3246, 7-8=-10349/3173,
8-10=1194013403
BOT CHORD 2-14=-2586/7639, 13-14=-2586/7639, 12-13=-2267/7345, 11-12=-2882/10332,
10-11=-2882/10332
WEBS 6-12=-1392/5205,8-12=-1309/217,8-11=-329/1903,6-13=-1777/4219, 4-13=-588/1541,
4-14=-861/301
NOTES-
1) 2-plytruss to be connected together with 10d (0.13l'x3') nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-7-0 Go.
Bottom chords connected as follows: 2x8 - 2 rows staggered at O-M Go.
Webs connected as follows: 2x4 -1 row at 0-9-0 Go.
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 root live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psh BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads.
7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (lt=lb)
10=2386, 2=1828.
9) Use Simpson Strong -Tie HHUS28-2 (22-10d Girder, 8-10d Truss, Single Ply Girder) or equivalent at 7-1-8 from the left end to
connect truss(es) to back face of bottom chord.
10) Use Simpson Strong -Tie HTU26 (20-10d Girder, 11-10dxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max.
starting at 9-0-12 from the left end to 17-0-12 to connect buss(es) to back face of bottom chord.
11) Fill all nail holes where hanger is in contact with lumber.
Waller P. Finn PE No.22839
MiTek USA, Inc. FL Cad 66U
6904 Parke East Blvd. Tampa FL 33810
Date:
November 14,2019
ndard
Q WARNING- Verity design perametan and READ NOTES ON THIS AND INCLUDED MOFK REFERANCE PAGE MII-747d rev. 1dVS,215 BEFORE USE.
Design valld for use only with MOeW connectors. This design Is based only upon parameters shown. and b for on Individual building component, not
a inns system. Before use, the building deggner must verify the applicability of design parameters and properly Incorporate Mh design Into the overall
building design. Bracing Indicated 8 to prevent buckling of lndMdaal hula web and/or chord members only. Additional temporary and permanent bracing MiTek'
Is always required for stability and to prevent collapse with passible personal Injury and properly damage. For general guidance regarding the
fobricanon, storage, delivery, erection and bracing of humps and truss systems, seeANSVIPII Quality CMnb, DS"Is and SCSI Building Component 6904 Parke East Blvd.
Safety Informatbrxmolloble from Truss Plate Institute. 218 N. Lee Street Sulte 311 Alexandria, VA 22314. Tampa, FL 33610
Job
Truss
Truss Type
Of
Ply
ply
T78fi58339
2136913-PACE-2351
E01
Common Girder
1
2
Job Reference o tional
Builders First Source, Plant City, FL- 32566, 8.240 a Jul 142019 MiTek Industries, Inc. 1 nu Nov 14 09:13:02201V Page 2-
ID:OMGHgVGefiryEt YUEMmJmnYyfZ4F-uP54Vah3UWl hjAxU NM4Hr_?eW _OCzlieg534YyJJK?
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1,25
Uniform Loads (plf)
Vert: 1-6= 70, 6-10=-7Q 2-10l
Concentrated Coeds (lb)
Vert: 12=-1788(B) 13=-3456(B) 16=-1788(B) 17=-1788(B) 18=1891(B) 19=-1891(B)
QWARNING-IN'Hydeelgnparamefersam READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473nn, 10032015 BEFORE USE.
Design valid for use only wlm MOek0 connectors. This design Is based only upon parametersshown. and Is for on Individual bulltling component, not
a truss system. Before use, the bulltling designer mug verity Me appliccbllity of design parameters and properly Incorporate iha desgn Into the overall
building design Bracing Indicated b to prevent buckling of IndNltlual truss web and/or chord members or 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
fabrlcation, storage, delivery, erection and bracing of trusses and truss systems seeANSVIP11 QuillCreedal DSBd9 and BCSI Building Component
eBob Page East Blvd.
Safety Informatio ovolloble from Truss Plate Insfil 218 N. Lee Street Sure 312, Alexandria. VA 22314.
Tampa. FL East0
Job
Truss
Truss Type
Oty
Ply
a
T78658340
2136913-PACE-2351
E02
Common
f
1
LbR.frence
(optional)
Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MITek Industnes, Inc. Thu Nov 14 09:13:03 2019 Page 1
ID:QMGHgVGe6ryE1 YuEMmJmnYy24F-MbfSjwihF7eultk814tJp3W79wGl7dmrpUgdc—yJJK-
-1-8-0 4-7-12 9-0-0 13.4-4 18-0-0
7-&0 4-7-12 4-0.4 4-44 4-7-12
2x4
Scale = 1:35.5
4.6 =
ST1.5x8 STP = 5xB = ST1.5x8 STP =
Id
Plate Offsets (X Y)—
[2:0-1-13 0-3-101 [6:0-2-14 0-1-6]
[6:0-1-13 0-3-10] [7:0-" 0-3-101
[89-4-0 0-3-0] [9.0-3-6 0-0-61 [9:0-0-00-3-101
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.80
Ven(LL)
0.14
8
>999
240
MT20 244/19D
TCDL 15.0
Lumber DOL 1.25
BC 0.69
Ved(CT)
-0.25
8-9
>831
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.17
Horz(CT)
0.03
7
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 86 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.1 'Except' TOP CHORD
4-6: 2x4 SP No.2
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No.3 *Except'
2-9,6-7: 2x8 SP 240OF 2.0E
OTHERS 2x4 SP No.3
REACTIONS. (Ib/size) 7=776/0-8-0, 9=923/0-8-0
Max Horz 9=116(LC 16)
Max Uplift 7=-216(LC 13), 9= 279(LC 12)
FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1091/1169, 3-4=-848/914, 4-5=-850/964, 5-6=-1120/1241, 2-9=827/1080,
6-7=-675/851
BOT CHORD 8-9=-908/873, 7-8=-945/914
WEBS 4-8=-378/434, 5-8=-258/554, 3-8= 213/498
Structural wood sheathing directlyapplied or4-7-5 oc puriins,
except end verticals.
Rigid ceiling directly applied or 5-5-12 oc bracing.
NOTES-
1) Unbalanced roof live loads have been Considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCp1=0.18; MW FRS (envelope) and C-C Corner(3) -1-7-3 to 4-5-15, Exterior(2) 4-5-15 to 9-0-0, Comer(3) 9-M to 15-0-0,
Extedor(2) 15-0-0 to 17-8-6 zone; Cantilever 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 pat bottom chord live load nonconcuvent with any other live loads.
4) ' This tmss 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 tit 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 joints) except Ut=lb)
7=216,9=279.
Walter P. Finn PE No12839
MiTek USA, Inc. FL Cad 6634
8904 Parke East Blvd. Tampa FL 33610
Data:
November 14,2019
,&WARNING-Vedrydesignpemmetem and READNOTES ON THIS AND INCLUDED MREKREFERANCE PAGE 14IF7473mv. IaV3,2015 BEFORE USE
Designvalid for use only withMlh Rek®connectors. b design Is based only upon parameters shown, and Is for an Individual building component, not
a hum system. Before use, me building designer must verify the applicability of design porometersand properly Incorporate MIs design Into me overall
Individual truss web members only. Additional temporary and permanent bracing
M]Tek*
building design. Bracing Indicated Is to prevent buckling of and/or chord
Is always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems. s00ANsVTPl1 CualNy Cetera, DSB419 and BCSI Bu9dhD Component
6904 Perko East Blvd.
East
Safety lnformationavolloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 31Z Alexandria VA 22 14.33610
Tempe. FL
Job
Truss Type
Ory
PlyT786583412136913-PACE-2351
Truss,
03
Hip Girder
1
1
Job Reference (optional)
Builders First Source, Plant City, FL- 32566, - 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:13:042019 Page 1
ID:OMGHgVGe6ryE1 YuEMmJmnYyIZ4F-gnOgwFjJOJmlwl JKboOYMG3HnKd5s3T72BaA70yJJJz
11-0-0 14-5.0 1&0.0 19.8.0
4-0-0 3-5-0 3-7-0 1-8-0
2x4
Special Special
4x6 =
NAILED 46 -
4 14 5
5xe I 2x4 II '- _ 2x4 II
THJA26 NAILED THJA26
Scale = 1:38.0
x4 II Ira 0
LOADING (psi)
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017/rP12014
CSI.
TC 0.87
BC 0.59
WB 0.21
Matrix-SH
DEFL. in
Ven(LL) 0.09
Vert(CT) -0.12
Horz(CT) 0.04
(loc) Well Ud
11 >999 240
11 >999 180
7 n1a n/a
PLATES GRIP
MT20 244/190
Weight: 103 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.1 'Except'
TOP CHORD
Structural wood sheathing directly applied or 2-7-9 oc pudins.
4-5: 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 7-9-2 oc bracing.
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
SLIDER Left 2x4 SP No.33-9-15, Right 2x4 SPNo.33-9-15
REACTIONS. (lb/size) 7=1640/0-8-0,2=1640/0-8-0
Max Horz 2- 85(LC 25)
,
Max Uplift 7=-708(LC 9). 2=-708(LC 8)
FORCES. (III) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-2480/1116, 4-5=-2090/1018, 5-7= 2480/1116
BOT CHORD 2-11=-886/2072, 9-11=-888/2090, 7-9= 884/2072
WEBS 4-11=-100/549, 5-9=-100/549
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsY h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and fight exposed: Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconCUment 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 joints) except (jt=1b)
7=708,2=708.
7) Use Simpson Strong -Tie THJA26 (THJA26 on 1 ply, Left Hand Hip) or equivalent at 7-0-6 from the left end to connect truss(es) to
front face of bottom chord.
8) Use Simpson Strong -Tie THJA26 (THJA26 on 1 ply, Right Hand Hip) or equivalent at 10-11-10 from the left end to connect truss(es)
to front face of bottom chord.
9) Fill all nail holes where hanger is in contact with lumber.
10) 'NAILED" Indicates 3-1 Od (0.148'x3') or3-12d (0.148'x3.25') toe -nails per NOS guidlines.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 305 lb down and 339111, up at
7-0-0, and 305 lb down and 339 lb up at 11-0-0 on top chord. The design/selection of such connection device(s) is the
responsibility of others.
12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
Walter P. Finn PE No.22839
MiTek USA Inc. FL Cadfi634
LOAD CASE(S) Standard
69H Parke East Blvd. Tampa FL 33610
Date:
November 14,2019
Q WARNING -Vc HfVd4s/1n1arametersend READNOTES ON MIS AND INCLUDED MMEKREFERANCE PAGE MIF74YJre, 10,1532015BEFORE USE
Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, antl Is for an Individual building component, not
a truss system. Before use, the bulltling designer must verify the applicability of tleslgn 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 requlred for stability and to prevent collopse with possible personal Injury and property damage. For general guidance regarding the
fobrlcatlon, storage, delivery, erection and brocing of trusses and truss systems, seeANSUIPi1 Quality Criteria, DSB-69 and SCSI Building Component
6904 Parka East Blvd.
Safety Infotmatbmvalloble from Truss Plate Institute. 218 N. We Street Suite 312. Alexandria, VA U314.
Tempe, FL 33610
Job
Truss
Truss Type
Oty
Ply
T18658341
2136913-PACE-2351
E03
Hip Girder
1
1
Job Reference o tional
Builders First Source, Plant City, FL-32566, 8.240s Jul142e19mileKinausines,Inc. Inu Nov1409:i3:042Oia ragee
I D:OMGHgV Ge6ryE1 YUEMmJmnYyfZ4F-gnDgwFIJOJmlw1 JKboOYMG3HnKd5s3T726aA7OyJJJz
LOAD CASE(S)'Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 14=-70, 4-5=-70, 5-8=-70, 2-7=-20
Concentrated Loads (lb)
' Vert: 4=-258(F) 5=258(F) 11= 362(F) 9=-362(F) 14=-160(F) 15— 50(F)
Job
Truss
Truss Type
Oty
Ply
"
T18658342
2136913-PACE-2351
E.12
Jack -Open
5
1
Job Reference (optional)
builders rim source, right urry, rL- d2bbb,
2
I
a.zau s dui 14 emu mi i ex mousmes, Inc. mu Nov 14 uu:la:uo emu rage
ID:OMGHgVGe6ryE1 YuEMmJmnYyfZ4FJSD7bkmcucYBuW 9VvnuUbV Vk5W bZz8HoJkgtyJJJy
Nz-gHg
LOADING (psi)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Wall
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.68
Vert(LL)
0.00
4-5
>999
240
TCDL 15,0
Lumber DOL
1.25
BC 0.13
Vert(CT)
0.00
4-5
>999
180
BCLL 0.0
Rep Stress ]nor
YES
WS 0.00
Horz(CT)
0.00
3
n/a
n1a
BCDL 10.0
Code FBC2017/TPI2014
Matrl
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x6 SP No.2
OTHERS 2x4 SP No.3
Scale =1,n.s
PLATES GRIP
MT20 244/190
Weight: 12 lb FT=20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=274/0-8-0, 3=21/Mechanical, 4_ 9/Mechanical
Max Harz 5=79(LC 12)
Max Uplift 5— 88(LC 12). 3=-31(LC 12), 4=-9(LC 1)
Max Grav 5=274(LC 1), 3=24(LC 19), 4=21(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-230/567
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever 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 psi 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-" tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4.
