HomeMy WebLinkAboutTrussBBraden & Braden, AIA, PA
AZ&F& 9"#AAC000032
417 Coconut Ave. Stuart, FL. 34996 • (772) 287-8258
St. Lucie County Building Dept.
Wynne Development
Date:
Address:
Permit #: % i�� — �
To whom it mag concern,
This detail applies to the insulation in
the ends of the vaulted ceilings.
If you have any questions please feel
free to call me at 112-281-8258
R-19
Sincer I
D R. Braden AIA
Braden i Braden AIA PA
Trusses at 2q" o.c.
re shop drawings bg others
ceiling transition =�
ded using metal studs
erifg exact conFiguration
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R-30 Batts
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RE: M11455 MiTek USA, Inc.
THE COTTAGE 6904 Parke East Blvd.
Tampa, FL 33610-4115
Site Information:
Customer: WYNNE DEVELOPMENT Project Name: M11455
Lot/Block: Model:
Address: UNKNOWN
City: ST LUCIE COUNTY
Subdivision:
State: FL
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.3
Wind Code: ASCE 7-10 Wind Speed: 165 mph
Roof Load: 37.0 psf Floor Load: N/A psf ,
This package includes 18 individual, dated Truss Design Drawings and 0 Additional Drawings.
With
my seal affixed to this sheet, I hereby certify that I am the Truss 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
I
T18621009
a
11/11/2019
2
T18622010
al
11/11/2019
3
T18622011
a2
11/11/2019
4
T18622012
a3
11/11/2019
5
T18622013
ata
11/11/2019
6
T18622014
sib
11/11/2019
7
T18622015
b
11/11/2019
8
T18622016
bl
11/11/2019
9
T18622017
b2
11/11/2019
10
T18622018
b3
11/11/2019
11
T18622019
gra
11/11/2019
12
T18622020
grb
11/11/2019
13
T18622021
j1
11/11/2019
14
T18622022
j3
11/11/2019
15
T18622023
j5
11/11/2019
16
T1862202
j7
11/11/2019
17
T18622025
j7p
11/11/2019
18
T18622026
kj7
11/11/2019
The truss drawing(s) referenced above have been prepared by
MiTek USA, Inc under my direct supervision
based on the parameters provided by Chambers Truss.
Truss Design Engineer's Name: Albani, Thomas
My license renewal date for the state of Florida is February 28, 2021.
Florida COA: 6634
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs comply with ANSI/TPI 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
given to MiTek. Any project specific information included is for MiTek
customers file reference purpose only, and was not taken into account in the preparation of
these designs. MiTek has not independently verified the applicability of the design
parameters or the designs for any:particular building. Before use, the building designer
should verify applicability of design parameters and properly incorporate these designs
into the overall building design per ANSI/rPI 1, Chapter 2.
- rF-. OF :W�..
J�
<ORtOP��`.
/O N A���,%'
'1111111r10,
Thomas A Albans PE N0.39380
M1fek Usk Inc. FL Cert 6634
6904 Padre East Bid. Tampa FL 33610 November 11, 2019
1 of 1 Albani, Thomas
Job
Thus
Truss Type
qry
Ply
r
T78622009
Mi1455
A
Roof Special
7
1
�THECOTTAGE
Job Reference a tional
Chambers Truss, Inc., Fort Pierce, FL
8.320 a Uct 29 2019 MI Iex Industnes, Inc. Mon NOV 11 0/29:142U1
iI
scale = 1:60.3
4.00 12 54 =
RR
14 13 6x8 =
3x5 = 3x4 = 5.8 W18HS = 3x12 =
2.00 12
9-11-1 15{+0 1 17_ 1 24-11-0 i 35-0-0
9-11-1 5-6-15 2-0-0 7-SA 10-1-0
oI9 -
Plate Offsets (XY)-
[2.0-1-2 Edge1 [4:0-0-00-3-01 [7:0-4-12
03-0], [9:0-1-15 Edael [13:0-1-12 0-2-81
LOADING (psi)
SPACING- 2-0-0
GSI.
DEFL
in
floc)
Wall
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.75
Ven(LL)
-0.59
11
>711
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.95
Vert(CT)
-1.08
11
>388
240
MT16HS
244/190
BCLL 0.0 '
Rep Stress Incr YES
WB 0.98
HOrz(CT)
0.38
9
nta
n/a
BCOL 10.0
Code FBC2017/TPI2014
Matrix -MS
Wind(LL)
0.80
11
>522
240
Weight: 161 lb
FT=20%
LUMBER-
BRACING -
TOP CHORD
2x4 SP M 30 TOP CHORD
Structural wood sheathing directly applied or 2-2-1 oc puffins.
BOT CHORD
2x4 SP M 30 BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
2x4 SP No.3 WEBS
2 Rows at 113 pis 7-12
REACTIONS.
(Ib/size) 2=1349/0-8-0, 9=1349/0-8-0
Max Hoa 2=179(LC 11)
Max Uplift 2=-625(LC 12), 9=-825(LC 12)
FORCES. fib).- Max. Comp -/Max. Ten. -All tomes 250 (lb) or less except when shown.
TOP CHORD
2-3=-3241/2130, 3-4=-3030/2042, 4-5=-2295/1599, 5-6= 2218/1620, 6-7= 2308/1622,
7-8=-5432/3544, 6-9=-5684/3648
BOT CHORD
2-14— 1885/3038,.13-14=-1708/2834, 12-13=-1240/2181, 11-12=3315/5376,
9-11=.3386/5407
WEBS
4-14= 261/511, 4-13=-885/601, 7-11=-111411991, 3-14=-345/323, 6-12=-604/1026,
7-12=-3412/2219
NOTES-
1) Unbalanced roof live loadshave been considered for this. design.
2) Wind: ASCE 7.10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=4511; L=351t; eave=58; Cat.
II; Fxp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(l) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to
21-0-0. Interior(1) 21-M to 36-0-0 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of,20.Opsf, on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Bearing at joint(s) 9 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 Qt=lb)
2=825, 9=825.
Thomas A. Alban! PE No.39380
h Tek USA, Inc. FL Cert 0834
6904 Parke East Blvd. Tampa FL 33610
Date:
November 11,2019
Q WARNING- VezfrydeslgnpVwnetersend READ NOTES ON. THIS AND 1NCLODED4ffTEKREFERANCEPAGEMW4Mn,.. 1aWe201S BEFORE USE
Design validfor use onlywiltrMTekOconnectors. This design is based only upon parameters shcwn.and Is for an Inc Mduol building component not
�r-
■`
. a truss system. Before use, me laureling designer must verify the applicabiny of design parameters and properly Incorporate this design Into hie overall
burdingdesign. BracinglnoscatedIstoprevent bucklingofIndividual truss web and/or chord members only. .AdOBlpnaltemporary and pemonentbrocing
M!Tek'
Is ahvays required for s1clally and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the
fobr ootlon. storage, delivery, erection and brocing of trusses and truss systems seeANS9rP11 Cua@v Cr6M o, DSM9 and BC51 Building Component
69M Parke East Blvd.
Safety Mfermatlonovolloble from True plate Institute. 218 N. lee Sheet Suite 312. Alexandria VA 22 14.
Tampe, FL 3361 O
Job
Truss
Truss Type
Oty
Ply
`
T18622010
Mii455
Al
Hip
2
1
�THECOTTAGE
Job Reference (optional)
Chambers Tess, Inc., Fort Pierce, FL
cI
d
8.320 s Oct 29 2019 MiTek Industries, Inc. Mon Nov 11 07:29:15 2019 Page 1
ID:AXCVr6ubfdeoJ57JCdyWPDyLFMw-Xv A%_vyoRlogZdoiBRWvIOOH7VveZAk75KYbyKK71
e-11.1
1-0a e-1a 6-114 15 naa a z3b1 za11-0 zsao zeal asaa peo4
1^aa &1.3 0 -11 i 6a15 { 1ac 5-b1 %a1s M 1 za2 I W14 1ao
93
Scale=1:62.3
4.00 12
airs II
5
Sx8 MT18HS =
14 13 UB =
3x5 = 3x4 = 5 8 = 3x12
2.00 12
&1-14 i 9-11-1 15£-0 VV ffl 24-11E11-0 0- l-0 25012 35-00
taA taq 12 9-11<
d
Plate Offsets 04Y)—
f2:0-1-2Edael I4:0-3-00-3-01 (7:0.3-0Edgel
f9.0-1-15Edoe1 f13:0-2-402-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL
in
(too)
Udefl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip POL 1.26
TC 0.75
Ven(LL)
-0.60
11
>701
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.94
Vent(CT)
-1.10
11
>382
240
MT18HS
244/190
BCLL 0.0 '
Rep Stress Incr YES
WB 0.99
Horz(CT)
0.39
9
n1a
n/a
BCDL 10.0
Code FBC2017fTPI2014
Matrix -MS
Wind(LL)
0.82
11
>515
240
Weight: 160 It,
FT=20%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING -
TOP CHORD Stmctuml wood sheathing directly applied or 2-2-1 pc purlins.
BOTCHORD Rigid ceiling directly applied or 2-2-0oc bracing.
