HomeMy WebLinkAboutTRUSSMiTek
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am
RE: M1 1412 - CARLTON 290
Lumber design values are in accordance with ANSI/TPI 1 sectiop
These truss deligns rely on lumber values established by others.
Site Information:
Customer Info: Wynne Development Corp Project
Lot/Block: Subdivisi
Address: unknown
City: St Lucie County State: FL
Name Address and License # of Structural Ei
Name:
Address:
City:
MiTek USA, Inc.
6904 Parke East Blvd.
M1 1412 Model: Tampa, FL 33610-4115
of Record, If there is one, for the building.
ense #:
General Truss Engineering Criteria & Design Load (individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2017/TP12014 De ign 11�rogram: MiTek 20/20 8.1
Wind Code: ASCE7-10 Wil d Speed: 165 mph
Roof Load: 37.0 psf Fl�or 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 hereby 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 No.
I Seal#
I Truss Name I Date
28 t KJA8 _13/22/18
11
IT136696111A
13/22/18
18
T1 35696
12 IT13569612JAl 13/22/18-
13 1 T1 3569613 1 A2 13/22/18
14 IT13569614IA3 13/22/19
15 1 T1 3569615 1 A4 13/22/18 1
16 1 T1 3569616 1 A5 13/22/18
17 T1 3569617 1. ATA 13/22/18
18 T1 3569618 1 AT6, 3/22/18
19 1 T1 3569619 1 ATC 13/22/18
110 1 T1 35696201 BHA 13/22/18
Ill I T1 35696211 G RA 13/22/18 1
112 IT13569622IJ2 13/22/18
113 IT13569623IJ4 13/22/18
114 IT13569624IJ6 13/22/18 1
115 IT _?5 5
A9p?__[J8 .13/22/18 — J
116 IT135696261JA8 13/22/18 1
39%
FILE COFY
117 IT135696271KJ8 13/22/18 1
The truss drawing(s) referenced above have been prepared
y M Tek
If, R P
USA, Inc. under my direct supervision based on the parameters
provided by Chambers Truss.
E IV
Truss Design Engineer's Name: Finn, Walter
N o 2�i
My license reneWal date for the state of Florida is February
28, 2019.
IMPORTANT NOTE: The seal on these truss component designs
is a certification 13 % ANTE OF
that the engineer named is licensed in the jurisdiction(s) identified and th�t
the 0 . -
designs comply with ANSI/TPI 1. These designs are based upon param6ters
shown (e.g., loads, supports, dimensions, shapes and design codes), wh�ch
10i ;<O.
were 4.0 R I VX- N
.. ...... C4
given to MiTek. Any project specific information included is for MiTek's customers
0 N A Li��
file reference purpose only, and was not taken into account in the prepar�tion
of
111111111,10%
these -.designs. MIT& has not independently verified the applicability of t6e,
design
parameters or the designs for any particular building. Before use, the bul
ding designer War P. Firm PE No.22839 -
should verify applicability of design parameters and properly incorporate
hese designs mrrok USA, Inc. K Con 604
into the overall building design per ANSI/TPI 1, Chapter 2.
6984 Paft East Blvd. Tampa FL33610
Date.
March 22,2018
Finn, Walter 1 Of I
Job
Truss
Truss Type
Qty
Ply
CARLTON 299
T1356.9611
M 11412
A
SPECIAL
1
Job Reference (optional)
L'naMDerS I russ, I ne., r-ori vierce, t-L
B-6-0 too! 11 -0 19 5-3
MOO 8-6-0 k4-_0 510-0 5--9-3
— 5XB 4x5
4.00 F1 2 3x6
3 4 24 265
23
2
6 �2
3X6 —
9-10-0
16 15
3x4 5X8
0. 1 JU 5 IVIUI I I 4U I D IVII I UK I I 11.11.1bUlUb, If W. I I IU IVIdl ee VU;V1;0U eU 10 rdye I
ID:kFvnsnOwY4l9ZhO-nM3lc6ylJgg-Kxmhf24KxOBwioTmEHbuMgbSnjsl?A78qtMOJzYQn7
I _? 0 8 �%4 36-0-0 q 7-0-
6L8-;5 I _ 7-2-12 1-0-0
x6 = 4x5
6 7
14
4x4 :z
2.00F1_2
5xi 2 MT1 8HS
26 27 8 3x4
9
13 12
7x8 MT18HS =
3x4 Zz
Scale = 1:63.0
28
1
Ich
6
4x10 zz
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL
in (loc) I/detl Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.94
Vert(LL)
-0.73 13-14 >595 360
MT20
244/190
TCDL 7.0
Lumber DOL 1.26
BC 0.94
Vert(CT)
-1.3413-14 >321 240
MT18HS
244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.91
Horz(CT)
0.45 10 n/a n/a
BCDL 10.0
Code FB02017/TP12014
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)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.,
TOPCHORD 2-3=-3338/2212, 3-4=-3134/2132, 4-5=-3441/2388, 5-7:=-5141/3470, 7i8=-6766/4,992,
8-9=-5629/3608, 9-10=-5945/3856
1
BOTCHORD 2-16=-1 989/3129,15-16=-1777/2918,14-15=-2177/3455,13-14=-3307�5216,
12-13=-3301/5421, 10-12=-3593/5659
WEBS 3-16=-527/480, 4-16=-413/669, 4-15=-535/785, 5-15=-
198/1876,
7-14=-851/667, 7-13=-962/1695,8-13�1260/1909, 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=128mph; TCE)L=4.2psf; BCDL3.0psf; h=12ft; B=591t; L=36ft; eave=5ft; Cat.
11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) _ 1 -0-0 to 2-7-3,1 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 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 1 angle to gral formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of witrista.nding 100 lb uplift at joint(s) except gt=lb)
2=846,10=846.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cort 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
I
WARNING- Verify design parameters and RE40 NOTES ON THIS AND INCLUDED =1 cK REFE-15 PAGE 1011-7473 rev. IO/V3,2015 BEFORE USE.
Design valid for use only with MF[ekO connectors. This design Is based only upon parameters sho", and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameieiis and properly Incorporate this design Into the overall
bullding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord m6mbers only. Additional temporary and permanent bracing
Mek'
Is always required for stability and to prevent collapse with possUe personal Injury and property damage. For general guidance regarding the
fabrication, storage. dellvery� erection and bracing of trusses and truss systerns� seeANSIITPI 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, FIL 33610
dob
Truss
Truss Type
Qly
Ply
CARLTON 299
T13569612
M 11412
At
SPECIAL
1
1
�
Job Reference (optional)
(;hambers Truss, inc.,
Fort Fierce, FL
S. 130 s Nor 11 2018 ivii i er, HILIUSLUeb,
111G. 1 "U Mal 44 VU.V1.Q I 4V 10 rage I
ID:kFvnsnOwY4[gZhO�_nM3lc6ylJ9g-o8K3sN5yiJGnKy2yo?67vt7ifO?3mYOGNUcwY]zYQn6
B-6-0
18-7-4
?5!L6 -0 '-9-4
36-0-0
9ZLO-9
"00-
8-6-0
6-9-4
-I T
7-2-12
Scale 1:63.0
5x6
3x8 5x6
4.00 FIT 4 22
5 23 6
3X4
3
3A
7
21
24
2
7x8 MT18HS 10
8
ich
6
14
12
3x4 11 3x4
6
13
3x6
3x4
5x6
2.00 F1 _2
WO zz
13-8-0
18�7_4
24-6-0 1
36-0-0
:-6-0
5-2-0
4_ 1 -4
5-10-12
7-2-12
1
Plate Offsets (X,Y)--
12:0-G-2,Edgel,[8:0-2-10,Edge],fl3:0-3-0,0-3-01
LOADING (pst)
SPACING- 2-0-0
CS1.