Walter P. Finn PE No.22839
MRek USA, Inc. FL Celt 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 14,2019
QWARNING-Verity des/pnparermfersendREAONOTES ON Mrs,41NOINCLUOEO MREKREFEFANCEPAGEMR74nrev. 10d1134015BEFORE USE
Design valid for use only wiln MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual tiuHding component, not
a muss system. Before use, the building designer must verity the oppllcabliny of tleslgn parameters and properly Incorporate this design Into the overall
bulldingd9slgn. Bracing thdicatadIstoprevent buckling oflndlvidualtrussweb and/or chord members only. Additional temporary end permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldcnce regarding the
fabricollon, storage, delivery, erection and bracing of musses and hum systems, weANSURII Quid Chub, DSB49 and Ill Building Component
69N Parke East BNd.
Safety Informationalfrom Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexantlrio. VA 22114.
Tampa, FL 3361 D
Job
Truss
Truss Type
y
PlyT18fi583432136913-PACE-2351
EJ3
JACK -OPEN
f)"
1
Job Reference (optional)
Builders First Source, Plant City, FL - 32566, 6.240 s Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:13:06 2019 Page 1
I D:QMGHgVGe6ryE1 YuEMmJmnYyfZ4F.nALbLxkaYwOT9KTj)DQORhe1HBPJKODHVSSHCJyJJJx
-1-1-0 2-2-0
1.8.0 2-2.0
Scale=1:11.9
Plate Offsets (X Y)-
15.0-5-00-2-81
LOADING (pso
SPACING- 2-0-0
CSI.
DEFL.
in
(too)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.74
Vert(LL)
0.00
4-5
>999 _
240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.16
Vert(CT)
0.00
4-5
>999
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Hom(CT)
0.01
3
1
Na
BCDL 10.0
Code FBC2017/TP12014
Matrix-R
Weight: 1311b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x8 SP 240OF 2.0E BOTCHORD
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 5=285/0-8-0, 3=23/Mechanical, 4=-12/Mechanical
Max Ho¢ 5=82(LC 12)
Max Uplift 5=-91(LC 12), 3=-33(LC 12), 4=-12(LC 1)
Max Grav 5=285(LC 1), 3=26(LC 19), 4=20(LC 3)
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-237/581
Structural wood sheathing directly applied or 2-2-0 oc puffins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed fora 10.0 part 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-M wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss totruss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 3, 4.
Walter P. Finn PE No.22839
MiTek USA Inc. FL Cad 6634
8904 Parke East Blvd. Tampa FL 33610
Data:
November 14,2019
,OWARNING -Verlry Eeslgnperemelersend HEAD NOTES ON MIS AND INCLUDED MREKREFERANCEPAGEMX74T5mv. 10/032015 BEFORE USE.
Design valid for use only with MOelw connociors. This tleslgn Is based only upon parameters shown, and Is for on IndiNdual bullding component, not
a truss system. Before use. the bullding designer must vei the applicalAny of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual muss web cri chord members only. Additional temporary and permanent bracing
MiTek'
Is always reaulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPll GualNv Ciffi Di and BCBI Building Component
6904 Parke East Blvd.
ParkeEast B
Safely Infoenattonava0able from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314.
Tam a,
P
Job
Truss
Truss Type
Of y
Ply
T18658344
2136913-PACE-2351
EJ4
Jack -Open
2
1
Job Reference (optional)
Builders First Source, Plant Gity, FL- 32566,
d.24U S JUl 142U1a MI I eK Inau5lnes. Inc. nU NOV 14 Ue:131Vt12Ula regal
51B II
LOADING (psQ
SPACING•
2-0-0
CSI.
OEFL.
in
(lac)/tlefl
Utl
TCLL 20.0
Plate Gdp DOL
1.25
TC 0.68
Vert(LL)
0.08
4-5
>573
240
TCDL 15.0
Lumber DOL
1.25
BC 0.55
VerICT)
0.08
4-5
>619
180
BCLL 0.0 '
Rep Stress ]nor
YES
WB 0.00
Horz(CT)
-0.03
3
n/a
Na
BCDL 10.0
Code FBC2017/TPI2014
Matrix-R
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4 SP No.2
WEBS
2x6 SP No.2
OTHERS
2x4 SP No.3
REACTIONS. (lb/size) 5=339/0-8-0, 3=114/Mechanical, 4=39/Mechanical
Max Horz 5=136(LC 12)
Max Uplift 5=-120(LC 8). 3= 92(LC 12), 4— 53(LC 9)
Max Grav 5=339(LC 1). 3=114(LC 1), 4=73(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-5=-297/627
Scale-1:17.2
PLATES GRIP
MT20 244/190
Weight: 191b FT=20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc pudins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsh h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever 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 D0L--1.60
2) This Imes 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 36-0 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 100lb uplift at joints) 3, 4 except (jt=lb)
5=120.
Walter P. Finn. PE No22839
MTek USA, Inc. FL Cart SOU
6994 Parke East Blvd. Tampa FL 33610
Data:
November 14,2019
Q WARNING -Vadly Eesi9a Peramehrsaad READ NOTES ON TNISAND INCLUDED MmEKREFERANCEPAGEM147473hV. 70AM12015BEFORE USE.
Design valid for use only with MT900 connectors. fits design Is based only upon parameters shown, and Is for an Indvidual building component, not
��-
a hum system. Before use. the bUldhg designer must verity the applicability of desgn parameters and properly Incorporate ihb design Into the overall
building design. Bracing Indicated Is to buckling of Individual hum web and/or chord members onty. Additional temporary antl permanent bracing
MiTek'
prevent
Is always required for stablity and to prevent collcpse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage. delivery, erectlon and bracing of trusses and muss systems, seeANSVTPll Quoin y Crtl DSM9 and BCSI Buld ar; Component
6904 Palle East Blvd.
Safety Info rnotionavallable from Truss Plate Insfltuto, 218 N. Lee Sheet Suite 312, Alexontlrlo, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
T78658345
2136913-PACE-2351
EJ5
Jack -Open
12
1
Job Reference o Sonal
Builders First Source, Plant City, FL- 32560,
6.24U a JU1 14 2U19 MI I ex Inaaelrlee, IOC. I nU N0V 14 UU:1 J:1 U 2Ul U
2x
1
5x8 II
ST1.Sxa STP=
Scale - 1:21.5
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL.
in
(too)
Wall
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.92
Ven(LL)
0.16
4-5
>348
240
MT20 . 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.80
Vert(CT)
0.15
4-5
>376
180
BCLL 0.0 '
Rep Stress that YES
WB 0.00
Horz(CT)
-0.06
3
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matdx-R
Weight: 21 Ito FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x6 SP No.2 BOT CHORD
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 5=365/0-M, 3=137/Mechanical, 4=50/Mechanical
Max Harz 5=152(LC 12)
Max Uplift 5=-127(LC 8), 3=-108(LC 12), 4=-62(LC 9)
Max Gray, 5=365(LC 1). 3=137(LC 1), 4=87(LC 3)
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-5=-321/665
Structural wood sheathing directly applied or 1-4-12 oc pudins,
except end verticals.
Rigid ceiling directly applied or 8-7-2 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corri -1-7-3 to 4-4-13, Extedor(2) 4-4-13 to 4-11-4 zone; cantilever left and right
exposed ; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 psi 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 1001b uplift at joint(s) 4 except (jt=lb)
5=127, 3=108.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 14,2019
O WARNING. Verllydasiam Pemmelerzend READ NOTES ON THIS AND INCLUDED MREKItEFERANCEPAGEMII.7473 rev. 1011=015BEFOREUSE.
Design vclld for use only with MITekG connectors. this design Is based only upon parameters shown, and Is for on Individual bullding component, not
a truss system. Before use, the bueding designer must verity the applicability of design parameters and property Incorporate Mus design into the overall
building design. Bracing Indicated Is to prevent bucking of Individual muse 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 generol guidance regarding the
fabrication storage,delivery, erection and bracing of trusses and truss systems, seeANSVIPl1 Cult CabM,DSB.89 and SCSI Bultlhp Component
6904 Parke East Blvd.
Safety Infomratbrn ralloble from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria. VA 22 14.
pe,rk
T�33610
Job
Truss
Thus Type
Oly
Ply
T78658346
2136913-PACE-2351
EJ7
JACK -OPEN
20
t
Job Referenceo tianal
Builders First Source, Plant City, FL-32566, 6.240 s Jul 14 2019 MI I eK Inaustnes, Inc. Thu Nov 14 09:13:11 zula rage 1
ID:GMGH9VGe6ryE1 YuEMmJmnYyIZ4F-788UOfoiNSel G6MgVmOBBIrKh9DL?GS1 fjm2tW yJJJB
a-6-0 7-0.0
1-e-o 7-0.0
2x
3.8 II
Scale = 1:23.6
LOADING (psQ
SPACING- 2-0-0
CSI.
DEFL.
in
(too)
VcleN
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.64
Vert(LL)
0.13
2-5
>643
240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.61
Verr(CT)
.0.17
2-5
>490
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(CT)
-0.04
4
Na
n/a
BCDL 10.0
Code FBC2017fFP12014
Matrix-SH
Weight: 36111, FT=20%
LUMBER -
TOP CHORD 2x4 SP M 31
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
SLIDER Left 2x6 SP No.23-11-7
REACTIONS. (lb/size) 4=230/Mechanical, 2=437/0-8-0, 5=70/Mechanical
Max Horz 2=207(LC 12)
Max Uplift 4=-169(LC 12). 2=110(LC 12)
Max Gmv 4=230(LC 1), 2=437(LC 1). 5=116(LC 3)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directlyapplied or 6-0-0 oc purilns.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-7-3 to 4-4-13, Exterior(2) 4-4-13 to 6-11-4 zone;C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 pat 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-M wide
will fit between the bottom chord and any other members. ,
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
4=169,2=110.
Walter P. Finn PE No.22939
MiTek USA, Inc. FL Cad 6834
6994 Parke East Bind. Tampa FL 33610
Data:
November 14,2019
QWARNWG- Verhydeslgnpammetemand READ NOTES ON TN/SAND INCLUDEDMarEKBEFEBANCEPAGEMU7V3W.. iam"D15BEFOFE USE
Design valid for use oNywnh MaeM cannectors. This design Is based only upon parameters shown, and Is for an Individual bulding component, not
a truss system. Before use, the building designer must verify the opplicablliry of tleslgn parameters and properly Incorporate Mls tleslgn Into the overall
building design. Bracing lndlCated is to prevent buckling of Indlvldual truss web and/or chord members only, Additional temporary and permanent bracing
MiTek'
Is always real for Stall lllfy and to preventcollapse with possible personal injury and property damage. For general guidance regarding the
fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality Create, DSB49 and BCSI Building Component
6904 Parke East Blvd.
Sally InformaBenavaacble from Truss Plate Insfil 218 N. Lee Street. Suite 312. Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
City Ply
I
T78658347
2136913-PACE-2351
EJ21
Jack -Open
2 1
Jab Reference (optional)
Builders First Source, Plant City, FL-32566,
axe
8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:13:06 2019 Page 1
ID:OMGHgVGe6ryE1 YuEMmJmnYy24F-nALbLldcaYwOT9KTjIDOORheeo8P3KODH VS3HCJyJJJx
LOADING (pst)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)/dell
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.78
Vert(LL)
0.00
4-5
>999
240
TCDL. 15.0
Lumber DOL
1.25
BC 0.17
Vert(CT)
0.00
4-5
>999
180
BCLL 0.0 '
Rep Stress Incr
YES
W B 0.00
Horz(CT)
0.01
3
n/a
Na
BCDL 10.0
Code FBC2017/TP12014
Matrix-R
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x6 SP No.2 BOT CHORD
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 5=294/0-8-8, 3=19/Mechanical, 4=-12/Mechanical
Max Ho¢ 5=77(LC 12)
Max Uplift 5=-116(LC 8), 3=-29(LC 12), 4=-12(LC 1)
Max Grav 5=294(LC 1), 3=19(LC 19), 4=22(LC 8)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-5_ 246/618
Scale = 1:11.3
PLATES GRIP
MT20 244/190
Weight: 12 lb FT=20%
Structural wood sheathing directly applied or 2-1-6 oc pur ins,
except end verticals.
