Press Alt + R to read the document text or Alt + P to download or print.
This document contains no pages.
HomeMy WebLinkAboutTruss$,
j;*
i
A=LIFE SAFETY WARNING
This symbol identifies Life Safety Warnings that should be read
given special attention by all persons installing trusses.
SPACING NOTE
ALL TRUSSES ARE TO BE SET
AT 2'-0ON CENTER
EXCEPT AS NOTED
MULTIPLE PLY TRUSSES MUST BE
ASTENED TOGETHER PER ENGINEERING
BEFORE SETTING. REFER TO
ENGINEERING DRAWING TO DETERMINE
A IF MULTIPLE PLY.
DON'T LIFT TRUSSES
WITH SPANS LONGER THAN
30' BY THE PEAK.
rnnlel u T Rrcl
30' Span�or less ®
/ Fo degrees
�or iess
30' to 60' Span
Spree er Bar
Fag -- APprox 2/3 to_i
une 1/2 of Soon
`i/12 10
dg .. Ir12 sper^ .Caarox.
REFER TO BCSI
Truss must be set this way if crane used.
This Is an example, truss may not match.
Insist crone operator sets truss this way.
REFER T1D BCSI
'russ must be set this way ` crone used
truss s on example, your voss troy rot notch
Ins st croneoperator sets truss this way.
TRUSSES FOR THE EIRST fv101Lj'r I_ SHO LD BE SNIPPED AND SUOUESSFUL.LY SET BEEORE ANY MORE TRUSSES ARE BUILT FOR THAT MODEL_.
® ARRANJE WITH CRANE OPERATOR IN ADVANCE FOR A SPREADER BAR OF 18' - 24' II LENGTH A
I
® Do not `tend on trusses until they are braced per BCSI &properly nailed to straps &hangers FABR►CAT,ONAGRE
TRUSSE8 CANNOT BES7ARTEp U EMENT
I I The lapel description of the Properly where the Iruesea will be 1 stalled is;
a RE
TURNED
, I �+ LTht TNalea wtlll bra "wledpne end apnea:
15'-3" _ _ �— - __-- 19'-9' -- _--- — 19'-9" _ _.__--- -- ---- 15'-3" — which is the sole eutho date minsdence w th this t use placeme _—_ / J p uccess'tabrlcail nt diagram la
I I 1 _ — — 2. All dlmenslona b this layout h
a —
SEAT PLATES BY CHAMBERS
a
12
4.00 F__
to $
I
1,
upset=1/4" heel=315/16"
PLUMB CUT END
2 x 4 Top Chord
t WALL HEIGHT 8'
TYPICAL END DETAIL
r
i�
12
4.00 —
r U — 2.00 08—
e Cl)12
i
7/.i%/91ti,//
�II
�II
I;
=11101
1
II 11"0001
A5
i
AS
2
21
1 112
A5 r 1
04
N
AS 1
FV
Wr
IPA,
MI
PMAP
I
t ,
upset=1/4" hee1=3 15/16" INDICATES LOAD BEARING a
PLUMB CUT END REQUIRED BY TRUSSES
SUPPLIED BY BUILDER
2 x 4 Top Chord AT A HEIGHT OF 8'-0"
,I WALL HEIGHT 8' ABOVE FINISHED FLOOR
END DETAIL: TYPICAL VAULT
4
a
t ,4:
q1 R
q
,111■I1IN11%11
1MIN!/®��
!N11
'
181�1■I�IB�t®I�I�I�I®IB
-� 6 -4 V 14 -4"
PORCH RIGHT
it-
-\�
101
jl
11�
Ij
No-
�
1
�INSA
IItsgo
:INS
INS
• e
\
MEIN
\\�
Slow-
14
—\
101
• : e
__
irm
e°SON
`®o®
��a
c • • r.�
i �^
�
1 1IRWIN
I111,
I !�
M�I�I�I�I■1�18�1®III®I®ICI®!�►�
I I
i' CLOUZSED AREAS ARE OF
/ SPECIAL CONCERN & MUST BE t
CHECKED CAREFULLY & MAY
t INDICATE DEVIATION FROM
%_..PLANS.,\
.3. Unleae written notice is eve been led "d by the derail a. yout,
days of delivery the underelgnedvagB ee themae ye all to Chambers TNss within tan10
such written no0ce la Nmished Chambere h pSn ahe11*heVe t}u°.ae II be allow ^t
9 or to subetltute other s• In the e I
�aeTno undersigned adcnowlsd huaees, et Chamber pb nesa days in pn'C b. Delivery b to Job alto, It le 8ha buye�a� eponab aY toUM make th sob stteault`
delivery. Chambers TNss has the sole authority to date
poitlon o(thelob she for deMery. Cemba far
The buyer la responsible for additional dellvs7Nsa will be responalbne folr dumd1e lob site o'r a bacauae Job ette la not Prepared for delivery or a GE buyer Is not haapared fort delivery s tol B alive
6uyar le reaponel I Ceemen TNss for towing costa due to she w
S. Pike ae ah p p repreph 7 below la in ry of trusses, i Ihie leybut A $60 per hour fee for revfalons Ject to change H enYnchan e
7hls la a PURCHASE ORDER to may be charged by Chambers g s are. made 1,
epraement a reasonable pdca. "DER Chambers• TNss od the sum agrees
'on delivery. Involve m dhedutan ed tlate tlelivary end geed t0. ero�netj
delryery of (abdcated sY. be made at s paid within tens
sttpmey's tee for',`adMlbsue In avant odes I n of delivery It bu er g ed agrees to pay Chamba Y cannot accept
charya will be added for all auma not IC Yment not time 4 Trues reasonable
S. Signature or InlUals a-vAthln terms. made, 1.1Q >/, per month aervJce
cons wnalderatlon of Chem era TNss sheet Constltutee a
unconditionally Mendin greement to all terms hereinChambers.
Indebted see ^Guerany an, �"Bn nwhen dla od e�Y tend cell' Indebtedness d wed
y any an,
reigned
recipient. Unp attorneys teas, fl defeull In the undersigned all
to p
Yip In the event of any lhl at n - Payment for metadal be P Y such
g to con, a Me, a by the
or payments referred to herein, the g this agreement, Ne Items furnished hereunder
Is. Saint Eliole Coumy, Pbdda genies agree that the sole venue. for any such argon will
71. Design respore lbllldes are per "Nationa18 tandard And Ra !
Rabponslbllltlea For
20D2- dtldn Uaing Metal Plate Connected W
ANSI?PIAN7CA 4 - z00z'. bond ended Guidelines On
. add TN6ae8
DATED
Sft3NE0 'Ilk
FOR
AsPrOadbrbarmaybe
P
Multije 1topreveritiafuay8darPly trusses
na must be ►astened together Per engineering
before they are set; failure to do so can result.ln roof Collapse
Te POTBry and Property Permanent bracing are required and can save llfe
and Is the res °
'Study the contents of the Inf P—nslblllty of the truss erector.
before settl�tiOn Packet Included on delivery
7h�esmustbssetandbracedPsr g trusses.
