HomeMy WebLinkAboutTRUSS PAPERWORKMiTek
RE: M11439
MANOR 71
Site Information:
Customer: WYNNE DEVELOPMENT
Lot/Block:
Address: UNKNOWN
City: ST LUCIE COUNTY
Project Name: M11439
Model: MANOR 71
Subdivision:
State: FL
MiTek USA, Inc.
6904 Parke East Blvd.
Tampa, FL 33610-4115
SCANNED
BY
St Lucie County
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1
Wind Code: ASCE 7-10 Wind Speed: 165 mph
Roof Load: 37.0 psf Floor Load: N/A psf
This package includes 16 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
1
T15168861
a
9/25/18
2
T15168862
a1
9/25/18
3
T15168863
a2
9/25/18
4
T15168864
a3
9/25/18
5
T15168865
a4
9/25/18
6
T15168866
a5
9/25/18
7
T15168867
a6
9/25/18
8
T15168868
a7
9/25/18
9
T15168869
b
9/25/18
10
T15168870
bha
9/25/18
11
T15168871
grb
9/25/18
12
T15168872
jt
9/25/18
13
T15168873
13
9/25/18
14
T15168874
15
9/25/18
15
T15168875
7
9/25/18
16
T15168876
VP
9/25/18
FILE COPY
DEC 0-4 2018
The truss drawing(s) referenced above have been prepared by
MiTek USA, Inc. under my direct supervision 1 r r r t t t t
``� ttt
based on the parameters provided by Chambers Truss. ,���0 QV�. V.. ��
Truss Design Engineer's Name: Velez, Joaquin ��� •, N S ,•� ,�•�
My license renewal date for the state of Florida is February 28, 2019. P
Florida COA:6634 182
IMPORTANT NOTE: The seal on these truss component designs is a certification
— 't
that the engineer named is licensed in the judsdiction(s) identified and that the
%
designs comply with ANSI/rPI 1. These designs are based upon parameters
% S ATE OF 41J Z
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
.
given to MiTek. Any project specific information included is for MiTek
file reference only, and was not taken into account in the of
0 • A,
••• O ����
customers purpose preparation
i� O R 1 •,•'
SS
these designs. MlTelk has not independently
`�
ara for particularuse, the
parametersBeforeoperly
tedfy r tapplicability designs
',fit N Apil� E
d design d eta these designsdesigner
into the overall building design per ANSI/TPI 1, Chapter 2.
Jmq in Velez PE No,66182
We USA, Inc. F Can 6634
6904 arke East 6 d. Tampa FL 33610 September 25,2018
1 of 1
Velez, oaqui
Job
Trues
Truss Type
ay
Ply
MANOR 71
T1516BB61
M11439
A
Common
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, R.
4.00 F12
4x4 =
8.130 s Mar 11 2018 MiTek Indumries. Inc. Tue Sep 25 08:36:56 2018
Scale = 1:59.3
tIm
6
3x4 = 3x6 = are = 2r3 II SM =
3x4 = 314 o I
M =
LOADING (pet) SPACING- 2-0-0 CSI. DEFL in (lac) I/deft Vd PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert LL) -0.13 14-15 >999. 380 MT20 2441190
TCDL 7.0 Lumber DOL 1.25 BC 0.36 Ven(CT) -0.25 14-16 >999 240
BCLL 010 ' Rep Stress Incr YES WB 0,52 Horz(CT) 0.02 14 n/a Na
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wlnd(LL) 0.10 17.20 >999 240 Weight. 166 lb Fr=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 541.5 oc punins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing.
WEBS 2x4 SP No.3 WEBS 1Row at micipt 6-14
REACTIONS. All bearings 0.8.0.
(lb) - Max Horz 2=-179(LC 10)
Mail All uplift 100 Ib or less at joint(s) 12 except 2=-47C(LC 12), 14=-9D4(LC 12), 10=-186(LC 12)
Max Grav All reactions 2501b or less at joints) except 2=731(LC 1), 14=1562(LC 1), 12=342(LC 22), 10=266(LC
22)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-14611958, 3-5= 1282/878, 5-6=-639/551, 6-7=-261/745, 7-9=-379/723,
9-101
BOT CHORD 2-17=-797/1413, 15-17=-410/878
WEBS 3-17=.316/317, 5-17=-333/545, 5-15=-572/515, 6-15=-508/854, 6-14=-1202F707,
7-14— 269/324, 9-14=-529/449
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=71ft; L=35ft; save=5ft; Cat.
II; ENS C; Encl., GCpi=0.18; MWFRS (directional) and CC Exterior(2) -1-0.0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 1780 to
21-0-0 zone;C-C for members and farces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip D01_=1.60
3) This truss has been designed for a 10.0 psi bottom chord live load nonponcuream with any other live loads.
4) ' This truss has been designed for a live load of 20.01 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 = 1 O.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12 except (jt=lb)
2=470, 14=904, 10=186.
Joaquin Velez PE No.68182
MiTsk USA, Inc. FL Can 8634
6904 Parke East Blvd. Tampa FL 33010
Date:
September 25,2018
,,&WARNING-Verifyd"J9.PanmMneend READ NOTES ON MEANDWCLUDEDMITEKREFERANCEPAGEM/F74n nv. iWa 75BEFORE USE.
Design valid for use only with MITekit connectors. This design Is based only upon parameters shown, and a far on Indlvltlual building component, not
ad!a
hens system. Before use, the building designer must verify the applicability of design parameters and prapa ly Incaporafe the design Into the overall
ly. AddlNorwl tempoearyand permarsani ocIng
MiTek
buildingdesign. Bracing indicated is tc, preventbuckling of indtvidual tnnsweb and/or Chord mernlear
Is always required for liability and to prevent collapse with possible personal Injury and property damage. or general guidance regarding the
faladcatlonn, stwage, delivery, erection and beating oftrwoes and truss systems, seeANSVIPH OWIBr CmBM, DSB49 OM ICA luldeq Component
'JI A N, m churl e,,Ie Al 9 AlWr VA 99. 14
6904 Parke Esst Blvd.erer
Tampa, FL 33610
Job
Tines
Tres Type
Oty
Ply
MANOR 71
T75768862
M11439
Al
Carcnon
7
1
Job Reference o tional
Chambers Tnes, Inc., Fort Plebs, FL
N_.
tl.Tau s Mar 11 zUl o MI I ex InauslnBB, IBC. 1IIB JBp 25 Utl:36;5tl 2U1 tl
Scale = 1:59.5
4.00 12 bxs _
6
17 .- 15 14 12
316 = 2x3 II 4x6 = 3x8 = 2x3 II 3x8 =
3x8 = 416 =
LOADING (psi) SPACING- 2.0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 7.0 Lumber DOL 1.25
BCLL 0.0 ' Rep Stress Incr NO
BCDL 10.0 Code FBC2017/rP12014
CSI.
TC 0.72
BC 0.76
WB 0.68
Matrix -MS
DEFL.
Vert(LL)
VeA(CT)
HOr2(CT)
Wind(LL)
in (loc) Vdefl L/d
-0.31 14-15 >999 360
-0.65 14-15 >646 240
0.13 10 Ne Ma
0.3514-15 >999 240
PLATES GRIP
MT20 244/190
Weight: 166 So FT=20%.
LUMBER-
BRACING.
TOP CHORD 2x4 BP M 30
TOP CHORD Structural wood sheathing directly applied or 3.1-4 oc puffins.