Rigid ceiling directly applied or 10-M oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psh h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psi 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-M wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss td truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb)
5=116.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 14,2019
,&WARNING -Verify deslgnparemerersand READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEMIF7473mv. 10011201511EFOREUSE
Design volld for use only wlih MReka➢ connectors. This design b bosed only upon parameters shown, and Is for an Individual butting component, not
a thus system. Before use, the building designer must verify the appllcoblllty, of design porometors 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. Addiional temporary and permanent bracing
MiTek'
Is always required for Mobility and to prevent collapse with possible personal lnlwy and property damage. For general guidance regording the
storage, delivery, erection and bracing of trusses and truss systems. sooANSUB41 Quality Ciliate, DSSd9 and SCSI Building Component
e904 Parke Eest Blvd.fcbrlcatlon,
Safety Infomsatbnavallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
T
2136913-PACE-2351
EJ31
Jack -Open
3
1
t
Job Reference (optional)
Builders First Source, Plant City, FL- 32566,
3x8 II
8.240s Jul14201UMilekindustnes,Inc. 111UN0V14UU:1J:V!2U1U rage1
I D:OMGHgVGe6ryE1 YuEMmJmnYy24F.FMuzYHICJ EBJnU2vGwxF_vtlxp)gE3TTRk6ogklyJJJw
Scale=1:14.0
2-17-D
LOADING (pso
SPACING- 2-0-0
CSI.
DEFL
in
(too)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.31
Vert(LL)
0.02
3-4
>999
240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.30
Vert(CT)
0.02
3-4
>999
180
BCLL 0.0 '
Rep Stress [nor YES
We 0.00
Horz(CT)
-0.02
2
tVa
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matdx-R
Weight: 10111 FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x6 SP No.2 BOT CHORD
REACTIONS. (lb/size) 4=118/0-7-0, 2=84/Mechanical, 3=35/Mechanical
Max Hom 4=65(LC 12)
Max Uplift 4=-45(LC 9), 2=-66(LC 12), 3=-39(LC 9)
Max Grav 4=118(LC 1), 2=84(LC 1), 3=52(LC 3)
FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
Structural wood sheathing directly applied or 2-11-0 oc puffins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=5.Opsf; h=1Sit; Cat. II; Exp C; Encl..
GCpi=0.18: MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ; porch left and fight exposed;C-C for
members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gfip 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 beading plate capable of withstanding 100111 uplift at joint(s) 4, 2, 3.
Walter P. Finn PE No.22839
fdiTek USX Inc. FL Ced 6634
SS04 Parke East Blvd. Tampa FL 33610
Date:
November 14,2019
Q WARNING-Vldfydeegnparemete..Od RF DNOTES ON TNISANDINCLUDED MREKREFERANCEPAGEMIFy4Ydmv. lWad,2015BEFOREUSE
Design valid for use only with MnekeD connectors. This design Is based only upon parameters shown and a for an holvidual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters antl properly Incorporate this design Into the overall
bullding design. Broong indicated is to buckling Individual truss web and/or chord members only. Addltlonal temporary and permanent bracing
M!Tek'
prevent of
Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidonce regarding the
fabrlectlon, storage, delivery, erection and bracing of trusses and huss systems, seeANspiPU Guoldv Criteria. D5049 and EC51 Building Component
69" Parke East Blvd.
Safety Informatbrsavoeable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312 Alexandra. VA22 14.
Tampa, FL 33610
Job
Truss
Truss Type
Cry
Ply
T18658349
2136913-PACE-2351
EJ41
Jack -Open
1
1
Jab Reference (optional)
ouuoar9 nrsl source, rlaru Illy, rr-- Jzaoo,
ST1
3.8 II
r ayo ,
ID:OMGH9VGe6ryE1 YuEMmJmnYyfZ4F-IZSLmdmg4XGAPed5gdTU W 6D_Hxy2owjazlYOGByJJJv
LOADING (psf)
SPACING-
2-0-0
CS'.
DEFL.
in
(lac)
Veal
Ud
TIC 20.0
Plate Grip DOL
1.25
TC 0.78
Vert(LL)
0.11
3-4
>430
240
TCDL 15.0
Lumber DOL
1.25
BC 0.71
Vert(CT)
0.10
3-4
>463
180
BOLL 0.0
Rep Stress Incr
YES
WB 0.00
HOrz(CT)
-0.05
2
n/a
n/a
BCDL 10.0
Code FBC2017frP12014
Matrix-R
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x6 SP No.2 BOT CHORD
REACTIONS. (IWsize) 4=182/0-8-0, 2=128/Mechanical, 3=54/Mechanical
Max Horz 4=100(LC 12)
Max Uplift 4=-76(LC 9). 2=-98(LC 12), 3=-57(LC 9)
Max Gmv 4=182(LC 1), 2=128(LC 1), 3=79(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1:17.2
PLATES GRIP
MT20 244/190
Weight: 151b FT=20%
Structural wood sheathing directly applied or 4-4-0 oc pudins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; Cat..11; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ; porch left and right exposed;C-C for
members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 4, 2, 3.
Walter P. Finn PE No.22839
MRek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Data:
November 14,2019
Q WARNING. Vedlydesignparameem and READ NOTES ON MIS AND/ NCLUDEDMIIEKREFERANCE PAGE M5-14"mv. 160ai BEFORE USE
Design valid for use only with MRek® connectors. This design Is based only upon parameters shown. and Is for on Individual building component, not
a Muss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design Bracing indicated is to buckling of lndlvldual huss web and/or chord members only. Addmonal temporary and permanent bracing
MiTek-
prevent
isalways required for stobelty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fab0cotlon, storage, delivery erection and bracing of trusses and truss systems, seeANSUfPO Qua11MMyy Cmeda, DSB-09 end Best Building Component
6904 Parke East Bind.
Safetymformalbrgvalloble from Truss, Plate Institute. 218 N. Lee Sheet, Suite 312 Alexandria VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
'
T78658350
2136913-PACE-2351
EJ42
Monopitch Girder
1
1
Job Reference (optional)
Builders First Source, Plant City, FL - 32566,
8.240 s Jul 14 2019 MiTek Industnes, Inc. Thu Nov 14 09:13:09 20
ST1.fo8 STP = 2x4 11
3x4 =
Scale=1:17.2
LOADING (psp
SPACING- 2-0-0
CSI.
DEFL
in
(loc)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.35
Vert(L-)
0.03
1-3
>999
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.46
Vert(CT)
-0.03
1-3
>999
180
BCLL 0.0 '
Rep Stress [nor NO
WE 0.00
Horz(CT)
0.00
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
Weight: 221b
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
WEDGE
Left: 2x4 SP No.3
REACTIONS. (lb/size) 3=391/Mlechanical, 1=362/0-8-0
Max Horz 1=119(LCB)
Max Uplift 3=-246(LC 5), 1=-176(LC 5)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Structural wood sheathing directly applied or4-4-0 oc puffins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f; Cat. II; Exle C; Encl.,
GCpi=0.18; MW FRS (envelope); cantilever left and Fight exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 pet 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 10016 uplift at joint(s) except Qt=lb)
3=246, 1=176.
6) Use Simpson Strong -Tie LUS24 (4-10d Girder, 2-1Od Truss, Single Ply Girder) or equivalent at 2-4-12 from the left end to connect
trusses) to back face of bottom chord.
7) FIII all nail holes where hanger is in contact with lumber.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B).
LOAD CASE(S) Standard
1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-2=-70, 1-3=-20
Concentrated Loads (lb)
Vert: 4=-407(B)
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cad 6634
9904 Parke East Blvd. Tampa FL 33810
Date:
November 14,2019
,&WARNING-Veflry deslgnparameters and HEAD NOTES ON THIS AND INCLUDEOM?EKNEFERANCE PAGE MI4747J., 1019a20156EFORE USE.
Design volld for use only with MBeM connector. This design Is based only upon parameters shown, and Is for an IndivlduaI bulltling component, not
a huss system. Before use, the bulltling designer must verity the appllcobllity of design parameters antl properly Incorporate this clesign Into the overall
building deslgn.Broaetg Indicated b to prevent buckling of lntlMduol truss web and/or chord members only. Additional temporary and permanent bracing
M(Tek
Is alwoys requlred forstabilly and to prevent collapse wait possble personal Injury and property damage. For general guidance regarding the
fabrication storage, delivery, erection and bracing of trusses and truss systems seeANSVIPll QUT2 CMnb, DSB49 and ICSI MdYsp Component
6904 Pella East BNd.
Barely Inforimlbrpvolloble from Truss mate Institute, 218 N. Lee Sheet Suite 312. Nexanddo, VA 22 14.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
`
T78658351
2136913-PACE-2351
EJ51
Jack -Open
6
1
Job Reference (optional)
builders First source, Plant Glty, FL-32566,
e24U a JUI 14 zul s MI I eK
mc. Inu Nov14uu:13:112U1e rage
LOADING (psQ
SPACING•
2-0-0
CSI.
DEFL.
in
(loc)
I/dell
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.68
Vert(LL)
0.05
6
>999
240
TOOL 15.0
Lumber DOL
1.25
BC 0.44
Vert(CT)
-0.05
5-6
>999
180
BCLL 0.0 '
Rep Stress Inc r
YES
WB 0.00
HDrz(CT)
0.02
5
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-R
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP N0.2 *Except*
6-7:2x4 SP No.3 BOT CHORD
WEBS 2x6 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 8=383/0-8-0, 4=122/Mechanical, 5=76/Mechanical
Max Holz 8=152(LC 12)
Max Uplift 8=-89(LC 12), 4=-86(LC 12), 5= 13(LC 12)
Max Grav 8=383(LC 1).4=122(LC 1), 5=110(LC 3)
FORCES. (lb) -Max. Comp✓Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-8=-350/650
Scale-1:18.9
PLATES GRIP
MT20 2441190
Weight: 25lb FT=20%
Structural wood sheathing directly applied or 5-0-0 oc pudins,
except end Verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=S.Opsf; h=15ff; Cat. II; Exp C; Encl.,
GCpi=0.18: MW FRS (envelope) and C-C Comer(3) -1-7-3 to 4-4-13, Extedor(2) 4-4-13 to 4-11-4 zone; cantilever 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 nonconcument with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 4, 5.
Walter P. Finn PE No.22839
Wrek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Bate:
November 14,2019
Job
Truss
Truss Type
Ply
' '
T78658352
2136913-PACE-2351
G01
Half Hip
�Qty
1
1
Jab Reference (optional)
eunaers hrst source, ream uny, I-L- denbo,
o.c'u s ew r r m 1 u nn i en nmusmes, mu. nth rvvv rr w...... —.
4x6 = 3x4 = Scale=1:30.1
2 3
3x4 11 ST1.5xB STP =
3x4 =
LOADING (psQ
TCLL 20.0
TCDL 15.0
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 0.87
BC 0.51
We 0.32
Matrix-SH
DEFL. in
vat I(0.12
Ven(CT) -0.22
Horz(CT) -0.01
(lac) Udell Ud
5-6 >78D 240
5-6 >428 180
4 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 49 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 6-7-13 oc bracing.
REACTIONS. (lb/size) 4=35210-6-0, 6=352/0-5-8
Max Horz 6=170(LC 12)
Max Uplift 4=-162(LC 12), 6=-63(LC 12)
FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-6=-260/202
BOTCHORD 5-6=653A13
WEBS 2-5=-193/447, 1-5=-342/576
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15N; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-1-12 to 6-1-12, Interiar(1) 6-1-12 to 7-0-0, Extedor(2) 7-0-0 to 7-11-12 zone;
cantilever left and right 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 pending.
3) This truss has been designed for a 10.0 list 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb)
4=162.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cod BB34
6904 Parke East Blvd. Tampa FL 33B10
Date:
November 14,2019
A WARNING- Isedfy doses. parameter sand BEAD NOTES ON TN/SANOINCLUOEOMNEKBEFEMNCEPAGEM674M.re.. 16M32015BEFOBE USE
Design valid for use any with MBeke connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not
��-
a truss system. Before use, me building designer must verify the appllcabllity of design parameters and properly Incorporate this design Into the overall
building tleslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. AddlHonal 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 muss system£ seeANSU1P11 Q"T Criteria. DSB4l9 and BC81 buldlrp Componr nl
6904 Parke East Blvd.
Safely mfor na6mravollable from Truss Plate Institute, 218 N. Lee Street Suite 31Z Alexandria. VA 22114.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
T18fi56353
2136913-PACE-2351
G02
Hip
1
1
Job Reference (optional)
Builders Fust Source, Plant City, FL- 32566, 6.24U S JUI 14 zule Nil eK mousuies, Inc. Thu Nov 19 09: i3:1J 20Iv rage i
ID:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-4W GEpKgzu4uTVPV3dB2fDAxwKyhgTBCJ61 F9yPyJJJq
i 2x4
1
46 =
3x4 = 4xe =
4 5 6
.. 3x4 = a. — 3x4 =
axe II
Scale = 1:41.2
x4 II
LOADING (psf)
TCLL 20.0
TCDL 15.0
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 0.44
BC 0.62
WB 0.18
Matrix-SH
DEFL,
Vert(LL)
Vert(CT)
Horz(CT)
in (loc) Vital L/d
-0.10 10-12 >999 240
-0.2310-12 >999 180
0.04 8 Na n/a
PLATES GRIP
MT20 244/190
Weight: 111 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 4-11-3 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD Rigid ceiling directly applied or 7-1-9 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
SLIDER Left 2x6 SP No.2 3-3-14, Right 2x6 SP No.2 3-3-14
REACTIONS. (Ib/size) 2=1020/0-8-0, 8=1020/0-8-0
Max Horz 2=-74(LC 10)
Max Uplift 2=-266(LC 12), 8=-266(LC 13)
FORCES. f la) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-4=-1424/806, 4-5=-1155/808, 5-6=-1155/808, 6-8=-1424/806
BOT CHORD 2-12=-510/1141, 10-12=-664/1351, 8-10=-516/1141
WEBS 4-12=-87/371, 5-12=-322/243, 5-10=-322/243, 6-10=-87/371
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-7-3 to 4-4-13, Interior(1) 4-4-13 to 5-10-8, Extedor(2) 5-10-8 to 21-9-3 zone;
cantilever 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 pending.
