HomeMy WebLinkAboutTRUSSLumber design values are in accordance with ANSI/TPI 1 section 6.3
hese truss designs rely on lumber values established by others.
4
MiTek
RE: M1 1412 - CARLTON 299
Site Information:
Customer Info: Wynne Development
Lot/Block:
Address: unknown
City: St Lucie County
Name Address and License # of Stir
Name:
Address:
City:
NO,
43,
MITek USA, Inc.
6904 Parke East Blvd.
rp Project Name: Carlton 299 Model: Tampa, FL 33610-4115
Subdivision:
State: FL
ural Engineer of Record, If there is one, for the building.
License #:
State:
General Truss Engineering Criteria Design Loads (individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2017ITP12014 Design Program: MiTek 20/20 8.1
Wind Code: ASCE 7-10 Wind Speed: 165 mph
Roof Load: 37.0 psf Floor Load: N/A psf
This package includes 18 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I he�eby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G 15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
I No.
I Seal#
I Truss Name
I Date
I I No.
I Seal#
I Truss Name
I Date 1
11
IT135696111A
13/22/181
118
1 T1 3569628
1 KJAB
13/22/18
0
12
1 T1 3569612
1 Al
13/22/181
1
1
1
1
1
13
T1 3569613
1 A2
13/22/181
14
T1 3569614
1 A3
13/22/18
15
1 T1 3569615
1 A4
13/22/18
16
1 T1 3569616
1 A5
13/22/18d1
! 7
1 T1 3569617
1 ATA
13/22/187
18
1 T1 3569618
1 ATB
13/22/181
19
1 T1 3569619
1 ATC
13/22/181
110
1 T1 35696201
BHA
13/22/181
Ill
I T1 35696211
G RA
13/22/181
112
IT13569622IJ2
13/22/18
113
T13569623JJ4
13/22/18
114
IT13569624IJ6
13/22/181
115
IT13569625IJ8
13/22/18
116
IT135696261JA8
13/22/18
117
1 T1 3569627
1 KJ8
13/22/181
The truss drawing(s) referenced above hav, e been prepared by MiTek
USA, Inc. under my direct supervision based on the parameters
provided by Chambers Truss.
Truss Design Engineer's Name: Finn�l Walter
My license renewal date for the state of Florida is February 28, 2019.
i
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdictidn(s) identified and that the
designs comply with ANSI/TPI 1. These designs arel based upon parameters
shown (e.g., loads, supports, dimensions, shapes an'd design codes), which were
given to MiTek. Any project specific information included is for MiTek's customers
file reference purpose only, and was not taken into �ccount in the preparation of
these designs. MiTek has not independently verified the applicability of the design
parameters or the designs for any particular buildin6. E3efore use, the building designer
should verify applicability of design parameters and 1properly incorporate these designs
into the overall building design per ANSl/TP1 1, Chapter 2.
jel't P
%%
E N
2 )9
13 -STATt OF 41 Z
.0 0
00 A,
4 0 Fk N
1�6/0�A Vs
1944 0414
'it Milts%"
Walter R Flrm PE No.22839
Mrrek USA, Inc. �L Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
Finn, Walter I of I
1-Job
Truss
Truss Ty
City
Ply
CARLTON 299
TI 3569611
M 11412
A
SPEC,AL�e
1
1
1
1
Job Reference (optional)
Chambers Truss, Inc.,
Fort Pierce, FL
8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:07:50 2018 Page I
ID:kFvnsnOwY4l9ZhO-nM3lc6ylJgg-Kxmhf24KxO8wioTmEHbuMgbSn-fsl?A78qtMOJZYQn7
6-6-0
9-10-01 13-8�O
19_ _�_o 8 1 36-0-0
5-3
L2
"101
R-6-0
_1)-4-0' 3.10110
�9 44
59-3 i 7-2-12
4.00 [1-2
23
Cr.
2
6
3x6
6X8
3X6 \\
3 4 24
16
3x4
4x5
256
is
6X8
U6 = 4x5
6 7
14
4x4 —
2. 0 0 r1_2
5x12 MT18HS
26 27 8 3x4
=5�� 9
13 12
7x8 MT18HS �
3x4 zz
Scale = 1:63.0
4x10 zz
-t
9-10-0 13-J-0
9-53
15
�4�--50 �6-2-00
36-0-0
9-10-0 3-10-0
1 9
5_0_1 1 _8_
9-10-0
Plate Offsets (X,Y)-- [2:0-0-2,Edqel,[4:0-5-4,0-2-81,[6:0-3-0,Edqel,[8:0-9-0,0-2-8l,f10:0-2-10,Edgel,[15:0-1-12,0-2-121
LOADING (psf)
SPACING- 2-0-0
cSI.
DEFL.
in (loc) I/defl Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.94
Vert(LL)
-0.73 13-14 >595 360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.94
Vert(CT)
-1.34 13-14 >321 240
MT18HS
244/190
BCLIL 0.0
Rep Stress Incr YES
WB 0.91
Horz(CT)
0.45 10 n1a n/a
BCDL 10.0
Code FBC2017fTP12014
Matrix MS
Wind(LL)
1.01 13-14 >428 240
Weight: 161 lb
FT 20%
LUMBER-
BRACING-
TOPCHORD 2x4 SP M 30 -Except*
TOPCHORD Structural wood sheathing directly applied.
6-8: 2x4 SP M 31
BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
BOTCHORD 2X4 SP M 30
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0
Max Horz 2=-1 19(LC 10)
Max Uplift 2=-846(LC 12), 10=-846(LC 12)
FORGES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or
less except when shown.
TOPCHORD 2-3=-333812212, 3-4=-3134/2132, 4-5�3441
2388, 5-7�5141/3470, 7-8=-6766/4392,
8-9=-5629/3608, 9-1 O�5945/3856
BOTCHORD 2-16=-1 989/3129, 15-16=-1 777/2918, 14-15=
-217713455, 13-14=-3307/5216,
12-13=-3301/5421, 10-12=-3593/5659
WEBS 3-16=-5271480, 4-16=-413/669, 4-15=-535/7E5,
5-15=-975f733, 5-14=-1 19811876,
7-14=-851/667, 7-13=-962/1695, 8-13=-1260i1909,
8-12=-45/349, 9-12=-319/328
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=1281fnph; TCDL--4.2psf; BCDL=3.Opst; h=12ft; B=59ft; L=36ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C xterior(2) -1 -0-0 to 2-7-3, Interior(l) 2-7-3 to 37-0-0 zone; C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water poncling.
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. 1
7) Bearing at joint(s) 10 considers parallel to grain value using !ANSVTPI I angle to grain formula. Building designer should verify
capacity of bearing surface. I
'3) Provide mechanical connection (by others) of truss to bearinig plate capable of withstanding 100 lb uplift at joint(s) except at=1b)
2=846,10=846.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
WARNING - Verify design parameters and READ NOTES ON THIS AN D INCLUDED MITEK REFERANCE PAGE Mll-7473 rov. 1010312015 BEFORE USE.
Design valid for use only with MITek0 connectors. This design Is bas�d only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the apolicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of IndivIdbal truss web and/or chord members only. Addil(onal temporary and permanent bracing
MiTew
Is always required for stability and to prevent collapse with possibld personal Injury and property damage. For general guidance regarding the
tab 10 lion, storage, delivery. erection and bracing of trusses and l6s systems, seeANSI/IPI I Qualfty Criteria, DSB-89 and 8CS1 Building Component
r Co
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 218 N. Lee Sirbet, Suite 312, Alexandria, VA 22314.
Tampa, I'L 33610
J.0 b
Trus
Truss Typ6
Qly
Ply
CA LTON 299
TI 3569612
M1 1412
Al
SPECIAL
Job Refer
�narrll)ers I russ, Inc., r-UR Vle[GL, r-L
8-6-0
ID:kFvnsnOwY4[gZhO—nM3lc6ylJ9g-o8K3sN5yiJGnKy2yo?67VUifO?3mYOGNUcwYlzYQn6
24-9-0 28-9-4 36-0.0 �7-O-Q
Scale = 1:63.0
oXo
3X8
5X6
4.00 F1-2
4
22
5
23 6
3X4
3X4
7
21
24
,
01 2
13 9
�� I i
Wj
12
3X4 11
7x8 MT18HS
10
3X4 11
1 Cb
6
6
14
13
3x6
3X4
SX6
2.00 FI-2
4x10 zz
13-8-0
18-7-
246-0
�8-9-4
36-0-0
8-�—O
5-2-0
411 .4
�_g 12
4-3-4
7-2 -12
-
Plate Offsets (X,Y)--
[2:0-0-2, Edge], [8:0-2-1 0,Edgel, [13:0-3-0,0-3-01
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in
(loc)
Ildefl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.61
Vert(LL)
-0.58
11
>749
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.95
Vert(CT)
-1.0711-12
>402
240
MT18HS
2441190
BCLL 0.0
Rep Stress Incr YES
WB 0.55
Horz(CT)
0.40
8
n/a
n/a
BCDL 10.0
Code FBC2017/TP[2014
Matdx-MS
Wind(LL)
0.80
11
>541
240
Weight: 163 lb
FT = 20%
LUMBER -
TOP CHORD 2X4 SP M 30
BOTCHORD 2x4SPM30
WEBS 2x4 SP No.3
REACTIONS. (lb/sIze) 2=1386/0-8-0, 8=1386/0-8-0
Max Horz 2=-1 41 (1-13 10)
Max Uplift 2=-846(LC 12), 8=-846(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or
TOPCHORD 2-3=-3356/2159, 3-4=-3358/2292, 4-5=-2798/
7-8=-5962/3751
BOTCHORD 2-14=-1935/3141, 13-14=-1610/2666,12-13=-
10-11 �3499/5680, 8-1 0=-3492t5669
WEBS 3-14=-4041391, 4-14=-507/777, 4-13=-151/40!