DEFL. In (loc) I/defl 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) -1.07 11-12 >402 240
MT18HS
244/190
BCLL 0.0
Rep Stress Incr YES
WB
0.55
Horz(CT) 0.40 8 n1a n/a
BCDL 10.0
Code FBC2017fTP]2014
Matrix -MS
WInd(LL) 0.80 11 >541 240
Weight: 163 lb
FT = 20%
LIUMBER-
TOP CHORD 2X4 SP M 30
BOT CHORD 2X4 SP M 30
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1386/0-8-0,8=1386/0-8-0
Max Horz 2=-1 41 (LC 10)
Max Uplift 2=-846(LC 12), 8=-846(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-3356/2159, 3-4=-3358/2292, 4-5=-2798/1921, 5-6=-4830/3137, 6-�
7-8=-5962/3751
BOTCHORD 2-14=-1935/3141, 13-14=-1610/2666,12-13=-2399/3926,11-12=-2400/,'
10-11 =-3499/5680, 8-1 0=-3492-/5669
WEBS 3-114=-404MI, 4-14=-507/777, 4-13=-1 51/409, 5-13=-1 376/890, 5-11
6-11 =-849/1449, 7-11 =-641/463
BRACING-
TOPCHORD Structural wood sheathing directly applied or 2-7-2 oc pudins.
BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpt 5-13
048,
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL--4 2psf- BCDLt3 - 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 3 111 terior(l) 2-7-3 to 37-0-0 zone;C-C for
1=1.60
members and forces & MWFRS for reactions shown; Lumber DOL=1 60 plate grip D6L
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 a ny other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord In all area I s 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) 8 considers parallel to grain value using ANSIrrPI 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 withstandling 100 lb uplift at joint(s) except at=lb)
2=846,8=846.
Walter P. Finn PE No.22839
M!Tek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
March 22,2018
,A& WA G -Verify design parameters and READ NOTES ON THIS AND INCLUDED—E. REFERAME —GE 11411-7473 rev. 10103)2015 BEFORE USE.
Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an IndivIdual building component, not
a truss system. Before use. the building designer must verify the applicability of design parameters 6nd property Incorporate this design Into the overall
buildingdesIgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek*
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication. storage, clellvery� erection and bracing of trusses and truss systems. seeANSIJTP1 I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Trim Plate Institute. 218 N. Lee StreetSulte 312. Alexandria. VA 22,314,
Tampa, FL 33610
l,Job
Truss
Truss Type
Qty
Ply
CARLTON 299
T13569613
M1 1412
A2
SPECIAL
Job Reference (optional)
�hambers Truss, Inc.,
Fort Pierce, FL
8 130 s Mar
112018 MiTek Industries, Inc.
Thu Mar 22 09:07:52 2018 Page I
ID:kFvnsnOwY419ZhO—nM3lc6ylJgg-GKuR4i6bTdOey6dgMidMR5gtzoLPVycQc8MT4BZYQn5
8-6-0 10 0
1 �5
18-0-0
22-2-0
24�6-00
89 4
36-0-0
"00-
8-6-0 -_4
4-2-0
4-2-0
2-
4--3--4
7-2-12
Scale 1:63.0
6x6 —
5x6
3x4
4.00 F1_2
4
5
6 46
7
3x4
3x4 Zz:
8
23
12
7
3X10
If
3x4 11
9 10 A CP
1?
6
15
14
7x8 IVITI
SHS
3x6
3x4 11
5XB
2. 0 0 F1_2
4x10 z=
13-8-0
�816.02
22�'2-0
4
a2
36-0-0
5-2-0
B-6-0
�10
.0
4--;- �4
7-2-12
Plate Offsets (X,Y)--
[2:0-0-6, Edge], [9:0-2-10, Edgel
I
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in (loc)
Well Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.58
Vert(LL)
-0.55 11-12
>779 360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.94
Vert(CT)
-1.03 11-12
>419 240
MT18HS
244/190
BCLL 0.0
Rep Stress Incr YES
WB
0.72
Horz(CT)
0.39 9
nfa n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL)
0.77 11-12
>564 240
Weight: 167 lb
FT = 20%
LUMBER -
TOP CHORD 2X4 SP M 30
BOT CHORD 2x4 SP M 30
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(LO 12)
FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (1b) or less except when shown.
TOPCHORD 2-3=-3359/2129, 3-4=-2661/1761, 4-5=-2445/1690, 5-6=-3533/2289, 6-'
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc pudins.
BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
7-8=-5359/3351, 8-9=-5963/3683 1
BOTCHORD 2-15=-1909/3146,14-15=-1909/3146,13-14=-1826/3099, 12-16=-0016/0125'
11 -1 2=-3433/5679, 9-11 =-3426/5669 1
WEBS 3-15=0/295, 3-14=-807/566, 4-14=-354/620, 5-14=-916/58 I ' 5- 13=-26 1/668'
6-13=-588/1003,7-13=-2219/1408,7-12=-1137/1893,8-12=-628/443 1
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASC E 7-10; Vult=1 65mph (3-second gust) Vasd=1 28m ph; TCD IL--4.2psf-, BCD L � 3 Opsf; h= 1 2ft; B=5911t; L=36ft; eave=5ft; Cat.
T'
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interion(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 DOLI=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.Opsf on the bottom chord In all area's 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/TP1 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 withstandling 100 lb uplift at joint(s) except flt=lb)
2=846,9=846.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cori 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
WARNING- IArifyd.s19nparamfrs..dRE4D NOTES ONTHIS AND INCLUDED mica REFERAN-1 AGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MeW
Is always required for stability and to prevent collapsevvith possible personal Injury and property ddmage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and RCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314.
Tarnpa, FL 33610
4ob
Truss
Truss Type i
Qty
Ply
CARLTON 29
T1 3569614
M1 1412
A3
SPECIAL
Chambers Truss, inc., Fort Pierce, Jr-L
6.!30 b Ividl I 1 40 1 IS IVII I UK I I Idubulub, 11 %�. 1 1 Iuar2209:0i:Q4 401. .V. ,
ID:kFvnsnOwY4[gZhC�—nM3lc6ylJgg-CiOCVP7r EfLBPnXT7fqXWIDjcOvzsni3Srag4zYQn3
B-6-0 15-10-0
0-2-0 24-6-0
1
' N
6 0;
"00- 7-4-0
8-6-0 4-4-0
4-4-0 4W
�O
7%
Scale: 3116'=I'
4.00 F1 _2 5x6
5x6
4
5
5x6
5X8
6 5x6 WEI zz�
7 3x4
8
22
23
i 2
13 12 11
7x6 MTi 8HS 3x4 I I
9 10
;� —
6 14
48
15
3x4 11
4x10 z:
3x5
2. 0 0 F1_2
6-0 13-8-0 LO 2 01
46-0 8-9 4
1
36-0-0
6-0 5-2-0 6
1 4. .0
4 1 1W
7-2-12
Plate Offsets (X,Y)-- [2:0-1-2, Edge], [3:0-4-0,0-3-01, f7:0-3-0, Edge], r9:0-2-1 0, Edge]
LOADING (psf)
SPACING- 2-0-0
CS1.
DIEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Gri� DOL 1.25
TC 0.56
Vert(LL) -0.57 11-12 >761 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.94
Vert(CT) -1.05 11-12 >41 0 240
MT18HS 244/190
BCLI_ 0.0
Rep Stress Incr YES
WB 0.74
Horz(CT) 0.40 9 n1a n/a
BCDL 10.0
Code FBQ2017/TPI2014
Matrix -MS
Wind(LL) 0.78 11-12 >551 240
Weight: 167 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 2-6-15 oc puffins.
BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3 WEBS I Row at midpt 6-13
OTHERS 2x4 SP No.3
REACTIONS. (Ib/sIze) 2=1386/0-8j,O, 9=1386/0-8-0
Max Harz 2=1 85(LC 11)
Max Uplift 2=-846(LC 12), 9=-846(LC 12)
FORCES. (lb) - Max. Comp./Max. Te n. All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-3371/2103, 3-4=-2633/1707, 4-5=-2803/1850, 5-6=-2968/1899, 6-8=-5371/3290,
8-9=-5960/3616
BOTCHORD 2-15=-1886/3159 l4jl5=-1886/3153,13-14=-1343/2432,12-13=-2958/5 46,
11-12=-3368/56��191111=-3362/5666
WEBS 3-15=0/306, 3-14--866/626, 4-13=-285/671, 5-13=-379/702, 6-13=-2706i 659,
6-12=-1094/1946, 8-1'2=-611/435
NOTES-
1) Unbalanced roof live loads have been considered for 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.
ll;.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 DOLL1.60
1 7
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 110.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for allive load of 20.Opsf on the bottom chord In all area� 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 I angle to grain formula. Building designer should verify
capacity of bearing surface. 1 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
MiTak USA, Inc. FL Cort 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
WARNING- Verify design parameters and RE4D NOTES ON THIS AND INCLUDED MrTEKREFERANCEfAGE1411-7473 rev. 10103)2015 BEFORE USE.