BOT CHORD 2x4 SP M 30
BOT CHORD Rigid ceiling directly applied or 4-9-5 Go bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1424/0-8-0, 10=1424/0-8-0
Max Hoa 2=-179(LC 10)
Max Uplift 2=-868(LC 12), 10=-868(LC 12)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=3481/2332, 3-5=-2886/2019, 5-6=-2886/2123, 6-7=-2886/2123, 7-9=-2888/20lg,
9-10=-3481/2332
BOT CHORD 2-17=-2073/3261, 15-17= 207=61, 14-15=-128W2118, 12-14=-2088/3261,
10-12=-2088/3261
WEBS 6-14-544/984,7-14=-252/310, 9-14=-677/504, 6-15=-644/984, 5-15=-252J310,
3.15=-677/504
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=71ft; L=35111; eave=5ft; Cat.
11; Exp C; Encl.. 118; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-", Interior(1) 2h" to 17-6-0, Exterior(2) 17.6-0 to
21-0.0 zone;C.0 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 psi bottom chord live load nonconcurrem With any other live loads.
4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas Where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except Qt=lb)
2-868, lD=868.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 70111 up at
15-0-0, and 75111 down and 70 Ib up at 20-0-0 on top chord. The desigrilselection of such cannection 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: 1-6=-54,6-11=-54, 18.21=-20
Concentrated Loads (Ib)
Vert: 26=-75 27= 75
Joaquin Velez PE No.68182
MiTek USA, Ina FL Cart 66U
6904 Parke East Blvd. Tampa FL 33610
Date:
September 25,2018
Q WARNING - Verffydee/gnperematins.d REAGNGTESMN ANDNCLUBEDMNEKREFERANCEPAGEW?4"-- lBOYA15BEFGREUSE
Design valid for use only with Meek® connectors, This design Is based only upon parameters shown, and Is for on Intllvidual building component, not
�,-
a hUH system. Before use, me Wilding designer must verity the opplicablkly of design parameters and property incapable this design into the overall
buckling individual truss only. AddBlorgl temporary and permanent bracing
MiTek
building deslgn. Bracing indicated is to prevent of web and/or chord members
Is always recurred for stability Gntl to prevent collapse with possible personal INury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses art Ines systems seeArl Ml plreiy CMft D=49 ale Kill arraAq Celnpenrrnl
Safety Infamlldlsonavolioble from Truss Plate Institute, 218 N� Lee Street. Suite. 31R Alexandria, VA 22314�
sks" Fable East Blvd.
Tamps, FL 3361a
Job
Truss
Truss Type
OtY
Ply
MANOR 71
T15188863
M11439
A2
Roof Spada]
8
1
-
Job Reference 'oral
Chambers Truss, Inc., Fort Pierce, FL
iI
en:N s marl Lida MI I arc Inausul no, 1 us Jep za ua:ao:ae zule
Scale=1:60.3
4.00 12 4x5 =
0
is 14 uox � 1
315 - 2x3 11 ixe — 2.00 12 3x12 =
LOADING (psi)
TOLL 20.0
TCDL 7.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0 CSI.
Plate Grip DOL 1.25 TC 0.72
Lumber DOL 1.25 BC 0.97
Rep Stress I= YES WR 0.93
Code FBC2017/rP12014 Matrix -MS
DEFL. In (too) Vdefl L/d
Vert(LL) -0.58 12 >725 360
Vert(CT)-1,0712-21 >393 240
HorA(CT) 0.39 10 WE Na
Winl 0.80 12 >527 240 1
PLATES
Mr20
Mi1BHS
Weight. 1621b
GRIP
244/190
244/790
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 24-2 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 7-13
REACTIONS. (IWsize) 2=1349/0-8-0, 10=1349/0-8-0
Max Holz 2=-179(LC 10)
Max Uplift 2=-825(LC 12), 10=-825(LC 12)
FORCES. (to) -Max. Comp./Max. Ten. -All forces 250111 or less except when shown.
TOP CHORD 2-3=3317/2151, 3-5=-2562/1755, 5-6= 2355/1675, 6-7=-2377/1650,
7-9=-5276/3414,
9-10=-5681/3671
BOT CHORD 2-15=-1911/3110, 14-15=-1911/3110, 13-14=-1428/2418, 12-13=3088/5%2,
10.12=-3410/5408
WEBS 3-15=0/302,3-14=-804J562,5.13=-357/270,6-13=-730/1177, 7-13=-3077/1999,
7-12=-1105/1963, 9-12=403r372
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=166mph (3-second gust) Vesd=128mph; TCDL=4.2pst; BCDL=3.OpsY h=15ft; B=71ft; L=35ft; save=5ft; Cat.
II; Exp C; Encl., GCpi=0.10; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17.6-0, Exlerior(2) 17-6-0 to
21-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=7.60
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 M-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at tortilla) except all
2=825,10=825.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6034
6904 Parke East Blvd. Tampa FL 33610
Date:
September 25,2018
O WARNING-Verlrydeelgn"remereraend READNOTES ON THIS AND/ NCLUDEDMIrEKREFERANCEPAOEMIF7479rev. 1MM15 BEFORE USE.
this design Is based upon shown, and a f@r an Individual building component, not
��-
Design valid for use only with Meek® connectors. only parameters
a truss system. Before use. the building designer must ve4ty me oppecabllity of design parameters and pm§prly Incorporate riles design Into me overall
building design. Bracing Indicated is to prevent buckling of Indt iclual truss web and/or cl members only Addilional temporary and permanent bracing
s always required for stabll ty and to prevent collapse with possible personal Injury and property damage. F, r general guidance regarding me
M iTe k
fabrication, storage, delivery, erection and bracing of trusses and truss system& seeANM/IPII QualMv OMHIe, D6eai and BOO BUWkp Compmmt
kneakkfWvd pd9 from Truss Plate Institute. 218 N. Lee Street Suite 312, A wancum VA 2231A.
6904 Parke East Blvd,eaeetyrb
Tampa, FL 33610
Job
Truss
Truss Type
Oly
Ply
MANOR 71
T15168864
M11439
A3
Hip
1
1
•
Job Reterewe (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Sep 25 OB:37:00 2018
Scale = 1:62.3
4.00 12 4xt — Us
8 7
2If m
d
17 16 3x4 =
3x6 3x12 =
3x5 = 2x3 5x8 = 2.00 12
LOADING lost)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) I/defl Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.71
Vert(LL)
-0.58 13-14 >721 360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.97
Ved(CT)
-1.0613-14 >395 240
MT18HS
244/190
BCLL 0.0 '
Rep Stress her
YES
We 0.86
Horz(CT)
0.30 11 are n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL)
0.8013-14 >526 240
Weight: 1691b
FT=20%
LUMBER-
BRACING-
TOP CHORD 2x4 SP M 30
TOP CHORD Structural wood sheathingdirectly applied or 24-6 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt a-14
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0
Max Hom 2=175(LC 11)
Max Uplift 2=-825(LC 12), 11= 825(LC 12)
FORCES. (fall - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-3318/2236, 3-5=-2558/1847, 5-6= 2401/1786,6-7=-2265/1737, 7-8=-2422/1761,
8-10=-5275/3598, 10-11=-5687/3847
BOT CHORD 2-17=-2010/3111, 16-17=-2010/3111, 15-16=-1531/2419, 14-15=-1319/2240,
13-14=-3269/5065,11-13=-3578/5413
WEBS 3-17=0/304, 3-16=-807/565, 5-15= 320/270, 6-15=-489/605, 7-14=-352/592,
8-14= 3047/2096,8-13=-1175/1985,10-13=-408/379
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasi 28ni TCDL=4.2psf; BCDL=3.OpsY h=1511; B=71ft; L=35ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-0-0, Exterior(2) 17-0-0 to
18-0-0, Interior(1) 22-11-6 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.80 plate grip
D0L--1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.0ps1 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) 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) except (jt=1b)
2=825, 11=825.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 8834
6904 Parke East Blvd. Tampa FL 33610
Date:
September 25,2018
Q WARNING. Vedrydealgn Parameters and HEAD NOTES ON MMAND&CLUDEDMDEKREFERANCEPAGEM&M73mw. laG ISeEFOREUSE.