6-11 =-849/1449, 7-11 =-641/463
BRACING-
TOPCHORD
BOTCHORD
WEBS
,ss except when shown.
921, 5-6�4830/3137, 6-7=-535313403,
11-12=-2400/3924,
5-13=-1376/890,5-11�557/1048,
Structural wood sheathing directly applied or 2-7-2 oc pudins.
Rigid ceiling directly applied or 2-2-0 oc bracing.
1 Row at midpt 5-13
NOTES-
1) Unbalanced root live loads have been considered for this de'llign.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL--4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(l) 2-7-3 to 37-0-0 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord IIv,e 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. 1
7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI I angle to grain formula. Building designer should verify
capacity of bearing surface. 1
8) Provide mechanical connection (by others) of truss to bead g plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
2=846,8=846. i
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
March 22,2018
WARNING - Verify design parameters and RE4D NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE
Design valld for use onlywith MITek6 connectors. This design Is bo d only upon parameters shown, and Is for an Individual building component not
a truss system. Before use, the building designer mus )7]lcabllity of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individbal truss web and/or chord members only, Additional temporary and permanent bracing
Mel(
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication. storage, dellvery� erection and bracing of trusses and truss�systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCS1 Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 218 N. Lee Slipet, Suite 312, Mexandria, VA 22314.
Tampa, FL 33610
job
Truss
Truss Typ b
City
Ply
CARLTON 299 TI 3569613
M1 1412
A2
SPECIAL
1
�
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8 130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:07:52 2018 Page I
I ID:kFvnsnOwY41'gZhCLnM3lc6ylJgg-GKuR4j6bTdOey6dgMidMR5gtzoLPVycQcBMT4BzYQn5
8-6-0 13-10-0 1 �2�O 24-6-0 28-9-4 36-0-0 7-0
M-00 8-6-0 5-4-0 '-o 2-4-0 4-3-4 7-2-12 1-0-4
i 14--N— L4
Scale = 1:63.0
5X6 =
5x6
3x4
4.00F1-2
4
5 6 4x6 zzz
7
3x4
3M
3
8
23
22
12
13
11
9
107 91
3XIO 3x4 11
1
6
7x8 MT1 8HS
4x10 z--
2.00FI-2
22-2-0
LOADING (pst)
TOLL 20.0
TCDL 7.0
BOLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017ITP12014
CS1.
TO 0.58
BC 0.94
WB 0.72
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LI-)
in (Joe) I/clef! Ud
-0.55 11-12 >779 360
-1.03 11-12 >419 240
0.39 9 nfa n/a
0.7711-12 >564 240
PLATES
MT20
MT18HS
Weight: 167 lb
GRIP
244/190
244/190
FT = 20%
LIUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOPCHORD
Structural wood sheathing directly applied or 2-7-0 oc puffins.
BOTCHORD 2x4 SP M 30
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0
Max Horz 2=1 63(LC 11)
Max Uplift 2=-846(LC 12), 9=-846(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) o�,
less except when shown.
TOP CHORD 2-3�3359121129, 3-4=-2661/1761, 4-5=-2445
1690, 5-6�3533/2289, 6-7=-3698/2365,
7-8=-5359/3351, 8-9=-5963/3683
BOTCHORD 2-15=-1909/3146,14-15=-190913146,13-14='-1826/3099,12-13=-3016/5125,
11-12=-3433/5679, 9-1 1=-3426/5(369 1
WEBS 3-15=0/295, 3-14=-807/566, 4-14=-354/620
5-14=-916/581, 5-13=-261/668,
'
6-13=-588/1003, 7-13=-2219/1408, 7-12=-1 1137/1893,
B-12=-628/443
NOTES- I
1) Unbalanced roof live loads have been considered for this d I esign.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=12 mph; TCDL--4.2psf; BCDL=3.Opsf; h=12ft; B--59ft; L=36ft; eave=51t; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(l) 2-7-3 to 37-0-0 zone;C-C for
members and forces & MWIFFIS for reactions shown; Lumt er 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 If I ve 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. 1
7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI I angle to grain formula. Building designer should verify
capacity of bearing surface. 1
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
2=846,9=846. 1
Walter P. Finn PE No.22839
MjTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
March 22,2018
WARNING- Verify design parameters and READ NOTES ON THIS Al ND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. More use, the building designer Must verify the ol�pllcablllty of design parameters and properly Incorporate this design Into the overall
Wilding 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 possl8le personal injury and property damage. For general guidance regarding the
fabrication, storage. delivery. erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCS1 Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee �Ireet, Suite 312, Aexandda, VA 22314.
Tampa, FL 33610
,Ipb
Trus
I
Truss Type A
City
Ply
CARLTON 299
T13569614
M 11412
A3
SPECIAL
Job Refer
Phambers Truss, Inc., Fort Pierce, FL
8-6-0
6J 30 s Mar 112018 rvii i ur, indusirres, mu. i hu Iviar 22 09:0f:54 20 lu Mue I
ID:kFvnsnOwY419ZhO—nM3lc6ylJ9g-CiOCVP7r—EfLBPnXT7fqXWIDjcOvzsni3Srag4zYQn3
4�6-0 4 1 36-0-0
L8 9-
0 T
8-6-0
�2-00
T
_0 U4
7 -2-12
Scale: 3/16'=I'
4.00112
5x6
5x6
4
5
5x6
5XB
6 M WB_-
3x4
7
8
22
23
`0 2
12
9 6
10
;� I
13
4x8
11
7x8 MT18HS 3x4 11
19
0
-
6 L_— ��
15
14
3x4 11
M =
_2
4x10 :z
3X5
2.00 F1
28-9-4
LOADING (pso
TCLIL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014
CS1.
TC 0.56
BC 0.94
W B 0.74
Matflx-MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) Well Ud
-0.57 11-12 >761 360
-1.05 11-12 >41 0 240
0.40 9 n/a n/a
0.78 11-12 >551 240
PLATES
MT20
MT18HS
Weight: 167 lb
GRIP
244/190
244/190
FT = 20%
LUMBER-
BRACING-
TOPCHORD 2x4 SP M 30
TOPCHORD
Structural wood sheathing directly applied or 2-6-15
oc purlins.
BOTCHORD 2x4 SP M 30
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 6-13
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=1386/0-8-0,9=1386/0-8-0
Max Horz 2=185(LC 11)
Max Uplift 2=-846(LC 12), 9=-846(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (11)) or ess excep en shown.
TOPCHORD 2-3�3371/2103, 3-4=-2633/1707, 4-5=-2803i 1850, 5-6=-2968/1899, 6-8=-5371/3290,
B-9=-5960/3616
BOTCHORD 2-15=-1886/3159,14-15=-1 886/3153 ' 13-14=-1 34312432,12-13=-2958/5146,
11 -1 2=-3368/5675, 9-11 =-336215666 1
WEBS 3-15=0/306,3-14=-866/626, 4-13=-285/671, 5-13=-379[702, 6-13=-2706/1659,
6-12=-109411946, 8-12=-611/435 1
NOTES-
1) Unbalanced roof live loads have been considered for this clIgn.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(l) 2-7-3 to 37-0-0 zone;C-C for
members and forces & MWFRS; for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 1 . 0.0 psf bottom chord IIV,9 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) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface. 1
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
2=846,9=846.
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cart 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
March 22,2018
i
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10103,2015 BEFORE USE.
--
Design valid for use only with MITek0connectors. This design Is bas�d only upon parameters shown, and Is for on Individual building component, not
Del'
a tfUSSsyslem, Before use, the building designer must verity the ap6lIcablIlly of design parameters and properly Incorporate this design Into tile overall
building design. Bracing Indicated Is to buckling of Individual fruss web and/or chord members only. Addillonal temporary and permanent bracing
MiTek'
prevent
Is always required for stability and to prevent collapse with possibld personal injury and property damage. For general guidance regarding the
fabrication. storage. delivery, erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCS1 Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee StrPet, Suite 312. Alexandria. VA 22314.