Design valid for use only vA[h MlTeka coAnectors. This design Is based only upon parameters shown,land Is for an Individual building component not
a Irrusssyslem. Before use, the building designer musiverify the applicability of design parameters and properly Incorporate this design Info the overall
NAcHng design. Bracing Indicated Is to prevent bucMing of Individual truss wet) and/or chord members only. Additional temporary and permanent bracing
MiTek'
is always required for stability and to prevent collapse vAth possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems� secANSI/TPI 1 QualIN Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information avallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandra. VA 22314.
Tampa, FL 33610
�Job
Truss
Truss Type
i
Qty
Ply
CARLTON 299
T13569615
M1 1412
A4
SPECIAL
1
1
I
Job Reference (optional)
�hambers Truss, Inc.,
Fort Pierce,
FL
8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:07:55 2018 Page 1
ID:kFvnsnOwY4l9ZhO-nM3lc6ylJgg-gvaailBTIYnCpZMklrB33jlNy,.?MCiFpsl6a7hWzy0n2
8-6-0
13-8-0
18-0-0
24-6-0
8_'-4 36-0-0
17-0-
MOO
8-6-0
5-2-0
1
4-4-0
6-6-0
1-34 7-2-12
1-0-0
Scale: 3/16"=I'
4.00 FIT
5x6
3x4
24
25
5x6
3x6
5
5x6 WB--
7
3x4 4
8
3x4
3
9
23
26
13
1011
14
7x8
MT18HS 12
3x4 I I
16
15
3x12
3X5
3x4 11
SX8
2.00 F1 _2
4x10 z�
6-0 1
13-8-0
1
4�6 0
14 1 36-0-0
I -
1
g8-6-0
5-2-0
IN—M,
T
7-2-12
Plate Offsets (X,Y)--
f2:0-1-2, Edge], 18:0-3-0, Edge], fl 0:0-2-10, Edgel, [15:0-2-12,0-3-01
1
LOADING (psf)
SPACINU-
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
Vett(CT)
-1.13 13
>383 240
MT18HS
244/190
BCLL 0.0
Rep Stress Incr
YES
WB 0.95
Horz(CT)
0.42 10
n/a n/a
BCDL 10.0
Code FBC2017/TP[2014
1
Matrix -MS
Wind(LL)
0.84 13
>513 240
Weight: 170 lb
FT = 20%
LUMBER -
TOP CHORD 2X4 SP M 30
BOT CHORD 2X4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=13svo-8-b, 10=1386/0-8-0
Max Harz 2=-207(LC 1'0)
Max Uplift 2=-846(LC 1 i
12), 10=-846(LC 12)
BRACING-
TOPCHORD Structural wood sheathing directly applied or 2-6-11 oc purlins.
BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpt 7-14
FORCES. (lb) -Max. Comp./Max. Ten'. -All forces 250 (lb) or less except when shown. I
TOP CHORD 2-3=-3361/2183 3-5= I L2660/1831, 5-6=-2458/1735, 6-7=-2481/1719, 7-9=-5407/3513,
9-1 0=-5950/376� 1 1
BOTCHORD 2-16=-1 931/3146, 15-16=-1 931/3146,14-1 5=-1 489/2515, 13-14=-3185/5191,
12-13=-3510/5666, ld,-12=-3504/5656
WEBS 3-16=0/315, 3-15=-799/546, 5-14=-344/260, 6-14=-731/1202, 7-1 4=-31201/2048,
7-13=-1 130/1972, 9-1 �=-559/376
NOTES-
1 ) Unbalanced roof live loads have beeh considered for this design.
2) Wind: ASCE 7-10; Vult=165m 3h (3-second gust) Vasd=1 28mph; TCDL=4.2psf; bUUL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=O.l 8; MWFRS� (directional) and C-C Exterior(2) -1 -0-0 to 2-7-3, Interlor(l) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to
21-7-3 zone;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 othprwise Indicated. 1
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and'any other members.
6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI I angle to grain foii1mula. Building designer should verify
capacity of bearing surface. 1
7) Provide mechanical connection (by ot I hers) of truss to bearing plate capable of withstandiln 100 lb uplift atjoint(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 336`10
Date:
March 22,2018
AWARNING -Verify design parametersand"READ NOTES ON THIS ANDINCLUDEDMITEKREFERANCE PAGE M11-7473 rev. 10103,2015BEFORE USE.
Design valid for use only with MITek9 connectors. This design Is based only upon parameters shown, and Is for an Individual building component not
a truss system. Before use. the building cle�gner must verify the applicability of design parameters ana 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
WOW
Is always requIred for stability and to prevent collapse with possible personal Injury and property darnage. For general guidance regarding the
tabficallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSEI-69 and 8CSI Building Component
6904 Parke East Blvd.
Safety Information available from TIM Plate Institute, 218 N. Lee Street. Suite 312. Aexandfla. VA 22311�1.
Tampa, Fl. 33610
�Job
Truss
Truss Type
Qty
Ply
CARLTON 2119
T11 3569616
M1 1412
A5
SPECIAL
7
Job Refe
Truss, Inc.,
Fort Pierce, FIL
8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:07:56 2018 Page I
.chambers
I
ID:kFvnsnOwY419ZhO_nM3lc6ylJgg-958yw5g5Wsv3RjwwbYilcxrYhPiRRi
?XmKhDZZYQnl
8-6-0 1 8-0
15---2_0
18-0-0
24-6-0
36-0-0
H00-
8-6-0
i 4-4-0
6-6-0 i i
7-2-12
Scale 1:61.9
4.00
FIT
SX6
6
3x4 !::m
24
25 5x6
3x6
5
5x6 WB
3x4 4
8
3x4 zz�
9
26
1
13
1 2
1
14
7x8 MT18HS 12
3x4 11
10 11 J:
6
16
15
4x10
3x5
3x4
5x8 =
2.00 FIT
4x10 zz
80
L5
0 0
14-
4-60 8;14
L6
36-0-0
N-20
-_�
N
1 N
6 4
7-2-12
Plate Offsets (X,Y)--
12:0-1-2, Edge], 118:0-3-0, Edge], [10:0-2-10, Edgel, [15:0-2-12,0-3-01
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in (loc) I/defl Ud
PLATES
GRIP
TCLL 20.0
Plate Grl� 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 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL) 0.84 13 >513 240
Weight: 170 ib
FT = 20%
LUMBER -
TOP CHORD
2X4 SP M 30
BOT CHORD
2X4 SP M 30
WEBS
2x4 SP No.3
OTHERS
2x4 SP No.3
REACTIONS. (lb/size) 2=1386/0-8�0, 10=1386/0-8-0
Max Horz 2=-208(LC i ' 0)
Max Uplift 2=-846(LC 12), 10=-846(LC 12)
i
FORCES. (lb) - Max. Comp./MaA. I ei i. - M foices 250 (lb) or less except when shown.
TOP CHORD 2-3=-3361/2183, 3-5---L2660/1831, 5-6=-2450/1730, 6-7=-2472/1713, 7-
9-1 0=-5950/3764 1
BOTCHORD 2-16=-1 931/3146, 15-16=-1 931/3146, 14-15=-1 489/2515, 13-14=-3184
12-13=-351015666, 10-12=-3504/5656
WEBS 3-16=0/315, 3-15=-799/546, 5-14=-355/272, 6-14=-743/1219, 7-14=-31
7-13=-1 130/1972, 9-1 6=-560/375
NOTES- i
BRACING-
TOPCHORD Structural wood sheathing directly applied or 2-6-11 oc purlins.
BOTCHORD Rigid ceiling directly applied or 2-2-0 oc brading.
WEBS 1 Row at midpt 7-14
90,
I ) Unbalanced roof live loads have been considered for this design. 1
2) Wind: ASCE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.upsT; n=12R; t3=59ft; L=36ft; eave=51t; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS1 (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Int6rior(l) 2-7-3 to 18-0-0, Exterlor(2) 18-0-0 to
21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1�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 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 rhere a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and �any other members.