WEBS 2 Rows at 1/3 pts 7-12
REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0
Max Horz 2=-177(LC 10)
Max Uplift 2— 825(LC 12), 9=-825(LC 12)
FORCES. (lb) - Max CompJMax Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3240/2183, 3-4=-3025/2104, 4-5= 2311/1658, 5-6=-222511676, 6-7=-2322/1684,
7-8=5442/3689,8-9=-5685/3760
BOT CHORD 2-14=-1952/3038, 13-14=-1786/2833, 12-13=-1298/2195, 11-12=-3502/5450,
9-11=-3493/5408
WEBS 4-14= 261/512, 4-13=-867/611, 7-12=-3462/2358, 3-14=-359/334, 6-12=593/978,
7-11=-1144/2008
NOTES-
1) Unbalanced mof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=T.2psf; BCOL=3.Opsf; h=15ff, B=45fF L=35D; eave=5D; Cat.
II; Exp C; Encl., GCpi=0.18; MNFRS (directional) and C-C Extehor(2) -1-" to 2-8-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to
22-5-6. Interior(1) 22-5-6 to 36-0-0 zone;C-C for members and fames & MWFRS for reactions shaven; Lumber DOL=1.60 plate grip
DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) - This truss has been designed for a live load of 20.Opsf.on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of beating surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except at=1b)
2=825, 9=825.
Thomas A Albani PE No.39380
MiTek USA, Inc. FL Cent 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 11,2019
O WARNNG -Veriy design parameters antl BEAD NOTES ON THIS AND NCLUDED aerEK REFERANCE PAGE W74M rev. floe 15 BEFORE USE
Design vdld for use only wm1 M1fekG oonnectors. This design is based oNy upon parmmeters shown. and Isfor on Individual Wrong component, not
��
a truss system. Before use. the DWtling designer must vent' the opplicablWy of design Wameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual buss web and/or chard members wly. Additional temporary and permanent brocing
isalwaysrequ'redfo,sta ily and prevent collapse with possible personal and property carnage. For general guidance regcrdhgthe
MiTek-
fobricofidn, sbrage, delNery. erecHw and brocing of frussets and Visa systems, saeAN5VIP11 Quality Clepda, DSB419 and BC516u9dbD Component
6904 Parke East Blvd.
SoleN Infommtbnwo0oble from Truss Rate InsillNe, 218 N. Lee Street Suite 312, Alexandria. VA 22314.
Tampa, FL 336101
Job
Truss
Truss Type
(hy
Ply
THE COTTAGE
T18622011
M11455
A2
Hip
1
1
Job Reference (olAbonaft
cnamoers i rues, me., con coerce, ri- ...,., ,,,._,,,_ ...
ID:AXCVr6ubfdeoJSaCdyWPDyLFMw-UH7gbBOAUChT18i?w7DvcKNnA5m2NgPTCRaRcUyKK7G
't-0. 7-7-2 11-0-0 17-8-0 24-0-0 27-<-14 35.0.0 6.0-
-D 7-7-2 3-414 fi-6-0 66.0 3-4-14 7-7-2 1-0-
Scale =1:60.5
4x8 = 2YJ II 4x8 =
4.00 12 4 25 26 5 27 28 6'
16 15 14 13 12 11 10
3x6 = 2x3 II 4x6 = 3x8 = 3.4 = 2x3 II US =
3x4'= 4x6 =
LOADING (psl
TCLL 20.0
TCDL 7.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/rPI2014
CS'.
TC 0.47
BC 0.62
WB 0.46
Matdx-MS
DEFL. in (too) Well Ud
Verl -0.26 13 >999 360
Vert(CT) -0.4912-13 >857 240
Horz(CT) 0.13 8 rda rda
Wind(LL) 0.37 13 >999 240
PLATES GRIP
MT20 244/190
Weight: 164 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directlyapplied or 3-5-15 oc puffins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or4-B-8 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (Wsize) 2=134910-8-0, 8=1349/0-8-0
Max Horz 2=-117(LC 10)
Max Uplift 2=-825(LC 12), 8=-825(LC 12)
FORCES. (lb) - Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3306/2465, 3-0=-2825/2179, 4-5=-3132/2434, 5-6=-3132/2434, 6-7=-2825/2179,
7-8=-3306/2465'
BOT CHORD 2-16=-2226/3099, 14-16=-2226/3099, 13-14=-1826/2656, 12-13=-1834/2656,
10-12=-2234/3099,8-10=-2234/3099
WEBS 3-14=-569/506,4-14=-263/411;4-13=A51/683, 5-13=4105/454, 6-13=-451/683,
6-12=263/411, 7-12= 569/506
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDLr3.OpsF h=151b B=45ft; L=35ft; eave=5ft; Cat
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-1 Intedor(1) 2-6-0 to 11-0-0, Exterior(2) 11-M to
15-11-6, Intedor(1) 15-11-6 to 24-0-0, Extedor(2) 24-0-0 to 28-11-6. Interior(1) 28-11-6 to 36-0-0 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 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 a rectangle 3-6-0 fall 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 joint(s) except 6t=1b)
2=825, 8=825.
Thomas A. Mbmi PE No.39380
MiTek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 11,2019
Q WABNWG-Vedfy EeslgnparemeteramdR AD NOTES ON TN/SANBWCLUBEOMREKREFEAANCEPAGENl47413re, 1W0111a15BEFOBE USE
Design valid for use only with MBek®tonnectors. Thh design Is based only upon parametersshown and Is form mtlNidual building component, not
a truss system. Before roe, the building designer must verity the applicabllily of design parameters and properly Incorporate this design Into the overoll
budding design &going Indicated is to prevent buckling of Individual rule web and/or chord members only. AddlAonat temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal lolury and propeM damage. For general guidance regarding the
69N Parke East Blvd.
fabrication, storage, delivery. erection and bracing of trusses and buss systems WANSIM11 Quality Criteria, DSB-89 and BCSI Building Component
Safety mfarmatbryrvodoble from Truss Rafe Instihde, 218 N. Lee Street, sure 312. Alexanddo, VA 22314,
Tampa, FL W610
Job
Truss
Truss Type
Ory
Ply
THE COTTAGE
T18622012
M11455
A3
Hip
1
1
Jab Reference o liana)
I,namuars puss, mc., ran nerce, rL
o.aeu a ua eV zu rU MI I ea mousmes, Inc. man Nov I I ur rea:1 a zU IV raga 1
NI
d
dxS = 2x3 It
6.00 12
4 26 a
4,,6 = 3x4 = 4XS = 2.3
6 7 27 a 9
Scale = 1:60.3
17 16 15 14 13 12
3x6 = 4x6 = axis = 3x4 = 3xd = 4z5 =
3x4 = 4x6 =
94)-0 I 148-9 20.&7
c-o-o o.rvr
J I?
1i
Plate Offsets (XY)-
12:0-0-2 Edge] [4:0-5-4,0-2-0] [6:0,M Edger
[8:0-5.4 0-2-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Well
Ltd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.45
Ved(LL)
-0.33 14-15
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.62
Vetl(CT)
-0.6214-15
>682
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.53
Hoa(CT)
0.14 10
Na
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Wind(L-)
0.4614-15
>910
240
Weight: 161111 FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-6-4 oc pudins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-7-3 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (Ib/size) 2=1349/0-8-0, 10=1349/0-8-0
Max Horz 2=97(LC 11)
Max Uplift 2=-825(LC 12), 10=-825(LC 12)
FORCES. (Ib)-Max. ComplMax.Ten. -All forces 250(I1b) or less except when shown.
TOP CHORD 23=3318r2529, 3-4=-3076/2343, 4-5=-3677/2800, 5-7=3677/2800, 7-8=3678r2802,
8-9=-3076/2343, 9-10=3318/2529
BOT CHORD 2-17=-2291/3118,15-17=-2004/2903, 14-15=-2567/3678, 12-14=-2012/2902,
10-12=-2299/3118
WEBS 3-17= 3321418,4-17=-269/424,4-15=-702/983, 5-15=-320/368,7-14=-363/368,
8-14=-705/984, 8-12=-269/424, 9-12=332/418
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; 1i=15ft;. B=45ft; L=35ft; eave=5ft; Cat.
11; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 9-0-0, Exterior(2) 9-0-0 to
13-11-6, Intedor(1) 13-113 to 26-0-0, Extedor(2) 26-M to 30-11-6, Intedor(1) 30-11.6 to 36-0-0zone;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This buss has been designed for a 10.0 psf 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 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 joint(s) except (jt=lb)
2=825, 10=825.
Thomas A Alban) PE No.39380
MITek USA, Inc. FL Ced 8034
6904 Parke East Blvd. Tampa FL 33810
Date:
November 11,2019
O WABNWG-Vedlydss19epa1emeren;.d BEADNOTES ON THISAND NCLUDED a amEKBEFENANCEPAGEdf47473rev. 10UP2015BEFOBE USE
Design valid for use onrywith MRek®connectors, this design Is based only upon porameters shown. and 6 for an Individual building camponent not
��-
a truss system. Before use. the bWtling designer mustverify the applicability of tlesign parameters and properly incorporate this design into ma overall
buadmg deggm Bracing lnUicatetl is to prevent buckling of individual truss web and/or chord members only. AtldiHonal temporory and permanent bracing
M!Tek-
9 always required for slabeily, antl to pe rent collapse with possible peocnal inlury and property damage. For general gddonce recording the
fabraatiort storage, delivery, erection end bracing of trusses and Muss systems sseANS91F11 Quality CMikda, DS549 and BCSI Building Component
6904 Parke East Blvd.
Safety Infonnationov aaoble from Truss Rote InsBhrte, 218 N. We Street. Suite 312, Alexandra, VA 22314.