6904 Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss yp
e
Qty
Ply
CARITON 299
I
T1 3569616
MI 1412 'A4
SPECIAII
Job Reference (optional)
�namDers i russ, inc., r-OR rietCe, M
8-6-0
23
6
3x5
8-6-0
4-4-0
4.00 F1 2 5X6
6
3x4
M 5 24
3x4
3
ID:kFvnsn����IgZhO—nM3lc6�l���gvaail8TIYnCpZMkl'rB33jiNy?MCiFpsl6a7hWzYQn2
24-6-0 ?1-14 36-0-0 7-0-
6-6-0 7-2-12 _0__
16 '15 3x12 ::=.
3x4 11 5X8 2.00F1_2
25 SX6 Zz:
5x6 WBZZZ
8
3x4 Z�'
9
Srale: 3/16"=I'
��26 �
3 1 0� d'
1 1 1 —
7� MT1 8HS �= 1 211 1 11�
�3x4 1 6
WO Z:
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) Vdefl L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.60
Vert(LL) -0.61
13 >709 360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.93
Vert(CT) -1.13
13 >383 240
MT18HS
244/190
BCLL 0.0
Rep Stress Incr
YES
WB 0.95
Horz(CT) 0.42
10 nta n/a
BCDL 10.0
Code FBC2017frPI2014
Matrix -MS
Wind(LL) 0.84
13 >513 240
Weight: 170 lb
FT = 20%
LIUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOPCHORD
Structural wood sheathing directly applied or 2-6-11
oc purfins.
BOTCHORD 2x4 SP M 30
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 7-14
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0
Max Harz 2=-207(LC 10)
Max Uplift 2=-846(LC 12), 1 0=-846(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown.
TOPCHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6=-2458/,1735 6 7— 2481/1 19, 7-9=-5407/3513,
9-10=-5950/3765 1
BOTCHORD 2-16=-1931/3146,15-16=-1931/31146,14-l5—Ll489/2515,13-14=-3185/519l,
12-13=-3510/5666, 10-12=-3504/5656 1
WEBS 3-16=0/315, 3-15=-799/546, 5-14=-344/260, 6-14=-731/1202, 7-14=-312012048,
7-13=-1 13011972, 9-13=-559/376
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=l 65mph (3-second gust) Vasd=1 28.mph; TCDL=4.2psf; BCDL=3.Opsf; h=1 2ft; B=59ft; L=36ft; eave=5ft; Cat.
11; Exp C; Encl., GCpI=0. 18; MW FRS (directional) and C-C Exterior(2) -1 -0-0 to 2-7-3, Interior(l) 2-7-3 to 1 B-0-0, Exterior(2) 18-0-0 to
21-7-3 zone;C-0 for members and forces & IvIWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated. 1
4) This truss has been designed for a 10.0 psf botto� 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. 1
6) Bearing at joint(s) 10 considers parallel to grain value using IANSVTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface. 1
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
2=846,10=846.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
AwARAft- -verify design parameter. and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only wilh MiTeW connectors. This design Is basbd only upon parameters shown, and Is for on Individual building component, not
a truss system. Before use, the building designer must verify the api$11cability of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of lndlvId truss web and/or chord members only. Additional temporary and permanent bracing
MiTeW
ly,al
Is always required for slablllty and to prevent collar I personal Injury and property damage. For general guidance regarding the
fabrication, storage. delivery, erection and bracing of trusses and truss systems. seeANSI/TPI I QUGIIIY Criteria. DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee SiJeet. Suite 312, AJ exandda, VA 22314.
Tampa, FL 33610
4b
Tru - s
Truss yre
ty
Ply
CARLTON 299
T13569616
M1 1412
A5
SPECIAL
r7
1
Job Referep - f—fi-11
L,namuei5 1 lub5' Inc., rUIL rM[U�, FU
2
0
18 N
5-2-0 4t_
1 4.00F1_2 5X6
1 6
3X4 t-;
3X6 5 24
SX4 �� 4
3 -7� �1
23
16
3x5 3A
ID:kFvnsnOwY4[gZhO-nM3lc6ylJgg-958yw5g5Wsv3RjwwbYilcxrYhPiRRi-?XmKhDzzYanI
24-6-0 '-4 1 36-0-0 7-0-
6-6-0 I_N_ 7-2-12 0-
14
15 4XIO
5X8 2.00 FIT
18-0-0
25 5X6 --
5X6 WI1
8
3x4 zz�
9
Scale = 1:61.9
13 �26�
10 1 1 41
'X, I;z
MTJ 1H 211 lch
6
WO Z7
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL. in,
(loc) I/defl Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.60
Vert(LL) -0.61
13 >709 360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.93
Vert(CT) -1.13
13 >383 240
MT18HS
244/190
BCLL 0.0
Rep Stress Incir
YES
WB 0.95
Horz(CT) 0.42
10 - n1a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matflx-MS
Wind(LL) 0.84
13 >513 240
Weight: 170 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2X4 SP M 30
TOPCHORD
Structural wood sheathing directly applied or 2-6-11
oc pudins.
BOTCHORD 2X4 SP M 30
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 7-14
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0
Max Harz 2=-208(LC 10)
Max Uplift 2=-846(LC 12), 1 0=-846(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or, less except when shown.
TOPCHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6=-245 1713, 7-9=-5407/3513,
9-1 0=-5950/3764
BOTCHORD 2-16=-1 931/3146, 16-16=-1 931/3146, 14-1 6=-1 489/2515, 13-14=-3184/5190,
12-13=-3510/5666, 10-12=-3504/5656 1
WEBS 3-16=0/315, 3-15=-7991546, 5-14=-355/272, 6-14=-743/1219, 7-14=-3134/2058,
7-13=-1 13011972, 9-13=-560/375 1
NOTES-
1 ) Unbalanced roof live loads have been considered for this d6sign.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL--4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat.
11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exlerior(2) -1 -0-0 to 2-7-3, Interior(l) 2-7-3 to 18-0-0, Extedor(2) 18-0-0 to
21-7-3 zone;C-C for members and forces & MWFRS for real ctions 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 for a 10.0 psf bottom.chord li�e load nonconcurrent with any other live loads. -6-0 tall by 2-0-0 wide
5) * This truss has been designed for a live load of 20 Opsf on1the bottom chord in all areas where a rectangle 3
will fit between the bottom chord and any other members. 1
6) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI I angle to grain formula. Building designer should verify
capacity of bearing surface. i
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except at=lb)
2=846, 1 0=846�
Walter P. Finn PE No.22839
Mi rok USA, Inc.. FL Cort 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
,& WARNING - Verify design parameters and READ NOTES ON THIS A NO INCLUDED MITEK REFERANCE PAGE 11117-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek8 connectors. This design Is b&ed only upon parameters shown. and Is for an Individual building component, not
sot
a truss system. Before use. the building designer must verify the aliplIcablilty of design parameters and properly incorporate this design Into the overall
building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTeW
prevent
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
6904 Parke East Blvd.
fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCS1 BuIlding Component
Safety Information available from Truss Plate Institute. 218 N. Lee S�,reet, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
�ob
Truss
Truss Type
cily
P y
ARLTON 299
TI 3569617
M1 1412
ATA
commo
7
1
Job Reference (optional)
parnoers I russ, Inc., I--0r1 l-lerCe, t-L
4.00F1-2
3x4 11 26
3x6 5 25
3x4 5:� 4
3
24_��
u)
6 17 16 1_
4X6 = 3X8
3X 3X4
8-1
5x6
6
.. . . .. . — 1--l—, .1 — I — — -- . - . .
ID:kFvnsnOwY4l9ZhO-nM3lc6ylJgg-dHhK7RAjH9lw2tV69FDXBBNkPp6jAEjOI03EmPzYQnO
11- 4 27-10-15 36-0-0 Q7-O-Q
4-M4 5-9-1 8-1-1 4-0-d
3x4 11
27287
3x6
8 3x4
Z--- 9
Scale = 1:61.0
29
10
30 31 14 13 12 6
3x8 = 4x6 3x4 11 3x8
22-1-14
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.53
Vert(LL) -0.28 14-15 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.67
Vert(CT) -0.59 14-15 >730 240
BCLL 0.0
Rep Stress Incr YES
WB 0.60
Horz(CT) 0.14 10 n1a n/a
BCDL 10.0
Code FBC2017fTP12014
Matrix -MS
Wind(LL) 0.34 14-15 >999 240
Weight: 172 lb IFT = 20%
LIUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOPCHORD Structural wood sheathing directly applied or 3-2-15 oc puffins.
BOTCHORD 2x4 SP M 30
BOTCHORD Rigid ceiling directly applied or 5-2-0 oc bracing.