Design valid for use only with MRek® connectors, This design is based only upon parameters shown, and Is for gn Individual building component, not
a truss system. Before usethe building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
buildingdesign. Bracing indicated Is to prevent buckling ofIndividual truss web and/or ohordmembers only OtldBlonoltemporary and permanent bracing
MiTek'
s always required for stablllN and to prevent collapse with possible personal Injury and property damage. F6f general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, eeeANEirlil Quality CdbAd, 0314W and BCN Building Component
III Imarmationa llable from Truss Plot. Institute, 218 N. Lee Sheet, Suite 312. A ssr.r drlc, VA 22314.
69N Perko East Blvd.
Tampa, FL 33610
Truss
Truss Type
Oty
Ply
MANOR 71
T15168865
FJob
A4
Hip
1
1
,..d
Job Reference o tional
T., ce., oc no.a7.mm en Pa 1
Chambers Truss, Inc., Fort Pierce, FL
cif
0
4.00 12
3.4
5
4x8 =
4x8 =
°zA?N?xeHveil l-2zNFMILI b9PaIZV6NNXJln72dedSBjHCIAZMUbyaBW 0
Scale = 1:62.3
1715 3x4 =
axlz =
3x5 = as 11 5xB = 2.00 F12
LOADING (psf)
SPACING-
2-0-0
CS].
DEFL, in
(loc) Vdefl Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.70
Vert(LL) -0.53
13 >792 360
MIT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.97
Vert(CT)-0.9913-23
>423 240
MT18HS
244/190
BCLL 0.0
Rep Stress Inch
YES
W B 0,74
Matrix -MS
Hoa(CT) 0.36
Wind(LL) 0.73
11 n/a n/a
13 >575 240
Weight; 1701b
FT=20%
BCDL 10.0
Code FBC2017/TP12014
LUMBER-
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-4-13
do pudins.
TOP CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 SP M 30
WEBS
1 Row at midpt 8-14
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1349/0-8-0, 11=134910-8-0
Mau Horz2=155(LC 11)
Max Uplift 2=-825(LC 12), 11=-825(LC 12)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-3316/2376, 4-5=-2563/1968, 5-6=-2462/1977, 6-7=-2800/2203, 7-8=-2948/2252,
8-9=-5229/3788, 9-11=-5692/4100
BOT CHORD 2-17= 2144/3109, 16-17=-2144/3109, 15-16=-1635/2413, 14-15=-1547/2362,
13-14= 3431/5004, 11-13=-3821/5419
WEBS 4-17=0/301, 4-16=-806/577, 5-15=-225/264, 6-15=-239/292, 6-14=-476/680,
7-14=-406/661.B-14=-2564/1843,8-13=-1246/1955, 9-13=-463/433
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=165mph (3-second gust) Vasdl28mph; TCDL=4.2psf; BCDL=3.Opsf; h-15tt: B=71ft; L=35ft; eave=5ft; Cat.
II;. Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0. Interior(1) 2-6-0 to 15-0-0, Extenor(2) 15-0-0 to
20-0-0, Interior(1) 24-11-6 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live lead of 21 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.
7) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
2=825,11=825.
Joaquin Velez PE No.68102
MIT& USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 25,2018
WANNING-Vanity deefgn Pammefenane BEAD NOTES ON MMAND INCLUDED MREKBEFEBANCEPAGE Mk9473 rev. 14MV1erS BEFOBEUSE.
sign valid for use only with MITek®conneciors, fits design Is based only upon parameters shown, and Is fdl An Individual building component, not
MR
vss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall WOW
titling design. Bracing indicated is to prevent buckling of Individual hues web and/or chord members only. Additional temporary and permanent bracing
Ilways required for stability and to prevent collapse with possible personal injury and property damage, W general guidance regarding the 6904 Parke East Blvd.
xication. storage. delivery, erection and bracing of trusses and truss systems, seeANSIM11 Du Cm•dBr Pasa9 and BGI Wlelnp COmp•D•m Tampa, FL 33610
I•H InformeNDrnvallable from Truss Plpte Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314,
Job
Truss
Trues Type
City
Ply
MANOR 71
T75168886
M11439
AS
Hip
1
1
-
Job Reference tonal
Chambers Truss, Inc., Fort Pierce, FL
5.130 9 Mar 11 2018 MITek Industries, Inc. TUG
08:37:02 2018
Scale=1:61.3
3x6 II
3x6 =
4.00 R-2 4 5 24
3X4 — 45 = 4x6 c
625 28 27 7 8
15 14
3x5 = 2b 11 111 = 2,00 r2 3,112
7-7-15 137.8 22-60 29.1I2 28-9.8 354}0
TJ-15 5-01•g &48 t•11.12 2•g-13 8.2.7
Plate Offset$ (X Y)--
t2:0-1-6Edae] l4.0-3-0D-2.81 f 10:0.1-15
EduaI
LOADING (psf)
SPACING 2-M
CSI.
DEFL
in
Ill
Well
Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.71
Vsrt(LL)
-0.53
12
>799
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.97
Ved(CT)
-0.99 12-21
>426
240
MT18HS
2441190
BCLL 0.0
Rep Stress Incr YES
WB 0.72
Hom(CT)
0.35
10
Na
Na
BCDL 10.0
Code FBC2017frP12014
Matrix -MS
Wind(LL)
0.72
12
>680
240
Weight: 1601b
FT=20%
LUBBBEW
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING -
TOP CHORD Structural mod sheathing directly applied or 2-4-15 ac puffins.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
REACTIONS. (Borsize) 2=1349/0-8-0, 10=1349/0-8-0
Max Hom 2=-136(LC 10)
Max Uplift 2=-825(LC 12), 10=-825(LC 12)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-3302/2424, 3-4-2589/1988, 4-5=-2410/1948, 5-6--2430/1959, 6-7=-3580/2713,
7-8=-3728/2795, 8-9— 5216/3822, 9-10=-5695/4205
BOT CHORD 2-15=-2188/3094, 14-15=-2188/3094, 13-14=-2124/3102, 12-13=-3448/4977,
10-12=-3922/5422
WEBS 3-15=0/288, 3-14=-756/612, 6-14=-95W55, 6-13=-373/685, 7-13=-697/994,
8-13=-2051/1540,8-12=-1293/1901, 9-12=-474/482,5-14-381/608
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=4.2psfp BCDL=3.Opsf, hai B=71ft; L=35R; eave=5fe Cat.
II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 13-0-0, Extedor(2) 13-0-0 to
27-0-9, Interpol) 27-0-9 to 36-0-0 zoni 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 prancing.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 pat bottom chord live load norosoncumers with any other live loads.
6) " This truss has been designed for a live load of 20.01 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) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except 01=11b)
2=825, 10=825.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September25,2018
Q WABNMO-Verity MMSn MIem4bld arM READ NOTES ON TNre ANOWCLUDEDN KRE ANDEPA0EYN74n9 feAYAete BEFODEUSE
Design valid for use only with MITek® connectors, This design Is based only upon parameters shown, and Is for on mtlNldual 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
Anal temporary and permanent bracing
MiTek"
Wilding tleslgn. Birdsong Indicated Is to prevent buckling of IndNldual from web and/or chord members only
n always recurred for stobilily and to prewirmcollapse with possible personal injury one property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and buss systems seeANY/MI'A 22y CrMM, P�M asa IICN MSIrBrg Componws0
Bafaty InfaIDOtbrgvolable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandtla. VA 22 14,
Sears venue Eon Blvd.