6) Bearing at joint(s) 10 considers parallel to grain value using ANSl[TP1 11 angle to grain formula, Building designer should verify
capacity of bearing surface. I 'kg 100 lb uplift at joint(s) except at=lb)
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstand!
2=846,10=846. 1
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
ja WARNING -Vedly design parameters and'RE4D MOTES ON THIS AND INCLUDED NITEKREFERANCEPAI GEM11-7473mv. 1010312015 BEFORE USE.
Design valid for use only with MITekO conr�ectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing Indloaled Is to pfbvent buckling of Individual truss web and/or chord memb4ars only. Addlional temporary and permanent bracing
MOW
Is always required for stability and to pre;v6nt collapse with possible personal Injury and property dambge. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIjTP1 I Quality Criteria, DSB-89 and RCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrict, VA 2231 �.
6904 Parke East Blvd.
Tampa, FL 33610
jJob
Truss
Truss Type
Qty
Ply
CARLTON 299
T13569617
M 11412
ATA
COMMON
7
1
Job Reference (optional)
Chambers Truss, Inc.,
Fort Pierce, FL
8.130 s Mar
112018 MiTek Industries, Inc.
Thu Mar 22 09:07:67 2018 Page 1
ID:kFvnsnOwy4lgZhO_nM3lc6ylJ9g-dHhK7RAjHgiw2tV69FDX8BNkPp6jAEjgIQ3EmPzYQnO
B-1-1 12- 12_2
18_0_0
22-1-14
27 10 15
36-0-0
_0
V0
4 Voo
5
8-1-1 _9_�
4-1-14
4-1-14
_9_1
8-1-1
. -0
Scale = 1:61.0
4.00 FIT
5x6
3x4 11
3x4 11
626
27287
3x6 7;�-
5
3x6
3x4 4
B 3x4
a .
3
9
24
29
10
11
6
17 16 15 30
31 14
13 12
3x4 11 4x6 3X8
3x8 46 3x4 11
3X8
3x8
13-10-2
22-1-14
2 10 -115
36-0-0
5-9-1
8-1-1
Plate Offsets (X,Y)--
T2:0-8-6,0-0-81,JlO:0-8-6,0-0-8]
I
T3-12
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 FBC2017/TPI2014
Matrix -MS
Wind(LL) 0.34 14-15
>999 240
Weight: 172 lb
FT = 20%
LIUMBER- BRACN%D
TOPCHORD 2X4 SP M 30 TOP CHO 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 2x4 SP No.3
REACTIONS. (lb/size) 2=1436/0-8-0, 10=1436/0-8-0
Max Horz 2=-208(LC 10)
Max Uplift 2=-796(LC 12), 10=-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 1
BOTCHORD 2-17=-1812/3323,15-17=-1812/3323,14-15=-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)e 1 1, 6- 1 5=-569/ UO2,
5-1 5=-300/279, 3-15=-782/581, 3-17=0/271
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=1 65mph (3-second gust) Vasc1=1 28mph; TCDL=4.ZPST; lJUIJI_-3.0psf; h=1 2ft; 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, Int I erior(l) 2-7-3 to 18-0-0, Exterlor(2) 18-0-0 to
21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOLJ,1.60 plate grip DOL=1.60
3) 100.01b 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 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 phere 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 withstandi,hg 100 lb uplift at joint(s) except at=lb)
2=796,10=796. 1
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cori 6634
6904 Parke East Blvd. Tampa FL 33610
Date: March 22,2018
,&WARNING - I/efflyalesign parameters and READ NOTES ON THIS AND INCLUDEDMITEKREFERAMCE PAGE M11-7473 rev. 1010352015 BEFORE USE
Design valid for use only with M]Tek@) connectors. This design Is based only upon parameters shown, ci�d Is for an Individual building component not
a truss system. Before use. the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall
building design, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord memb�rs 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 sYsIeM sCeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Trim Plate Institute, 218 N. Lee Street, Suite 312, Mexandria, VA 22,31
Tampa, FL 33610
�Job
Truss
Truss Type
city
Ply
CARLTON 29
TI 3569618
ATB
COMMON
I
Job Referenc
nnnnn7CDnn40 0 i
Chambers Truss, inc., Fori Pierce, FL U.i ov S ar 1 i Zv I e n us nes, nc. I— �i U
ID:kFvnsnOwY4l9ZhO_nM3lc6y]Jgg-5UFjKnBL2Tgngl4ijzkmhMwyeDWlvgpl-4pnlrzYQn?
8-1-1 18_0_0 22-1-14 2�190-15 36-0-0 0
�11 Vol 8-1-1 5_ 4-1-14 4-1-14 B-1-1 V�
Scale = 1:60.9
4.00FI-2 SX6
3x4 11 3x4 11
"X4 'I
3x6 5 2 27 28297
627
3x6 Z�-
3X4 4 8 3x4
�8� 9
3 _--_550�
25
30
2
10 11 t2
16
6 18 17 16 Is 31
32 14 13 12
6
3x4 11 3x6 = 6x8
6X8 = 3x6 3x4 11
3x5
36
13-10-2 11,
21-10-0 4 36-0-0
&9-1
%719011
6-8-0 OW4 8-1-1
LOADING (psf)
SPACING- 2-0-0
cSI.
DEFL. in (loc) I/defl Ud
PLATES
GRIP
TOLL 20.0
Plate Grip DOL 1.25
TC 0.37
Vert(U-) -0.10 18-21 >999 360
MT20
244/190
TODL 7.0
Lumber DOL 1.25
BC 0.40
Vert(CT) -0.22 18-21 >844 240
BCLI_ 0.0
Rep Stress Incr YES
WB 0.68
Hor-z(CT) 0.02 15 n/a n/a
BCDIL 10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL) 0.15 18-21 >999 240
Weight: 172 lb
FT = 20%
LUIMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD Structural wood sheathing directly applied or 6-0-0 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 midpt 6-14
REACTIONS. All bearings 0-8-0.
(lb) - Max Harz 2=-208(LC 10)
Max Uplift All uplift 100 lb or less at Joint(s) 15 except 2=-433(LC 12), 14=- 66(LC 12), 1 0=-240(LC 12)
Max Grav All reactions 250 lb or less at joint(s) except 2=687(LC 21), 14=
635(LC 1), 1 0=399(LC 22),
15=349(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1239f757, 3-5=-437/333, 5-6=-432/448, 6-7=-272/773, 7-9=-3761778,
9-1 0=-334/220
BOTCHORD 2-18=-587/1178,16-18=-587/1178,12-14=-1 88/281, 10-12=-1 88/281
WEBS 6-14=-1096/683, 7-14=-303/281, 9-14�853/614, 9-12=-13/307,6-16=-501/665,
5-16=-302/279, 3-16=-890/616, 3-18=-1 6/332�
1
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.L'psl; t5UIJL=d.qpsf; 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 18-0-0, Exterior(2) 18-0-0 to
21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1. ' 0 plate girp DOL=1.60
3) 100.011b AC unit load placed on the top chord, 18-0-0 from left end, supported at two pointsr6-0-0 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 w1kere 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) 15 except at=lb)
2=433,14=866.10=240. i
Walter P. Finn PE No.22839
Mi rek USA, Inc. Fl. Cert 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
March 22,2018
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MIT5KREFERANCE PAGE M117473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekg connectors. This design Is based only upon parameters shown ancills for an Individual building component, not
a truss system. Before use. the building designer must vedfy the applicability of design parameters �nd pioperly incorporate this design into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord mernbers'only. Additional temporary and permanent bracing
MiTek*
Is always required for stability and to prevent collapse with possible personal Injury and property darnog6. For general guidance regarding the
fabricatiort storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality CrIt6ria, 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
Job
Truss
Truss Type
City
Ply
CARLTON 29
T1 3569619
M 11412
ATC
COMMON
I
Job eference (optional)
�;narnl)ers I russ, Inc., 1--Orl Melce, rL
C�.