Trusses must be set Plumb : Pnivnd sagtirre Sdamage.
Do notset bunks �Hi! I stack oiPllyywood, ,roofing Matelrial or any .
Other coYicentrntgd loads on trusses, .
GiO NOT Sto T rRUSSES USING TH/SCan u�se collaPae,
--.USE LAYOUT DELIVERED WITH TRUSSES TO SET TRUOUT
"AMBERS TRUSS INC
ganer AVenue
Fort Plece I Flo�tlda 34982-6423
800-55'1-45932
Fort Pierce 772.465-2p12
Vero (Beach 772�568-2012 Fax n2-46ti-8711.
^ .vsoeectSe,representative's r
ueaaGco approve s:ftbPR�■i9�. aPProva Is NOT $
"double check" of the conlrecttar. The contractor shall remain hot 9pon'slbl@ '
for checking field measurements $nd
other construction criteria. Architect's
approvalcovers general roof shape,
. x review of truss strapping, and loading on
structure from gr y and uplift loads and
" their re, ec iv locatio
Y Approved$y: i
i> Date: _
�.
Braden 8 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
Loading in PSF
Roof R.D.L.
'�
0
To Chord Live
P
20
�
Top Chord Dead
7 42
H
c
Bottom Chord Live
10 Non -Concurrent
'o
Bottom Chord Dead
10 3
c
TOTAL Load
37 72
H
Duration Factor
1.25
r()
Wind Speed
165mph
to
0
Top Chord C.B.
Sheeting by builder.
m
Bottom Chord C.B.
Sheeting by builder.
4
tcc
Highest Mean Height
15'-0"
Building Type
ENCLOSED
Building Category
II:Non Restrictive
Exposure Category
C
Barrier Island
No
Conforms to FBC 2017
l-W.L.=itestralnmg Dead Load C.B.=Continuous Bracin
Verify DESIGN CRITERIA shown above with the
building department and your engineer.
Design Criteria is the responsibility of the
Building Designer and/or Engineer of Record.
LaL Chambers Truss Inc. Drawing Name: M11392
Scale: 1/4 = 1'
Uj 82 total trusses, 15 different trusses.
MI 4: RLC ACAD: RLC Reviewed By:,
Date:10107/15 Revised:03/21/18
FOR REv'Ew►E® FOR
s' a" yam_. 14' a" • " QQ� COMPLIANCE
WYNNE BUILDING C4R •UCIE COUNTY
DESCRIPTION: BOCC
PORCH LEFT 71' CARLTON 3BED REAR PORCH
PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE
15 TRUSS DRAWINGS ARE ATTACHED TO LAYOUT M 11392 3 3 9
i pe G�
RE: M11392.
THE WINDSOR
-Site Information:
Customer: -Wynne Dev Corp
Lot/Block:
Address: unknown
City: St. Lucie County
MiTek USA, Inc.
6904 Parke East Blvd.
Tampa, FL 33610-4115
Project Name: M11392
Model: -71 Carlton 3 Bedroom Rear Porch
Subdivision:
State: FL
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
.Design Code: FBC2017fTP12014 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 15 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 G15-31.003, section 5 of the Florida Board. of Professional Engineers. Rules.
No. Seal#, Truss Name Date
1 T16686490 a 4/3/2019
2
T16686491
al
4/3/2019
3
T16686492
a2
4/3/2019
4
T16686493
a3
4/3/2019
5 .
T16686494
a4
4/3/2019
6
T16686495
a5
4/3/2019
7
T16686496
ata
4/3/2019
EIVED
8
T16686497-
b
4/3/2019
9
T16686498
bha
402019
6 2..019
10
T16686499
gra
4/3/2019
NOV
11
T16686500
jl
4/3/2019
12
T16686501
j3
4/3/2019
SST• Wcle, CpuClty; PgrQ
13
14
T16686502
T16686503
j5
j7
4/3/2019
4/3/2019:i
p
15
T16686504
kj7
4/3/2019
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: Finn, Walter
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.
.. F-1,EA EWAYE FOR
C I a ri �e LIANCE
Spa 1-If'13CM COUNTY
OCC
ER P F/
E A/ S��ti
No 22839
9 STATE OF : 41/ +
i0 •�♦♦
��pR1OP•�N.7.
�I s • ....•.• �.,�
fit ItO
Walter P. Finn PE No.2P639
MiTek USA; Inc. fL Cert 6634
6904 Parke East BIJd. TahioifL 33610 April 03, 2019
1 ot'l Finn, Walter
Job ,
Truss
Truss Type
Qty
Ply
THE W INDSOR
T16686490
M11392
A
HIP
1
1
Job Reference (optional)
unamoers I russ, Inc.,, rori rlerce, M t3.z4u s uec a zU its ivii I eK rnuusirles, Inc. -vveu mpr 3 , u:, o:4s za,a raye ,
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-j516o6uNUlw752lcX?ocWyM5YnfBOhBOwcl W RozUScg
T1-0-Q 6-10.14 9-0.0 , 14-11-0 20-2-13 26-0.0 28-1-2 , 35.0-0 _ 16-0-Q
1-0-0 6-10-14 2-1-2 5.11-0 5-3-13 5-9-3 2-1-2 6-10-14 1-0-0
�1
6
4x8 = 2x3 I 3x6 = 4x4 =
4.00 F12
2x3 \\ 4 26 5 6 7 27
4x8 = 2x3
8 9
Scale = 1:60.5
16 13
3x4 — 3x4 = 3x6 — 6x8 = 3x4 = 3x6 — 3x4 = 3x5 —
9-0.0 14-11-0 20-2-13 26-0-0 35-0-0
9-0-0 5-11.0 5-3-13 5-9.3 9-0-0
rn
C6
1 t2
Ic,
6
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Udefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.57
Vert(LL)
0.42 12-23
>572
240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.47
Vert(CT)
0.37 12-23
>659
180
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.94
Horz(CT)
0.03 10
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight:161 lb 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
REACTIONS. (lb/size) 2=433/0-8-0, 15=1596/0-8-0, 10=669/0-8-0
Max Horz 2=-97(LC.10). .
