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HomeMy WebLinkAboutTruss®=LIFE SAFETY WARNING
Thic cvmhnI irlantifinc I ifa Cnfnfv \A/nrnirnnc f+.,+ ok, ,.1,4 k ......4
TRUc-SES FOR THE FIRST MODEL SH ULD BE SHIPPED AND SUCCESSFULLY SET BEFOUL ANY MORE TRUSSES ARE BUILT FOR T-IAT MODEL
--------- -- -------
SUPPLIED BY BUILDER ^_- 15'-10" 5'A' g �}
AT A HEIGHT OF 8'-0"
ABOVE FINISHED FLOOR GARAGE LEFT
-4" 5'-4"-- — -- _ 15'-10"
GARAG
E RIGHT
18 TRUSS DRAWINGS ARE ATTACHED TO LAYOUT
FABRICATION AGREEMENT
TRUSSES CANNOT 9E STARTED UNTIL THIS AGREEMEN71g g10NED 8 RETURNED
.The Undersigned acknowiedge8 and agrees:
1. Trusses will be made In strict accordan �—
whkhls the Sole allf oy for determining. successful fabricstruss
Pia trment d la
2, All dimensions In this layout diagram layout,
.3. Unless written notice le Providedob been by fhe undersigned.
days of delivery the undersigned a y rttaed mall to Chambers Truss within tan (10)
such written notice Is furnished Chambers that no Trues shelf aye tes 113bebrass1j1 ad•.In the event
to begin repalre required, or to subadN,te other trusses, et ChembareJoptl�Snesa days in which 4. The undersigned bake. It Is the receipt of "ecs, 1.03"summary sheet by TPI & WTCA.
ti. Delivery b to Job site. It Is the buys -a ma delhrery, Chambers Truss has the sole authority to determine the suitability of
Of poneermi(bliny tt make the Job eke suitable for
Thbnsite Or ,
a Is rhe esponsible onsible for adb she for ditional deliveChambers r ass will ba responsible for clump dthe elivery only,
because Job ekela riot Prepared for daily
Buyer Is responsible to Chambers Trues for o rn buyer
is R Chambers Truss very oofrimase$,
9 po en1' or buyer la not prepared for delivery '
e Pdce so shown In paragraph 7 below Is sub mats due to site wntll0ons.
this. layout A $50 per hour fee for revisions may be Chao change n any ch,,g4 are, made In
7: This Is a PURCHASE ORDER fo Chambers, T get' of the sum eTruss.
agreement a reasonable price, Involoe will be made on delivery and paid wi hin termsofn t�
on delivery. Invoice may. be made of scheduled date of. delvery It buyer cannot accept'
delivery of fabricated trusses. The undersigned agrees to pay Chambere,7ryse reasonabia
attomey's fee for wllecttons In event of e
charge will be added for all sums not paldawmentteot timely made, 1-12 •/,,par month service
• B. Signature or of anywhere on this sheet constitutes agreement to all tome herein.
Ban consideration of Chambers Truss extending credh for this material the undaralgnad I
Chamber$ Try guarentees payment when due of any and all Indebtedness th eu owed to " !
chembere Tors by any horny receWing material and the undersigned agrees to pay such
Indebtedness Inctuc7ng ekomeye fees, If default In payment for material be made by the
recipient �.,
10. In the event o1 any litigation concerning this agreement, the items fumbhad hereunder
be payments referred to herein, the. parties agree thoridaat the sole venue for any such heeaction will I
be Saint Payments
a Count', heroin
11. Design responsibilities
are per'Nedonal Standard And RatommendedGuldellnas On
Responsibilities For Construction Using Metal Plate Connected Wood Trusses
4NSI/TPIANTCA 4-2002"-
GATED
SIGNED
FOR_ — TITLE '�...."
AsPreaderbarmaybehec"Per y'BCSI1-03 h1
Multiple ply trusses must be fastened togetherer engineering eeri
before they are set, failure to do so can result In roof collapse.
Temporary and permanent bracing are required and can save life �\
and Property and Is the responsibility of the truss erector.
Study the contents of the Information packet Included on delivery
before setting trusses,
Trusses must be aatand braced peitlesign to prevent injury& damage,
Trusses must be set plumb and square
Do not set bunks or stack of plywood, roofing material or any
other concentrated loads on truss__, Ihls can cause collapse.
DO NOT SE7TRUSSES USING THIS LAYOUT
LSE LAYOUTDELIVEREDWITH TRUSSES TO SET TRUSSES
C�iAIVIBERS TRUSS INC
3105 Oleander Avenue
Fort Plercei Florida 34982.6423
800-551-5932
Fort Pierce 772.405.2012 Fax 772-465.8711
Vero Beach 772469-2012 Stuart 772.286-3302 � •„_� era... nYau0=00roll-QS'COM
j.
The Architect's or Architect's representative's
shop drawing approval is NOT a
"double. check" of the contractor.
The contractor shall remain responsible
for checking field measurements and
other construction criteria. Architect's
approval covers general roof shape
review of truss strapping,'
arid loading on
structure from gravity and uplift toads and
their res a t'va locafi ns.
Approved sy: U&I
Date:
Braden & Braden A.I.A. P.A.
92.0/93.2 MITEK 4.2
DESIGN CRITERIA
County SAINT LUCIE
Building Department ST LUCIE COUNTY
Wind Design Criteria ASCE 7-2010
Wind Design Method MWFRS/C-C hybrid Wind ASCE 7-10
Roofing Material Shingle or Shake
ILoading in PSF Roof R.D.L.
Top Chord Live 20
Top Chord Dead 7 4.2
I IBottom Chord Live 10 Non -Concurrent
Bottom Chord Dead 10 3
TOTAL Load 37 T2
IDuration Factor 1.25
Wind Speed 165mph
Top Chord C.B. Sheeting by builder.
Bottom Chord C.B. Sheeting by builder.
Highest Mean Height 12'-0"
Building Type ENCLOSED
Building Category II:Non Restrictive
Exposure Category C
Barrier Island No
Conforms to FBC 2017
r1u.L.-mestraining ueaa Load G.13.=Gontlnuous Bracin
Verify DESIGN CRITERIA shown above with the
building department and your engineer.
Design Criteria is the responsibility of the
Building Desi ner and /or_Enaineer of Record_
Chambers Truss Inc. Drawing Name: M11412
Scale: 1 /4 = 1'
73 total trusses, 18 different trusses.
MI 4: RLC ACAD: RLC Reviewed By:
Date:11/14/16 Revised: 1 w`
FOR CODE Cc
WYNNE DEVELOPMEff bCC
DESCRIPTION: .��y3�
%STERLING
PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE
M114.12
3 ? Oaf enab
site information: .