2
6
3X6 =
0. IOU b IVId[ I I eV 10 IVII I er, I I IUUb1IWb, H IU. I I JU IV1dI 44 UuvVl.ou 4V 10 rduv I
ID:kFvnsnOwY4[gZhO—nM3lc6ylJgg-Zgp5Y78—pnHeI BfVGgF?EZT70dsXe73SDkYLqHzYQn-
18-0-0 � . 22-1-14 1 27-10-15 36-0-0 37-0-0
5-9-1 4-1-14 4-1-14
4.00FI-2 6x6
6
3 3x4 I 3x4 11
X4 11 28
3x6 5r 5 2627 297
3x4 4
3
25
17 � 31
18 16 15
3X4 11 3x6 = 6x8 =
32 — 13
14
6x8 = 3x6
3X6 zz�
8 3X4
Z-- 9
12
3x4 11
30
Scale = 1:60.9
10 11 �2
tz�IC6
6
3X5 =
8-1- 13-10-2 5
-1 22 7 27�180 15 36-0-0
�; 11 4 i
�_J _1
I _ _ 1 5-9-1
1
— -2
111'�Ml
- 14 8-1-1
6 O_h
LOADING (pst)
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLIL 20.0
Plate Grip DOL 1.25
TC 0.37
Vert(LL) -0.10 18-21 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.40
Vert(CT) -0.22 18-21 >844 240
BCLL 0.0
Rep Stress Incr YES
WB 0.68
Horz(CT) 0.02 15 n/a n1a
BCDL 10.0
Code FBC2017ITP]2014
Matrix -MS
Wind(LL) 0.15 18-21 >999 240
Weight: 172 lb FT = 20%
LIUMBER-
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 6-0-0 oc bracing.
WEBS 2x4 SP No.3
WEBS 1 Row at midpt 6-14
REACTIONS. All bearings 0-8-0 except at=length) 14=0-1 1-5.
(lb) - Max Horz 2=-208(LC 10)
Max Uplift All uplift 100 lb or less at joint(s) 15 except 2=-433(LC 12), 14=
MaxGrav All reactions 260 lb or less atjoint(s) except 2=687(LC 21), 14:=1635(LC
-866(LC 12), 10=-240(LC 12)
1), 10=399(LC 22),
15=349(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) oriess except when shown.
TOPCHORD 2-3=-12391757,3-5=-437/333,5-6=-432/448,6-7=-272[773,7-9=-376/778,
9-1 0=-334/220
BOTCHORD 2-18=-587/1178, 16-18=-587/1178, 12-14=-1 88/281, 10-12=-1 88/281
WEBS 6-14=-1 096/683, 7-14=-303/281, 9-14�853/614, 9-12=-1 3/307, 6-16=-501/665
5-16=-302/279, 3-16=-890/616, 3-18=-1 6/332
1
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; t5UIJL=3.0psf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterlor(2) -1-0-0 to 2-7-3, In erior(l) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to
21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOLt.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 pst 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 areas1where 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. 1
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstand ng 100 lb uplift at joint(s) 15 except at=lb)
2=433,14=866.10=240. 1
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 AforEs ON THIS AND INCLUDED MITEK REFERANCE P AGE M11-7473 rev. 10103)2015 BEFORE USE.
,
Design valid for use only with MITek8 connectors. INs design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use. the building designer must vedfy the applicability of design parameters arid 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
MeW
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fobficatiom storage. delivery, erection and bracing of trusses and truss systems. seeANSIJTPI 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 223� 4.
Tampa, FL 33610
1
I Job
Truss
Truss Type
Qty
Ply
CARLTON 21111
T13569620
M11412
BHA
COMMON
1
Job Rate
Chambers Truss, Inc., Fort Pierce, FL
8-0-0
4-0-0 . 2-0-0
8.130 s mar 11 2018 miieK industries, Inc. it1umar2zu9:u8:uu2u1b vagel
ID:kFvnsnowY4l9ZhO—nM3lc6ylJgg-IsNTISCca4PVvKEhqOmEmn?CeOgGNYvbSOluLkzYQmz
16-0.0 1 24-0-0
2 -0-0 ' 2-0-0 ' 2-0-0
5x6
ME
4-0-0 8-0-0
Scale: 3/16"=I'
7xl 0 MT1 8HS �1�
7
16
5
18
7x10
4.00FI-2
3x6
3
8 0
17
20
2
21 2 C�
2
Al
28
27
26
25
24
23
3X6 11
4x6
6x8
6X8
3X6 11
3X5
3x6
3x6
15-6-0
22-10-15
36-0-0
No-_Oo
7-6-0
7-4-15
T-10 1-0
8-0-0
—1
Plate Offsets (X,Y)--
[2:0-0-2, Edge], [3:0-3-8, Edge], [11:0-3-0,0-3-01, [20:0-3-8, Edge], 1911:0-2-8,
Edge],
[25:0-3-8,0-3-01
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
In (loc)
I/defl
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.73
Vert(LL)
-0.14 28-31
>999
360
MT20
244/190'
TCDL 7.0
Lumber DOL 1.25
BC 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 FBC2017/TP12014
Matrix -MS
Wind(LL)
0.2028-31
>909
240
Weight: 206 1b
FT = 20%
LIUMBER-
TOP CHORD 2X4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
REACTIONS. All bearings 0-8-0 except Ot=length) 25=0-1 1-5.
(lb) - Max Horz 2=-208(LC 6)
MaxUplift All uplift 100 lb or less at joint (s) except 2=-583(LC 8), 26=-1 E
21 =-455(LC 8)
Max Grav All reactions 250 lb or less at joint(s) except 2=983(LC 13), 2E
21=757(LC 14)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-2242/1142, 20-21 =_ 1473/724, 3-4=-213/718, 4-6=-213/718, 6-8=-2
8-10=-213f718, 10-11=-213/718,11-13=-213/718,13-15=-2131718,15-1
17-19�87/610' 19-20=-87/610, 3-5=-1 99/422, 5-7=-1 12/391, 7-9=-33/3z
16-18=-67/301, 18-20=-206/363
BOTCHORD 2-2B=-971/2236, 26-28=-922/2090,25-26=-855/521, 23-25=-516/1204,:
WEBS 8-26=-1333/1008, 17-25=-979/756, 3-28=-419/1254, 3-26=-3236/1698, �
20-25=-2385/1201, 9-1 0=-706/569, 6-7=-307/241, 15-16=-462/372, 18-1
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-2-12 oc purlins.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
I Row at midpt 20-25
2 Rows at 1/3 pts 3-26
JOINTS
1 Brace at Jt(s): 8, 4, 14, 16, 18
(LC 8), 25=-1 259(LC 8),
=291 1 (LC 13), 25=2457(LC 14),
3/718,
'=-213/71 8.
I, 12-14=0/257,
1-23=-569/1344
)-23=-458/1210,
i=-497/418
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDIL=4.2psf; BCDL�3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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.
6) All plates are 3x4 MT20 unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstan�lng 583 lb uplift at joint 2, 1557 lb uplift at
joint 26, 1259 1b uplift at joint 25 and 455 lb uplift at joint 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.
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 B-0-0 on bottom chord. The design/selection' of such connection device(s) is the
responsibility of others. I
12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front I(F) or back (B)
I
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cert 6834
6904 Parke East Blvd. Tampa Fl. 33610
Date:
March 22,2018
ah &EI'SilmStandard
,&WARNING -Verify design parameters and READ NOTES ON THIS AA[DINCIUDEDMiTEKREFERANCE'PAGEMil-7473 rev. 1010312015 BEFORE USE
Design valid for use only vAth MITekS connectors. This design Is based only upon parameters shownJ and Is for an Individual building component not
a truss system. Before use, the building designer must verify the applicability of design parameters dnd properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing
MiTek*
is always required for stability and to prevent collapse vAth possible personal Injury and property damage. For general guidance regarding the
fabrication. storage, delivery, erection and bracing of busses and truss systems, seeANSIITPI I Quallt� 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 22 il 4.
Tampa, FIL 33610
�Job
Truss
Truss Type
City
Ply
CARLTON 299
T13569620
BHA
COMMON
I
Job Refer
Phambers Truss, Inc., Fort Pierce, FL
8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:08:01 2018 Page 2
ID:kFvnsnOwY419ZhC�—nM3lc6ylJgg-V3xrzoDELOXMXUptO5HTJ—YNOQVV6?8kg2lSuAzYQmy
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Verl: 1-3=-54, 20-22=-54, 28-29=-20, 23-28=-47(F=-27), 23-32=-20, 3-12=-126(F=-72)'
Concentrated Loads (lb)
Vert: 28=-641 (F) 23=-641 (F)
12-20=-126(F=-72)
WARNING- Wrilydesign parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473rev. 10103)2016 BEFORE USE.
