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HomeMy WebLinkAboutTrussI -LIFE SAFETY WARNING
This symbol identifies Life Safety Warnings that
should be read and P
given special attention to all
9
persons installing 9 trusses.
SPACING NOTE
i All trusses are to be set 2'-0" on
center except as noted.
MULTIPLE PLY TRUSSES MUST BE FASTENED {
TOGETHER PER ENGINEERING BEFORE
SETTING. REFER TO ENGINEERING DRAWING
TO DETERMINE IF MULTIPLE PLY.
AL
DON"T LIFT TRUSSES
WITH SPANS LONGER THAN
30' BY THE PEAK.
CONSULT BCSI
30' to 60' Span
30' Span or less Spreader Bar f
60 degrees
� orless
I
- 12 span Approx 2I3 to
Tap line appmx Tag line 1/2 of Span
REFER TO SCSI REFER TO SCSI
Truss must he set this way N crane Is used. Trues must be set this way ff crane is used.
Truss is an example, your teas may not match. Truss is an example, your truss may not match.
Insist crane operator sets truss this way. Insist crane operator sets truss this way.
All load bearing walls, headers,
;beams, & lintels must be in place
at indicated height before trusses
are installed.
AIR HANDLER NOTE
Unless noted elsewhere on this layout, these trusses are not
designed for air handlers in the roof or for any other A/C
requirements. This may be in conflict with building code and A/C
Design requirements. Consult with Building Department and A/C
Contractor.
WARNING a
1 4e4ze of these trusses makes it necessary that they a set by a profeesional builder
It familiar with and experienced in the problems and dangers of setting large span trusses.
The builder and erector should consult with an engineer licensed in Florida specializing
in wood roof trusses about the safe erection of these trusses. The engineer should be at
w the job site when trusses are erected to provide supervision and advice. f
SET PLATES BY CHAMBERS TRUSS
�y REPRESENTS A HANGER
HANGER SCHEDULE
USE HUS26 FOR 2X4, SUH46 FOR 4X2 EXCEPT AS SHOWN
CARRIED CARRYING ,, HANGER ID FASTENER FOR FASTENER FOR
TRUSS TRUSS CARRIED TRUSS CARRYING TRUSS
GRB GIRT THD26-2 (12)-10D (18)-16D
� I
*Please refer to Standard Engineering package for general instuction on installing hangers
1 Od=0.148" x 3" 16d=0.162" x 3 1/2"
.r..la.
Hatch Legend
CEILING
AT 10'-10"
CEILING
AT 11'_0"
no
not stand on
trusses&Do
',. +I,. ,>. ;�.
they '<. braced °`�* . :,
i
4 r.
properly nailed , �
.. . � �-'
straps
.a : +1
hangers
&ARRANGE WITH
CRANE
D, A r
OPERATOR ADVANCE
#.,
,ill." a- R';
SPREADER BAR
.as4
°`"W"""°"'D""b"°°""
FABRICATION AGREEMENT
TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED
,.: Cd1HbE,AGp a
"RE IVELE°
BEE BT ARW R°
,,. The undersigned acknowledges and agrees -,
11. Trusses
us es well be made m strict n
accerda ce with this trussplacement diagram layout, which is the sole authority for i
ERciaEER Rc ���
i, determining successful fabrication of the trusses.
2. All dimensions in this layout have been verified by the undersigned.
3, Unless written notice is provided by certified mail to Chambers Truss within ten (10) days of delivery the
undersigned agrees that no backcharges will be allowed. In the event such written notice is furnished Chambers Truss i
shall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option.
'After 10 days of delivery remedy will be according to Florida statute 558.
4. The undersigned acknowledges receipt of'BCSI" summary sheet by TPI & WTCA.
5. Delivery is to job site. It is the buyer's responsibility to make the job site suitable for delivery. Chambers Truss has
xac TaRu
the sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will
°,ER„.,a .I,
Er
,.,��
be responsible for dump deliveryonl . The buyer is responsible for additional delivery expenses if Chambers Truss has
' CORNER DETAIL,
to redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is
,{ iesponsible to Chambers Truss for towing costs due to site conditions.
n °VERRWe6„°T9XPNlF°a°I.Im,
' 6. Price as shown in paragraph 7 below is subject to change if any changes are made in this layout. A $50 per hour'
fee for revisions may be charged by Chambers Truss.
—
—
.a+aEEr Eaa
7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no reasonable
agreement invoice
will be made on delivery and paid within terms of net on delivery. Invoice may bemdeatscheduled of
delivery if buyer cannot accept delivery of fabricated trusses, The undersigned agrees to pay Chambers Truss'
k
°
reasonable attorneys fee for collections in event of payment not timely made. 1-1/2 % per month service charge will be
il
,
added for all sums not paid within terms.
p9
8. Signature or initials anywhere on this sheet constitutes agreement to all terms herein.
9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees ,
e.
payment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the
undersigned agrees to. pay such indebtedness including attorneys fees, if default in payment for material be made by the
—
recipient.
'
10. In the event of any litigation concerning this agreement, the items furnished hereunder or payments referred to
herein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida,
11. Design responsibilities are per MNational Standard And Recommended Guidelines On Responsibilities For
Construction Using Metal Plate Connected Wood Trusses ANSIITPI1WTCA 4 - 200210
12. Warranty is per Chambers Truss Warranty attached
IWO
DATED
SIGNED_
IA EMLTOE.WIdETI,IL MIN L
I
FOR TITLE
"
r
A spreader bar may be required per "BCSI' to prevent injury & damage.
Multiple ply trusses must be fastened together per engineering before they are
s -
set, failure to do so can result in roof collapse.
g » .m
Temporary and permanent bracing ar`e required and can save life and property
M
and is the responsibility of the truss erector.
�w'' °• a�E uNLE
� ®ti
Study the contents of the information packet included on delivery before
9`
o
setting trusses.
o
�..
M6
Trusses must be set and braced per design to prevent injury & damage.
Trusses must be set plumb and square
Do not set bunks or stack of plywood, roofing material or any other
CONNECTIONS DESIGNED concentrated loads on trusses, this can cause collapse.
AND SUPPLIED BY OTHERS DO NOT INSTALL TRUSSES USING THIS
USE PLAN DELIVERED WITH TRUSSES TO!SET TRU
Sts
r
IVID liU I CIVU .w
TOP CHORD - _
ALL HEIGHT 10'-0 r
END DETAIL: MASTER
ORE111EWED 0REJECTED
O REVIEWED A$ NOTED 0 ARSE AND RE -SUBMIT
10 00 ARCHITECT
4-01
1 0210
2-08-00
1 —04—u MITEK VERSION 7 4 1 431
LOADING/DESIGN CRITERIA REDUCIBLE
DESIGN CRITERIA PER CODE SUCH AS SBC INABA
County ST. LUCIE
Building Department ST, LUCIE COUNTY
Wind Design Criteria ASCE 2010
Wind Design Method MWFRS(Directional)!C-C hybrid Wind ASIDE 7-10
Roofing Material Shingle or Shake
Loading in PSF Roof R.D.L. Floor
Top Chord Live 20 0
Top Chord Dead 15 42 0 1
Bottom Chord Live *10-Non Conccurent 0
Bottom Chord Dead 10 3 0
Total Load 55 7.2 0
Duration Factor 1.25 0
Wind Speed 160mph
Top Chord C.B. Sheathing by builder
Bottom Chord C.B. Sheathing by builder
Highest Mean Height 15'-6"
Building Type Enclosed
Building Category If: Non Restrictive
Exposure Category C>Open Terrain with scattered obstructions
Miles from Ocean 5
Conforms to Florida Building Code2017
R.D.L.=Restraining Dead Load C.B.=Continuous Bracing
Verify DESIGN CRITERIA shown above with the
building department and your engineer.
Design Criteria is the responsibility of the
Building Designer andfor Engineer of Record
PLUMB CUT END 2X4 TOP CHORD Chambers Truss Inc. Drawing Name: 76482
WALL HEIGHT VARIES SCALE: 1 /471 = 1 r-®n
END DETAIL: TYPICAL 174 fatal trusses, 60 unique designs
Designer: RLC Reviewed by: RLC
Date: 12/16/19 REVISED 01/31/20
FOR
HOECRETE HOMES IC.��
rYoi
4-01 1 , - ,DESCRIPTION:
5405 DEER RUN/ CHALOU �oG�
1-04-0 Page 1 of 1 CUSTOMER INITIALS EACH PAGE
76482
JANUARY 20, 2020 TYPICAL HIP/ KING JACK CONNECTION STDTL
CORNERSET GENERAL SPECIFICATIONS-RECrv�
MAX LOAD: 55 psf Roof Load, 175 mph, ASC
MAR 0 6 2020
7-10, Exp. B, C up to 60' Mean Roof Height -y,Permittinn
Exposure D up to 30' Mean Roof Height.
Attach End Js
w/ (4) 16d Toe I
& (3) 16d Toe �
@ TC
@ BC
\ \ Attach King Jack w/ (3) 16d
Toe Nails @ TC & BC
Attach Corrn
w/ (2) 16d T
@TC&BC
Chambers Truss, Inc.
3105 Oleander Ave.
Ft. Pierce FI. 34982
Ph: 772-465-2012
1
onL�o
Nails
PAUL WELCH INC.
MECH-ELECT-CIVIL ENG
1984 BILTMORE ST. f`114
PORT ST. LUCIE, FL 34984
WELCH, P.E. FLA REG NO29945
.r
Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
RE: 76482 - 5405 DEER RUN/ CHALOU MiTek USA, Inc.
Site Information:
6904 Parke East Blvd.
� F
Customer Info: HOMECRETE HOMES, INC. Project Name: 5405 DEER RUN/CHT��'�U Llloc�el�16
Lot/Block: Subdivision:
Address: 5405 DEER RUN
City: ST LUCIE COUNTY State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City: State:
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC20171TP12014 Design Program: MiTek 20/20 8.3
Wind Code: ASCE 7-10 Wind Speed: 160 mph
Roof Load: 45.0 psf Floor Load: N/A psf
This package includes 60 individual, Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No. Seal# Truss Name Date No. Seal#
1
T19220204
A
1/23/20
23
T19220226
2
T19220205
Al
1/23/20
24
T19220227
3
T19220206
A2
1/23/20
25
T19220228
4
T19220207
ATA
1/23/20
26
T19220229
5
T19220208
B
1/23/20
27
T19220230
6
T19220209
B1
1/23/20
28
T19220231
7
T19220210
B2
1/23/20
29
T19220232
8
T19220211
B3
1/23/20
30
T19220233
9
T19220212
C
1/23/20
31
T19220234
10
T19220213
C1
1/23/20
32
T19220235
11
T19220214
C2
1/23/20
33
T19220236
12
T19220215
C3
1/23/20
34
T19220237
13
T19220216
C4
1/23/20
35
T19220238
14
T19220217
C5
1/23/20
36
T19220239
15
T19220218
C6
1/23/20
37
T19220240
16
T19220219
D
1/23/20
38
T19220241
17
T19220220
D1
1/23/20
39
T19220242
18
T19220221
D2
1/23/20
40
T19220243
19
T19220222
D3
1/23/20
41
T19220244
20
T19220223
D4
1/23/20
42
T19220245
21
T19220224
D5
1/23/20
43
T19220246
22
T19220225
D6
1/23/20
44
T19220247
Truss Name Date
D7
E
G
GEE
GRA
GRA1
GRC
GRID
GR
GRK
GRL
I
GRT
J1
J3
J5
J7
JA3
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.
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 ANSI1TPI 1. These designs are based upon parameters
+� shown (e.g., loads, supports, dimensions, shapes and design codes), which were
(,I given to MiTek or TRENCO. Any project specific information included is for MiTek's or
• TRENCO's customers file reference purpose only, and was not taken into account in the
preparation of these designs. MiTek or TRENCO has not independently verified the
applicability of the design parameters or the designs for any particular building. Before use,
the building designer should verify applicability of design parameters and properly
• incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2.
01
RECEIVED
MAR 0 6 2020
ST. Lucie County, Permitting
11�111I1Uq�,,
�JSR P F/
v�0'ENg� y�Y,��'.
No 22839
STATE OF
'•811111115•-
Walter P. Flon PE No.22839
MITek US& Inc. R. Cart 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
January 23,2020
Finn, Walter I of 2
RE: 76482 - 5405 DEER RUN/ CHALOU
Site Information:
Customer Info: HOMECRETE HOMES, INC. Project Name: 5405 DEER RUN/CHALOU Model:
Lot/Block: Subdivision:
Address: 5405 DEER RUN
City: ST LUCIE COUNTY State: FL
No. Seal# Truss Name Date
45
T19220248
JA5
1/23/20
46
T19220249
JA7
1/23/20
47
T19220250
JC3
1/23/20
48
T19220251
JC5
1/23/20
49
T19220252
JC7
1/23/20
50
T19220253
K
1/23/20
51
T19220254
K1
1/23/20
52
T19220255
KJ3
1/23/20
53
T19220256
KJ5
1/23/20
54
T19220257
KJ7
1/23/20
55
T19220258
KJC7
1/23/20
56
T19220259
MV2
1/23/20
57
T19220260
MV4
1/23/20
58
T19220261
MV6
1/23/20
59
T19220262
MV8
1/23/20
60
T19220263
MV10
1/23/20
2of2
Job
These
Truss Type r
Oty'
Ply
5405 DEER RUN/CHALOU
r
'
T79220204
76482
A
Hip
1
1
Job Reference (optional)
Chambers These. Inc., Fort Pierce, FL B.Wu s Jan U zuzu Mi i ex mousmes, Inc. I nu den zJ 1 a:U/:lu zuzu Pagel
ID:vaj2iCyl7 HtL5DEsTviBoy9Neu-WPO6bUz9xp6Ty4Xb7XtCvVOycWXzL_ZvOliMdnT6V
-1-4-0 5-8-12 &0.0 12-e-0 15.11-4 27-8-0
1-4-0 5-0-12 &34 3-80 3:5 6&12
Scale=1:38.5
45 = 4x5 =
3x4 = 3.6 = 3x4 =
3x5 = 3x5 =
LOADING (psf)
TOLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017ITP12014
CSI.
TC 0.29
BC 0.47
WE 0.17
Matdx-MS
DEFL. in
Vert(LL) -0.15
Ven(CT) -0.33
Horz(CT) 0.04
Wind(LL) 0.11
(too) Vdefl Ud
8-13 >999 360
8-13 >796 240
7 n/a n/a
8-13 >999 240
PLATES GRIP
MT20 2441190
Weight: 911b FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or4-10-10 oc puffins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid calling directly applied or 7-3-10 cc bracing.
WEBS 2x4 SP No.3
REACTIONS. (fib/size) 7=972/0-8-0, 2=1071/0-8-0
Max Horz 2=135(LC 11)
Max Uplift 7=-425(LC 12). 2=-531(LC 12)
FORCES. (Ib) - Max. Comp./Max. Ten. -All fames 250 (lb) or less except when shown.
TOP CHORD 2-3=-1894/1158, 3-4=-1545/953, 4-5=-1383/926, 5-6=-1547/967, 6-7— 1907/1145
BOT CHORD 2-10=-1004/1745, 8-10=-687/1385, 7-8=-984/1730
WEBS 3-10=455/388, 4-10=-159/395, 5-8=-183/406, 6-8=-473/406
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=16ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 9-0-0, Extedor(2) 9-0-0 to
16-10-15, Inledor(1) 16-10-15 to 21-8-0 zone;C-C for members and fames 8 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 pat bottom chord live load nonconcunent with anyother live loads.
5) - This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will Tit between the bottom chord and any other members, with BCDL= 10.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except Qt=lb)
7=425, 2=531.
Walter P. Finn PE Nc.22839
MTek USA, Inc. FL Ced 6634
6904 Padre East Blvd. Tampa FL 33810
Date:
January 23,2020
AWARNING -VeIliydesi9nparametesMdREADNOTES ONTHISANDINCLUDED MWEKREFERANCEPAGENa7473mi,IhA42a15BEFOREUSE.
Design valid for use only with Maids) 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 applicability of design parameters and properly Incorporate this design Into the overall
buliding design. Bracing Indicated b to buckling of individual truss web and/or chord members only. Maitland temporary and permanent brocing
M!Tek'
prevent
Is alwoys required for stability and to prevent collapse with posslble personal Injury and properly damage. For general guidance regarding the
fabrication, storage, delNery, erection and bracing of trusses and truss systems. seeANSUTPII 43ualdy Cideda, DSBA9 and SCSI Budding Component
69N Parke East BNa.
Safety Infarmallonavollobie from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Alexandria. VA 22 14.
Tampa, FL 33610
Job
Truss
Truss Type
City'
Ply
5405 DEER RUN/ CHALOU
'
T79220205
76482
Al
Half Hip
1
1
Job Reference (optional)
t rrambers I miss, Inc., ton rlerce, tL d.d3U s Jan a ZUZU MI I OK industries, Inc. I nu Jan za Iusu :11 ZVZU rage r
I D:vaj2iCyl4_HtL5DEsTviBoy9Neu-_b_Uoq-ni7FKaE6o7EORSjz6EWJDK13fPSH H8zsT6U
-1-0-0 5.9-14 11-0-0 16-0-02 21-3.8
Y4-0 5-9-14 5-2.2 5-1-12 5-1-12
Scale = 1:37.5
4x9 2x3 II 3x4 =
4 17 18 19 5 20 6
3x4 = 2x3 11 °%D 3x4 `= 3x10 = 3x6 11
LOADING (ps'
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TPI2014
CSI.
TC 0.36
BC 0.34
WE 0.59
Matnx-MS
DEFL.
Vert(LL)
Vert(CT)
Hom(CT)
Wind(ILL)
in (loc) I/deB Ud
-0.04 11 >999 360
-0.1111-14 >999 240
0.03 7 n/a n/a
0.06 11 >999 240
PLATES GRIP
MT20 244/190
Weight: 117 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 5-2-5 oc pudins,
BOT CHORD 2x4 SP M 30
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 6-10-12 oc bracing.
REACTIONS. (lb/size) 7=949/0-3-8, 2=1048/0-8-0
Max Ho¢ 2=294(LC 12)
Max Uplift 7=-442(LC 12). 2=-494(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1911/981, 3-4=-1263/697, 4-5= 830/511, 5-6— 830/511, 6-7= 902/599
BOT CHORD 2-11=-1130/1709, 9-11=-1130/1709, 8-9=-718/1105
WEBS 3-9=-694/459,4-9=-164/423, 4-8=-380/279, 5-8=-405/334, 6-8=-684/1113
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=3.Opsf; h=16R; B=4511; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 11-0-0, Extedor(2) 11-0-0 to
15-2-15, Intenor(1) 15-2-15 to 21-1-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of, withstanding 100 lb uplift at joint(s) except (jt=lb)
7=442, 2=494.
w
Welter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634
9904 Parke East Blvd. Tampa FL 33810
Date:
January 23,2020
O WARNING -Ved/ydesl9nperemeters end READ NOTES ON TN/SAND INCLUDED MITEKREFERANCEPAGEM MM rev. I&TUG015BEFOREUSE.
Design valid for use only with M6ea connectors. IDIs design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, me building designer must verity the appllcablllty of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of lndMtlual truss web and/or chord members only. Addnlonal temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general gultlonce regarding the
fabrication, storage, delivery, erectlon and brocing of trusses and truss systems, seaMSVIPII pulpMyy CMeda. DSB49 and BCSI Building Component
6904 Palle East Blvd.
Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oty'
Ply
5405 DEER RUW CHALOU
r
T79220206
76482
A2
Half Hip
1
1
Job Reference (optional)
Gnambers truss, Inc., I-Ort Fierce, FL 8.330 S Jan 6 2020 MI I ex industries, Inc. I hU Jan 23 13:07:12 2020 Page 1
Scale = 1:3B.0
4x4 = 3x4 = 3x8 =
4 16 17 5 1B 6
3xS = 3x8 =°"O - 3x5 = 3x6 11
LOADING (psf) SPACING- - 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.12 10-13 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.45 Ven(CT) -0.29 10-13 >871 240
BCLL 0.0 ' Rep Stress Incr YES W EI 0:75 Horz(CT) 0.03 7 n/a n/a
BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.0810-13 >999 240 Weight: 1081b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-1-1 oc pudins,
BOT CHORD 2x4 SP M 30 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-10-3 oc bracing.
REACTIONS. (lb/size) 7=949/0-3-8, 2=1048/0-8-0
Max Horz 2=249(LC 12)
Max Uplift 7=-433(LC 12), 2— 503(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-1834/1042, 3-4=-1493/849, 4-5=-1337/833, 5-6=-1155/695, 6-7=-889/587
BOT CHORD 2-10— 1136/1658, 8-10= 695/1155
WEBS 3-10= 411/367, 4-10=-80/341, 5-8=-608/473, 6-8=-803/1336
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160ni (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=3.Opst h=16ft; B=45ft; L=2411; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8.0, Interior(1) 1-8-0 to 9-0-0, Exterior(2) 9-0-0 to
13-2-15, Interior(1) 13-2-15 to 21-1-12 zone;C-C for members and fames & MW FRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb)
7=433, 2=503.
R
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33B10
Date:
January 23,2020
Q WARNING -Verity design paramefere antl READ NOTES ON MIS AND INCLUDED MTTEK REFERANCE PAGE MIP74P3 rev. 14M341015 BEFORE USE,
Design valid for use only with MiTek® connectors. ihls 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 the design Into the overall
bulltling all Bracing Indicated is to prevent buckling of lndNlduol truss web and/or chord members only. Addronal 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, seeANSU1P11 Cu llMMyy CdfeM. DSB-B9 and BCSI Butding Component
69N Parke East Blvd.
Safety Informatbnavallable from Truss Plate Institute. 218 N. Lea Street, Sulte 312, Alexandria. VA 22314.
Tempe, FL 33610
Job
Truss
Truss Type `
Oty`
Ply
5405 DEER RUN/ CHALOU
T19220207
76482
ATA
ATTIC
fi
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
10
8.330 s Jan 6 2020 MiTek Industries, Inc. Thu Jan 2313:07:13 2020 Page 1
atLSDESTviBoy9Neu-w_5FDV01 EkV1 pXGAEfOvX82LSjZ6h9FM6jxOL1 zsT6S
Scale =1:36.3
Sx6 =
3x10 = 5„ B IdT1aB18-� I 3" =
3x 3x4 I
1^
Plate ONsets(XY)--
12:1-1-10-1-5118:0-3-150-1-8]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(too)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Gdp DOL 1.25
TC 0.83
Vert(LL)
-0.35
9-11
>722
360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.51
Ved(CT)
-0.65
9-11
>394
240
MT18HS
244/190
BCLL 0.0 '
Rep Stress Incr YES
WE 0.94
Horz(CT)
0.03
8
n/a
r✓a
BCDL 10.0
Code FBC2017/rP12014
Matrix -MS
Wind(LL)
0.23
9-11
>999
240
Weight: 1011b
FT=20%
LUMBER-
BRACING -
TOP CHORD
2x4 SP M 31
TOP CHORD
BOT CHORD
2x6 SP 240OF 2.0E
BOT CHORD
WEBS
2x4 SP No.3
WEBS
REACTIONS.
(lb/size) 8=1140/0-3-8, 2=1236/0-8-0
Max Horz2=156(LC 11)
Max Uplift 8= 266(LC 12), 2= 376(LC 12)
Max Grav 8=1308(LC 19), 2=1396(LC 18)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD
2-3=-2632/473, 3-4=-2301/503, 4-5=-163I716, 5-6=-1571728, 6-7=-2279/521,
7-8_ 2635/507
BOT CHORD
2-11=-336/2315, 9-11=-336/2315, 8-9=336/2315
WEBS
3-11=0/610, 7-9=0/646, 4-12=-3123/770, 6-12=-3123/770
Structural wood sheathing directly applied or 3-3-3 oc puffins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at mil 4-6
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=3.Opsf; h=1611; B=45ft; L=24ft; eave=4ft; Cat.
II; E1te C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 10-10-0, Exterior(2) 10-10-0
to 13-10-0, Interior(1) 13-10-0 to 21-3-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) 200.011a AC unit load placed on the top chard, 10-10-0 from left end, supported at two points, 4-0-0 apart.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 lost 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) Ceiling dead load (5.0 psi) on member(s). 3-4, 6-7.4-12, 6-12
8) Bottom chord live load (40.0 pst) and additional bottom chord dead load (5.0 psf) applied only to room. 9-11
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (jt=lb)
8=266,2=376.
10) Attic room checked for IJ360 deflection. `
Walter P. Finn PE No.22839
Mil USA, Inc. FL Cod 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
January 23,2020
A WARNING- Verffy design paremefersend READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MIF7473reV. 1e403R015 BEFORE USE.
Design volltl for use only with Mri connectors. This tleslgn is based only upon parameters shown. and is for on Individual bulltling component,not
�r'
■■
a huts system. Before use, the bulltling designer must verify the applicability of tleslgn parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary antl permanent bracing
MiTek-
Is always required for sealry and to prevent collapse with possible personal Injury and,property damage For general guldcnce regarding the
fobricatlon,storage,delivery, erection and brocing of trusses and truss systems, seeANSIMI10uail Criteria. 05049 and BC3l Building Component
Safety Infamlationavallabie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22 14
6904 Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type •
Oty'
Ply
5405 DEER RUN/ CHALOU
T79220208
76482
B
Half Hip
1
1
Job Reference (optional)
unami I russ, Inc., Fort Fierce, FL
6.33U s Jan 6 Ii MI I ex industries. Inc. I nu Jan 23 13:07:14 ZU20 Face 1
5.00 12
400 =
3.4 II
4x4 5 2 16 3 17
Scale =1:53.4
3x8 = 3x6 = 2x3 II 48 =
4 18 5 6 19 7
I0
b
4x4 — 3x4 = 5x6 = 4x4x12 = 3x6 II
6 =
1-0-0 6-6-0 14-7.4 22.4-12 30.4.0
1.n.n LR.n 1.11.d >-O-G
Plate Offsets(X,Y)--
12:0-7-0,0-2-01,f11:0-3-0,0-1-81,f13:0-4-12,Edge1
LOADING (psf)
SPACING- 2-0-0
Cal.