4) This truss has been designed fora 10.0 pat bottom chord live load nonconcument with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 61=11h)
2=266, 8=266.
]d
Walter P. Finn PE No,22838
MiTek USA, Inc. FL Cad GEM
6904 Parke East Blvd. Tampa FL 3361 D
Date:
November 14,2019
Q WARNING.Vedfydeelgnpemmerm=dFEADNOTES ON MNANDWCLUDEDM KREPEBANCEPAGEMIP74 mv. 104M2015BEFORE USE
Design valid for use only with MOO connectors. Phiscosign is based only upon parameters shown, and is for on Individual building component, not
a buss system. Before use, the bulltling designer mustver0y the applicability of design parameters and properly Incorporate this tleslgn Into the overall
building design. Bracing Indicated is to buckling Individual truss web chord members only. Additional temporary and bracing
Welk'
prevent of and/or permanent
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
6904 Parke East BNd.
fabrication storage, delivery, erection and bracing of hums and truss systems seeANMytp11 Quality CrBrrda, DSB49 and BCSI Butdhp Component
Tampa, FL 33610
Safety informatbinvoiloble from Truss Plate Institute, 218 N. We Street Suite 31Z Aiexcri VA 22314.
Job
Truss
Truss Type
Oty
Ply
'
T78858354
2136913-PACE-2351
GD3
Hip Girder
1
1
Job Reference (optional)
Builders First Source, Plant City, FL-32566,
8.240 a Jul 142019 MiTek Industries, Inc. Thu Nov 14 09:13:14 2019
2x4
5x8 =
6.00 I12
NAILED
2x4 II
NAILED
14
NAILED
NAILED
5.8 =
15 5
3x12 W20HS II 2x4 11 7.10 = " ." 2x4 11 302 MT20HS 11
LUS24 NAILED
NAILED
NAILED
4-4-0 10-1-0 15.10.0 20.2-0
4 4 0 5.9.0 5-8-0 4�'
Scale-1:41.2
Plate Offsets (X Y)-
12:0-5-8 Edge], 12:0-0-15 0-6-81 12:0-0-7
0-0-15] [3:0-6-0 0-2-81
[5:0-6-00-2-81
16:0-5-8,Edge1
16:0-0-15 0-6-81
16:0-0-7 0-0-151 19:0-5-0 0-4-81
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL.
in
floc)
Well
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.98
Vert(LL)
0.18
8-9
>999
240
MT20
2"/190
_
TCDL 15.0
Lumber DOL 1.25
BC 0.64
Vert(CT)
-0.19
9
>999
180
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr NO
WB 0.74
Horz(CT)
0.03
6
We
Na
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 1.17 lb
FT=20%
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x6 SP No.2
WEBS
2x4 SP No.3
OTHERS
2x4 SP No.3
WEDGE
Left: 2x4 SP No.3,
Right: 2x4 SP No.3
REACTIONS. (Ib/size) 2=128410-8-0.6=1367/0-8-0
Max Horz 2=-59(LC 25)
Max Uplift 2=-817(LC 5), 6=-940(LC 4)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1901/1326; 3-4= 2794/2091, 4-5= 2794/2091, 5-6=-2073/1578
BOT CHORD 2-10=-110311547, 9-10=-111111554, 8-9= 1293/1707, 6-8=-1279/1698
WEBS 3-9=-1066/1387, 4-9=-534/350,5-9=-810/1205, 5-8=-233/313
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 6-4-3 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=l60mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL-5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads.
6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) except ()t=lb)
2=817, 6=940.
8) Use Simpson Strong -Tie LUS24 (4-1Od Girder, 2-1 Od Truss, Single Ply Girder) or equivalent at 9-10-12 from the left end to connect
truss(es) to front face of bottom chord.
9) Fill all nail holes where hanger Is in contact with lumber.
10) 'NAILED' Indicates 3-10d (0.148'x3') or 3-12d(0.148'x3.25') toe -nails per NOS guidlines.
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8).
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3= 70, 3-5=-70, 5-7=-70, 2-6=-20
Concentrated Loads (Ib)
Vert: 5=-36(F) 9=-371(F) 8=-l(F) 13- 58(F) 14=-44(F) 15=-44(F) 16= 34(F) 17- 19(F) 18=-19(F)
Walter P. Finn PE No.22839
MiTek USA Inc. FL Ced 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
November 14,2019
Q WARNING -Verlry deslanparamefers and READ NOTES ON THISAND INCLUDED MITEKREFERANCE PAGEMIF7473 rev. 14411320159EFORE USE.
Design valid for use only with Mgekg connectors, lhls design Is based only upon parameters shown, and Is for on Individual building component, not
a truss system. Before use, the building designer must ve4N the opplicablllty, of tlesign parameters and properly Incorporate 11% design Into the overall
building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
prevent
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For generol guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVrPl1 Quality Criteria, PS049 and BCSI Building Componmf
6904 Parke East Blvd.
Safety Nlomfatbrxrvalloble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Ply
'
T18658355
2136913-PACE-2351
G04
Roof Special
�Qty
1
1
Job Reference (optional)
Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:13:15 2019 Page 1
ID:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-OvN7EOrDOheBkjfRkc57lbOARmSKx36caLkFOHyJJJo
-1-8.0 4-11-0 7-6-0 9-10-0
• 1-8-0 4.11.0 2-7-0 I 2-0-0
2x
US =
3[6 II a%4 II
Scale = 121.8
Plate Offsets (X Y)--
12:0.4-1 0-0-51 f6:Edae 0-2-141 16:0-0-0
0-1-151 (8:0-1-12 0-0-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(too)
I/dell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.78
Vert(LL)
0.05
2-9
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.29
Vert(CT)
0.05
2-9
>999
180
BCLL 0.0 '
Rep Stress [nor YES
WB 0.09
HOrz(CT)
-0.01
8
Na
n/a
BCDL 10.0
Code FBC2017rrP12014
Matnx-SH
Weight: 511b 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
SLIDER Left 2x6 SP No.2 2-8-8
REACTIONS. (lb/size) B=427/Mechanical, 2=557/0-8-0
Max Ho¢ 2=117(LC 12)
Max Uplift 8= 250(LC 9), 2=-251(LC 9)
FORCES. (I s) -Max. CompJMax. Ten. -All forces 250 fib) or less except when shown.
TOP CHORD 2-4=-550/945, 4-5=-445/846, 5-6=-556/989, 6-8=-383/558
BOT CHORD 2-9=-720/392, 8-9=-720/392
WEBS 4-9=-441/205
Structural wood sheathing directly applied or 6-0-0 oc Outline,
except end verticals.
Rigid ceiling directly applied or 6-7-1 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-7-3 to 4-4-13, Interior(1) 4-4-13 to 4-11-0, Extedor(2) 4-11-0 to 7-5-9,
Intedor(1) 7-5-9 to 9-8-4 zone; porch left and tight 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 pending.
4) This truss has been designed for a 10.0 fast bottom chord live load nonconcunent with anyother 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 1001b uplift at joints) except Ot=lb)
8=250, 2=251.
8) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord.
Walter P. Finn PE No.22839
MiTek USA Inc, FL Certill
6904 Parke East Blvd. Tampa FL 33610
Date:
November 14,2019
AWARNING-Verity OeslgnparameterssndREADNOTES OMMISANDtNCLUDEDMREKREFERANCEPAGEMIF7473mx1fV03Re156EFOREUSE
Design valid for use only with Mnelrw connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
�t
a ruse 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 budding lndMdual buss web -chord members only. Additional temporary and bracing
MiTek'
prevent of and/or permanent
Is always required for stablllly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me
6904 Parke East Blvd.
fobricotion, storage, delivery, erection and bracing of trusses and truss systems, seeANBVrPII QuolM9 Cdfeda, DSB-B9 and BOSI Building Componisnt
Tampa, FL 33610
Safety lnfonnalbrrwallable from Truss Plate Institute, 216 N. Lee 3treat Suite 312, Alexantltlo, VA 22914.
Job
Truss
Thus Type
Oty
Ply
•
T18658356
2136913-PACE-2351
GOS
Hip Girder
1
1
Job Reference (optional)
bua0ers Hist Source, Plant Gay, FL - 32566,
8.240 s Jul 14 2019 MTek Industries, Inc. Thu Nov 14 09:13:16 2019
Scale=1:23.4
3.6 =
NAILED
4
5x6 = 3T1.5xe STP =
Special Special 5xB =
3-0-0 fi-10-0 9-10.0
3.0.0 3-10.0 3.0.0
Plate Offsets (X Y)--
f3:0-3-e Edgel (4:0-3-0 Ednel (5:0-3-8 0-0-01
LOADING (Pat)
SPACING- 2-0-0
CSI.
DEFL.
in
(too)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.32
Vert(LL)
0.01
7-8
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.06
VerdCT)
-0.01
7-8
>999
180
BCLL 0.0 '
Rep Stress ]nor NO
WB 0.05
Hom(CT)
-0.00
6
rVa
Iva
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 61 lb FT=20%
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x8 SP 240OF 2.0E
WEBS
2x4 SP No.3
OTHERS
2x4 SP No.3
REACTIONS. (lb/size) 6=436/0-8-0, 2=600/0-8-0
Max Ho¢ 2=71(LC 8)
Max Uplift 6= 311(LC 4), 2=-374(LC 4)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-621/483, 3-5=-383/361, 5-6=-622/493
BOT CHORD 2.8=-004/484, 7-8=-396/477, 6-7=-406/484
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,.
GCpi=0.18; MWFRS (envelope); porch left and right exposed; Lumber DOL=1.60 plate gdp DOL=1:60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed fora 10.0 lost bottom chord live load nonconcument 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-" 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 61=11b)
6=311, 2=374.
7) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord.
8) "NAILED" indicates 3-1 Od (C.148'x3') or 2-12d (0. 1 48'x3.25') toe -nails per NDS guidlines.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 95 Ito down and 98 lb up at
3-0-0, and 951b down and 981b up at 6-9-4 on bottom chord. The designtselection of such connection devices) Is the
responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pll)
Vert: 1-3=-70, 5£=-70, 2-6= 20, 3-4- 70, 4-5- 70
Concentrated Loads (lb)
Vert: 3=-14(F) 5=-14(F) 8=-10(F) 7- 10(F) 4=14(F) 12=15(F)
Walter P. Finn PE No.22839
MiTek USA Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Dale:
November 14,2019
O WARNNG.Vedlydeslgnperemetersaad READNOTES ON MIS AND WCLUDEDUMEKNEFEBANCEPAGEM67473m. 161W1D15BEPOREUSE
Design valid for use any With Maeda connectors. This design Is based only upon parameters shown. and Is for on IndNidual bulltling component, not
a buss system, Before use, the building designer must verify the appllcabilty, of design parameters and properly Incorporate thls design Into the overall
building design. Bracing Indicated is to prevent buckling of lndNlducl truss web and/or chord members only.Additional temporary and permanent bracing
MiTek*
Is always roculred for stoically and to prevent collapse with possible personal Infury and properly damage. For general guldonce regarding the
fabrication, storage, delivery, erection and bracing of trusses and trusssystems, seeANSVrPl1 GualXkyy Critelli D5549 and 6CSI Building Component
69N Parke East Blvd.
Safety Informatbrrovalloble from muss Plate Insftm, 218 N. Lee Street Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
CRY
Ply
'
T78658357
2136913-PACE-2351
HA
Diagonal Hip Girder
4
1
Jab Reference (optional)
Builders First Source, Plant City, FL- 32566,
8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:13:17 2019 Page 1
ID:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-yHVlfitTylOv__lpgsO7bNO5lcZCVP_yvl fDM5AyJJJm
3xl2 MT20HS II
1�4-8 ST1.SxV-2 ] 3.5.11
49 - .14 1 -10-4
Scale = 1:11.4
Plate Offsets (X Y)--
(1:0-2-9 0-0-21 f1:0-2-5 Edae1
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(too)
I/defl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.23
Vert(LL)
-0.00
1-3
>999
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.05
Vert(CT)
-0.00
1-3
>999
180
MT20HS
187/143
BCLL 0.0 '
Rep Stress ]nor NO
We 0.00
Hom(CT)
-0.00
2
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
Weight: 171b
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x6 SP N0.2
WEDGE
Left: 2x6 SP No.2
REACTIONS. (lb/size) 2=111/Mechanical,3=32/Mechanical,1=143/0-5-11
Max Hom 1=65(LC 19)
Max Uplift 2=-102(LC 4), 1=-41(LC 4)
Max Grav 2=111(LC 1), 3=63(LC 3), 1=143(LC 1)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-5-11 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise Indicated.
