HomeMy WebLinkAboutTrussMiTek'
RE: M11439
MANOR 71
Site Information:
Customer: WYNNE DEVELOPMENT Project Name: M11439
Lot/Block: Model: MANOR 71
Address: UNKNOWN Subdivision:
City: ST LUCIE COUNTY State: FL
MiTek USA, Inc.
6904 Parke East Blvd.
Tampa, FL 33610-4115
General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2017/TPI2014 Design Program: MiTek 20J20 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No.
Seal#
Truss Name
Date
1
T18647372
a
11/13/2019
2
T18647373
a1
11/13/2019
ED
3
T18647374
a2
11/13/2019
4
T18647375
a3
11/13/2019
5
T18647376
a4
11/13/2019
1JAW12G20
6
T18647377
a5
11/13/20197
T18647378
a6
11/13/20198
Perm!'
T18647379
a7
11/13/2019
ST. L,
9
T18647380
b
11/13/2019
10
11
T18647381
T18647382
bha
11/13/2019
1113/2019
12
T18647383
ii
j1
11//13/2019
FILE C0 P
13
T18647384
j3
11/13/2019
14
T18647385
15
11/13/2019
16
T18647387
kj7
11/13/2019
FOIR
i�EV1EV11E®
CoMpL1ANCE
CODE
The truss drawing(s) referenced above have been prepared by
MiTek USA, Inc under my direct supervision
based on the parameters provided by Chambers Truss.
Truss Design Engineer's Name: Finn, Walter
My license renewal date for the state of Florida is February 28, 2021.
Florida COA: 6634
IMPORTANT NOTE: The seal on these truss component designs is certification
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs comply with ANSIITPI 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 property incorporate these designs
into the overall building design per ANSIITPI 1, Chapter 2.
ST. LU C UNT it
®CC
Jf o 22839
'STATEr OF :4OR
u/
Walter P. Finn PE No.22639
MiTek USA, Inc. FL Cert6634
690.4 Parke Eas IA. Tampa FL B610: November 13, 2019
I of 1 Finn, Walter
Job
Truss
Truss Type
ory
Ply
'
T78647372
M11439'
A
Common
1
1
�MANOR71
Job Reference (optional)
ChambersTruss, Inc., Fort Pierce, FL 8.130 s Mar 112018 Mirek Industries, Inc. Wed Nov 13 07.41:53 2019
Smote-1:59.3
4.00 12 44 =
3x4 = 3.6 = 6x8 = 2.3 II 314 =
3x4 = 3x4 =
3x6 =
7-9-13 1332 2:2T
7A-13 565 Bd- 44 5.8-0
Plate Offsets KY)-
12:0-1-14 Edoel
LOADING (psf)
SPACING-
2-0-0
CSL
DEFL.
in (loc)
Udell
IJd
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.33
Vert(LL)
-0.13 14-15
>999
360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC
0.35
Vert(CT)
-0.2514-15
>999
240
BCLL 0.0 '
Rep Stress lncr
YES
WE
0.52
Hor2(CT)
0.02 14
n/a
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix -MS
Wind(LL)
0.1017-20
>999
240
Weight 166 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-5 oc purifies.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-M 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)
Max Uplift All uplift 100 lb or less atjoint(s) 12 exmpt2=-470(LC 12), 14=904(LC 12), 10=186(LC 12)
Max Grav All reactions 250 It, or less atjoint(s) except 2=731(LC 1). 14=1562(LC 1), 12=342(LC 22), 10=266(LC
22)
FORCES. (lb) -Max. CompJMai.Ten. -All forces 250(lb) or less except when shown.
TOP CHORD 2-3=-1461/958, 3-5=1282/878, 5-6=639/551, 6-7=261/745, 7-9=379/723,
9AO0 96/254
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=-1202(797,
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=15ft; B=71ft; L=35ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) A-0.0 to 2-6-0, Interior(1) 2.6-0 to 17-6-0, Exterior(2) 17-M to
21-M 2one;C-C for members and fomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed fare 10.0 par bottom chord live load noncencument with any otherlive loads.
4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.0psf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 12 except at=lb)
2=470, 14-904, 10=186.
WallorP, Finn PE N612939'
-0BTek UyA,1nc. FL Ced5604
.69041sarke East Blvd Tampa FL 11610
Dab:.