Di
in
(too)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.75
Vert(LI.)
-0.15.
9-11
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.66
Vert(CT)
-0.34
9-11
>999
240
BCLL 0.0
Rep Stress that YES
WB 0.94
H0rz(CT)
0.06
8
n/a
n/a
BCDL 10.0
Code FBC2017/FPI2014
Matrix -MS
Wind(LL)
0.20
9-11
>999
240
Weight: 179 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x4 SP M 30'Except'
3-12: 2x4 SP No.3 BOT CHORD
WEBS 2x4 SP No.3
WEBS
REACTIONS. (lb/size) 8=1352/0-3-8, 15=1352/Mechanical
Max Horz 15=20(LC 12)
Max Uplift 8=-597(LC 12), 15=-593(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-523/285, 2-3= 2442/1366, 3-4=-2406/1348, 4-6= 2184/1167, 6-7=-2184/1167,
7-8— 1279/763, 1-15= 1401/751
BOT CHORD 13-14=-264/437, 3-13=-507/407, 11-12=-160/344, 9-11=-1491/2782
WEBS 2-14=-1057/690, 11-13=-1339/2452, 4-13=-404/224,4-9=-665/363, 6-9=-586/457,
7-9=-1266/2374, 1-14=-708/1294, 2-13=-1237/2251
Stmctuml wood sheathing directly applied or 4-1-5 cc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 cc bracing, Except:
6-0-5 oc bracing: 9-11.
1 Row at midpt 11-13, 4-13, 4-9, 7-9
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=16ft; B=45f1; L=30ft; eave=4tt; Cat.
II; E1io C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-1-12 to 5-3-8, Interior(1) 5-3-8 to 30-2-4 zone;C-C for
members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between thebottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb)
8=597, 15=593.
Walter P. Finn PE No.22539
MRek USA, Inc. FL Can 6634
6904 Parke East Blvd. Tampa FL 33010
Date:
January 23,2020
O WARNMO-Verlfydeslgnperametersend READ NOTES ON THISAND INCLUDED thing(REFERANCEPAGEMIFT4T9ray. I&O20156EFORE 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 property Incorporate this design Into the ovarcll
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addltlonol temporary and permanent bracing
s always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSVIPII QualNNyy Canada, DSB49 and BCSI Building Component
Safety Informafbrxmollabie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexantlrlo. VA 22314.
MOW
6904 Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type '
Oty'
Ply
5405 DEER RUN/ CHALOU
T19220209
76482
B1
Half Hip
1
1
Job Reference (optional)
unamoer5 i russ, inc., ran rrarca, IL
oaJU s Jan o Guzu Mn ea lnqusmes, Inc. rnu Jan 2J 1J:ul: ra zazu rage r
3.0.0 3-8-0 7.11-4
1
5.00 12 4xB =
3.4 II 3z4 = 3x6 =
2 3 16 17 4 18 5
3x
Scale = 1:53.3
3x4 = 4.5 =
6 19 7
l4
7
13
5 14 5xB =
6x8 = 3x6 = 4x5 =
LOADING (ps.'
SPACING-
2-0-0
CSI.
DEFL.
in (too) Well L/d
PLATES GRIP
TCLL 20.0
Plate GripDOL
1.25
TC 0.92
Vert(LL)
-0.11 11-12 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.52
Vert(CT)
-0.2811-12 >999 240
BCLL NO '
Rep Stress lner
YES
WB 0.78
Horz(CT)
0.04 8 n/a n/a
BCDL 10.0
Code FBC2017RPI2014
Matrix -MS
Wind(LL)
0.14 9-11 >999 240
Weight: 1871b FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD Structural wood sheathing directlyapplied or4-5-4 oc puffins,
BOT CHORD 2x4 SP M 30'Except'
except end verticals.
3-12:2x4 SP
No.3
BOT CHORD Rigid ceiling directly applied or 7-5-4 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 11-13, 4-13, 7-9
REACTIONS. (lb/size) 8=1352/0-3-8, 15=1352/Mechanical
Max Hoe 15=65(LC 12)
Max Uplift 8=-602(LC 12), 15=-588(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1089/635, 2-3=-1887/1131, 3-4=-1883/1132, 4-6=-2278/1262, 6-7=-1793/978,
7-8=-1280/773, 1-15=-1333f796
BOT CHORD 13-14=-611/940, 3-13=-457/372, 11-12=-117/289, 9-11=-978/1793
WEBS 2-14= 710/456,2-13= 733/1349,11-13=-1162/2013,4-13=-467/212,4-11=-350/347,
6-11=-331/566, 6-9=-882/622, 7-9=-1115/2042, 1-14=-690/1258
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Ops1; h=16f ; B=45ft; L=30f ; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 7-3-8, Interior(l) 7-3-8 to 30-2-4.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 pending.
4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads,
5) `This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 61=11o)
8=602, 15=588.
0
Io
Waiter P. Finn PE NoIN39
MTek USA, Inc. FL Cori 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
January 23,2020
A WARNING- VsHry design paramefersand READ NOTES ON MIS AND INCLUDED MNEKREFERANCEPAGENS7473mv.. iN o#SOEFORE USE,
Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for an Individual branding component, net
a hum system. Before use, the building designer must verity the appllcabllTv of design parameters and properly Incorporate this design Into the overall
building design, Bracing lndlcaled is to prevent buckling of lndNlducl truss web and/or chord members only. Additional temporary and permanent bracing
��-
MOW
s always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance ragarding the
fabrication, storage. delivery, erection and bracing of trusses and truss systems: seeANSVTPff QUOIMy Cdbde. OSB-09 and BCSI BuSdap Component
Safety Infoanatbmvaiiabie from Truss Plate Institute. 218 N. Lee Street Sulte 312. Alexandria, VA 22314.
69N Perko East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type
5405 DEER RUN/CHALOU
jOi
T19220210
76482
B2
Hip
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
8.33U s Jan 8 2U2U MI I eK maustnes. ma. I nu Jan 2313:U/:1 a zoLu Panel
4x4
Sol) 12 4x8 = 2x3 11 4x8 =
2 18 19 3 20 21 22 4
Scale = 1:52.3
12 11 lu 8 /
3.6 II 3.5 = 3x10 = 3x6 3x4 = 2x3 II 3.5 C
5.0.0 11-4-0 17-8-0 23-10.2 30-4-0
S-M1a A-dA R-d-n 6.9.9 I 9.5.1d
Plate Offsets (X Y)--
[2:0-5-4 0-2-0] [4:0-5.4 0-2-0] [6:0-0-13
0-1-8]
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL.
in
(too)
I/dell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.46
Verl(LL)
-0.09
7-8
>999
360
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.43
Veri(CT)
-0.23
7-8
>999
240
BCLL 0.0 '
Rep Stress ]nor YES
W B 0.75
Horz(CT)
0.06
6
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL)
0.12
7-8
>999
240
Weight: 166 lb FT=20%
LUMBER- -BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc puffins,
BOT CHORD 2x4 SP M 30 'except end verticals.
WEBS 2x4SP No.3 BOTCHORD Rigid ceiling directly applied or 6-5-1 oc bracing.
WEBS 1 Row at midpt 4-10
REACTIONS. fib/size) 6=1358/0-3-8, 12=1358IMechanical
Max Horz 12=-176(LC 12)
Max Uplift 6=-587(LC 12). 12=-608(LC 12)
FORCES. (Ib) - Max. CompdMax. Ten. - All forces 250 fib) or less except when shown.
TOP CHORD 1-2=-1212/737, 2-3= 1812/1180, 3-4= 1812/1180, 4-5=-2100/1235, 5-6=-2778/1514,
1-12=-1315/833
BOT CHORD 10-11=-395/1046, 8-10=-890/1866, 7-8=-1313/2487, 6-7=-1313/2487
WEBS 2-11=-592/436, 2-10=-593/1043, 3-10=-503/393, 4-8=-165/479, 5-8=-737/470,
1-11= 704/1259
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=160ni (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=30f; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-2-2, Interior(1) 3-2-2 to 5-0-0, Extedor(2) 5-0-0 to
9-3-8, Interior(1) 9-3-8 to 17-8-0, Exterior(2) 17-8-0 to 21-11-8, Interior(1) 21-11-8 to 30-4-0 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 pending.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This tress has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except 61
6=587. 12=608.
Walter P. Finn PE No.22839
MiTek BSA, Inc. FL Cad 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
January 23,2020
Q WARNING -VerKy deal,. pemmetem end BEAD NOTES ON THIS AND INCLUDED afmEK REFERANCE PAGE M/I.7473 rev. IaMlafS BEFORE USE.
valid for use only with MITekO connectors. IDls design Is based only upon parameters shown, and Is for an individual building component, not
Wit
th a truss system. Before use, the building designer must verify e applicability of design parameters and properly Incorporate this design Into the overall
bulltling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
M[Tek'
Is always required for stability antl to prevent collapse with possible personal Injury and property damage, For general guidance regarding the
fabrication, storage, delivery. erection and bracing of trusses antl truss systems, seeMSVWII Quality C/Brrda, PSO-89 and BCSI Buatlelp Component
6904 Palle East Blvd.
Safety lnfoonnaonavoiiabie from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Aleaanddo, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type '
Oty
Ply
5405 DEER RUN/ CHALOU
'
T19220211
76482
B3
Hip
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jan 8 2020 Mil ek indusines, Inc. I nu Jan 23 13:uin u 202u Vage 1
ID.val2iCyl7_H1L5DEsTNBoy9Neu-HxvBGD4A3G7Kvl981 C04EBIEPkG2MOG5G7e90EnT6N
7.0-0 11-0-0 15.8.0 22-4-0 L
7.0-0 4-0-0 4-0-0 6.8-0 84}O
46 = 45 =
5.00 12 _ 3x4 =
5xl
Scale=1:51.5
3.6 11 3x10 = 3x6 = 3x8 = 2x3 11 3x5 Q
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017fTP12014
CS].
TC 0.68
BC 0.46
WB 0.96
Matrix -MS
DEFL. in
Vert(LL) -0.15
Vert(CT) -0.30
Horz(CT) 0.05
Wind(ILL) 0.11
(too) Well Ud
9-11 >999 360
9-11 >999 240
7 n1a WE
8-15 >999 240
PLATES GRIP
MT20 244/190
Weight: 164111 FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or4-0-14 oc pudins,
BOT CHORD 2x4 SP M 30
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 6-7-3 oc bracing.
REACTIONS. glasize) 12=135WO-8-0,7=1358/0-3-8
Max Horz 12— 176(LC 12)
Max Uplift 12=-608(LC 12). 7=-587(LC 12)
FORCES. glo) - Max. CompuMax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-1387/825, 2-3=-1197/841, 3-4=-1656/1126,4-5=-1891/1126, 5-7=-2697/1445,
1-12=-1298/827
BOT CHORD 9-11=-674/1522, 8-9_ 1230/2397, 7-8=-1230/2397
WEBS 3-11=-649/397, 3-9=-123/313, 4-9=-144/390, 5-9=-867/551, 5-8=0/287,
1-11=-678/1275
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsk h=16ft;,B=45ft; L=30ft; eave=oft; Cat.
11; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exteder(2) 0-1-12 to 3-2-2, Interior(1) 3-2-2 to 7-", Extedor(2) 7-0-0 to
11-0-0, Interior(1) 11-4-0 to 15-8-0, Exterior(2) 15-8-0 to 19-11-8, Interior(l) 19-11-8 to 30A-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 pending.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl 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= 10.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb)
12=608, 7=587.
Walter P. Finn PE No.22939
MTek USA, Inc. FL Cad 6634
6964 Paike East BNdTampa FL 33610
Date:
January23,2020
Q WARNING -Vedfydeslgnpammetersand READ NOTES ON THIS AND INCLUDED MNEKBEFEBANCE PAGE mIF7473rev. 10032015 BEFORE USE.
Design valid for use only with Mliekat 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 Intllvldual truss web and/or chord members only. Additional temporary and permanent bacing
MOW
Is always required for stabilly and to prevent collapse with posslble personal Injury and property damage. For general guidance regarding the
6904 Parke East Blvd.
fobrlcotion, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cmedo, DSO-89 and SCSI BuIll Component
Safety feformationava9able from Russ Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type '
Oty
Ply
5405 DEER RUN/ CHALOU
'
T19220212
76482
C
ROOF SPECIAL
1
1
Job Reference (optional)
Chambers muss, Inc., Pon Pierce, FL 8.330 s dan a 2020 MITex Industries, Inc. Thu dan ea 4a:url9 e020 .rage T
44-0
Scale=1:72.7
5x6 =
8
3x4
3x6 i 3x4 i 28
28
3x6
7
g
g
10
4x8 i
3x4
5.00 12
51 =
5
11
54 =
3
30
.7t1
33127
2
121;: N
"1 �1
1111 d
17
14 31 32 13
d
20 19
18
16
1s
3x4 11 30 11
6X8 =
3x6 = axis =
4X6 = 30=
3x6 =
3x5 =
3x5 =
21-M
4-0.a 2W ID-0-0 158-0 21-M 21r4-0 300.613 COLD
4L0 2-a0 440 SLO 54-0 04 8-ill 0
Plate Offsets (X,Y)--
[3:0-3-0,0-2-4], [12:0-0-0,0-0-71
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (too)
I/defl
Ud
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1.25
TO 0.33
Ven(LL)
-0.17 13-15
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.59
Ven(CT)
-0.35 13-15
>999
240
BOLL 0.0 '
Rep Stress Incr YES
WB 0.56
Horz(CT)
0.05 12
rVa
rVa
BCDL 10.0
Code FBC2017/FP12014
Matrix -MS
Wind(LL)
0.11 13-26
>999
240
Weight: 213 lb FT=20%
LUMBER -
TOP CHORD
2X4 SP M 30
BOT CHORD
2x4 SP M 30
WEBS
2x4 SP No.3 *Except*
5-18: 2x6 SP No.2
WEDGE
Right: 2x4 SP
No.3
REACTIONS. (lb/size) 2=421/0-8-0, 18=2001/0-8-0, 12=1301/0-3-8
Max Hon: 2=313(LC 11)
Max Uplift 2=-426(LC 12), 181108(LC 12), 12=-564(LC 12)
Max Grav 2=459(LC 21), 18=2001(LC 1), 12=1332(LC 18)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or4-2-12 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
1 Row at midpt 9-15
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=407/643, 3-4=-337/662, 4-5=228/459, 5-7=1001/583, 7-8= 1248/785,
8-9=-1258/803,9-11= 2306/1222,11-12= 2624/1342
BOT CHORD 2-20=-561/340, 19-20=-566/337, 18-19=-542/325, 16-18=-460/377, 15-16=-286/946,
13-15=-726/1721, 12-13=-1116/2332
WEBS 4-191 4-18=-645/939, 5-18=-16541919, 7-16=-712/435, 7-15=-117/424,
9-15= 964/563, 9-13= 261/675, 11-13=-466/386, 5-16=-716/1471, 8-15=-267/532
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Val=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=161t; B=45ft; L=40111; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-6, Interior(1) 2-8-6 to 4.4-0, Exterior(2) 4-4-0 to
6-4-0, Interior(1) 6-4-0 to 21-4-0, Extedor(2) 214-0 to 25.4-6, Interior(l) 25-4-6 to 40-4-0 zone; porch left exposed;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 pending.
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= 10.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb)
2=426, 18=1108, 12=564.
Walter P. Finn PE No.22639
MiTek USA, Inc. FL Cad 6634
B904 Parke East Blvd. Tampa FL 33610
Date:
January 23,2020
O WARNIII Varly Le3/gn parametersanEREAD NOTES ON THIS AND INCLUDED MREKREFEBANCEPAGEM/F7479ree 710112015BEFOBEUSE.
Design valid for use only with MBekO connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not
��-
a I system. Before use, the bulltling designer must verity the applicability of design parameters and properly Incorporate this design Into the ovoroll
building design Bracing Indicated is to prevent buckling of lndMauol 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. s99ANSVTPi1 Qualirytyy Crial OSO-89 and BCSI Building Component
Safety Informationa Noble from Truss Plate Institute. 218 M Lee Street, Suite 312. Alexandria, VA 22314.
6904 Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type I iOW
Ply
5405 DEER RUN/ CHALOU
T19220213
76482
C1
ROOF SPECIAL
1
1
Job Reference (optional)
wam0ers i russ, mc., , ran rierce, rL
oAJu s Jan o zueu ml erc Inouemes, mc. I nu aan zJ J:w:z i zueu
I
Scale=1:70.2
5x6
7
19 18 17 "' 15 14 1.
3x5 =
3.4 11 3.4 I Sue = 3.6 =3x5 = 3x8 = 4xe = 3x4 = 3x6 =
6-4-0 8.40 10-4-0 1SB-0 21.4.0 30.6-11 40.4.0
o-e-4
Plate Offsets(XY)--
13:0-3-00-2-41 f11:0-0-00-0-71
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/dell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.41
Vert(LL)
-0.17 12-14
>999
360
MT20 244/190
TOOL 15.0
Lumber DOL 1.25
BC 0.60
Vert(CT)
-0.3612-14
>999
240
BOLL 0.0 '
Rep Stress Incr YES
WB 0.53
Horz(CT)
0.06 11
nta
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL)
0.22 19-22
>576
240
Weight:. 214 lb FT=20%
LUMBER -
TOP CHORD
2x4 SP M 30
BOT CHORD
2x4 SP M 30
WEBS
2x4 SP No.3 "Except*
5-17: 2x6 SP No.2
WEDGE
Right: 2x4 SP
No.3
REACTIONS. (lb/size) 2=557/0-8-0, 17=1819/0-8-0, 11=1347/0-3-8
Max Horz 2=316(LC 11)
Max Uplift 2=561(LC 12), 17=-925(LC 12), 11= 611(LC 12)
Max Gmv 2=598(LC 21), 17=1819(LC 1), 11=1347(LC 1)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-1-9 no puffins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
1 Row at mldpt 8-14
FORCES. (I e) -Max. Comp✓Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=613/941, 3-4=-508/965, 4-5— 173/476, 5-6=-1218/910, 6-7=1365/962,
7-8=-1374/980,8-10= 2358/1396, 10-11= 2688/1513
BOT CHORD 2-19=-818/510, 18-19=-824/508, 17-18=-802/493, 15-17=-421/137, 14-15=-593/1072,
12-14=-888/1829,11-12=-1273/2399
WEBS 4-18=-401/317,4-17=-613/900, 5-17=-1365/562, 6-14=-24/369, 7-14=-419/617,
8-14_ 976/569, 8-12=-255/674, 10-12=465/381, 6-15— 615/254, 5-15=415/1270
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=3.Opsf; h=16ft; B=45ft; L=40ft; Bevil Cat.
II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0to 2-8-6, Intedor(1) 2-8-6 to 6-4-0, Exterior(2) 5-4-0 to
B-4-0, Intedor(1) 8-4-0 to 21-4-0, Extedor(2) 21-4-0 to 254-6, Interior(1) 254-6 to 404-0 zone; porch left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 last bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chard and any other members, with BCDL = 10.Ops1.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb)
2=561. 17=925, 11=611.
Walter P. Finn. PE No.22839
MiTek USA, Inc. FL Ced 6634
6964 Parke East Blvd. Tampa FL 33610
Date;
January 23,2020
,Q WARNING- Verily Eeslgir vs.feraand READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMO-7473 rev. 101132015eEFOREUSE,
Design valid for use only with M6ek& connectors, This design Is based only upon parameters shown. Intl Is for an Individual building component, not
�'
a truss system. Before use. the building designer must verify the applicobillry of design parameters and properly Incorporate this design Into the overall
building design.. Bracing Indicated is to prevent buckling of lndlviducl truss web and/or chord members only.. Additional temporary and permanent bracing
MiTek'
Is always required for stablley, 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 Cisterns, DSS-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Informatlonavdilable from Truss Plate Institute, 218 N, Lee Street. Suite 312. Alexondrlo, VA 22314,
Tampa, FL 33610
Job
Truss
Truss Type
Oil'
Ply
5405 DEER RUN/CHALOU
T79220214
76482
C2
ROOF SPECIAL
1
1
Job Reference (optional)
Chambers I rUSS, Inc., Ron Flares, FL
a.JJV J Jall O CVCV IVII ItlR IIIUY]IIIGJ, II I4. I IIU JGII cu ,u.V i.cc tutu
Scale = 1:74.7
5x6 =
7
19 16 " 16 J� "' 15 13 12
3x6 3x4 = 3.5 II 3x6 = 3x6 = 4xB = Axe = 3x5 = 4x6 =
LOADING (par
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017ITP12014
CSI.
TC 0.67
BC 0.55
WB 0.80
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
HOrz(CT)
Wiril
in (lot) Vdefl L/d
-0.26 15-16 >999 360
-0.47 15-16 >771 240
0.06 24 n/a n/a
0.35 19-23 >342 240
PLATES GRIP
MT20 2441190
Weight: .234Ill FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD Siructuml wood sheathing directly applied or4-5-13 oc purms,
BOT CHORD 2x4 SP M 30
except end verticals.
WEBS 2x4 SP No.3 *Except*
BOT CHORD Rigid ceiling directly applied or 5-3-12 oc bracing.
11-12: 2x4 SP M 30, 5-18:2x6 SP No.2
WEBS
1 Row at midpt 7-16.7-15
OTHERS 2x8 SP 240OF 2.0E
REACTIONS. (lb/size) 2=597/0-8-0, 18=1750/0-8-0, 24=1333/0-7-4
Max Hom 2=258(LC 11)
Max Uplift 2=-617(LC 12). 18=-824(LC 12), 24=-628(LC 12)
Max Grav 2=636(LC 21), 18=1750(LC 1), 24=1333(LC 1)
FORCES. (Ib) -Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-846/1303, 3-4=-432/915, 4-5=-333/878, 5-6=-1422/1085, 6-7=1415/1250,
7-8_ 1992/1413, 8-9=-1993/1250,9-10= 2353/1377,12-20=-712/1266,11-20=-712/1266
BOT CHORD 2-19=-1441/766, 18-19=-903/333, 16-18=-954/411, 15-16=-777/1210, 13-15=1402/2388,
12-13=-845/1416
WEBS 3-19=-510/630,4-19=-434/217, 5-18=-1459/810, 6-16=-474/391, 7-16=-334/251,
7-15=-650/1242, 8-15- 529/446,9-13=-787/571,10-13=-739/1302,10-12=-1716/1039,
9-15= 700/367, 5-16=-147/1308, 11-24=1559/902
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh, h=16ft; B=45ft; L=41tt; eave=5N; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-12, Interior(1) 2.8-12 to 84-0, Extedor(2) B-4-0 to
10-4-0, Interior(1) 10-4-0 to 21-4-0. Exterior(2) 21-4-0 to 25-4-11, Interior(l) 25-4-11 to 39-10-3 zone; porch left exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 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 v0de
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Bearing at joint(s) 24 considers parallel to grain value using ANSViPI 1 angle to grain formula. Building designer should verify
capacity of beading surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
2=617. 18=824, 24=628.
Walter P. Finn PE No.22839
NiTA USA, Inc. FL Cart OB34
6904 Parke East Blvd. Tampa FL 33610
Dale:
January 23,2020
AWARNING -freUrydeslgnParameters, ardREAONOTESONTHISANDINCLUDED MREKBEFEBANCEPAGEM14747Jrev.Ine"015BEFOBEUSE.
Wit
void for use only with Mmek® connectors, This design Is based only upon parameters shown, and Is for an Individual bulltling component, not
a truss system. Before use, the bulltling designer must verify Me oppliccallty of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to buckling Individual truss Additional temporary and permanent bracing
Welk'
prevent of web and/or chord members only,
Is always required for stability and to preventcollapse with possible personal injury and property damage. For general guidance regarding the
69N Parke East Blvd.
fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANStnell CualNv Criteria, DS!-09 and SCSI building Component
Tampa, FL 33610
Safety Nformatbrgvolloble from Puss Plate Institute. 218 N. Lee Street, Suite 312. Aiellontlrlo, VA 22 14,
Job
Truss
Truss Type ,
Oty,
Ply
5405 DEER RUN/ CHALOU
T19220215
76482
C3
ROOF SPECIAL
1
1
Job Reference (optional)
lAamoers I ruse, Inc., ran rlerce, rL
oaJu 5 aGn o e.e full I ert I,Nysu es, ,nc. .... eau cu
x
ads =
7
19 18 17 ce io ae 15 13 12
3.5 = 3x4 11 6xB = 5x8 = 3x6 = 3x8 = 31 = 3x8 = 51 =
5.5-14 10-4-0 12.4.0 2h4.0 30-11-3 40-7-3
s-s-t4 4-t nS 'i a.n_na.7.a a -an
24
Seale = 1:75.0
Plate Offsets (X )O--
I4:0-8-4 0-2-8] 111:0-3-4 0-3-0]
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL.
in (too)
Udefl
Vd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.51
Ved(LL)
-0.21 13-15
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.52
Vert(CT)
-0.38 13-15
>929
240
BCLL 0.0
Rep Stress lncr YES
WE 0.96
Horz(CT)
0.06 24
n/a
We
BCDL 10.0
Code FBC2017/TP12014.