Tampa, FL M610
Job
Truss
Truss Type
Oty
Ply
THE COTTAGE
T18622013
M11455
ATA
ATTIC
1
1
Job Reference a (tonal
Chambers Truss, Inc.,
Fort Pierce, FL
8.320 s Oct 29 2019 MITek Industries, Inc. Mon NOV 11 07:29:19 2U19 rage 1
ID:AXCVr6ubfdeoJ5ziCdyWPDyLFMw-Og7O0s1 O01 xAHRsOlYFNNS79uUfm6103XhMyKK7E
'
iSD-0
22-03
1-0Q
aStS
12-It-13 13b12
260e 21-fOd 26-Et 3l 3FI}Q
1
bits
1 aSt 1-I' S I
s-0-0 t-16d H a-Sta 8-515 T140
4104
0-0.16 Scale =1:61.8
4.00 r12 3x6 - 3x6
3x5 � 3x5
5 6 7 8
18 16 15 13
3x4 II 5x8 = 3x4 = 3x4 = Sx6 = 3x4 II
LOADING (psQ
TCLL 20.0
TCDL 7.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Gdp DOL 1.26
Lumber DOL 1.25
Rep Stress lncr YES
Code FBC2017/TPI2014
CSI.
TC 0.51
BC 0.48
WB 0.51
Matrii
DEFL
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) Well L/d
-0.33 15-16 >999 360
-0.58 15-16 >726 240
0.11 11 n/a n1a
0.2715-16 >999 240
PLATES GRIP
MT20 244/190
Weight: 186 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30 -
TOP CHORD Structural wood sheathing directly applied or3-0-15 oc puffins.
BOT CHORD 2x6 SP 240OF 2.0E
BOT CHORD Rigid ceiling directly applied or7-5-13 oc bracing.
WEBS 2x4 SP No.3 *Except*
WEBS
2 Rows at 113 pts 5-8
5-8: 2x4 SP M 30
REACTIONS. (lb/size) 2=1511/0-8-0, 11=1511/0-8-0
Max Horz 2=155(LG 11)
Max Uplift 2=-698(LC 12), 11=-698(LC 12)
Max Grav 2=1634(LC 18), 11=1634(LC 19)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-4294/2007, 4-5=3767/1591, 5-6=-961/565, 6-7=910/561, 7-8=-961/565,
6-9=-3767/1591, 9-11= 4292/2008
BOT CHORD 2-18=-1778(4135, 16-18=-1778/4135, 15-16=-1223/3526, 13-15=-1787/4017,
11-13=-178714017
WEBS - 4-18=-96/330,4-16=-917/657, 5-16=-246/804,5-8=-2670/1014, 8-15=-246/804,
9-15=-917/657, 9-13=-98/330
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi-=i MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 15-0-0, Extedor(2) 15-0-0 to
24-11-6, Intedor(t) 24-11-6 to 36-0-0zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) 150.01b AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart.
4) Provide adequate drainage to prevent water ponding.
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) Ceiling dead load (5.0 pi on member(s). 5-8
8) Bottom chord live load (40.0 psQ and additional bottom chord dead load (5.0 psQ applied only to room. 15-16
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joiut(s) except Qt=1b)
2=698, 11=698.
10) ATTIC SPACE SHOWNISDESIGNED AS UNINHABITABLE.
Thomas A. Albani PE No.3936D
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 11,2019
Q WARNING-Vedfydeslgnparomelersand READNOMSON W6MDINCLUDEDMIFEKREFERANCEPA0EM&74Mrs. lWeV2015DEFOREUSE
Design valid for use any ur m MeekO connectors. Mils design Is based only upon parameters shown, and B for an Individual bu0tling component, not
• a Truss system. Before use. the building designer must vedfy me applicability of design parameters and propedy incorporate mis design Into the overall
tiuld'mgdesign.Bracing Indcotecil Is to ons,tent buckling of Individual trusivielb ondfor chord Members only. Additional temporary and pennonentbrocing
MiTek'
Is alwoys required for staba6y and to prevent collapse with possible personal injury and property damage. For general guidance regarding me
fabrication storage, delivery, erection and bmcing of trusses and huss systems. seeANSVWI1 6uT2 CRarl ; DSBA9 and SCSI Building Component
69M Parke East Blvd.
Safety lnformatbrnvalable from Truss Plate Institute. 218 N. Lee Street. Suite 31Z AlexaMrla VA 22 14.
Tampa. FL 33610
Job
Truss
Thus Type
O)y.
Ply
M11455
ATB
ATTIC
1
FECOTTAGET18622014
1b
Reference (optional)
unamoers I nlss, Inc., Fort Fierce, FL
8.32u s LIVE 2u 2u1u
Inc. Man Nov 11 U1: 11: 12Wll
Scale-1:60.7
4.00 12
6x8 =
6x6 =
4 21 22 23 24 25 26 5
14 '" 12 11 '" 9
3x4 II 5x6 3x4 = 3x4 = 5x6 = 3.4 II
0.515 I !X-I 2w-_1.n 4.a&n1 35-0-0
Plate Offsets (XY)--
[2:0-5-2 0-1-10] [4:0-3-8 0-2-31, [5:0-3-8
0-2-31
17:052 0-1-101
LOADING (psf)
SPACING- 2-M
CSI.
DEFL.
in (loc)
Well
List
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.64
Vert(LL)
-0.31 11-12
>999
360
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.48
Vert(CT)
-0.5711-12
>743
240
BCLL 0.0 '
Rep Stress Incr YES
WB OA6
Hoa(CT)
0.11 7
n/a
n/a
BCDL 10.0
Code FBC2017(rP12014-
Matrix -MS
Wind(LL)
0.2711-12
>999
240
Weight: 180 lb FT=20%
LUMBER -
TOP CHORD
2x4 SP M 30'Except'
4-5: 2x6 SP 240OF 2.0E
BOT CHORD-
2x6 SP 2400F 2.0E
WEBS
2x4 SP No.3
REACTIONS. (lb/size) 2=1513/0-8-0, 7=1513/0-8-0
Max Horz2=136(LC 11)
Max Uplift 2= 697(LC 12), 7=-697(LC 12)
Max Gmv 2=1641(LC 18), 7=1641(LC 19)
BRACING -
TOP CHORD Structural wood sheathing directly applied or3.0-4 oc pudins.
BOTCHORD Rigid ceiling directly applied or 7-4-12 oc bracing.
FORCES. (lb) - Max ComplMax Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2.3- 4303/2049, 3A-2800/1611, 4-S=-3601/1567, 5-6=-38D0/1611, 6-7=-4302/2050
BOT CHORD 2-14=-1817/4128, 12-14=-1817/4128, 11-12=-1255/3598, 9-11=-182154024,
7-9_ 1826/4024
WEBS 3-14=-84/310,3-12=-826r673,6-9=-84/310, 5-11=-216(772, 4-12= 216f772,
6-11=-826/673
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; B=45ft; L=35tt; eave=5ft; Cat.
II; Exp C; Encl.,.GCpi--0.18; MWFRS (directional) and C-C Emeriar(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 13-0-0. Exterior(2) 13-0-0 to
17-11-6. Interior(1) 17-11-6 to 22-0-0. Exterior(2) 22-M to 26-11-6. Interior(1) 26-11-6 to 36-0-0 zone;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) 150.O1b AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart
4) Provide adequate drainage to prevent water pending.
5) This truss has been designed for a 10.0 psf bottom chord live toad 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) Ceiling dead load (5.0 psi) on member(s). 4-5
8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0.pst) applied only to room. 11-12
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb)
2=697, 7=697.
10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
Thomas A. Alban! PE No.39360
MiTek USA, Ina FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 11,2019
0 WARN9G-VerKy Cesrynpmzmefersand READNOTES OMMISANDINCLUDEDMI KREFERANCEPAGEM674mrev. tatsa2U15BEFOREUSE.
Deslgnvold foruseonlywith MRek®connactors. IDb design bbaseConlyupon peramefensnown, and is foran lndMdual buading component, not
- a buss system. Before use, Me building designer must verify toe oppricabBity of design parameters and properly Incorporate this design Into Me overall
butdingdedgn &ocNglndicotedbtowr entbuckllrgofind dudM "bwdlorchordmembenoNy. Addlhonaltemporary and permanent bracing
Is always required for stabeily and to prevent calopse with pos able personal Wa<y care property damage. For general guidance, regarding the
tddk:bnort storage, tleWery, erection ata boc4g of trusses and huts systems seeAN31/IPII Cual2ry1CMerlp, DSBd9 and BGSI Building component
Safely Inforrilutbrava0obe from Truss Hate Institute, 218 N. Lee Sheet Suite 312. Alexandria VA 2214.