Design valid for use only Wth MIT06 connectors. This design Is based only upon parameters shown,and Is for an Individual building component not
a truss system. Before use, the building designer must vedfy the applicability of design parameters chat properly Incorporate this design Into the overall
bullcring design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MeW
is always required for stability and to prevent collapse Mth possible personal Injury and properly darlriage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems. SeeANSI/TP1 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. AJexandfla, VA 22,1. 14.
Tampa, FL 33610
Job
Truss
Truss Type
oty
Ply
CARLTON 299
T13569621
M 11412
GRA
HIP
'Job
Reference (optional)
!-;namDers i russ, mc., r-ori merce, r-L
2
6
3X5 =
13-8-0
7-10-0
5x8 MT1 8HS
4.00 F1 —2 3x4 11
3 22 23 24 25 4 26
ID:kFvnsnOwY4l9ZhO—nM3lc6ylJ9g-zFVDA8Es6ifD9eO4xppirC5YMqocrRHuvin?QczYQmx
-0 4-4-0
27 �X5 8 = 28
15 34 14 13 35 36
3x4 11 46 = 6x12 =
37 38
0-0
5x8 MT1 8HS
3x4 11
629 30 31 32 33 7
12 391, 40 10,
6x12 = 4x6 3x4 11
Scale = 1:61.9
8 9
9 ! 61
3x5
Plate Offsets (X,Y)-- [3:0-5-4,0-2-81, J5:0-4-0,0-3-0],17:0-5-4,0-2-81
I
LOADING (pst)
SPACING- 2-0-0
CSI.
IDEFIL. in (loc) I/clefl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.71
Vert(LL) -0.21 12-13 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.76
Vert(CT) -0.44 12-13 >609 240
MT18HS 244/190
BCLL 0.0
Rep Stress Incr NO
WB 0.84
Horz(CT) O�06 8 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matr1x-MS
Wind(LL) 0.22 10-21 >999 240
Weight: 161 lb FT = 20%
LIUMBER-
TOP CHORD
2X4 SP M 30
BOT CHORD
2X4 SP M 30
WEBS
2x4 SP No.3 *Except*
4-13,6-12: 2x6 SP No.2
REACTIONS. (Ib/size) 2=398/0-8-0,13=3546/0-8-0, 8=1252/0-8-0
Max Horz 2=-97(LC 6)
Max Uplift 2=-292(LC 8),13=-2107(LC 8), 8=-799(LC 8)
Max Grav 2=417(LC 17), 13=3546(LC 1), 8=1 256(LC 18)
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-4-6 oc purlins.
BOTCHORD Rigid ceiling directly applied or 5-7-0 oc bracing.
WEBS 1 Row at midpt 3-13,5-13
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-369/211, 3-4=-1 158/2051, 4-5=-1 158/2051, 5-6=-2318/1425, 6-7=-2318/1425,
7-8=-2981/1789
BOTCHORD 2-15=-196/311, 13-15=-201/342,12-13=-246/452, 10-12=-1588/2818, 8-10=-1578/2786
WEBS 3-15=-1 81/648, 3-13=-2568/1568, 4-13=-640/587, 5-13=-2900/1855, 5-12=-1 172/2196,
6-12=-6111569, 7-12=-558/375, 7-10=-184/651 1
NOTES -
I ) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=1 65mph (3-second gust) Vasc1=1 28mph; TCDL.=4.2psf; BCDL10psf; h=1 2ft; B=59ft; L=36ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=O.l 8; MWFRS (directional); 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 aby other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord In all areaswhere a rectangle 3� 6-0 tail by 2-0-0 wide
will fit between the bottom chord and any other members, 1
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 concentr"ted 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 lb down and 170 Ito up at 12-0-12, 103 lb down and 170 lb up at 14-0-12, 103 Ito
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 lb 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 upi 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 I lb up at 8-0-12, 77 lb down and 1 lb up at
10-0-12, 77 lb down and I lb up at 12-0-12, 77 lb down and 1 lb up at 14-0-12, 77 lb down and 1 lb up at 16-0-12, 77 lb down and
I Ito up at 18-0-12, 77 lb down and I lb up at 19-11-4, 77 lb down and 1 lb up at 21 -11 �4, 77 Ito down and 1 lb up at 23-11-4, 77 lb
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.
The design/selection of such connection device(s) is the responsibility of others. 1
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front fl or back (B).
LOAD CASE(S) Standard
Walter P. Finn PE No.22839
MJTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
March 22,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND tArcLvDED mTrEK REFERANCE PAGE M11-7473 rev. 10VU12015 BEFORE USE.
Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown,land is for an individual building component. not
a truss system. Before use, the building designer must verify the applicabliffy 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 mernbefs only. Additional temporary and permanent bracing
WeW
Is always required for stability and to prevent collcpse v4th possible personal Injury and property damage. for general guidance regarding the
fabricallorr. storage, delivery, erection and bracing of trusses and truss systems. se.aANSI/JPI I Quaflt� 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 227,M 4.
Tampa, FL 33610
M 11412 1 GRA I HIP
CARLTON 299
T13569621
Chambers Truss, Inc., Fort Pierce, FL
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 3-7=-54, 7-9=-54,16-19=-20
Concentrated Loads (lb)
Vert: 3�11 37(B) 5=-1 03(B) 7=-1 37(13) 14=-49(B) 15=-389(B) 1 0=-389(B) 1
31=-103(B) 33=-103(B) 34=-49(B) 35=-49(B) 36=-49(B) 37=-49(B) 38=-49
8.130 s Mar 112018 MITeK Industries, Inc. I hU Mar 22 09:08:02 2018 Page 2
ID:kFvnsnOwY419ZhO—nM3ic6ylJgg-zFVDA8Es6ifD9eO4xppirC5YMqocrRHuvin?QczYQmx
:-I 03(B) 26=-1 03(B) 27=-1 03(B) 28=-1 03(B) 29=-1 03(B)
I
WARNING - Verify design parameters and READ NorEs ON THIS AND fricLuDED mrrEKREFERANCE PAGE Mll-7473 rev. 10103,2015 BEFORE USE.
Design valid for use only with MITek0 connectors. This design Is based only upon, parameters shown, land Is for an Individual building component, not
--
Wt
a truss system. Before use, the building designer must verily the applicability of design parameters or , xi property Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTele
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication. storage, delivery, erection and bracing of trusses and truss System% SeeANSI/TPI I Quallt� 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 22�1 4.
Tampa, FL 33610
Job Tri
M11412 �J2
C .
Truss Type 10
MONO TRUSS
-1-0-0
1-0-0
4.00 F1 T
2
3x4 =
� Job Reference
8.130 s Mar 112018 MiTO
2-0-0
a
4
T113569622
22 09:08:02 2018 Paae 1
Scale = 1:7.8
LOADING (pst)
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 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MP
Wind(LL) 0.00 7 >999 240
Weight: 8 lb FT = 20%
LUIMBER-
BRACING-
TOPCHORD 2x4 SP No.3
TOPCHORD Structural wood sheathing directly applied or 2-0-0 oc pudins.
BOTCHORD 2x4 SP No.3
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=37/Mechanical, 2=141/0-8-0, 4=22/Mechanical
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 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BIDDL=�5,.0psf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces& MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas Where a rectangle 3-6-0 tall by 2-0-0 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 withstandiL 27 lb uplift at joint 3, 136 lb uplift at joint
2 and 3 lb uplift at joint 4.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cort 6634
6904 Parke East Blvd. Tampa FL 33810
DaW
March 22,2018
,& WARNING - VerIfy d..Ign pammeters andRE4D NOTES ON THIS AND INCLUDED MITEKREFERANCE — ! -_ --- -_ '0103)2015 BEFORE USE.
Design valid for usee only with MITek8 connectors. This design Is based only upon parameters �h., aAd Is for an individual building component, not
a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the
fabricallort stofage. delivery, erection and bracing of trusses and truss system% 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 22,314.