Matti
Wind(LL)
0.10 13-15
>999
240
Weight:: 247 lb FT=20%
LUMBER-
'BRACING -
TOP CHORD
2x4 SP M 30
TOP CHORD
BOT CHORD
2x4 SP M 30
WEBS
2x4 SP No.3 *Except*
BOT CHORD
11-12: 2x4 SP M 30, 4-18: 2x6 SP No.2
WEBS
OTHERS
2xB SP 240OF 2.0E
REACTIONS.
ill 2=236/0-8-0, 18=2265/0-8-0, 24=1178/0-7-4
Max Horz 2=266(LC 12)
Max Uplift 2=-281(LC 12), 18=-1305(LC 12), 24=-501(LC 12)
Max Gray 2=318(LC 21), 18=2265(LC 1), 24=1178(LC 1)
FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-72/439, 3.4=-674/889, 4-5=-335/273, 5-6=-322/360, 6-7=-1106/599,
7-8=-1089/582,B-9=-2169/1026,9-10=-1911/872,12-20=-508/1075,11-20=-508/1075
BOT CHORD 2-19=-499/31, 18-19=-499/31, 17-18=-872/617, 15-17=-260/728, 13-15=-665/1416,
12-13=-606/1171
WEBS 3-19=-334/237, 3-18=671/924,4-18=-2025/1106,4-17=-716/1611, 6-17=-1488/951,
6-15=-210/514, 7-1 5=-1 96/549. B-15=-829/534, 8-13=-374/847,, 9-13=-1085/597,
10-13=-358/997,10-12=-1438l754, 11-24ci 2331618
Structural wood sheathing directly applied or 4-10-9 oc puffins,
except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
1 Row at midpt 6-17
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=3.Opsf; h=161t; B=45ft; L=41ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-4'-0 to 2-8-12, Intedor(1) 2-8-12 to 10-4-0, Exterior(2) 10-4-0
to 12-4-0, Interlor(1) 12-4-0 to 21-4-0, Extedor(2) 21-4-0 to 25-4-11, Interior(l) 25-4-11 to 39-10-3 zone; porch left exposed;C-0'for
members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water painting.
4) This truss has been designed for a 10.0lost bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of20.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) Bearing at joint(s)24 considers parallel to grain value using ANSIfTPI 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 100 Ib uplift at joint(s) except OWL,)
2=281, 18=1305, 24=501.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cad 6634
6904 Parke East Blvd, Tampa FL 33810
Date;
January 23,2020
Q WARNING - Vedrytle i pammetersantl READ NOTES ON TH/SANDINCLUDED MREKREFERANCEPAGE 140-7473 rev. IC/134?0156EFORE USE.
Design valid for use only with MlreAD connectors. 11h1s 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 antl 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 fruss systems, S99ANSVrPIr Quality CrOrrda, DSO-59 and BCSI Building Component
Safety Informatlor avalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314,
SON Parke, East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
5405 DEER RUN/ CHALOU
'
T79220216
76482
C4
ROOF SPECIAL
1
1
Job Reference o tional
Chambers Truss, Inc.,
Fort Pierce, FL
8.330 s Jan 8 2020 MiTek Industries, Inc. Thu Jan 2313:07:26 2020 Page 1
I D:val2iCyl?_HtL5DEsTvi Boy9Neu-2UO9xyABAk7BtxmgVu9yZt4W bz_7E4XG6EaalmnT6F
12-8-0
1-0-0
5-5-14 -5-1 1.
12-4-0 14.4.0 21-4-0
28-0-0 2 -11 3 344-7 40-7-3
1- 10
5-5-14 -0- 3.10-2
2-000-0-0 ]-0-0
fi-fiA -11- 5-8-0 - 5-11-12
1-8-0
Scale =1:76.3
5x6 =
23 22 21 4x5 = 3x6 = 3x8 = 14 13 12 11
3x5 = 4x4 = 3x65910 3x4 11 3.4 11 4xB = 3x4 11
31
5-614 10.4-0 12-8-0 i 4.-4-0 21-4-0 28.0.0 411 3 34.7-7 ,r 40.7-3
5-5-14 4-10-2 2-4-0 1.8.0 7.0.0 6-8-0 0-11-� 5.8.4 5.11-12
Plate Offsets (X Y)--
[5:0-3-0 0-2-4] rl O:0-3-12 0-3-0] [15:0-5-12
0-2-81
[20:0-7-e 0-2-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/defl
Ud
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1.25
TC
0.99
Vert(LL)
-0.1315-16
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC
0.51,
Vert(CT)
-0.32 15-16
>999
240
BCLL 0.0 '
Rep Stress Incr YES
WB
0.75
Horz(CT)
0.10 28
n1a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL)
0.12 14
>999
240
Weight: 2601b FT=20%
LUMBER-
BRACING -
TOP CHORD
2x4 SP M 30
TOP CHORD
BOT CHORD
2x4 SP M 30
WEBS
2x4 SP No.3 *Except*
BOT CHORD
4-22: 2x6 SP No.2
WEBS
OTHERS
2x8 SP 240OF 2.0E
REACTIONS.
(lb/size) 2=154/0-8-0, 22=2367/0-8-0, 28=1180/0-7-4
Max Horz 2=311(113 12)
Max Uplift 2=-249(LC 12), 22=-1320(LC 12), 28=-503(LC 12)
Max Grav 2=244(LC 21), 22=2367(LC. 1), 28=1180(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1021619, 3-4= 921/1368, 4-5=-333/110, 5-6=-283/111, 6-7— 1180/650,
7-8=-1190/627, 8-9=-2073/1064, 9-1 0=-1 1391578
BOT CHORD 2-23=-602/0, 19-20=-124Of726, 18-19=-1240f726, 16-18=-126/334, 15-16_ 1080/2097
WEBS 3-23=-283/272,.4-18_ 1054/1963, 6-18=-1181/744, 6-16=439/843, 7-16=-41/436,
8-16=-1226/697,9-12=-1070/645,10-12=-707/1403,20-22=-2268/1592,4-20=-2116/1311,
20-23=-525/0, 3-20=-886/955, 8-15=-304/265, 12-15=-575/1130, 9-15=-578/1115,
10-28=-1206/621
Structural wood sheathing directly applied or 4-11-3 oc purl
except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
1 Row at midpt 8-16
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasdi 24ni TCDL=4.2ps1; BCDL=3.Opsf; h=16ft; B=45ff; L=41 ft; eave=5f ; Cat.
11; Exp C; Encl., GCpi=0.18; Ml (directional) and C-C Extedor(2) -1-4-0 to 2-8-12, Intedor(1) 2-8-12 to 124-0, Exterior(2) 124-0
to 14-4-0, Interior(1) 144-0 to 211 Extedor(2) 214-0 to 25-4-11, Interior(1) 25-4-11 to 39.10-3 zone; porch left exposed;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 Dancing.
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 of20.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) 28 considers parallel to grain value using ANSVTPI 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 100lb uplift at joint(s) except Qt=lb)
2=249, 22=1320, 28=503.
Walter P. Finn PE No.22639
MITI USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Dale:
January 23,2020
Q WARNING -Verily design parameters and READ NOTES ON TN/SAND INCLUDED MREKREFERANCE PAGE MIH473 my. 101032V1S BEFORE USE
valid for use only with Mrek® connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not
■■
Nil'
a hues system. Before use, Me bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
bulltling design. Bracing Indicated is to buckling of Individual hues web and/or chord members only, Additional temporary and permanent bracing
MiTek'
prevent
Is always requiredfor stablity and to preventcollapse with possible personal Injury and property damage. For general guidance regarding the
6904 Parke East Blvd,
fobrlcadon, storage; delivery, erection antl bracing of trusses and truss systems, seeANSVMI I Oualkv CrIl lo, DSB49 and BC61 Building Component
Tampa, FL 33610
Safety lnfoenatlonsovelloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312; Nexandda, VA 22914.
Job
Truss
Truss Type ,
Oy
Ply
5405 DEER RUN/CHALOU
T79220217
76482
C5
ROOF SPECIAL
1
1
Job Reference o tional
Gnameer5 I mss, Inc., Yon FlOrCO, tL
O.JJV 5 J311 O L VCV MI I VR IUUTAIIfItlb', IIIV. I IIU JCII CJ IJ.V /.CO CVN
r
3x5 =
23
3x4 II
3x6 =
10 502 = -22 21 4xl =
6x10 = 3.4 II
5x6 =
9
3x8 =
5x12 =
16
3.4 II
15
48 =
6x8 =
502 =
13
14
3x4 II
Scale-1:76.3
28
1$ IQ
LOADING (psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 15.0 LumberOOL 1.25
BCLL 0.0 ' Rep Stress Incr YES
BCDL 10.0 Code FBC2017/TPI2014.
CS'.
TC 0.87
BC 0.62
WE 0.77
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) Vdefl Ud
-0.09 17-18 >999 360
-0.2317-18 >999 240
0.12 28 n/a n/a
0.1217-18 >999 240
PLATES GRIP
MT20 244/190
Weight 273lb FT=20%
LUMBER-
BRACING.
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 5-2-6 oc pudins,
BOT CHORD 2x4 SP M 30 *Except'
except end verticals.
6-21,11-16: 2x4 SP No.3
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3*Except*
WEBS
1Row at midpt 11-18
5-22: 2x6 SP No.2
OTHERS 2x8 SP 240OF 2.0E
REACTIONS. (lb/size) 2=110-8-0, 22=2564/0-8-0, 28=1114/0-7-4
Max Horz 2=356(LC 12)
Max Uplift 2— 281(LC 11), 22=-1445(LC 12), 28=-481(LC 12)
Max Grav 2=158(LC 21), 22=2564(LC 1), 28=1114(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3— 393/937, 3-5=-1071/1471, 5-6=-524/687, 6-7=-384/153, 7-8=-352/161,
B-9=-964/537, 9-10— 948/533, 10-11=-837/432, 11-12=-1623/862, 12-13=-957/500
BOT CHORD 2-23=-935/64, 22-23=-935/64, 6-20— 1592/1030, 19-20=-630/465, 18.19=-205/441,
17-18=-888/1671
WEBS 3-23=-342/234, 5-22— 1573/1018,20-22=-1397/884,5-20=-725/1202, 6-19=-857/1488,
8-19=-1043/671, 8-18=-384/666, 9-18=-54/341, 11-18=-10221606, 15-17=-4471867,
12-17=-448/828,12-15=-904/583,13-15=-631/1214,3-22=-054/849,13-28=-1129/595
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h-16N; B=45ft; L=41N; eave=5ff; Cat.
II; Exp C; Encl.. GCpi=0.I S; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-12, Interior(1) 2-8-12 to 14-4-0, Extedor(2) 14-4-0
to 16-4-0, Interior(1) 16-4-0 to 21-4-0, Extedor(2) 21-4-0 to 25-4-11. Interior(1) 254-11 to 39-10-3 zone; porch left exposed;C-C for
members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip D0L--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) Bearing at joint(s) 28 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 100 lb uplift at joint(s) except at=lb)
2=281, 22=1445, 28=481.
Walter P. Finn PE No.22839
MTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
January 23,2020
Job
Truss
Truss Type
Illy
Ply
1105 DEER RUN/ CHALOU
T79220218
76482
C6
ROOF SPECIAL
1
1
Job Reference (optional)
unambers I rass, Inc., tort Hlerce, I-L
B.38U G Jan 82u2U MI Iex
Inc. I nu Jan 2313:U7:29 2U20
Scale=1:76.3
7x8 MT18HS =
5.00 12 6x8 = 9
axe
24 23 22 3x5 = 16 15 '9 14
US = 6x10 = 5x8 = 4x8 =
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/iP12014
CSI.
TC 0.82
SC 0.79
W B 0.90
Matrix -MS
DEFL
Ved(LL)
Veri(CT)
Hors(CT)
Wind(LL)
in (loc) Vdefl Ud
-0.30 18-19 >999 360
-0.6418-19 >563 240
0.14 rail Na Na
0.29 18-19 >999 240
PLATES
MT20
MT18HS
Weight: 2891b
GRIP
2441190
244/190
FT=20%
LUMBER-
'BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 5-2-10
oc pudins,
BOT CHORD 2x4 SP M 30 -Except'
except end verticals.
6-22,11-16: 2x4 SP No.3
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 *Except*
WEBS
1 Row at midpt 13-15
5-23: 2x6 SP No.2
OTHERS 2x8 SP 240OF 2.0E
REACTIONS. (Ib/size) 2=390/0-8-0, 23=2041/0-8-0, 29=1248/0-74
Max Horz 2=400(LC 12)
Max Uplift 2=-325(LC 12), 23=-1203(LC 12), 29=-550(LC 12)
Max Gray 2=390(LC 1), 23=2041(LC 1), 29=1273(LC 19)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-250/231, 3-5— 555/547, 5-6=358/73, 6-7=-1146/562, 7-8— 1039/568,
B-9=-1119/651,.9-10=-1875/1047,10-11=-1699/902,11-12=-1681/899,12-13=-968/520
BOT CHORD 2-24=-490/194, 23-24=-490/194, 6-21=-1289/860, 20-21= 150/265, 19-20= 581/1072,
18-19= 646/1183,17-18— 902/1699,11-17= 400/283
WEBS 3-24=.337/229, 5-23=-1540/937, 21-23=-559/350, 5-21=-685/1140. 6-20=-685/1196,
9-19=-351/221, 9-18=-635/1212, 10-18=-809/551, 15-17=-511(952, 12-17=-503/961,
12-15=-1057/685,13-15=-714/1332,3-23=-638/837,13-29=-1283/676
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsl; h=16ft; B=45ft; L=41ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-8-12, Interior(1) 2-8-12 to 16-4-0, Exterior(2) 164-0
to 184-0, Interior(1) 184-0 to 214-0, Extedor(2) 214-0 to 24-11-3, InledOr(1) 24-11-3 to 39-10-3 zone; porch left exposed;C-C for
members and forces 8 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) All plates are 3x4 MT20 unless otherwise indicated.
6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chard and any other members, with BCDL = 10.0psf.
8) Bearing at joint(s) 29 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
Waller P. Finn PE No12839
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 011=11c)
MTek USA Inc. FL Cad 6634
2=325, 23=1203, 29=550.
8984 Parke East Blvd. Tampa FL 37610
Date:
January 23,2020
AWARNING-VeNtydealgnpnremeeraendREAONOTESONTHISANDINCLUDEDM/iEKBEFEBANCEPAGEMIF74TJrev.1W0.V1015BEFONEUSE.
Design vclld for use only with MlTekla connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a buss system. Before use, the building designer must verity Me applicability of design parameters and properly Incorporate this design Into the overall
bulltling design. Bracing Indicated b 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 generol guidance regarding the
fobrlcallon, storage, delivery, erection and bracing of trusses antl hum systems seeANSVTPIT Quell j. Cil DSO-89 and BCSI Building Component
Safety Infonnationavalloble from Truss Rate Institute. 218 N. Lee Sheet. Suite 312, Alexandria. VA 22 14.
6904 Parka East Blvd.
Tampa. FL 3361D
Job
Truss
Truss Type
Dry
Ply
5405 DEER RUN/ CHALOU
T19220219
76482
D
Roof Special
1
1
Job Reference (optional)
unambers I russ, Inc., ron rlerce, rL
n.aau s dan If zuzu mu I eft Industries, Inc. I nu dan za 1a:u/:J1 LULU rage I
It
Scale = 1:48.8
3x4 = 3x6 = 3x4 =
=
13 2 14 3 15 4 16 17 18 5 5X6 5.00 L12
12 11 10 9 8 7
_
3x6 II 4X5 = 3X6 3x4 = 5xa = 3x6 II
7-3-4 14-4-12 21.8.0 28-8-8
]3d 7-1-A ]-3-d 7.0.8
Plate Offsets (X ))--
15:0-3-0 0-2-41 16:0-2-12 0-2-01
LOADING (pat)
SPACING- 2-0-0
CSI.
DEFL.
in
(too)
Vdefl
L/d
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1.25
TC 0.66
Vert(LL)
-0.11
9
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.45
Vert(CT)
-0.25
9-11
>999
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.89
Horz(CT)
0.04
7
n/a
r✓a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Wind(LL)
0.14
9
>999
240
Weight: 153 lb FT=20%
LUMBER- I BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural woad sheathing directly applied or 4-3-1 oc puffins,
BOT CHORD 2x4SP M 30 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-8-0 oc bracing.
WEBS 1Row at midpt 1-11
REACTIONS. (lb/size) 12=1279/Mechanical, 7=1279/Mechanical
Max Harz 12= -156(LC 12)
Max Uplift 12=-575(LC 12), 7=-550(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-12=-1212044, 1-2=-1905/1060, 2-4=-2492/1411, 4-5=-1859/1112, 5-6=-2084/1103,
6-7=-1207/727
BOT CHORD 9-11=-870/1905, 8-9=1221/2492, 7-8=-198/289
WEBS 1-11=-1173/2111, 2-11=-843/603, 2-9=-408/665, 4-8= 720/358, 5-8— 51/400,
6-8=-737/1565
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=16ft; B=4511; L=29h; eave=4H; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 21-8-0, Extedor(2)
21-8-0 to 24-8-0, Interior(1) 24-8-0 to 28-6-12 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 DO bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer. to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except at=lb)
12=575, 7=550.
Walter P. Finn PE No.22839
Mil USA, Inc. FL Cad 6634
69a4 Parke East Blvd. Tampa FL 33610
Data:
January 23,2020
,&WARNING-Va4y✓eslSR psmmeferaand READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGEMU-74AIrev. iBNMIS BEFORE USE.
Design valid for use only with MITek& connectors, fits design Is based only upon parameters shown, and Is for an Individual bulltling component, not
��
a truss system. Before use. the building designer must verify the appllcabllity of tleslgn parameters and properly Incorporate this all Into the overall
building tleslgn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Atldltlonal temporary and permanent bracing
MiTek'
B always required for stablllty and to prevent collapse with possible personal Injury and prapedy damage, For aeneral guidance regarding the
fabrication, storage: dellvery, erection and brocing of trusses and trusssystems, seeAN8UR11 OuaINV CMnla, DSB49 and BCSI Bu6ding Component
fi904 Parke East Blvd.
690
Safely Informationaaallable from Truss Plate Institute, 218 N. Lee Street Sulte 312, Alexantlrla, VA 223914.
e
Tampa, FL 33610
Job
Truss
Truss Type
Ply
5405 DEER RUN/ CHALOU
T19220220
76482
D1
Hip
�Qly
1
1
Job Reference (optional)
Gnarmers I foss, Inc., ran mares, 1-1-
aaou s aan o zeta run art muasmes, u,c. r nu eau cu
1
00 12
4x8 =
3x4 '- 2
3x4 = 3x6 = 3x4 =
16 3 17 4 518 19
4x5 =
6
Seale=1:49.5
Ira
15 14 13 12 11 10 9
3x6 II 4x4 = 3x6 = 3x8 = 51 =
31 = 3x4 =
LOADING (psQ
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Mor YES
Code FBC2017/iP12014
CS'.
TC 0.52
BC 0.48
WB 0.98
Matdx-MS
DEFL in (lot) Udell Ud
Ved(LL) -0.15 9-10 >999 360
Vert(CT) -0.33 9-10 >999 240
Hom(CT) 0.05 9 1 1
Wind(LL) 0.11 10-11 >999 240
PLATES GRIP
MT20 244/190
Weight: 17316 FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or4-11-11 oc pudins,
BOT CHORD 2x4SP M 30
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or7-4-11 oc bracing.
WEBS
1 Row at midpt 2-13
REACTIONS. (lb/size) 15=1279/Mechanical, 9=1279/Mechanical
Max 115=-181(LC 12)
Max Uplift 15=-579(LC 12), 9=-546(LC 12)
FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-260/147, 2-3=-1536/920, 3-5=-2014/1214, 56=-1743/1094, 6-7= 1938/1112,
7-8=-274/162, 1-15=-1250f7O3
BOT CHORD 13-14=0/281, 11-13= 669/1536; 10-11=-963/2014, 9-10= 985/1734
WEBS 2-14— 1131/771, 2-13=-927/1600,3-13=-817/590, 5-1 1=-251/257,5-10=436/192,
6-10=-132/421, 1-14=.695/1197, 7-9=-1810/1103, 3-11=-378/596
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0ps1; h=16N; B=45ft; L=29ft; eave=4f ; Cat.
II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-1-12 to 5-2-15, Intedor(1) 5-2-15 to 19-8-0, Extedor(2)
19-8-0 to 24-1-9, Intedor(1) 24-1-9 to 28-6-12 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 pending.
4) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent 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 366 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except (jt=lb)
15=579, 9=546.
Walter P. Finn PE NoIN39
WITek USA Inc. FL Cart 6034
6904 Parke East Blvd. Tampa FL 33610
Dale:
,January23,2020
Q WARNING- Verily Ceslgnperemetersand READ NOTES ON THISANU INCLUDED MITEKREFERANCEPAGEMI-747a rev. laN1aols BEFORE USE
Design valid for use only with MneW 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 appllcobliify of design parameters and properly Incorporate this design Into the overall
bulideng design. Bracing Indicated is to buckling Individual true web and/or chord members only. Additional temporary and permanent bracing
Welk'
prevent of
is alwoys required for stability end to prevent collapse with possible personal lnlury and property damage. For general guidance tegording the
fabrication, storage, calvary, erection and bracing of trusses cnd truss systems, S00ANSU1p11 Quall8lsy. Cdi DSB49 and BCSI BuldND Component
East B
6904 Parka East Blvd.
Safstp mformationovollobie from Truss Rate Institute. 218 N. Lee Sheet. Suite 372. Alexondao, VA 22314.33610
Tempe, FL
Job
Truss
Truss Type
OIy
Ply
5405 DEER RUW CHALOU
T19220221
76482
D2
Hip
1
1
Job Reference (optional)
UnamDers I russ, Inc., ran Fierce, rL
6.u3u s Jan B 2u2V MI I ex Industries. Inc. I nu Jan 2313:07:35 2o2D
r
&00 F12 4.8 =
2
3x4
2x3 II 4x8 =
14 15 3 16 17 18 4
Scale = 1:49.3
13 12 11 10 9 8 7
3x6 II 3x4 = 3x10 3x6 — 31 = 5x6 = 3x6 II
3.0.0 10.4.0 17-8-0 23-0-3 28-8-8
].e-n s.e.a
Plate Offsets (X,Y)--
[2:0-5-8,0-2-01. [4:0-5-4,0-2-01
LOADING (Pat)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.46
Vert(LL)
-0.06
9-11
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.36
Ved(CT)
-0.17
9-11
>999
240
BCLL 0.0
Rep Stress lncr YES
WEI 0.64
Hors(CT)
0.04
7
n/a
n1a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL)
0.08
9-11
>999
240
Weight:. 1721b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4SP M 30 TOP CHORD
BOTCHORD 2x4SP M30
WEBS 2x4SP No.3 BOTCHORD
WEBS
REACTIONS. (lb/size) 13=1279/Mechanical, 7=1279/Mechanical
Max Ho¢ 13= 181(LC 12)
Max Uplift 13=579(LC 12), 7=-546(LC 12)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-738/465, 2-3=-1618/1045, 3-4=-1618/1045, 4-5=-1815/1075, 5-6=-2057/1129,
1-13=-1268r/96, 6-7=-1217/710
BOTCHORD 11-12=-174/637, 9-11= 773/1611, 8-9— 978/1834
WEBS 2-12= 811/584, 2-11=-718/1235, 3-11=593/465, 4-9=-88/358, 5-9= 311/240,
1-12=-669/1136, 6.8=-899/1674
Structural wood sheathing directly applied or 4-10-12 oc pudins,
except end verticals.
Rigid ceiling directly applied or 7-5-7 oc bracing.
1 Row at midpt 2-11, 4-11
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vull60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16N; B=45N; L=29ft; eave=4ft; Cat.
11; ExpC; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 7-2-15, Interior(1) 7-2-15 to 17-8-0, Exte ior(2)
17-8-0 to 21-10-15, Intenor(1) 21-10-15 to 28-6-12 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 pending.
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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb)
13=579, 7=546.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cod 6634
6904 Parke East Blvd Tampa FL 33610
Date:
January 23,2020
Q WARNING- Verlry Ceslgnparamefers and HEAD NOTES ON TNISANDINCLUDED MREKBEFEFANCEPAGEMIl rev. 16032015BEFORE USE.
Design valid for use only with MaeM connectors. this deslgn Is based only upon parameters shown, and Is for an Individual building component not
a rose system. Before use, the building all must verify the oppllcebllity, of design parameters and properly Incorporate this design Into the overall
building deslgn. Bracing Indicated is to prevent buckling of Intllvldual truss web and/or chord members only.. Additlonol temporary and permanent bracing
WOW
Is always recalled for stability and to prevent collapse wlm possible personal Injury and property dcmage. For general guldens regartling the
fabrication, storage, delNery, erection antl bracing of trusses and russ systems, seeANSVTF IT GualJ Criteria, DSB49 and SCSI Building Component
69N Parke East Blvd,
Safety InfannoSoncvalloble from Truss Plate Irritate. 218 N. Ise Sheet Suite 312, Alexandria, VA 22 14.
Tampa, FL 33610
Job
Truss
Truss Type I .