�I1
MOW
6904 Parke East BN4.
Tampa, R. Met
Job
Truss
Truss Type
Oly
Ply
T78622015
M11455
B
Hip
1
�THECOTTAGE
1
Job Reference (optional)
unamaers I was, Inc., ran rierce, rL
oam b VIA 4 V 4V ro nii I e¢ Inuu5,nee, nm. mV, uvVv , , V f
of
3x5 =
24
4.00 FIT 5a8 = 4.8 =
67 8
2x3 \\ 3x4 i
4xB -- S
3 4�
15
17 16 3x6 =
3x4 = Sx12 =
2.00 12
2x3 G
Sx6
9 SxB MTiBHS c
10 11
14
7x8 MTIBHS =
25
Scale=1:62.3
302 =
B-1-4 9-11-1 1580 2 o P4-11-0 25-0-12 35-0-0
I 7 er o-1 e I
Plate Offsets(XY)—
[2:D-1-2Edae1 [3:0-3-0Edael [6:0-5-120-2-121
[6:0-M0-1-121
P:0-1-120-0-01
[8:0-540-2-0I
[11:0-0-0Edgel [12:0-1-15Edge]
LOADING (psf)
SPACING 2-0-0
CSL
DEFL
in
(loc)
Udell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.73
Vert(LL)
-0.54
14
>784
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.94
Vert(CT)
-0.98
14
>429
240
MT18HS
244/190
BCLL 0.0 '
Rep Stress [nor YES
WB 0.76
Horz(CT)
0.36
12
n/a
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix -MS
Wind(LL)
0.74
14
>570
240
Weight: 1641b
FT=20%
LUMBER-
BRACING -
TOP CHORD
2x4 SP M 30 TOP CHORD
Structural wood sheathing directly applied or 2-4-1 oc puffins.
BOT CHORD
2x4 SP M 30 BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
2x4 SP No.3 WEBS
1Row at micipt 9-15
REACTIONS.
(lb/size) 2=1349/0-8-0, 12=134910-8-0
Max Horz 2=155(LC 11)
Max Uplift 2=-825(LC 12), 12=-825(LC 12)
FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD
2-4=-3239/2355, 4-5=-3010/2262, 5-6=-2338/1838, 6-7= 2192/1812, 7-8=-2205/1818,
8-9=-2754/2106.9-10=-538313914I 10-12=-5697/4073
BOT CHORD
2-17=-2119/3038, 16-17=-192512802, 15-16=-175at2665, 14-15=-3567/5158,
12-14=3794/5420
WEBS
8-15=-643/1022, 9-14=-1284/2004, 10-14=-335/317,7-16=-263/463, 9-15=-2822/2043;
5-16=-719/552, 5-17=-288/536,4-17=-411/382, 8-16=-697/471
NOTES-
1) Unbalanced roof live loadshave been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft;.3=45ft; L=35ft; eave=5ft;.Cat.
II; Exte C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-" to 2-", Interior(1) 2-6-0to 15-0-0, Exterior(2) 15-M to
24-11-0, Interior(1) 24-11-0to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load noncorx:urrent 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 joints) 12 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 Be uplift at joint(s) except (jt=lb)
2=825, 12=825.
Thomas A. Alban) PE No.39380
MTek USA, Ire. FL Cad 6634
6904 Parke East BNO. Tampa FL 33610
Date:
November 11,2019
Q WARNWG.Ve fydeslgnp efems dREADNOT£SONMOMDWCLUDWWR REFERANCEPAGEM&74m rev. 1O 015aEFOREUSE
Design valid for use only with MBekee connectors. This desgn Is based only upon parameters shown. and Is for an Individual bustling component, not
■■
a toss system. Before use, the ouadng des0ner must verify Me applk:abtiity of design parameters and properly incciporola this design Into me overall
bullding design. Bracing Indicated Is to budding of individual toss web and/or chord members only.Additional temporary and permanent bracing
MITek
prevent
Is always required for stability and to prevent collapse vM possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection ehd bracing of trusses and muss systems. seeANSWI I QuamBtyCMate. DS049 and SCSI Building Component
69M Parke East Blvd.
Safety NfprmMWltwoaode from Toss Rate Institute. 218 N. Leo Steel. Suite 31Z Alexandria. VA 22314.
Tampa. FL 33610
Job
Truss
Truss Type
Cty
Ply
THECOTTAGE
T78622016
M11455
B1
Hip
1
1
Job Reference (optional)
unamoem I mss, Inc., ran rierce, rL
4.00 FIT
aAZu s um eu zule mi tex Inauslnes, mC. Man Nov 11 UCz9:zu zule regal
aojsnCdyW PDyLFMw-I RMxsE5x3GSc13A9GOKKrbdlsWkPnKBLaM11g7yKK7A
5x5 = 2x3 II 4x10 =
4 24 5 25 26 27 6 five a
Scale = 1:61.3
15 14 13
3x5 = 2x3 II 3x4 = 5xB MT18HS= 3x12 =
2.00 12
E412 7-34i 13-0-0 15E-0 22-0-0 24-11-02&D-12 35-a0
'Ne nia� lain o.an aan v.t to o.tt
Plate Offsets (X,Y)--
t2:0-1-6,Edael, 16:0-7-0,0-2-01. 19:0-1-15
Edgel
LOADING (psf)
SPACING. 2-0-0
CSI.
DEFL
in (loc)
Udell
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.72
Vert(L-)
-0.55 11-12
>757
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.94
Vert(CT)
-1.0212-13
>410
240
MT18HS
244/190
BCLL 0.0 '
Rep Stress Incr YES
We 0.76
Horz(CT)
0.35 9
n/a
n/a
BCDL 10.0
Code F13C2017frP12014
Matrix -MS
Wind(L-)
0.7611-12
>550
240
Weight: 160 to
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x4 SP M 30 BOT CHORD
WEBS 2x4 SP No.3 WEBS
REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0
Max Horz 2=-136(LC 10)
Max Uplift 2=-825(LC 12), 9=-825(LC 12)
FORCES. (lb) - Max. Comp,/Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3313/2430, 3-4=-2689/2057, 4-5=-2521/2030, 5-6=-2517/2023, 6-7=3409/2582,
7-8=-5345/3923, 8-9=-5700/4162
BOT CHORD 2-15=-2200/3109, 14-15=--2POO/3109, 13-14=-1709/2521, 12-13=-2267/3348,
11-12=-3543/5101, 9-11=-3878/5424
WEBS 4-14= 343/531, 6-13=-1030/679, 6-12=-814/1242, 7-11=-1344/1986, 8-11= 394/387,
7-12=-2262/1640,3-14=-701/544
Structural wood sheathing directly applied or 2-4-5 oc puffins.
Rigid ceiling directly applied or 2-2-0 oc bracing.
1 Row at midpt 6-13
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=5ft; Cat.
II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-M to 2-6-0, Intenor(1) 2-6-0 to 13-0-0, Extedor(2) 13-0-0 to
17-11-6, Inlenor(1) 17-11-6 to 22-0-0, Extedor(2) 22-0-0to 26-10-0, Intedor(1) 26-10-0 to 36-0-0 zone;C-C for members and forces &
MWFRS.for reactions shaven; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4),All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 9 considers parallel to grain value using 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 at=lb)
2=825, 9=825.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Ced 6634
6904 Parke East Blyd. Tampa FL 33610
Date:
November 11,2019
Q WARNING- Vedtydesfenps...Wrsend REAONOTES ON TNISANDINCLUOEDM KBEMRANCEPAGEM&74 mv. Ina,2015BEFOBE USE.
Design valid for use only with MTek9connectors. This de9gn h based only upon parameters shown, antl I5 for on InWduai building component, not
- a fuss system. Before use, the bulcng designer musiverity me applicability of tleslgn parametersantl properly Incorporate this design Into the overall
buIlchg design. Bradng lndeated B to prevent buckling of hdK6d=l Muss web and/or chord members only. Additional femporary and permanent bracing
MiTek'
Is always required for stab9ny, and to prevent collapse with pasebie personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeAN5VTP11 Quality Criteria, DSB-e9 and BCSI Building Component
5904 Parke East Blvd.
Safely mfosmatbravollabie from Truss Rote Institute. 218 N. We Street Suite 312 Alexantlda. VA 22314.
Tampa, FL M610
Job
Truss
Truss Type
01y
Ply THECGTTAGE
T76622017
M11455
B2
HIP
1
1
Job Reference (optional)
unamoers i russ, Inc., ron rlerce, rL
4x8 =
4.00 F12 4
a.Jm 5 V. ztl za Itl ran nx nNusuiei, mu.
20 II 4x8 = 2z3 II
25 26 5 27 28 6 7 2x3
raye ,
r9cWgaVpOnlMayKK79
6-0
0-
Scale=1:60.4
10
3x4 = 2x3 11 US = 4xB = 2x3 II 3x5 =
3x4.= 502 MT18HS =
7-7.2 I 17-0.0 I 17.6cl,.0 I 24n.0.n.0-0 35.0.0
c1-'JJf a.1Mn I
Plate Offsets (X Y)—
[4:0-5.4 0-2-01 I6:0-5-12 0-2-01 [9:D-0-14
Edael [71:0-6-0 0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Gap DOL 1.25
.TC 0.51
Ven(LL)
0.47 11-22
>257
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.62
Vert(CT)
-0.3011-22
>406
240
MT18HS
2441190
BCLL 0.0 '
Rep Stress [nor YES
We 0.56
Horz(CT)
0.04 11
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 164 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x4 SP M 30 BOT CHORD
WEBS 2x4 SP No.3 WEBS
REACTIONS. (lb/size) 2=941/0-8-0, 11=1427/0-8-0, 9=330/0-8-0
Max Horz 2= 117(LC 10)
Max Uplift 2=-575(LC 12). 11=-1078(LC 12), g=-007(LC 12)
Maz Gmv 2=947(LC 21), 11=1427(LC 1), 9=361(LC 22)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2065/1469, 3-4=-1560/1164, 4-5>1250/920, 5-6=-1250/920, 6-7=-293/21
BOT CHORD 2-16=-1281/1923, 14-16=-1281/1923, 13-14— 861/1454, 12-13=-79/380, 11-12=-70/352
WEBS 3-14=598/530, 4-14= 261/410, 4-13=-244/257, 5-13=-428/461, 6-13=-l151/1459,
6-12=-372f753,7-11=-940/0, 8-11=268/694 -
Structural wood sheathing directly applied or 4-7-2 oc puffins.