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 arectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) 1 except (jt=lb)
2=102.
7) 'NAILED' indicates 3-10d (0.148'x3') or 2-12d (0.148'x3.25') toe -nails per NOS guidlines.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead +Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pIQ
Vert: 1-2=-70, 1,3=-20
Walter P. Finn PE No22839
MiTek USA, Inc. FL Cart 6034
6904 Parke East Blvd. Tampa FL 33610
Data:
November 14,2019
QWANNING-Vermdeargnpammefes.dNEADNOTES ON WISMI)MCLUDEOMIIEKREFERWCEPAGE111b74M.. 1QV3R0159EFONE USE
Design valid for use only with M6ek® connectors. IDB design Is based only upon parameters shown, and Is for an Individual budding component, not
�'-
o truss system. Before use. the building designer must verity the applicability of tleslgn parameters and properly Incorporate this design Into the overall
bulltling design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. AddlHortal temporary and permanent bracing
MiTek'
prevent
15 always required for stabllity, and to prevent collapse wlth possible personal Injury and property domage. For general guidance regarding the
fobdcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSIAPII CualBv Cfii DSB49 and BCSI BWtlhp Component
69M Parke East Blvd.
Safety tn/ormofbrgyciloble from Truss Plate Insfitute. 218 N. Lee Street Suite 312, Xoxcndda VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
'
T18658358
2136913-PACE-2351
HJ3
DIAGONAL HIP GIRDER
2
1
Job Reference (optional)
Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:13:19 2019 Page 1
ID:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-ugd V3OujUwfdDKzCzR93TRBUFNnstuRCVzIT93yJJJk
-2.4-5 V81 3-11-5
• 1-11-13 0-0-6 3-11-5
Scale = 1:13.3
LOADING (pst)
SPACING- 2-M
CS'.
DEFL.
in
(too)
Udell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.67
Vert(LL)
0.02
5-6
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.44
VerI
0.04
5-6
>999
180
BCLL N.
Rep Stress Inor NO
We 0.00
Horz(CT)
-0.04
4
Na
n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix-SH
Weight: 21 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x8 SP 2400F 2.0E *Except* BOT CHORD
2-8: 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 6=24810-10-15, 4--35/Mechanical, 5=-14/Mechanical
Max Horz 6=108(LC 4)
Max Uplift 6=-170(LC 4), 4=41(LC 4), 5=-45(LC 19)
Max Gmv 6=319(LC 35), 4=57(LC 35), 5=41(LC 22)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-6=-281/135
Structural wood sheathing directly applied or 3-11-5 oc puriins,
except end verticals.
Rigid ceiling directlyapplied or 10-M no bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.OpsY h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope); cantilever left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads.
3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5 except Qt=lb)
6=170.
6) 'NAILED' indicates 3-10d (0.148'x3') or 2-12d (0.148')3.25') toe -nails per NOS guidlines.
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= 70, 3-4= 70, 5-6=-20
Concentrated Loads (lb)
Vert: 9=138(F=69, B=69) 10=98(F=49, B=49)
Walter P. Finn PE No.22839
MITI USA Inc. FL Ced6834
6904 Parke East Blvd. Tampa FL 31610
Date:
November 14,2019
QWARNING- Mer/tydes/gnpararnervanad READNOTES ON TNWANDMCLUDEDMREKREFERANCEPAGENwk;rarev. 10,11Y1015BEFOREUSE
Dough valid for use only with Meek® connectors. This design is based only upon parameters shown, and is for on Individual bulltling component, not
��-
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design, Bracing Indicated is to buckling Individual truss web chord members only. Additional temporary and permanent bracing
MiTek'
prevent of and/or
Is always required for stablllty, and to prevent collapse with possible personal lnlury and property damage. For generol guidance regarding the
6904 Parka East Blvd.
fobeco9on, storage, delivery, erection and bracing of trusses and buss systems weANSVTPl1 CuCriteria. DSBd9 and 6CSI Euldbp Component
aYNoble
Tampa. R. 33610
Sae Inroa altainavalfrom Truss Plate ImIll 218 N. Lee Street, Suite 312. Alexandria, VA 22 14.
Job
Truss
Truss Type
Cty
Ply
T18658359
2136913-PACE-2351
HJ4
Diagonal Hip Girder
1
1
Jab Reference (optional)
Builders First Source, Plant City, FL- 32566,
8.240 s Jul 14 2019 MITek Industnes, Inc. 1 hu Nov 14 09:13:21 2019 Page 1
3.6 II
2x4 II
Scale=1:17.8
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCOL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017/TP12014
CSI.
TIC 0.75
BC 0.42
WE 0.00
Matrix-SH
DEFL. in
Vert(LL) 0.06
Vert(CT) -0.07
Horz(CT) -0.03
(too) Vdefl Ud
5-6 >999 240
5-6 >948 180
4 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 27 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc pur ins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x6 SP No.2 *Except'
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
2-8: 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (IWsize) 6=288/0-10-15, 4=135/Mechanical, 5=28/Mechanical
Max Ho¢ 6=144(LC 4)
Max Uplift 6=-205(LC 4), 4- 109(LC 8), 5=-67(LC 5)
Max Gray 6=377(LC 35), 4=135(LC 1), 5=84(LC 3)
FORCES. (lb) -Max. CompJMax, Ten. -All farces 250 (Ib) or less except when shown.
TOP CHORD 3-6=-326/156
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15h; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; porch left and right exposed; LumberDOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonco rcurrent with anyother live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except Ut=lb)
6=205, 4=109.
6) 'NAILED" indicates 3-1 Cat (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
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 (plt)
Vert: 1-3= 70, 3-4= 70, 5-6=-20
Concentrated Loads (Ib)
Vert: 9=138(F=69, B=69) 11=93(F=47, B=47) 12=8(F=4, B=4)
Walter P. Finn PE No.22839
MRekUSA, Inc. FL Ced6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 14,2019
O WARNING .Ver/rytlealgnparemeteraend READ NOTES ON MIS AND INCLUDED M/TEKNEFERANCE PAGE M&7473wv 1010312015 BEFORE USE.
Design valid for use only with MiTeIkS connectors. The design Is based only upon parameters shown, and Is for on Individual building component. not
��-
a Muss system. Before use, the building dedgner must verify the applicability, of design parameters and property Incorporate this dedgn Into the overall
design. Bracing indicated is to buckling Individual muss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
building prevent of
Is always required forstabllity and to prevent collapse with possible personal injury and property damage. For general guldonce regarding the
6904 Parke East BNd.
East0
fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/IPII Oua1M CdMM, DSB.69 and BCSI BuAtlNg Component
Safety Infomrallonowailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexantlrlo, VA 22314.
Tampa, FL
Job
Truss
Truss Type
Cry
Ply
T16658360
2136913-PACE-2351
HJ5
Diagonal Hip Girder
1
1
Job Reference a tional
Builders First Source, Plant City, FL- 32566, 11.241.1 S JUI 14 eula Mn ex mousmes, inc. i nu Nov Ps 09.13.22 2015 Pdye I
ID:OMGHgVGe6ryE1 VuEMmJmnyyfZ4F-JFleiPxcnrl B4ohnfajm43pPeap74FBeBxx7mNyJJJh
-2-4., (O-0-Bi 3-fi-1 7-0-2
1-01-13 0-4-B 3-6-1 3-6-1
Id
axe II Pi
2x4 II
Scale = 1:20.4
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
goc)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.66
Ve 1(LL)
0.14
5-6
>567
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.41
Vert(CT)
0.14
5-6
>565
180
BC LL 0.0 '
Rep Stress lncr NO
WB 0.00
Horz(CT)
-0.03
4
n/a
We
BC DL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 30 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x8 SP 240OF 2.OE *Except* BOT CHORD
2-8: 2x4 SP No.3
OTHERS 2x4 SP NILS
REACTIONS. (lb/size) 6=318/0-10-15, 4=173/Mechanical, 5=46/Mechanical
Max Horz 6=162(LC 4)
Max Uplift 6=-233(LC 4), 4=-134(LC 4), 5=-80(LC 5)
Max Grav 6=409(LC 35), 4=173(LC 1), 5=107(LC 3)
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-6=-355/173
Structural wood sheathing directly applied or 6-M oc puffins,
except end verticals.
Rigid ceiling directly applied or 10-M oc bracing.
NOTES-
1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15N; Cat. II; E)p C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=1b)
6=233, 4=134. ,.
6) "NAILED" Indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
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 (ptt)
Vert: 1-3=-70, 3-4=-70, 5-6=-20
Concentrated Loads (lb)
Vert: 9=138(F=69, B=69) 11=98(F=49, B=49) 12=8(F=4, B=4)
Walter P. Rnn PE No12639
MiTek USA, Inc. FL Ced 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 14,2019
Q WARNING-9edrydeslgn pammetemand HEAD NOTES ON TN/SAND INCLUDED MREKREFERANCEPAGEMIF74nel 101032pI5BEFORE USE.
Design valid for use only with Mrek® connectors. ThIs design Is based only upon parameters shown, and a for on Ntllvldual buildng component, not
a bum system. Before use, me building designer must verify the applicability, of design Detonates and property Incorporate his design Into he overall
building design. aacing Indicated is to prevent buckling of Individual hum web and/or chard members only. Additional temporary and permanent bracing
MiTek'
Is always required for stobllmy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, ereotlon and bracing of human and Muss systems. seeANSVIPII Quality Cd eda. DS549 and Wall Building Component
Safety Infomratiormollobie hem Truss Plate Institute. 218 N. Lee Street Swe 312, Alexandria. VA 22314.
East Blvd.
Tampa, 6904 Parke EEaest B
Job
Truss
Truss Type
Oty
Ply
' •
T18658361
2136913-PACE-2351
HJ7
Diagonal Hip Girder
3
1
Job Reference (optional)
Builders First Source, Plant City, FL- 32566,
3x4
1 /
NAILED
NAILED
11 i
2x4 II 3
2 /
tr tr 14
4
NAILED
4z6 =
3x12 MT20HS II
2x4 II NAILED
B.24U sJUI 14 zuiu v Iex
ID:OMGHgVGe6ryE1 YuEMmJmnYyIZ4F-nl
Inc. I nU N0v 14 U9:13:23 2U1e
4-11-0
5
Special
NAILED
4.24 rl2 13
NAILED 3.4 O
NAILED q
12 Y
Q w
nn
a3 v
15 9 16 7
NAILED 2x4 II NAILED 4x6 =6
NAILED NAILED
0-g-fi 4-11-0 9-70-1
n-H-f. d.'In.1n i d.11.n I
Scale=1:27.4
Plate Offsets (X Y)-
(3:0-M 0-1-21.13:0.4-13 Edger
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL.
In
(roc)
Vdefl
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.79
Vert(LL)
-0.02
3-8
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.41
Vert(CT)
-0.03
7-8
>999
180
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr NO
We 0.35
Horz(CT)
0.01
7
n/a
n1a
BCDL 10.0
Code FBC2017/TPI2014
Matdx-SH
Weight: 59111
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
WEDGE
Left: 2x6 SP No.2
REACTIONS. (lb/size) 5=197/Mechanical, 3=491/0-10-9, 7=340/Nlechanical
Max Hoe 3=211(LC 22)
Max Uplift 5=-140(LC 4). 3=-297(LC 4), 7=-146(LC 4)
Max Gmv 5=197(LC 1), 3=562(LC 35), 7=340(LC 1)
FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-681/315
BOT CHORD 3-8=-383/590, 7-8=-383/590
WEBS 4-7=-643/417
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f ; Cat. II; E1te C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise indicated.
3) This truss has been designed for a 10.0lost bottom chord live load nonconcurreni with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at joints) except (jt=lb)
5=140, 3=297, 7=146.
7) 'NAILED' indicates 3-1 Off (0.148'x3') or 2-12d (0.148'x3.25') toe -nails per NDS guidlines.