Tempe, FL Marc
Job
Truss
Truss Type
Oty
Ply
�MMOR71
T15163867
M11439
A6
Hip
1
1
"
Job Reference (olnionell
e nasrno xa 1 rU65, ma., 1-0111 rlerals, 1-1-
5x8 = SIX5 =
A= F12 4 5 24 25
ea JU a Nlar II zul a MI 1 eK Industries. Inc. 1 us
3x4 - 5x8 MT18HS=
a 26 7 run
Scale=1:61.3
15 14 13 3x4
SX6 = w II SO = Sza = 3x12 =
2.00[12
_ 7.7-2 11-60 13->s 7.8 10-a 23c.t-1142 24-0.028.8-1 35-0-0
a - I 8-1co-�
Plate OBsets(X,Y)--
[2:D-D-2,Edoe1 [4:0.5-40.2-8] [7:0-4.00-2-31
[9:0-1-15Etl0e]
[730.2-00.26]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Wall
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.73
Veit(LL)
-0.56 11.12
>748
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.97
Ven(CT)
-1.0311.21
>408
240
WISHS
244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.62
HOR(CT)
0.36 9
n/a
n1a
BCDL 10.0
Code FBC2017/rP12014
Matdx-MS
Wind(LL)
0.78 11-12
>542
240
Weight. 1621b
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2.3-13 ad puffins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-6-0
Max Horz 2=-117(LC 10)
Max Uplift 2=-825(LC 12), 9=-825(LC 12)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 260 (Ib) or less except when shown.
TOP CHORD 2-3=-3312/2471, 3-4=-2801/2173, 4-&=-2937/2307, 56=-4027/3051, 6-7=-4954/3675,
7-8= 5236/3830, 8.9=-5685/4263
BOTCHORD 2-15=-2231/3105, 14-15=-2231/3105, 13.14=-1815/2626, 12-13=-2030/2953,
11-12=-2817/4091, 9-11=-3974/5411
WEBS 3-15=-1/266, 3-14=613/527, 4-14=-2821373, 4-13=-455/612, 5-13=-833/718,
5-12=-896/1276, 6-12=-675/575, 6-11=-670/1D04, 8-11=-440/553, 7.11=-997/1469
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.Ope1; h=15tt; B=71R; L=35tt; save=5f; Cat.
11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and CC Extedor(2) -1-0-0 to 26-0, Intedor(1) 2-6-0 to 11-0-0, Exterior(2) 11-0-0 to
28-11-6, Intedor(1) 28-11-6 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) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joints) 9 considers parallel to grain value using ANSV7PI 1 angle to grain formula. Building designer should verity
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at loint(s) except Ot=lb)
2=825, 9=825.
Joaquin Velez PE No.68182
MTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September25,2018
A�WMN G-VeftydeslgnpnmrenwsmdREAONOTESONTM AND INCLUDED,m EKREFERANCEPAOEW7479roy. 1411=16BEFORE USE.
Design valid for use only with Meek® connectors. This design b bossed only upon parameters shown, and Is far an Individual building component, not
a truss system. Before use the bulalng destaner must verify the appllcablify, of design parameters and properly Incorporate rub design Into the overall
budding design. Bracing Indicated Is to buckling of eWWlaud lnsa web and/or chord members only. Additional temporary and permanent brocitg
MOW
prevent
Is always required for stability and to prevent collapse with poalWe personal Injury and property damage For general guidance regarding the
falxaaXon, storage, tlellvery, erection and bracing of trusses and truss systems, seeAN991911 Guo2Itl1y CINda. D61149 and SCR Balding Component
6e04 Parke East BNd.
feel dasmcffi 1 dlable from Truss Rate Institute. 218 N. Lea Street, Suite 312. Alexandra, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
MANOR 71
T15168868
NI 1119
A7
Hip
4
1
-
Job Reference (optional)
amv oe,.e �
unamDers I rural Ina., Pan race, rL
4.00 F12
ID;AJIomcaggFaOsPzA?N?xsHyei1l-SY30_mOVu4n991 Dh3V40w
4x8 = 2x3 11 3.6 = 3.4 = 4x8 =
2x3
.,..�.� 4 526 6 7 27 8 9
Scale = 1:60.5
D
3x4 — 3x4 = Spire 6xe = 3x4 = Biel = 3x4 — 3x4—
9.0.0
9-OA
13-6-0
4-8-0
IV-lu-u
6-2.0
0-2-0] [10�0-1-2 Edae]
8-2-0
9-0-0
Plate Offsets (X Y)-- [2:0-0-14 Edgel [4�0-5-4 0-2-01 [8,0-5-4
LOADING (psp
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Vdefl
LJd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.30
Vert(LL)
-0.13 12-23
>999
360
MT20 244/190
TCDL 7.0
Lumber COL 1.25
BC 0.41
Vert(CT)
-0.2912-23
>884
240
BCLL 0.0 '
Rep Stress Inor YES
W B 0.53
HOr3(CT)
0.03 10
rda
Na
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL)
0.1312-23
>999
240
Weight: 161 to FT=20%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=362/0-8-0, 15=1620/0-8-0, 10=716/0-8-0
Max Hoe 2=97(LC 11)
Max Uplift 2=-256(LC 12), 15=-933(LC 12), 10=-460(LC 12)
Max Grav 2=390(LC 21), 15=1620(LC 1), 10=731(LC 22)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc puffins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1Row at midpt 7-15
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-355/278,4-5=-521/823, 5-7=-521/823, 7-8=-646/514, 8-9=-1155/896,
9-10=-1409/1091
BOT CHORD 2-17=-160/325, 14-15=-280/646, 12-14=-638/1078, 10-12=-938/1311
WEBS 3-17=-396/473, 4-17=-310/444, 4-15=-942/713, 5-15=-326/367,7-15=-1554/1143,
7-14=-128/406, 8-14=-516/399, 8-12=-283/444,9-12=-355/436
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=15ft; B=71ff; L=35ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.1$ MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(i) 2-6-0 to 9-0-0, Exterior(2) 9-0-0 to
30-11-6, Interior(1) 30-11-6 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60plate
grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb)
2=256,15=933,10=460.
Joaquin Velez PE No.li
MiTek USA, Inc. FL Celt 6634
6004 Parka East Blvd. Tampa FL 33610
Data:
September 25,2018
O WARNING -Val design Personal and READ NOTES ON THIS AND NCLUDED efil REFERANCE PAGE aI&l rev. 1aN32015 BEFORE USE. �
Design valid for use only with MITek@ connhis contractors. Tdesign Is based only upon parameters shown, and is to[ on Individual building component, not
s and prop6f y Incorporate this design Into the overall
a truss system. Before use, the building designer must verify Me applicability of design parameter
bulltlingdesign, Bracing Indicated is to prevent buckling of Individual hla uweb and/or chord members only Additional temporary and permanent bracing MiTek'
s always required for stability and to prevent collapse with possible personal injury and property damage. d r, general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seaANSVrPII Quality C"A P3149 and Ill Bull Component 6904 Parke East Blvd.
Safety Intormatlanivailable from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandra, VA 22314 Tampa, FL 33610
Job
Truss
Truss Type
Off,
Ply
MANOR 71
T15168869
M11439
B
Roof Spedal
7
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
4.00 12
5x10 =
3x5 = __._ — _'...
$ Mar 11 2018 MI f ek Industries, Inc. Tue Sep 25 08:37:05 2018
Scale = 1:60.3
2
LOADING (part
SPACING-
2-0-0
CSI.
DEF4 in
(too) Well Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.63
Vert(LL) -0.55
13 >764 360
MT20
2441190
TCDL 7.0
Lumber DOL
1.25
SC 0,97
Vsd(CT) -1.02
13-24 >412 240
MT18HS
2441190
BCLL 0.0 '
Rep Stress Incr
YES
we 0.80
HOrz(CT) 0.38
11 1 rJa
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL) 0.76
13 >656 240
Weight: 173 Ib
FT=20°h
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 2-6-9 oc pudins.