Max Uplift 2= 235(LC 12), 15=-1439(LC 12), 10=-799(LC 12)
Max Gram 2=467(LC 17), 15=1'596(LC 1), 10=685(LC 22)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3= 639/108, 3-4=-396/0, 4-5=-967l776, 5-7=-967/776, 7-8=-454/938, 8-9=-1009/1884,
9-10=-1265/2154
BOT CHORD 2-17=0/652, 15-17=0/430,:14-15=-704/454, 12-14=-1586/938, 10-12— 1971/1174
WEBS 3-17=-372/461, 4-17=-272/451, 4-15=-1087/1002, 5-15=-336/386, 7-14=-766/399,
8-14=-580/997, 8-12=-958/447, 9-12=-358/600, 7-15=-1329/2190
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 4-5-1 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=15ft; B=70ft; L=35ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 9-0-0, Extedor(2) 9-0-0 to
13-11-6, Interior(1) 13-11-6 to 26-0-0, Extedor(2) 26-0-0 to 30-11-6, Interior(1) 30-11-6 to 36-0-0 zone; porch right exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 lb uplift at joint 2, 1439 lb uplift at
joint 15 and 799 lb uplift at joint 10.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 3,2019
A WARNING - Vedly design parameters and READ NOTES ON THISAND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2Df5 BEFORE USE.
Design valid for use only with M,TeW 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, seeANSUIPII Quality Criteria, DSB-89 and SCSI SuBding Component
6904 Parke East Blvd.
Safety Infonnationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job .
Truss
Truss Type
Qty
Ply
THE WINDSOR
T16686491
M11392
At
SPECIAL
1
1
Job Reference (optional).
Chambers I russ, Inc., Fort Fierce, F-L t1.z4u s uec b zu1ts rvu i eK maustnes,, Inc. :vveu mpr o , a. 1 o:yv ca, a raye ,
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-BIsU?Su?F32-jCKo5jKr39uFQBuXI919BGn4_EzUScf
T1-0-Q 8-6-0 11-0-0 14-9-0 19-8-14 24-0-0 27-4-7 35-0.0 Q6-0-Q
-0- 8-6.0 2-6.0 3-9.0 4-11-14 4-3-2 3-4-7 7-7-9 1-0-0
Scale = 1:61.3
5x6 =
enn111-9
2x3 I 3x4 5x8 MT18HS =
= ,
�2
T
Im Ch
0 t2 n
Ich
6
13 12
3x6 = 3x5 = 5x8 MT18HS= 2.00 3x12 =
12
10.0-0
14-9.0
24.6-8
35-0-0
10-0.0
4-9-0
9-9-8
10-5-8
Plate Offsets (X Y)--
[2.0-0-2 Edge] [7.0-4-0 0-2-31 [9.0-1-15 Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/defl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.63
Vert(LL)
0.75 11-12
>563
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.91
Vert(CT)
-1.21 11-12
>348
180
MT18HS
244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.77
Horz(CT)
0.35 9
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 155 lb
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.
REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0
Max Harz 2=-117(LC 10)
Max Uplift 2=-825(1_C 12), 9=-825(LC 12)
FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3209/2102, 3-4= 3006/2024, 4-5=-3022/2080, 5-6=-3022/2080, 6-7=4643/2994,
7-8=-5324/3364; 8-9=-5751/3700
BOT CHORD 2-13=-1883/3007, 12-13=-1591/2657, 11-12=-2456/3908, 9-11=-3442/5478
WEBS 3-13=-425/410, 4-13=-354/571, 4-12=-362/617, 5-12= 269/279, 6-12=-10341712,
6-11=-373/892, 7-11=-897/1523, 8-11=-404/435
Structural wood sheathing directly applied or 277-7 be 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: ASCE7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6=0 to 36-0-0 zone;C-C for
members and forces & MW FRS 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 825 Ili uplift at joint 2 and 825 lb uplift at
joint 9.
Walter P. Finn PE N6.22839
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 3,2019
0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE...
--
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown„and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
prevent
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
-
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPII Quality CtBeda,'DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Tampa, FL 33610
Safety Inlonnationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 223314.
Job ,
Truss
Truss Type
City
Ply
THE WINDSOR
T16686492
M11392
A2
SPECIAL
1
1
Job Reference o tional
• cnamoers i russ, inc., ron rrerce, rL 0.4%U b uec O LU 1 O IVII I CIS II1-LI-b, 1. ". Y 11F l V. ,
I D _kfiGCA6bx7j2Sy1 HDXFw7ye3KX-fUQsDnveONArLMv_eOr4bNRPdbEBUbsJNvW dW hzUSce
r1-0•Q 8-6.0 13-0.0 14-9-0 22-0-0 27-4-7 _ _ 35-0-0 36.0-0
0• 8-6.0-9.0 7-3-0 5-4-7 7-7-9 i-0-0'
Scale = 1:61.3
5x6 = 3x4 = 5x8 —
4.00 '12 4 21 5 22 6
12
3x4 = 5x8 = 3xl2
3x6 = 2.00 12
10-0-0 14-9.0
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL , 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014
CSI.
TC 0.66
BC 0.95
WB 0.86
Matrix -MS
DEFL. in (loc) Vdefi Ud
Vert(LL) 0.72 10 >585 240
Vert(CT) -0.94 10-19 >447 180
Horz(CT) 0.34 8 n/a n/a
PLATES
MT20
MT18HS
Weight: 160 lb
GRIP
244/190
244/190
FT = 20
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 2-6-15
oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0
Max Harz 2=136(LC 11)
Max Uplift 2=-825(LC 12), 8==825(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3211/2064, 3-4=-3017/1998, 4-5=-2580/1800, 5-6=-3379/2225, 6-7=-5242/3250,
7-8=-5759/3665
BOT CHORD 2-13=-1847/3008, 12-13— 1403/2418, 11-12=-1552/2629, 10-11=-1990/3441,
8-10=-3410/5485
WEBS 3-13=-420/418, 4-13=-427/688, 4-12=-337/551, 5-12= 777/605, 5-11=-465/925,
6-11=-391/277, 6-1 0=-1 318/2268, 7-10=-503/530
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=15ft; B=70ft; L=35ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 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) 8 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 825 lb uplift at joint 2 and 825 lb uplift at
joint 8.
t2
n
v
�C?
h
0
Walter P. Finn PE N6.22639
MiTek USA, Inc. FL.Cert 6634
6604 Parke East Blvd. Tampa FL 33610
Data:
April 3,2019
0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED Mill REFERANCE PAGE Ma-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
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, seeANSIMII Quo' IBMy Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Infonnafionovollobie from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job '
Truss
Truss Type
City
Ply
THE WINDSOR
T16686493
M11392
A3
SPECIAL
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
aI
6
6-6-0
4.00 12 5x6
5
0.L9a b UeU O'LV 10 IVII I CR II I—LI 1-, II IV. - Mu -P. �
ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-7g_FQ7wGngliyWTBC7MK8a_bG_aPD3iScZGA27
20-0-0 24.6-8 27-44. 35-0-0 46-0-9
4x5 =
6
Scale=1:62.3
14 13
3x5 = 2x3 I 5x6 = 3x12 =
2.00 12
20-0-0
35-0-0
ch
N
I�
6
Plate Offsets (X Y)-- [2.0-1-6 Edgel [3.0-3-0 Edgel [8.0-3-0 0-3-4]
[9.0-1-15 Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/dell L/d
PLATES
GRIP
TCLL 20.0
Plate Grip, DOL 1.25
TC 0.60
Vert(LL) 0.73
11 >572 240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.95
Vert(CT) -0.97
11-20 >432 180
MT18HS
244/190
BCLL 0.6 *
Rep Stress Incr YES
WB 0.83
Horz(CT) 0.36
9 n/a n/a.