6) 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 (plI)
Vert: 1-5=-70, 3-6- 20
Concentrated Loads (lb)
Vert: 1 1=138(F=69, B=69) 13=-165(F=-38, 8=-127) 14=98(F=49, B=49) 15=-3(F=4, B=-7) 16=-B0(F= 22,B=-38)
Walter P. Finn PE No.22339
MiTek USA Inc. FL Cart 6634
6904 Parke Fast Blvd. Tampa FL 33910
Data:
November 14,2019
Q WARNING. Verily Cesignpammetemana READNOTES ON MMANDWCLUDEDMfrEKREFERANCEPAGEM67478mx. 1MEY1015BEFOREUSE
Design volid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual bulltling component, not
��-
a truss system Before use, the building designer must verify the applicabillity of design parameters and properly Incorporate this deslgn Into the overall
building design. Bracing indicated is to buckling of lntllvlduol truss web and/or chord members only. Addlflonal temporary and permanent bracing
MiTek'
prevent
Is always required far stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabticclon, storage, delivery, erection and bracing of trusses and huss systems, seeANS171P11 Quo Criteria. DS549 and BC31 lWdbp Component
69N Parke Bear Blvd.
Safety Infermellonovallable from Truss Plate Institute, 218 K Lee Street 231 Suite 312, Alexandria, VA 24
Tampa, FL 33610
Job
Truss Type
Oty
Ply
•
T18658362
2136913-PACE-2351
�Trurss
HJ21
Jack -Open
2
1
Job Reference (optional)
Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:13:18 2019 Page 1
ID:OMGHgVGe6ryE1YuEMmJmnYy24F-OU37s2u5jcWmbAO0OkegwDegozVB8RB3GJzwdcyJJJI
4-6-9
4.6.9
Scale=1:16.9
LOADING (psp
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Gdp DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC20171TP12014
CSI.
TC 0.84
BC 0.22
WE 0.00
Matriz-R
DEFL. in
Vert(LL) 0.02
Vert(CT) -0.03
Horz(CT) 0.02
(loc) Well Ud
4-5 >999 240
4-5 >999 180
3 Ida We
PLATES GRIP
MT20 _ 2441190
Weight: 20lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-6-9 oc pudins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x8 SP 2400F 2.0E
BOT CHORD
Rigid ceiling directly applied or10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 5=366/0-8-8, 3=116/Mechanical, 4=38/Mechanical
Max Horz 5=132(LC 12)
Max Uplift 5=-108(LC 12), 3=-90(LC 12)
Max Grav 5=366(LC 1).3=116(LC 1), 4=74(LC 3)
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-320/734
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph;TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3 except (jt=lb)
5=108.
Walter P. Finn PE No.22839
MiTek USA Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33810
Date;
November 14,2019
O WARNIND- VedrydesJm,ms.etersaed RE01DN07ES ON TRISAND INCLUDED AV71WREFER4NCEPAGEMIL74TMX 161M¢015BEFORE USE
Design valid for use only with Mlfek® connectors. IN design 6 based only upon parameters shown, and Is for on individual building component not
��-
a truss system. Before use, the bulltling designer must vedy the appllcablllly of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to bucklNg Individual truss web and/or chord members orty. Additional temporary and permanent bracing
MiTek'
prevent of
Is always required for stoblllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
SCSI Building Component
fabrication, storage, delivery, erection and bracing of tosses and muss systems. seeANSVTPl1 Quiet Criteria, D9B$9 and S
fi90a Park Blvd.
ParkeEast
East
Sabm 1y Informatbvallable from Truss Plate Institute, 218 N. Lee street, Suite 312, Alexandria. VA 22314.33610
Tampa,
Job
Truss
Truss Type
Oly
Ply
' •
T186583fi3
2136913-PACE-2351
HJ31
Diagonal Hip Girder
2
1
Jab Reference (optimal)
Builders First Source, Plant City, FL- 32566,
8.240 6 Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:13:20 2019 Page 1
I D:OMGHgVGe6ryE1 YuEMmJm nYyfZ4F-MsBuHkvMFDnTrUYPX9gl7ej51iAKcLhLIGSOiVyJJJj
Scale=1:13.7
20 II
4.2.3
4.2.3
Plate Offsets (X,Y)—
[6:0-4-3 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 0.54
Vert(LL) 0.02
5-6 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.24
Verl(CT) 0.02
5-6 >999 180
BCLL 0.0
Rep Stress Incr NO
WB 0.00
Horz(CT) -0.02
4 rda n/a
BCDL 10.0
Code FBC2017/TPI2014
Matfix-SH
Weight: 21 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-2-3 oc puffins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x8 SP 240OF 2.0E *Except*
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
2-8: 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 6=334/0-10-15, 4=67/Mechaniml, 5=8/Mechanical
Max Hom 6=112(LC 4)
Max Uplift 6=-211(LC 4), 4=-59(LC 4), 5=-37(LC 5)
Max Gmv 6=334(LC 1), 4=67(LC 1), 5=49(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less
except when shown.
TOP CHORD 3-6=-314/168
NOTES-
1) Wind: ABC 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and fight exposed; parch left and fight exposed; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 fast 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-" wide
will fit between the bottom chard and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Gt=lb)
6=211.
6) 'NAILED' indicates 3-1 Od (0.148'x3') or2-12d (0.148'x3.25') toe -nails per NDS guidlines.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 20 lb down and 20 lb up at
1-7-13 on top chord, and 2 lb down and 8lb up at 1-7-13 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-3=-70, 3-4=-70, 5-6=-20
Concentrated Loads (lb)
Vert: 9=69(8) 10=48(F=-1, B=49)
Walter P. Finn PE No.22839
MiTek USA Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Data;
November 14,2019
,&WARNING -Verity design pammefers and READ NOTES ON THIS AND INCLUDED eREx REFERANCE PAGE AAP7473sex 10195l BEFORE USE.
Design valid for use only wins MOek®connactors. This design Is based only upon parameters shown. and b for an Indlvldual building component, not
a trusssystem. Before use, the building designer must verify the oppllcabllity of design parometersand properly Incorporate this design Into Me overall
bulideng design, Bracing Indicated is to buckling of lnal ldual}russ web and/or chord members only, Additional temporary and permanent brocing
MiTek'
prevent
Is always required for stablllty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
robilcaflort storage, delivery, erection and bracing of nurses and fuss systems. seeAN3ip911 GUNRy C1feb, DSB49 and SCSI auldbB C rnpcnemt
69M Parke East Blvd.
Safety Intonational from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314.
Tempe, FL 33610
Job
Truss
Truss Type
Ply'
T18658364
2136913-PACE-2351
K01
HIP GIRDER
�Qty
1
2
Job Reference (optional)
Builders First Source, Plant City, FL- 32566, 8.240 s Jul 14 2019 MiTek
Inc. Thu Nov 14 09:13:24 2019
2u
5xB = NAILED
NAILED 2.4 II 5x8 =
3 4
7x10 NAILED HTU26 NAILED IITU26 7.0 =
HGUS26.2 3x12 MT20HS II
4-2-0 7-1-0 10-0-0 14-2-0
4.20 2.11-0 2-11-0 4.2.0
Scale=1:30.6
1�
Plate Offsets (X Y)--
[2:Edae OA-41 [2:0-6-8 0-0-15], [2:0-0-15
0-0-71 [3:0-6-0 0-2-81
[5:0-6-0 0-2-81 [6:Edge 0-3-51 [6:OA-1 0-10-0] [8:0-4-4
0-1-8] [9:0-4-0,0-4-4]
LOADING (psQ
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Wall
turd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.96
Valli
0.10
9-10
>999
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.59
VorICT)
-0.15
9-10
>999
180
MT20HS 187/143
BCLL 0.0 '
Rep Stress Incr NO
WE 0.54
Horz(CT)
0.03
6
n/a
Na
BCDL 10.0
Code FBC2017/rPI2014
Matdx-SH
Weight: 180 lb FT=20%
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x6 SP M 26
WEBS
2x4 SP No.3
OTHERS
2x4 SP No.3
WEDGE
Left: 2x6 SP No.2, Right: 2x8 SP 240OF 2.0E
REACTIONS. (lb/size) 2=4135/0-8-0, 6=5961/0-8-0
Max Hom 2=57(LC 7)
Max Uplift 2=-1899(LC 8), 6=-2070(LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-7314/3449, 3-4=-8060/3496, 4-5=-8060/3496, 5-6=-7876/2951
BOT CHORD 2-10=-2893/6124, 9-10= 2973/6250, 8-9=-2483/6809, 6-8=-2444/6640
WEBS 3-10=-1329/2098, 3-9=-650/2373, 5-9- 1238/1648, 5-8=-669/2814
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-0-14 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) 2-plytruss 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: 2x6 - 2 rows staggered at 0-4-0 do.
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 (8) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15tt; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water pending.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except at=lb)
2=1899, 6=2070.
10) Use Simpson Strong -Tie HGUS26-2 (20-16d Girder, B-1 Bid Truss) or equivalent at 5-1-8 from the left end to connect tmss(es) to
back face of bottom chord.
11) Use Simpson Strong -Tie HTU26 (20-1Od Girder, 11-10dx1 112 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max.
starting at 7-0-12 from the left end to 13-0-12 to connect tmss(es) to back face of bottom chord.
12) Fill all nail holes where hanger is in contact with lumber.
13) *NAILED" Indicates 2-12d (0.148"x3.25') toe -nails per NDS guidlines.
Walter P. Finn PE No12839
MiTek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 14,2019
ndard
,&WARNING-Ver)tydeel,nX.etersend READNOTES ON MISANDNCLUDWD KREFERANCEPAGEMLL7473reV. 1NPY2015BEFOREUSE
Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not
�■-
■`
a hum system. Before use, the bulldIng designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building tleslgn. Bracing Indicated is to prevent buclding of Individual hum were 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 nurses and less systems, seeANSVrPl1 QualityCriteria, DSB49 and SCSI Bull Component
69M PaMa Eas tBivd.
Safety lnfoorallonaaallabie from Truss Plate Institute. 218 N. Lee Street Suite 312 Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Gly
Ply
' +
T78658364
2136913-PACE-2351
KO1
HIP GIRDER
1
2
Job Reference (optional
Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:13:24 2019 Page 2
ID:OMGHgVGe6ryE1YuEMmJmnYy24F-Fe0075ysJSHvK5rAm_IEAUuhPOSfY1 JxeFOErGyJJJf
LOAD CASE(S)-Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-70, 3-5=-70, 5-7=-70, 2-6=-20
Concentretedicads (lb)
Vert: 10=-0(F) 9=-1454(B) 8=-0(F) 13=-2729(B) 14=-1459(B) 15=-1478(B) 16=-1488(B)
Job
Truss
Truss Type
City
Ply
'
T18658365
213691&PACE-2351
K02
ROOF SPECIAL GIRDER
1
1
Job Reference o tional
Saucers hlrst source, Plant wy, hL-32bbb, a.24u srim 14¢q IV inn ex mpusmes, Inc. I nu nuv 14 ue: IJ;ZD zo I roger
ID:OMGHgVGe6ryEtYuEMmJmnYyfZ4F-BOY9Xn_6r3XdZP4ZuPniFvz99C7101 bE6ZvLv9yJJJd
2-9.15 6-8-0 10-6-1 13-4-0
1' 2-945 3-10.1 3-10-i 2-9-15
Scale=1:22.1
Special
NAILED
Special
4.24 [1-2
4x6 =
4x6 -
NAILED
3x4 =
NAILED
3
10
4
11
5
NAILED
NAILED
4x6
6 4.6 C
2
7 m
1
m
1 C 12
9 30 =
13
14
15
8 16 @ 6'
6
d
NAILED
Special
NAILED
NAILED
NAILED
NAILED 4'
3x4 =
4x6 II
4x6 11
Special
LOADING (psp SPACING- 2-0-0
TOLL 20.0 Plate Grip DOL 1.25
TOOL 15.0 Lumber DOL 1.25
BCLL 0.0 ' Rep Stress ]nor NO
BCDL 10.0 Code FBC2017/TPI2014
CSI.
TO 0.43
BC 0.62
WB 0.17
Matrix-SH
DEFL. in
Vert(LL) -0.08
Vert(CT) -0.19
HOrz(CT) 0.02
(roc) Vdefl Ud
6-9 >999 240
8-9 >843 180
7 n1a Na
PLATES GRIP
MT20 244/190
Weight: 62 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-1-14 oc pudins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 8-3-15 oc bracing.
WEBS 2x4 SP No.3
SLIDER Left 2x6 SP No.2 1-6-7, Right 2x6 SP No.2 1-6-7
REACTIONS. (I alsize) 1=494/0-10-9, 7=494/0-10-9
Max Horz 1=-26(LC 35)
Max Uplift i=195(LC 4), 7=-195(LC 5)
Max Grav 1=588(LC 43). 7=589(LC 42)
FORCES. (Ib) -Max Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown.
TOP CHORD 1-0= 1177/329, 3-4=-1038/321, 4-5=-1040/321, 5-7- 1179/329
BOT CHORD 1-9=-267/1039, 8-9=-496/1461, 7-8=-251/1037
WEBS 3-9=-18/307, 4-9=-485/261, 4-8=-085/261, 5-8=-18/307
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope); 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 100111 uplift at joint(s) except (jt=1b)
1=195, 7=195.