BOT CHORD 2x4 SP M 30'Except'
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
7-15:2x4 SP
No.3
WEBS
1Row at midpt B-14
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1349/0-B-0, 11=1349/0-8-0
Max Horz 2=-179(LC 10)
Max Uplift 2=-825(LC 12), 11=-825(LC 12)
FORCES. (lb) -Max. Gomp./Max. Ten. -All tortes 250 (lb) or less except when shown.
TOP CHORD 2-3=-3345r2225, 3-5=-2959/1946, 56--2099/1519, 6-7=-274511985, 7-8=-2791/1918,
8-10=-5241/3361, 10-11=-5691/3687
BOT CHORD 2-18=-1995/3150, 16-18= 1479/2456, 7-14=-206/271, 13-14=-3019/5016,
11-13=-3425/5418
WEBS 3-18=-474/463, 5-18=-238/563, 5-16=-705/569, 6-16=-413/224, 10-1'.=-463/431,
8.13=-1109/1943,8-14=-2684/1670,14-16_ 1136/2094,6-14=-1261/1888
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vvlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15h; 8=71f ; L=35ff; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and CC Extedor(2) -1-" to 2-6-0, Interior(1) 2-" to 17-6.0, Exterior(2) 17-64) to
21-" zone;C-C for members and forces & MW FRS 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 pal bottom chord live load nonconcument with any other live loads.
5) ' This truss has been designed for a live load of 20.0ps1 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 joints) 11 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 1 DO lb uplift at joint(s) except (jt=1b)
2=825, 11=825.
Joaquin Velez PE No.68182
Isti USA, Inc. FL Cart 0634
6904 Parke East Blvd, Tampa FL 33619
Date:
September 25,2018
Aj WARNWG-Vwffy OasfgnpxamHa REAONOTEBONI ANDINCLUDED1 KREFERANCEPAGEMMI4MM. lBea�ela BEFONE UBE.
��
Design valid for use only with MBek® connectors This design Is based only upon parameters shown, and Is for an indMdual adding 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
Additional temporary and permanernbrocing
MiTek
buNtlingdesign. Bracing Indicated istoprevent budding ofIndividual mussweb and/or chord members only
Is always required for stability and to prevent collapse with possible personal Inlury and property damage. rprG neerral al� a regarding�
ggpd Palle East Blvd.
rr East B
fabrication, storage, delivery, erection and bracing of tuares and tnus systems. seeANMMI Oualay CrbIB,
Tampa,
Sorely Inlomrnttunovallabie from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314,33610
Job
Truss
Truss Type
City
Ply
MANOR 71
T1516BB70
M11439
BHA
Hip Girder
7
1
-
Job Reference (optional)
Chambers Truss, Inc.,
Fort Pierce, FL
8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Sep 25 08:37:07 2018 Page 1
IDIAJiomcsggFaOsPzA7N7xeHyeil l-17kW coOoB49kOUyGkdejX2N7n71RXRb5560hhEya8Vw
1330
22-9-0
r1-6pp
-098-0
],0
123�p 15-6.0
7" JJA;9 i21 25-60 26-0 31-b0
QUO-0I
�11-6-0
I3-10.
230 31-2LEO 310.14
�d8-0 2-0-0
o-eo
Scale = 1:64.8
TOP CHORD MUST BE BRACED BY END JACKS,
4.00 12
4x4 = ROOF DIAPHRAGM, OR PROPERLY CONNECTED
PURLINS AS SPECIFIED.
12
46 14 47 16
NAILED NAILED NAILED 45
48 NAILED NAILED
Sp�4XB
axe 44 10
435
19
3x6
NAIL 49 21 NAILED
=42
4 6 =
1B � ILE 2§0
4x8
9 NAIL
25
15 ILE 20 51
:1
41
52.. it2
r�Jlf 2
27?8'
,n1
Ir
gl��f
d
7
34
53 54 33 55 56
32 67 58 59 31 30 60 61 29
Special NAILED 7x8 = NAILED
3x5 = NAILED axe = NAILED 3x4 =
_
3x6 —
6xl0 =NAILED
NAILED NAILED
NAILED
NAILED
20-0 0
3-00-09 70-0 ]-0.9
123-0 1]E-0
2230 2530 27-40 27-11,7 2 1 35-0.0
3-00-0q 3-0-2 0O H,Y
5-30
4-60 300 24-0 117 31319
0 0-9
Plate Offsets (X Y)--
[2:0-0-2 Edge] [3:0-2-4 0-2-0] [15:0-2-12
03-8] [26:0-7-4 0-2-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udell L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.98
Vert 0.29 33-34 >906 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.68
Vert(CT)-0.3233-34 >822 240
BCLL 0.0
Rep Stress lncr NO
WB 0176
Horz(CT) 0.08 31 1 n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 215111 FT=20l.
LUMBER-
BRACING -
TOP CHORD
2x4 SP M 30
TOP CHORD
Structural woad sheathing directly applied or 3-6-10 oc Purim.
BOT CHORD
2x4 SP M 30
Except:
WEBS
2x4 SP No.3 "Except"
1 Row at midpt 3-9
20-31,26-29: 2x6 SP No.2
BOT CHORD
Rigid ceiling directly applied or 4-7-1 oc bracing.
WEBS
1 Row at midpt 9-32, 15-31, 26-31
JOINTS
1 Brace at Jt(s): 9, 15, 20,13
REACTIONS.
All bearings 0-8-0.
(lb) -
Max Harz 2=-179(LC 6)
Max Uplift All uplift 100111 or less atjoint(s) except 2=-1087(LC 8), 27=-279(LC 26), 31=-2164(LC 8), 29=-245(LC
8)
Max Grav All reactions 250111 or less at joints) except 2=1443(LC 1), 27=323(LC 14), 31=311),
29=550(LC 30)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-3649/2731, 3-4=-363/201, 4-8=-294/149, 8-10=-312/196, 10-12= 312/244,
12-14=-274/247, 3-5=-3015/2291, 5-7=-3016/2292, 7-9=-3016/2292, 9-11=-861/637,
11-13=-861/637,13-15=-861/637,15-17=-1507/2247, 17-18=-1507/2247,
18-20=-1507/2247,20-22=-1507/2247,22-24=-1507/2247, 24-26=-1513/2254,
14-16=-282/256, 16-19=-321/248, 19-21= 288/178,21-25=-296/145, 25-26=-322/143,
26-27=-4721701
BOT CHORD 2-34=-2481/3428, 33-34=-2435/3370, 32-33=-2184/3241, 31-32=-544/1121,
29-31=-593/476, 27-29=-599/492
WEBS 9-33=-142/449,9-32=-2348/1799,15-32=-756/1254,15-31=-3513/2423,20-31=-519/518,
3-34=470/647,26-29=-310/237,26-31=-1576/1233,3-33=114/270, 1 B-1 9=-323/320,
7-8=-352/336
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128ri TCDL=4.2psf; BCDL=3.Ops1; hie 15ft; B=71ft; L=35ft; eave=5h; Cat.
It; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 designer as per ANSI/TPI 1.
4) Provide adequate drainage to prevent water Dancing.
5) All plates are 2x3 MT20 unless otherwise indicated.
Joaquin Velez PE No.86182
6) Gable studs spaced at 2-0-0 Co.
7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
MiTek USA, Inc. FL Cart 6634
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
6904 Parke East Blvd. Tampa FL 33610
will fit between the bottom chord and any other members.
Date:
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1087 Ib uplift at joint2, 279 Ib uplift at
September 25,2018
joint 27, 2164 lb uplift at joint 31 and 245 Ib uplift at joint 29.
Q WARNING -Vll Oeargn"remafareantl READ NOTES ON TNASAND/NCLUDED MITEKREFERANCE PAGE 14W7477 rev. lWOar2a15BEFORE USE.