Cry Ply
5405 DEER RUN/ CHALOU
T79220222
76482
D3
ROOF SPECIAL
1 1
Job Reference (optional)
unamoers Iuss, Inc., ton rnerce, rL
a.JJU a Jan L,ZUZU Nu IeK
Inc. I nu Jarl ZJ 1 J:U1:J/ ZUZU
Scale =1:72.6
5.00 12 5x8 = 3x4 II 5x8 =
5 27 28 6 29 30 7
3x5 =
3x4 II axis = 3x6 = 4x4 = 48 = 3x4 = 3x6 = 3x4 = 45 -
SS14 10l 1S0.n 9n4-0 95-R-n 3,,.q 40-79
5.5-14
4-10-2
4-8-0
P5.
0
15-4O
17.7.3
r7-4O
Plate Offsets (X,Y)--
f5:0-5-12,0-2-81.
I7:0-5-12,0-2-81. f10:0-3-4,0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL
in (too)
Wall
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.63
Vert(LL)
-0.09 12-14
>999
360
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC
0.43
Vert(CT)
-0.2512-14
>999
240
BCLL 0.0 '
Rep Stress Incr YES
WB
0.82
Horz(CT)
0.03 24
n1a
Fire
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL)
0.11 12-14
>999
240
Weight:. 2361b
FT=20%
LUMBER-
BRACING -
TOP CHORD
2x4 SP M 30
TOP CHORD
BOT CHORD
2x4 SP M 30
WEBS
2x4 SP No.3 *Except*
BOT CHORD
10-11: 2x4 SP M 30, 4-18:2x6 SP No.2
WEBS
OTHERS
2x8 SP 240OF 2.0E
REACTIONS.
(Ib/size) 1=11710-8-0,18=2281/0-8-0,24=1188/0-7-4
Max Horz 1=177(LC 11)
Max Uplift 1=-174(LC 12), 18=-130l(LC 12), 24=505(LC 12)
Max Gmv 1=184(LC 21), 18=2281(LC.1), 24=1189(LC 22)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=0/433, 2-4=-646/912,4-5=-531/250, 5-6=-1081/689, 6-7=-1081/689,7-8=-1574/837,
8-9=-2089/1093,11-20=-561/1123,10-20=-561/1123
BOT CHORD 1-19=-487/0, 18-19=-487/0, 16-18=-784/638, 15-16=-96/417, 14-15=-667/1370,
12-14=-1116/2120,11-12=669/1254
WEBS 2-19- 369/231, 4-18=-1909/1223, 5-16=-968/677, 5-15=-664/1080, 6-15- 415/312,
7-15=-464/300,7-14=-145/523,8-14=-820/487,8-12= 672/471, 9-12=-59211165,
4-16=-939/1600,2-18=-651/921,9-11=-1519/817,10-24=-1474r`781
Structural wood sheathing directly applied or 4-2-6 cc purfins,
except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
1 Row at midpt 8-14
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mDh; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=41ft; eave=5ft; CaL
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 4-0-12, Interior(1) 4-0-12 to 15-0-0, Exterfor(2) 15-0-0
to 19-0-11, Interior(l) 19-0-11 to 25-8-0, Exlefior(2) 25-8-0 to 29-8-12, Interior(1) 29-8-12 to 39-10-3 zone; porch left exposed;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 Dandling.
4) This truss has been designed for a 10.0 lost bottom chord live load nonconcunent with any other live loads.
5) `This truss has been designed for alive load of20.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) 24 considers parallel to grain value using ANSVfPI 1 angle to grain formula. Building designer should verity
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=lb)
1=174, 18=1301, 24=505.
Walter P. Finn PE No.22839
M1Tek USA Inc. FL Ced 6034
6934 Parke East Blvd. Tampa FL 33810
Date:
January 23,2020
O WARNING -Verllydeslgn Peremen..dREAD NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEaf/F)4)3ree ldAY20159EFOREUSE
Design valid for use only with Mliek® connectors. This design Is based only upon parameters shown. and Is for on Individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate thls 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/dillinpil Quality Criteria. DSB-89 and SCSI Building Component
69M Parke East Blvd.
Safety Infannatbmvallable from Traw Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandra, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type ,
Oty
Ply
5405 DEER RUN/ CHALOU
T19220223
76482
D4
ROOF SPECIAL
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Plerce, FL
8.330 a Jan 8 2V20 Not I ex
me. I nu Jan 23 13:U7:38 2u20 rage 1
2
d 1
5.00 F12 5x6 = Sire =
7 30 31 B 32
4xB G 451- 4x5 --
3x6 i 629 9 5x6=
4 5 10
3x4
3
28
9 8 p \
ffe to 5x12 = 18 33 17 5xS =
22 21 20 4x8 = 3x4 = 15 14
3x5 = 3x4 11 Gx10 = 3.4 II 3x4 11 4xIO =
Scale = 1:75.6
6xB =
5xIO =
3x4 = 12
us
n'
27
1& �b
13
5x6 =
LOADING (pal
SPACING-
2-0-0
CSI.
DEFL.
in (too) Well Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.52
Vert(LL)
-0.13 13-14 >999 360
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.47
Vert(CT)
-0.28 13-14 >999 240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.88
Horz(CT)
0.07 27 nta n/a
BCDL 10.0
Code FBC2017/T
PI2014
Matrix-MS
Wind(ILL)
0.11 16 >999 240
Weight: 2581b
FT=20%
LUMBER-
BRACING.
TOP CHORD 2x4SP M 30
TOP CHORD
Structural wood sheathing directly applied or 5-0-12
oc puffins,
BOT CHORD 2x4 SP M 30'Except'
except end verticals.
6-20,9-15: 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 6-0-0 do bracing.
WEBS 2x4 SP No.3'Except'
WEBS
1Row at midpt 8-18
12-13: 2x4 SP M 30. 5-21; 2x6 SP No.2
OTHERS 2x8 SP 240OF 2.0E
REACTIONS. (lb/size) 2=141/0-8-0, 21=2376/0-8-0, 27=1162/0-7-4
Max Horz 2=258(LC 12)
Max Uplift 2=-241(LC 12), 21=-1341(LC 12), 27=-496(LC 12)
Max Gray 2=235(LC 21). 21=2376(LC 1), 27=1162(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces250 (lb) or less except when shown.
TOP CHORD 2-3=-120/631, 3-5=-780/1113, 5-6=-283/346, 6-7=-767/416, 7-8=-651/440,
8-9=-1442/817,9-10=-2093/1123,10-11=-1823/938,13-23=537/1066,12-23=-537/1066
BOT CHORD 2-22=-652/0, 21-22=-652/0, 6-19= 1434/938, 18-19= 292/336, 17-18=-614/1272,
16-17=-1015/1911, 9-16_ 256/595,13-14=-636/1153
WEBS 3-22=539/232, 5-21=-1539/910, 19-21=-1055/737, 5-19=-684/1204, 6-18=-752/1259,
8-18=-913/550,8-17=,3351786,9-17=-894/555,14-16=-939/1869,10-14=-1050/625,
11-14=-407/930, 11-13=-14031794,3-21=-650/846,12-27=1226/647
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=161t; B=45tt; L=41 it; eave=5h; Cat.
U: Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-8-12, Intedor(1) 2-8-12 to 17-0-0, Exterior(2) 17-0-0
to 21-0-11, Interior(1) 21-0-11 to 23-8-0, Exterior(2) 23.8-0 to 27-8-11, Interior(1) 27-8-11 to 39-10-3 zone; porch left exposed for
members and forces & MW FRS for reactions shown; Lumber D01=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.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 .onembers, with BCDL= 10.Opsf.
6) Bearing at joint(s) 27 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 100 lb uplift at joint(s) except (jt=lb)
2=241, 21=1341, 27=496.
Walter P. Finn PE No12639
MTek USA, Inc. FL Ced6634
6904 Parke East Blvd. Tampa FL 33610
Data:
January 23,2020
Q WARNING -Verity deslgnparemefers end READ NOTES ON MIS AND INCLUDED MmEKREFERANCEPAGEM67477rev. 1011=15BEFOREUSE.
Design valid for use only with Mil connectors. This design Is based only upon parameters shown, and a for an Indlvldual bulltling component. not
��
a hum 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 Indlvldual 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 guldoncesegarding the
fabrication, storage, delivery, erection and bracing of trusses and miss systems, seeANSVWII Quality CMulo, DS549 and DOI Building Component
6904 Parke East Shrill.Safety
mformatbsgvollobie from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22914,
Tampa. FL 33610
Job
Truss
Truss Type ' I
City
Ply
1415 DEER RUN/ CHALOU
T79220224
76482
05
ROOF SPECIAL
1
1
Job Reference (optional)
unamoers i russ, inc., Ton Tierce, rL
e.eeu s aan a cum run en muwmes, nm. um een cu ,u.ur.wu cum
Scale=1:75.0
7x81JIT18HS=
5.co FIT 5x6 =
7 8
28
N
23 22 21 30 = 3x6 = 15 14 13 12
3x5 = 3x4 II 6x10 = 3x4 II 30 = 3x4 II Sx8 = 3x4 II
LOADING (psQ SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 15.0 Lumber DOL 1.25
BCLL 0.0 ' Rep Stress Incr YES
BCDL 10.0 Code FBC2017/TPI2014
CS1.
TC 0.76
BC 0.89
W B 0.77
Matrix -MS
DEFL
Ven(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (Joe) Wall L/d
-0.35 16-17 >919 360
-0.88 16-17 >411 240
0.11 28 n/a n/a
0.4416-17 >810 240
PLATES
MT20
MT18HS
Weight: 260 lb
GRIP
244/190
244/190
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-4-9 oc puriins,
BOT CHORD 2x4 SP M 30 *Except'
except end verticals.
6-21:2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 5-7-0 oc bracing.
WEBS 2x4 SP No.3 *Except*
WEBS
1 Row at midpt 9-17
11-12: 2x4 SP M 30, 4-22: 2x6 SP No.2
OTHERS 2x8 SP 240OF 2.0E
REACTIONS. (Ib/size) 2=621/0-e-0, 22=1742/0-8-0, 28=1345/0-7-4
Max Horz 2=303(LC 12)
Max Uplift 2=-442(LC 12), 22=-1061(LC 12), 28=-567(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-8351707, 3-4=-587/235, 4-6=-1086/449, 6-7=-1640/912, 7-8=-1441/912,
B-9=-1627/874,9-10=-2613/1386,10-11=-1326/692
BOT CHORD 2-23=-8181733, 22-23=-818/733, 6-20=-954/724, 19-20=-390/893, 17-19=-696/1397,
16-17=1409/2647
WEBS 3-23=-334/223, 4-22=-1456/822, 20-22— 178/337, 4-20=-656/1157, 6-19=422J688,
8-17=-95/437,9-17=-1409A95,10-16=-828/1569,9-16=-467/356,13-16— 687/1314,
10-13=-12841769,11-13=-851/1638,3-22=-640/838,11-28=-13781725
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL--3.Opsf; h=168; B=45ft; L=41ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and CC Extedor(2) -1-4-0 to 2-8-12, Intenor(1) 2-8-12 to 19-0-0, Exterior(2) 19-0-0
to 25-8-11. Interior(l) 25-8-11 to 39-10-3 zone; porch left exposed;C-C for members and tomes 8 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 Indleated.
5) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL= 10.0psf.
7) Bearing at joint(s) 28 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b)
2=442, 22=1061, 28=567.
Walter P. Rnn PE No12839
MTek USA, Inc. FL Cad 6634
6904 Parke Fast Blvd. Tampa FL 33610
Data:
,January 23,2020
Job
Truss
Truss Type r
Oty
Ply
5405 DEER RUN/ CHALOU
T19220225
76482
D6
ROOFSPECIAL
i
1
Job Relevance (optional)
unamoers I Was. Inc., ron reveal, rr-
o..1Ju s Jan a Zuzu MI I ae moLLSmes, Inc. I nu Jafl Zs IJ:u,:4z zuzu
Scale =1:75.0
5.00 12
axis =
Bra =
6 7
21 20 19 14 13 12
3x5 = 600 = Axis =
LOADING (psQ
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TPI2014
CSI.
TC 0.93
BC 0.65
WB 0.97
Matdx-MS
DEFL.
vert(LL)
Vert(CT)
Hom(CT)
Wind(LL)
in (roc) Udell L/d
-0.17 15-16 >999 360
-0.41 15-16 >868 240
0.13 26 Na rJa
0.22 15-16. >999 240
PLATES GRIP
MT20 244/190
Weight: .270111 FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or4-10-10 oc puffins,
BOT CHORb 2x4 SP M 30 *Except*
except end verticals.
5-19,9-14: 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 *Except*
WEBS
1 Row at Ill 9-16
4-20: 2x6 SP No.2
OTHERS 2x8 SP 240OF 2.0E
REACTIONS. (lb/size) 2=189/0-8-0, 20=2311/0-8-0, 26=1179/0-7-4
Max Horz 2=348(LC 12)
Max Uplift 2=-229(LC 12). 20=-1342(LC 12), 26=-507(LC 12)
Max Grav 2=267(LC 21), 20=2311(LC 1), 26=1179(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3- 147/518, 3-4=-812/1000,4-5=-315/226, 5-6=-1090/579, 6-7=-913/604,
7-8=-1047/554, 8-9- 909/433,9-10=-1849/974, 10-11=-1051/543
BOT CHORD 2-21=-485/0, 20-21=-485/0, 5-18=-1443/993, 16-17=-434/913, 15-16=-100B/1905,
9-15=-264/240
WEBS 3-21=-338/230,4-20- 1536/889,18-20=-910/650,4-18=-726/1243, 5-17=-713/1218,
7-16= 85/271,9-16=-1184/697,13-15=-512/1005,10-15=-529/983,10-13=-993/622,
11-13=-677/1320, 3-20=-663/858,11-26_ 1196/625
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psft BCDL=3.Opsf; h=16ft; B=45ft; L=41ft; eave=5ft; Cat.
It: Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 2-8-12, Interior(1) 2-8-12 to 19-8-8, Extedor(2) 19-8-8
to 25-0-3, Interior(1) 25-0-3 to 39-10-3 zone; porch left exposed;C-C for members and fames & MW FRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All plates are 3x4 MT20 unless otherwise indicated.
5) This Imss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 26 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb)
2=229, 20=1342. 26=507.
Walter P. Finn PE NoIU39
MTek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
January 23,2020
Q WARNING- Verily design par amefreend BEAD NOTES ON MIS AND INCLUDED MAEK REFERANCE PAGE 100-7473 rev. iN0.241115 BEFORE USE.
Design valid for use only with MRek6 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
bullding design. Bracing Indicated is to prevent buckling of lndlvldual truss web and/or chord members only. Addlflonol temporary and permanent bracing
MiTeW
Is always recurred for stability and to prevent collapse with poll personal Injury and property damage. For general guldonce regarding the
recreation, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII GualB C09do, DSB-89 and BCSI Balding Component
6904 PaAce East Blvd.
Safety Infammlbmvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. NexantlAa. VA 22 14.
Tampa, FL 33610
Job
Truss
Truss Type I v
Oly
Ply
5405 DEER RUN/ CHALOU
T19220226
76482
D7
ROOF SPECIAL
1
1
Job Reference (optional)
cnamoers I rasa, me., ron rrerce, rL
o.JJus Jan o 4u<u ml r eK mousmes, Inc. r moan Zd r J:UrVvzum
5.00 52 5xB = 4x6 =
5x6 =
B
axis =
KIM
23 22 21 3x5 = axis = 15 14 "` 13
3x5 = 6x10 = 4xB =
Scale=1:76.3
LOADING (psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 15.0 Lumber DOL 1.25
BCLL 0.0 ' Rep Stress Incr YES
BCDL 10.0 Code FBC2017/rP12014
Cat. DEFL. in
TC 0.78 Ved(LL) -0.08
BC 0.51 Ved(CT) -0.17
WB 0.91 Horz(CT) 0.13
Matdx-MS Wind(LL) 0.11
(too) Wall Ud
15 >999 350
15 >999 240
28 n/a Was
15 >999 240
PLATES GRIP
MT20 244/190
Weight: 2891b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
Structural wood sheathing directly applied or 5-9-12 oc puffins,
BOT CHORD 2x4 SP M 30 *Except'
except end verticals.
5-21,10-15: 2x4 SP No.3 BOT CHORD
Rigid ceiling directly applied or 6-M oc bracing.
WEBS 2x4 SP No.3 *Except*
4-22: 2x6 SP No.2
OTHERS 2x8 SP 240OF 2.0E
REACTIONS. (lb/size) 2=145/0-8-0, 22=2371/0-8-0, 28=1164/0-7-4
Max Horz 2=393(LC 12)
Max Uplift 2=-212(LC 12), 22=-1356(LC 12), 28=-51 O(LC 12)
Max Gray 2=207(LC 21), 22=2371(1-C 1), 28=1164(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-207/652, 34=887/1106, 4-5=-363/334, 5-6=-832/403, 6-7=959/584,
7-8=-948/579, 8-9= 1077/606, 9-10=-1469/792,.10-11=-1472796, 11-12=-913/485
BOT CHORD 2-23=-622/0, 22-23=-622/0, 5-20=-1428/965, 19-20=-271/252, 18-19=-387/717,
17-18=-792/1466,16-17=-792/1469,10-16=-314/238
WEBS 3-23=-339/231, 4-22=-1565/951, 20-22=-1026/679, 4-20= 737/1217, 5-19=-750/1248,
6-19=-670/490, 8-18— 112/309, 9-18=-894/512, 14-16=-452/809, 11-16=-407/740,
11-14— 959/626,12-14=-656/1239,3-22=-654/850, 6-18=-345/567,12-28= 1174/625
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=41ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-12, Interior(1) 2.8-12 to 17-8-8, Exterior(2) 17-8-8
to 19-8-8, Intedor(1) 19-8-8 to 21-0-0, Extedor(2) 21-4-0 to 25-3-3, Interior(1) 25-3-3 to 39-103 zone; porch left exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber D0L--1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All plates are 3x4 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL= IO.Opsf.
7) Bearing at joints) 28 considers parallel to grain value using ANSNTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb)
Walter P. Finn PE Na22839
2=212, 22=1356. 28=510.
MTekUSA, Inc. FL Cod 6834
6904 Parke East Blvd. Tampa FL 33610
Date;
January 23,2020
,&WARNING-Veroydealg0 paremerereand READ NOTES ON MIS AND INCLUDED MmEKREFERANCEPAGEM6747are,, 14m.3(T015 BEFORE USE.
Design valid for use only with MRekaD connectors. This design Is based only upon parameters shown, and is for an Incy dual building component, not
��-
a buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this tleslgn Into the overall
bulltling design,. Bracing Indicated is to buckling Individual truss web members Addlllonal temporary and bracing
Welk'
prevent of and/or chord only.. permanent
Is always real for stablilty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me
69N Parka East Blvd.
fabrication. storage, delivery, erection and bracing of trusses and trusssystems seeANSVrPII GuolXv Criteria. D36-09 and SCSI Building Component
Tampa, FL 33610
w Safety Informatlanallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexcntl4a, VA 22 14.
Job
Truss
Thus Type Io
Oty
Ply
6405 DEER RUN/CHALOU
T79220227
76482
E
COMMON
3
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
1-4-0 6-9-11 3-1-5
4x5 II
S 4
daau Buren n2u[u Mue[mausmes,mc. mudan a ro:ur:5ozu,u reyn i
47_HtL5DEsTviBoy9Neu-_81 LxSO6i7XVfSjK6N7PquNshdRgBjd3Trh5SAmT5y
19.10.0 , 21-2-0 ,
Scale = 1:36.1
�d
4x4 = axe = 3x8 = 4x4 =
LOADING (psp
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-"
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TPI2014
CS'.
TO 0.61
BC 0.69
WB 0.53
Matti
DEFL in
Vert(LL) 0.50
Vert(CT) -0.33
Holz(CT) -0.03
(loc) Vdefl Ud
8-10 >481 240
a-12 >731 240
6 Na rVa
PLATES GRIP
MT20 2441190
Weight: 84 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 5-3-11 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 4-3-5 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=98610-8-0, 6=986/0-8-0
Max Form 2=-148(LC 10)
Max Uplift 2=-877(LC 12), 6_ 877(LC 12)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3— 1613/2256,3-4=-1266/2042,4-5=-1266f2042,5-6=-1613/2256
BOT CHORD 2-8=-1971/1443, 6-8=-2001/1443
WEBS 4-8_ 1547/843, 5-8=459/538, 3-8=-459/538
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.OpsY h=16ft; B=45ft; L=24ft; save=oft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 1-8-0. Interior(1) 1-8-0 to 9-11-0, Extedor(2) 9-11-0 to
13-1-13, Interior(1) 13-1-13 to 21-2-0 zone; porch left and right exposed;C-C for members and forces R MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
2=877, 6=877.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634
69U Parke East Blvd. Tampa FL 33618
Data:
January 23,2020
Q WARNING - Vanity dealgn Parameters and READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEMIF7473rev. 14=015BEFONE USE
Design valid for use only with MnekO connectors. fib 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 appllcablllty 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
fobricall storage, delivery, erection and bracing of trusses and truss systemB seeANSVTPII CYollly Criteria, DS349 and SCSI Building Component
6904 Parke East Blvd.
Safety mfomrallonavoeable from Thus Rafe Institute. 218 N. We Sheet. Suite 312, Alexotdrio, VA 22314.
Tampa, FL 33610
Job
Truss
Thus Type r
Oty
Ply
5405 DEER RUN/CHALOU
T79220228
76482
G
Hip
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
3x4 =
8.330 s Jan 6 2020 MiTek Industries, Inc. Thu Jan 2313:07:46 2020 Page 1
ID:vaj2iCyl7_HIL5DEsTviBoy9Neu-SKbjeoPkStfMGclWg4WeN5v4Z1 rzwHICiM0e4czsT5x
7A
4x5 =
2M
7-8-0
Scale =1:24.6
l�
Plate Offsets 04Y)—
12:0-2-0Edael 15:0-1-8 0-2-111
LOADING (psf)
SPACING- 2-"
CSI.
DEFL.
in
(too)
Well
I
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.41
Vert(LL)
-0.08
6-13
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.37
Vert(CT)
-0.18
6-13
>896
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.12
HoR(CT)
0.01
5
1
n/a
BCDL 10.0
Code FBC2017/IPI2014
Matdx-MS
Wind(LL)
0.09
6-13
>999
240
Weight: 53lb FT=20%
LUMBER -
TOP CHORD
2x4 SP M 30
BOTCHORD
2x4SPM30
WEBS
2x4 SP No.3
SLIDER
Right 2x4 Ste No.3 -H 2-6.0
REACTIONS. (Ib/size) 5=614/Mechanical, 2=717/0-8-0
Max Hom 2=105(LC 11)
Max Uplift 5=-267(LC 12). 2=376(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-945/572, 3-5=-876/611
BOT CHORD 2-6=-447/796, 5-6=-447n96
WEBS 3-6=41/313
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124nr TCDL=4.2psf; BCDL=3.Opsh h=16ft; B=45ft; L=24ft; eave=4ff; Cat.
II; Exp C;, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Inte ior(1) 1-8-0 to 7-4-0. Extedor(2) 74-0 to
11-6-15, Interior(1) 11-6-15 to 13-9-0 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ot=1b)
5=267, 2=376.
Walter P. Ron PE NoIN39
NTek USA, Inc. FL Cent 6634
6904 Padre East BNd.Tampa FL 33610
Date:
January 23,2020
Q WARNING. Verify design parametersand READ NOTES ON THMAND INCLUDED AUTSKBEFEBANCEPAGEM1474r3 rev. faM2015BEFOHEUSE
Design valid for use only with MITeW connectors. This design Is based only upon parameters shown, and is for an IndIvIducl bulltling component, not
��-
a truss system. Before use, the building designer must verily the appllccbllny of design parameters and proper y Incorporate this design Into the overall
bulltling 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 antl property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and from systems, seeANSVTPII Cuo[My Cmoda, DSB49. and BCSI Building Component
69N Parke East Blvd.Safety
mbrro fonnatvallable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Alexondrin VA 22314,
Tampa, FL 33610
Job
Thus
Truss Type r
0ty
Ply
5405 DEER RUN/ CHALOU
T79220229
76482
G1
Common
2
1
Job Reference (optional)
Chambers Truss, Inc., Fon Pierce, FL
3x4 =
8.330 a Jan 8 2020 MiTek Industries, Inc. Thu Jan 23 13:07:47 2D20 Page 1
IO:vaj2iCyl7 HtL5DEsTvIBoy9Neu-wW95M70MDBnOumsiEoltvJSFKRBBfk%MxOAB%3uT5w
elks =
2x3 II
Scale: 1/2'=1'
3x6 II
LOADING (Dal
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress their YES
Code FBC20177FPI2014
CSI.
TC 0.41
BC 0.37
WB 0.12
Matrix -MS
DEFL. in
Ve all-0.08
Ved(CT) -0.18
Horz(CT) 0.01
Wind(LL) 0.09
(too) Wait Ud
6-13 >999 360
6-13 >900 240
5 n1a n1a
6-13 >999 240
PLATES GRIP
MT20 244/190
Weight: 53 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 6-M cc pudlns.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
WEBS 2x4 SP No.3
SLIDER Right 2x4 SP No.3 -H 2-6-0
REACTIONS. (lb/size) 5=614/Mechanical, 2=717/0-8-0
Max Hoa 2=108(LC 11)
Max Uplift 5=-267(LC 12), 2=-376(LC 12)
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-933/539, 3-5=-863/573
BOT CHORD 2-6=407/781, 5-6=-407/781
WEBS 3-6=-39/316
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=3.Opsf; h=16ft; B=451t; L=2411; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 1-8-0, Intedor(1) 1-8-0 to 74-0, Exterior(2) 74-0 to
104-0, Interior(1) 104-0 to 13-9-0 zone;C-C for members and forces BMWFRS 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.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
5=267, 2=376.