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 160 lb
FT = 20
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 2-6-15
oc purlins.
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 7-12
REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0
Max Harz 2=-155(LC 10) .
Max Uplift 2=-825(LC 12), 9=-825(LC 12)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-3256/2031, 4-5=-2426/1588, 5-6=-2680/1790, 6-7=-2829/1832, 7-8=-5320/3257,
8-9=-5720/3554.
BOT CHORD 2-14=-1817/3048, 13-14=-1817/3048, 12-13=-1258/2274, 11-12=-2935/5103,
9-11=-3302/5445
WEBS 4-14=0/329, 4-13=-897/636, 5-12=-316/661, 6-12=-317/616, 7-12= 2727/1643,
7-11=-1072/1939, 8-11=-390/391
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind' ASCE 7-10; Vult=165mph (P-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat.
ll; Exp C; Encl., GCpi=0,18; MWFRS (directional) and C-C Exterior(2) =1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 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 alive 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/fPI 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 825 lb uplift at joint 2 and 825 lb uplift at
joint 9.
Walter P. Finn PE No.22339
MiTek USA, Inc. FL Celt 034
B9D4 Parke East Blvd. Tampa FL 33810
Date:
April 3,2019
0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010=015 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 bullding designer must verify the applicabllity 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, seeANSV1P11 Quality Cdtoda, DSB-89.and BCSI Bunding Component
6904 Parke East Blvd.
Safety Informattonavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job ,
Truss
Truss Type
City
Ply
THE WIND OR
T16686494
M11392
A4
SPECIAL
1
1
Job Reference (optional)
L namders t russ, Inc.,, rori rlerce, t-L. 8.24U S uec 6 2ul6 MI I eK Industries, Inc. vvea Apr 3 1 U:18:4/ 2U1 y Vage 1
ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-bsYdeTxuY_QZaf2NmrtZhoWmCOwdyTccgD?kaZzUScc
11-0-Q 8.6.0 14-9-0. 17-0-0 je-O-Q 24.6-8 27-4-7 35-0-0 $6-0-Q
i-0-d 8.6-0 6-3-0 2-3-0 0- 6.6-8 2-9-15 7-7-9 -0-0
Scale = 1:62.3
1 �1
6
4.00 F12 5x6 — 4x6 =
2x3 11 6 7
16 15 6x10 = _
3x5 = 2x3 I 5xB = 3x12 =
2.00 F12
�
2' CP
Ic; I
0
t2
N
8-6.0
14-9-0 18-0.0
24.6-8
35-0-0
8-6-0
6-3.0 3-3-0
6-6-8
10-5-8
Plate Offsets (X,Y)--
[2:0-1-6,Edgel, [9:0-3-0,Edge1, [11:0-1-15,Edgel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES
GRIP
TCLL20.0
Plate Grip DOL _ 1.25
TC 0.59
Vert(LL)
0.80
13
>528
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.95
Vert(CT)
-1.05
13
>400
180
MT18HS
244/190
BCLL 0.0 *
Rep Stress Incr YES
WB 0.98
Horz(CT)
0.39
11
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 172 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=1349/0-8-0, 11=1349/0-8-0
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-6-'14 oc purlins.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS' 1 Row at midpt' 8-14
Max Harz 2=-175(LC 10)
Max Uplift 2=-825(LC 12), 11=-825(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3253/1989, 3-5= 2435/1560, 5-6=-2399/1639, 6-7=-2217/1501; 7-8=-2380/1519,
8-10= 5361/3228, 10-11=-5716/3480
BOT CHORD 2-16=-1776/3045, 15-16=-1776/3045, 14-15=-1117/2168, 13-14=-2920/5154,
11-13=-3232/5441
WEBS 3-16=0/334, 3-15=-882/614, 5-15=-238/254, 7-14=-163/427, 6-14=-309/604,
6-15=-315/409, 8-14=-3146/1901, 8-13 1034/1946, 10-13=-343/333
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat.
II;, Exp C; Encl., GCpi=0..18;:MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for
members and forces & MW FRS 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 joad 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) 11 considers parallel to grain value using ANSYTPI 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 825 lb upjiftat joint 2 and 825 lb uplift at
joint 11.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 3,2019
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTFEK REFERANCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
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, seeANSVIPII Qua10y CrBerla, DSB-89 and Ill BuOdInD Componont
6904 Parke East Blvd.
Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314,
Tampa, FL 33610
Job .
Truss
Truss Type
Qty
Ply
THE WINDSOR
T16686495
M11392
A5
SPECIAL
16
1
Job Reference (optional)
unamoers I russ, Inc., ron rierce, rL ta.z4u S uec a zu1 t1 mi I eK Inauslnes, Inc. vvea Apr ;j i u:f a:4n zui a rage 1
ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-435?rpyWJIYQCpdZKYOoD?3uUoGOh_Vl3tlH7?zUScb
t1-0 Q 8.6-0 14-9-0 17-6.0 24-6.8 27-4-7 35-0-0 Q6.0-Q
-0-0 8.6-0 6-3-0 2-9-0 7-0.8 2-9.15 7-7-9 -0-0
6
Scale = 1:60.3
5x8 MT1BHS II
4.00 12
6
I
1 - n
,
6
14 13
3x5 = 2x3 II 5x10 = 3x12 =
2.00 12
24-6-8
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014
CSI.
TC. 0.81
BC 0.92
WB 0.74
Matrix -MS
DEFL. in (loc) I/defl Lid
Vert(LL) 0.80 12-13 >526 240
Vert(CT) -1.28 12-13 >329 180
Horz.(CT) 0.36 10 n/a n/a
PLATES
MT20
MT18HS
Weight: 160 lb
GRIP
244/190
244/190
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 31 *Except*
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins.