"
Design valid for use only with Mliek® connectors. This design is based only upon parameters shown, and is for an indivitlual building component not
a truss system, Before use, the building designer must verify the opplicablllly of design parameters and properly Incorporate this design Into the overall
bulldingdesign Bracing indicated is to prevent buck) Ing of Individual truss web and/or chord members only, Addhonal temporary and permanent bracing
LT
Mllek
Is always required for stability and to prevent collapse with possible personal Injury and property damage. FI 0enerol guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, sessANSVIPII Quail CIIN1Ior iN�e9 antl ICSI Sueaerp Component
6904 Perk, East Blvd.
Salety Informational from Truss Plate Institute, 218 N. use Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss�Hp
Qty
Ply
MANOR 71
M11439
BHA
�Qdw�
1
1
T75168870
-
Job Reference (oofon 11
- •-•••••-•- • •--••• ••• • -^ • •=••K• � 6. rda 9 P4an I Lald Ml l ea Industries, Inc. TUe Sep 25 08:37:07 2018 Page t
NOTES-
0:AJiomosggFaOsPzA7N7xeHysi l l-t7kW wOoB7gkOUyGkdejX2N4nl l RXRb5560hhEya8Vw
11) "NAILED" indicates 3-10d (0.148°x3') or 3-12d (0.148"0.25") toe -nails per NDS guidlines.
12) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated IDRd(s) 242 Ito down and 328 lb up at 7-0-0 on top chord, and 402 lb down
and 504 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) i5 the responsibility of others.
13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or b@ck (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-3= 54, 3-14=-54, 14-26= 54, 26-28=-54, 35-38=-20
Concentrated Loads (Ib)
Vert :34=-402(F)41=-146(F)42=-111(F)43=-111(F)44=-111(F)45=-111(F)46=-111(F)47— 111(F) 48= 111(F) 49— 111(F)50=111(F)51=-111(F) 52=-111(F)
53=-68(F) 54=-68(F) 55=-68(F) 56=-68(F) 57=-68(F) 58=-68(F) 59=-68(F) 60=-68(F) 61=-68(F)
O WARNING- Verlfydealgn perametanend READ NOTES ON THMANOWCLUDEDMR KREFERANCEPAGEMx7478-- 112113cs)ISDISFORE USE.
Design valid for use only with Ni 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 me overall
building tlesign. 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 stoollify and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrlcol storage, delivery, erection and bracing of trusses and truss systems, seeANN/Rli Quality CrIll III and BCBI III Component
6904 Parke East Blvd.
Sal tnfonnationavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314,
Tampa, FL 33610
Job
T11es
Truss Type
Qty
Ply
MANOR71
T15168871
M11439
GRB
HIP GIRDER
1
i
Job Reference (optional)
Chambers Truss, Inc.,
Fort Pierce, FL
- d.r3u a Mar ii zuld Will Industries, Ind. Tue Sep za 06.37.09 2018 Rdgd
Ib;A�iomcsggFaOsPzA?N?xeHyeil l-pW sH1 US2icPSGo6fr2gBcTSLVrM171NOZQVn17ya8Vu
1-0-
3-00-14
7-0-0
10-4 0
13.8.0
18-5-15 23-2-1
48-3
28.0.0
4.9.15
314.2 35-0
3-1-2 3-10d4 1-0.0
1-0-
3d0-14
3-1-&
3.4-0
3.4-0
49-15
Scale = 1:60.3
NAILED
Sz12 Ml EHS-_
NAILED NAILED NAILED NAILED NAILED
Special
4.00 12
Spacial
NAILED
NAILED 2.3 11
axe = 3x8 = NAILED 30=
NAILED
US =
3
23
24 25426
27 5 28 296 30 31 32 7 33
34
8 IIII
9 101�+w
2
a
4� no
Jill
m1
'1
d
d
18
35
36 15 37 14
38 39 4013 41 42 12. 43
44
3x4 =
2x3 1
NAILED
3z8 = Sz12 =
NAILED 3x9 - 5z8 MTIBHS =
NAILED
Eel4x5 =
Special
NAILED NAILED NAILED NAILED N AILED NAILED NAILED
Special
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017/TPI2014
CSI.
TC 0.90
BC 0.98
W B 0.93
Matrix -MS
DEFL. in (lac) 1/defl L/d
Vert(LL)-0.3411-13 >751 360
Vert(CT) -0.7611-13 1339 240
Hors(CT) 0.08 9 n/a n/a
Wind(LL) 0.3711-13 >696 240
PLATES
MIT20
MT18HS
Weight: 155 to
GRIP
244/190
244/190
FT=20%
LUMBER-
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-6-8 oc purlins.
TOP CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 4-9-2 do bracing.
BOT CHORD 2x4 SP M 30
WEBS
1 Row at micipt. 6-14, 3-14
WEBS 2x4 SP No.3'Except'
4-14: 2x6 SP No.2
REACTIONS. (lb/size) 2=504/0-8-0, 14=3752/0-8-0, 9=1326/0-8-0
Max Harz 2=78(LC 7)
Max Uplift 2=-652(LC 8), 14=-2840(LC 8), 9=-1012(LC 8)
Max Grav 2=513(LC 17), 14=3752(LC 1), 9=1327(LC 18)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3_ 778/990, 3-4=-1513/2146, 4-6=-1513/2146, 6-7- 1267/775, 7-8=-3171/2427,
8-9=.3362/2486
BOT CHORD 2-16=-836/704, 14-16=-876/744, 13-14=-612/1267, 11-13=-1937/2770, 9-11=2245/3137
WEBS 3-16=-646/742,4-14=-772/685, 6-14=-3794/2549, 6-13= 671/1191'7-13= 1685/1485,
7-11=-370/570, 8-11=-323/635, 3-14=-3037/2708
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst; hl SIT; 3=71 ft; L=35ft; eave=5ft; Cat.
II; Exlo C; Encl., GCpi=0.18; MI (directional); porch left 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 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 tal I 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 652 lb uplift at joint 2, 2840 Ib uplift at
joint 14 and 1012 lb uplift at joint 9.
8) NAILED" indicates 3-1 bid (0.148"x3") or 3-12d (0. 1 48"x3.25") toe -nails per NDS guidlines.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 193 lb down and 316 Ip up at
7-0-0, and 193 Ib down and 316 lb up at 28-0-0 on top chord, and 402 lb down and 419111 up at 7-0-0, and 402 Ile down and 504 lb
up at 27-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
10) In the LOAD CAB E(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: 1-3=54, 3-8=-54, 8-10=-54, 17-20= 20
Joaquin Velez PE N0.66162
MIT& USA, Inc. FL Cart 6634
8904 Parke East Blvd. Tampa FL 33610
Date:
September 25,2018
,&WARNING-V", esign pawmerersand READ NOTES ON TNIS AND MICLUDED MITEKREFEShownP and
ISM
BEFORE USE
Design vend far use only with MITek®connectors. Tnis design Is based only upon parameters shown, and Is f6F an Individual binding component, not MR
a truss System, Before use, the building designer mustvetlfy the applicability of design parameters and prosiI Incorporate this design Into the overall
building tleslgn. Bracing indicated is to prevent buckling of Individual truss web and/or chord members all AddlHonaltempomry and permanent bracing MiTeK
the
Is always required for docility and to prevent collapse with possible personal injury an tl property damage. r®rD99.99 aeneral nd !CA M16, pence Cesg Component 6904 Parke East BNtl.
fabrication, storage, delivery,.,action and bracing of trusses and truss systems, seeANSVIPII Gopl1MyCigar& Tampa, FL 33610
Solely minmwt ancvallabie from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Afexandrlo, VA 22314,
I Truss Truss Type
1439 GRB HIP GIRDER
130a Mar 11
T15168871
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Vert: 3=146(B) 8=146(B) 16=-402(B) 11=-402(B)23=-111(B)24=-111(B)25=-111(B)97 -111(B)28=-111(B)29=-111(B) 3111(B)32=-111(B) 33=-111(B)
34=-111(B) 35=-68(B) 36=-68(B) 37=-68(B) 38=-68(B) 39=-68(B) 40=-68(B) 41=-68(6) 42=-68(B)43=-68(B) 44=-68(B)
,&WARNING-VarifydaelgnRare.hn,.d READ NOTES ON THIS AND INCLUDEDMTTEKREFERANCEFAGEMIFN79 rev.10a 13 BEFORE USE.