Rigid ceiling directly applied or 6-M oc bracing.
1 Row at midpt 6-13
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL--4.2psf; BCDL=3.Opsf; h=1511; B=45ft L=35tt; eave=5ft; Cat.
II; E1gr C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interor(1) 2-6-0 to 41-0-0, Exierior(2) 11-0-0 to
15-11-6, Inteaor(1) 15-11-6 to 24-0-0, Extedor(2) 24-0-0 to 28-11-6, Inteaor(1) 28-11-6 to 36-M zone; porch right exposed;C-C for
members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 pat bottom chard 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-M 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 Qt=lb)
2=575, 11=1078, 9=407.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 11,2019
Q WARNING. Verily Ceslgnamersters antl BEAD NOTES ON THISAND INCLUDEDMITEKREFEBANCEPAGE0I-7473 rev. 10,1131201SBEFOREUSE
Design volid for use only wlth fill connectors. This design Is based only upon parameters shown, antl Is for an Indivtual building component, not
��-
- atruer system. Before use, the bWtling designer must verythe opplicabaity of tleslgn parameters and properly Incorporate tw design Into Me overall
building tleslgn. Bracing indicated a to prevent bucWing of individual truss web and/or chord members only, Additional temporary and permanent bracing
MiTek'
Is always required for stabalty and to prevent collapse wiM possible personal Injury and property damage. For general guidance regarding the
Parke East Blvd.
fobricotbn. storage, delivery, erection and bracing of trusses and truss systems. seegN5U1P11 Quo'y Critelli.. DSB-89 and BCSI BU9dfng Component
6904
Safety Mformatlonavoitoble from Truss Plate Institute, 21 B N. Lee Street Suite 312, Aleeandda, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oly
Ply THE COTTAGE
T1862201B
M11455
83
HIP
1
1
Job Reference (optional)
unroll , russ, no., ran rlerce, rL
i1-a-q 6.70-13
-0- 6-10-13
48 =
4.00 12
4
1;-4
d
o.Jzu s v.'e I.Ie ml rex mou5'u.a. 'nu. ,vNn nw , , V r:<tl:c] cu,0 rays ,
Scale = 1:60.4
2x3 (I 3x6 = 3x8 = 2.3 II 3.6 =
526 6 7 27 8 9 2x3
3x4 = 3,6 = 3.8 = 2x3 II 5x10 = 3x6 =
3x4 =
LOADING lost)
SPACING-
2-0-0
CSI.
DEFL.
in (too) Vdefl L/d
PLATES
GRIP
TCLL 20.0
Plate Gdp DOL
1.25
TC 0.45
Vert(LL)
0.48 13-23 >252 240
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.48
Vert(CT)
-0.32 13-23 >380 240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.50
HOrz(CT)
0.04 13 n/a n1a
BCDL 10.0
Code FBC20171TP12014
Matdx-MS
Weight: 163 lb
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or4-11-9
oc purins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
*Except*
WEBS
1 Row at midpt 7-13
8-13: 2x6 SP
No.2
REACTIONS. (lb/size) 2=86010-8-0, 13=1711/0-8-0. 11=127/0-8-0
Max Horz 2=-97(LC 10)
Max Uplift 2=-5301LC 12), 13- 1237(LC 12). 11=-293(LC 12)
Max Grav 2=869(LC 21), 13=1711(LC 1), 11=161(LC 22)
FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3- 1835/1348, 3-4=-1580/1150,4-5=-1382/984, 5-7=-1382/984,7-8=-636/851,
B-9=-658/876, 9-10=-672/903, 10-11=-247/672
BOT CHORD 2-17- 1173/1714, 15-17=-869/1479, 14-15=-106/635, 13-14=-106/635, 11-13=-611/320
WEBS 3-17=-356/442, 4-17= 281/437, 8-13=-455/397, 5-15=-312/354,7-15=-759/899,
7-13=-1620/1109,10-13=-528/804
NOTES-
1) Unbalanced roof live loads have been considered forthis design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15N; B=45ft; L=35f : eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.1Q MW FRS (directional). and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 9-", Exterior(2) 9-0-0 to
13-11-6. Interior(1) 13-11-6 to 26-", Exterior(2) 26-0-0 to 30-11-6, Interior(1) 30-11-6 to 36-0-0 zone; porch right exposed;C-C for
members and forces & 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 pat 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 100.Ito uplift at joint(s) except at=lb)
2=530, 13=1237, 11=293.
Thomas A, Albani PE No.39380
MTek USA, Inc. FL Cad 6634
6904 Parka East Blvd. Tampa FL 33610
Date:
November 11,2019
Q WARNING- Vedyydce9nparamefasend READNOTES ON THMAND INCLUDED 111RENREFERANCEPAGEM67473 rev. IdOYle15BEFORE USE
Design valid for use only with Wake, connectors; This design is based only upon parameters shown, and Is for an Individual burring component, not
��-
• atruss system. Before use. the bullring designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with goo le personal Injury and property damage. For general guidance regarding the
fdbncotion, storage, delivery, erection and bracing of trusses and truss systems, seeAN81/IPII gil Cmeda, OSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Infarmatlondvallabie From Truss Plate Institute. 218 N. Lee Street Suite 312 Alexandra, VA 22 14.
Temp., FL 33610
Job
Truss
Truss Type
O!y
Ply
THE COTTAGE
T18622019
M11455
GRA
Hip Girder
1
2
Job Reference (optional)
unampers i russ, Inc., ran rierce, rL �11
_
5x8 MT18HS =
4.00 F12 3x4 = 5x8 MT1SHS = 3x4 =
3 23 24 4 25 26 27 528 29 30 31 32 6 33 34
5x8 MTI BHS =
7
Scale=1:6D.3
16 35 15 36 14 37 3B 73 39 4041 42 t2 43 11 44 10
4x8 = 2x3 II Sx6 WB= 4x4 = 3x8 = 4x4 = 5.6 ,wa= 2x3 II 4x6 =
LOADING (psf)
SPACING-
2-M
C51.
DEFL,
in (loc)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.65
Vert(L-)
1.04 12-13
>405.
240
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.96
Vert(CT)
-1.04 12-13
>402
240
MT18HS
244/190
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.65
Horz(CT)
0.19 8
n/a
nJa
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 316 lb
FIF=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 - - TOP CHORD
BOT CHORD 2x4 SP M 30 BOT CHORD
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=283310-8-0, 8=2835/0-8-0
Max Harz 2=78(LC 24)
Max Uplift 2=-2199(LC 8). 8=-2255(LC 8)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250.(lb) or less except when shown.
TOP CHORD 2-3=-7950/6160, 3-4=-10549/8106, 4-5=-11568/9029, 5-6=-11568/9029, 6-7=-10563/8444,
7-8=-7952/6320
BOTCHORD 2-16=-5728(7490, 14-16=-576117530,.13-14=-7944/10549, 12-13=-8281/10563,
10-12= 5910/753118-10=-588117492
WEBS 3-16=-5371685, 3-14=-2389/3417,4-14=-1134/1004, 4-13=-1015/1162,5-13=-538/487,
6-13=-644/1146,6-12=-945/674,7-12=-2596/3432,7-10=481/670
Structuml wood sheathing directly applied or4-1-5 oc purlins.
Rigid ceiling directlyapplied or 5-1-15 oc bmcing.
NOTES-
1) 2-plytruss to be connected together with 10d (0.131'x3') nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-7-0 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 (S), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15fb B=45f ; L=35ff, eave=5f ; Cat.
II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads.
8) ' 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.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=11a)
2=2199,8=2255. -
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cad 6634
6904 Parke East Elvd. Tampa FL 33610
Date:
November 11,2019
Q WARNING -Verity design parnmeremend RE4W NOTES ON TNISANOINCLUO£OMR KREPERANCEPAGEMM174Mmr 10=015SUORE USE
Dedgn valid for use only with Mfrokw connoctors.,lhis 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 applicobYlty of design parameters and properly Incorporate ails design Into the overall
building desgn. Bracing Indicated is to prevent buckling of lndlvidual 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 lrJury and property damage, For general guidance regarding the
fobriwMon. storage, delivery, election and bracing of fusses and truss systems, seeANSUTPII Quality Cdfeda. OSB49 and BC51 Buildhsp Component
seat Pahl East Blvd.