1-4,8-11: 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 SP M 30
WEBS
1 Row at midpt 6-12
WEBS 2x4 SP No.3 *Except*
6-12: 2x4 SP M 30
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=1349/0-8-0, 10=1349/0-8-0
Max Harz 2=-179(LC 10)
Max Uplift 2= 825(LC 12). 10=-825(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD. 2-3= 3247/2112, 3-5=-2449/1679, 5-6=-2397/1763, 6-7=-5452/3624, 7-9=-5398/3482,
9-10=-5732/3689
BOT CHORD 2-14= 1865/3040, 13-14=-1865/3040, 12-13=-1223/2137, 10-12=-3431/5459
WEBS 3-14=0/303, 3-13=-861/619, 5-13= 216/264, 6-13=-300/527, 6-12=-2247/3526,
7-12=-323/388, 9-12=-321/306
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=15ft; B=70ft; L=35ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to
21-0-0, Interior(1) 21-0-0 to 36-0-0 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, with BCDL = 10.Opsf.
6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/fPI 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 825 lb uplift at joint 2 and 825 lb uplift at
joint 10.
Walter P. Finn PE No.22839
Mt rek USA, Inc. FL Cart 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:'
April 3,2019
Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. f0/03/2015 BEFORE USE.
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
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, seeANSVFPII Quality Criteria, DSB-89.and SCSI BuDding Component
6904 Parke East Blvd.
Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610 .
Job,
Truss
Truss Type
Crty
Ply
THE WIND SOR
•
T76686496
M11392
ATA
COMMON
5
1
Job Reference (optional)
Chambers Truss, Inc.,. Fort coerce, rL 8.240 s Uec 6 2018 Mi I ek Industries,. Inc..WeCl Apr 3 10:18:49 Z019 Page 1
I D:_kfi GCA6bx7j2Syl HDXFw7ye3KX-YFfN29y84bgHpzCmtGvl mDc6jCfJQT9uIXUrfSzUSca
T1-0-Q 8-4.0 12-11-0 17-6.0 22-1-0 26-8.0 35-0-0 06-0-Q
1-0-0 8-4.0 4-7-0 4-7-0 4-7.0 8-4.0 i-0-0
Scale = 1:59.5
4.00 F1 2 4x5 =
6 .
rI'
6
17 15 14 12
3x6 —_ 2x3 11 4x6 = 3x8 = 2x3 11 3x6 =
3x8 = 4x6 =
8-4-0 12-11-0 22-1-0 _6 11-0 35-0-0
8-4-0 4-7-0 9-2-0 4-7-0 8-4-0
Plate Offsets (X.Y)-- I2:0-0-2.Ec1ae1. 110:0-0-2.Edae1
1 '2
Im
6
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip, DOL
1.25
TC 0.59
Vert(LL)
0.33 14-15
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.68
Vert(CT)
-0.64 14-15
>652
180
BCLL 0.0 '.
Rep Stress Incr
YES
WB 0.59
Horz(CT)
- 0.13 10
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 166 lb FT = 0%
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=1399/0-8-0, 10=1399/0-8-0
Max Harz 2=-179(LC 10) "
Max Uplift 2= 775(LC 12); 10=-775(LC 12)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-3404/1963, 3-5=-2807/1637, 5-6= 2801/1739, 6-7=-2801/1739, 7-9= 2807/1637,
9-10=-3404/1963
BOT CHORD 2-17=-1724/3188, 15-17=-1724/3188, 14-15=-966/2053 12-14=-1739/3188,
10-12=-1739/3188
WEBS 6-14=-560/968, 9-14=-681/524, 6-15=-560/968, 3-15=-681/524
Structural wood sheathing directly applied or 371-15 oc purlins.
Rigid ceiling directly applied or 5-2-15 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=4.20sf; BCDL=3.Opsf;,h=15ft; B=70ft; L=35ft; eave=6ft;.Cat.
11; Exp C; Ef1Cl., GCpi=0.18; MWFRS (directional) and I Exterior(2)-1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to
21-0-0, Interior(1) 21-0-0 to 36-0-0 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, 17-6-0 from left end, supported at two points, 5-0-0 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 alive load of 20.Opsf on the bottom. chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 lb uplift at joint 2 and 775 lb uplift at
joint 10.
WalterP. Finn PE No.22839
MiTek USA, Inc. FL Celt 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 3,2019
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MIP7473 rev. 1010312016 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 property damage. For general guidance regarding the.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Guallty CM®da, DS6-89 and BCSI Building Componont
6904 Parke East Blvd.
Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314,
Tampa, FL 33610
Job .
Truss
Truss Type
City
Ply
THE WINDSOR
-
T16686497
M11392
B
COMMON
2
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:51 2019 Page 1
ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-UenBTr_PcDw_3HM8?hyVrehWA?QSuN?Blrzx KzUScY
11-0-( B-3-5 14-0-0 17.6-0 21-0-0 26.8-11 35.0-0 �6-0-Q
1 0 0 8-3-5 5-8.11 3-6.0 3.6-0 5.8-11 8-3-5 1-0-0
Scale = 1:59.3
4.00' 12 3x6 =
6 '
1 t2
Ic,
6
3x4 = 2x3 11 3x6.= 3x4 = 3x4 = 3x6 =2x3 11 3x4 =
8-3-5 14-0-0
21-0-0
26-8-11
_
35-0.0
8-3-5 5.8-11
7-0-0
5-8.11
8-3-5
Plate Offsets (X Y)--
[2:0-2-6 Edge] [6:0-3-0 Edge] [10:0-2-6 Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.34
Vert(LL)
-0.11 14-15
>766
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.38
Vert(CT)
-0.24 17-20
>715
180
BCLL 0.0
Rep Stress Incr YES
WB 0.63
Horz(CT)
0.03 10
n/a
n/a
BCDL 10.0
Code FBC2017fTP12014
Matrix -MS
Weight: 149 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. All bearings 0-8-0.
(lb) - Max Harz 2=-179(LC 10)
Max Uplift All uplift 100 lb or less at joints) except 2=-371(LC 12), 15=-453(LC 12), 14=-453(LC 12), 10=-371(LC
12)
Max Grav All reactions 250 lb or less at joint(s) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18), 10=602(LC
1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-945/572, 5-6= 181/256, 6-7=-181/258, 9-10=-945/574
BOT CHORD 2-17=-407/878, 15-17=-407/878, 12-14=-393/858, 10-12=-393/858
WEBS 3-17=-5/301, 3-15=-819/591, 5-15— 277/325, 7-14=-277/326, 9-14=-819/592,
9-12=-5/301
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=3.0psf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18;'MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to
21-0-0, Interior(1) 21-0-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the -bottom chord and any other members, with BCDL = 10.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 453 lb uplift at
joint 15, 453 lb uplift at joint 14 and 371 lb uplift at joint 10.
Walter P. Finn PE No.22639
Mi rek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 3,2019
, WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
prevent
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Quail Cdtoda, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Informatbnavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14.