.Customer: Wynne Development Corp
Project Name: Sterling
Lot/Block:
Model: Sterling
Address: unknown
Subdivision:
City: St Lucie County
State: FL
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design: Code: FBC20.17/TP12014
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 hereby certify that I am the Truss Desig n er this s
conforms to 61 G15-31.003,
section 5 of the
Florida Board of Professional n eI R c�
No. Seal# :
Truss Name
Date i. 999999���
1 T17089636
a
5/17/2019 .
2 T17089637
al
5/17/2019
3 T17089638
62
5/17/2019 REVIEWED FOR
4 T17089639
5 T17089640
a3
a4
5/17/2019
5/17/2019 CODE COMPLIANCE
6 T17089641 .
'
a5
5/17/2019 ST. LUCIE COUNTY
7 T17089642
ata
5/17/2019
8 T17089643
atb
5/17/2019 --
9 T17089644:
atc
5/17/2019
10 T17089645
bha
5/17/2019
11 T17089646
gra
5/1.7/20119 ,
NOV 2 7 l9
F..
12 T17089647
j2
5/17/2019
13 T17089648.:
j4
5/17/2019
14 T17089649
j6
5/17/2019 ST. Lucie County,. Permitting
15 T17089650
j8
5/17/2019
16 T17089651
ja8
5/17/2019
17 T17089652
kj8
5/17/2019
18 T17089653
kja8
5/17/2019
The truss drawing(s) referenced above have been prepared by.
MiTek USA; Inc under my direct.supervision
based on the parameters provided by Chambers Truss. .
Truss Design Engineer's Name: Alban!, Thomas
My license renewal date for the state of Florida is February 28, 2021.
Florida COA: 6634
IMPORTANT NOTE: The seal on these truss component designs is:a certification .
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs comply with ANSI/TPI 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
given to MiTek. Any project specific information included is for MiTek
customers file reference purpose only, and was not taken:into.account in the preparation of
these designs. MiTek has not independently verified the applicability of the design
parameters or the.designs for any particular building.. Before use, the building designer
should verify applicability of design parameters:and properly incorporate these designs
into the overall building design per.ANSI/TPI 1, Chapter 2.
1 of 1
��•,��••.�;\G-ENS
:'. 'STAT 0
�i
,���I/IFI11 1
F1:336.10 May 17, 2019
Job
Truss
Truss Type
Qty
Ply
CARLTON 299
T17089636
11412
A
SPECIAL
1
1
Job Reference (optional)
cnamoers i russ, Inc., Tort Tierce, rL a.13u s mar 11 2uitt ant i eK maustnes, inc. rrt mays f ua:24:4z zula rage i
ID:kFvnsnOwY419ZhO_nM3lc6ylJ9g-NAHvKB_yG3EunxpeSyh NILphFkDO5a9YtxgjMmzFeBJ
�1-0-0 8-6-0 810-0 13-8-0 19-5-3 26-2-0 28-9-4 36-0-0 $7-0-9
Ir-0-O 86-0 1 4-0 3-10-0 5-9-3 6 8-.13 2-7-4 7-2-12 -0-0
Scale = 1:63.0
5x8 = 4x5 = 4x6 = 4x5 =
4.00 12 3x6 \\
3 4 24 255 6 7
5x12 MT18HS =
26 27 8 3xd
16 15 4x4 = 3x4
3x6 = 3x4 _= 5x8 = 2.00 12 4xl0 Zz
9-10-0 1 13-8-0 19-5-3 24 6-0 26-2-0 36-0-0
9-10-0 3-10-0 N. 5-0-13 18-0 9-10-0
Plate Offsets (X,Y)-- [2:0-0-2,Edge); [4:0-5-4,0=2-8), [6:0-3-0,Edge), [8:0-9-0,0-2-8), [10:0-2-10,Edge), [15:0-1-12,0-2-121
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.94
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
BCLL 0.0
Rep Stress Incr
YES
WB 0.91
Horz(CT)
0.45 10
n/a
n/a
BCDL 10.0
Code FBC2017fTP12014
Matrix -MS
Wind(LL)
1.01 13-14
>428
240
Weight: 161 lb
FT = 20%
r
LUMBER -
TOP CHORD
- 2x4 SP M 30 "Except'
6-8: 2x4 SP M 31
BOT CHORD
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=-119(LC 10)
Max Uplift 2=-846(LC 12), 10=-846(LC 12)
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3338/2212, 3-4=-3134/2132, 4-5=-3441/2388, 5-7=-5141/3470, 7-8=-6766/4392,
8-9=-5629/3608, 9-10=-5945/3856
BOT CHORD 2-16=-1989/3129, 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=-975/733, 5-14=-1198/1876,
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; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(!) 2-7-3 to 37-0-0 zone;C-C far
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.
7) Bearing atjoint(s) 10 considers parallel to grain value using ANSI/TPI 1. angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 lb uplift at joint 2 and 846 lb uplift at
joint 10.
Thomas A. Alban PE No.3938D
MiTek.USA,'InC.+L`Cert 6634
6904 Parke East Blvd. Tampa FL.33610
Date;'
May 17,2019
® WARNING -Verily design parametars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE. USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not,
!'
a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MITek•
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, OSS-89 and BCS/ Building Component
6904 Parke East Blvd.
SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
CARLTON 299
T17089637
M11412
Al
SPECIAL
1
1
'
Job Reference (optional)
unamoers I russ, Inc., ron vierce, rL ii.lsu s mar i i zuits rat i eK mousmes, mc. rn may. i i ua:zv:ga zu is rage i
ID:kFvnsnOwY419Zh0_nM3lc6ylJgg-rMrHXX_al JMIP50r?gCcHYMx78Zbg7_i6bPGuDzFeBI
�1-0-0 8-M 11-10-0 18-7.4 24-2-0 28-9.4 , 36-0-0 17-0 Q
I�-0-0 8-6-0 3�-0 6-94 5 6-12 4-7� 7-2-12 -0-0
Scale=1:63.0
5x6 =
4.00 12 4 22
3x8 = 5x6 =
5 23 6
14 13 3x4 II axa It
3x6 = 3x4 = 5x6 2.00 = 12 4x10
8-0-0 13 8-0 18-7 4 24-0-0 28-9-4 36-0-0
8 6-0 5-2-0 4-11 4 _1 0--12 4-0-4 7-2-12
Plate Offsets (X,Y)— [2:0-0-2,Edge]; [8:0-2-10,Edge], [13:0-3-0,0-3-0]
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
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 lncr
YES
WB 0.55
Horz(CT)
0.40
8
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL)
0.80
11
>541
240
Weight: 163 Ib
FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x4 SP M 30 BOT CHORD
WEBS 2x4 SP No.3 WEBS
REACTIONS. (lb/size) 2=1386/0-8-0, 8=1386/0-8-0
Max Horz 2=-141(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.