7)'NAILED" indicates 3-1 Od (0.148"x3') or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 151 lb down and 46111 up at
2-9-15, and 151 lb down and 46 lb up at 10-6-1 on top chord, and 221b down and 16 lb up at 2-9-15, 18 It, down and 14 Ib up at
3-0-12, and 18lb down and 14 lb up at 10-3-4, and 22 lb down and 16 Its up at 10-6-1 on bottom chord. The desigridselection of
such connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3= 70, 3-5=-70, 5-7=-70, 1-7=-20
Concentrated Loads (Ib)
Vert: 2=62(F) 6=62(F) 12=44(F)16=44(F)
Walter P. Finn PE No.22639
MiTek USA, Inc. FL Celt 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 14,2019
,&WARNING-WMydeslgnpamrr.hvs AACREAD NOTES ON TNISANDWCLUDEOMREKREFERANCEPAGEMIP74TJmv. Iobaca)15BEFORE USE
Dedgn valid for use only with Mrellw connectors. This design k based only upon parameters shown, and b for on individual building component, not
�'-
a truss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate mis design Into the overoli
building design. Bracing lndlcated is to prevent buckling of lndlvlduol muss 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 guldonce regarding the
fabdcoLon, storage, calvary, erection and bracing of trusses and truss systems, seeANSVIPIT Quality CrSodp, DSB49 and SCSI Suldbp Component
6904 Parke Ent Blvd.
Safety Infolmalbnovallable from Truss Plate Institute, 218 N. lee Sheet. Suite 312, Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oly
Ply
1
T78658366
2136913-PACE-2351
M1
Common
1
1
Job Reference (optional)
Builders First Source, Plant City, FL- 32566,
8.240 a Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:13:25 2019 Page 1
ID:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-BOY9Xr_6r3XdZP?ZuPniFvzA3CCR03AE6ZvLv9yJJJd
3x6
18
3x12 MT20HS II 3x12 MT20HS II
1-0-0 1-2-0 4.10.0 5-0-D 8-0.0
1-0-0 -2- 3.8.0 -2- i-0.0 1
Scale = 1:15.6
Plate Offsets (X Y)—
11:0-2-1 Edge1 11:0-1-7 0-0-31 12:0-3-0 Edgel
13:0-1-7 0-0-01 13:0-2-1
Edgel
LOADING (pst)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/dell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.37
Vert(LL)
-0.02
1-3
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.32
Ven(CT)
-0.03
1-0
>999
180
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr YES
We 0.00
Horz(CT)
0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
Weight: 291b
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
GOT CHORD 2x6 SP No.2
WEDGE
Leh: 2x6 SP No.2, Right: 2x6 SP No.2
REACTIONS. (lb/size) 1=255/0-4-0, 3=255/0-4-0
Max Hom 1=32(LC 11)
Max Uplift 1= 71(LC 12), 3=-71(LC 13)
FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=240/280, 2-3=-240/280
BRACING -
TOP CHORD Structural wood sheathing directly applied or6-0-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf: BCDL=5.Opsf; h=1511; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed fora 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 joints) 1, 3.
Walter P. Finn PE No.22839
MiTek USA Inc. FL Cad 6634
6904 Padre East Blvd. Tampa FL 33810
Dale:
November 14,2019
Q WARNING. Verify deslgnparametersend READ NOTES ON TNISANO INCLUDED MITEKREFERANCEPAGE 118674M rev A0V0Y1015BEFONEUSE
Design valld for use oNywlth Mgeklisconnectors. This design headed only upon porametersshown, and Is for on Indlvldual bulldng component, not
�t
o Muss system. Before use, the building designer must verify the applicabillty of design parameters and property incorporate this design Into the overall
curling design. Bracing Indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stablllry and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
storage, dellvery, erection and bracing of trusses and truss systems seeAN5UTP11 Quad Cdedo, DSB-59 and SCSI Building Cemponanl
MiTek'
6904 Palle East Blvd.fobrlcatlon,
Safety Informabonavolloble from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexontlrlo. VA 22J14,
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
" '
T18658367
2136913-PACE-2351
M2
Hip Girder
2
1
Job Reference (optional)
Builders First Source, Plant City, FL - 32566,
8.240 a Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:13:282019
NAILED 4x6 =
06 = NAILED
2 3
s
3.12 MT20HS 11 3.12 MT20HS [I
Scale=1:14.2
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate GOP DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017/TPI2014
CSI.
TC 0.08
BC 0.14
WEI 0.03
Matrix-SH
DEFL. in
Ve t(LL) 0.00
Vert(CT) -0.00
Horz(CT) O.OD
(loc) I/defl L/d
6 >999 240
6 >999 180
4 n/a We
PLATES
MT20
MT20HS
Weight: 32 lb
GRIP
244/190
187/143
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 10-0-0 cc bracing.
WEBS 2x4 SP No.3
WEDGE
Left: 2x6 SP No.2, Right: 2x6 SP No.2
REACTIONS. (lb/size) 1=271/0-4-0, 4=27110-4-0
Max Horz 1=27(LC 7)
Max Uplift 1=-126(LC 8), 4=-126(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or
less except when shown.
TOP CHORD 1-2=-372/191, 2-3=-287/180, 3-4=-372/191
BOT CHORD 1-6=-141/282, 5-6=-137/287, 4-5= 138/282
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and fight exposed ; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
1=126, 4=126.
8) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NOS guidlines.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back(B).
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Ven: 1-2=-70, 2-3=-70, 3-4=-70, 1-4=-20
Concentrated Loads (lb)
Vert: 2=12(B) 3_ 12(B) 6= 3(B).5=-3(B)
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Ced 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
November 14,2019
Job
Truss
Truss Type
Ory
Ply
' ,
T18658368
2136913-PACE-2351
Vol
Valley
1
1
Job Reference (optional)
Builders First Source, Plant City, FL- 32566,
8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:13:28 2019
2x4 i
2x4 II
3 2.4 II
Scale = 1:10.1
Plate Offsets(XY)—
[2.0-3-00-2-0]
LOADING lost)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Vdef1
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.22
Vert(LL)
n/a -
Na
999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.19
Vert(CT)
rda -
We
999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(CT)
-0.00 4
n/a
n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix-R
Weight: 12 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 1=138/3-9-8,4=138/3-9-8
Max Hoe 1=59(LC 12)
Max Uplift 1=-34(LC 12), 4=-47(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Structural wood sheathing directly applied or 3-10-0 oc puriins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=5.Opsf; h=15f ; Cat. II; EN1 C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever 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 pending.
4) Gable requires continuous bottom chord beading.
5) This truss has been designed for a 10.0 psf bottom chortl 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 Muss to bearing plate capable of withstanding 10016 uplift at joint(s) 1, 4.
Walter P. Finn PE No.22039
MiTek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Data:
November 14,2019
,&WARNING-Vedtydee/gnpammetemsed REAONOTES ON MSANDWCLUOEOMWEKNEFERANCEPAGEM&74mme laTYte]SBEFONE USE
Design valid for use only wlm M6eld) connectorsmis design is based only upon parometers shown, and Is for on Individual building component not
��-
a uuas system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate Mis design Into me overall
building design. Bracing Indebted is to buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing
MiTek'
prevent
Is always required for stablllty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erecfion and bracing of trusses and truss systems, seeANSVTPII Cua"I CMedo, DSB49 and SCSI Bull Component
69M Parka East Blvd.
Safety Informptionavollcble from truss Plate Insfitute. 218 N. We Street, Suite 312, Alexantlda, VA 22 IA.
Tampa, FL M610
Job
Truss
Truss Type
OIY
Ply
T1865B369
2136913-PACE-2351
V02
Valley
1
1
Job Reference (optional)
Builders First SObrce, Ylant Glty, FL- UZb66,
Y
4
2x4 G
O.L9V SJVI I4 LV Itl IVIIICR IIIUYe111Ca�lllu. Ihu1YVV IY VO.IJ.Ci cV lv �v11v,
ID:GMGHgVGe6ryE1YuEMmJmnYyfZ4F-cbDHApO?7 vCOtk7ZYLPtXblaPIkDPwgoX7?WTyJJJa
2
.R7
scale v 1:7.4
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC0.03
Ven(LL)
n/a -
n/a
999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.02
Ven(CT)
n/a -
file
999
BCLL 0.0
Rep Stress [nor YES
WB 0.00
HOrz(GT)
-0.00 2
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
Weight: 5lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 1=5411-9-8, 2=42/1-9-8.3=1211-9-8
Max Horz 1=30(LC 12)
Max Uplift 1=-11(LC 12), 2=-32(LC 12)
Max Grav 1=54(LC 1), 2=42(LC 1), 3=24(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. -Alf forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-10-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15f1; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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) Bearing at Joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of beadng surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 2.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Can 6634
6904 Parka East Blvd. Tampa FL 33610
Date:
November 14,2019
0 WANNING-Vedfydesfyapersmelersend READNOTES ON THISANDWCLUDEDMREKREFERANCEPAGEMIP74MM.. 1101=015BEFORE USE
-
Deslgnvalld for use only with Mre0.10connectors. This design is based only upon parameters shown. and b for an Individual buiding component not
a trusssystem. Before use, the building tlesIgner must verify the applicability of design parameters and property incorpolale thls dedgn Into the overall
building design. Bracing Indicated is to bucWhg of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
prevent
Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the
soon Palke East Blvd.
fabrication, storage, delivery, erection and bracing of truces and truss systems, seeANSVIPiI Qua1M CMeM, DSB49 and IBuldli Component
Tem a, FL 3a t0
P
Safety infoenalbre vollable from Truss Plate Institute, 218 N. Lee Sfreet Suite 312, Alexantlrla, VA 22 14
Job
Truss
Truss Type
Ply
'
T18658370
2136913-PACE-2351
V03
Valley
�Qty
1
1
Job Reference (optional)
Builders First Source, Plant City, FL- 32566,
2K4 i
8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:13:30 2019
ID:OMGHgVGe6ryE1 YuEMmJmnYyfZ4F-4nnfNB1 dull 3201K7FsePlBvEpcuysAgOBtY,'
3x6 =
2
2x4 Q
Scale =19.7
]o
Plate Offsets (X Y)--
[2:0-3-0 Edge]
LOADING (psf)
SPACING. 2-0-0
CSI.
DEFL,
in (loc)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.10
Vert(LL)
n/a -
Na
999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.16
Vert(CT)
n/a -
n/a
999
BCLL 0.0 '
Rep Stress Incr YES
W B t 0.00
Horz(CT)
-0.00 3
n/a
We
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
Weight: 10In FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 1=123/3-11-0, 3=123/3-11-0
Max Hom 1=-14(LC 10)
Max Uplift 1=-35(LC 12), 3=-35(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-9-0 no purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15N; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads.
5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cad 6634
8904 Parke East Blvd. Tampa FL 33810
Date:
November 14,2019
Job
Truss
Truss Type
Oty
Ply
,
T18658371
2136913-PACE-2351
VO4
Valley
1
1
Jab Reference (optional)
ouimers Firsr Source, riam City, FL - 32566, 8.240 s aw 14 aviu MIT k invusmes, am. um Nay i4 09a3.30 m ie rays ,
ID:OMGHgVGe6ryE1YuEMmJmnYyfZ4F-4nnfN81 du113201K7FsePIBpWpcl yrcgOBtY2wyJJJZ
4.0.0 5.9.0
4.0-0
Scale =1:15.0
4x6 =
2
IT
d
5 4
2x4 i 2x4 II 2x4 II
LOADING (psf)
SPACING-
2-0-0
CS'.
DEFL.
in (loc)
Vdefl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.47
Vert(LL)
nta -
o/a
.999
TCDL 15.0
Lumber DOL
1.25
BC 0.15
Vert(CT)
n/a -
Na
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.10
Horz(CT)
0.00
Na
Na
BCDL 10.0
Code FBC2017/TP12014
Matdx-P
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP I BOTCHORD
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=145/5-8-8, 4=59/5-8-8, 5=243/5-8-8
Max Horz 1=5B(LC 12)
Max Uplift 1=-47(LC 12), 4=-41(LC 13), 5_ 55(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown.
WEBS 2-5-174/339
PLATES GRIP
MT20 2441190
Weight: 20 lb FT=20%
Structural wood sheathing directly applied or 5-9-0 oc pudins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 5.
Walter P. Finn PE No.22839
MTek USA, Inc. FL Cad 669
6904 Parke East Blvd. Tampa FL 33810
Date:
November 14,2019
AWARNING-VeHfydesigaparametersandREADNOTESONTHISAND/NCLUDEDMITEKREFERANCEPAGEM/F74"rev.10,03GOISBEFOREUSE.