Tampa, FL 33610
Job,
Truss
Truss Type
City
Ply
THE WINDSOR
T166B6498
M11392
BHA
BOSTON HIP
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FIL 8.240 s Dec 6 2018 MiTek Industries,. Inc. Wed Apr 3 10:18:52 2019 Page 1
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-ygLWhB?l MW2rgRxLZOTkOrEfFPjAdpvL_VjVGnzUScX
15-6-0 21-6-0
1-0- 9-6-0 11-6-0 73-6-0 1 -0 0 17-6-0 19-6-0 21-0-0 23-6-0 25-6-0 28-0-0 35-0-0 6-0-
1-0-0 7.0-0 2-6-0 2-0-0 2-0-0 -6- 1-6-0 2-0-0 2-0-0 1-6-0 -6- 2-0-0 2-0-0 2-6-0 7-0-0 1-0-0
Scale = 1:62.4
3x4 =
4.00 FlY 4x4 =
57 15 58 17
r;
9t2N
]Chi
O
35 33 " 'a 32 " ", - 30
3x6 = 6x8 = 6x8 = 3x6 = 3x4 =
21-0-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.16 35-38 >999 180
BCLL 0.0 Rep Stress ]nor NO WB 0.65 Horz(CT) 0.04 28 n/a n/a
BCDL 10.0 Code FBC2017lTPI2014 Matrix -MS Weight: 208 lb FT = 0
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-13 cc 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 3-33, 27-32
.JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23
REACTIONS. All bearings 0-8-0.
(lb) Max Harz 2=179(LC 7)
Max Uplift All uplift 100 lb or less at joint(s) except 2=-565(LC 8), 33=-1269(LC 8), 32= 1017(LC 8),
28=-434(LC 8)
Max Grav All reactions 250 Ib or less at joint(s) except 2=812(LC 17), 33=1825(LC 1), 32=1529(LC 1),
28=626(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1692/1103, 3-4=-105/259, 27-28=-11291710, 3-5=-441/520, 5-7=-436/514,
7-10=-436/514, 10-11=-436/514, 11-13=-436/514, 13-16=-436/514, 16-18=-436/514,
18-19= 436/514, 19-21=-382/412, 21-23= 382/412, 23-25=-382/412, 25-27=-387/418
BOT CHORD 2-35=-939/1572, 33-35=-909/1484, 32-33=-382/400, 30-32=-575/1004, 28-30=-568/1039
WEBS 3-35= 191/649, 27-30=0/451, 3-33=-2090/1523, 11-33=-810/782, 19-32=-772/745,
27-32=-1484/1044, 9-10=-463/453, 20-21=-462/454
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=15ft; B=70ft; L=35ft; eave=6ft; 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 2x3 MT20 unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-670 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 565 lb uplift at joint 2, 1269 lb uplift at
joint 33, 1017 lb uplift at joint 32 and 434 lb uplift at joint 28.
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or -bottom chord.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 lb down and 381 lb up at
7-0-0, 158 lb down and 206 Ib up at 9-0-12, 158 lb down and 206 lb up at 11-0-12, 158 lb down and 206 Ito up at 13-6-12, 158 lb
down and 206 lb up at 15-0-12, 158 lb down and 206 lb up at 17-0-12, 158 lb down and 206 lb up at 17-11-4, 158 lb down and 206,
lb up at 19-1.1-4, 15B lb down and 206 lb up at 21-11-4, 158 Ib down.and 206 lb up at 23-11-4, and 168 lb down and 206 lb up at
25-11-4, and 158 Ito down and 206 lb up at 27-11-4 on top chord, and 373 lb down and 236 lb up at 7-0-0, 69 lb down at 9-0-12, 69
Ito down at 11-0-12, 69 lb down at 13-0-12, 69 lb down at 15-0-12, 69 lb down at 17-0-12, 69 lb down at 17-11-4, 69 lb down at
19-11-4, 69 lb down at 21-11-4, 69 lb down at 23-11-4, and 69 lb down at 25-11-4, and 69 lb down at 27-11-4 on bottom chord.
The design/selection of such connection device(s) is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
April 3,2019
Sialloara
®'WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. IWO&2015 BEFORE USE.
Design valid for use only with MTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a.truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design, Bracing Indicated Is to. prevent buckling of Individual truss web and/or chord members only. 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, seeANSVTPII Quality Clt la, DSB69 and BCSI BuDding Component
6904 Parke East Blvd.
Safety Infonnatlanovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
THEWINDSOR"
T166B6498
M11392
BHA
BOSTON HIP
1
1
Job Reference (optional)
chambers -I russ, Inc., Fort I'lerce, FL
8.24o.S Uec 8 2uid MI I eK Inaustnes, Inc.:vvea Apr 3 iu:l B:b3 zuiu I'age Z
ID:_kfiGCA6bz7j2Syl HDXFw7ye3KX-QOvuuX7f7gAiIaWX65_zw3mq—p3PMG9UD9S2oDzUScW
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 36-39=-20, 1=3=-54, 3-15=-54, 15-27=-54, 27-29=754
Concentrated Loads (lb)
Vert:35=-373(F) 30=-23(F) 42=-23(F) 43=-23(F) 44=-23(F) 45=-23(F)46=-23(F) 47=-23(F) 48— 23(F) 49=-23(F) 50=-23(F) 51= 23(F) 52= 169(F) 53=-11'8(F)
54=-118(F.) 55=-1.18(F) 56=-118(F) 57= 118(F) 58— 118(F) 59- 118(F) 60- 118(F) 61— 118(F) 62=-118(F) 63=-118(F)
WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED. MITEK REFERANCE PAGE MU-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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
M!Tek'
prevent
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the I .
6904 Parke East Blvd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVM11 Gualih CrBerla, DSB49 and SCSI BuCding Component
Tampa, FL 33610
Safety Infonnaflonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14.
Job .