November 13,2019
®WARNING-VerlydeVgnparamerwsandR DNO7 SOMMSANDINCLUOFDMrtEKNEFERENCEPAGEM1l-7473. IMM015BEFOREUSE
Design wild for use only with MTek® semesters. This design is based only upon parameters drown, and is bran InvirAdual building component not
a buss system. Sebm use, the budding desgnmo ust very the app0cablity of design parameters eM pmperlyincorpnrab this design [Me the overall
bundin,design BaurgIndicated Istoprevent WckriigofbNvidualmuss web aM/orGprdminnows ody. Adimonaltemporan'andpennareentbmGng
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. ForgenemIguldenceregardagthe
fabduaton,sbrpe,deliveryry.�eetbaanllnucigofb16bl5es andlae systems, see ANSI7rP/1 QmdffyCbufs, DS049 and SCSI Build/ng Component
6904 Parse East Bhd.
SareylnlormeUon available from Trues Plate institute. 218 N-Lea Street Suite 312. Abusbulie, VA22314.
Tampa,M 36610
Job
Truss
Tress Type
Oty
Ply
MANOR71
T18647373
M11439
Al
Common
7
1
Job Reference (optional)
unionoers Imss, Inc., ron rleree, rL
4.00 12 4.5 =
6
Scale=1:59.5
17 - 15 "" "' 14 '- 12
ass = 2x3 II 4.6 = 3x8 = 2x3 II 3x6 =
3.8 = 4x6 =
LOADING (psf)
SPACING-
2-M
CSI.
DEFL.
in (lot) Udefi L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.72
Vert(ILL)
-0.31 14-15 >999 360
MT20 244/19D
TCDL 7.0
Lumber DOL
1.25
BC 0.76
Vert(CT)
-0.6514-15 >646 240
BCLL 0.0 '
Rep Stress lncr
NO
WB 0.68
Horz(CT)
0.13 10 n/a n/a
BCDL 10.0
Code FBC2017fTP12014
Matrix -MS
Wind(LL)
0.3514-15 >999 240
Weight 166 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or3-1-4 oc pudins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 4-9-5 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1424/0-8-0, 10=1424/0-8-0
Max Holz 2=-179(LC 10)
Max Uplift 2=868(LC 12). 10=-868(LC 12)
FORCES. (III) -Max. CompJMax. Ten. -All forces 250(lb) or less except when shown.
TOP CHORD 2-3=-3481/2332, 3-5=2886/2019, 53=2886/2123, 6-7=2886/2123, 7-9=2886/2019,
9-10=3481/2332
BOT CHORD 2-17=2073/3261, 15-17=-2073/3261, 14-15=12802118, 12-14=2088/3261,
10-12=2088/3261
WEBS 6-14=-644/984, 7-14=2521310, 9-14=677/504, 6-15=644/984, 5-15=-252/310,
3-15= 677/504
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=71ft L=35ft; eave=5ft; Cat
11; Exp C; Encl.. GCpl=0.18; MWFRS (directional) and C-C Extedor(2) -1-M to 2-6-0. Interior(1) 2-" to 17-6-0, Exterlor(2) 17-6-0 to
21-0-0 zone;C-C for members and tortes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chard live load nonconcurent 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 1001b uplift at joints) except Qt=lb)
2=868,10=868.
6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 751b down and 701b up at
15-0-0. and 751b down and 701b up at 20-" on top 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 (Plo
Vert 1-6=-54, 6-11=-S4, 18-21=-20
Concentrated Loads (lb)
Vert 26=-75 27=-75
WalterP. Finn PENo.22839
Mil ak USA, Inc. FL C0r 6g34
:6904 Parke East BNB Tampa FL 33610
Date:
November 13,2019
A wotivi G- VafydeVgnparamdmmdR NOTESONTNISANDINCLUDFDM REFERENCEPAGEMI.703rev. IWM?015BEFOREUSE
Design vald for use only WM Mifek8 connemns. This design is based onyupon parameters shown. and Is for an IndiValual batting component,not
a truss System. Before use. Me bantling designer must vaiy Ole appricatstity of design parameters and properly incorporate Nis design Into the overall
addegdesgn BmciMndimtetllstopreventbud&MofN6vulvalt robe ordWmembemoNy. Additional temporary and permanentbacilg
MiTek'
Is always re,ulledfor stability and to Pevent collapse with possible personal lnlury and pmpeM derange. ForgenerslguidxnoeregaNblgthe
fabdcotion, storage, tlelirxry� erection antl baring of busses end buss systems, see ANS Pl1 QuaNy Cr a, DSB.a9 and SCSI Building Component
fe laNehom Trtes PlatelmWe.218N.Lm Street SUte312,Alumn
6904 Pads Fast Bhel.
Sakfylnrmaaflon a.VA22314.