TOP CHORD 2-3=-3356/2159, 3-4=-3358/2292, 4-5=-2798/1921, 5-6=-4830/3137, 6-7=-5353/3403,
7-8=-5962/3751
BOT CHORD 2-14=-1935/3141,13-14=-1610/2666,12-13=-2399/3926,11-12=-2400/3924,
10-1 1=-3499/5680,8-10=-3492/5669
WEBS 3-14=-404/391, 4-14=-507/777, 4-13=-151/409, 5-13=-1376/890, 5-11=-557/1048,
6-11=-849/1449, 7=11=-641 /463
Structural wood sheathing directly applied or 2-7-2 oc purlins.
Rigid ceiling directly applied or 2-2-0 oc bracing.
1 Row at 111 5-13
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.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 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.
7) Bearing atjoint(s) 8 considers parallel to grain value using ANSUrPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 lb uplift at joint 2 and 846 lb uplift at
joint 8.
Thomas A. Albeni PE No.39380
MiTek.USA Inc: -FL CerF6834,
6904 Parke East Blvd. Tampa FL.33610
Dater
May 17,2019
AWARNING -Verify design' parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE. USE..
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not�-
a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate this design into the overall
,
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
M iTek' '
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
. .
fabrcalion, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314.
Tampa, FL:36610
Job
Truss
Truss Type
City
Ply
CARLTON 299
T17089638
M11412 .
A2
SPECIAL
1
1
'
Job Reference (optional)
0
Chambers I ruSS, Inc., port Pierce, hL d.IJU s mar 1 1 LU l0 mi I eK inausrnes, Ins. rn may 1 r umzgL 99 zu iv rdye i
ID:kFvnsnOwY419Zh0 _niM3lc6ylJ9g-JYPgit?CocUcOFzl ZNjrgmu6RYvxZXarKF9gQfzFeBH
8--0 2-2-00 0 28-94 36-0-0 $7-0-Q�-0 10-0 2
-0 NO 4 -0434 7-2-12 1-0-0Scale=1:63.0
Ann
5x6
3x4 = 5x6 = '
4 5 6 4x6
15 14 7x8 MT18HS _
3x6 = 3x4 II 5x8 = 2.00 12 4x10 =
LOADING (pso
SPACING-
2-0-0
CSI.
DEFL.
TCLL 20.0
Plate Grip DOL
1.25
TC . 0.58
Vert(LL)
TCDL 7.0
Lumber DOL
1.25
BC 0.94
Vert(CT)
BCLL 0.0
Rep Stress Incr
YES
WB 0.72
Horz(CT)
BCDL 10.0
Code FBC2017[TP]2014
Matrix -MS
Wind(LL)
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
BOT CHORD 2x4 SP M 30
BOT CHORD
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0
Max Horz 2=163(LC 11)
Max Uplift 2=-846(LC 12), 9=-846(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3359/2129, 3-4=-2661/1761, 4-5=-2445/1690, 5-6=-3533/2289, 6-7=-3698/2365,
7-8=-5359/3351, 8-9=-5963/3683
BOT CHORD 2-15=-1909/3146, 14-15=-1909/3.146, 13-14=-1826/3099, 12-13=-3016/5125,
11-12=-3433/5679, 9-11=-3426/5669
WEBS 3-15=0/295, 3-14=-807/566, 4-14=-354/620, 5-14=-9.16/581, 5-13=-261/668,
6-13=-588/1003, 7-13=-2219/1408, 7-12=71137/1893, 8-12=-628/443
4-3-4
7-2-12
in (loc)
I/deft
Ud
PLATES
GRIP
-0.55 11-12
>779
360
MT20
244/190
-1.03 11-12
>419
240
MT18HS
244/190
0.39 9
n/a
n/a
0.77 11-12
>564
240
Weight: 167 lb
FT = 20%
Structural wood sheathing directly applied or 2-7-0 oc purlins
Rigid ceiling directly. applied' or 2-2-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second'gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 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.
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.
8) Provide mechanical connection (by others) of truss to bearing plate capable of:withstanding 846 lb uplift at joint;2 and 846 lb uplift at
joint 9.
Thomas A. Alfini PE No.39380
MiTek USA,'Inc.-FL Cert:8694
6804.P4rke East Blvd. Tampa FL.33610
Data -
May 17,2019
® WARNING - verily deslgn.parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE.PAGE MI1-7473 rev. 10/0312015 BEFORE.USE.
Design valid for use only with MiTek® a connectors. This design Is based only upon parameters shown, nd is for an Individual building component, not,
a truss system. Before use, the building, designer must verify the applicability of design parameters and property Incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
M ITek-
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PH Quality Criteria, DSB-89 and BCS/ Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
CARLTON 299
T17089639
M11412 .
A3
SPECIAL
1
1
Job Reference (optional)
Gnanlbers I russ, Inc., tort Fierce; rL d.70u s mar I I Zu Irs mi i ex inausmes, Inc. rn may i r ua:cy:va zu,a rage i
I D:kFvnsnOwY4l9ZhO_nM3lc6ylJ9g-nkz2yDOgZwcTePYD75E4NzRI RxFCI_W_ZvuNz5zFeBG
1-0-0 86-0 15-1Of 20-2-0 24�-0 28-11 36-0-0 37-0 Q
00 86-0 %7 -0 4� 7-2-12 I-0-01
�1
0
Scale: 3/16"=1"
4.00 12 5x6 = 5x6 =
4 5
15 ,1
I 5x6
3x4 4x10
2=
3x5 = .00 12
8-6-0 13 8-0 20-2-0 24-6-0 28-9 4 36-0-0
8-6-0 5-2-0 6 6-0 4-0-0 4-354 7-2-12
Plate Offsets (X,Y)-- [2:0-1-2,Edge), [3:0-4-0,0-3-0), [7:0-3-0,Edge], [9:0-2-10,Edge)
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.56
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
>410
240
MT18HS
244/160
BCLL 0.0
Rep Stress Incr
YES
WB 0.74
Horz(CT)
0.40 9
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Wind(LL)
0.78 11-12
>551 .
240
Weight: 167 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=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)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpt 6-13
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3371/2103, 3-4=-2633/1707, 4-5=-2803/1850, 5-6=-2968/1899, 6-8=-5371/3290,
8-9=-5960/3616
BOT CHORD 2-15=-1886/3159, 14-15=-1886/3153, 13-14=-1343/2432, 12-13=-2958/5146,
11-12=-3368/5675, 9-11=-3362/5666
WEBS 3-15=0/306,:3-14=-866/626, 4-13=-285/671, 5-13=-379/702, 6-13=-2706/1659,
6-12=-1094/1946, 8-12=-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.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 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.
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.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 lb uplift at joint 2 and 846 lb uplift at
joint 9.
Thomas A. Albeni PE No.39380
MiTek.USA, Ind.,fL Cett 8834
6904.Paike East Blvd. Tampa FL.33610
Date;•
May 17,2019
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE. PAGE MI1.7473 rev. 1010312015 BEFORE. USE.