Walter P. Finn PE No.22639
MiTek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610.
Date:
January 23,2020
O WARNING -Verily deslgnpammetersand HEAD NOTES ON TNISANDINCLUDED MREKREFERANCEPAGEMIF7473 rev. IDN12015 BEFORE USE.
Design valid for use only with MI of Q) connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not
��-
a truss system. Before use, the building designer must verify the appllcablilly of design parameters and prapetly Incorporate this design Into Me overall
building design. Bracing Indicated nto buckling of lndlvlduoltrss web and/or chord members only.. Additional temporary and permanent bracing
MiTek'
prevent
6 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me
fabrication, storage. delivery. erection and bracing of trusses and trusssystems, seeANSVIP1t Qually Cdbda, DSB49 and BCSI Building Component
6904 Parke East Bind.
Safety mfamralbrxsvailoble from Truss Plate Institute. 218 N. Lee Sheet. Srlle 312 Alexandria, VA 22374.
Tampa, FL 33610
Job
Truss
Truss Type r
any
Ply
5405 DEER RUN/CHALOU
T19220230
76482
GEE
GABLE
1
1
Job Reference (optional)
Chambers Truss, Inc., Fart Pierce, FL
8.330 s Jan 8 2020 MiTek Industries, Inc. Thu Jan 23 13:07:48 2020
4x4 =
Scale = 1:36.1
' Ig
3x4 - 18 17 16 15 14 13 12 3x4 =
5x6 =
Plate Offsets (X,Y)—
f2:0-2-0,Edgel. (10:0-2-0,Edgel.116:0-3-0,0-3-01
LOADING (psQ
SPACING- 2-M
CSI.
DEFL.
in
(too)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.12
V6rt(LL)
0.00
10
n/r
120
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.06
Vert(CT)
0.00
11
n/r
90
BCLL 0.0
Rep Stress Incr YES
W B 0.09
Horz(CT)
0.00
10
rJa
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-S
Weight: 921b 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.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 19-10-0.
(I e) - Max Harz 2=-148(LC 10)
Max Uplift All uplift 100 lb or less atjoint(s) 17.13 except 2>784(LC 12), 16=-103(LC 12), 18=-153(LC 12).
14— 1D4(LC 12), 10=-183(LC 12),12=-153(LC 12)
Max Gmv All reactions 250 to or less at joints) 15, 16, 17, 14, 13 except 2=264(LC 1), 18=334(LC 17),
10=262(LC 1), 12=334(LC 18)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 5-6— 97/277, 6-7=-97/282
WEBS 5-16=-161/286, 3-18=-249/291,7-14— 161/289, 9-12=249/291
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsl; h=16ft; B=45ft; L=24ft; eave=2ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-0 to 1-8-0, Extenor(2) 1-8-0 to 9-11-0, Comer(3) 9-11-0 to
12-11-0, Exledor(2) 12-11-0 to 21-2-0 zone; porch left and tight exposed;C-C for members and forces& MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designates perANSVTPI 1.
4) All plates are 2x3 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord beating.
6) Gable studs spaced at 2-M Co.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcumam with any other live loads.
8) • This truss has beendesigned for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom Chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift. at joint(s) 17, 13 except
(jt=11b) 2=184, 16=103, 18=153, 14=104, 10=183, 12=153.
Walter P. Finn PE N012839
INTO USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610.
Data:
January23,2020
Q WARNING- Verlrydaslgn peremetersand READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGERIF7479rev. 10veY1015BEFOREOSE
Design valld for use only with M9ekO connectors. This design Is based only upon parameters shown, and Is for an Indlvldual bulltling component, not
a truss system. Before use, the bulltling designer must verify the oppllcoblllty, of design parameters and properly Incorporate this design Into the overall
building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general gultlonce regarding the
fabricaflon. storage, delivery, erectlon and bracing of trusses and trusssystems, seeANSUTP11 CualMv CMedo, DS949.and SCSI Building Component
Safety lnformotbnavolloble from T1uss Plate Institute, 218 N. Lee Street Sulte 31 ,, Alexantlrlo. VA P2914.
MlTek'
69N Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
5405 DEER RUN/ CHALOU
T79220231
76482
GRA
Hip Girder
1
1
Job Reference (optional)
Chambers Thus, Inc., Fort Pierce, FL
8.330 s Jan 8 2020 MiTek
Inc. Thu Jan 23 13:07:50 2020
it
4xB =
3 18
2x3 II 4x8 =
4 20 21 5
Sx6 vi
3x8 = 2x3 II 3x8 = 2x3 3xB =
3 0.0 /0.10.0 /4-8-0 I 17402-27&22 I 3-10-0 3-10 3.2-&&-44 I &1-40
Scale=1:39.6
A
�d
Plate Offsets (X Y)—
12:0-4-2,0-1-81[3:0-5-4 0-2-4] [5:0-5-4 0-2-4], [6:0-4-2 0-1-81
LOADING (psQ
SPACING- 2-0-0
CSI.
DEFL.
in
(too)
Well
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.87
Vert(LL)
-0.14
9
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.78
Ved(CT)
-0.32
9
>825
240
BCLL 0.0 '
Rep Stress lncr NO
WB 0.27
Hoa(CT)
0.10
6
1
Na
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Wind(LL)
0.20
9
>999
240
Weight: 971b 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. (Ib/si2e) 2=2017/0-8-0, 6=2017/0-8-0
Max Hoe 2=-110(LC 23)
Max Uplift 2=-1039(LC 8), 6=-1039(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-4261/2083, 3-4=-4354/2240, 4-5=-0354/2240, 5-6=-4261/2083
BOT CHORD 2-11=-1777/3852, 9-11=-1785/3883, 8-9=-1785/3883, 6-8=-1777/3852
WEBS 3-11=-169/694, 3-9=-392/699, 4-9= 583/416, 5-9— 393/699, 5-8=-169/694
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc puffins.
BOT CHORD Rigid ceiling directly applied or 5-5-2 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=16N; B=45N; L=24ft; eave=4ft; 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 pending.
4) This truss has been designed fora 10.0lost 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 1001b uplift at joints) except (jt=lb)
2=1039,6=1039.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2871b down and 339 lb up at
7-0-0, 184 lb down and 180 lb up at 9-0-12, 184 lb down and 180 Ib up at 10-10-0, and 184 It, down and 180 Ito up at 12-7-4, and
287 lb down and 339 Ib up at 14-8-0 on top chord, and 427 Its down and 201 It, up at 7-1931b down and 28 Ito up at 9-0-12, 93
Ib down and 28 lb up at 10-10-0, and 93 Ib down and 2816 up at 12-7-4, and 427 lb down and 201 lb up at 14-7-4 on bottom chord.
The design/selection of such connection device(s) is the responsibility of. others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back: (B).
LOAD CASES) Standard
1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pIQ
Vert: 1-3=-70, 3-5=-70, 5-7=-70, 12-15=-20
Concentrated Loads (lb)
Vert: 3=-202(B)5=-202(B) 11=-427(B) 9=-74(B)4=-139(B) 8=-427(B) 19=-139(B)20=-139(B) 22=-74(B) 23=-74(B)
Walter P. Finn PE No.22839
WTI USA Inc. FL Cad 6634
6004 Parke East Blvd. Tampa FL 33610
Date:
January 23,2020
,&WARNING -Verity dealgn parameters end READ NOTES ON TNISANO INCLUDED MITEKREFERANCEPAGEMII-74Tarex. rN0320f5BEFORE USE.
Deslgn valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an IndNldual building component, not
��-
a truss system. Before use, the building designer must verity the appllcablllN of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of lndNlducl truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, eredon and bracing of trusses and truss systems, seeAN41/IPII Ouol2y CModo. DSB49 and BCSI Building Component
6904 Parke East Blvd.
Safety Informationpv011Obie from Truss Plate Imitate. 218 N. Lee Street Suite 312, Nexand io, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type I I
Oty
Ply
5405 DEER RUN/CHALOU
T19220232
76482
GRA1
Half Hip Girder
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jan 8 2020 MiTek Industries, Inc. Thu Jan 23 13:07:52 2020 Page 1
ID:vaj2iCyI7_HtL5DEsTvIBoy9NeuHUy_PrUV2jPV)0g1 Ld2cM900SoiKgh54HtyCGnT5r
&9-N" T7-9-12 6-2 2f$8
.9-14 034-5
5x8 =
3x4 =
SIB
Scele=1:38.0
3x4 II
3.6 = oxa xxe— 3x4 = 3x4 = 6.8 =
2x3
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress [nor NO
Code FBC2017/rP12014
CSI.
TC 0.80
BC '0.74
WEI 0.83
Matrix -MS
DEFL. in
Vert(LL) -0.12
Vert(GT) -0.28
Horz(CT) 0.10
Wind(LL) 0.18
(roc) Well Ud
9-11 >999 360
9-11 >912 240
7 1 Na
9-11 >999 240
PLATES GRIP
MT20 244/190
Weight: 106 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 2-9-7 oc purlins,
BOT CHORD 2x4 SP M 30
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 5-2-1 oc bracing.
OTHERS 2x4 SP No.3
WEBS
1Row at midpt 5-7
REACTIONS. (lb/size) 7=2118/0-3-8, 2=1902/0-8-0
Max Hoe 2=204(LC 8)
Max Uplift 7=-1120(LC 5), 2=-982(LC 8)
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 gla) or less except when shown.
TOP CHORD 2-3=-3974/1939, 3-4=-3937/2034, 4-5=-2727/1422, 6-7=-305/231
BOT CHORD 2-1 1=-1849/3589,9-11=-1857/3620, 8-9=-2034/3937, 7-8=-1422/2727
WEBS 3-11=-165/715, 3-9= 267/477, 4-9=0/266, 4-8=-1434/725,5-8=-383/l016,
5-7=-3171/1652
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft, B=45ft; L=24ff; eave=4ft; Cal.
II; Exp C; Encl., GCpi=0.18; MW FRS (directional); 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 pal bottom chord live load nonconcurent with any other live loads.
5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb)
7=1120, 2=982.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 287 lb down and 339111 up at
7-0-0, 194 Ib down and 180 Ib up at 9-0-12, 184111 down and 180 Ib up at 11-0-12, 184 Ib down and 180 lb up at 13-0-12, 190 It,
down and 180 Its up at 14-6-12, 178 lb down and 175 Its up at 16-6-12, and 178 Ib down and 175 Ito up at 18-6-12, and 168111 down
and 174 Ib up at 20-6712 on top chord, and 427111 down and 201 lb up at 7.0-0, 93 Ib down and 28 It, up at 9-0-12, 93 go down and
28 Ib up at 11-0-12, 93 Ito down and 28Ib up at 13-0-12, 93 Ib down and 28 Ib up at 14-6-12, 72 Ib down and 24 Ib up at 16-6-12,
and 721b down and 24lb up at 18-6-12, and 801b down and 21111 up at 20-6-12 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
11 Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert: 1.3= 70, 3-6= 70, 7-12=-20
Waller P. Finn PE No22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Dale:
January 23,2020
Q WARNING -Verlrydeslgn paremetersend HEAD NOTES ON THIS AND INCLUDED MNEK NEFENANCEPAGEMP-74" rev. iNMISBEFOBEUSE
Design valid for use only with MBea connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
�'-
a truss system. Before use, me building designer must verify Me oppllcoloil y of design parameters and properly Incorporate this design Into the overall
building design. BrocIng 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 hues and muss systems, seeANSU1P11 CuetIW CMDrb. DSB-69 and BC91 Bu6d1t0 Component
e East BNtl.
6904 Parke
Safety Infonnallonavallabie from Truss Plata Institute, 218 N. Lae Street Suite 31z Alexandrio, VA 22514.
a, 336f 0
Tampa.
P
Job
Truss
Truss Type I+
Ply
5405 DEER RUN/ CHALOU
T19220232
76482
GRA1
Half Hip Girder
�Qty
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
8.330 s Jan 8 2020 MiTek Industries, Inc. Thu Jan 23 13:07:52 2020 Page 2
ID:vaj2iCyl7 HtL5DEsTviBoy9Neu.HUy_PrUV2jPV_%Igi Ld2cMg005oIKgh54HtyCGsT5r
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 3=-202(F) 11=-427(F) 8=-52(F) 5=-122(F) 15=-139(F) 16=-139(F) 17=-139(F) 20=-139(F) 21=-122(F)22— 137(F) 23=-74(F) 24=-74(F)25=-74(F) 26=-74(F)
27= 52(F) 28=-56(F)
QWARNING-Vedfydeslgnparemeferaend READ NOTES ON TNISANDWCLUDEDMfTEKREFERANCEPAGEMIP7473rev. Ifl103r101SSEFOREUSE
Design valid for use only with M9eM connectors, This design Is based only upon parameters shown, and Is for an individual bulldln9 component, not
a hum system. Before use, the building designer must verify the applicabllity, of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated b to prevent buckling of Individual hum 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
fobticalion, storage, delivery, erection and bmcing of trusses and truss systems. seeANSVrPII QUOT CMnb, DSB49 and BCSI Building Component
69" Parke East Blvd.
Safety Infoanatbrgvalloble from Truss Rate Institute, 238 N. Lee Street Suite 312. Alexandria, VA 22314.
Tampa, FL W610
Job
Truss
Truss Type II
Qty
Ply
5405 DEER RUW CHALOU
719220233
76482
GRB
Roof Special Girder
1
LOa
Job Reference (optional)
Gnambers Truss, Inc., Fort Pierce, FL d.33U s Jan d ZUZU MI Iex Inausraes, Inc. Inu Jan 23 TJ:U/:b/ ZUZU Pager
ID:vaj2iCyl7_HtL5DEsTviBoy9Neu-eRmtSYYetF1 o5lddpuDDJQsz7TVY/3JgEZbjuTuT5m
I .0 1-4 16.1-15 201021 -86-.22 41%1-10
32 3645114 2 44
4x6 = 2x3 II 3x4 =
1 20 212 22 3 23 24
3
3x8 = 3.6 = 2.3 11
254 26 527 286 29 30 31
Scale=1:52.5
3x8 = 2x3 II 4x6 =
7 32 33 348 35 36 9
]d
3x4 11 .o like = Yc .� 3xS = 06 =Y, 2x3 11 .,, '4x12 = Y �= 3x6 II
LOADING (pso
SPACING-
2-0-0
CSL
DEFL
in (too) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.34
Ven(LL)
-0.20 14-15 >999 360
MT20 244/190
TCDL 15.0
LumberDOL
1.25
BC 0.80
Ven(CT)
-0.4514-15 >805 240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.93
Horz(CT)
0.09 10 ril We
BCDL 10.0
Code FBC2017RPI2014
Magill
Wind(LL)
0.3014-15 >999 240
Weight: 349 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD Structural wood sheathing directly applied or 5-6-4 oc pudins,
BOT CHORD 2x4 SP M 30 'Except'
except end verticals.
3-16:2x4 SP No.3
BOT CHORD Rigid ceiling directly applied or8-3-12 oc bracing.
WEBS 2x4 SP No.3'Except'
15-17: 2x4 SP M 30
REACTIONS. (lb/Size) 19=2971/Mechanical, 10=2937/0-3-8
Max Uplift 19=-1501(LC 8), 10=-1486(LC 8)
FORCES. (Ib) -Max. Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown.
TOP CHORD 1-19=2857/1474, 1-2=4197/2121, 2-3=4197/2121, 34=-7126/3622, 4-6=-7552/3823,
6-7=-7552/3823, 7-8=4048/2049, 8-9=4048/2049, 9-10=-2809/1474
BOT CHORD 17-18=-3677/7247, 3-17— 621/1421, 15-16=-317/662, 14-15=-3615l7146,
12-14=-3300/6519,11-12=-3300/6519
WEBS 1-18=-2473/4896, 2-18= 436/297,3-18=-3619/la46,15-17=-3353/6590,4-15=-940/617,
4-14=-296/481,6-14=-643/457,7-14=-634/1223,7-12=-7/397,7-11=-2924/1482,
8-11=-692/493, 9-11=-2387/4717
NOTES-
1) 2-ply truss to be connected togetherwith 10d (0.131'x3') nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Webs connected as follows: 2x4 -1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vl160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Ops1; h=161t; B=45ft; L=30ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water patrolling.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb)
19=1501, 10=1486.
Walter P. Finn PE No.22635
Mil USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 3361D.
Date:
.January 23,2020
Q WARNING-✓erlrydea19h,co metereendeEADNOTES ON MIS AND /NCLUDEDMREKREFENANCEPAGEMIP74M3 v. 10IN3¢015SEFONE USE.
Design valid for use only with MOekV connectors. This design Is based only upon parameters shown, and Is for on IntlNldual building component, not
a truss system. Before use, the bulldIng designer must verity the applicability of tleslgn parameters and papery Incorporate this design Into the overall
building tleslgn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addlllonal temporary and permanent bracing
MiTeke
Is always required for stobillty and to prevent collapse with pos9ble personal Injury and property damage. For general guidance regarding the
fabriccHon, storage, delNery, erection and bracing of trusses and truss systems. seeANSI/IPII Quote y Ciffel DS349 and BCSI BuldbD Component
69M Parke East BNd.
Safety Informotbroymelable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type I I
Oty
Ply
5405 DEER RUN/ CHAL0U
T79220233
76482
GRB
Roof Special Girder
1
2
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jan 8 2020 MiTek Industries, Inc. Thu Jan 23 13:07:57 2020 Page 2
ID:vaj2iCy17 HtLSDEsTviBoy9Neu-eRmtSYYetF1o51ddpuDDJOsz7TVY73JgEZbiuTmTSm
NOTES-
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 176 Ito down and 157 lb up at 1-0-12, 176 lb down and 157 lb up at
3-0-12, 176 lb down and 157 lb up at 5-0-12, 185 lb down and 180 lb up at 7-0-12, 184 lb down and 180 lb up at 9-0-12, 184 lb down and 180 Ito up at 11-0-12, 184 lb
Qpwn and 180 lb up at 13-0-12, 184 lb down and 180 lb up at 15-0-12, 18416 down and 180 Ib up at 17-0-12, 184 lb down and 180 lb up at 19-0-12, 184 lb down and 160
Its up at 21-0-12, 185 It, down and 180 lb up at 23-0-12, 1851b down and 180 lb up at 25-0-12, and 185 lb down and 180 It, up at 27-0-12, and 185 Its down and 180 lb up
at 29-0-12 on top chord, and 94 lb down and 49 lb up at 1-0-12, 93 lb down and 50 lb up at 3-0-12, 93 lb down and 50 Ito up at 5-0-12, 93 lb down and 28 Its up at 6-9-12,
93 lb down and 28 lb up at 9-0-12, 931b down and 28 lb up at 11-0-12. 93 Ito down and 28 It, up at 13-0-12, 93 Ib down and 28 lb up at 15-0-12, 93 Its down and 28 Ito up
at 17-0-12, 93 Ill down and 28 It, up at 19-0-12, 93 lb down and 28 lb up at 21-0-12, 93 Ib down and 28 Its up at 23-0-12, 931b down and 28 Ito up at 25-0-12, and 93 lb
down and 28 lb up at 27-0-12, and 93 Its down and 28 lb up at 29-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-9=-70, 17-19= 20, 10-16=-20
Concentrated Loads (Ib)
Vert: 3=-139(F) 17=-74(F) 12= 74(F) 7=-139(F) 20=-124(F) 21=-121(F) 22=-121(F) 24— 139(F) 25=-139(F) 26=-139(F) 28=-139(F) 30_ 139(F) 31=-139(F)
33=-139(F) 34=-139(F) 35=-139(F) 36=-139(F) 37=-94(F) 38=-93(F) 39=-93(F) 40=-74(F) 41= 74(F) 42=-74(F) 43= 74(F) 44=-74(F) 45=-74(F) 46=-74(F) 47=-74(F)
48= 74(F) 49=74(F)
Q WARNING. Verifydesi9n Premetersend BEAD NOTES ON TN/SAND INCLUDED MITEKREFERANCEPAGEMW473rv. 1¢113QU15BEFOBEUSE.
Design valid for use only whin MSekO connectors. This design Is based only upon parameters shown, and Is for an IndMtlual building component, not
a truss system. Before use, Me building designer must verify the applicab0lry of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of lndivduol truss web and/or chord members orry. Addiflonal temporary and permanent bracing
MiTek-
Isalwoysrequlredfor stability and to prevent collapse with passible personal Irury and property damage. For general guidance regarding the
6904 Parke East BNtl.
EasEas
fabrication,s, storage: delivery, erection and bracing of trusses and Muss systemseeMSUIPII Cua1By Cifelb, DSB-59 and SCSI Building Component
Tempe, FL t0
Safety Infoimallorwailable from Truss Rate Institute, 218 N. Lee Street, Suite 312, Alexondria. VA 22314.
Job
Truss
Truss Type
Ply
5405 DEER RUW CHALOU
T19220234
76482
GRC
ROOF SPECIAL GIRDER
�Qty
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
8.330 s Jan 8 2020 MiTek
Inc. Thu Jan 23 13:07:59 2020
5x6 =
5xB =
3x6 i 7 3xfi
10
6 11
5
5.00 12
5z6 = 5x6 = 12
3
y} 1 2
22 21 20 19 18 17 16 15 14
6x10 = 3x6 =
3x5 =
3x8 = 3xe =
2&400 31--fi2 304.03B800.4-0 141-5 11904-3-112.421--00 31-00 3-0-0 3-9-5 Z0.101
Scale=1:72.5
13 ]d
3x5 =
Plate Offsets (X Y)--
13:0-3-0 0-2-41 18:0-3-0 0-2-41 19:0-5-12
0-2-8] 113:0-0-0 0-0-71
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (too)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.40
Vert(LL)
-0.10 18-20
>999
360
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
SC 0.46
Vert(CT)
-0.2218-20
>999
240
BCLL 0.0 '
Rep Stress Incr NO
WB 0.93
Horz(CT)
0.06 13
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL)
0.10 14-15
>999
240
Weight: 226111 FT=20%
LUMBER -
TOP CHORD
2x4 SP M 30
BOT CHORD
2x4 SP M 30
WEBS
2x4 SP No.3 *Except*
5-20: 2x6 SP No.2
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-5-5 oc pudins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 9-18.7-20
REACTIONS. (lb/size) 2=276/0-8-0, 20=2206/0-8-0, 13=1243/0-3-8
Max Horz 2=280(LC 7)
Max Uplift 2=-278(LC 8), 20=-1314(LC 8), 13= 514(LC 32)
Max Grew 2=309(LC 17), 20=2206(LC 1), 13=1273(LC 14)
FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 4-5=-675/913, 5-7=-545/875, 7-8=-1060/461, 8-9=-915/472, 9-10=-1357/625,
10-12=-2041/851, 12-13=-2587/1039
BOT CHORD 2-22=-398/310, 21.22=-405/31I, 20-21= 390/319, 18-20=0/523, 17-18=-255/1171,
15-17= 597/1793,14-15=-888/2313,13-14=-888/2313
WEBS 4-20=-810/809, 5-20=-417/308, 7-18=-335/784, 9-18=-563/303, 9-17=-268/630,
10-17=-881/449,10-15=-88/417,12-15=-576/316, 7-20=-1879/982
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ff; B=45ft; L=401t; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are 3x4 MT20 unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=Ib)
2=278, 20=1314, 13=514.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 Ib down and 33 lb up at
2-4-0 on top chord, and 124 lb down and 271b up at 2-4-0 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 (8).
LOAD CASE(S) Standard
11 Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pll)
Vert: 1-3=-70, 3-4=-70, 4-8=-70, 8-9=-70, 9-13=-70, 23-26=-20
Walter P. Finn PE No.22639
MTek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
January 23,2020
Q WARNING- VerllydeSlgn parameters end READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGE MIF74la rev. la'9 WISBEFOREUSE.
Dealgn valid for use only with MRekG connectors. this design Is based only upon porameters shown, and Is for an Individual bulltling component, not
a truss system. Before use, the bulltling designer must verify the oppllcoblllty of design parameters and properly Incorporate this deslgn Into the overall
bulltling deegn.Bracing Indicated is to prevent buckling of hdNidual truss web and/or chord members only. Addltlond temporary and permanent bracing
M!Tek*
ls always reculred for stobility end to prevent collapse wrth possrale personal Injury and property damage. For general guidance regarding the
fobrlcation storage: delivery. erection and bracing of hums and tons systems seeANSIM11 QUCM0ryT Cifferh, DSB49 and SCSI Building Component
69M Parke East BNd.
Sooty lnformotiorxrvallable from Truss Rate Institute, 218 N. Lee Sheet Suite 312. Alexontlrlo. VA 22314,
Tampa, FL 33610
Job
Thus
Truss Type
MY
Ply
5405 DEER RUN/ CHAL0U
T79220234
76482
GRC
ROOF SPECIAL GIRDER
1
1
Job Reference o tional
Chambers Truss, Inc., Fort Pierce, FL
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Vert: 22=-3(F)
8.330 s Jan 8 2020 MITek Industries, Inc. Thu Jan 2313:07:59 2020 Page 2
ID.vaj2iCyl7 HtLSDESTviBoy9Neu-agtetEZuPtIWKmOKJFh0ryI%GFfryp7ht4gyMnT5k
,&WARNING-Vmlfyd..19r Pammefenead NEADNO7ES ON MISAND INCLUDED MIIEKNEFEBANCEPAGEMIF747Gnr.. la=t01SDEFONE USE.