Truss
Truss Type
Qty
Ply
THE WINDSOR
T16686499
M11392
GRA
HIP
1
1'
Job Reference (optional)
Gnamaers I russ, Inc., ton tierce, tL _ t7.z4u s Uec 6 zuib MI i eK Inausines, inc. vvea Apr J iu:It5:a4 eu iv rage I
ID: kfiGCA6bx7j2Sy1HDXFw7ye3KX-uDTG6sOHu81Zwk5jgpVCTGJuxDNe5eleRpCcKfzUScV
ti-O-Q 0 14-11-0 21.5-2 28-0-0 35-0-0 36 0 Q
1-0-0 7-0.0 7-11-0 6-6-2 6-6-14 7-0-0 1-0.0
Scale = 1:60.3
5x12 MT18HS =
4.00 12 3x5 11 3x6 = 4x8
4xB =
J:7 J4 14 JD JO J/ JO Jtl II 4u 41
3x4 = 2x3 3x6 = 5x14 = 3x4 = 4x6 = 2x3 11' 3x5 = -
7-0.0 14-11-0
21-5-2
2%0.0
35-0-0
0 7-0-7-11-0
6-6-2
6-6-14
7-0.0
Plate Offsets (X 1)--
13:0-9-0,0-2-81T6:04-8,0-2-01,[7:0-5-4,0-2-41,[13:0-4-0,0-3-01
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in (loc)
I/defl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL : 1.25
TC 0:94
Vert(LL)
0.30 10-21
>792
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 6.67
Vert(CT)
-0.30 10-12
>812
180
MT18HS
244/190
BCLL 0.0
Rep Stress Incr NO
WB 1.00
Horz(CT)
0.09 8
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 153lb
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 *Except* WEBS
4-13: 2x6 SP No.2
REACTIONS. (lb/size) 2=750/0-8-0, 13=322310-8-0, 8=1225/0-8-0
Max Horz 2=-78(LC 6)
Max Uplift 2=-448(LC 8),'13==2442(LC 8), 8=-1159(LC 8)
Max Grav 2=755(LC 17), 13=3223(LC 1),'8=1225(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-15341729, 3-4=-1052/1347, 4-6=-1052/1347, 6-7=-1946/1834, 7-8=-2978/2565
BOT CHORD 2-15=-586/1423, 13=15=-596/1464, 12-13=-1710/1946, 10-12=-2359/2B30,
8-10=-2329/2789
WEBS 3-15=-1591733, 3-13=-2917/1869, 4-13=-848/801, 6-13=-3504/3050, 6-12=-430/666,
7-12=-940/731. 7-10=-489/690
Structural wood sheathing directly applied or 3-9-5 oc purlins.
Rigid ceiling directly applied or 4-6-8 oc bracing.
1 Row at midpt 6-13
2 Rows at 1/3 pts 3-13
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=15ft; B=70ft; L=35ft; pave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber'DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.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 448 lb uplift at joint 2, 2442 lb uplift at
joint 13 and 1159 lb uplift at joint B.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 329 lb up at
7-0-0, 90 lb down and 155 lb up at 9-0-12, 90 lb down and 155 lb up at 1.1-0-12, 90 lb down and 155 lb up at 13-0-12, 90 lb down
and 155 lb up at 15-0-12, 90 lb.down and 155 lb up at 17-0-12, 90 lb down and 155 lb up at 17-11-4, 90 lb down and 155.Ib up at
19-11-4, 90 lb down and 155 lb up at 21-11-4, 90 Ib down"and 155 lb up at 23-11-4, and 90 lb down and 155 lb upat 25-11-4, and
203 lb down and 329 lb up at 28-0-0 on top chord, and'452 lb down and 263 lb up at 7-0-0, 63 lb down and 3 lb up at 9-0-12, 63 lb
down and 3.lb up at 11-012, 63 Ib down and 3 Ib up at 13-0-12, 63 lb down and 3 Ib rip at 15-0-12, 63 Ib down and 3 Ib up.at
17-0-12, 63 Ib down and 3 Ib up at 17-11-4, 63 Ib down and 3 Ib up,at 18=11-4, 63 lb down and 3 lb up at 21-11-4, 63 lb down and
3 lb up at 23-11-4, and 63 lb down and 3 lb up at 25-11-4, and 452 Ib'down and 263 lb up at 27-11-4 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
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Ceit 6634
6904 Parke East Blvd. Tampa FL 33610
Data:
April 3,2019
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to, prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
WOW.
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the,
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMI1 Cualkr Criteria, DSB49 and BCSI Bu6dkrg Component
6904 Parke East Blvd.
Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Ply
THE WINDSOR
Ti6686499
M11392
GRA
HIP
1
1
Job Reference (optional)
Chambers Truss, Inc., , Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries,, Inc. Wed Apr 3 10:1 B:54 2019. Page 2
ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-uDTG6sOHuBIZwk5jgpVCTGJuxDNe5e1 eRpCcKfzUScV
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=-147(B) 7=-147(B)15=-452(B) 13=-40(B) 4=-90(B) 10=-452(B) 22=-90(B) 23=-90(B) 24=-90(B) 26=-90(B) 27=-90(B) 28=-90(B) 30=-90(B) 31=-90(B)
32=-90(B) 33=-40(B) 34=-40(B) 35= 40(B) 36=-40(B) 37=-40(B) 38=-40(B) 39=-40(B)40=-40(B) 41=-40(B)
Job . Truss Truss Type City
Q WARN/NG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE.
Job .
Truss
Truss Type
Qty
Ply
THE W INDSOR
T16686500
M11392
J1
MONO TRUSS
8
1
Job Reference (optional)
i,namuers r russ, inc., r-on rlerce, t-L a.240 s Uec 6 2018 MI I el( Industries, Inc. Wed Apr 3 10:16:55'Lo19 Page 1
I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-M POeJC1 vfRQQXufvEW OR?UrEfds3pKmgTx9t6zUScU
-1-0.0 1-0-0
1-0.0 1.0-0
3x4 =
1-0-0
1-0-0
Scale =1:6.1
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Udefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Vert(LL)
-0.00
5
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC. 0.02
Vert(CT)
-0.00
5
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
0.00
4
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
Weight: 5lb FT=0%
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4'SP No.3
REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical
Max Harz 2=48(LC 12)
Max Uplift 3= 4(LC 9), 2=-140(LC 12)
Max Grav 3=11(LC 17), 2=118(LC 1), 4=17(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc p.urlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat.
II; Exp C;, Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load 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) Hof truss to bearing plate capable of withstanding 4 lb uplift at joint 3 and 140 lb uplift at
joint 2.
Walter P. Finn PE No.22639
Mi rek USA, Inc, FL Ced 6634
6994 Parke East Blvd. Tampa FL 33610
Date:
April 3,2019
Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. f0/03/2015 BEFORE USE
Design valid for use only with Mlrek® 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
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, seeANSI/TPlt Cua1Hv Cdterlo, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job.
Truss
Truss Type
Qty
Ply
THE WINDSOR
T16686501
M11392
J3
MONO TRUSS
8
1
Job Reference o tional
urmnruerb i rubs, mu.,. run rierce, rL ts.z4u s uec b zulb MI I eK Industries, Inc...vved Apr J IU:lb:bb 2U19 rage 1
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-M POeJC1 vfRQQXufvE W OR?UrEYdgQpKmgTx9t6zUScU
1-0.0 3-0-0
1.0.0 3-0.0
Scale =1:9.4
3x4 =
3.0-0
3-0-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.18
Vert(LL) 0.01
4-7 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.19
Vert(CT) -0.01
4-7 >999 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00
3 n/a n/a
BCDL 10.0
Code FBC20171TP12014
Matrix -MP
,
Weight: 11 Ib FT = 0
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=64/Mechanical, 2=173/0-8-0, 4=37/Mechanical
Max Harz 2=85(LC 12)
Max Uplift 3=-54(LC 12), 2=-147(LC 12), 4=-4(LC 12)
Max Grav 3=64(LC 1), 2=173(LC 1), 4=50(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=15ft; B=70ft; L=35ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 2-11-8 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 54 Ib uplift at joint 3, 147 Ib uplift at joint
2 and 4 Ib uplift at joint 4.