Tampa, FL 33610
Job Truss Truss Type I aty Ply
M11412 J4 MONO TRUSS 8 1 � CARLTON 299 T13569623
Job Refe nce (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:08:03 2018 Page I
ID:kFvnsnowY419ZhC�-nM3lc6ylJgg-RR3cOUEUt?n4mozGVWKxOPdpOEEya5bl8MWYy3zYQmw
4-0-0
__11__00_00 4-0-0
Scale 1: 11.1
3
4.00 fT2_ 8
t2
2
W =
4
LOADING (psf) SPACING- 2-0-0 CS11. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.01 4-7 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a. n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MP WInd(LQ 0.02 4-7 >999 240 Weight: 14 lb FT = 20%
LIUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOPCHORD Structural wood sheathing directly applied or 4-0-0 oc pudins.
BOTCHORD 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=87/Mechanical, 2=204/0-8-0, 4=49/Mechanical
Max Harz 2=102(LC 12)
Max Uplift 3=-77(LC 12), 2=-159(LC 12), 4=-7(LC 12)
Max Grav 3=91 (LC 17), 2=204(LC 1), 4=67(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 gust) Vasd=128mph; TCDL.=4.2psf; 13CIDI-1.0ps1f; h=12ft; B=59ft; L=36ft; eave=5ft; Cat.
11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterlor(2) -1-0-0 to 2-7-3, 19 1 terior(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 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 cap —le or WILI I�Lal rding 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 6834
6904 Parke East Blvd. Tampa Fl. 33610
Date:
March 22,2018
WARNING- Verify desfgn parameter. and READ NOTES ON THIS AND INCLUDED MMEKREFERANCE I PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek(0) connectors. This design Is based only upon parameters shown,l and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord merribers only. Additional temporary and permanent bracing
MiTeW
Is always required for stability and to prevent collapse with possible personal Injury and property d&nage. For general guidance regarding the
fabrication. storage, delivery, erection and bracing of trusses and truSS sYsloM s00ANSl/TPIl Qualll� Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Informalton available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22�1
4.
Tampa, FIL 33610
1
T13569624
M11412
Truss, Inc., Fort
2
MONO TRUSS
4.00112
18 1 1 1 Job Reference (optional)
8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:08:04 2018 Page I
ID:kFvnsnOwY419ZhO—nM3lc6ylJgg-wec—bqF6eJvxOyYS3DrAwdA_VeSsJYrBMOG6UVzyQmv
6-0-0
P-n-n i
3
Scale = 1:14.3
3x4
4
6-0-0
6-0-0
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL. in
(ioc) 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 244/190
TCDL 7.0
Lumber DOL
1.25
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 rVa n/a
BCDL 10.0
Code FBC2017fTP12014
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=142/Mechanical,2=275/0-8-0,4=70/MechanicaI
Max Harz 2=140(LC 12)
Max Uplift 3=-129(LC 12), 2=-192(LC 12), 4=-8(LC 12)
Max Grav 3=148(LC 17), 2=276(LC 1), 4=1 00(1-C 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vuft=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 5-10-4 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 of 20.Opsf on the bottom chord in all aress 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 or withstanding 129 lb uplift at joint 3, 192 lb uplift at
joint 2 and 8 lb uplift at joint 4. 1
Wafter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cart 6634
0904 Parke East Blvd. Tampa Fl. 33610
Date:
March 22,2018
,& WARNING- Verify design parameters and READ NOTES Off THIS AND INCLUDED MITEK REFE—Y, E PAGEM11-7473 rev. 10103)2016 BEFORE USE.
Design valid for use only \vIth MITek8 connectors. This design Is based only upon parameters sho\4n, and Is for an Individual building component, not
Wit
a truss system. Before use, the building designer must vedfy 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 mdmbers only, Addillonal temporary and permanent bracing
MiTek*
Is always required for stability and to prevent collapse wUh possible personal Injury and properly damage. For general guidance regarding the
labricatiom storage, delivery, erection and bracing of trusses and truss systems. seeANSIfTPI 1 Quallty Criteria, DSB-89 cmd Best Building Component
6904 Parke East Blvd.
Safety Informatilon available from Inuss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
1
Tampa, FL 33610
lJob
Truss
Truss Type
cry
Ply
CARLTON 29
T13569625
M11412
J8
MONO TRUSS
11
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FIL
W ��
Plate
4.00
8.130 s mar 11 2018 miTek industries, inc. Thu Mar 22 09:08:04 201i 6 Page i
ID:kFvnsnOwY4lgZhO—nM3lc6ylJgg-wec�-bqF6eJvxOyYS3DrAwdAwSeYYJYrBMOG6UVzyQmv
8-0-0
8-0-0
LOADING (pst)
SPACING-
2-0-0
cSI.
DEFL.
in
(loc)
I/defl
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.61
Vert(LL)
-0.14
4-7
>676
360
TCDI_
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
n/a
BCDL
10.0
Code FBC2017ITP12014
Matdx-MP
WInd(LL)
0.26
4-7
>368
240
LIUMBER-
TOP CHORD 2X4 SP M 30
BOT CHORD 2X4 SP M 30
REACTIONS. (lb/size) 3=188/Mechanical,2=348/0-8-0,4=99/MechanicaI
Max Horz 2=178(LO 12)
Max Uplift 3=-1 74(LC 12), 2=-226(LC 12), 4=-1 3(LC 12)
Max Grav 3=1 95(LC 17), 2=348(LC 1), 4=1 41 (LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1: 17.7
PLATES GRIP
MT20 244/190
Weight: 26 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- I
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) and C-C Extehor(2) -1-0-0 to 2-7-3, Interior(l) 2-7-3 to 7-10-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-il 160
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 here 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 vvlthstandi�g 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 Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 22,2018
,& WARNING- Verify design Parameter. and READ NOTES Off THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE,
Design valid foruse onlywith MITek8 connectors. ThIsclesign Is based onlyupon parameters shown, and Isfor an Individual building component. not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek*
Is always required for stability and to prevent collapse with possIbfe personal Injury and property domage. For general guidance regarding the
fabri,collon, storage. dellvery� erection and bracing of trusses and truss syslems� seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information avdiable from Truss Plate Institute. 218 N. Lee Street Suite 312, Mexandrla,VA,2231�.
Tampa, FIL 33610
'Ab
Truss
Truss Type
Qty
Ply
CARLTON 299
T13569626
JA8
MONO TRUSS
11
Job Referei
Chambers Truss, Inc., Fort Pierce, FL
8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:08:05 2018 Page I
ID:kFvnsnOwY4l9ZhO—nM3lc6ylJgg-OqAMoAGkPdloO66fdxMPTqi5hlu62?5Kbg?fIXZYQmu
-1-0-0
7-10-0
1-0-0
7-10-0
Scale 1:17.6
3
4.00 F1
8.
2
3x4
4
7-10-0
7-10-0
Plate Offsets (X,Y)-- [2:0-1-14,Edgel
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOIL 1.25
TC 0.58
Vert(LL) -0.13 4-7 >721 360
MT20 244/190
TCIDL 7.0
Lumber DOL 1.25
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 FBC2017/-FP]2014
Matrix -MP
Wind(LL) 0.24 4-7 >392 240
Weight: 26 lb FT = 20%
LUMBER-
BRACING-
TOPCHORD 2x4 SP M 30
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOTCHORD 2x4 SP M 30
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=184/MeChanical,2=342/0-8-0,4=97/MechanicaI
Max Horz 2= 1 75(LC 12)
Max Uplift 3=-1 70(LC 12), 2=-223(LC 12), 4=-1 3(LC 12)
Max Grav 3=191(LC 17), 2=342(LC 1), 4=138(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 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 7-8-4 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 of 20.Opsf on the bottom chord in all area's
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 withstand'
170 lb uplift at joint 3, 223 fb uplift at
joint 2 and 13 lb uplift at joint 4.
Walter P. Finn PE No.22839
MlTek USA, Inc. Fl. Cert 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
March 22,201
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M17EK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only vAth Mffek(D connectors. This design Is based only upon Parameters sho". and Is for on Individual building component. not
a truss system. Before use, the building designer must verify the applicability ofdesign parameters �nd property incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord me mbers only. Additional temporary and permanent bracing
MOW
Is always required for stab4lity and to prevent collapse vvith 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 Criferla, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information avallable from Truss Plate Institute. 218 N. Lee Street —quite 312, Mexandria, VA 22314.