Design valid for use only with MreW connectors. IDIs design Is based only upon parameters shown, and Is for an Individual bull0ing component, not
a truss system. Before use, the building designer must vorlfy the oppllcablllfy of tleslgn parameters and properly Incorporate this design Into the overall
building design. Bracing lndlcoted is to prevent bucWing of lndl dual truss web and/or chord members only.. Additional temporary and permanent brccing
MiTek'
Is always required for stability and to prevent collapse with possible pawnor frJury and properly damage. For general guidance regarding the
fabrication storage, delivery. erection and bracing of trusses and truss sydemS seeANSVTPI1 QuaTISyCi erlo, DS549 and SCSI Building Component
Safely Nfoenallpnovolloble from Truss Plate Institute. 218 N. Lee Street, Sulte 312, Alexontlrlo. VA 22314.
690a Parke East Bind.
Tampa, FL 33610
Job
Truss
Truss Type '
My
Ply
5405 DEER RUN/ CHALOU
T19220235
76462
GRID
Flat Girder
1
1
Job Reference (optional)
unamaers I russ, Inc., Fon rlerce, hL
3x4 11 48 = 3x5 = 3x8 = 4x6 =
1 17 18 2 19 20 21 3 22 23 4 24 525 26
aaJU sdan a Lulu MI l as lnouslnas, Inc. Ina Jan 40 IJ;UO:IJ zuzu ragn I
17_HIL5DEsTviBoy9NeuAW kwpOkg6A2X0ISilFVzmXeevz1116Bv2TZSYsT5W
23-9-15 28-8-8
47.13 440-9
Scale=1:48.8
3x5 = 4x8 = 3x4 II
6 27 28 7 29 30 8
16 31 32 15 33 34 14 35 13 12 36 37 11 38 39 10 40 41 9
6x8 = 45 3x4 5x12 MT18H5= 3x4 = 4x5 = 6x8 =
2.3 II
LOADING (psf) SPACING- 2-0-0
CSI.
DEFL. in (loc) Well Ud
PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25
TC 0.60
Vert(LL) -0.29 12 >999 360
MT20 2441190
TCDL 15.0 Lumber DOL 1.25
BC 0.75
Vert(CT)-0.6612.14 >519 240
MT18HS 244/190
BCLL 0.0 ' Rep Stress Incr NO
WB 0.94
Horz(CT) 0.19 9 We n/a
BCDL 10.0 Code FBC2017/TPI2014
Matrix -MS
Wind(LL) 0.43 12 >785 240
Weight: 159 to FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or2-6-10 oc purlins,
BOT CHORD 2x4 SP M 31 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-2-11 oc bracing.
WEBS 1Row at midpl
3-15,6-10
2 Rows at 1/3 pts
2-16. 7-9
REACTIONS. (lb/size) 16=2830/Mechanical, 9=2724/Mechanical
Max Uplift 16=-1430(LC 8), 9=-1375(LC 8)
FORCES. (Ib) - Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-16=-318/220, 2-3=-3849/1948, 3-4=-6050/3062,4-6=-6046/3061, 6-7=-3B46/1947
BOT CHORD 15-16=-1948/3849, 14-15=-3062/6050, 12-14=-3438/6791, 11-12=-3438/6791,
10-11=-3061/6046.9-10=-1947/3846
WEBS 2-16=-4466/2259, 2-15=-690/1652,3-15=-2596/1314, 3-14=-2611768,4-14=-874/480,
4-12=-2/405,4-11=-878/477, 6-11=-2591766, 6-10=-2596/1314, 7-10=-691/1653,
7-9=-4467/2261
NOTES-
1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16N; B=45ft; L=29ft; eave=4f; Cat.
II; Exp C; Encl., GCpi=0.16; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) All plates are MT20 plates unless otherwise Indicated.
4) This truss has been designed for a 10.0 Pat bottom chord live load nonconcument with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where arectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb)
16=1430,9=1375.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 183 lb down and 179 lb up at
0-10-12, 186 lb down and 180 lb up at 2-10-12, 186 lb down and 180 lb up at 4-10-12, 186 lb down and 180 lb up at 6-10-12, 184
lb down and 180 lb up at 8-10-12, 184 lb down and 180 lb up at 10-10-12, 184 lb down and 180 lb up at 12-10-12. 184 lb down and
180 lb up at 14-10-12, 184 lb down and 180 lb up at 16-10-12, 184 lb down and 180 1la up at 18-10-12, 1851b down and 180 lb up
at 20-10-12, 166 lb down and 180 lb up at 22-10-12, and 186 lb down and 180 lb up at 24-10-12, and 186 lb down and 180 Ito up at
26-10-12 on top chord, and 98lb down and 25 Ib up at 0-10-12, 93 lb down and 28 He up at 2-10-12, 93 lb down and 28 lb up at
4-10-12, 93 lb down and 28 Ib up at 6-10-12, 93 Ib down and 28 Ib up at 8-10-12, 93 lb down and 28 lb up at 10-10-12, 93 lb down
and 28 lb up at 12-10-12, 93 lb down and 28 lb up at 14-10-12, 93 lb down and 28 It, up at 16-10-12, 93 lb down and 28 lb up at
Walter P. Finn PE No12839
18-10-12, 93 lb down and 28 lb up at 20-10-12, 93 lb down and 28 lb up at 22-10-12, and 93 lb down and 28 Ib up at 24-10-12, and
MTek USA, Inc. FL Cad $834
93 lb down and 28 lb up at 26-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of
others.
6904 Parke East Blvd. Tampa FL 33610
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
Data:
January 23,2020
ndard
AWARNING. yedfydes/ynperametemendREADNOTES ONTNISANDWCLUDEDMREKREFERANCEPAGEMU74M.V.. rMMISBEFOREUSE,
Design valid for use only with MBek®connectors. IDls design is based only upon parameters shown, and is for an lndfvldual buI[dIng component not
�' l
a truss system. Before use, he bulahip designer must verify the appl a.tillity of design parameters and properly Incorporate his design Into the overall
buOngtledgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temperer, and peonanent bracing
MiTek*
Is always required for stability and to prevent collapse Win possible personal Injury and property damage. For general guidance regording the
fabrication, storage, delivery, erectlon and brocing of trusses and truss systems, seeANS171P11 CYOINv CAMAa. DSB49 and SCSI Building Component
6904 Pere East Blvd.
Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, AlexondAo, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Ory,
Ply
5405 DEER RUN/ CHALOU
T79220235
76482
GRID
Fiat Girder
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.33U G Jan 82ULu MI Iex industries, Inc. I nu Jan 23 13:Ue:T3 ZUBU Yage a
ID:vaj2iCyl7_HlL5DEsTviBoy9Neo-AW kwpOkg6A2%OlsiIFVzmXegvzIII6B12TZSYnT5 W
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
L(piform Loads (plp
Vert: 1-8=-70, 9-16=-20
Concentrated Loads (III)
Veil: 13=-74(B) 2=-139(B) 15= 74(B) 11= 74(B) 6=-139(B) 17=-148(B) 18=-139(8) 19=-139(B) 21=-139(B) 22=-139(B) 23=-139(B) 24=-139(B) 26=-139(B)
27=-139(B)28= 139(B)29— 139(B) 30=-139(B)31=-76(B)32=-74(B)33=-74(B)34= 74(8) 35=-74(B)36=-74(B)37= 74(B)38=-74(B)39=-74(B)40=-74(B)
41=-74(B)
OWARNING-Vedlydesignpseenteraand BEAD NOTES ON THISANDWCLUDEDMB KREFERANCEFAGEMP74MmI, 1N0Y1015BEFOBE USE.
Design vold for use only with Mllconnectors. 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 opplkablllty of design parameters and properly Incorporate this design Into the overall
building desgn. Bracing Indicated is to prevent bucHing of Individual puss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with postible personal Injury and property damage. For general guidance regarding Me
fi904 Perko East Blvd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSImplI' CuaT Criteria, DSB.89 and BCSI Building Component
Safety Infomtationavolobie from Taus Plate lratute. 218 N. Lee Street Suite 312. Alexandoo, VA 22914,
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
5405 DEER RUN/ CHALOU
T19220236
76482
GRF
Common Girder
1
a'S
G
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
4x4 II
8.330 s Jan 8 2020 MiTek Industries, Inc. Thu Jan 2313:08:19 2020 Page 1
HtL5DEsTviBoy9Neu_gSB34pRhOpgkgJs6WcNC2NMK5u97z31 wufCnTSO
10.8-2 1 14-3-8
3x8 =
30 II 7x8 = "---- 3x10 II-----
HUS2fi
HUS2fi
Scale=1:26.2
4x10 =
LOADING (psQ
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-M
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017/TPI2014
CSI.
TC 0.28
BC 0.42
WB 0.92
Matdx-MS
DEFL. in
Vert(LL) -0.07
Ven(CT) -0.16
Horl 0.03
Wind(LL) 0.10
(foe) Vdefl L/d
7-8 >999 360
7-8 >999 240
6 Na Ida
7-8 >999 240
PLATES GRIP
MT20 244/190
Weight: 153 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or4-11-13 oc pudins.
BOT CHORD 2x6 SP 240OF 2.0E
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 6=495010-3-8, 2=2911/0-8-0
Max Horz 2=111(LC 24)
Max Uplift 6=-2271(LC 8), 2=-1435(LC 8)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-6765/3195, 3-4=-6702/3222, 4-5=-6697/3220, 5-6— 9267/4303
BOT CHORD 2-9=-2898/6216, 8-9=-2898/6216, 7-8=-3918/8518, 6-7=-3918/8518
WEBS 4-8=-2296/4828, 5-7=-825/1972,3-8=-505/414, 5-8=-2638/1181
NOTES-
1) 2-plytruss to be connected together Will 10d (0.131°)3°) nails as follows:
Top chords connected as follows: 2x4 - i row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 cc.
Webs Connected as follows: 2x4 -1 row at 0-4-0 cc, Except member 7-5 2x4 - 1 row at 0-9-0 cc, member 9-3 2x4 -1 row at 0-9-0 oc
member 8-3 2x4 -1 row at 0-9-0 oc, member 8-5 2x4 -1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; save=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads.
6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb)
6=2271,2=1435.
8) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 cc max. starting at 7-0-12
from the left end to 13-0-12 to connect truss(es) to front face of bottom chord.
9) Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: IA=-70, 46--70, 2-10=-20
Concentrated Loads (Ib)
Vert: 8=-2704(F) 15=-1259(F) 16=-1259(F) 17— 1259(F)
la
Walter P. Finn PE Nb.22839
MRek USA, Inc. FL Ced 6634
6904 Parke East Blvd. Tampa FL 3361D
Date:
January 23,2020
Q WARNING -Vedlydesignperamefemend BEADNOTE50N MIS AND INCLUDED MREKBEFEBANCE PAGE MI47473.. 10004a)I5 BEFORE USE
Oeslgn 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 bulltling designer must verify the applicability of design parameters end properly Incorporate this design Info the overall
building tlesign. Bracing; Indicated is to buckling lndNidual real web chord members only. Additional temporary and bracing
MiTek'
prevent of and/or permanent
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the
fabrication, storage, delivery, erection and bracing of trusses antl truss systems, seeANSUIPII Cua189 CmMda, DSBA9 and SCSI Building Component
6904 Parke East Blvd.
Safety Informatbnmvallable from Truss Plate InsStute. 218 N. Lee Street, Suite 312. Alexandria VA 22 14.
a
p . FL 33610
Tamp..
Job
Truss
Truss Type
Oty
Ply
5405 DEER RUN/ CHALOU
T19220237
76482
GRG
Hip Girder
1
1
Jab Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
8.330 s Jan 8 2020 MiTak Industries, Inc. Thu Jan 23 13:05:22 2020 Page 1
4.8 =
16 17 18 19
44 =
Scale = 1:25.1
I�
2x3 II SIM =
3.4 =
4x6 II
LOADING (pst)
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress [nor NO
Code FBC2017/TP12014
CSI.
TC 0.46
BIG 0.48
W B 0.15
Matrix -MS
DEFL. in
Vert(LL) 0.07
Vert(CT) -0.12
Horz(CT) 0.04
(loc) Vdefl Ud
7-8 >999 240
7-8 >999 240
6 n1a n1a
PLATES GRIP
MT20 244/190
Weight: 6016 FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 4-11-2 oc pudins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 8-1-0 oc bracing.
WEBS 2x4 SP No.3
SLIDER Right 2x4 SP No.3 -H 2-6-0
REACTIONS. (lb/size) 6=1041/Mechanical,2=1090/0-8-0
Max Ho¢ 2=77(LC 7)
Max Uplift 6=-483(LC 8), 2=-566(LC 8)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-2074/951, 3-4=-1685/842, 46— 1850/888
BOT CHORD 2-8=-828/1863, 7-8=-829/1883, 6-7= 74B/1667
WEBS 3-8=-20/394, 3-7=-260/106, 4-7= 22/372
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.OpsC h=16tt; B=45tt; L=24tt; SRVe=4tt; Cat.
ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 psf bottom chord live load 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 36-0 tall by 2-0.0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb)
6=483, 2=566.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 336 he down and 283 Ib up at
5-0-0, 148 Ib down and 1221b up at 7-0-12, and 148 Ile down and 1221b up at 7-7-4, and 336 lb down and 283 Ib up at 9-8-0 on top
chord, and 148 Ib down and 43 Ib up at 5-0-0, 53 lb down and 19 Ile up at 7-0-12, and 53 In down and 19 Its up at 7-7-4, and 148 Ib
down and 43 lb up at 9-7-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pIQ
Vert: 1-3=-70, 3-4=-70, 4-6— 70, 9-13=-20 Walter P. Finn PE No.22839
Concentrated Loads (Ib) MTek USA Inc. FL Cert 6634
Vert: 3=-174(B)4=-174(B) 81 7=-106(B) 18=-74(B) 19120=-45(B) 21=-45(B) 6904 Parka East Blvd. Tampa FL 33610
Data:
January 23,2020
AWARNING-VedrydeslgnpammeremendREADNOTESONMISANDINCLUDEDM/TENREFERANCEPAGEM*7473mv.10,11=15BEFOREUSE.
Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an IndNldual bullding component, not
a hum system, Before use. the bulaIng designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
bWtling design. Bracing indicated is to prevent bucill of lntlNiduol Inum web and/or chord members only. Additional temporary antl permanent bracing
MiTek-
isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryantlpropertydamage. For general guidance regarding me
6904 Parke East Blvd.
fabrlcation,storage, delIvery, erection and brocing of trusses and truss systems seeANSVrPI I GuaiIh CMerN, DSB49 and SCSI Building Component
Safety Infoenatbrlavollabie from Tmss Plate InsfiI 218 N. Lee Street, Sulfa 312: Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Ply
5405 DEER RUN/ CHALOU
T19220238
76482
GRK
Hip Girder
�Qty
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jan 8 2020 MiTek Industries, Inc. Thu Jan 23 13:08:25 2020 rage 1
ID:vaj2iCyl?_HtL5DEsTviBoy9Neu-pgSTK7tCHsZgSbmOSnjnSJ1 o_16VZghygwNCtsMT5K
7-Be
-04-0 3-e54 7O0 744 1R10-2 14-8-0
1-0-0 I &Stb 12-2—r 3-2-2a-914
040
Scale=1:26.1
44 =
44 =
16 4 17
2x3 II 6xa = ta'd II
7sa
4x4 =
]d
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Well
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.21
Vert(LL)
-0.06
8-9
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.54
Vert(CT)
-0.14
8-9
>999
240
BCLL 0.0 '
Rep Stress [nor
NO
INS 0.46
Hoa(CT)
0.05
6
n/a
rda
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL)
0.09
8-9
>999
240
Weight: 66 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-2-13 oc puffins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-7-7 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (IWsize) 6=1283/0-8-0, 2=1388/0-8-0
Max Hom 2=11 O(LC 7)
Max Uplift 6=-616(LC 8), 2=-726(LC 8)
FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-2863/1369, 3-4=-2555/1289, 4-5=-2556/1290, 5-6=-2867/1399
BOT CHORD 2-9— 1208/2602, 8-9=-1208/2602, 7-8=-1239/2618, 6-7— 1239/2618
WEBS 3-8=-442/279, 5-8=-473/328, 4-8=-466/1198
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=4511; L-24111; eave=4N; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 thebottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b)
6=616, 2=726.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1031b down and 146 lb up at
7-0-0, and 369 lb down and 360 lb up at 74-0, and 103 lb down and 146 lb up at 7-8-0 on top chord, and 427 Ib down and 201 Ito
up at 7-0-0, and 4271b down and 201 lb up at 7-74 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 (pit)
Vert: 14=-70, 4-6=-70, 10-13=-20
Concentrated Loads (Ib)
Vert: 4=-279(F) 8=-74(F) 16=-62(F) 17=62(F) 18=-427(F) 19= 354(F)
Walter P. Finn PE No22639
MiTek USA, Inc. FL Ced6634
6904 Parke East Blvd. Tampa FL 33610.
Date:
January 23,2020
QWARNING-VeNlydes/gnpaametemand REAONOTES ON TMSANO INCLUDED MITEKREFERANCEPAGEMb74n.re.. lalla2015BEFORE USE
Design volldfor use only with MBekOconnectors. Vrls design is based only upon parameters shown, and is for anlmcMdual building component, not
�■-
■■
a truss system. Before use, the building designer must verify the opplicobtlly, of design parameters antl properly Incorporate this design Into the overall
building design. gracing Indicated Is to prevent buckling of Individual bua web and/or chord members only. Additional temporary and permanent bracing
MiTek'
B always required for stability and to prevent collapse with possible personal Injury and property doel For general guidance regarding the
6904 Parke East Blvd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVIPII Cuallh Criteria, DSBA9 and BCSI Building Component
Tampa, FL 33610
Safety Nformafbrpvallable from Two Plate Immune, 218 N. Lee Street. Suite 312. Alexandria. VA 22 14.
Job
Truss
Truss Type •
Ory
Ply
5405 DEER RU W CHALOU
T79220239
76482
GRL
Half Hip Girder
1
n
G
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
8.330s Jan 82020
Inc. Thu Jan 23 13:08:27 2020
5x8 =
3.411
5
axry n rxo - 6x8 =
HUS26
b2-6 7-0-12 9-9-0 14-8-0
6.2-6 1-10.6 2-B-0 4-mo r
Scale=1:31.0
Plate Offsets (X Y)--
f2:0-2-13 0-0-21 f4:0-5-12 0-2-81
16:Edge 0-4-41 (7:0-4-0
0-4-81
LOADING (psf)
SPACING- 2-M
CSI.
DEFL.
in
(too)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.40
Vert(LL)
-0.07
8-10
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC
0.41
Vert(CT)
-0.15
8-10
>999
240
BCLL 0.0 '
Rep Stress ]nor NO
W B
1.00
Horc(CT)
0.03
6
n/a
n/a
BCDL 10.0
Code FBC2017(TP12014
Matrix -MS
Wind(LL)
0.10
8d0
>999
240
Weight: 176 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x6 SP 2400F 2.0E
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS. (lb/size) 6=4893/0-8-0, 2=3093/0-8-0
Max Horz 2=266(LC 8)
Max Uplift 6=-2346(LC 8). 2=-1515(LC 8)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-7125/3363, 3-4=-4656/2216
BOT CHORD 2-8=-3224/6504, 7-8- 3224/6504, 6-7- 2150/4439
WEBS 4-7=-2501/5252, 4.6=-5719/2768, 3-8=-1401/2890, 3-7=-0223/1664
Structural wood sheathing directly applied or 5-6-7 oc pudins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) 2-ply truss to be connected together with 1Od (0.131°x3') nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 Do.
Webs Connected as follows: 2x4 -1 row at 0-9-0 oc, Except member 3-8 2x4 - 1 row at 0-3-0 Do.
2) All loads are considered equally applied to all plies, except if noted as fmnt (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or(B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=161t; B=451t; L=24ft; eave=4111; Cat.
II; Exp C; Encl., GCpi=0.18: MW FRS (directional); Lumber DOL=1.60 plate gdp DOL=1.60
4) Provide adequate drainage to prevent water pending.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb)
6=2346, 2=1515.
8) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 7-0-12
from the left end to 13-0-12 to Connect Muss(es) to back face of bottom chord.
9) Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-4= 70, 4-5=-70, 2-6=-20
Concentrated Loads (lb)
Vert: 8=-2810(B) 12=-1259(B) 13=-1 259(B) 14=-1 259(B)
Walter P. Rnn PE No.22839
MiTek USA, Inc. FL Cedfi634
6904 Parke East Blvd. Tampa FL 33610
Data:
January 23,2020
QWARN/NG.Ver/tydeslgnparsmetereend READNOTES ON MIS AND INCLUDED MREKREFERANCEPAGEMa7479rev. 1G=a?0f5BEFORENSE
Deslgn volld for use only with MEek® connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not
��-
a truss system. Before use, the bulltling designer must verity the applicability of tleslgn parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent bucNing of hdMdual Was web and/or chord members orty. Additional temporary and permanent bracing
MiTek'
Is orways required for stability and to prevent collapse with possJbla personal Injury end property damage, For general guidance regarding the
fabrication, storage; delivery, erection and bracing of trusses and tress systems, seeAN31/IPII Oua127 Criteria. DBB-0nl 9. and BCSI Building Compam
6904 Parke East Blvd.
Safety Infomafbrovoilable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22 14.
Tampa, FL 33610
Job
Truss
Truss Type IOtY
Ply
5405 DEER IIUW CHALOU
T79220240
76482
GRIM
Half Hip Girder
1
1
Job Reference (optional)
I was, Inc., von Pierce, vL 8.330 s Jan 8 2D20 MiTek Industries, Inc. Thu Jan 2313:08:39 2020
5x8 =
3.4 = 3xB =
4 15 16 17 18 5 6
6.8 =
z-a10 z-e-D s-ao 7-o-D 9-10-D 12-B-D 1s-4-0
1 2-a10 t o-7-s I z-4-D 1 2-0-o I z-10-0 1 2-1D-0 1 2-e-o
Scale=1:26.6
Plate Offsets (X Y)--
11:0-0-3 0-0-01 f2:0-0-10 Edgel (4:0-5-12
0-2-81 19:0-2-12 0-3-01
110:0-3-0 0-3-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(too)
Ndefl
Ld
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.99
Verl
-0.14
2-11
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.74
Ven(CT)
-0.32
2-11
>558
240
BCLL 0.0 '
Rep Stress Incr NO
W B 0.98
Hom(CT)
0.18
7
Ill
n/a
BCDL 10.0
Code FBC20177TP12014
MaUbvMS
Wind(LL)
0.22
2-11
>826
240
Weight: 9211b FT=20%
LUMBER- BRACING -
TOP CHORD 2x6 SP 240OF 2.OE'Except' TOP CHORD
4-6: 2x4 SP M 30
BOT CHORD 2x4 SP M 30'Except' BOT CHORD
2-9: 2x6 SP 240OF 2.OE, 5-8: 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1211/0-8-0, 7=1693/0-8-0
Max Horz 1=156(LC 21)
Max Uplift 1=-569(LC 8).7=-873(LC 8)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-13=-529/151, 2-3=-4291/2138,3-4=-3305/1650,4-5=-1755/913, 5-6=-1615/835,
6-7=-1559/842
BOT CHORD 2-11=-2122/4072, 10-11=2129/4084, 9-10- 1586/3107, 5-9=-671/479
WEBS 4-10=-551/1286,4-9- 14321713,6-9=-1101/2126,3-11=-195/379,2-12=-132/269,
3-10=-1204/656
Structural wood sheathing directly applied or 1-7-8 oc puffins,
except end verticals.
Rigid ceiling directly applied or 6-8-11 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=3.Opsh hl6ft; B=45ft; L=249; eave=4rl; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water pending.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-e-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Bearing at Joint(s) 1 considers parallel to grain value using ANSVTPI i angle to grain formula. Building designer should verify
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=11s)
1=569, 7=873.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 230 lb down and 246 lb up at
7-0-0. 181 lb down and 16711b up at 9-0-12, 181 lb down and 157 Ib up at 11-0-12, and 190 lb down and 180 lb up at 13-0-12, and
174 lb down and 175111 up at 15-2-4 on top chord, and 543lb down and 295 lb up at 7-0-0, 93 lb down and 50lb up at 9-0-12, 93
Ib down and 50 Ib up at 11-0-12, and 931b down and 28 Ib up at 12-9-12, and l l2 Ib down and 251b up at 15-2-4 on bottom chord.
The designtselection of such connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 14=-70, 4-6=-70, 1-12=-20, 2-9=-20, 7-8=-20
Walter P. Finn PE No.tffi39
MiTek USA, Inc. FL Cad 6634
9904 Parke East Blvd. Tampa FL 33610
Date:
January 23,2020
,&WARNING-Vedrydeslgnpsemetereend READNOTES ON MIS AND INCLUDED 1110EKREFERANCEPAGEMX747arev. 10N32015BEFOREUSE
Deslgn valid for use only with Mmol connectors. This design Is based only upon parameters shown, and Is for an IndMldual bullding component, not
�,-
a truss system. Before use, me bullding designer must verity the applicablllty of design parameters and properly Incorporate this tleslgn Into the overall
bulidhg design Bracing Indicated is to prevent buckling of hdMdual truss web anal chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with ocsvble personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery. erection and bracing of trusses and buss systems, seeANSVTPII pootHdyy Cdfado, DSB419 and SCSI Buldlnp Component
6904 Parka East Blvd.
Safety Informatbntlrla, navallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, AlexaVA 22314.