Tampa. FL 36610
Jab
ss
Truss Type
Ply
MANOR 71
'
T78647374
M11439
[A�2
Roof Spe ist
�Qty
8
1
Job Reference (optional)
CheQnbers Truss, Inc., Fort Pierce, FL
8.130 s Mar 112018 MITek Industries, Inc. Wed Nov 13 07:41:bb Zulu
61
d
4.00 12
45 =
Scale -1:60.3
15 14 .11 —
3.5 = 2x3 II 5xa — 2.00 12 3x12 =
1-77--11{ 5131-71--19 I 317-M 2381t-122 -9 35-0-0
7 -2-]5 0-8 128-13 8
Plate Offsets (X Y)-
[2:0-1-6Edge][8:0-3-0Edge](10:0-1-15
Edge1 (14:0-2-4 0-2-81
LOADING (psQ
SPACING- 2-M
CSI.
DEFL.
in
(loc)
VdeO
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.72
Vert(L-)
-0.58
12
>725
360
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.97
VerICT)
-1.0712-21
>393
240
MT18HS
2441190
BCLL 0.0
Rep Stress Incr YES
WB 0.93
HOrz(CT)
0.39
10
n1a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL)
0.80
12
>527
240
Weight 162 lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING-
TOPCHORD Structural wood sheathing directly applied or 2-4-2 oc puffins.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1Raw at midpt 7-13
REACTIONS. (lb/size) 2=13491041-0, 10=1349/0-8-0
Max Horz 2=179(1-C 10)
Max Uplift 2=825(LC 12), 10=-825(LC 12)
FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(lb) 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=568113671
BOT CHORD 2-15=191113110, 14-15=191113110, 13-14=1428/2418, 12-13= 3088/5052,
10-12=3410/5408
WEBS 3-15=01302, 3-14=-804/562, 5-13=357/270, 6-13=-730/1177, 7-13=307711999,
7-12=1105/1963, 9-12=403/372
NOTES -
I) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf, h=1511; B=71it; L=35ft; eave=5ft Cat.
11; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -1-" to 2-6-0, Interior(1) 2-6-0 to 17-6-0, ExterloQ2) 17-" to
21-M zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed fora 10.0 psf bottom chard live load nonconcument with any other live loads.
5) • 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 8t between the bottom chord and any other members.
6) Bearing atjoin(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 heating plate capable of withstanding 100 lb uplift atjoint(s) except at --lb)
2=825, 10=825.
Waiter R Finn PE Xc.22939.
M1-T8k uSA,1ne. FL Cart 6W4
.3904 Parka East Blvd Tampa FL33910
Data:.
November 13,2019
AWARNING- Verify design paramours and READ NOTES ON MSAND INCLUDED LgiFdf REFERENCE PAGEMII.7473 rev. 1NOL20IS BEFORE USE
Design valid for use only with MireW connectors. This design is based only upon parameters shi and k for an Individual buildng component, not
��-
a miss system. Before use, the building designer must verily Me applicability of des'gn parameters and property inwryonde this design into the overall
buildngdesign. BmdMN &comedic(oprevent WcWMof�duattrusaxebandlor"Mmembemony. AddMnaltemporaryandpemienentlehi
MiTek'
IsaWaysaq dforstaNtiyandtoge MwbpsewiNWo UepersonatiNl wdMWrtyd=Mo. rargenealguidenceralar ingtha
fabrication,storage, deUng.erectionand baring of busses eMWsssystems, see ANSIITP110uaMy CMWa,DSB-a9and SCSIBuilding Component
6904 Parke East BIW.
Sahfylnformalfun evalablefmm Toss Plate leeNute,218N.Lea Saeet, Suite312.AlexmxM9.VA223I4.