Design valid for use only with MReI� connectors, this tleslgn is based only upon parameters shown, and Is fbF an Intllvitlual building component, not
a truss system. Before use, the bulltling designer must verify the appllcablllN of design parameters an'
prop9Hy ncorpomte this tlesign Into the overall
bulltling tlesign, eracing Intllcofed Is to prevent buckling of Individual truss web and/or chortl members only Additional temporary and permanent bracing Mirek'
bulld srequlretl for"g"" and to prevent coliop. with possible personal lnfury ontl property tlamoge. F®F general gultlonce regartling}he g904 PaBa Eest BN1.
fabrication storage, delivery, erection and oradng of pusses and huss systems, seeANSU1F11 CaallSryy CM�rIBr QE!-!g antl BIItlSlp ColnponrrM Tempe, FL 38610
Sabb Inbmrotbnavallable from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandria. VA 22314.
Job
Truss
Truss Type
Qty
Ply
MANOR 71
T15168872
M11439
J1
JACK -OPEN
8
1
Job Reference ional
Chambers Truss, Inc., Foil Pierce, FL 0.130 s mar 11 eu1 a Mr I an industries, Inc. rue Sep ea 06:37:09 2u16 rage 1
ID;AdiomcsggFaOsPzA?N?nHysil l-pWsH1 US2icPSGo6fr2gBcTSXnrbH?WtOZOVd7ya8Vu
-1-D0 1-D-0
1.0.0 1-&o
3x4 =
LOADING (I
SPACING
2-0-0
CSI.
DEFL.
In
floc)
Udell
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Ven(LL)
-0.00
5
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.02
Vert(CT)
-0.00
5
>999
240
BCLL 0.0 '
Rep Stress [nor
YES
WB 0.00
HOrz(CT)
0.00
4
file
n/a
BCDL 10.0
Coda FBC2017trP12014
Matdx-MP
Wind(LL)
-0.00
5
>999
240
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP I
REACTIONS. (Ib/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical
Max Horz 2=48(LC 12)
Max Uplift 3=4(LC 9), 2=-140(LC 12)
Max Grav 3=10(LC 17), 2=118(1-C 1), 4=17(LC 12)
FORCES. (Ib) - Max. Camp./Max. Ten. - All forces 250 (Ib) or less except when shown.
Stale =1:6.1
PLATES GRIP
MT20 2441190
Weight: 5lb FT=20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puriins.
BOT CHORD Rigid ceiling directly applied or 10-" oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.OpsC h=15ft; B=71ft; L=35ft; eave=5ft; Cat.
II; Exp CI Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone; porch left and right exposed;C-C for membersand
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.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 4 lb uplift at joint 3 and 1401b uplift at
joint 2.
Joaquin Velez PE No.66182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 32610
Date:
September 25,2018
Q WARNNG-yM/yWslgnpvanrerenandIE40 MOM ONTN6 AND MCLUDED WEKREFERANCEPA0E 61174MMv. laUYlmagEFOREUSE. ��-
Design vatil for We only with IVI Connectors. This design Is based only upon parameters shown, and Is for an Individual building component not
a truss system, Before use, the buIlding designer must verity the appicablllTy of design parameters and proppedy Incorporate this design Into me overall
bullding design. Bracing indicated Is to prevent buckling Of Individual trunweb and/or chord members aRIV Additional temporary and permanent bracing MiTek
is always required for stability and M paved cdlopse with possible personal Ir1k1ry and propeM damage I'or �e'v regarding the6904 Parke East Blvd.
fabricalim sforage, delNery, erection and bracing of fusses and truss Walema. seeANU Wl1 py�y CialIP, Tampa, FL W610
lately Informafi w 'liable from Truss Plata Institute. 218 N, Lee Street Sure 312, Alexandria, VA 22314,
Job
Truss
Trues Type
QIY
Ply
MANOR 71
T15168873
M11439
J3
JACK -OPEN
8
1
Job Reference o tonal
e nne.
i i oma nnlTaL Ind,mfee. Inc Tca San 96 ne:37:10 2018 Pace 1
Chambers I runs, Inc., Fort metes,I
3x4 —
I®{AJiomosggFaOsPzA?N?xeHyei l l-HiOfFgSgTwXJtyhrPmB09h?goFt7kz7Xo3FLIZyaBVI
Ib
Scale = 1:9A
LOADING (psf)
SPACING- 2-0-0
CSI.
TO 0.29
DEFL. in (loc) III III
Vert(LL) 0.02 4-7 >999 240
PLATES GRIP
MT20 244/190
TOLL 20.0
Plate Grip DOL 1.25
Lumber DOL 1.25
BC 0.30
Ved(CiT) .0.01 4-7 >999 240
TCDL 7.0
BCLL 0.0 '
Rep Stress Incr YES
WE 0.00
Horz(CT) -0.00 3 n/a n/a
Weight: 11 Ib FT =20%
BCDL 10.0
Code FBC2017/TP12014
Matrix -MP
LUMBER- BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
TOP CHORD 2x4 SP No.3
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 SP No.3
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 Grav 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=4.21)sf; BCDL=3.Opsf; hF1511; B=7111; L=35ft; save=5ft; Cat.
11; Exp C; Encl., GCpi=0.181 MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 2-11-4 zone; porch left and
right exposed;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 20.0fai 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.
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 3, 2071b uplift at joint
2 and 51 lb uplift at joint 4.
Joaquin Velez PE No.88182
MiTek USA, Inc. FL Cart 8834
6904 Parke East Blvd. Tampa FL 33610
Date:
September 25,2018
WARNING. verHydeslgn parametms and READ NOTES ON THISAND INCLUDED MmEKREFERANCE PAGEheiii rev. iN5a2e15aEFOREUSE.
elgn valid for use only wIM Miiekle connectors, Tnls design Is based only upon parameters shown, and starch Individual building component, not
IllllME
runs system, Before use, the building designer must verify fine applicability of design parameters and pror3®Ily Incorporate this design Into Me overall
Ilding design. Bracing Intlicoted Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek`
)II requlretl for stabllify and to prevent collapse with possible personal Injury and property damage. Fgf general guidance regarding fine e904 Parke East Blvd.
.e +i, a+,.,.. nelmemerection antl directed of trusses and truss systems, seeANSVIPII Cuallly CMaABr paea9 and 11031 WIdInO ComponentTampa, FL 33610
Job
Truss
Truss Type
71T15168874
M11439
JS
7Qty
JACK -OPEN
7PIM.ANOR
Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
30 =
8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Sep 25 08:37:11 2018 Page t
ID:AJlomcsggFaOsPzA?N?XeHyeill-Iv_1SATIEDfAVeGlzTitiuxgzeC_TQNgOj_ugOya8Vs
Scale = 1:12.7
Ib - I
LOADING lost)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defy
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.32
Vert(LL}
0.11
4-7
>522:
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.32
Vert(CT)
-0.05
4-7
>999
240
BCLL 0.0 '
Rep Stress Incr YES
W B 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
Weight: 17 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
REACTIONS. (lb/size) 3=115/Mechanical, 2=242/0-8-0, 4=63/Mechanical
Max Hoe 2=123(LC 12)
Max Uplift 3=-122(LC 12), 2= 278(LC 12), 4=-92(LC 12)
Max Gram 3=115(LC 1), 2=242(LC 1), 4=87(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15tt; B=71tt; L=35R; eave=51t; Cat.