Design valid for use only with •MiTekO cdnnectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
is always required for stability and to prevent collapse with possible personal Injury and properly, damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and BCS/ Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Tampa, FL M610
Job
Truss
Truss Type
Qty
Ply
CARLTON 299
T17089640
M11412. ,
A4
SPECIAL
1
1
Job Reference (optional)
Gnamoers truss, Inc., tort tierce, tL o. isu s mar 7l zu io MI I eK Inuu5lnes, mc. rn May_ it uy:c9:90 cu it, rdye r
ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-FxXQ9Y.I.TKEIKGZ7QhomJvB_SgLbV1NY8oZewVYzFeBF
1-0-0I 8-6-0 13 8-0 18.0-0 24 -0 28-' 4 36-M a7-11
8-6-0 5-2-0 44-0 6-6-0 4-3-4 7-2-12 -0-0
Scale: 3/16"=l'
4.00 12 5x6 =
6
�186
tc,
0
16 15 3x12
3x5 3x4 I 5z8" - 4xl0 c
Zoo 12
7-2-12
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft : 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 Stresslncr YES
WB 0.95
Horz(CT) 0.42
10 n/a n/a
BCDL 10.0
Code FBC20171rP12014
Matrix -MS
Wind(LL) 0.84
13 . >513 240
Weight: 170 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 2-6-11
oc'pudins.
BOT CHORD 2x4 SP M 30
BOT CHORD
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 Horz 2=-207(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.
TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6=-2458/1735, 6-7=-2481/1719, 7-9=-5407/3513,
9-10=-5950/3765
BOT CHORD 2-16=-1931/3146, 15-16=-1931/3146, 14-15=1489/2515, 13-14=-3185/5191,
12-13=-3510/5666,10-12=-3504/5656
WEBS 3-16=0/315,.3-15=7799/546,5-14=-344/260,6-14=-731/1202,7-14=-3120/2048,
7-13=-113011972,9-13=-559/376
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; C=36ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Exterio' r(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 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 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 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 lb uplift at joint 2 and 846 lb uplift at
joint 10.
Thomas A. Albeni PE No.39360
MiTek USA,:Inc.-FLCert:6634.
19H Parke East Blvd. Tampa FL:33610
•Date;'
May 17,2019
AWARNING - Verify design' parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE MI1.7473 rev. 1WO312015 BEFORE. USE
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a.truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
-
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rP/1 Quality Criteria, DSB-89 and BCS/ Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL: 36610
Job
Truss
Truss Type
Qty
Ply
CARLTON 299
T17089641
M11412
A5
SPECIAL
7
1.
.
Job Reference (optional)
Lonamoers truss, inc., i-on Fierce, rL o. i3u s mar i i Lu to ivtt t eK muusures, urc. rn iwdy i r ua.cv cu - rdye i
ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-j74oNu 154XtBuiicEVHYSOWdPlxkmgjH I DNU.1_zFeBE
1-0-0 8-6-0 13-8-0 18-0-0 24-6-0 28-9-4 36-0-0 7-0-
O-0 8-6-0 5-2-0 4-4-0 .6-6-0 4-3-4 7-2-12 -0-0
Scale=1:61.9
4.00. 12 5x6 =
6
�1
0
16 15 4xiu
3x5' = 3x4 11 5x8 = 2.00 12 4x10 =
8-6-0 13-8-0 18-0-0 24-6-0 28-9-4 _ _ 36-0-0
8-6-0 5-2-0 4-4-0 6-6-0 4-3-4 7-2-12
Plate Offsets (X Y)--
[2:0-1-2 Edge] 18:0-3-0 Edge] [10:0-2-10 Edge] [15:0-2-12 0-3-01
LOADING (ps0
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl L/d
PLATE_ S
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 StressIncr YES
WB 0.95
Horz(Cf) ' 0.42
10 n/a n/a
BCDL 10.0
Code ' FBC2017/TP12014
Matrix -MS
Wind(LL) 0.84
13 : >513 240
Weight: 170 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD" 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 2-6-11 oc pudins.
BOT CHORD 2x4 SP M 30
BOT CHORD
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 Horz 2=-208(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.
,TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6=-2450/1730, 6-7=-2472/1713, 7-9=-5407/3513,
9-10=-5950/3764
BOT CHORD. 2-1 6=-1 931/3146, 15-16=-1931/3146, 14-15=-1489/2515, 13-14=-3184/5190,
12-13=-3510/5666,10-12=-3504/5656
WEBS 3-16=0/315, 3-15=499/546, 5-14=-355/272, 6-14=-743/1219, 7-14=-3134/2058,
7-13=-1130/1972, 9-13=-560/375
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; 6=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(1) 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 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 where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom.chord and any other members.
6) Bearing atjoint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of.withstanding 846 lb uplift at joint:2 and 846 lb uplift at
joint 10.
Thomas A. Albadi PE No.39380
MiTek.USA, Inc. FL'Cerfils34.
6904,Faike East blyd. Tampa FL;,33610
Dater
May 17,2019
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with,M!Tek® 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
MITeI(-
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance: regarding the
.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1`TP/1 Quality Criteria, DSB-69 and SCSI Building Component
6904 Parke East Blvd.
Safety Information ,available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL: 36610
Job
Truss
Truss Type
City
Ply
CARLTON 299
T17089642
M11412 .
ATA
COMMON
7
1
Job Reference (optional)
Gnamoers truss, Inc., tort coerce, I-L o. wu s mdr r r a ro rvn r an umubuleb, I.— n i —y . U.
I D:kF.vnsnOwY419Zh0_nM3lc6ylJ9g-BJeAaE2jr(12VsHooDon_c3p79KOVMSRFt71 ZQzFeBD
1-0-0 8-1-1 13-10-2 18-M 22-1-14 27-10-15 36-0-0 7-0-
-0-0 B-1-1 5-9-1 4-1-14 4-1-14 5
Scale=1:61.0'
4.00 12 5x6 =
6
17 15 14 12
3x8 = 3x4 II 4x6 = 3x8 = . 3x8 = 4x6 = 3x4 II 3x8 =
8-1-1
5-9-1
36-M
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (!oc) I/defl Lid
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 lncr YES
WB 0.60
Horz(CT)
0.14 10 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Wind(LL)
0.34 14-15 >999 240
Weight: 172 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-2-15 oc puffins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 5-2-0 oc bracing.
WEBS 2x4 SID 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.
TOP CHORD 2-3=-3544/2053, 3-5=-2824/1651, 5-6=-2817/1766, 6-7=-2817/1766, 7-9=-2824/1651,
9-10=-3544/2053
BOT CHORD 2-17=-1812/3323, 15-17=-1812/3323, 14-15=-997/2104, 12-14=-1826/3323,
10-12=-1826/3323
WEBS 6-14=-569/1002, 7-14=-299/279, 9-14=-783/581, 9-12=0/271, 6-15=-569/1002,
5-15=-300/279, 3-15=-782/581, 3-17=0/27.1
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=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 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) 100.0Ib 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 bearing plate capable of withstanding 796 lb uplift at joint 2 and 796 lb uplift at
joint 10.