WEBS 20 SP No.3
REACTIONS. (lb/size) 2=143610-8-0, 10=143610-8-0
Max Horz 2=-208(LC 10)
Max Uplift 2=-796(LC 12), 1 0=-796(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�3544/2053, 3-5=-2824/1651, 5-6=-2817,'1766, 6-7=-2817/1766, 7-9=-2824/1651,
9-10=-3544/2053
BOTCHORD 2-17=-181213323,15-17=-1812/3�323,14-151-997/2104,12-14=-1826/3323,
10-12=-1826/3323 1
WEBS 6-14=-569/1002, 7-14=-299/279,9-14=-783/581, 9-12=0/27116-15=-569/1002,
5-15=-300/279,3-15=-782/581, 3-17=0/271 1
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128 I mph; TCDL--4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat.
11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(l) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to
21-7-3 zone;C-C for members and forces & MW`FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) 1 00.01b AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart.
4) This truss has been designed for a 10.0 psf bottom chord lj�e load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
2=796,10=796.
Walter P. Finn PE No.22839
Mi rek USA, Inc. Fl. Gert 6634
69D4 Parke East Blvd. Tampa Fl. 33610
Date:
March 22,2018
I
,&WARNING Verily design parameters and READ N07-ES ON THIS AND INCLUDED MffEKREFERANCE PAGE MU-7473 rev. 10103,2015 BEFORE USE.
--
Design valid for use only with MiTekO connectors. This design Is bas , ed only upon parameters shown. and Is for an Individual building component not
Dal'
a truss system. Before LW, the building designer must verify the apblicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Mffek'
prevent
Is always required for stability and to prevent collapse with posslbl6
fabrication, storage, delivery, erection and bracing of trusses and
personal Injury and property damage. For general guidance regarding the
truss systems. seeANSI/TPI 1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information avallable from Truss Plate institute, 218 N. Lee Street.
Suite 312, Alexandria. VA 22314.
Tampa, FL 33610
�ob
Trus
Truss yP9
city
Ply
CARLTON 99
T135696i8
M 11412
ATB
COMMON
Job Reference (optional)
?namver5 i russ, iric., ru[L rL I
I
11-0-0 8-1-1 13-10-2,
NEI
4.00 F1_2
3x4 [I
26 27
3x6
3X6 26-
3x4 4
3
C�.
25
2
T
6 L-�E� 17 16 E� 31
is 15
3x5 3X4 11 3X6 6x8 =
1
LOADING (psf]i
SPACING-
2-0-0
CS1.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.37
TCDL
7.0
Lumber DOL
1.25
BC 0.40
BCLL
0.0
Rep Stress Incr
YES
WB 0.68
BCDL
10.0
Code FBC2017/TP12014
Matrix -MS
LUIMBER-
TOP CHORD 2X4 SP M 30
BOT CHORD 2X4 SP M 30
WEBS 2x4 SP No.3
REACTIONS. All bearings 0-8-0
Q. I ov o ivill 1 1 av" —I",
ID:kFvnsnOwY4l9ZhO-nM3lc6ylJgg-6UFjKnBL2T9ngl4lizkmhMwyeDWlvgpi-4pnirzYQn?
22-1-14 2 Z� �01 5 36-0-0 -0
4-1-14 i 9_1 8-1-1 Vo__0?
5x6
6
3x4 11
297
3x6
8 3x4
Z--- 9
SGale = 1:60.9
101 Ich
32 14 13 12 6
6x8 3x6 3x4 11 36
DEFL. in (loc) I/defl Lid PLATES GRIP
Vert(LL) -0.10 18-21 >999 360 MT20 244/190
Vert(CT) -0.22 18-21 >844 240
Horz(CT) 0.02 15 n1a n1a
Wind(ILL) 0.15 18-21 >999 240 Weight: 172 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpl: 6-14
Qb) - Max Horz 2=-208(LC 10) 1
MaxUplift All uplift 100 lb or less atjoint(s) 15 except 2=-433(LC 12),14=-866(LC 12), 10=-240(LC 12)
MaxGrav All reactions 250 lb or less atjoint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22),
15=349(LC 17) 1
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1 239f757, 3-5=-437/333, 5-6=-4321448, 6-7=-2721773, 7-9=-3761778,
9-1 0=-334/220 1
BOTCHORD 2-1 8=-58711178, 16-1 8=-587/1178, 12-14=11 88/281, 10-12=-1 88/281
WEBS 6-14=-1096/683, 7-14=-303/281, 9-14=-8531614,9-12=-13/307, 6-16-5011665,
5-16=-302/279, 3-16=-890/616, 3-18=-1 6/332
NOTES-
1 ) Unbalanced roof live loads have been considered for this Pesign.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=12.8mph; TCDL--4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-0 Extedor(2) -1-0-0 to 2-7-3, Interlor(l) 2-7-3 to 18-0-0, Exterfor(2) 18-0-0 to
21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=11.60 plate grip DOL=1.60
3) 100.Olb AC unit load placed on the top chord, 18-0-0 from, left end, supported at two points, 6-0-0 apart.
4) This truss has been designed for a 10.0 psf'bottom chord'live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members: with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to be6ring plate capable of withstanding 100 lb uplift at joint(s) 15 except at=lb)
2=433,14=866,10=240.
Walter P. Finn PE No.22839
MiTek USA, Inc. Ft. Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
WARNING - Verify design parameters and RE40 MOTES ON THISI AND INCLUDED MITEK REFERAMCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITekS connectors. This design Is based only upon parameters shown, and Is for an Individual building component not
a truss system. Before use, the buililding designer must verity Ih6 applicability of design parameters and properly Incorporate this design Into the overall
bullding design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTele
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage. delivery, erection and bracing of trusses dnd truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lde
Street, Suite 312. Alexandra. VA 22314.
Tampa, FL 33610
Job
Trus
Truss ype
Q ty
Ily
CARLTON 299 T1 3669619
M1 1412
ATC
COMMO�
Job R f r ne (optional)
�;nalnDel`S iruss, Inc., ron merce, r-L I . . . .. I .. — — .- -- --.- - — - .
ID:kFvnsnOwY41�2�6_'n"M3lc6ylJgg-Zgp5Y7B-pnHelBfVGgF?EZT70dsXe73SDkYLqHzYQn_
1�0;4
13-10-21 0 ��2.1_14 %719015 36-0-0
1 -1-1 VO-(Y
0
�11 Vo 5-9-1 1 4_1_14 8
2
6
3X5 =
25
4.00 FIT 5X6
6
3x4 11 3x4 11
"X"
2" 29 7
3x6 5 2627 28297
3x6 ZZ�
8
3x4 4 3x4
3 --:� 9
17 '-� 31 32 — 13
is 16 15 14 12
3x4 11 6x8 = 6xe = M 3A 11
I
LOADING (pso
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/def]
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.37
Vert(LL)
-0.10 113-21
>999
360
TCDL 7.0
Lumber DOL
1 ' 25
BC 0.40
Vert(CT)
-0.22 18-21
>844
240
BCLI- 0.0
Rep Stress Incr
YES
S
WB 0.68
Horz(CT)
0.02 15
n1a
n/a
BCDL 10.0
Code FBC2017/TPI201
4�j
Malrix-MS
WInd(LI-)
0.15 18-21
>999
240
LUMBER -
TOP CHORD 2X4 SP M 30
BOT CHORD 2X4 SP M 30
WEBS 2x4 SP No.3
REACTIONS. All bearings 0-8-0 except at=length) 14=
(lb) - Max Harz 2=-208(LC 10)
MaxUplift All uplift 100 lb or less atioinl
Max Grav All reactions 250 lb or less at
15=349(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (
TOPCHORD 2-3=-12391757, 3-5=-437/333, 5-6=-432
9-1 0=-334/220
BOTCHORD 2-1 8=-587/1178, 16-18=-587/1178, 12-1
WEBS 6-14=-1096/683, 7-14=-303/281, 9-14=-
5-16=-302/279, 3-16=-890/616, 3-1 8=-1
NOTES-
1) Unbalanced roof live loads have been considered for I
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasi
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and
21-7-3 zone;C-C for members and forces & MWFRS f
3) 1 00.01b AC unit load placed on the top chord, 18-0-0 1
4) This truss has been designed for a 10.0 psf bottom ch
5) * This truss has been designed for a live load of 20.Op
will fit between the bottom chord and any other memb
6) Provide mechanical connection (by others) of truss to
2=433,14--866,10=240.
1-5.
Scale = 1:60.9
30
10 11
6
3x5
PLATES GRIP
MT20 244/190
Weight: 172 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS I Row at midpt 6-14
15 except 2=-433(LC 12), 14=-866(LC 12), 1 0=-240(LC 12)
it(s) except 2=687(LC 21), 14=1 635(LC 1), 1 0=399(LC 22),
or less except when shown.
8, 6-7=-2721773, 7-9=-3761778,
1881281, 10-12=-1 88/281
1614,9-12=-13/307, 6-16=-501/665,
, design.
128mph; TCDL--4.2psf; BCDL=3.Opsf; h=12ft; B--59ft; L=36111; eave=5ft; Cat.