Safety Informafbnavollable from Truss Plate Institute, 218 N. Lee Street, Suits 312, Alexondao, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
PlyTHE'COTTAGET16622019
M11455
GRA
Hip Girder
ry
2 Job Reference (optional)
Chambers Truss, Inc., Fart Pierce, FL 6.320 sum 2e 2U19 MI I eK Industries, mc. Mon Nov 11 uC2a:3U Lulu rage
I D:AXCVrGubfdeoJ5ziCdyW PDyLFMw-bnlaKdAKOPKd57CVAMyzd3Oz7K6iwVXNByEdaDyKK73
NOTES-
10) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 137 lb down and 231 Ib up at 7-0-0, 116 to down and 171 lb up at
9-0-12, 116 Ib down and 171 lb up at 11-0-12, 116 lb down and 171 lb up at 13-0-12, 11616 down and 171 It, up at 15-0-12, 116 Ib down and 171 lb up at 17-0-12, 116
lb down and 171 lb up at 17-11-4, 80 lb down and 59 lb up at 19-11-4,.80 lb down and 59111 up at 21-11-4. 1161b down and 171 Ito up at 23-11-4, and 116 lb down and
171 Ib up at 25-114, and 137 lb dam and 231 Its up at 28-0-0 on top chord, and 4691b down and 578 Ib up at 7-0-0, 80111 down and 29111 up at 9-0-12, BO lb down and
29 Ile up at 11-0-12, 80 to down and 29 Its up at 13-0-12, 80111 down and 29 lb up at 15-0-12, 80 lb down and 29 lb up at 17-0-12, 80 lb down and 29 lb up at 17-11-4,
1791b down and 2761b up at 19-114, 179 Its down and 276 lb up at 21-114, 80 lb down and 29 lb up at 23-114, and 80 Its down and 29 Ib up at 25-114, and 469 lb
down and 578 lb up at 27-114 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 (pig
Vert: 1-3— 54, 3-7=-54, 7-9=-54, 17-20=-20
Concentrated Loads (Ib)
Vert: 3=-116(F) 7=-116(F) 16=469(F) 10=-469(F) 23=-116(F) 24=-116(F)25=-116(F) 27=-116(F) 28— 116(F) 29=-116(F) 30=-6(F) 32_ 6(F) 33=-116(F) 34=-116(F)
35=-63(F) 36=-63(F) 37=-63(F) 38=-63(F) 39=-63(F) 40=-63(F) 41=-179(F) 42=-179(F) 43=-63(F) 44=-1
O WARNING - Verity Eesignpammetetrand READ NOTES ON TN/SANDINCLUDED UNEKREFERANCEPAGEMIF7J .J .. local BEFORE USE
Design valid for use only with Mite& connectors. This design Is based only upon parameters shown, and Is for an Individual bulltlNg component, not
a truss system. Before use, the, bulldIng designer must verify Me applicability of design parameters and properly Incorporote this tleslgn Into the overall
building tleslgn. Bracing Indicated Is to prevent budding of Individual truss web and/or chard members only. Additional temporary and permanent brociog
M)Tek
Is always repaired for stability and to prevent collapse with passible personal injury end property damage. For general guidance regarding me
fabricoflon. storage, delivery, erection and brocing of trusses and truss systems, seeANSVIPI1 Qua[ Hv CMoM, DSB-89 and BCBI Building Component
6900PerKe East Blvd.
Safety Informafbmvalloble from Truss Plate lml ltute, 218 N. Ise Street, Suite 312, Rexantlrla. VA 22 14.
Tampa, FL 33610
Jab
Truss
Truss Type
City
Ply
M11455
GRB
HIP GIRDER
1
1b
FECOTTAGET78622020
Reference (optional)
unamoers I FUSS, Inc., Von rlerce, 1-1.
O.... . V.' CO GV I el.. tlM1 III..]a I0.. II IY. I�1.II I— 11—.ca.ac cv,a
Scale =1:60.3
2.3 It
- 4.00 12 6x8 3xd = 4x6 = Sx12 = 2x3'11
seats MT18HS =
3 25 426 27 28 29 5 6 30 731 32 33 34 8 35
Rep
9
2
10 11 n N
b
b
18 36 17 16 37 3a 39 15 40 41 14 4243 46 13 65
12
46 = 2x3 11 5x6 WB= 5x10 = 2x3 11 7xl4MT18HS =
2x3 It 3x4 =
3xd =
7-0-0 11-5-8 15-T1-0 20-4-8 24-10.1 28-0.0
35-0-0.
0 45-8 4S8 l 4-5-8 4-&B 3-2-0
700
Plate Offsets (X V)--
[3:0-5-12 0-2-12] [6:0-3-0 Ednel [9'0-5-8 0-2-81 [13.0-5-12 Ednel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL, in (lop) Well Ud
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1.25
TC 0.76
Vert(LL) 0.38 16 >782 240
MT202441190
TOOL 7.0
Lumber DOL 1.25
BC 0.76
Vert(CT) -0.43 15-16 >690 240
MT18HS 2441190
BCLL 0.0 '
Rep Stress Incr NO
W B 0.98
Horz(CT) 0.09 13 n/a Fda
BCDL 10.0
Code FBC2017frP12014
Matrix -MS
Weight: 163 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood.sheathing directly applied or2-11-12 oc pudins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied
or4-3-12 oc bracing.
WEBS 2x4 SP No.3 *Except* WEBS '1 Row at midpt
7-13
4-15,7-15: 2x4 SP M 30, 8-13: 2x6 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=1602/0-8-0, 13=4305/0-8-0, 10=-239/0-8-0
Max Horz 2=78(LC 7)
Max Uplift 2=-1201(1-C 8), 13=-3423(LC 8), 10=-566(LC 25)
Max Grav 2=1604(LC 17), 13=4305(LC 1), 10=212(LC 7)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-4134/3062, 3-0=-4232/3012, 4-5=3226/2172, 5-7= 3226/2172, 7-8=-2413/3408,
e-9=-2436/3435, 9-10= 732/1777
BOT CHORD 2-18=-2791/3872, 16-18=-2825/3913, 15-16=-2849/4232, 14-15=-206/680,
13-14=-206/680, 12-13=-1623/722, 10-12=-1668/785
WEBS 3-18=-542/665, 3-16=-92/505, 4-15=-1145/952, 5-15=-551/497, 7-15=-2056/2887,
7-14=0/366,7-13=-4569/3111,8-13=-414/347, 9-13=-2479/2391, 9-12— 1024/780
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf; h=1SM B=45tt; L=351t.eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All plates are MT20 plates unless othenviseindicated.
5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with anyother live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in ail 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 joints) except Qt=lb)
2=1201, 13=3423, 10=566.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated loads) 137 lb down and 231 Ile up at
7-0-0, 1161b down and 171 lb up at 9-0-12, 116 lb down and 171 lb up at 11-0-12, 116 to down and 171 Ib up at 13-0-12, 116 lb
down and 171 Ib up at 15-0-12, 116 Ito down and 171 lb up at 17-0-12, 116 lb down and 171 lb up at 17-11-4. 116 lb down and 171
lb up at 19-11-4, 116 lb down and 171 lb up at 21-11-4,116 lb down and 171 lb up at 23-11-4, and 80 to down and 59 lb up at
25-11-4. and 106 Ile down and 119 lb up at 28-0-0 on top chord, and 469 lb down and 578 lb up at 7-0-0, 80 It, down and 29 lb up at
Thomas A. Albani PE No.39380
9-0-12, 80 to down and 29 lb up at 11-0-12, 80 lb down and 29 lb up at 13-0-12, 80 lb down and 29 lb up at 15-0-12, 80 lb down
MTek USA, Inc. FL Cart 6634
and 29 lb up at 17-0-12, 80 Ito down and 29 Ib up at 17-11-4, 80 lb down and 29 Ito up at 19-11-4. 80 lb down and 29 Ib up at
6904 Parke East Blvd. Tampa FL 33810
21-11-0, 80 Ito down and 29 to up at 23-11-4, and 179 lb down and 2371b. up at 25-11-4, and 5851b down and 727 lb up at 27-11-4
on bottom chord. The design/selection of such connection device(s) Is the responsibility of others.
Date:
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8).
November 1 1,2019
Q WARNING -Verity dealgnpammeteraand BEAD NOTES ON MIS AND INCLUDED M/1EKBE17RANCEPAGEMh7473rev. 102132015BEFONEUSE
Design valid for use only with MROW Connectors. IDh design a based only upon parameters shown, and u for an Individual building component, not
a truss system. Before use, the building designer must verify the appllcablllN of design parameters and properly Incorporate this design Into the overall
beading design. Bracing Indicated is to prevent buckling of Individual Ines web and/or chord members oNy. Additional temporary and permanent bracing
M[Tek*
is olwoys 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, seeAN3VB'I I ®IlalBy Cdteda, DS8419 and SCSI Building Component
Inlormotionovollable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22 14.
6904 Parke East Blvd.Saloty
Tampa, FL 33810
Job
Truss
Truss Type
Oty Ply THE COTTAGE
'
T18622020
M11455
GRB
HIP GIRDER
1 1
Job Reference o lional
unarri r nsss, Inc., ron runce, rt-
, os—
I D:AXCVr6ubfdeoJ5riCdyW PDyLFMw-XAPUJCayl aKKRM ulrs_RiUVHxasNOKxgeGlle6yKK71
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-3=-54, 3-9=-54, 9-11=-54, 19-22— 20
Concentrated Loads (lb)
Vert: 3=-116(B)6=-116(B)9= 6(B) 18=-469(B) 12=-585(B) 25=-116(B) 2116(8) 27=-116(B)29=-116(B)30=116(B)31=-116(8)33=-116(B)34=-116(B)
35=.6(B) 36=-63(8) 37=-63(B) 38=-63(B)39=-63(B) 40=-63(B)41=-63(B)42=-63(B)43— 63(B) 44=-63(B)45=-179(B)
,&WARNING-Verltydealen Paramefen and READ NOTES ON TRISAND INCLUDED MREKREFERANCEPAGEMIA74M.Y. 16N12015 BEFORE USE.