Thomas A.,Alhani PE No.39380
MiTeo.SA, In'fL Cert:6634
6904 Parke East Blvd. Tampa FL.33610
t)ate;•
May 17,2019
AWARNING - Verity desfgnparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE. PAGE MIIJ473 rev. 1010312015 BEFORE. USE.
'
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
M!Tek•
Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and BCS/ Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Jab
Truss
Truss Type
Qty
Ply
CARLTON 299
T17089643
M11412 ,
ATB
COMMON
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
1-0-0 8-1-1
-0-0. 8-1-1
18-0-0 22-1-1
4.00 12 5x6 =
6 ....
d.13u s Mar 11 zult5 MI I eK
mc. r-rl May it uu:z4:4y zu-Iu rage i
7MwJOXpcIMZkbEoXaUXsa6szFeBC
36-0-0 $7-0-
8-1-1 -0-I
Scale=1:60.9
18 " 16 15 14 .- 12
3x53x4 II 3x6 = 6x8 = . 6x8 = 3x6 = 3x4 11 3x5 =
. _
27-10-15
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at micipt 6-14
REACTIONS. All bearings 0-8-0.
1
5-9-1
1-3-14
SPACING-
2-0-0
CSI.
Plate Grip DOL
1.25
TC
0.37
Lumber DOL
1.25
BC
0.40
Rep Stress Incr
YES
WB
0.68
Code FBC2017/TPI2014
Matra -MS
6-8-0
0-3-14
5-9-1
8-1-1
DEFL.
in (loc)
I/defl
Ud
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
n/a
n/a
Wind(LL)
0.15 18-21
>999
240
Weight: 172 lb FT = 20%
(lb) - Max Horz 2=-208(LC 10)
Max Uplift All uplift 100 lb or less atjoint(s) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12)
Max Grav 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)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1239/757, 3-5=-437/333, 5-6=-432/448, 6-7=-272/773, 7-9=-376/778,
9-10=-334/220
BOT CHORD 2-18=-587/1178, 16-18=-587/1178, 12-14=-188/281, 10-12=-188/281
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=-16/332
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.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 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) 100.0Ib 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 bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except at=Ib)
2=433,14=866,10=240.
Thomas A. Albani PE No.39380
MiTek USA, Inc: fL Cert 8634
6904 Parke East Blvd. Tampa FL.33610
D_ aW,
May 17,2019
AWARNING - Verify design parameters and READ NOTES ONTHISAND INCLUDED MITEK REFERENCE PAGE 11,1I1-7473 rev. 1010312015 BEFORE.USE
Design valid for use only withMiTek® connectors. This design is based only upon parameters shown, and is. for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
M!Tek•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rP/1 Quality Criteria, DSB-69 and BCS/ Building Component
6904 Parke East Blvd.
Safety Information .available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. a
Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
CARLTON 299
T17089644
M11412 .
ATC
COMMON
1
1.
Job Reference (optional)
cnamoers i russ, inc., ron vierce; rr. o. 10u m , , cu ,o iv- — .y. ,, . ray. ,
I D: kFvnsn OwY419Zh O_nM3lc6y I J 9g-8imx?w4zNSFmIAQBwegF418C6y4gzF njj Bc8eJzFeBB
Vol
-1 13-10-2 18-0-0 22-1=14 , %10-15 _ 36-0-0 37-0-Q
-0-, 8-1-1 5-9-1 4-1-14 4-1-14 5-9-1 8-1-1 1-0-0'
Scale=1:60.9
4.00 12 5x6 =
6
3x5 =
3x4 11. 3x6 = 6x8 — 6x8 = '3x6 = 3x4 11 3x5 =
8-1-1
5-9-1
1-3-14' .
6-11-14
0-0-9
5-8-8
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defi
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC
0.37
Vert(LL)
-0.10 18-21
>999
360
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
n/a.
BCDL
10.0
Code FBC2017/TPI2014
Matrix
-MS
Wind(LL)
0.15 18-21
>999
240
36-0-0
PLATES GRIP
MT20 244/190
Weight: 172 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly, applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 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=0-11-5.
(lb) - Max Horz 2=-208(LC 10)
Max Uplift All uplift 100 lb or less at joints) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12)
Max Grav All reactions 250 lb or less atjoint(s) except2=687(LC 21), 14=1635(LC 1), 10=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=-1239/757, 3-5=437/333, 5-6=-432/448, 6-7=-272/773, 7-9=-376/778,
9-10=-334/220
BOT CHORD 2-18=-587/1178, 16-18=-587/1178, 12-14=-188/281, 10-12=-188/281
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=A 6/332
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.
II; Exp C; Encl., GCpj=0.18; MWFRS (directional) and C-C Exterior(2) -1=0-0 to 2-7-3, Interjor(1) 2-7-3 to 18-0-0, Exterior(2) 1870-0 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) 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.Opsf on the bottom chord in'all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 15 except at=lb)
2=433,14=866,10=240.
1 �
IT
0
Thomas A. Alban PE No.39380
mTek;USA, lnc' FL Cert 6634
6904 Paike East Blvd. Tampa FL,33610
Date:'
May 17,2019
AWARN/NG -Verify design -parameters, and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE. PAGE M11-7473 rev. 1010312015 BEFORE.USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building. designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
M iTek•
is always required for stability and to prevent collapse with possible personal Injury and property.damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANS/17P/1 Quality Criteria, DSB-09 and BCS/ Building Component
6904 Parke East Blvd.
Safety/ntormation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
CARLTON 299
T17089645
M11412 ,
BHA
COMMON
1
1
'
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:52 2019 Page 1
I D:kFvnsnOwY419ZhO_nM3lc6ylJ9g-45uhQc5Dv4VT_UaZ13sj9SES6mkoR7tOAV5FiBzFeB9
16-0-0 24-0-0
1-0-0 8-0-0 12.0.0 14-0-0 156-0 18-0-0 20-0-0 22-0-02 10-1 28-0-0 36-0-0 7-0.0
-0+0 8-0-0 4-0-0 2-0-0 1.6-0 0.6- 2-0-0 2-0-0 2-0-0 0-10-1 4-0-0 8-0-0 -0-0
1-1=1 Scale: 3/16"=.1'
TOP CHORD MUST BE BRACED BY END JACKS,
ROOF DIAPHRAGM, OR P OPERLY CONNECTED
PURLINS AS SPECIFIED. 5x6 =
9 12 14
7x10 MT18HS 7 16
5 18 7xl0
4.00 12 3x6 5 = 5x —
3 0 17 20
U)
�1 2 21 22 N A
rj IM
bad
28 27 26 25 24 23
3x6 14x6 = 6x8 = 6x8 = 3x6 I I ' 3x5 =
3x6 =' 3x6 =
15-6-0
22-10-15
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) I/defl Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.73
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 n/a n/a
BCDL 10.0
Code FBC2017frP12014
Matrix -MS
Wind(LL)
0.20 28-31 >909 240
Weight: 208 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD- 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 4-2-12
oc puriins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 20-25
2 Rows. at 1/3 pts 3-26
JOINTS
1 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)
Max Uplift All uplift 100 lb or less atjoint(s) except 2=-583(LC 8), 26=-1557(LC 8), 25=-1259(LC 8),
21=-455(LC 8)
Max Grav All reactions 250 lb or less at joints) 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 (lb) or less except when shown.