Design valid for use only with Milek1l) connectors. Ths tleslgn Is based only upon parameters shown, and Is for an Individual bulltling component, not
a iruss system. Before use, the building designer must verify tha applicablllfy of tleslgn parameters and properly Incorporate this design Into the overall
bulltling tleslgn. 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 stabllliy, and to prevent collapse with possible personal Injury and property damage. For general guldance regardIng the
fabrication, storage, delivery, erection and bracing of trusses antl truss systems, seeAN6U191I Quad M Cdbdo, DSB-89 and BCSI Building Component
690 ParkeEast B
6904 Parke East Blvd.
SafNy Inlarmatbnovallable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexontlrla. VA 22 1A
P30610
a,
Job
Truss
Truss Type
Oty
Ply
= 1
T18658372
2136913-PACE-2351
VOS
Valley
1
1
Job Reference (optional)
auuvers rime source, ream ury, rL- aeaoo,
a
d
0
ruye .
ID:OMGHgVGa6ryE1 YuEMmJmnYyfZ4F-Y_L2bU2FfcgwfAtW gzNtyygwVDglhH W zFgc6aMyJJJY
4.6 =
5 4
3x8 O 2x4 II 2x4 II
LOADING (psQ
SPACING-
2-0-0
CSI.
DEFL.
in (lac)
Well
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.71
Vert(LL)
Na -
Na
999
TCDL 15.0
Lumber DOL
1.25
BC 0.63
Vert(CT)
Na -
Na
999
BCLL 0.0'
Rep Stress Incr
YES
WB 0.19
_
HondCT)
-0.00 4
Na
r1a
BCDL 10.0
Code FBC20177TPI2014
Matrix-SH
LUMBER-
BRACING -
TOP CHORD
2x4 SP No.2
TOP CHORD
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.3
BOTCHORD
OTHERS
2x4 SP No.3
REACTIONS. (lb/size) 1=20317-8-8, 4=-56l7-8-8, 5=48177-8-8
Max Horz 1=108(LC 12)
Max Uplift 1=-47(LC 12), 4=-91(LC 23), 5= 174(LC 12)
Max Gmv 1=203(LC 1), 4=34(LC 12), 5=481(LC 1)
FORCES. (Ile) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-5=-309/624
Scale = 1:20.1
PLATES GRIP
MT20 244/190
Weight: 301b FT=20%
Structural wood sheathing directly applied or 7-9-0 oc pudins,
except and verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psh BCDL=5.Opsf; h=151t; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces 8 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 pst bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001le uplift at joint(s) 1, 4 except (jt=1b)
5=174.
Waiter P. Finn PE No.22839
MTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
November 14,2019
O WARNING-VeNlydrslgnparr stensend NERD NOTES ON TH1SANDNCLUDEDIA/rEKREFENANCEPAGENX747Jro1 141101s20159EFONEUSE
Design valid for use only Wffi Mirt connectors. lhb design Is based only upon parameters shown. and is for an Individual butding component, not
��-
a has system. Before use, the building designer mwtvenfy the appllcobilily, of design parameters and properly Incorporate thus design into the overall
budding design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
WOW
prevent
Is always required for stablilly and to prevent collapse with poWblo personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSI/IPII Quality Criteria, D50-09 and BC81 eulding Component
69M Parke East Blvd.
Safety In/amsationaoallable from Truss Plata Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
y
- t
T78658373
213
V06
Valley
1
Job Reference (optional)
au icers rinn source, ram ury, rL-41000,
oars as m w cave inu en n IUUbLFINb, u16. a m,xw w va. w.uc ram
a
d
b
4.6 =
3
7 6 5
&4 , 2.4 II 2x4 II 2x4 II
Scale = 1:26.1
LOADING (Pat)
SPACING- 2-0-0
CSI.
DEFL.
in (too)
Udefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.37
Vert(LL)
WE -
Wa
999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.29
Vert(CT)
We -
Wa
999
BCLL 0.0 '
Rep Stress Incr YES
We 0.21
Horz(CT)
-0.00 5
Wa
Na
BCDL 10.0
Code FBC2017/rP12014
Matrix-SH
Weight: 421b 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. All bearings 9-8-8.
(lb) - Max Harz 1=157(LC 12)
Max Uplift All uplift 100 Ib or less al joint(s) 5,6 except 7=-202(LC 12)
Max Gmv All reactions 250 lb or less at joints) 1, 5, 6 except 7=416(LC 23)
FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2= 295/100
WEBS 2-7=-309/694
Structural wood sheathing directly applied or 6-0-0 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; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL--5.Opsf; h=15ft; Cat. II; 6y C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-7-9 to 6-7-9, Extedor(2) 6-7-9 to 8-0-0, Comer(3) 8-0-0 to 9-7-4 zone;
cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psi 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 chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except (jt=lb)
7=202.
Walter P. Finn PE No.22839
f41Tek USA, Inc. FL Cod 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 14,2019
Q WARNING-Verltydesign pemmelemend READ NOTES ON TN/SANDINCLUDED MREKREFERANCEPAGE111IF1479 rev. 11V1114IO15BEFORE USE.
Design valid for use only with MBek® connectors. This design a based only upon parameters shown, and 6 for an Individual building component, not
�'-
o truss system. Before use, the building designer must verify the applloablltiy of design parameters antl 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 brocing
MiTek-
D alwoys required for stability and to prevent collapse wilts passible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTpII QUO1211yy Cdteda, DSB419 and BCSI Building Component
69N Parke East Blvd.
Safety Informationavallace, from Truss Plate Institute, 218 N. We Street. Suite 312 Alexandda, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
OtY
Ply
'
T18658374
2136913-PACE-2351
V07
GABLE
1
1
Job Reference (optional)
humors rust Source, vim idly, rL- aCabb,
a.z4u s era 14m IV lvI I en uivusurns, uro. 111. rvw r...., o.00 .... tray. ,
ID:OMGHgVGe6ryE1YuEMmJmnYy24F-UMTo7A3VBDPdvUIvoNPLINmQgOe 9CoGIB5CfFyJJJW
4x6 =
3
e 7 6
2x4 4 2.4 l 2.4 II 2x4 II 2.4
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (too)
Vdefl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.08
vein LL)
n/a -
n/a
999
TCDL 15.0
Lumber DOL
1.25
BC 0.07
Ven(CT)
Na -
Na
999
BOLL 0.0 '
Rep Stress ]nor
YES
WB 0.07
Hoa(CT)
0.00 5
We
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.3
OTHERS 2x4 SP No.3
Scale=1:17.6
PLATES GRIP
MT20 244/190
Weight: 32 Ib FT = 20
BRACING -
TOP CHORD Stmctuml wood sheathing directly applied or 6-0-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 9-2-12.
(Ib) - Max Harz 1=39(LC 11)
Max Uplift All uplift 100 lb or less atjoint(s) 1, 5 except 8— 105(LC 12), 6=-105(LC 13)
Max Grav All reactions 2501b or less at joint(s) 1, 5, 7, 8, 6
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced mot live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl..
GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone; porch left and right exposed;C-C for members and forces & MW FRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 5 except (jt=lb)
8=105, 6=105.
Walter P. Finn PE No.22839
MTekUSA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
November 14,2019
O WARNING -Verity Ceslgnpardmefers antl REAONOTES ON THISAND INCLUDED MNEKREFERANCEPAGEa#n_74Tarev. 14,0I10159EFOREUSE
Design volid for use only with Minolta, connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not
a ft. system. Before use, the building designer must verify Me applicability of design parameters and property Incorporate this design Into the overall
bustling design. Bracing Indicated Is to buckling of Individual teas web and/or chord members only. Additional temporary and permanent bracing
M!Tek'
prevent
Is always real for stablity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and trues systems, seeA civrif t Gui lBv CRoM. GSed9 and ICSI Building Component
69N Parke East BNd.
Safety Nfonnallonavolloble from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314,
Tampa, FL 33610
Job
Truss
Truss Type 0%
T18658375
2136913-PACE-2351
V08
�Qty
Valley
1
�Ply-
1
Job Reference (optional)
Builders First Source, Plant City, FL-32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Nov 14 09:13:33 2019 Page 1
10:OMGHgVGe6ryE1YuEMmJmnYyIZ4F-UMTo7A3VBDPdvUlvoNPL1 NmOuOah9DvGj85CfFyJJJW
3x6 =
2x4 i
2.4 C
Scale = 1:11.0
Y
6
LOADING (psQ
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.21
Vert(L-) n/a
- n/a 999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.34
Vert(CT) n/a
- n/a 999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Hom(CT) -0.00
3 Na n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
Weight: 141b FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural woad sheathing directly applied or 5-3-0 oc purims.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=180/5-2-0, 3=180/5-2-0
Max Horz 1=-20(LC 8)
Max Uplift 1=-50(LC 12), 3=-50(LC 13)
FORCES. (lb) - Max. CompuMax. Ten. -All forces 250 (Ib) or
less except when shown.
TOP CHORD 1-2=-180/333, 2-3=-180/333
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15tt; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 0634
6904 Parke East Blvd. Tampa FL N610
Date:
November 14,2019
O WARNING. Verity Eee/ynparzmetersand FEAONOTESON MMANDWCLUDEDAfITEKREFENANCEPAGEMl74nmre 1NDY1015DEF0NEUSE
Design yard for use only with M9eISN connectors. This doslgn Is posed only upon parameters shown, and Is for an Individual bulldhg 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
bullding design. Bracing indicated is to prevent buckling of lndlvidual 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
foDrlcallort storage, delivery, erection and bracing of cusses and truss systems, seeANSV1PH Quality Create, D98d9 and BCSI Bull Component
6904 Palle East Blvd.
Safety Informationovollabte from Truss Rate Institute, 21a N. Lee Sheet, Suite 312, Alexandria VA 22314.
Tampa, FL 33610
Symbols
Numbering System
General Safety Notes
PLATE LOCATION AND ORIENTATION
1 3 " Center plate on joint unless x, y
4 offsets are Indicated.
6-4-8 dimensions shown in ft-in-sixteenths
(Drawings not to scale)
Failure to Follow Could Cause Property
Damage or Personal injury
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
1 2 3
1. Additional stability bracing for truss system, e.g.
and fully embed teeth.
TOP CHORDS
diagonal or X-bracing, is always required. See BCSI.
O 1/1e
c1-2 c2a
2. Truss bracing must be designed by an engineer. For
0 WEBS ^uy 4
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
T
2y' 0
3
bracing should be considered.
06y
0
0 ay 0
3
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
a_ O
0
4. Provide copies of this truss design to the building
C2� cb1 csb
r—
For 4 x 2 orientation, locate
designer, erection supervisor, property owner and
all other Interested
BOTTOM CHORDS
plates 0-'4e" from outside
parties.
edge of truss.
8 7 6 5
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
This symbol Indicates the
JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE
joint and embed fully. Knots and wane atjoint
required direction of slots In
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
locations are regulated by ANSUTPI 1.
connector plates.
THE LEFT.
7. Design assumes trusses will be suitably protected from
Plate location details available in MTek 20/20
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
the environment In accord with ANSI/TPI 1.
software or upon request.
NUMBERSAETTERS.
8. Unless otherwise noted, moisture content of lumber
shall not exceed M at time of fabrication.
P
PLATE SIZE
PRODUCT CODE APPROVALS
9. Unless expressly noted, this design is not applicable for
[CC -ES Reports:
use with fire retardant, preservative treated, or green lumber.
The first dimension Is the plate
` 4 x 4 width measured perpendicular
ESR-1311, ESR-1352, ESR1988
10. Camber is a non-structural consideration and is the
responsibility of buss fabricator. General practice is to
to slots. Second dimension Is
ER-3907, ESR-2362, ESR-1397, ESR-3282
camber for dead load deflection.
the length parallel to slots.
11. Plate size, orientation and location dimensions
indicatedtetl are minimum plating requirements.
LATERAL BRACING LOCATION
12. Lumber used shall be of the species and size, and
Indicated by symbol shown and/or
by text in the bracing section of the
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
In oil respects, equal to or better than that
specified,
13. Top chords must be sheathed or purlins provided at
output. Use T or I bracing
spacing Indicated on design.
If indicated.
Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber values
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, If no calling is installed, unless otherwise noted.
BEARING
established by others.
Indicates location where bearings
(supports) occur. Icons vary but
© 2012 MITek® All Rights Reserved
15. Connections not shown are the responsibility of others.
16. Do not cut or otter truss member or plate without prior
approval of an engineer.
reaction section indicates joint
number where bearings occur.
17. Install and load vertically unless Indicated otherwise.
Min size shown is for crushing only.
__
a
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
Industry Standards:
W1
project engineer before use.
ANSI/TPI l : National Design Specification for Metal
19. Review all portions of this design (front, back, words
Plate Connected Wood Truss Construction,
and pictures) before use. Reviewing pictures alone
DSB-89: Design Standard for Bracing.
®
is not sufficient..
BCSI: Building Component Safety Information,
M �
20. Design assumes manufacture in accordance with
Guide to Good Practice for Handling,
ITe
ANSI/rPI 1 Quality criteria.
Installing & Bracing of Metal Plate
Connected Wood Trusses,
MITek Engineering Reference Sheet: MII-7473 rev, 10/03/2015