Tampa, FL 33810
Job
Truss
Truss Type I I�Qty
Ply
5405 DEER RUN/ CHALOU
T19220240
76482
GRM
Half Hip Girder
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
8.330 s Jan 8 2020 MiTek Industries, Inc. Thu Jan 2313:08:40 2020 Page 2
ID:vaj2iCyl7_HtL5D EsTviBoy9Neu-tjsBTF3cITShlvOur0U12U8AmBsaUB971VVVUmT55
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Vert: 4=-121(13)7=-87(B) 5=-139(8) 10=-543(B) 9=-74(B) 6=-174(B) 17=-121(B) 18=-121(B) 19=-93(B) 20=-93(B)
Q WARNING - Verify deslgnparamefers end BEAD NOTES ON TNISAND INCLUDED MITEKREFERANCEPAGEMIF7473 rev. 1013341015 BEFORE USE.
Design valid for use only wIM Mgek® connectors.:mis tleslgn Is based only upon parameters shown, and Is for an Individual bullding component, n01
a puss system. Before use, the bullding ds9gner must verily the appllcobllity of tleslgn parameters antl properly Incorporate this tleslgn Into the overall
building tleslgn. Bracing Indlcated Is to prevent buckling of IndlvWual hussweb 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, calvary, erectlon and bracing of trusses antl truss systems, seeANSBIPl1 QualMv CrBnlo, OSB-89 and SCSI building Component
6904 Page East Blvd.
Safety Informatbnavolloble from Truss Plate InsStuts, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22914.
Tampa, FL 33610
Job
Truss
Truss Type IOty
Ply
5405 DEER RUN/ CHALOU
T79220241
76482
GRIT
HALF HIP GIRDER
1
3
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jan 82020 MiTek Industries, Inc. Thu Jan 23 13:08:45 2020 Page 1
ID:vaj2iCyl?_HIL5DEsTviBoy9Neu.EgfOXz71Z?4_rglsdz4UGX56KpyEFnHuG1 DGahOaT50
2-B-0 7-9-0 72-8-0 15-0-0
2-8-0 - 2-4.0 I 2-&0 4-11-0 2.8-0
6x8 =
3.4 II 4x6 =
Special 6x8 =
Scale=1:27.1
lb
2-8-0
1b-4-U
2-8.0
i i-0
2-4-0
2.9-0
4.77.0
2-8-0
Plate Offsets(XY)--
[2:0-1-14Edael [4:0-5-120-2-81 [7:Edne0-0-41 [9:0-3-120-3-0]
[10:0-3-80-4-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Well
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.63
VBrt(LL)
-0.11
11
>999
360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.47
Vert(CT)
-0.25
11
>720
240
BCLL 0.0 '
Rep Stress Incr NO
WE 0.86
Hoa(CT)
0.14
7
n/a
Na
BCDL 10.0
Code FBC2017/rP12014
Matrix -MS
Wind(LL)
0.16
11
>999
240
Weight: 302 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x8 SP 240OF 2.OE *Except* TOP CHORD
4-6: 2x4 SP M 30
BOT CHORD 2x4 SP M 30'Except' BOT CHORD
2-9: 2x6 SP 240OF 2.OE, 5-8: 2x4 SP No.3, 7-8: 2x6 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=3426/0-8-0, 7=489210-8-0
Max Hom 1=177(LC 8)
Max Uplift 1=-1596(LC 8), 7=-2298(LC 8)
FORCES. (Ib) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown.
TOP CHORD 1-2- 1309/487, 2-3=-13250/6371, 3-4=-10062/4782, 4-5- 5076/2390, 5-6=-4859/2288,
6-7=-4901/2313
BOT CHORD 2-11=-6153/12613, 10-11=-6153/12613, 9-10=-4620/9606, 5-9=-292/269
WEBS 4-10=-2719/5748,4-9= 4997/2460,6-9=-3202/6801,3-11=-669/1316,3-10=.3568/1806
Structural wood sheathing directly applied or 6-0-0 oc puffins,
except end verticals.
Rigid ceiling directly applied or 6-" oc bracing.
NOTES-
1) 3-ply truss to be connected togetherwith 10d (0.131'x3') nails as follows:
Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc.
Webs connected as follows: 2x4 -1 row at 0-9-0 do.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (6) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=161t; B=45ft; L=24ft; eave=oft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 pat bottom chord live load nonconcu Front 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) Bearing at joint(s) 1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 61=11c)
1=1596, 7=2298.
10) Use USP THD26-2 (With 18-16d nails Into Girder & 12-10d nails into Truss) or equivalent at 7-1-8 from the left end to connect
. truss(es) to front face of bottom chord.
11) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12
from the left end to 11-0-12 to connect truss(es) to front face of bottom chord.
12) Fill all nail holes where hanger is in contact with lumber.
13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 1338 lb down and 626 lb up at
Walter P. Finn PE No.12839
MTak USA, Inc. FL Cent 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
January 23,2020
Q WARNING-VedrydesignparameWmand RF DNOTES ON MSANDMCLUDEDMNEKREFEXANCEPAGEM674mmv. 16N31015 BEFORE USE.
Design valid for use only with MIrea connectors. This design Is based only upon parameters shown, and Is for on individual building component, not
��-
a hum system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate Me all Into the overoll
building design. Bracing indicated is to prevent bucking of lMca ltruss web and/or chord members only. Additional temporary and permanent bracing
Welk'
Is olways 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, seeAlIl 11 OuallXyCMnls. DSB-69 and BCSI Building Component
6904 Parka East Blvd.Sahli
mforma0orrovalable from Truss Plate Institute. 218 N. lee street, Suite 312 Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
5405 DEER RUN/ CHALOU
T19220241
76482
GRT
HALF HIP GIRDER
1
3
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plq
Vert: 1-14=-92, 4-14=-70, 4-6= 70, 9-13=20, 7-8=-20
Concentrated Loads (lb)
Vert: 9=-1338(F) 17= 2951(F) 18_ 1332(F) 19=-1332(F)
8.330 a Jan B 202U MI I eK Inausme5, Inc. I ne Jan 231J:U8:4b ZUZU I'age 2
I D:va)2iCyl?_HtLSDEsTviBoy9Neu-EgfOXz71Z74_rglsdz4UGXs6KpyEFnHuG1 DGahsT50
,&WARNING-Vedlydesignparsmetersand BEADNOTES ON TN/SAND INCLUDED MIFEKAEFEBANCEPAGEMIP74M.. 1GAlYl015BEF0BE USE
Design volld for use only with MIconnectors. This tleslgn Is based only upon parameters shown, antl Is far an IndMdual bulldIng component, not
a isms system. Before use, the bullding designer must verity me applicability of design parameters and properly Incorporate this all Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chard members only.. Addriional temporary and permanent bracing
MOW
Is always required for stability and to prevent collapse with possible personal Injury andproperty damage. For general guidance regarding the
fobrlcatlon, storage, calvary, electron and bracing of trusses and tuss systems, seeAHSVIPII Qua] Mv CMnW, DSB.69 antl SCSI WItlNp Component
from Truss Plate Institute. 218 Sheet, 312,
69M Parke East Blvd,
Tampa, FL 33610
Safety InformatbrgvaJoble N. Lee Sulfa Mexontldo. VA 22 14.
Job
Truss
Trrss Type
Oty
Ply
5405 DEER RUW CHALOU
T79220242
76482
J1
Jack -Open
18
1
Job Reference (optional)
wamoers i russ, Inc., ton rierce, rL
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
d
3x4 =
aaau s dan a Lulu Mu en mousmes, Inc. I nu dan zd 1 Sue:4b ZUZU rage 1
I D:vaj2iCyl7_HtL5DEsTviBoy9Ne1F-itDPkJ8NKJDrTgt2BhbjolOMxDP2_RO2Vhyp6BmT5?
SPACING-
2-0-0
CSI.
13EFL.
in
(too)
Well
Ltd
Plate Grip DOL
1.25
TO 0.32
Vert(LL)
0.00
5
>999
360
Lumber DOL
1.25
BC 0.05
Vert(CT)
0.00
5
>999
240
Rep Stress Incr
YES
WE 0.00
Hall
0.00
4
n/a
rate
Code FBC2017/rP12014
Matdx-MP
Wind(LL)
-0.00
5
>999
240
REACTIONS. (IWsize) 3— l/Mechanical, 2=201/0-8-0, 4— 17/Mechanical
Max Horz 2=68(LC 12)
Max Uplift 3=1(LC 1), 2— 191(LC 12), 4— 17(LC 1)
Max Grav 3=16(LC 12), 2=201(LC 1). 4=37(LC 12)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BRACING -
Scale =1:6.7
PLATES GRIP
MT20 244/190
Weight: 5lb FT=20%
TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=oft; Cal.
II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exter r(2) zone; porch left and Fight exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 Oaf 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 chard and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1OD Ib uplift at joint(s) 3, 4 except (jt=lb)
2=191.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634
6984 Parke East Blvd. Tampa FL 33610
Date:
January 23,2020
Q WARNING -Verily tleslgn pemmelem and READ NOTES ON MIS AND INCLUDED MIFEK REFERANCE PAGE MOrMn rev. FaUsts 15 BEFORE USE.
SESSION
Design void for use only with Mira& connectors. ih@ design Is based only upon parameters shown, and Is for on Individual building component, not
a muss system. Before use, the building designer must verity the opplicablllfy of design parameters and properly Incorporate this design Into the overall
bulltling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with pos9bie personal Injury and property damage. For general guidance regarding the
MiTek'
fabricatim storage, delivery erection and bracing of trusses and muss systems. seeANSly1Pl1 Qualtly Criteria, D3849 and SCSI Building Component
69N Parke East Blvd.
Safety tnformalbravallable from Truss Plata Instltule, 218 N. Lee Steel, Suite 312. Alexonddo, VA 22314.
Tampa, FL M610
Job
Thus
Truss Type
Ply
5405 DEER RUN/ CHALOU
T79220243
76462
J3
Jack -Open
�Qty
13
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jan 8 2020 MiTek Industries, Inc. Thu Jan 23 13:08:48 2020 Page 1
ID:vaj2iCyl7 HtLSDESTviBoy9Neu-eFL99_9dswTZ181 RJ6dBuAUiR03jSLVKy7RwAOnT4z
-1 4.-0 3-0-0
1-0.0 3.0.0
3x4 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Ndefl
L/d
TCLL 20.0
Plate Grp DOL
1.25
TC 0.32
Ven(LL)
-0.00
4-7
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.16
Ven(CT)
-0.01
4-7
>999
240
BOLL 0.0'
Rep Stress ]nor
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
Na
BCDL 10.0
Code FBC2017/rP12014
Matrix -MP
Wind(LL)
0.01
44
>999
240
LUMBER -
TOP CHORD 2x4 SP No.3
SOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 3=77/Mechanical, 2=247/0-8-0, 4=34/Mechanical
Max Horz 2=112(LC 12)
Max Uplift 3=-50(LC 12), 2— 169(LC 12), 4=-1(LC 9)
Max Grav 3=79(LC 17), 2=247(LC 1), 4=52(LC 3)
FORCES. (lb) - Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown.
Scale = 1:10.9
PLATES GRIP
MT20 244/190
Weight: 12111 FT=20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-0-0 Go puffins.
BOT CHORD Rigid ceiling directly applied or 10-M oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=3.Opsf; h=16R; B=45tt; L=24tt; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 2-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 3, 4 except (jt=lb)
2=169.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Ced 6634
6904 Parke East Blvd. Tampa FL 33810.
Date:
January 23,2020
,&WARNING-Vdfydeslgeperemetersend READNGTES ON MIS AND INCLUDED AIDEKREFERANCEPAGEINIL7M.K idsovIVISBEFOREUSE.
Design valid for use only with Meek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a tress systam. Before use, the building designer must very the applicability of design parameters and properly Incorporate this design Into me overall
curdling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Aactlanal 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 Musses and truss systems seeANSIMIt Cutse Crites, DSB49 and BCSI Building Component
Safely mfoonallorsavollobie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314.
6904 Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type
Ply
5405 DEER RUN/CHALOU
T19220244
76482
J5
Jack -Open
�Oty
13
1
Job Reference (optional)
unamoer5 I mess, no.. run rlence, rL
o.JJV JJCrr OCVCV..,tlR rllUYiYltlJ, r„Y. ,rrY JdiW IJ.V V.iV CVGV
3x4 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(too)
Vdefl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.74
Vert(LL)
-0.02
4=7
>999
360
TCDL 15.0
Lumber DOL
I.25
BC 0.64
Ved(CT)
-0.07
4-7
>893
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n1a
n1a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
Wind(LL)
0.06
4-7
>958
240
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 3=144/Mechanical,2=32a/0-8-0,4=65/Mechanical
Max Horz 2=157(LC 12)
Max Uplift 3=-102(LC 12), 2=-188(LC 12), 4=-4(LC 12)
Max Gram 3=147(LC 17), 2=328(LC 1), 4=93(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
Scale = 1:15.0
PLATES GRIP
MT20 244/190
Weight: 18 lb FT=20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-M cc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vascll24mph; TCDL=4.2psf; BCDL=3.Opst h=1 Sit; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(l) 1-8-0 to 4-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 Oaf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 4 except (t=lb)
3=102,2=188.
Walter P. Finn PE No22639
NTek USA, Inc. FL Cud 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
January 23,
QWARNING- Vedtydeslgo pammetersand HEAD NOTES ON THISAND INCLUDED MnEKBEFEBANCEPAGEMIFTgame 10=2015BEFOAEUSE.
Design valid for use only with MBeiG connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
��-
a truss system. Before use, Me building designer must verify the applicabllify of design parameters and properly Incorporate this design Into the overoll
bustling deslBrarcing Indicated is to prevent buckling of individual Muss 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 antl property damage. For general guidance regarding the
fabrication. storage, delivery, erection and bracing of trusses and muss systems, seeANSVTPII QualDv Criteria. DSB49 and BCSI Building Component
6904 Parke East Blvd.
Sahfv lnfarmvlbmvoiioble from Trend Plate Institute. 218 N. lee Street Suite 312. AIexandr o. VA 22914.
Tampa, FL 336f o
A
Job
Truss
Truss Type
Oty
Ply
5405 DEER RUN/ CHALOU
T79220245
76482
J7
Jack -Open
39
1
Job Reference o tional
cnambers Iruss, Inc., Fort Pierce, rL
o.AAun,ran o<vcu nnren nmmn,es, inu. umuc„co
LOADING (psi)
TCLL 20.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
V
3x4 =
SPACING-
2-"
CSI.
DEFL.
In
(loc)
Vdefl
Ud
Plate Grip DOL
1.25
TIC0.47
Ved(LL)
-0.08
4-7
>999
360
Lumber DOL
1.25
BC 0.34
Vert(CT)
-0.21
4-7
>398
240
Rep Stress Inor
YES
W B 0.00
Horz(CT)
-0.00
3
n/a
n/a
Code FBC2017/TPI2014
Matrix -MP
Wind(LL)
0.15
4-7
>564
240
REACTIONS. (lb/size) 3=209/Mechanical, 2=414/0-8-0, 4=94/Mechanical
Max Horz 2=202(LC 12)
Max Uplift 3=-152(LC 12), 2=214(LC 12), 4=-8(LC 12)
Max Gray 3=213(LC 17), 2=414(LC 1), 4=133(LC 3)
FORCES. (Ib) - Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown.
BRACING -
Scale =1:19.0
PLATES GRIP
MT20 2441190
Weight: 241b FT=20%
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOT CHORD Rigid coiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2pst BCDL=3.Opsf; h=161t; B=45f ; L=24ft; eave=oft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(l) 1-8-0 to 6-11.4 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 pat bottom chord live load nonconcurrent with any other live loads.
3) • This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 4 except (jt=lb)
3=152, 2=214.
Walter P. Finn PE No32839
MTek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33810
Data:
January 23,2020
Q WARNING- yediydesfgnpemmeters end READ NOTES ON TN/SAND INCLUDEDMREKNEFENANCEPAGEMWillslrev. 11=11155EFONE USE
Design valid for use only with 100e143) connectors. This design Is based only upon parameters shown, and Is for on IndivIdual bulltling component, not
a buss system. Before use. Me building designer must verity the applicability of design parameters and properly Incorporate this design into the overall
bulltling design. Bracing Indicated is to bucking Individual muss web and/or chord members only. Additional temporary and permanent bracing
WOW
prevent of
Is always required for stability, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
69N Parke East Blvd.
fabrication, storage, delivery, erection and brocing of trusses and truss systems. saaANSVTPll CuaN Crl D3549 and ECS1 luldhp Component
Tampa. FL M610
Sooty Infaenatlenavailobie from inns Rate Institute, 218 N. Lee Street, Suite 31Z Alexandria, VA 22314
Job
Truss
Truss Type
Oty
Ply
5405 DEER RUW CHALOU
T79220246
76482
J7A
Jack -Open
1
1
Jab Reference (optional)
Chambers truss, Inc., ton Metals, FL
3x4 =
o.Jau s den a zuev rill i ert muusums, mv. - rue. i
I D:vaj21Cy17_HtL5DEsTviBoy9Neu-LAyxFPHuV7j8vgoMuCpXIHuN020uns_pGZsSXRmT4p
LOADING (psQ
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Well
L/d
TCLL
20.0
Plate Gnp DOL
1.25
TC 0.48
Vert(LL)
-0.09
3-6
>935
360
TCDL
15.0
Lumber DOL
1.25
BC 0.37
Vert(CT)
-0.23
3-6
>356
240
BCLL
0.0 '
Rep Stress Incr
YES
WE 0.00
Horz(CT)
-0.00
2
n/a
n/a
BCDL
10.0
Code FBC2017/rP12014
Matrix -MP
Wind(LL)
0.16
3-6
>526
240
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
REACTIONS. (lb/size) 1=312/0-e-0, 2=214/Mechanical, 3=98/Mechanical
Max Horz 1=156(LC 12)
Max Uplift 1=-104(LC 12), 2=-157(LC 12), 3=-14(LC 12)
Max Grav 1=312(LC 1), 2=217(LC 17), 3=135(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1:18.8
PLATES GRIP
MT20 244/190
Weight: 221b FT=20%
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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-Oto 6-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=1b)
1=104, 2=157.
Walter P. Finn PE No32839
MTek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33810
Data;
January 23,2020
Q IVARNNG- Venlydesain peramefersend RMD NOTES ON TN/SANDINCLUO£O MITEKREFERANCEPAGEM67,03rev. 1DU340159EFOREUSE
Design valltl for use only with Mllekw 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 me applicability of design parameters and properly Incorporate this design Into me overall
building design. Bracing Indicated is to buckling Individual liras web and/or chord members only. Additional temporary and permanent bracing
M!Tek'
prevent of
is always required for stability and to prevent collapse with possible personal Injury and property domage. For general guldonce regarding the
ity Crit� , DSB49 and SCSI Building Component
fabdn ootiostorage, delivery, erection and bracing of trusses and muss systems seeANSUIPII Criteria,
ge East Blvd.
Pa East B
Tam p a, Parke
Safety infoenatiorravatable from Truss Plate Insfil 218 N. Ise Sheet. Suite 312 Alexandria, VA 22314.
Job
Truss
Truss Type
Ply
5405 DEER RUN/CHALOU
T19220247
76482
JA3
Jack -Open
�Oty
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
3x4 =
3-0-0
B.JJU a Jan It 2U2U MI I eK industries, Inc. I nu Jan 23 1 J:uu:UI zuzu rage 1
ID:vaj2iCyl7_HtL5DEsTNBoy9Neu-mld4uRJnow6jm7 W xZKM EwW xgGUX—DjFyW 567mmT4m
Scale=1:10.8
LOADING (pso
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.22
Ven(LL)
-0.00
3-6
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.24
Vert(CT)
-0.01
3-6
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
2
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MP
Wind(LL)
0.01
3-6
>999
240
Weight: 9lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 1=132/0-8-0, 2=87/Mechanical, 3=45/Mechanical
Max Horz 1=66(LC 12)
Max Uplift 1=-44(LC 12). 2=-62(LC 12), 3=-10(LC 12)
Max Grav 1=132(LC 1). 2=88(LC 17), 3=57(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave--4ft; Cat.
II; 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide
Will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) 1, 2, 3.
Walter P. Finn PE No12839
MTek USA, Inc. FL Cod 6634
6964 Parke East Blvd. Tampa FL 33610
Date:
January23,2020
OWARNWG-VeBrydest9nper4metersend READNOTES ON MIS AND INCLUDED MiTEICREFERANCE PAGE MIL7413rev. rG=915 BEFORE USE
Design valid for use only with Mpekral connectors. This design 6 bosed only upon parameters shown and Is for an Individual building component, not
��-
a muss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate NB design Into Me overoil
building design. Bracing Indicated is to prevent bucWing 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
fobticaflon, storage, delivery, erection and bracing of trusses and truss systems, WeANSUTP11 QUalBy Criteria, DSB-89 and BCSI Bolding Component
SaOsy M tformatbrpvoiloble from Truss %ate Institute, 218 N. Lee Street Suite.312, Alexantlrlo. VA Y2314.
69N Parke East Blvd.
Tampa, FL 33610
Job
Tmss
Truss Type
Oty
Ply
5405 DEER RUN/ CHALOU
T79220248
76482
JAS
Jack -Open
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jan 8 2020 MiTek Industries, Inc. Thu Jan 2313:09:04 2020 Page 1
ID:vaj2iCyl7_HtL5DEsTviBoy9Neu-AKJC W SMf5rUHdbFVFTvxXYBJLTN_BaTheUJmk5nT4j
5.0.0
5.0-0
Scale=1:14.9
3x4 =
LOADING (psf)
SPACING-
2-M
CS'.
DER.
in
(loc)
Vdefl
Ud
PLATES GRIP
TOLL 20.0
Plate Gdp DOIL
1.25
TO 0.77
Vert(LL)
-0.03
3-6
>999
360
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.71
Vert(CT)
-0.08
3-6
>757
240
BOLL 0.0 '
Rep Stress Incr
YES
WB O.OD
Horz(CT)
-0.00
2
n/a
rVa
BCDL 10.0
Code FBC20177TP12014
Matd%-MP
Wind(LL)
0.07
3-6
>860
240
Weight: 16 lb FT=20%
LUMBER -
TOP CHORD 2x4 SO No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (Ib/size) 1=222/0-8-0, 2=150/Mechanical, 3=72/Mechanical
Max Horz 1=111(LC 12)
Max Uplift 1=-74(LC 12), 2=-110(LC 12), 3=12(LC 12)
Max Gary, 1=222(LC 1). 2=153(LC 17), 3=96(LC 3)
FORCES. (Ib) -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 oc pur ins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.OpsY h=16ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 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 cuss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 3 except at=1b)
2=110.
Walter P. Finn PE NoIH39
MiTek USA, Inc. FL Carl
6904 Parke East BNd,Tampa FL 33610
Data:
January 23,2020
QWARNING-V.6fydee/gnparemafereand READ NOTES ON TNISANDMCLUDEDMI KHEFENANCEPAGEMIF74Tarev. IMIO01SBEFOBE USE.
Design valid for use only with MTek® 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
buadingdesign. Bracing Indicated Istoprevent buckling ofIndividual thesweb ond/or chord members only. AdtllHonaltemporary and permanent bracing
Is always required for stag and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery. erection and bracing of humes and truss systems, seeANSVDrIj QualMMyy Cdlsda, DBB419 antl BCSI Bukdbig Compon�at
Safety MlelmaBerxrvploble from Truss Hate Institute. 218 N. Lee Sheet Suite 312. Alexonddp. VA 22314.
MiTek'
69M Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type
Ply
5405 DEER RUN/ CHALOU
T19220249
76482
JA7
Jack -Open
�Qty
3
1
Job Reference (optional)
unambers I=a, Inc., roe Pierce, PL
ADEQUATE
SUPPORT
REQUIRED. 4
w II
B.33U s Jan B 202u MI I ex Industries, Inc. I hu Jan 2313:09:19 2020 Page 1
ID:vaj2iCyl? HtLSDEsTviBoy9NeuEDjtfbX3ZSN9wwOd6hSeiGvuWUtCMAv5KS3mjmT4U
3
Scale = 1:19.4
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.68
Vert(LL) -0.05
3-4 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.81
Vert(CT) -0.14
3-4 >514 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.04
2 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MR
Wind(ILL) 0.09
3-4 >759 240
Weight: 191b FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc puffins,
BOT CHORD 2x4 SP No.3
except end verticals.
WEBS 2x4SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=264/Mechanical, 2=192IMechaniml, 3=72/Mechanical
Max Horz 4=132(LC 12)
Max Uplift 4= 78(LC 12), 2=-149(LC 12), 3=-6(LC 12)
Max Gmv 4=264(LC 1), 2=196(LC 17), 3=112(LC 3)
FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.OpsF h=16f ; B=45ft; L=24N; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interjor(1) 3-1-12 to 6-0-4 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 pet bottom chord live load nonconcument with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3 except 01=11a)
2=149.
Walter P. Fnn PE No22039
MiTek USA, Inc. FL Cart6634
69114 Parke East Blvd. Tampa FL 33610
Date:
January23,2020
AWARNING- Vilelydiders eremetereand READ NOTES ONMIS AND INCLUDED MREKREFERANCEPAGE MIN4TJrev.7DUM15BEFORE USE
Design void for use only with MUedle connectors. This design Is based only upon parameters shown, and Is for an Intllvidual bujaing component, not
a huss system. Bafore use, the building de9gner must verity the applicability, of tleslgn parameters and properly Incorporate this tleslgn Into the overall
binding tleslgn Byocbg Indicated is to prevent bucking of individual hum web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse wlth possae personal Injury and property damage, For general guidance regarding the
fabrication, storage, delivery. erection and bracing of trusses and truss systems seeANSWII Stool l9lyy Ciffeda, DSBA9 and ICSI BUIdbQ Component
Safety Ntoenalbmvoiloble from Truss Rafe Im6tute, 218 N. Lee Sheet. 3ulfe 312. Alexandria VA 22314.