TOP CHORD 2-3=-2242/1142, 20-21=-1473/724, 3-4=-213/718, 4-6=-213/718, 6-8=-213/718,
8-10=-213/718, 10-11=-213/718, 11-13=-213/718, 13-15=-213/718, 15-17=-213/718,
17-19=-87/610, 19-20=-87/610, 3-5=-199/422, 5-7=-112/391, 7-9=-33/344, 12-14=0/257,
16-18=-67/301, 18-20=-206/363
BOT CHORD 2-28=-971/2236, 26-28=-922/2090, 25-26=-855/521, 23-25=-516/1204, 21-23=-569/1344
WEBS 8-26=-1333/1008,17-25=-979/756,3-28=419/1254,3-26=-3236/1698,20-23=-458/1210,
20-25=-2385/1201, 9-10=-706/569, 6-7=-307/241, 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; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat.
II; 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.
5) All plates are 3x4 MT20 unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 583 lb uplift at joint 2, 1557 lb uplift at
joint 26, 1259 lb uplift atjoint 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 Ib down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
Thomas A. Milani PE No.39380
MiTek USA, Ind.., FL Cert 9634
6904 Parke East Blvd. Tampa FC.33610
Date: -
May 17,2019
t5brStandard
.AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE. PAGE M11-7473 rev. 1010312015 BEFOREVSE.
Design valid for use only with MiTek® connectors. This design is based, only upon parameters shown, and is. for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information .available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
CARLTON 299
T17089645
M11412 ,
BHA
COMMON..
1
1.
Job Reference (optional)
Chambers I cuss, Inc., Fort Pierce; FIL 8.13U s Mar l l 2U18 MiTek Industnes, Inc. Fri May 17 U9:24:5Z ZU19 Page Z
I D:kFvnsnOwY419ZhO_nM3lc6ylJ9g-45uhQc5Dv4VT_UaZ13sj9SES6mkoR7tOAV5FiBzFeB9
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 20-22=-54, 28-29=-20, 23-28=47(F=27), 23-32=-20, 3-12=-126(F=-72), 12-20=-126(F=-72)
Concentrated Loads (lb)
Vert: 28=-641 (F) 23=-641 (F)
A WARNING - Verify design' parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE. PAGE M11-7473 rev. 1010312015 BEFORE.USE. .
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
i•
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
Milk"
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP/1 Quality Criteria, DSB-89 and BCS/ Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. -
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
CARLTON 299
T17089646
M11412 ,
GRA
HIP
1
1
`
Job Reference (optional)
Ghambers Truss, Inc., Fort Pierce, FL 6.13U s Mar l l 2U19 MI I eK mQustneS; InC. Fri May it uu:L4:bs zule rage l
ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-YHS3dy6sgNdKcd9mbmOyhfmd4A1vAZOAP9goFezFeB8
�1-M 7-10-0 13 8-0 18-0-0 22-0-0 28-2-0 , 36-0-0 _ �7-0-9
-0-0 7-10-0 5-10-0 4�-0 4�-0 5-10-0 7-10-0 -0-0
Scale=1:61.9
5x8 MT18HS =
4.00 12 3x4 II
3 22 23 24 25 426
5x8 MT18HS =
5x8 = 3x4 II
27 5 28 629 30 31 32 33 7
15 34 14 13 35 36 37 38 12 3911 40 10
3x5 = 3x4 II 4x6 = 6x12 = 6x12 = 4x6 = 3x4 II 3x5 =
7-10-0
13-8-0
5-10-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.71
Vert(LL)
-0.21 12-13
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.76
Vert(CT)
-0.44 12-13
>609
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.84
Horz(CT)
0.06 8
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL)
0.22 10-21 .
>999
240
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x4 SP M 30 BOT CHORD
WEBS 2x4 SP No.3 "Except` WEBS
4-13,6-12: 2x6 SP No.2
REACTIONS. (lb/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=1256(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-369/211, 3-4=-1158/2051, 4-5=-1158/2051, 5-6=-2318/1425, 6-7=-2318/1425,
7-8=-2981/1789
BOT CHORD 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, 4-13=-640/587; 5-13=-2900/1855, 5-12=-1172/2196,
6-12=-611/569, 7-12=-558/375, 7-1 0=-1 84/651
7-10-0
PLATES GRIP
MT20 244/190
MT18HS 2441190
Weight: 161 lb FT = 20%
Structural wood sheathing directly applied or 3-4-6 oc purlins.
Rigid ceiling directly applied or 5-7-0 oc bracing.
1 Row at midpt 3-13, 5-13
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.
II; 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.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 2, 2107 Ib 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 lb down and 170 lb up at 12-0-12, 103 lb down and 170 Ib 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 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 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 lb 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 1 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 1 lb up at 19-11-4, 77 lb down and 1 lb up at •21-11-4, 77 lb down and 1 lb up at 23-11-4, 77 lb
down and 1 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.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
Thomas A. Albenj PE No:39380
MiTek .USA, Inc. -FL Cart6634 ,
69D4 Parka East Blvd. Tampa FL•33610
Date;•
May 17,2019
AWARNING - Verify des/gn'parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE MII.7473 rev. 1010312015 BEFORE. USE.
Design valid for use only with IMiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building. designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MITek-
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1rP/1 Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL, 36610
Job
Truss
Truss Type
Qty
Ply
CARLTON 299
T17089646
M11412.
GRA
HIP
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce; FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:53 2019 Page 2
ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-YHS3dy6sgNdKcd9mbmOyhfmd4A1vAZOAP9goFezFeB8
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=-137(B)5=-103(B)7=-137(B)14=-49(B)15=-389(B) 10=-389(B) 11=-49(B)22=-103(B)24=-103(B)26=-103(B) 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)
.,AWARNING - Verffy deslgn_parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 1010312015 BEFORE.USE
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is. for an individual building component, not
a truss system. Before use, the building. designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MITek°
is always required for stability and to prevent collapse with possible personal Injury and property.damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPH Quality Criteria, DSB-89 and BCS/ Building Component
6904 Parke East Blvd.
Safety Information. available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL. 36610
Job
Truss
Truss Type
Qty
Ply
CARLTON 299
T17089647
M11412 .