Tampa, FL W610
Job
Truss
Truss Type
Oty,
ply
T78647375
M11439
A3
Hip
1
1
�MANOR71
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
8.130 s Mar 112018 MIIex incusmes, Inc Wed Nov l4 0e:41:56 2019
�1
Seale -1:62.3
4.00 12 4x4 = 4x6 =
6 7
17 15 3x4
2x3 II Sx8
3x6 = 3x12 =
3x6 = = 2.00 12
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) Ildefl L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.71
Verl(LL)
-0.58 13-14 >721 360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.97
Vert(CT)
-1.0613-14 >395 240
MT18HS
244/190
BCLL 0.0 '
Rep Stress Incr
YES
WS 0.86
Horz(CT)
0.39 11 Na nla
BCDL 10.0
Code FBC2017ITP12014
Matrix -MS
Wind(LL)
0.8013-14 >526 240
Weight 1691h
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 2-46 cc putting.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 20 SP No.3
WEBS
1Row at midpt 8-14
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=1349/06-0, 11=1349/0-8-0
Max Horz 2=175(LC 11)
Max Uplift 2=-825(LC 12). 11=825(LC 12)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3318/2236, 3-5=2558/1847, 56=2401/1788, 6-7=2265/1737, 7-8=-242211761,
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=8071565, 5-16=320270, 6-15=-489/605, 7-14=352/592,
8-14=30472096, 8-13=1175/1985, 10-13=-408/379
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=4.2psf; BCDL=3.0psf; h=15fb 5=71N; L=35fl; eave=5N; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 26-0, Interior(1) 26-010 17-M, Exterior(2) 17-M to
18-0-0, Interildr(1) 22-116 to 36-0-0zone;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 ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed fora 10.0 psf bottom chord live load nonconcumenl 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 chard and any other members.
-7) Beading at)oint(s) 11 considers parallel to grain value using ANSI?PI 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 Ib uplift at Joint(s) except (It=1b)
2=825,11=825.
Walter P. Finn PE NoMS39'
MIT& USA, Inc. FL Ced 9614
3904 Parka East Blvd. Tampa FL 33910
Oak:.
November 13,2019
®WARNING- Verify design parameters and READ NOTES ON TNISANDINCLUDW AIITIX REP6iENCE PAGEMI14Cril M. 1010=16 BEFORE USE
Design valid for use ordywAh MdekeD connepl4rs. This design 6 based only upon parameters strewn, and v Rran induded building component, not
��•
a truss system. Before use, the building designer must verify the applicability of design parameters and pmpedy incorporate this design Into the overall
buildingdodgn BradrgNdiwtetliatopmventWWngoflndvidualhu mba ord resmbersonly. Addtundlemp mgSndpermenentbmdr
MiTek'
Is at+vays reauuetl forstebitiyand m prevent co0apsevnth pOssNe personal NjrryarM popeM damage. Fargenten guldi nce regani ng the
fabrication, storage. delivery, election and bradng of busses antl buss systems. see ANS1,7W Duality Monte, DSB49 and BCS1 Building Component
69o4 Padre Fast Bivtl.
Salerylnfensualon available from Truss Plate Institute.218 N. Lee SsMeL Suite 312. Alexandre, VA 22314.
Tampa, FL U610
Job
Truss
Truss Type
Oty
Ply
'
T78647376
M11439
A4
Hip
1
1
�MANOR71
Job Reference (optional)
ChaMbers IMSS, Inc., tan Visited. EL
a.Iau s mars ". •._. i.u.,aw.4i.+, ,u
4.00 12 4x8 =
3x4
5 6
5x8 i
4 25
3
4x8 =
7
5x6 - 2x3
B �6 5x8 W18HS
9 10
24
V 15 4x8 =
17 16
314 =
3x5 = 2.3 II 5.8 = 2.00 12
13
7XBMT18HS =
]-7-15 73-7-8 15-0-0 20-0-0 23-11-12 2fi-9-9 35-0-0
Smile =1d12.3
27 jjII
7712 NI
ff
ax12 =
Plate Offsets (X Y)—
f2U-1-6 Edce1 f3.0-1-4 0-3-01 (3:0-0-0 0-1-121 I6:0-540-2-01 f10:0-4-O
Edgel rl l:0-1-15 Edbe1 116:0-2-4 0-2-81
LOADING (psf)
SPACING- 2-M
CSI.
DEFL.
In (loc)
I/deft
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.70
Vert(LL)
-0.53 13
>792
360
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.97
Vert(CT)
-0.9913-23
>423
240
MT18HS
2441190
BCLL 0.0
Rep Stress Incr YES
WB 0.74
Hom(CT)
0.36 11
n/a
n1a
BCDL 10.0
Code FBC2017fTP12014
Matrix -MS
Wind(LL)
0.73 13
>575
240
Weight. 170 lb
FT=20%
LUMBER-
BRACING -
TOP CHORD
2x4 SP M 30 TOP CHORD
Structural wood sheathing directly applied or 2-4-13 oc pudins.