1
Taffq)a, FL 33610
Job
Truss
Truss Type
oty
Ply
CARLTON 299
T13569627
M11412
KJB
MONO TRUSS
2
1
Job Reference (optional)
Chambers Truss, Inc.,
Fort Pierce, FL
8.130 s Mar 112018 MiTek Industries,
Inc. Thu Mar 22 09:08:06 2018 Page 1
ID:kFvnsnOwY4lgZhO—nM3lc6ylJ9g-sOkkOWHNAwgfdFhrAeteO2FMER]UnNxUqJICZNzYomt
-1`0
7-2-7
11-3-0
7-2-7
4-0-9
Scale4: 1:
2.83
72—
3x4 1.2.
3
11
10
2
13
14
6 15
2x3
3x4
5
7-2-7
11-0-12 W31 0
7-2-7
3-10-5 4
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) I/defl Ud
PLATES GRIP
TCLL
20.0
Plate Grip DOL
1.25
TC 0.21
Vert(LL)
-0.05 6-9 >999 360
MT20 244/190
TCDL
7.0
Lumber DOL
1.25
BC 0.25
Vert(CT)
-0.10 6-9 >999 240
BCLL
0.0
Rep Stress Incr
NO
WB 0.35
Horz(CT)
0.01 5 n/a n/a
BCDL
10.0
Code FBC2017/TP]2014
Matrix -MS
Wind(LL)
-0.04 6-9 >999 240
Weight: 44 lb FT = 20%
LUIMEIER-
TOP CHORD 2X4 SP M 30
BOT CHORD 2X4 SP M 30
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=90/Mechanical, 2=462/0-11-5,5=406/Mechanical
Max Horz 2=1 78(LC 8)
Max Uplift 4=-1 02(LC 8), 2=-1 87(LC 8), 5=-1 1 8(LC 8)
FORCES. (b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-866/230
BOTCHORD 2-6=-2341833, 5-6=-234/833
WEBS 3-6=0/287, 3-5=-g 13/257
NOTES-
1) Wind; ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL-
11; Exp C; Encl., GCpi=O.l 8; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with ;
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all area
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 withstan
joint 2 and 118 lb uplift at joint 5.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentr
2-11-0, 39 lb down and 58 ib up at 2-11-0, 8 lb down and 101 lb up at 5-8-15, 8 lb do'A
and 143 lb up at 8-6-14, and 42 lb down and 143 lb up at 8-6-14 on top chord, and 47
and 28 Ito up at 2-11-0, 47 lb down at 5-8-15, 47 lb down at 5-8-15, and 31 lb down ar
lb up at B-6-14 on bottom chord. The design/selection of such connection device(s) is
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
h=12ft; B=59ft; L=36ft; eave=5ft; Cat.
iy other live loads.
where a rectangle 3-6-0 tall by 2-0-0 wide
102 lb uplift at joint 4, 187 lb uplift at
ed load(s) 39 lb down and 58 lb up at
and 101 lb up at 5-8-15, and 42 lb down
down and 28 lb up at 2-11-0, 47 lb down
14 lb up at 8-6-14, and 31 lb down and 14
e responsibility of others.
) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber lnerease=1.25, Plate Increase:=1.25
Uniform Loads (plf)
Vert: 1-4=-54, 5-7=-20
Concentrated Loads (lb)
Vert: 1 0=80(F=40, B=40) 11 =-2(F=-1, B=-1) 12=-83(F=-42, 13=42) 13=1 4(F=711 B=7) 14=-20(F=-1 0, B=-1 0) 1 5=-50(F=-25,
13�25)
Walter P. Finn PE No.22839
M!Tek USA, Inc. Fl. Cert 6834
6904 Parke East Blvd. Tampa Fl. 33610
Date:
March 22,2018
,& WARNING- Verity design parameters and RE4DNOTES ON THIS AND INCLUDED MffEKREFERANCEI
PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with M]Tek(b connectors. This design Is based only upor) parameters show4
and Is for an Individual building component, not
Sol'
a truss system. Before use. the building designer must verify the applicability of design parameters
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord me6ibefs
bnd properly incorporate this design Into the overall
only. Additional temporary and permanent bracing
Mel(
is always required for stability and to prevent collapse with possible personal Injury and property d6mago. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss system% seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
Safety Information avallable from TFUSS Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
6904 Parke East Blvd.
Tampa, FL 33610
�Job
Truss
Truss Type
Qty
Ply
CARLTON 299
T13569628
KJA8
MONO TRUSS
2
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:08:06 2018 Page 1
0 ID:kFvnsnOwY4l9ZhO�-nM3lc6yiJgg-sOkkOWHNAwgfdFhrAeteO2FMMRinnN6UqJICZNzYQmt
-1 _5_0 6-10-0 11-0-3
1-5-0 6-10-0 1 4-2-3
3X4 =
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLI_ 0.0
BCDL 10.0
LUMBER -
TOP CHORD 2X4 SP M 30
BOT CHORD 2X4 SP M 30
WEBS 2x4 SP No.3
SPACING-
2-0-0
Plate Grip DOL
1.25
Lumber DOL
1.25
Rep Stress Incr
NO
Code FBC2017/TP12014
2.8311,2 3X4 :::
If
10
13 14 6
2X3 11
6-10-0
cSI.
TC 0.20
BC 0.23
WB 0.34
Mattix-MS
REACTIONS. (lb/size) 4=106/Mechanical,2=447/0-11-5,5=385/MechanicaI
Max Horz 2=175(LC 8)
Max Uplift 4=-1 07(LC 8), 2=-321 (LC 8), 5=-202(LC 5)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 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=-8841665
12
15
11-0-3
Scale = 1:19.9
3X4 =
DEFIL.
in
(loc)
I/defl
Ud
PLATES GRIP
Vert(LL)
0.06
6-9
>999
240
MT20 244/190
Vert(CT)
-0.08
6-9
>999
240
Horz(CT)
0.01
5
n1a
n/a
Weight: 43 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=1 65mph (3-second gust) Vasd=1 28mph; TCDL=4.2psf; BCDL=3.1opsf; h=1 2ft; B=59ft; L=36ft; eave=5ft; Cat.
11; Exp, C; Encl., GCpi=0.18; MWFRS (directional); 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 khere a rectangle 3-6-0 tall by 2-0-0 wide
Mj I fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections. 1
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 concentrat.1 d load(s) 39 lb down and 58 lb up at
2-11-0, 39 lb down and 58 lb up at 2-11 -0, B 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 B-6-14 on top chord, and 31 lb Op 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 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 desigri/selection of such connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard I
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 (lb)
Vert: 1 0=80(F=40, B--40) 1 1=-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) 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 READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEM[I-7473 rev. la(MV2015 BEFORE USE.
Design valid for use only with MITek@ connectors. This design Is based only upon parameters shown, or',id 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 memb6rs only. Additional temporary and permanent bracing
M!Tek*
Is always required for stability and to prevent collapse with possible personal Injury and property dama ge. For general guidance regarding the
.
labricallorr, 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, Plexandria. VA 22,11
Tampa, Fl. 33610
Symbols � Numbering system � A General Safety Notes
PLATE LOCATION AND ORIENTATION
3/�' Center plate on joint unless x, y
offsets are indicated,
Dimensions are in ff-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
0-111g.
-7t-
For 4 x 2 orientation, locate
plates 0-1/i�' from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates,
*Plate location details available in MiTek 20/20
software or upon request.
PLATE SIZE
The first dimension is the plate
4 x 4 width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T or I bracing
if indicated.
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,
q
a
0
'7
0
0-
0
6-4-8 1 dimensions shown in ft-in-sixteenths
I(Drawings not to scale)
2
TOP CHORDS
8 7 6 5
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reaoqs�
ESR- 1311, ESR- 1352, ESR 1988
ER-3907, ESR-2362, ESR-1397, ESR-3282
0
0
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TP1 1
section 6.3 These truss designs rely on lumber values
established by others.
@ 2012 MiTek@ All Rights Reserved
MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015
Failure to Follow Could Cause Property
Damage or Personal Injury
1 . Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See BCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane ationt
locations are regulated by ANS1/TPl 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. ca—m6e Fis anon-s�wct dral C onsid—eratlon 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 ore minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without prior
approval of an engineer.
17. Install and load vertically unless Indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSI/TPI 1 Quality Criteria,