J2 '
MONO TRUSS
8
1:
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
100
1-0-0
8.13U s Mar 11 ZU18 MiTek Industries, Inc.. Fri May 11 U9:24:54 21.179 Page
ID:kFvnsnOwY419Zh 0_nM3lc6ylJ9g-OT7RrH7URhIBDnky9UvBEtJwBaWVVDKJepaLn4zFeB7
2-0-0
2-0-0 .
4
3x4 =
2-0-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft L/d
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 p
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 FBC20.17/TPI2014
Matrix -MP
Wind(LL) 0.00. 7 >999 240
Weight: 8 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins.,
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=37/Mechaniical, 2=141/0-8-0, 4=22/Mechanical
Max Horz 2=67(LC 12)
Max Uplift 3=-27(LC,12), 2=-136(LC 12), 4=-3(LC 9)
Max Grav 3=40(LC 17), 2=141(LC . 1), 4=31(LC 3)
FORCES. (Ib) -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.
ll; 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 -withstanding 27 lb uplift.at joint 3,136 lb uplift at joint
2 and 3 Ib uplift at joint 4.
Thomas A: A_ lbafii PE No:39380
MITeli'OSA, Lrl Cerk(IU,
0,04Parke East Blyd. Tampa FL.33610 '
Date;.
May 17,2019
'AWARNING -Verify design: parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE. PAGE MII.7473 rev. 1010312015 BEFORE.USE.:
Design valid for use only with.MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
��'
a truss system. Before use, the building, designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual 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 propertydamage. For general guidance. regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and BCS/ Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
CARLTON 299
T17089648
M 11412 .
J4
MONO TRUSS
8
1.
Job Reference (optional)
L;namoers I cuss, Inc., I. Fort Fierce, rL
-01
o. iau s, Mani I Lino MI I ex InuUsrnes, mu. rn iviay i r vv.z"o9"ra rays
I D:kFvnsnOwY419ZhO—hM3lc6ylJ9g-OT?RrH7U Rh1BDnky9UvBEtJt6aSFvDKJepaLn4zFeB7
4-0-0 ,
3x4 = 4
scale=1:11.1
r
4-0-0
4-0-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 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 FBC2017ffP12014 Matrix -MP Wind(LL) 0.02 4-7 >999 240 Weight: 14 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD 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 Horz 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 farces 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(1) 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.
$) `This truss has been designed for a live load of 20.Opsf on the'bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 3, 159 lb uplift at joint
2 and 7 lb uplift at joint 4.
Thomas A. Albani PE No.39380
.T USA, Inc: FLCert 6634
69114 Parke East Blvd. Tampa FL.33610
Date,
May 17,2019
.® WARNING . Verity designpar-ameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE.PAGE Ml1.7473 rev. 10/03/2015 BEFORE.USE.
Design valid for use only with ivliTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek-
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd.
Safety Information ,available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
CARLTON 299 .
T17089649
M11412,
J6. ...
MONO TRUSS
8
1
Job Reference (optional)
Lmamuers truss, inc., : rOn Merce; rL b.IJU s mar 11 zulC will I eK Inousmes, mc, :rn May l t uu:z4= zule rage 1
I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-UgZg2d86C?t2rxJ8iBQRn4s2Dzg9egaTsTJvJ WzFeB6
1-0-0 6-0-0
1-0-0 6-0-0 .
Scale=1:14.6
... 3x4 - .. .. 4:
.I 6-0-0 .
6-0-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.05 4-7 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL T.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 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.11 : 4-7 >639 240 Weight: 20 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M'30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD. 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=142/Mechanical, 2=275/0-8-0, 4=70/Mechanical
Max Horz 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=275(LC 1), 4=100(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces250 (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.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional). and C-C Exterior(2),-1-0-0 to 2-7-3, Interior(1) 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 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 129 lb uplift at joint 3, 192 lb uplift at
joint 2 and 8 lb uplift at joint 4.
Thomas A. k6a' ni PE No.39380
MiTek & Inc; FL Cert:$834
6904.PaikeEast Blvd. Tampa FL.33610
Date;+
May 17,2019
AWARNING - Verify design. parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE.USE ..
Design valid for use only with M!TekO connectors. This design is based only upon parameters shown, arid is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
M iTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd. -
Safety/nformadon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
CARLTON 299,
T17089650
M11412 ,
J8.
MONO TRUSS
11
1.
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
1-0-0
8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:55 2019 Page 1
I D:kFvnsnOwY419Zh0_nM3lc6y1J9g-ys7CGz8kzl?vT5uLGuxgJ109wN64N7pc573SryzFeB5
8-0-0
8-0-0
Scale=1:17.4
3x4 4
7-0-0 8-0-0
7-0-0 1-0-0
Plate Offsets (X,Y)-- [2:0-3-14,0-1-8)
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1..25
TC 0.61
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
>310
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017lfP12014
Matrix -MP
Wind(LL)
0.26
4-7
>368
240
Weight: 26 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=188/Mechanical, 2=348/0-8-0, 4=99/Mechanical
Max Horz 2=178(LC 12)
Max Uplift 3=-174(LC 12), 2=-226(LC 12). 4=-13(LC 12)
Max Grav 3=195(LC 17), 2=348(LC 1), 4=141(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(1) 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=1.60
2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all arean 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.
Thomas A. Albani PE No.39380
MiTek .USA, Ino: FL" Cert 6634
-69D4 Plake East Blvd. Tampa FL.33610
Dates
May 17,2019
AL WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, avid Is far an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCS/ Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
CARLTON 299
T17089651
M11412 ,
JAB
MONO TRUSS
11
1
.
Job Reference (optional)
cnamoers truss, Inc., ron coerce, rL a.13U s Mar 11 ZUta MI I etc lnoustnes, Inc. hrl May I f UU 2a:bb Zuta I. -age 1
I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-ys7CGz8kzl7vT5uLGuxgJ 109PN6PN7pc573SryzFeBS
1-0-0 7-10-0
1-0-0 7-10-0
Scale=1:17.2
3x4 = 4
7-10-0
7-10-0
Plate Offsets (X,Y)--
[2:0-1-14,Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc). I/defl L/d
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 1.25
BC 0.45
Vert(CT) -0.28
4-7 >331 240
BCLL 0.0
Rep Stress.Incr YES
WE 0.00
Horz(CT) -0.00
. 3 n/a n/a.
BCDL 10.0
Code FBC2017/TP12014
Matrix -MP
Wind(LL) 0.24
4-7 >392 240
Weight: 26 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD. 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=184/Mechanical, 2=342/0-8-0, 4=97/Mechanical
Max Harz 2=175(LC 12)
Max Uplift 3=-170(LC 12), 2=-223(LC 12), 4=-13(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.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections:
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 3, 223 lb uplift at
joint 2 and 13 lb uplift at joint 4.