-C Exterior(2) -1-0-0 to 2-7-3, Interior(l) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
n left end, supported at two points, 6-0-0 apart.
I live load nonconcurrent with any other live loads.
on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
;, with BCDL = 10.0psf.
aring plate capable of withstanding 100 lb uplift at joint(s) 15 except at=lb)
Walter P. Finn PE No.22839
Mi rek USA, Inc. Fl. Cent 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
March 22,2018
WARNING - Verily design p.rariilersndREW NOTES ON THIS ANDINGLUDED MITEK REFERANCE PAGE Mll-7473 rev. 101=015 BEFORE USE.
Design valid for use only with MiTekO connectors. This desigrl Is based only upon parameters shown. and Is for an Individual building component not
Val'
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into file overall
building design. Bracing Indicated Is to prevent buckling ofilridividual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek*
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery. erection and bracing of trusses and truss systems, sceANSI/IPI I Quality Criteria, DSB-89 and RCSI Building Component
6904 Parke East Blvd.
Safety Information avallable from Truss Plate Institute, 218 N.! Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
40b
Truss
I
Truss Type
QtY
Ply
CARLTON 299
T13569620
M11412
BHA
COMMON
1
1
1
Job Reference (optional)
; i RAZ — nn-na-nn on in Pa 9 1
Chambers Truss, Inc., Fort Pierce, FL o. i 30 s Iviar I 1 20 18 1 e n us nes, w
ID:kFvnsnOwY4l9ZhC�-nM3lc6y]Jgg-IsNTISCca4PVvKEhqOmEmn?CeOgGNYVbSOluLkZYQMz
16-0-0 24-0-0
14 0-0 15-T6% 80-0 2-0 01�1.0f L-0-0
8-0-0 2-0-0 T-0-0
12
36-0-0 �7-00.-'
2--.. 2 S _0_
41 6-16 .0
B-0-0 .0
8 .0.0 0.
Scale: 3116"=I'
5x6
9 12 14
7xi 0 MT1 BHS 5-� 7 16
r,
18 7x10 zz�
1 5
4.00FI-2 T3x61
8 0
3 8 0 17 20
2
21 22
I?
6 27 24
28 26 25 23
0
3X6 11 4x6 6X8 6X8 3x6 11
3X5
3x6 3x6
15-6-0 22-10-15 ?5_10
8
36-0-0
i 10
::qN0 7-6-0 7-4-15
8-0-0
Plate Offsets (X,Y)-- [2:0-0-2,Edqel,13:0-3-8,Ec�qel.fll:0-8-0,0-3-01,[20:0-3-8,Edgel,[21:0-2-8,Edgel,[25:0-3-8,0-3-01
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/def] Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.73
Vert(LL) -0.1428-31 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BG 0.56
Vert(CT) -0.25 23-34 >619 240
MT18HS 244/190
BCLL 0.0
Rep Stress Incr NO
WB 0.83
Horz(CT) 0.04 21 n1a. n/a
BCDL 10.0
Code FBC2017rrPI2014
Matr1xMS
Wind(LL) 0.20 28-31 >909 240
1
Weight: 208 Ib FT = 20%
LIUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 4-2-12 oc purlins.
BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 6-0-0
oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at micipt 20-25
2 Rows at 1/3 pis 3-26
JOINTS I Brace at Jt(s): 8, 4,14,16, 18
REACTIONS. All bearings 0-8-0 except at=length) 25=0 11-5
(lb) - Max Horz 2=-208(LC 6) 1)
MaxUplift All uplift 100 lb or less at joint(, except 2=-583(LO 8), 26=-1 557(LC 8), 25=-1 259(LC 8),
21 =-455(LC 8)
MaxGrav All reactions 250 lb orless atj.lint(s) except 2=983(LC 13), 26=2911(LC 13), 25=2457(LC 14),
21 =757(LC 14)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 QD) or less except when shown.
TOPCHORD 2-3�2242/1142, 20-21=-1473/724,3-4=112131716, 4-6=-213/718, 6-8=-213f718,
8-1 0=-213171 8, 10-11 =-2131718,11-13='�213f7l8,l3-15=-2131718,15-17�213/718,
17-19=-87/610, 19-20=-87/610, 3-5=-1 991422, 5-7�1 12/391, 7-9=-33/344,12-14=0/257,
16-18=-67/301,18-20=-208/363 I
BOTCHORD 2-28=-971/2236, 26-28=-922/2090, 25-�6855/521, 23-25=-516/1204, 21-23=-569/1344
WEBS 8-26=-1333/1008,17-25=-979/75(3, 3-A=-419/1254, 3-26=-3236/1698, 20-23=-458/1210,
20-25�2385/1201, 9-10=-706/56l), 6-7�-307/2411, 15-16=-462/372,18-19-497/418
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuft=1 65mph (3-second gust) Vasd=1 28mph; TCDL=4.2psf; BCDL=3.Opsf; h=1 2ft; B=59ft; L--36ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lunriber DOL=1.60 plate grip, DOL=1.60
3) Provide adequate drainage to prevent water ponding. i
4) All plates are MT20 plates unless otherwise indicated)
5) All plates are 3x4 MT20 unless otherwise Indicated. 1
6) This truss has been designed for a 10.0 psf bottom ci�ord 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 mem6ers.
8) Provide mechanical connection (by others) of truss to I bearing plate capable of withstanding 583 lb uplift at joint 2, 1557 lb uplift at
joint 26, 1259 lb uplift at joint 25 and 455 lb uplift at j6int 21.
9) Girder carries hip end with 8-0-0 end setback.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Walter P. Finn PE No.22839
I
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at
28-0-0, and 967 lb down and 461 lb up at 8-0-0 on [bottom chord. The design/selection of such connection device(s) is the
Mirek USA, Inc.FL Cert6634
6904 Parke East Blvd. Tampa FL 33610
responsibility of others.
Date:
12) In the LOAD CASE(S) section, loads applied to the,'face of the truss are noted as front (F) or back (B).
March 22,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCL.UDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek8 connectors. This deslbn is based only upon parameters shown, and Is for an Individual building component, no,
a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to buckling Individual lruss web and/or chord members only. Addiflonal temporary and permanent bracing
MiTeW
prevent pf
Is always required for stability and to prevent collapse with possible personal Injuxy and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of lru�ses and truss systems. seeANSI/TPI I Quality Ciriteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety information available from Truss Plate Institute, 218 IN. Lee Street, Suite 312. Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss ype,
Qty
Ply
CARLTON 299
i
T13569620
M11412
BHA
COMMON.
1
1
Job Reference (optional)
An non! nn! 0 0 ^ 0
Chambers I russ, Inc., t--ort Flierce, t-L
D—u . i 1 H U� . , .
ID:kFvnsnOwY4l9ZhO-nM3lc6y[Jgg-V3xrzoDELOXMXUptOSHTJ_YNOQVV6?8kg21 SuAZYQmy
LOAD CASE(S) Standard I
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf) I
Vert: 1-3=-54, 20-22=-54, 28-29=-20, 23-28=47(17=-�7), 23-32=-20, 3-12=-126(F=-79-),12-20=-126(F=-72)
Concentrated Loads (lb)
Vert: 26=-641 (F) 23=-641 (F)
WARNING - Verity deslqn parameters and READ NOTES ON THISAND INCLUDED MITEKREFERANCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with I'villek:0 connectors.iThis design Is based only upon parameters shown, and Is for an Individual building component, not
a IRW 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 Iruss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with posslNe personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and 8CS1 Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra. VA 22314.
Tampa, FL 33610
Job
Trus
Truss Typ�
a ty
P ly
CARLTON 299
T13569621
M11412
GRA
HIP
Job Refer
Phambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek industries, Inc. Thu Mar 22 09:08.02 2018 Page I
ID:kFvnsnOwY4lgZhO-�nM3lc6ylJgg-zFVDA8Es6ifD9eO4xppirC5YMqocrRHuvin?oczYQmx
7-10-0 -0 8-00 ? _2-4-0 ? -g-o 1 36-0-0 37-0-
q -A-OO 7-10-0 tl�20-6 ; 1 14-4— 4_4_0 52M 7-10-0 1-0-0
4.00 F1 —2
6
5x8 MT18HS =
5xB MT1 8HS =
3x4 11 5X8 = 3x4 11
A -- -- - -- a__ -- -1 -- -- 7
Scale = 1:61.9
It
!�2 I"
IC6
6
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017/TP12014
cSI.
TC 0.71
BC 0.76
WB 0.84
Matrix -MS
DEFL. in (loc) Well Ud
Vert(LL) -0.21 12-13 >999 360
Vert(CT) -0.44 12-13 >609 240
Horz(CT) 0.06 8 n1a n/a
Wind(LL) 0.22 10-21 >999 240
PLATES GRIP
MT20 244/190
MT18HS 244/190
Weight: 161 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 3-4-6 oc purlins.
BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 5-7-0 oc bracing.