BOT CHORD
2x4 SP M 30 BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
2x4 SP No.3 WEBS
1Row at midpt 8-14
REACTIONS.
(Ib/size) 2=1349/0-8-0, 11=1349/0-8-0
Max Ham 2=155(LC 11)
Max Uplift 2=825(LC 12), 11=825(LC 12)
FORCES. (lb) -Max. CompJMax.Ten. -All forces 250(lb) or less except when shaven.
TOP CHORD
24=-3316/2376, 4-5=256311968, "- 2462/1977, 6-7=28002203, 7-8=-2948/2252,
8-9=-5229/3788, 9-11=5692/4100
BOT CHORD
2-17=-2144/J109, 16-17=2144f3109, 15-16=16352413, 14-15=15472362,
13-14=3431/5004, 11-13=3821/5419
WEBS
4-17=0/301, 4-16=-806/577, 5-15=225264, 6-15=239/292, (SA4=476/680,
7-14=-006/661, 8-14=-2564/1843, 8-13=124611955, 9-13=463/433
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.Opst, h=15ft; B=71ft; L=35ft; eave=5ft; Cat.
II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) A-M to 2-6-0, Interior(1) 2-6-0 to 15-0-0, Exterior(2)15-0-0 to
20-0.0, Interior(1) 24-11-6 to 36-0-0 zone;C-C for members and forces & MWFRS forreactions 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 fora 10.0 psf bottom chord live load nonconcufrent 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 3-0-0 tall by 2-0-0 wide
will 6t between the bottom chord and any other members.
7) Bearing aljoint(s) 11 considers parallel to grain value using ANSIrrPI 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 aljoint(s) except (jt=lb)
2=825, 11=825.
Walter P. Finn PE Ne.22839
MiTek USA, Ina FL Cart 6634
16984 Parka East Blvd. Tampa FL 33910
Bator.
November 13,2019
AWARMNG-✓edydesfgn paameters andREADNOTESON TNISAND/NCLUDW AU rEXREFFRENCEPAGEMR-74l3rev. 101=?V15BEFOREUSE
Design %arid forme, only Min IATek® connectors. This design is tend only upon parameters shown. and is bran inGNdual butldng component, not
a Me system. Before use, toe bu9dtg desgnermast %airy the appraabTtyof desgn parameters and proix rtylnmrpeale Nis design Into the overaA
buibmgdesgn. Baring h6cated is b Drevenl bucUM ofind4dual truss web andlorchord members only. AddI nattemppmyandpermanentbmdng
MiTek'
Is ahsaya required for stabuily and to Prevent collopsewM possible pereand injuryand papeM damage. Forgeneal guldaree regardvg be
Mbdcouon, storage, delivery, section ends tracing of buses and truss System. see ANSUW/f Dus/lly Cdteda, DS&89 and SCSI Building Component
6904 Parke East BhQ
SaferyloWdraflon available bra Tmss Plata Instime, 218 N. Lee Street Suite 312, Alexantlrb, VA 22314.
Tampa, FL W610
Job
Truss
ss Type
Qly
Py
MANOR71T70647377
M11439
AS
[H�p
1
1
Job Reference (optional)
Chapibers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MITek Industries, Inc. Wed Nov 13 U7:41:56 2019 Page 1
ID:AJiommggFaOsPzA7N7xeHyei114A3m BdgaYlm9cCe7ROya4F3vaohVpl7Ub8lo7yJ8N
1-0-0 7-7-15 1 1341-0 1�-73 17.6.0 I 22-0-0 I23-11-12 1 26-9-9 1 35-0-0 36-0-q
1 0-0! 7-7-15 54-1 0-77 3 10.8 4E-0 1-11-12 2-9-13 6-x-7 -0-0
Scale =IV 3
3.6 II
3,6 — 4x5 =
3x4 = 4z6
4.00 FIT 4 5 24 625 26 27 7 8
15 14
3x5 = 2.3 II 5x12 = 2.00 12 3x12 =
LOADING (psQ
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/rP12014
CSI.