11; Exp C; Encl., GCpi=0.1& MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 4-11-4 zone; porch left and
right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.0psf 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 122 lb uplift at joint 3, 278 lb uplift at
joint 2 and 92 lb uplift at joint 4.
Joaquin Velez PE Ni
II USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 25,2018
QWARNING- Verrrydesignpmemerercana READ NOTES ON MMANDWCLUDEDMm KREFERANCEPAGEMIFll7arev. 14MOISBEFORE USE.
Design valid for use only with MIiconnectors. This design Is based only upon parameters shown, and Is fdf on individual building component, not
��
a truss system. Before use, the building designer must verify the applicability of design parameters and propefly Incorporate this design Into the overall
Adoi6onal temporary and permanent bracing
WOW
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only
Is always required for stability and to prevent collopse with possible personal injury and property damage. Fbf general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANM/IPII Qual Creedal, Pill and SCSI SolComponent
Informallorrovailable from Truss Plate Institute, 218 N, Lee Street, Suite 312. Alexandria, VA 22314,
6904 Parke East Blvd.Safely
Tempe, FL 33610
1439 IJ7 (JACK -OPEN 124 1 1 I T15168875
Scale: 314-.1'
3x4 -
LOADING (part
SPACING-
2-0.0
CSL
DEFL.
in
(loc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.47
Ved(LL)
-0.09
4-7
>976
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.38
vert(CT)
-0.18
4-7
>451
240
BCLL 0.0
Rep Stress Inor
YES
We 0.00
Hon(CT)
-0.00
3
n/a
We
BCDL 10.0
Code FBC2017/rP12014
Matrix -MP
Wind(LL)
0.17
4-7
>497
240
Weight: 231b FT=20%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
REACTIONS. (lb/size) 3=165/Mwhanical, 2=315/0-8-0, 4=88tMmhanical
Max Hom 2=161(112)
Max Uplift 3=-152(LC 12), 2=-210(LC 12), 4=-12(LC 12)
Max Gmv 3=165(LC 1), 2=315(LC 1), 4=124(LC 3)
FORCES. (II -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural mod sheathing directly applied or 6-0-0 oc pur ins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vu11=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psY 11=1511; B=71ft; L=35ft; eave=5ft; Cat.
II; Exio C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interlor(1) 2-6-0 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 psf bottom chord live load nonconcumem with any other live loads.
3) ` This truss has been designed for a live load of 20.0ps1 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 152 Ib uplift at joint 3, 210 Ib uplift at
joint 2 and 12 lb uplift at joint 4.
Joaquin Velez PE No.e8182
III USA, Inc. FL Can 6634
8604 Parke East Blvd. Tampa FL 33610
Date:
September 25,2018
WARNING -Vmfty dearer pammefen end READ NOTES MIS AND WLUDED NREN REFEIUINCE PAGE All nv. 100, 1015 BEFORE USE
sign volltl for use only with v r ekS connectors. This design is based only upon parameters shown, and Is far an Indlvldud bullding component not
ruse system. Before use, the "din designer must verify the applical of design parameters and proherly Incorpora}e this tleslgn Into the overall
acting deign. Bracing astlkafedato prevent bucklap of trrtlMtlual hue web antl/or ctwrd member oP,Ik,. Addlfi l temporary and permanent roacln0 MiTek'
sways required for atoblllly antl to prevent collapse vMh Iwss�le personal ...ury and prapeny tlamoge or generd guldonce regarding the
,ricoflpn, storage, dellvery, erection and bracing of t, psaes and trues seyi; ams, seoeAIIII II OuoXl� Creell8. DSH9 aM %N Mtlh7 ComplaReid Tampa, FLrks East Blvd.
.. Tampa, FL 33610
=Job
OR 71
T15168876
eference (options])
8.130 s Mar 11 2018 Mil Industries, Inc. Tue Sep 25 08:37:12 2018 Page 1
ID:AII@IpcsggFaOsPzA?N?xeHyeil l-D5YPtWUw?Xnl7GrEXADuE64lv2YrCnRgFNkRMSyaBVr
Job
Truss
Truss Type
Ml 1439
KJ7
DIAGONAL HIP GIRDER
Chambers Truss, Inc., Fort Pierce, FL
Scale = 1:21.2
314 — NAILED NAILED NAILED
5.6.11
4-3-6
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.25
Vert(LL)
0.09
6-7
>999
240
MT20 244/190
TOOL 7.0
Lumber DOL
1.25
BC 0.28
Vert(CT)
-0.06
7-10
>999
240
BCLL 0.0 *
Rep Stress ]net
NO
W B 0.40
Hom(CT)
-0.02
5
n/a
Na
BCDL 10.0
Code FBC2017/TPI2014
Matrill
Weight: 39 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x4 SP M 30 BOT CHORD
WEBS 2x4 Be No.3
REACTIONS. (Ib/size) 4=111/Mechanical, 2=501/0-10-15, 5=362/Mechanical
Max Horz 2=161(LC21)
Max Uplift 4=-117(LC 8), 2=-574(LC 8), 5=-443(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1031/1087
BOT CHORD 2-7=-1148/990, 6-7=-1148/990
WEBS 3.7= 2981284, 3-6=-1044/1211
Structural wood sheathing directly applied or 6-0-0 oc purllns.
Rigid ceiling directly applied or 6-7-6 oc bracing.
NOTES-
1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; hint Sit; 13=71 ft; L=35ff; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MW FRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonccncurrent 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 117 lb uplift at joint 4, 574 Ile uplift at
joint 2 and 443 Ito uplift at joint 5.
6) "NAILED" indicates 3-1 Od (0.148"x3") or 242d (0.14B'x3.25") toe -nails per NOS guidlines.
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 +Root 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=-76(F=-38, B=-38) 13=-7(F=-3, B=-3) 14=-20(F=-10, B=-10) 15=-69(F=-34, B=34)
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 25,2018
O WARNfill Verlrydnf9n,iv dmieraend READ NOTES ON MISANDWCLUDEDMRKREFERANCEPAGEM&MYOMe faM OISBEFORE USE.
Design valltl for use only with MPeM connectors, Th; design is bond only upon parameters shown, and is for on individual colliding component, not
a truss system, Before use, the building designer must verify the appllcabiI of design parameters and properly lincorrecraide 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
for to with Injury and Property damage For general guidance regarding the
MiTek'
Is always required stabilly and prevent collapse possible personal
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANW1911 CuaBS Criteria, 03149 and 6CS ladding Component
69N Parke Ent Blvd.
Tampa, FL 33610
EaleN Inbnna6omvalloble from Truss Plate InstltWe, 218 N. Lee Street, Suite 312, Alexandria, VA 2231A.
Symbols
PLATE LOCATION AND ORIENTATION
I'll13 74 Center plate on joint unless x y it offsets are indicated.
Dimensions are In ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
For 4 x 2 orientation, locate
plates 0-1/0 from outside
edge of truss.
This symbol Indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek20/20
software or upon request.
PLATE SIZE
The first dimension is the plate
4 x 4 width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by text In the bracing section of the
output. Use T or I bracing
If indicated.
BEARING
Indicates location where bearings
(supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Min size shown Is for crushing only.
Industry Standards
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction,
DSB-89: Design Standard for Bracing.
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
Numbering System
648 I I dimensions shown in sixteenths
(Drawings not to scale)
2 3
TOP CHORDS
0
c
O
U
U
a
O
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-1311, ESR-1352, ESR1988
ER-3907, ESR-2362, ESR-1397, ESR-3282
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
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 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 or X-bracing, is always required. See BCSI,
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered,
3. Never exceed the design loading shown and never
stack materials on Inadequately braced trusses,
4, Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at Joint
locations are regulated by ANSI/TPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19%at time of fabrication.
9, Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10, Camber is a non-structural consideration and Is the
responsibility of truss fabricator General practice Is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
Indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
spacing Indicated on design.
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.