WEBS 2x4 SP No.3 *Except* WEBS 1 Row at micipt 3-13,5-13
4-13,6-12:2x6 SP No.2
REACTIONS. (lb/size) 2=398/0-8-0,13=3546/0-t5-u,5=1252/0-8-0
Max Horz 2=-97(LC 6) 1
Max Uplift 2=-292(LC 8),13�2107(1-13 8), 8=-799(LC 8)
Max Grav 2=417(LC 17),13=3546(ILC 1 JJ, 8=1256(LC 18)
1
FORCES. (lb) - Max. Comp./Ma)L Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-369/211, 3-4=-1 158/2051, 4-5=-1 �158/2051, 5-6=-2318/1425, 6-7=-231811425,
1
7-8=-29B1/1789 I
BOTCHORD 2-15=-196/311,13-15�201/342,12-13=-246/452,10-12=-1588/2818. 8-10=-1578/2786
WEBS 3-15=-181/648,3-13=-2568/1568, 4-1�=-640/587,5-13=-2900/1855,5-12=-1172/2196,
6-12=-6111569, 7-12=-558/375, 7-1 0=_1 84/651
NOTES-
1) Unbalanced roof live loads have been considered f6r this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=O.l 8; MW FRS (directional); L1 umber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pondin'g.
4) All plates are MT20 plates unless otherwise indlcat�d.
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 melnibers.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 2, 2107 lb uplift at
joint 13 and 799 lb uplift at joint 8.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 301 lb up at
7-10-0, 103 lb down and 170 lb up at 10-0-12, 103 Ill down and 170 lb up at 12-0-12,103 lb down and 170 lb up at 14-0-12,103 lb
down and 170 lb up at 16-0-12,103 lb down and .170 lb up at 18-0-12, 103 lb down and 170 lb up at 19-11-4,103 Ill down and 170
lb up at 21-11-4, 103 lb down and 170 lb up at 23-11-4, and 103 lb down and 170 lb up at 25-11-4, and 137 lb down and 301 lb up
at 28-2-0 on top chord, and 340 lb down and 223. lb up at 7-10-0, 77 lb down and 1 Ill up at 8-0-12, 77 lb down and 1 lb up at
10-0-12, 77 lb down and 1 lb up at 12-0-12, 77 lb down and I lb up at 14-0-12, 77 lb down and 1 lb up at 16-0-12, 77 lb down and
1 lb up at 18-0-12, 77 lb down and I lb up at 19�1 1-4, 77 lb down and I lb up at 21-11-4, 77 lb down and I lb up at 23-11-4, 77 lb
Walter P. Finn PE No.22839
down and I lb up at 25-11-4, and 77 lb down and 1 lb up at 27-11-4, and 340 lb down and 223 lb up at 28-2-0 on bottom chord.
MiTek USA, Inc. FL Cert 6634
The design/selection of such connection device(s) is the responsibility of others.
6904 Parke East Blvd. Tampa FL 33610
9) In the LOAD CASE(S) section, loads applied to I : he face of the truss are noted as front (F) or back (B).
Date:
LOAD CASE(S) Standard
March 22,2018
tini inrl nn nnrip 9
WARNING- Verity design parameter. and READ—E. — I — AWINCLUDED MITEK REFERANCE PAGE M17-7473 rev. 10103)2015 BEFORE USE.
Design valid for use only wIfh MffekO connectors. 1W design Is based only upon parameters shown, and Is for cin Individual building component not
DOI'
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 collopso with possible personal Injury and property damage. For general guidance regarding the
iWiTeW
fabrication, storage. delivery. erection and bracing of trusses and truss systems, seeANSI/TP1 1 Quality Criteria, DSB-89 and BCS1 Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Trus
Truss Typb
QtY
Ply
ARLTON 299
T13569621
M 11412
GRA
HIP
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTeK industries, Inc. Thu Mar 22 09:08:02 2018 Page 2
ID:kFvnsnOwY4l9ZhO—nM3lc6ylJgg-zFVDABEs6ifDgeO4xppirC5YMqocrRHuvin?aczYQmx
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate I ncrease=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 3-7=-54, 7-9=-54, 16-19=-20
Concentrated Loads (lb)
Vert: 3=-137(B) 5=-103(B) 7=-137(B) 14=-49(B) 15=-389(B) 1 0=-389(B) 1 1�49(B) 22=-103(B) 24=-103(B) 26�103(13) 27=-103(B) 28=-103(B) 29=-103(B)
31=-103(B) 33=-103(B) 34=-49(B) 35=-49(B) 36=-49(B) 37=-49(B) 38=-49(B) 39=-49(B) 40=-49(B)
WARNING - Verity design parameters and READ NO TES ON THIS AND INCLUDED mrrEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE
Design valld for use only with MITek0 connectors. This design Is based only upon parameters shown. and Is for a) 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 prevent bLickling of Individual truss web and/or chord members only. Additional ternporaW and permanent bracing
M!Tek'
Is always required for stability and to prevent collabse,,Ath possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information avdloble from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Tampa, Fl- 33610
4ob
Trus
Truss yp�
aty
Ply
CARLTON 99
T13569622
M11412
J2
MONO TRUSS
I
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 Mi I eK industries, Inc. Thu Mar 22 Ou:08:02 2018 Page i
ID:kFvnsnOwY4lgZhO—nM3lc6ylJgg-zFVDABEs6ifD9eO4xppirC5hkqyNreLuvin?QczYQmx
-1-0-0 2-0-0
1-0-0 2-0-0
Scale = 1:7.8
4.00FI-2
'2
6
3x4 =
2-0-0
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. In (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 - 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n1a rita
BCDL 10.0 Code FBC2017/TP12014 Matflx-MP Wind(LL) 0.00 7 >999 240 Weight: 8 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.3 TOPCHORD Structural wood sheathing directly applied or 2-0-0 oc purlins.
BOTCHORD 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=37/Mechanical,2=141/0-8-�,4=22/MechanicaI
Max Harz 2=67(LC 12)
Max Uplift 3=-27(LC 12), 2=-1 36(LC 12� 4=-3(LC 9)
Max Grav 3=40(LC 17), 2=141 (LC 1), 4=31 (LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 k1b) or ILst; except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi--0.18; MWFRS (directional) anid C-C Exterlor(2) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60 ;
2) This truss has been designed for a 10.0 psf bottom �chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20!Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will tit 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 27 lb uplift at joint 3, 136 lb uplift at joint
2 and 3 lb uplift at joint 4. 1
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
March 22,2018
A WARNING - Verify design parameters and RE4DfflOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M117473 rev. 1010312015 BEFORE USE
Design valid for use only with maeke connectors. T�s design Is based only upon parameters shown. and Is for an Individual building component not
a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into ]he 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 collabse wilh possible personal Injury and property damage. For general guidance regarding the
MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
,job
Truss
Truss Typ 6
city
Ply
CARLTON 299
1
T13669623
M11412
J4
MONO T Russ
I
Job Reference (optional)
.Chambers Truss, Inc., Fort Pierce, FL 8. i 30 5 IV]d[ i i 2Cj 18 IVII I UR 11 1UUW11GG, 1116. 1 1 IU [Viar � V : : Uu
I D:kFvnsnOwY4l9ZhC�-nM3lc6ylJ9g-RR3cOU EUt?n4mozGVWKxOPdpOEEya5b 1 BMWYy3zYQmw
--"0-0' 4-0-0
4-0-0
Scale = 1: 11. 1
;Ixq
LOADING (pso
SPACING-
2-o-6
CS1.
DEFL.
in
(loc)
I/deff
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.216
TC 0.37
Vert(LL)
-0.01
4-7
>999
360
MT20 244/190
TCDI- 7.0
Lumber DOL
1.25
BC 0.37
Vert(CT)
-0.02
4-7
>999
240
BCLL 0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10
Code FBC20117/TP1201
1 4)
Matrix -MP
Wind(LL)
0.02
4-7
>999
240
Weight: 14 Ib FT = 20%
LUMEIER-
TOPCHORD
2x4 SP No.3
BOTCHORD
2x4 SP No.3
REACTIONS.
(lb/size) 3=87/Mechanicai, 2=204IO-8-0, 4=49/Mechanical
Max Harz 2=102(LC 12) 1
Max Uplift 3=-77(LC 12),2=-1 bVkLU I;e), 4=-/kLC 12)
Max Grav 3=91 (LC 17), 2=204(LC11), 4=67(LC 3)
BRACING-
TOPCHORD Structural wood sheathing directly applied or 4-0-0 oc puffins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES. (115) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL--4.2psf; BCDL=3.Opsf; h=12ft; B--59ft; L=36ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; IMWFRS (directionial) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(l) 2-7-3 to 3-10-4 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 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load I �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 77 lb uplift at joint 3, 159 lb uplift at joint
2 and 7 lb uplift at joint 4.
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
March 22,2018
,& WARNING- Verify dasign parameters andIREAD NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(5) 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 ve4ty 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
MiTeW
Is always required for stability and to pre�ent collapse with possible personal injury and property damage. For general guidance regarding the
fabricaffort, storage, dellvery� erection a6d bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI BuIlding Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314.