Walter P. Finn PE No.22839
Mi rek USA, Inc. FL Celt 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 3,2019
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MX7473 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!T®k°
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the. .
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Criteria, DSB-69 and BCSI BuIlding Component
6904 Parke East Blvd.
Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job •
Truss
Truss Type
City .
Ply
THE WIND OR
T16686502
M11392
J5
MONO TRUSS
8
1
Job Reference (optional)
Chambers Truss, Inc.,. Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:56 2019 Page 1
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-rbal WY2XQIYH92E6oEXgYhOGn02hYn5wv7hiPYzUScT
-1-0.0 5-0.0
1-0-0 5-0.0
Scale=1:12.7
3x4 =
LOADING (pso
SPACING-
2-0-0
CSI.
DEFL.
in
floc)
Udefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TIC 0.73
Vert(LL)
0.07
4-7
>863
240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC. 0.70
Vert(CT)
-0.06
4-7
>964
180 '
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
Weight: 17lb FT=O%
LUMBER- I I .
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 3=115/Mechanical, 2=243/0-8-0, 4=63/Mechanical
Max Harz 2=123(LC 12)
Max Uplift 3=-104(LC 12), 2=-177(LC 12), 4= 9(LC 12)
Max Grav 3=115(LC 1), 2=243(LC 1), 4=87(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-0-0 cc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directiorial) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 4-11-8 zone;C-C for
members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load 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 104 lb uplift at joint 3, 177 lb uplift at
joint 2 and 9 lb uplift at joint 4.
Walter P. Finn PE No.22839
Mi rek USA, Inc. FL Ced 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
April 3,2019
0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent, buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
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, seeANSIMII Qua1Hy Criteria, DSB-89 and SCSI BuOding Component
6904 Parke East Blvd.
Safety Inlonnatlonavollabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314,
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
THE WINDSOR
T16686503
M11392
J7' -
MONO TRUSS
24
1
Job Reference o tional
unamuers I russ, Inc., ran rlerce, rL t7.24u s uec t) xui ti MI I eK InausmeS, Inc. vvea Apr o l U:lt1:bt zui v rage i
ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-Jo8Pku29B3h8nCpl Lx2v5vxV W QSnHEL48nQGx_zUScS
1-0-0 7-0.0
1-0-0 7-0-0
Scale: 3/4'=1'
1
3x4 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.47
Vert(LL)
0.17
4-7
>494
240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.39
Vert(CT)
-0.19
4-7
>447
180
-
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
Weight:23 lb FT = 0%
LUMBER- .
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
REACTIONS. (lb/size) 3=165/Mechanical, 2=315/0-8-0, 4=88/Mechanical
Max Harz 2=161(LC 12)
Max Uplift 3=-153(LC 12),, 2=-211(LC 12), 4=-12(LC 12)
Max Grav 3=165(LC 1.), 2=315(LC 1), 4=125(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown,
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 6-11-8 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 153 lb uplift at joint 3, 211 lb uplift at
joint 2 and 12 lb uplift at joint 4.
Walter P. Finn PE N6.22839
MiTek USA, Inc, FL Cert 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
April 312019
0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MII-7473 rev. IW03/2015 BEFORE USE.
'
Design valid for use only with MRek® 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
MiT®k'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUtPIt Guallfy Criteria, DSB-69 and BCSI Bullding Camponant
y14.
6904 Parke East Blvd.
Safety Infoenatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22
Tampa, FL 33610
Job ,
Truss
Truss Type
Qty .
Ply
THE WIND OR
•
T16686504
M11392
KJ7 .
MONO TRUSS
4
1
Job Reference (optional)
L;nambers I russ, Inc., tort Fierce, rL 0.44U s Uec 0 zu 10 rvn r eK muuscrms,. mu. vveu r+pr o r u: r o.oi cu r a raye i
ID: _kfiGCA6bx7j2Syl HDXFw7ye3KX-JoBPku29B3h8nCplLx2v5vxZmQVpHBb48nQGx_zUScS
1-5-0 6-B-12 - 9-10-1
1-5-0 6-8.12 3-1-5
3x4 =
5
3x4 =
Scale = 1:20.6
6-8-12
3-1-5
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(lac)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.20
Vert(LL)
-0.04
7-10
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC.
0.26
Vert(CT)
-0.08
7-10
>999
180
BCLL 0.0
Rep Stress Incr
NO
WB
0.24
Horz(CT)
0.01
5
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 38lb FT=O%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4= 1 27/Mechanical, 2=379/0-11-5, 5=46 1 /Mechanical
Max Horz 2=192(LC 8)
Max Uplift 4=-131(LC 8); 2= 262(LC 8), 5= 238(LC 8)
Max Grav 4=156(LC 13), 2=379(LC 1), 5=461(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3— 838/366
BOT CHORD 2-7=-487/79816-7=-487/798
WEBS 3-7=0/307, 3-6=-920/561.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 4, 262 lb uplift at
joint 2 and 238 lb uplift at joint 5.
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2= 54
Trapezoidal Loads (plf)
Vert: 2=0(F=27, B=27)-to-4— 133(F=-39, B=-39), 8=O(F=10, B=10)-to-5=-49(F= 15, B=-15)
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:'
April 3,2019
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. fe/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 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, seeANSLMIJ QualHy Cdterb, DSO-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Informatlonavollabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Symbols Numbering System A General Safety Notes
PLATE LOCATION AND ORIENTATION
3/4 Center on joint unless x, y
offsets are Indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
0-r/1Or -
For 4 x.2 orientation, locate
plates 0-1/0 from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MTek 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.
6-4-8 dimensions shown In ff-in-sixteenths
(Drawings not to scale)
2 3
TOP CHORDS
0
of
O
2
O
a_
O
8 7 6 5
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-1311, ESR-1352, ESR1988
ER-3907, ESR-2362, ESR-1397, ESR-3282
Trusses are designed -for wind loads in the plane of the
truss unless otherwise shown.
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See BCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSI/TPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
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.
Lumber design values are in accordance with ANSIlTPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing,
section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted.
established by others.
© 2012 MiTekO All Rights Reserved
MiTek
®
MTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015
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.