Thomas A, Albani PE No.3938D
MiTek*USA, lnoi FL Cart6634
6904 Parke East Blyd. Tampa FL.33610
Date:,
May 17,2019
ALWARNING - Verify design''parameters and READ NOTES ONTHIS AND INCLUDED MITEK REFERENCE. PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is, for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only., Additional temporary and permanent bracing
M!Tek°
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criterla, DSB-89 and BCS/ Building Component
6904 Parke East Blvd.
Safety Information .available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL: 36610
Job
Truss
Truss Type
Qty
Ply
CARLTON 299
T17089652
M11412 ,
KJ8
MONO TRUSS
2
1:
Job Reference o tional
unamoers 1 Fuss, Inc., run: rlerce, rL
-1-5-0
d.13U S Mar 1i zuiu MI I etc Inausines, Inc. rn May 1 t uu:z4:of ZUIe rage 1
ID:kFvnsnOwY419ZhO_nM3lc6ylJ9g-Q2haTJ9Mkc7m4FTXgcSvsVxQynWn6V0KnoDOPzFeB4
7-2-7 11-3-0
7-2-7 4-0-9
6
24 II
Scale4 l
3x4 = 3x4 =
5
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.21
Vert(LL)
-0.05
6-9
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.26
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/TPI2014
Matrix -MS
Wind(LL)
-0.04
6-9
>999
240
Weight: 44 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30. TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or'10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=90/Me6hanical, 2=462/0-11-5, 5=406/Mechanical
Max Horz 2=178(LC 8)
Max Uplift 4=-102(LC 8), 2=-187(LC 8), 5=-118(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-866/230
BOT CHORD 2-6=-234/833, 5-6=-234/833
WEBS 3-6=0/287, 3-5=-91.3/257
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.
II; 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 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 102 lb uplift at joint 4, 187 lb uplift at
joint 2 and 118 lb uplift at joint 5.
6) Hanger(s) or other connection devices) 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 down and 143 lb up at 8-6-14 on top chord, and 47 lb down and 28 lb upat 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 design/selection of such connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 14=-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)
Thoma$ A. Alliani PE No.39380
MiTek .USA, )nci FL'Cert6634.
6904 Parke East Blvd. Tampa FL,33610
Dater
May 17,2019
AWARNING - Verify design' parameters and READ NOTES OMTHIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE.USE.
Design valid for use only withMiTek® 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 topreventbuckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing
MiTek_
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPH Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information. available from Truss Plate Institute, 210 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL-36610
Job
Truss
Truss Type
City
Ply
CARLTON 299
T17089653
M 11412.,
KJAB
MONO TRUSS
2
1.
Job Reference (optional)
t,namoers i russ, inc., rori rierce, rL
-1-5-0
1-5-0
3x4 =
8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:58 2019 Pagel
I D:kFvnsnOwY419Zh 0_n M3lc6y IJ9g-vFFyhfA_VwFd i P2j OJz8OjUbgBsJry4vYRYZwrzFeB3
6-10-0 11-0-3
6-10-0 4-2-3
2.83 12
6
2x3 11
Scale=1:19.9
4
5
3x4 =
6-10-0
11-0-3
6-10-0
4-2-3
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.20
Vert(LL) 0.06 6-9 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.23 -
Vert(CT) -0.08 6-9 >999 240
BCLL 0.0
Rep Stress Incr NO
WB 0.34
Horz(CT) 0.01 5 n/a n/a
BCDL 10.0
Code FBC2017frPI2014
Matrix -MS
Weight: 43 Ib FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M'30 TOP'CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=106/Mechanical, 2=447/0-11-5, 5=385/Mechanical
Max Horc 2=1,75(LC 8)
Max Uplift 4=-107(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.
TOP CHORD 2-3=-846/526
BOT CHORD 2-6=-520/815, 5-6=-520/815
WEBS 3-6=0/268, 3-5=-884/565
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.
II;'Exp C; Encl., GCpi=6.18; MWFRS (directional); Lumber DOL=.1.60 plate grip DOL=1.60
2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 Ib uplift at joint 4, 321 Ib uplift at
joint 2 and 202 Ib uplift at joint 5.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 Ib down and 58 Ib up at
2-11-0, 39 Ib down and 58 Ib up at 2-11-0, 8 Ib down and 101 Ib up at 5-8-15,.8.I.b down and 101 lb. up at 5-8-15, and 42 Ib down
and 143 Ib up at 8-6-14, and 42 Ib down and 143 Ib up at 8-6-14 on top chord, and 31 Ib up at 2-11-0, 31 Ib up at 2-11-0, 10 Ib
down and 30 Ib up at 5-8-15, 10 Ib down and 30 Ib up at 5-8-15, and 31 Ib down and 14 Ib up at 8-6-14, and 31 Ib down and 14 Ib
up at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the. responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-4=-54, 5-7=-20
Concentrated Loads (lb)
Vert: 10=80(F=40, B=40) 11=-2(F=-1, B=71) 12=-83(F=-42, B=-42) 13=14(F=7, B=7) 14=-20(F=-10, B=-10) 15=-50(F=-25,
B=-25)
Thomas A. Aibeni PE No.39360
MiTek USA, Inc:•FL Cert 6634-
690'4 Parke East Blvd. Tampa FL.33610
-Date;'
May 17,2019
'A WARNING - Verify design' parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE. PAGE MII.7473 rev. 1010312015 BEFOREUSE.
Design valid for use only with IMiTek® connectors. This design is baseo.only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek°
is always required for stability and to prevent collapse with possible personal Injury and property. damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS117P/1 Quality Criteria, DSB-89 and BCS/ Building Component
6904 Parke East Blvd.
Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria,VA 22314.
Tampa, FL 36610
Symbols
PLATE LOCATION AND ORIENTATION
3/4'. Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
U-116"
For 4 x 2 orientation, locate
plates 0- 'Ile" from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates. .
Plate location details available in MiTek 20/20
software or upon request.
PLATE SIZE
The first dimension is the plate
4 X 4 width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by text in the bracing section of the
<�" output. Use T or I bracing
if indicated.
BEARING
Indicates location where bearings
(supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Min size shown is for crushing only.
Industry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing:
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
0
X
O
U
n.
O
F
Numbering System
6-4.-8 1 dimensions shown in ft-in-sixteenths
(Drawings not to scale)
1 2
3
8 7 6 5
0
Of
O
U
n.
O
1--
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO.
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-1311, ESR-1352, ESR1988
ER-3907, ESR-2362, ESRA397, ESR-3282
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber values
established by others.
© 2012 MiTek® All Rights Reserved
iiiiiiiii■ �
MiTek®
MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015
� General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for.truss system, e.g.
diagonal or X-bracing, is always required. See SCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3.- Never exceed the design loading shown and never
stack materials on inadequately braced' trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties..
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated. by ANSIfrPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSIITPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without prior
approval of an engineer.
17. Install and load vertically unless indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front; back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSI/TPI 1 Quality Criteria.