Design volld for use only with M6ek® connectors. This design Is based only upon parameters ' shown , and Is for an Individual bullding component, not
�1
a hum system. Before use, the butting designer must verify the of polcotailty of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to buckling of lndivlldual hum web and/or chord members only. Addlllonal temporary and permanent brocing
j
M!Tek'
prevent
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance legal the
fabrication, storage, delivery, erection cnd bracing of trusses and hum systems seeANSVMII Cuallly Citadel DSB49 and SCSI Building Component
6904 Parke East Blvd.
Safety Informelencvailoble from Truss Plate Institute. 218 N. Lee SVBet, Suite 312, Alexandria, VA 22 14.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
,
'
T78622021
M11455
J1
JACK -OPEN
8
1
�THECOTTAGE
Joh Reference o tional
Chambers Truss, Inc., Fort Pierce, FL
LOADING (psq
SPACING-
2-0-0
CSL
TCLL
20.0
Plate Grip DOL
1.25
TIC 0.18
TCOL
7.0
Lumber DOL
1.25
BC 0.02
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.00
BCDL
10.0
Code FBC2017/TP12014
MaMx-MP
LUMBER -
TOP CHORD
2x4 SP No.3
BOT CHORD
2x4 SP No.3
REACTIONS.
(lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical
Max Hom 2=48(LC 12)
Max Uplift 3=-4(LC 9), 2— 140(LC 12)
Max Gran, 3--1 O(LC M. 2=118(LC 1), 4=17(LC 12)
FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown
3.3Zu sum 2B Zulu MI I eK InGG510eS, Inc. Men Nov l l u/:ze:33 Zulu rage 1'
ID:A%CVrGubfdeoJ5ziCdyW PDyLFMw-OMzjyfCCjKiBybx4sUVgfl2boYNB7OTptwSHAYyKK70
3x4 =
DEFL.
in
(too)
Well
Ud
Vert(LL)
-0.00
5
>999
360
Vert(CT)
-0.00
5
>999
240
Horz(CT)
0.00
4
n/a
n/a
Wind(LL)
-0.00
5
>999
240
Scale = 1:6.1
PLATES GRIP
MT20 244/190
Weight: 5lb FT=20(
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=45ft; L=24ft; save=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone; porch left and right 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 psf bottom chord live load nonconcurrem 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 1001b uplift at joint(s) 3 except (jt=lb)
2=140.
Thomas A Albans PE No.39380
MiTek USA, Inc. FL Cut 6634
6904 Parka East Blvd. Tampa FL 33610
Date:
November 11,2019
AWARNING- varllydea/gnparamatersand READ NOTES ON THIS AND/NCLUDEDMREKBEFEBANCE PAGE MIF74M.. 10413W015 BEFORE USE.
Deslgn valid for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for on Indlvlduol building component, not
��-
a truss system. Before use, the building designer must verity the appliccUllty 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 wlth possible personal Injury and property damage.. For general guldonce regording the
fobticatlon. storage, delivery, erection and bracing of trusses and truss systems. seeANSVrPII Quality Cmerla, DSBA9 and SCSI BuBding Component
6904 Parke East Blvd.
Safety Informallonow llcble from Truss Plate Institute. 218 N. Lee Street, Suite 312, Aiexandrlo. VA 22314,
Tampa, FL 33610
Job
Truss
Truss Type
Cry Ply
THE COTTAGE
T78622022
M11455
J3
JACK -OPEN
8 1
Job Reference (optional_
GrlannDers INSs. Inc., Mon Force, hL
3x4 =
d.azu s um ze eme ml I eK inausmes, mc. man Nov 11 urzsaa zulu rage t
ID:AKCVr6ubfdeoJSziCdyW POyLFMw-OMziylcgKiBybx4sUVgR2Z3YJo7OTptwSHAYyKK70
LOADING (psf)
SPACING-
2-0-0
CS'.
DEFL
in
(lac)
VdeO
Ud
TCLL 20.0
Plate Gdp DOL
1.25
TC 0.29
VeR(LL)
0.02
4-7
>999
240
TCDL 7.0
Lumber DOL
1.25
BC 0.30
Vert(CT)
-0.01
4-7
>999
240
BCLL 0.0
Rep Stress Incr
YES
We 0.00
Horz(CT)
-0.00
3
rda
Iva
BCDL 10.0
Code FBC2017/TP12014
Matdx-MP
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
Seale - 1:9.4
PLATES GRIP
MT20 244/19D
Weight: 11 lb FT=20%
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.
REACTIONS. (lb/size) 3=63/Mechanical, 2=172/0-8-0, 4=36/Mechanical
Max Horz 2=85(LC 12)
Max Uplift 3=-67(LC 12), 2=-207(LC 12), 4=-51(LC 12)
Max Gray 3=63(LC 1), 2=172(LC 1), 4=50(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45D; L=24f1; eave=oft Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenior(2) -1-0-0 to 2-0-0, Intenior(1) 2-0-0 to 2-114 zone; pooh left and
night 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 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 1001b uplift at Joint(s) 3, 4 except Qt=lb)
2=207.
Thomas A Alban! PE No.39380
MiTek USA, Inc. FL Cert $634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 11,2019
Q WARNING -Verily dadgnparamafarsand READ NOTES ONTNISAND/NCLUDEDMREKREFERANCEGAGEMIF74YJrev. tOPo12015BEFOREUSE
Design valid for use only with MII connectors. This design Is based only upon parameters shown, and Is for an Individual buliding 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 o prevent buckling of Individual Muss web and/or chord members only. Additional temporary and permanent bracing
WOW
Is always required for stability, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication. storage, deft ery, erection and bracing of busses end hum systems, seeANSVIPIT CualMMyy Cdleda, DSSd9 and SCSI Building Component
6904 Parke East Blvd,
Safety Infoanallonoveilabie from Truss Plate Inst Me. 218 N. Lee Street, Suite 312. Neaontlrlo. VA 22314,
Tampa, FL 33610
Job
Truss
Truss Type
O1Y
Ply
THECOTTAGE
'
T78622023
M11455
J5
JACK -OPEN
8
1
Job Reference (optional)
warmers I was, mc., ran tierce, rL
3x4 =
aye ,.
ID:AXCVr6ubfdeoJ5ziCdy W PDyLFMw-UZXSA?DgUeg2al W GPC7 vovajgxUXsTjz6aCgj_yKK7?
Scale =1:12.7
Ica . l
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
In
(loc)
Vdefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.35
Vert(LL)
0.13
4-7
>455
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.91
Ved(CT)
-0.05
4-7
>999
240
BCLL 0.0 '
Rep Stress ]nor YES
WB 0.00
Horz(CT)
-0.00
3
WE
rda
BCDL 10.0
Code FBC2017/TP12014
Matrix -MP
Weight: 171b FT 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 3=119/Mechanical, 2=242/0-8-0, 4=59/Mechanical
Max Horz 2=123(LC 12)
Max Uplift 3— 126(LC 12), 2=-278(LC 12), 4= 87(LC 12)
Max Gray 3=119(LC 1), 2=242(LC 1), 4=84(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
Structural wood sheathing directly applied or 5-0-0 oc pudins.
Rigid ceiling directly applied.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15h; B=45ft; L=24ft; eave=oft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exte ior(2) -1-0-0 to 2-M, Interior(1) 2-0-0 to 4-11-4 zone; porch left and
right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom'. chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 4 except at=lb)
3=126, 2=278.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cad 6634
8934 Parke East Blvd. Tampa FL 33610
Data:
November 11,2019
Q MINING. Verlfydesignparamefersand HEAD NOTES ON TN/SANDINCLUDED MREKHEFERANCEPAGEMMM rev. 1ND14p15BEFOREUSE.
Design valid for use only with MnekO connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not
a truss system. Before use, the bulltling designer must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall
is buckling buss web chord members only. Additional temporary and permanent bracing
building design. Bracing Indicated to prevent oflnd'Ividuol and/or
6 always requited for slabllily, and to prevent collapse vAM possible personal Injury and property damage. For general guldonc s regarding the
fobacalion, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/[PII Cua1Nv Criteria, DSM9 and SCSI Building Component
MiTek'
69N Parke East arm.
Salefy Nlormvlbnwaloble from Truss Plate Institute. 218 N. Lee Sheet. Suite 312 Alexandria. VA 22 14.