1
Tampa, FL 33610
4ob
Truss
Truss ype
Qpy
ply
CARLTON 299
T13569624
M11412
J6
MONO TRUSS
8
Job Reference (optional)
K A - A 40 D� � I
�.;narrlt)ers truss, mc., MR rie[UL, rL ... ...
ID:kFvnsnOwy4l9ZhO—nM3lc6ylJgg-wec—bqF6eJvxOyYS3DrAwdA VeSsJYrBMOG6UVzYQMV
�'___0000 6-0-0
6-0-0
Scale = 1:14.3
1' 1
6-0-0
6-0-0
LOADING (pso
SPACING- 2-070
CS1.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.35
Vert(LL) -0.05
4-7 >999 360
MT20 2441190
TCDL 7.0
Lumber DOL 1.�5
BC 0.83
Vert(CT) -0.11
4-7 >652 240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00
3 n1a n/a
BCDL 10.0
Code FBC2017/TP120P4
Matrix -MP
Wind(LL) 0.11
4-7 >639 240
Weight: 20 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2X4 SP M 30
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOTCHORD 2x4 SP No.3
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=14LI/Mechanical, 2=275/0-8-0, 4=70/Mechanical
Max Horz 2=140(LC 12) 1
Max Uplift 3=-1 29(LC 12), 2=-1 92(LC 12), 4�8([_C 12)
Max Grav 3=1 48(LC 17), 2=275( 1 LC 1), 4=1 OO(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASIDE 7-10; Vult=l 65Mph (3-second
11; Exp C; Encl., GCpi--0.18; MWFRS (direc:
members and forces & MWFRS for reactior
2) This truss has been designed for a 10.0 psf
3) * This truss has been designed for a live JoE
will fit between the bottom chord and any ol
4) Refer to girder(s) for truss to truss connecti
5) Provide mechanical connection (by others) i I
joint 2 and 8 lb uplift at joint 4. 1
ist) Vasd=1 28m�h; TCDL=4.2psf; BCDL=3.Opsf; h=1 2ft; B=59ft; L=36ft; eave=5ft; Cat.
nal) and C-C Extedor(2) -1 -0-0 to 2-7-3, Interior(l) 2-7-3 to 5-10-4 zone;C-C for
shown; Lumber DOL=1.60 plate grip DOL=1.60
:ottom chord live load nonconcurrent with any other live loads.
of 20.OpSf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
ir members.
of truss to bearing plate capable of withstanding 129 lb uplift at joint 3, 192 lb uplift at
Walter P. Finn PE No.22839
MjTek USA, Inc. Fl. Carl 6634
6SO4 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
WARNING- Verify delgnparamefe,.��d READ NOTES ON THIS ANDINcLuDED&TrEKREFERANCE PAGE M11-7473re, 1010312015 BEFORE USE.
Design vdld for use only with MITekS connectors. Ihis design Is based only upon parameters shown. and Is for an Individual building component. not
a truss system, Before use. the bulidind designer must verify the applicablIlly of design parameters and properly 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
WeW
prevent
Is always rectUred for stablIlly and to prevent collapse will) possible personal Injury and property damage. For general guidance regardIng the
6904 Parke East Blvd.
fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
Tampa, FL 33610
Safety Information available from Tru I ss Plate institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314.
�ob
Truss
Truss Typ?
a py
Ply
CARLTON 299 T13569625
M11412
J8
MONO T�USS
PrRC onal)
4NO . ;-- .-- —, RA— 00 nn-AQ-nA Onlo D,,;; I
Phambers Truss, Inc., �-orl Fierce, 1--L
0-0
--11-0-0
1� 1
3x4
ID:kFvnsn0vvY4I�ih'0--n- M,,3-1,c6,y,lJ-g-g,--w,e,,c,�-'bqF . 6eJvxOyYS 3DrA wdAwSeYYJYrBMOG6UVzYQMV
Scale = 1: 17.7
LOADING (pSf)
SPACING- 2-d-0
CS1.
DEFL. in
(loc) I/detl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1125
TC 0.61
Vert(LL) -0.14
4-7 >676 360
MT20 244/190
TCDL 7.0
Lumber DOL 1�25
BC 0.47
Vert(CT) -0.30
4-7 >31 0 240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00
3 n1a nta
BCDL 10.0
Code FBC2017fTP12dl4
Matrix -MP
Wind(LL) 0.26
4-7 >368 240
Weight: 26 lb FT = 20%
LLIMEIER-
BRACING-
TOPCHORD 2X4 SP M 30
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD 2X4 SP M 30
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=188/Mechanical, 2=348/0-8-0,4=99/Mechanical
Max Harz 2=178(LC 12) 1
Max Uplift 3=-174(LC 12), 2=-226(LC 12), 4=-13(LC 12)
I
Max Grav 3=1 95(LC 17), 2=348(LC 1), 4=1 41 (LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All fo),ces 250 (lb) or less except when shown.
NOTES- i
1) Wind: ASCE 7-10; Vult=165mph (3-second bust) Vasd=128mph; TCDL--4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Inteflor(l) 2-7-3 to 7-10-4 zone;C-C for
members and forces & MWFRS for reactiops 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 lo i a)d 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 174 lb uplift at joint 3, 226 lb uplift at
joint 2 and 13 lb uplift at joint 4.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
hfin re-h 09
,& INA RIVING - Verify design parameters ! and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03)2015 BEFORE USE.
Design valid for use orgy vAh MITek0connectors. Thisdesign Is based only upon parameters shown. and Isfor an Individual building component. not
a trusssystem. Before use. the buildirlb designer must verify the applIcabUlly ofdeslgn parometersand property Incorporate this design Into the overall
Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTeW
building design. Bracing Indicated prevent of
Is always required for stability and to'prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabilcation, storage. delivery, erecil6n and bracing of trusses and truss systems, seeANSI/TPI I Qualfly Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandra, VA 22314.
Tampa, FL 33610
4ob
Trus
Truss Type
City
Ply
CARLTON 299
T13569626
M11412
JAB
MONO TRUSS
11
Job Reference (optional)
.L,naMDerS i russ, mc., ME rIURX, rL
ID:kFvnsnOwY4lgZhO—nM3lc6y[Jgg-OqAMoAGkPdloO66fdxMPTqi5hlu62?sKbg?fIXZYQmu
7-10-0
7-10-0
2
3X4 =
4.00 F1-2
8
3
4
Scale = 1:17.6
LOADING (psf)
SPACING- 2-0710
CS1.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.58
Vert(LL) -0.13
4-7 >721 360
MT20 244/190
TCDL 7.0
Lumber DOL 11.�5
BC 0.45
Vert(CT) -0.28
4-7 >331 240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00
3 n/a n/a
BCDL 10.0
Code FBC2017rrP]2()i,4
Matrix -MP
Wind(LL) 0.24
4-7 >392 240
Weight: 26 lb FT = 20%
LIUMBER-
BRACING-
TOPCHORD 2x4 SP M 30
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOTCHORD 2x4 SP M 30
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=184/Mechanical,2=3,42/0-8-0,4=97/MechanicaI
Max Horz 2=175(LC 12)
Max Uplift 3=-1 70(LC 12), 2=-223(LC 12), 4=-1 3(LC 12)
Max GraV 3=1 91 (LC 17), 2=342((C 1), 4=1 38(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gyst) Vasd=128mph; TCDL--4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat.
11; Exp, C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(l) 2-7-3 to 7-8-4 zone;C-C for
members and forces & MWFRS for reaction6 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 loa6 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 170 lb uplift at joint 3, 223 lb uplift at
joint 2 and 13 lb uplift at joint 4.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
I
WARMING - Verity design parameters an I d READ NOTES ON THIS AND INCLUDED MffEK REFERANCE PAGE M11-7473 rov. 10/=015 BEFORE USE.
Design valld for use only with MiTek(D coknectors. This design Is based only upon parameters shown, and Is for an Individual building component. not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. BracIng Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTeW
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabricallom storage, delivery; erectionbrid bracing of trusses and truss systems, seeANSVTPI 1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss'Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
4ob
Truss
Truss Type
city
Ply
CARLTON 299
T13569627
M11412
KJ8
MONO TRUSS
2
Job Refer
.Phambers Truss, Inc., Fort Pierce, FIL 8J 30 s [Viar 1 i 20118 Mi i er, inuutstue5, 111u. i Flu lvlaf �4 uw'uo:uu �v lo �age 1
ID:kFvnsnOwY4igZhO—nM3lc6ylJgg-sOkkOWHNAw9fdFhrAeteO2FMER[UnNxUqJICZNzYQmt
7-2-7 11-3-0
7-2-7 4-0-9
1
7-2-7
1
3-10-5 0-2-4
LOADING (psi)
SPACING- 2-0110
CS1.