MiTek'
69N Parke East Blvd. i
Tampa. FL 33610
Job
Truss
Truss Type
Ply
5405DEERRUN/CHALOU
T79220250
76482
JC3
Jack -Open
�Qty
2
1
Job Reference o tional
Chambers Truss, Inc., Fort Pierce, FL
B.99u s Jan d 2u2U MI I ex maustnes. Inc. nu Jan zJ 1 a:Ua:2a 20zu Fade 1
1
314 =
Scale =1:10.9
2.8.0
0-4-0
LOADING (psf)
SPACING-
2-0-0
Cat.
DEFL. in
(loc) Vdefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.32
VerI LL) -0.00
9 >999 360
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.19
Ved(CT) -0.01
6 >999 240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
HOR(CT) 0.01
5 n/a n1a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MR
Winsi 0.01
6 >999 240
Weight: 13111 FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 3-0-0 oc pur ins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 6-0-0 on bracing.
REACTIONS. fib/size) 4=61/Mechanical, 2=247/0-8-0, 5=51/Mechanical
Max Hors 2=112(LC 12)
Max Uplift 4=-29(LC 12), 2=169(LC 12), 5= 17(LC 12)
Max Grav 4=63(LC 17), 2=247(LC 1). 5=53(LC 17)
FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=16N; B=45N; L=24ft; eave=411; Cat.
11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -14-0 to 1-8-0, Interior(l) 1-8-0 to 2-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 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 100111 uplift at joints) 4, 5 except (jt=lb)
2=169.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cod 8834
6904 Parke East Blvd. Tampa FL 33610
Data:
January 23,2020
AWARNING -wdIydasI,.,ammeters.ndREADNOTES ONTH/SANDMCLUDEDMrrEKREFEHANCEPAGEM674Mmv.IaDY1015eEFONEUSE
Design valid for use only Win MI connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not
a truss system. Before use, the building designer must verify the oppllcobllity, of design parameters and properly Incorporate the c aslgn Into the overall
buildingdesign. Wooing Indicated Istoprevent buckling ofIndividual truss web and/or chord members only. Additional temporary and permcnentic"Ing
M!Tek'
Is always requIred for stabIrry and to prevent collapse wrin possible personal Injury and property damage. For general guldonce regarding the
fabrication, storage, delivery, erection and bracing of hums and truss systems, seeANSVIPII Quiet" v Cdbdq, DSO-99 and BCSI Building Component
6904 Parke East Blvd.
Safety Informationavollabl9 from Truss Rate Insf futa. 218 N. Lee Sheet Suite 312, Morrontlrlo. VA 72J14.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
5405 DEER RUN/CHALOU
T19220251
76482
JC5
Jack -Open
2
1
Job Reference o tional
cnamoers I russ, Inc., run mince, r�
3x4 =
o.oau s Jar a rays ,
ID:vaj2iCyl7 HtL5DESTvlBoy9Neu-3N4Bwecg817JepMYzNosuzWuuxa6c4fnTFvN_NnT40
Scale v 1:15.0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TIC 0.84
Vert(LL) -0.04
6 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.63
Ven(CT) -0.10
6 >594 240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
HOrz(CT) -0.05
5 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MR
Wind(LL) 0.10
6 >577 240
Weight: 19lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No,3
TOP CHORD
Structural wood sheathing directly applied or 5-0-0 oc pudins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size) 4=126/Mechanical, 2=329/0-8-0, 5=84/Mechanical
Max Horz 2=157(LC 12)
Max Uplift 4=-80(LC 12), 2=188(LC 12), 5=-25(LC 12)
Max Gray 4=129(LC 17), 2=329(LC 1). 5=91(LC 3)
FORCES. Ila) -Max. CompJMax. Ten. -Aft forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=16f ; B=4511; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0. Interior(1) 1-8-0 to 4-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except (jt=lb)
2=188.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Ced 6634
6004 Parke East Blvd. Tampa FL 33610
Date:
January 23,2020
AWARNING- yerRydeeignperemefereandREADNOTES ONTHISANDINCLUDED MDEKREFERANOEPAGEMD]4AreeIDT32pI56EFOREUSE
Design valid for use only with MITak® connectors. fits design Is based only upon parameters shown, and Is for an individual building component, not
o truss system. Before use, the building designer must verify Me opplicabi lty of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web cad/or chard members only. Additional temporary and permanent bracing
M!Tek'
Is always required for stoblllty and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me
fobricotlon, storage, delivery, erection antl bracing of trusses and truss systems, seeANSVTP11 Cua1Bv CMnks, DSB29 and BCSI Bu➢dbp Component
6904 Perko East Blvd.
Safety Mlormatbrxrvollable from Truss Plate Institute. 218 N, Lee Street. Suite 312 Alexandria. VA 22914.
Tampa. FL N610
Job
Truss
Truss Type
Oty
Ply
5405 DEER RUN/ CHALOU
T79220252
76482
JC7
Jack -Open
6
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jan 8 2020 MiTek Industries, Inc. Thu Jan 23 13:09:33 2020 Page 1
ID:val2iCyl7_HtL5D EsTvi Boy9Neu-gvZAbNirGIBAc2z4R3xkCfrLG9JDUheyJVroGmT4G
-1-0.0 2-8-0 7-0.0
1.4G 1 2.8.0 I 4-4-0
Scale v 1:19.0
3x4 =
LOADING (Pat)
SPACING- 2-1
CSI.
DEFL. in
(loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.50
Vert(LL) -0.12
3-5 >702 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.61
Ven(CT) -0.28
3-5 >303 240
BCLL 0.0 '
Rep Stress Incr YES
W B 0.00
Hom(CT) 0.12
5 rda n1a
BCDL 10.0
Code FBC2017/TPI2014
Matdx-MR
Wind(LL) 0.23
3-5 >363 240
Weight: 25lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD 2x4 SP No.3 *Except*
BOT CHORD
Rigid ceiling directly applied or 6-0-0 Do bracing.
3-5: 2x4 SP M 30
REACTIONS. (IWsize) 4=191/Mechanical, 2=416/0-8-0, 5=113IMechanical
Max Horz 2=202(LC 12)
Max Uplift 4=-130(LC 12), 2=-214(LC 12), 5=-30(LC 12)
Max Gray 4=195(LC 17), 2=416(LC 1), 5=131(LC 3)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16tt; B=45ft; L=24ft; eave=oft; Cat.
II; Exp C; Encl.. GCpI=0.18; MWFRS (directional) and C-C Exterior(2) -"-0 to 1-8-0, Interior(1) 1-8-0 to 6-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joints) 5 except 01=1b)
4=130,2=214.
Walter P. Finn PE NoIH39
MiTek USA, Inc. FL Ced6634
6904 Parke East ENQ Tampa FL 33610
Date:
January 23,2020
Q WARNING - yen/ydeef ePeremefereend READ NOTES ON TNISAND INCLUDED MTTEKREFERANCEPAGEMLL7473rey. 104112015 BEFORE USE.
Design valid for use only with MBekg connectors. This design Is based arty upon parameters shown, and Is for on Individual burping component, not
o huss system. Before use. Me building designer must verily fine applicability of design parameters and property Incorporate Trs design Into me overall
building tleslgn. Bracing Indicated h to prevent bucking 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
MiTek'
fabrication, storage. delivery, erection and brocing of trusses and truss systems, seeANSURII Quality Cmnks, D3549 and BCSI Building Component
6904 Parke East BML
Safety Infem otionovaaobie from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
5405 DEER RUN/CHALOU
T19220253
76482
K
COMMON
1
1
Job Reference (optional)
unambers Imss, Inc., ron Pierce, rL
a.aau s dan o Cueu MrreR mausuies, Ino. inu Janzo ra:un:Va zueu
W01
Scale = 1:25.7
4x6 =
7
la
3x5 = 2x3 II 3x5 =
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TPI2014
CSI.
TC 0.42
BC 0.42
WB 0.14
Matrix -MS
DEFL. in
Ven(LL) .0.09
Vert(CT) -0.18
Hom(CT) 0.01
Wind(LL) 0.10
(loc) Vdefl Lid
5-8 >999 360
5-8 >970 240
4 Na rVa
5-8 >999 240
PLATES GRIP
MT20 244/190
Weight: 521b FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (Is/size) 4=656/0-8-0, 2=758/0-8-0
Max Horz 2=112(LC 11)
Max Uplift 4=-285(LC 12), 2= 395(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or
less except when shown.
TOP CHORD 2-3=-1069/599, 3-4=-1067/619
BOTCHORD 2-5=-442/908, 4-5=-442/908
WEBS 3-5=-54/361
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ri TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=241 eave=4ft; Cat.
II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 7-4-0. Exterior(2) 7-4-0 to
10.4-0, Intedor(1) 10-4-0 to 14-8-0 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 nonconcument with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
4=285, 2=395.
Walter P. Finn PE No12839
MTek USA, Inc. FL Ceff 6634
6904 Parke East Blvd. Tampa FL 33810
Date;
January 23,2020
AWARNING-VedlydeelgnpemmetemandREADNOMSONMISANDNCLUDEDMREKREFERANCEPAGEMR7mmv,idJODISBEFOREUSE.
Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not
a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overoll
building design. Bracing Indicated is to prevent buckling of Inc Mdual truss web and/or chord members only. Addrional temporary and permanent bracing
M!Tek*
Is always required for stability and to prevent coilopse with possible personal Injury and property damage. For general gultlonce regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVIpil Qual1iIttyy Cdbrlo, DSB-09 and BCSI Balding Component
SalInloenatbrxrvolloble from Truss Pate Institute, 218 N. Lee Sheet Suite 312, Make tltlo. VA 22314,
6904 Parke East Blvd.
Tampa, FL Base
Job
Truss
Truss Type
Oty
Ply
5405 DEER RUN/CHALOU
'
T19220254
76482
K1
Half Hip
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jan 82020 MiTek Industries, Inc. Thu Jan 23 13:09:53 2020 Page 1
ID:vaj2iCyl?_HtL5DEsTviBoy9Neu-EmmkoDyOYufK?7VwcFIOOtgoYDAHAeUwchsyfnT3y
5.11.6 9-2.0 14.8.0
1-0-0 5-11-6 &2-10 5-6.0
4x4 = 3x5 =
4 13 14 15 5
3x5 =
Scale=1:27.5
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017RPI2014
CSI.
TC 0.35
BC 0.40
W B 0.39
Matrix -MS
DEFL. in
Von(LL) -0.12
Vert(CT) -0.28
Horz(CT) 0.01
Wind(LL) 0.07
(Joe) Well Lid
7-10 >999 360
7-10 >620 240
6 r✓a n1a
7-10 >999 240
PLATES GRIP
MT20 244/190
Weight: 731b FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc pudins,
BOT CHORD 2x4 SP M 30
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 8-5-2 oc bracing.
REACTIONS. (lb/size) 6=649/0-8-0, 2=751/0-8-0
Max Horz 2=253(LC 12)
Max Uplift 6=-310(LC 12). 2=-364(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or
less except when shown.
TOP CHORD 2-3=-1062/607, 3-4=-716/410, 4-5=-606/421,
5-6=-621/477
BOT CHORD 2-7=-744/945
WEBS 3-7=-425/388, 5-7=-503/729
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=241t; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1)1-8-0 to 9-2-0, E#erior(2) 9-2-0 to
13-4-15, Interior(1) 13-4-15 to 14-6-4 zone;C-C for members and fames & MW FRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed fora 10.0 pat bottom chord live load nonconcunent 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 1001la uplift at joints) except i t=1b)
6=310, 2=364.
Walter P. Finn PE No.22839
NTek USA, Inc. FL Cod 6634
6904 Parke East Slid. Tampa FL 33610
Date:
January 23,2020
QWARNING- VeritydesignpmametemanJREAD NOTES ON MISAND INCLUDED MREKREFERANCEPAGEMIP7473 my. 1009/2015BEFORE USE
Design valid for use only with MOels� connectors. This design Is based only upon parameters shown, and Is for on Indlvldual bulIdIng component, not
��-
a hum system. Before use, the bullding 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 IndMdual hum web and/or chord members only.Additional temporary and permanent bracing
Isalwaysrequiredforstabilityantltopreventcollapsewithpossiblepersonalinjury and property damage. For general guidance regarding the
fabrication storage. delNery, erection and bracing of humps and hum systems, seeANSVrPl l Quality Crouse. DSO-69 and SCSI Building Component
Sab1y Informonkmaro iiobie from Truss Plate Institute, 218 N. Lee Sheet Suite 312. Alexandi VA 22314.
MiTek-
6904 Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type
Oily
Ply
5405 DEER RUN/ CHALOU
T79220255
76482
KJ3
Diagonal Hip Girder
1
1
Jab Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
3x4 =
8.330 a Jan 8 2020 MiTek Industries, Inc. Thu Jan 2313:10:10 2020 Page 1
ID:vaj2iCyl7 HtLSDEsTviBoy9Neu-E119M193Y6owYkIB6K5PCTtl943otOoPpIJG2Gz T3h
Scale = 1:10.1
3.2-14
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. In
(too) Well Ud
PLATES GRIP
TCLL 20.0
Plate Gap DOL 1.25
TC 0.16
Vea(LL) -0.02
4-7 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.11
Vol 0.01
4-7 >999 240
BCLL 0.0 '
Rep Stress that NO
WB 0.00
Horz(CT) 0.00
2 n/a rda
BCDL 10.0
Code FBC20177TP12014
Metal
Weight: 131b FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-2-14 oc puffins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=63/Mechanical, 2=280/0-10-15, 4=10/Mechanical
Max Horz 2=96(LC 8)
Max Uplift 3=13(LC 5). 2— 184(LC 8), 4= 19(LC 17)
Max Gmv 3=64(LC 22), 2=280(LC 1), 4=69(LC 24)
FORCES. ill - Max. ComplMax. Ten. -Ali forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16R; B=45ft; L=24fb eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gap DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSVTP11.
3) Gable studs spaced at 2-0-0 oc.
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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1001b uplift at joints) 3, 4 except (jt=1b)
2=184.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1001b down and 59 Its up at
1-6-1. and 100 lb down and 591b up at 1-6-1 on top chord, and 33 Ib down and 451b up at 1-6-1, and 33 Its down and 45lb up at
1-6-1 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 (8).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1.3=-70, 4-5=-20
Concentrated Loads (lb)
Vert: 9=64(F=32, B=32)
Walter P. Finn PE N022839
MiTek USA, Inc. FL Cori 6834
6904 Parke East Blvd. Tampa FL 33610.
Date:
January 23,2020
AWARNING - Vestry dregnperamerersandRfAONOTESONTHISANDMCLUDEDMRExREFERANCEPAGEM674M..taeG¢e15BEFOREUSE
Design valid for use only with MmeM connectors, IDIs 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
bulldingdoslgn. Bracing Indicatetl is to prevent buckling of Individual truss web and/or chard members only. Addittonal 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
OSE-09 and 9f:31 BVAdYtp Component
Safety lnfomso8enovo able frorm Truss Plate lnsfilugte, 218 N. tee Street.5 Suite 312 A ma ol. VGA 22314�o�
Tampa, FL W610nd
Job
Truss
Truss Type
Dry
Ply
5405 DEER RUN/C HALOU
T19220256
76482
KJS
Diagonal Hip Girder
2
1
Job Reference o tional
Chambers Truss, Inc., Fort Pierce, FL
8.330 a Jan 82020 MiTek Industries, Inc. Thu Jan 23 13:10:27 2020
3x4 =
Scale=1:17.1
7-0-2
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) III lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.43
Vert(L-) -0.08
4-7 >999 360
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.29
Vert(CT) -0.18
4-7 >474 240
BCLL 0.0 '
Rep Stress Incr NO
WB 0.00
HOrz(CT) 0.00
2 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
Wind(LL) -0.12
4-7 >706 240
Weight: 241b FT=20%
LUMBER- -
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 3=199/Mechanical, 2=417/0-10-15, 4=89/Mechanical
Max Hom 2=156(LC 8)
Max Uplift 3=-121(LC 8), 2=-206(LC 8), 4=-5(LC 5)
Max Grav 3=199(LC 1), 2=417(LC 1), 4=124(LC 3)
FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less
except when shown.
NOTES-
1) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; SCDL=3.0psf; h=1611; B=45ft; L=24ft; eave=oft; 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 pal bottom chord live load nonconcument with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111, uplift at joint(s) 4 except 01=11h)
3=121, 2=206.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 Ib down and 59 lb up at
1-6-1, 100 Us down and 59 Ih up at 1-6-1, and 1181b down and 651b up at 4-4-0, and 118lb down and 65 lb up at 44-0 on top
chord, and 33 lb down and 45 lb up at 1-6-1, 33 lb down and 45 lb up at 1-6-1, and 28 Its down and 9lb up at 44-0. and 28 lb down
and 9 Ib up at 44-0 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 (pIf)
Vert: 1-3=-70, 4-5= 20
Concentrated Loads (Ib) 1
Vert: 10=64(F=32, B=32) 11=-12(F=-6, B=-6)
Walter P. Finn PE No12839
MiTek USA, Inc. FL Cud 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
January 23,2020
AWARNING -VenlydeslgnpemmerersendREADNOTESONTN/SANDMCLUDEDMREKNEFENANCEPAGEM&74nen" 1GT12015aEFONEUSE
Design valid for use only with MiTekts connectors, Als 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
buSc hg design. Bracing Indicated Is to prevent buckling of IndNklual trussweb 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
fabricaflon, storage, delivery, erection and bracing of trusses and truss systems, so-ANSVTPII QuolMy Crisis. DSII89. and Iii Building Component
Safely Informationavoaabie from Truss Rate Ira6tute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314.
MiTek'
6s04 Parke East BNtl.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
5405 DEER RUN/CHALOU
T19220257
76482
KJ7
Diagonal Hip Girder
5
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
8.330 s Jan 8 2020 MiTek Industries, Inc. Thu Jan 23 13:10:37 2020 Page 1
ID:vaj2iCyl7_HtL5DEsTviBoy9Neu-yDOMlGU7BPC5HusNBV4ko9VKeyDIUYgNOSLBW CTST3G
Scale =1:22.1
3x4 = /JIJ 11 5
3x4 =
5-2-9
9-10-1
5-2-9
4.7.8
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(fee)
Well
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOLL
1.25
TC 0.27
Vert(LL)
-0.03
6-7
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.32
Vert(CT)
-0.08
6-7
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
W B 0.44
Hoa(CT)
0.01
5
n/a
n/a
BCDL 10.0
Code FBC2017/IPI2014
Matdx-MS
Wind(LL)
-0.05
7-10
>999
240
Weight: 41 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=161/Mechanical, 2=581/0-10-15, 5=382/Mechanical
Max Horz 2=201(LC 8)
Max Uplift 4=-123(LC 8), 2=-273(LC 8), 5=-145(LC 8)
FORCES. (It) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1010/343
BOTCHORD 2-7=-415/927, 6-7=-415/927
WEBS 3-7=-2/279, 3-6=-986/442
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24N; save=4N; Cat.
II; Eam C; Encl., GCpi=0.18; MW FRS (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 girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=1b)
4=123, 2=273, 5=145.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb down and 591b up at
1-6-1, 100 Ito down and 59 Ib up at 1-6-1, 118 lb down and 65lb up at 4-4-0, 118 lb down and 6516 up at 4-4-0, and 161 lb down
and 126 Ito up at 7-1-15, and 161 lb down and 126 lb up at 7-1-15 on top chord, and 33 lb down and 45 lb up at 1-6-1, 33 lb down
and 45 lb up at 1-6-1. 28 lb down and 9lb up at 4-4-0, 28 lb down and 91b up at 4-4-0, and 49 lb down and 191b up at 7-1-15, and
49 Ib down and 191b up at 7-1-15 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 (pit)
Vert: 1-4=-70, 5-8=-20
Concentrated Loads (lb)
Vert: 13=-91(F=-45, B=-45) 14=64(F=32, B=32) 15� 12(F=-6, B=-6) 16=-74(F=-37, B=-37) Waller P. Finn PE No22839
lij USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Dale:
January 23,2020
AWARNING- Verilyd signpemmetemendREAPNOTESONTHISANOMCLUDEOMREKREFERANCEPAGEMIL]p3mv.1G912015aEFOREUSE
Design valid for use only with MITeW connectors. rKs design Is based only upon parameters shown, and Is for an Individual building component, not
��
a muss system. Before use, the building designer must verity Me applicability of design parameters and properly incorporate this design Into the overall
building deelgn. Bracing Indicated Is to prevent buckling of Individual muss web and/or chord members only. Additional temporcry 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 musses and muss systems, sGoANSU1P11 CualNy Criteria. DSB49 and BCSI Building Component
Safety tnfammibncriceabie from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexantltla VA 22314.
MiTek'
6904 Parke East Blvd.
Tampa, FL M610
Job
Truss
Tnsss Type
Oty
Ply
5405 DEER RUW CHALOU
T19220258
76482
KJC7
Diagonal Hip Girder
1
1
Jab Reference (optional)
Truss, Inc., Yon Pierce, FL
8.330 s Jan 8 2020 MiTek Industries. Inc. Thu Jan 23 13:10:59 2020
3x4 =
Scale = 1:22.5
LOADING (pal
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017/TPI2014
CSI.
TC 0.89
BC 0.45
W B 0.36
Matdx-MS
DEFL in
Vert(LL) -0.21
Vert(CT) -0.45
Horz(CT) 0.12
Wind(LL) 0.23
(roc) Vdefl Ud
9 >549 360
9 >262 240
6 rJa We
9 >510 240
PLATES GRIP
MT20 2441190
Weight: 46 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 31
TOP CHORD
Structural wood sheathing directly applied or 6-M oc pudins.
BOT CHORD 2x4 SP M 30'Except'
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
3-6: 2x6 SP 24ODF 2.0E
WEBS 2x4 SP No.3
REACTIONS. (Ib/size) 5=86/Mechanical, 2=612/0-10-15, 6=479/Mechanical
Max Harz 2=201(LC 8)
Max Uplift 5=-63(LC 8). 2=288(LC 8). 6= 217(LC 8)
Max Grav 5=87(LC 17), 2=612(LC 1), 6=479(LC 1)
FORCES. III -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 3-12=-271/8, 3-4=-1418/595
BOT CHORD 3-8=-655/1351, 7-8=-654/1349
WEBS 4-8=-185/511,4-7=-1437/697
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=oft; Cat.
II; Exp C; Encl., GCpi-0.18; MWFRS (directional); Lumber DOL=1.fi0 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 alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joini(s) 5 except Qt=lb)
2=288, 6=217.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load s) 100 lb down and 59 Ib up at
1-6-1, 100 lb down and 59 lb up at 1-6-1, 110 lb down and 43 lb up at 4-4-0, 110 Ib down and 43 Ito up at 4-4-0, and 152 Ito down
and 103 Ib up at 7-1-15, and 152 lb down and 1031b up at 7-1-15 on top chord, and 331b down and 45 lb up at 1-6-1. 33lb down
and 451b up at 1-6-1. 331b down and 27lb up at 4-4-0. 33 Its down and 27 lb up at 4-4-0. and 59 lb down and 42 Ib up at. 7-1-15,
and 59 It, down and 42 lb up at 7-1-15 on bottom chord. The designtselection of such connection device(s) is the responsibility of
others.
7) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit) Walter P. Finn PE NoIB39
Vert: 1-5=-70, 9-11=-20, 3-6=-20 MrTek USA, Inc. FL Cott6634
Concentrated Loads (lb) 6904 Parke last Blvd. Tampa FL 33610
Vert: 16=-55(F=-27, B=-27) 17=64(F=32, B=32) 18=-46(F=-23, B=-23) 19=-112(F= 56, B=-56) Date:
January 23,2020
Q WARNING-VedtyCes/gnpo2 efemend READNOTES ON THISAND INCLUDED 4IREKNEFEMNCEPAGEM67413rev. fhAi20f5BEFORE USE
Design valid for use only with M9essle 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 deslgn parameters and properly Incorporate this design Into the overall
burding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chard members only. Addinonol temporary and permanent bracing
■
MiTek'
Is always required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
Bead Patios East Sind.
fabrication, storage. delivery, erection and bracing of hussas and truss systems, seeANSU1P11 QuaN C1Qnks. DSM9land SCSI SuidbD Component
Sobty Inform rdismavaliabie from Thus Rate Institute. 218 N. lee Street Suife 312, Alexandra, VA 22314.
Tampa, FL 33610
Symbols
PLATE LOCATION AND ORIENTATION
1 374 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.
171�
For 4 x 2 orientation, locate
plates 0-'na 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
width measured perpendicular
4 x 4
to slots. Second dimension Is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by text In the bracing section of The
output. Use T or I bracing
if indicated.
Indicates location where bearings
(supports) occur. Icons vary but
reaction section Indicates joint
number where bearings occur.
Min size shown is for crushing only.
Industry Standards:
ANSI/TPII : National Design Specification for Metal
Plate. Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
'installing & Bracing of Metal Plate
Connected Wood Trusses.
Numbering System
I 6-4-8 I dimensions shown fitsc sixteenths
t
III (Drawings not to scale)
JOINTS ARE GENERALLY NUMSEREDAETrERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETrERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-131 1, 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.
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
MiTek'
MITek Engineering Reference Sheet: Mll-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 orX-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/IPI 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.
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.