Tampa, FL 33610
Jab
Truss
Truss Type
Cry
Ply
COTTAGET78622024
M11455
J7
JACK -OPEN
20
1b
FE
Reference (optional)
UnamDers I cuss, Inc., Fan Ylerce, FL Udzu a Ucl zB z01 B MI l ex Industries, Inc. Mon Nov 11 U/:LB:Jb 2U18 Page 1
ID:AXCVr6ubfdeoJ5ziCdyW PDyLFMw-yl5TNLES EyyvBv4TvYBK77slLpRbwz6LExOFRyKK7_
-1-0-0 7-0-0
1.0.0 I 7-0-0
Scale: 3/4'=1-
3x4 =
Plate Offsets (X.Y)—
12:0-1-14 Edge]
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(lac)
.Vciefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.47
Vert(LL)
-0.10
4-7
>857
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.99
Vert(CT)
-0.21
4-7
>388
240
BCLL 0.0 '
Rep Stress Incr
YES
W B 0.00
HOt2(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix -MP
Wind(LL)
0.18
4-7
>469
240
Weight: 23111 FT=20%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 3=170/Mechanical, 2=31510-8-0, 4=83/Mechanical
Max Horz 2=161(LC 12)
Max Uplift 3=-156(LC 12). 2=-21 O(LC 12), 4=-9(LC 12)
Max Gmv 3=170(LC 1), 2=315(LC 1), 4=120(LC 3)
FORCES. (Ib) - Max. CompJMax. Ten. -All forces 260 (lb) or less except when shown.
BRACING -
TOP. CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOTCHORD Rigid ceiling directly applied.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-", Interior(l) 2-0-0 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 last 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 100lb uplift at joint(s) 4 except Qt=1b)
3=156, 2=210.
Thomas A. Aftsmi PE No.39380
MiTek USA, Inc. FL Cent 6834
6904 Parke East Blvd. Tampa FL 33610
Dale:
November 11,2019
,&WARNING-Vedrydeslgnperamatweend READ NOTES ON THIS AND INCLUDED MREKNEFEBANCEPAGEMIF7473mm lNaYf016BEFOBE USE
Design valid for use only wain MBekO connectors. This design Is based only upon parameters shown and b for on Individual building component, not
��-
a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into Me overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Add renal temporary and permanent bracing
MiTek'
is always rewired far stability end to prevent callopse with possible personal Injury and property damage. For general guidance regarding me
fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSVTRI Cu,rryy Criteria, D5Bd9 and BCSI Building Component
6904 Parke East BNU.
Safety NlormalbNvollable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandra¢ VA 22314.
Tampa, FL 33610 I
Job
Tess
Truss Type
y
Ply
'
T78622025
M11455
J7P
�Qt
JACK -OPEN
4
1
�THECOTTAGE
Job Reference (optional)
unamoers I was, mc., ran rleroe, rL
k71-�
0amaval ce mre run eer,uu ESEyyra. ry NLyFbiA6LExOFRyKK7_
- rayo
O:AXCVr6ubfdeoJ5ziCdyW PDyLFMw-y15TNLSEyyvBv4TrvV8K77
Scale: 314'=1'
Plate Offsets (X.Y)--
f2:0-0-2 0-0-01
LOADING (pst)
SPACING- 2-0-0
CSI.
DEFL
in
(roc)
Vdefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.41
Verl
0.22
6-9
>376
240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.43
Ven(CT)
-0.12
6-9
>721
240
BCLL 0.0 '
Rep Stress Mor YES
WB 0.24
HOrz(CT)
-0.00
5
n/a
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix -MP
Weight: 28 to FT=20%
LUMBER -
TOP CHORD 2x4 SP M 30
SOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=54/Mechanica1, 2=315/0.8-0, 5=199/MechanimI
Max Horz 2=161(LC 12)
Max Uplift 4=-50(LC 12), 2=-353(LC 12), 5=-256(LC 12)
Max Grav 4=60(LC M. 2=315(LC 1).5=199(LC 1)
FORCES. Ilia) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-335/554
BOT CHORD 2-6=-741/316
WEBS 3-6=349/819
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD Rigid ceiling direcdyapplied or7-1-11 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ff; L=24ff; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-M to 2-0-0. Interior(1) 2-0-0 to 6-11-4 zone; porch left and
Fight exposed;C-C for members and forces R MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60
2) This truss has been designed fora 10.0 pal 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 togirder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of Moss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb)
2=353,5=256.
Thomas A Albani PE No.39380
31iTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
November 11,2019
Q WARNWG- Verdydezlenparemetexaend Rf54ON0TE50NMSMDWCLUOEG4IREKRPFERANCEPAGEM 74M., 70=015OU01 USfl
Design valid far use only with Mgei, connectom fits design Is booed only upon parameters shown, and IS for On hdMdual building component not
a russ system. Before use, the budding designer must veMy the applicability of design parameters and properly hCOrparate fink design into the overall
bustling design. Bracing lndIcafed is to prevent buck gof individual tnss web and/or chord members only. Addiflonol temporary and permanent brodng
MiTek'
Is always required for stablity and to prevent conopse with possble personal injury and property damage. For general guldonce regarding ire
fabriccfon, storage, delivery. erection and bracing of trusses and hrm systems, seeANSVTPII Cually Caloric, 1336d9 and SCSI Building Component
6904 Parke East Bind.
Safety InformalbnovoloNe from Two Nate ImMure. 218 N. Lee Street Suite 312, Aloxandda, VA 22314.
Tampa, FL M610
Job
Truss
Truss Type.
OtY
Ply
'T18622026
M11455
KJ7
DIAGONAL HIP GIRDER
4
1ob
[HECOTTAGE
Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
8.320 s Oct 292019 MiTek Industries, Inc. Mon Nov 11 07:29:37 2019 Pagel
IO:AXCVr6ubfdeoJ54CdyW PDyLFMw-ueD EoOFmZDdRCEr5KacPYCF79gc31LPoYOUJJyKK6y
Scale = 1:21.2
3x4 = zxo it 5
6x8 =
6-8-12
3-1-5
LOADING (PSO
. SPACING-
2-0-0
CS].
DEFL
in
(too)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TO
0.28
Vert(LL)
0.14
7-10
>820
240
MT20 244/190
TOOL 7.0
Lumber DOL
1.25
BC
0.31
Vert(CT)
-0.11
7-10
>999
240
BOLL 0.0 -
Rep Stress Incr
NO
WB
0.33
Horz(CT)
-0.01
5
n/a
rJa
'
BCDL 10.0
Code FBC2017/rPI2014
Matdx-MS
Weight: 38 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or7-2-13 oc bracing..
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=3alMechanical, 2=501/0-10-15, 5=435/Mechanical
Max Harz 2=161(LC 8)
Max Uplift 4=39(LC 8), 2=-574(LC 8). 5=-521(LC 8)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-866/902
BOT CHORD 2-7— 95W823, 6-7=-958/823
WEBS 3-7=359/323,3-6=-949/1105
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=411; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed fare 10.0 psf bottom chord live load nonconcurent 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 1001b uplift at joints) 4 except Ut=lb)
2=574,5=521.
6) Hangers) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 38 to down and 80lb up at
4-4-0, 38 lb down and 801b up at 4-4-0. and 67 Ib down and 149 lb up at 7-1-15, and 67 lb down and 1491b up at 7-1-15 on top
chord, and 67 Ito down and 3 Ito up at 1.6-1, 6716 down and 3 lb up at 1-0-1, 21 Ito down and 4lb up at 4-4-0, 21 Ib down and 4Ib
up at 4-4-0, and 36 Ito down and 441b up at 7-1-15, and 36lb down and 441b 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 (plf)
Vert: 1-4=-54, 5-8=-20
Concentrated Loads (lb)
Vert: 11=3(F— 1, B— 1) 12=84(F=-42, B=-42) 13=-7(F=-3, B=-3) 14=-20(F=-10, B=-10) 15=-61(F=30, B=30)
Thomas A. Alban! PE No.39380
M!Tek USA, Inc. FL Cert6634
6904 Parks East Blvd. Tampa FL 33610
Date:
November 11,2019
O WARNING- V dfydesign parsmelersen✓READ NOTES ON THIS AND INCLUDED MNEKREFERANCEPAGEMa7M.a .. iWDS2015REFORE USE.
Design valid for use oNywith MirelolD connectors. Mis cosign Is based only upon parametersshown and star on hcMduol building component, not
��-
a truss system. Before use, Me budding designer must verify me cpplicobnity of design parometers and properly Incorporate this design Into the overall
building design. Bracing indkaled is to prevent bucWhg of individual truss web and/or Chad members only. Additional temporcry and permanent bracing
MiTek-
Is always required fa UoWly anal to prevent collapse with "bie personal Injury and Wopeny damage. For general guidance regarding the
fabrication. stooge. delivery. erection anal bracing of busses and truss systems. seeANSUIPII Au CrI DS849 and BCSI Building Component
Safety bdcrrmalbrwWcba from Truss Rote InsilMe, 218 N. Lee Street, Suthe 312, Alexandria. VA 22314.
6904 Parke East Blvd.
Tampa, FL 33610
Symbols
PLATE LOCATION AND ORIENTATION
13 74 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.
0 �fldr
For 4 x 2 orientation, locate
plates 0-1 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
own and/or
by text In by symbol section of th
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.
SCSI: 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 Inffsixteenths
t scale)
III (Drawings not o scale)
2 3
TOP CHORDS
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERSAETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-131 1, ESR-1352, ESR1988
ER-3907, ESR-236Z 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 ANSIfrPI 1
section 6.3 These truss designs rely on lumber values
established by others.
2012 MiTek® All Rights Reserved
mm
W1 Jo
MiTek®
MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015
A 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 on 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/1PI 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.
16, 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 I Quality Critero.