DEFL.
in
(loc)
Weil
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.21
Vert(LL)
-0.05
6-9
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL 1.�5
BC 0.25
Vert(CT)
-0.10
6-9
>999
240
BCLL 0.0
Rep Stress Incr �O
WB 0.35
Horz(CT)
0.01
5
n1a
n/a
BCDL 10.0
Code FBC2017fFP120 i4
Matrix -MS
Wind(I-L)
-0.04
6-9
>999
240
Weight: 44 Ito FT = 20%
LUMBER- BRACING-
TOPCHORD 2X4 SP M 30 TOPCHORD
BOTCHORD 2X4 SP M 30 BOTCHORD
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=90/Mechanical,2--46210-11-5,5--406/MechanicaI
Max Harz 2=1 78(LC 8)
Max Uplift 4=-102(LC 8), 2=-187(LC 8), 5=-116(LC 8)
i
FORCES. (lb) - Max. Comp./Max. Ten. - All forges 250 (lb) or less except when shown.
TOPCHORD 2-3=-866/230
BOTCHORD 2-6=-234/833, 5-6=-234/833
WEBS 3-6--0/287, 3-5=-913/257
Structural wood sheathing directly applied or 6-0-0 oc puffins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- I t
1) Wind: ASCE 7-10; Vult=l 65mph (3-second gust) Vasd=1 28mph; TCDL=4.2psf; BCDL=3.Opsf; h=1 2ft; B=59ft; L--36ft; eave=5ft; Cat.
11; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psti 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 oiher members.
4) Refer to girder(s) for truss to truss conneciions.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 4, 187 lb uplift at
joint 2 and 118 lb uplift at joint 5. 1
6) Hanger(s) or other connection device(s) Shall be provided sufficient to support concentrated load(s) 39 lb down and 58 lb up at
2-11-0, 39 lb down and 58 lb up at 2-11 -0, 8 lb down and 101 lb up at 5-8-15, 8 lb down and 101 lb up at 5-8-15, and 42 lb down
and 143 lb up at 8-6-14, and 42 lb downiand 143 lb up at 8-6-14 on top chord, and 47 lb down and 28 lb up at 2-11-0, 47 lb down
and 28 lb up at 2-11-0, 47 lb down at 5-.8-15, 47 lb down at 5-8-15, and 31 lb down and 14 lb up at 8-6-14, and 31 lb down and 14
lb up at 8-6-14 on bottom chord. The desigrVselection of such connection device(s) Is the responsibility of others.
7) In the LOAD CASE(S) section, loads apoled to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Root Live (balanced): Lumber l,ncrease=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-54, 5-7=-20
Concentrated Loads (lb)
Vert: 10=80(F=40, B=40) 11='-2(F=-1, B�1) 12=-83(F�42, B=-42) 13=14(F=7, B=7) 14�20(F=-10, B�10) 15�50(F=-25,
B�25)
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
,& WARNING - Vedfy d..Ign pra..t. and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE
Design valld for use only with M]Tek@ connectors. IhIs design is based only upon porameters shown. and Is for an Individual building component. not
a truss system. Before use, ]be building designer must vedly the applicability of design parameters and properly Incorporate this design Into the overall
building desIgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to provent collapse with possible personal Injury and property damage. For general guidance regarding the
6904 Parke East Blvd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria. DSB-89 and BCSI Building Component
VA 22314.
Tampa, FL 33610
Safety Information available from Tru I �s Plate Institute. 218 N. Lee Street. Suite 312, Alexandfla,
job
Truss
Truss Type
apy
Ply
CARLTON 299
�2
T13569628
M11412
KJA8
MONO TRUSS
�
I
Job Reference (ODtiOnal)
,chambers Truss, Inc., Fort Pierce, FIL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:08:06 40 1 o rag
ID:kFvnsnOwY4l9ZhO-nM3lc6ylJgg-sOkkOWHNAw9fdFhrAeteO2FMMRInnN6UqJICZNzYQmt
6-10-0 11-0-3
- —100 6-10-0 4-2-3
Scale = 1: 19.9
3x4 = I 3x4 =
6-10-0 1 111-0-3
LOADING (ps
ACING-
2-0-0
CS1.
DEFL.
in
(loc)
Vdefl
Ud
PLATES GRIP
TOLL 20.9
:Iate Grip DOL
1125
TO 0.20
Vert(LL)
0.06
6-9
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL
11.25
BC 0.23
Vert(CT)
-0.08
6-9
>999
240
BCLL 0.0
Rep Stress Incr
INO
WB 0.34
Horz(CT�
0.01
5
n1a
n/a
BCDL 10.0
Code FBC2017/TP12014
1
Matrlx-MS
-
Weight: 43 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP M 30 TOPCHORD
BOTCHORD ?X4 SP M 30 BOTCHORD
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=106/Mechanical, 2--1447/0-11-5,5=385/Mechanical
Max Harz 2=175(LC 8) 1,
Max Uplift 4=-107(LC 8), 2=-321 1 i(LC 8), 5=-202(LC 6)
FORCES. (1b) - Max. Comp./Max. Ten. - All for i ces 250 (lb) or less except when shown.
TOPCHORD 2-3=-846/526
BOTCHORD 2-6=-520/815,5-6=-520/815
WEBS 3-6=0/268, 3-5=-884/565
Structural wood sheathing directly applied or 6-0-0 oc purfins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=Wt; L--36ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (dire�tional); 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 l6ad 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 107 lb uplift at joint 4, 321 lb uplift at
joint 2 and 202 lb uplift at joint 5.
6) Hanger(s) or other connection device(s),shall be provided sufficient to support concentrated load(s) 39 lb down and 58 Ito up at
2-11-0, 39 lb down and 58 lb up at 2-11-0, 8 lb down and 101 lb up at 5-8-15, 8 lb down and 101 lb up at 5-8-15, and 42 lb down
and 143 lb up at 8-6-14, and 42 lb down and 143 lb up at 8-6-14 on top chord, and 31 lb up at 2-11-0, 31 lb up at 2-11 -0, 10 lb
down and 30 lb up at 5-8-15, 10 lb down and 30 lb up at 5-8-15, and 31 Ib down and 14 lb up at 8-6-14, and 31 lb down and 14 lb
up at "-14 on bottom chord. The designtselection of such connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber' Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-54, 5-7=-20
Concentrated Loads (1b)
Vert: 10--80(F=40, B-_40) 1 J=-2(F=-1, B=-1) 12=-83(F�42, B=-42) 13=14(F=7, B=7) 14�20(1`=-1 0, B=-1 0) 15�50(1==-25,
B=-25) I
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
March 22,2018
WARNING - Verity design paramele�' . and REA 0 NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev. 10/012015 BEFORE USE.
Design valid for use only Win MITekG connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not
a in= system. Before use, the building designer must verify the applicabHlty of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTele
prevent
Is always required for stability and t6 prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage. dellvery� erection and bracing of trusses and truss systems, seeANSI/TP11 Quality Criteria, DSB-89 and BCS1 Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandda, VA 22314.
Tampa, FL 33610
Symbols
PLATE LOCATION AND ORIENTATION
3/�' Center plot e on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
0-719,
For 4 x 2 orientation, locate
plates 0-1/0 from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20/20
software or upon request.
PLATE SIZE
The first dimension is the plate
4 x 4 width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
t5yteixflry the -bracing section-of-thg
output, Use T or I bracing
if indicated.
Indicates location where bearings
(supports) occur. Icons vary but
-reaction section indicates joint
number where bearings occur,
Min size shown is for crushing only.
Industry Standards:
ANSI/TP11: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing,
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
Numbering System
6-4-8 1 dimensions shown in ft-in-sixteenths
I(Drawings not to scale)
2
TOP CHORDS
r)
Q�
0
R
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR- 1311, ESR- 1352, ESR 1988
ER-3907, ESR-2362, ESR-1397, ESR-3282
0
a-
:2
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TPI-1
section 6.3 These truss designs rely on lumber values
established by others.
@ 2012 MITek0 All Rights Reserved
MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015
A Generd Safety Notes
Failure to Follow Could Cause Property
Damage or Personal injury
1 . Additional stability bracing for truss system, e.g.
diagonal or X-brocing, is always required. See BCSI.
2. Truss bracing must be designed by an engineer, For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3. Never exceed the design loading shown and never
stock materials on Inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other Interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wone at joint
locations are regulated by ANSI/TPI 1.
7. Design assumes trusses will be suitably protected from
the environment In accord with ANSI[TPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication,
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice Is to
comber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12, Lumber used shall be of the species and size, and
In all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
spacing Indicated on design.
14. Bottom dh-o-rds-require-loteral bracing -at -I 0-ft, spacing —
or less, if no ceiling Is installed, unless otherwise noted,
15. Connections not shown are the responsibility of others
16. Do not cut or alter truss member or plate without prior
approval of an engineer.
17. Install and load vertically unless Indicated otherwise,
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19, Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSI/TPI 1 Quality Criteria.