TC 0.71
BC 0.97
We 0.72
Matrix -MS
DEFL. in (too) I/dell Lid
Vert(LL) -0.53 12 >799 360
VeN(CT)-0.9912-21 >426 240
Horz(CT) 0.35 10 n/a n/a
Wind(LL) 0.72 12 -580 240
PLATES
MT20
MT18HS
Weight: 160 lb
GRIP
2441190
244/190
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or2-4-15
oc putting.
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, 10=13491041-0
Max Horz 2=136(LC 10)
Max Uplift 2=-825(LC 12), 10=-825(LC 12)
FORCES. (lb) -Max. CompJMax.Ten. -All forces 250(lb) 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=372812795, 8-9=5216/3822, 9-10=-569514205
BOT CHORD 2-15=218813094, 14-15=218813094,13-14=212413102, 12-13=-344814977,
10-12=-392215422
WEBS 3-15=0/288, 3-14=-756/612, 6-14=9531755, 6-13=373/685, 7-13=-097/994,
8-13=2051/1540, 8-12=129311901, 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=4.2psh BCDL=3.Opsf; h=15ft; B=71ft; L=35ft; eave=5ft; Cat.
11; Sap C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exte ior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 13-0-0. Exterior(2) 13-0-0 to
27-0-9, Interior(1) 27-0-9 to 36-0-0zone;C-C for members and fames & 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 bad 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 atjoint(5) 10 considers parallel to grain value using ANSI/rPI 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 al)oinl(s) except at --lb)
2=825,10=825.
Waller P. Finn FE No.22839.
6BTek USA lnc. FL Ced 6814
:6904 Parke East Bhd Tampa FL 33610
Data:.
November 13,2019
AWA ING-Va/ydeagnparamerersandF N07ESON.TNISANDINCLUDm MRIXRFFERENCEPAGEMII-743w.fav2"l5BEMREUSE ��-
Design valid for me only wW MTek® mnnectors. Tbis design is based only upon parameter shown, and is for an Individual building mmponent not
a trues system. Before use, Ne building designer must warily Die 9ppricaNlity of design pammeters and properly btommate Mis design ilea the overall
buildimgdesign. BmcghdiWMistopreventbu iiMofindvidualhussweb ortlw memberonly. Addmonaltemporeryandponnarentbmcing MOW
isalwaysmgui dbrsbbLtyandbplevmdmUMeMffiW sNepersor Mjl and Mop ydamage ForgenereIguidanceregamingthe
fabrication, storage. delivery, election antl bleWgofbmses and buv systems, see ANSIMPlf costal, Cram DS"9 and SCSI Building Component 6904 Parke East BM.
SafetyInfarmatlon ava ofmmTmssPWWlmt.218N.LmStreetSuite3l2,Atma .VA22314. Tampa, FL 36610
Job
Tress
Truss Type
City
Ply
'
T78647378
M11439
A6
Hip
1
1
�MANOR71
Jab Reference (optional)
Gnambers truss, Inc., ran Rene, FL
8.13U 5 Mar 11 ZUId MI I ex
Wed NOV 13 UlAlm9 ZU19
Sx8 = 3X5 =
4.00 12 4 5 24 25
3x4 = SO MT18HS =
6 26 7 2x3
Scale-1:61.3
15 14 13 3x4 0
2x3 II 3x4 = Sag =
3x6 = 2.00 12 302 =
772 I I 181018 2S-1t1d12 4p02261-11 I -0-7
7-2 r_: -a-
B-9-16
Plate Offsets (X,Y)—
f2:0-0-2,Edgel, f4:0-5-QD-2-81. 17:0-4-0.0-2-31,
f9:0-1-15,Edpe1 f13:0-2-0.0-2-81
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL.
in (lot)
I/deb
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.73
Vert(LL)
-0.56 11-12
>748
360
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.97
Vert(CT)
-1.03 11-21
>408
240
MT18HS
2441190
BCLL 0.0 '
Rep Stress Incr YES
WS 0.62
Horz(CT)
0.36 9
n/a
n/a
BCDL 10.0
Code FBC2017frP12014
Matdx-MS
Wind(LL)
0.7811-12
>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 cc purling.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing.
WEBS 2x4 SP No.3
REACTIONS. (Ib/size) 2=134910-8-0, 9=134910-8-0
Max Horz 2=-117(LC 10)
Max Uplift 2=825(LC 12). 9=-825(LC 12)
FORCES. (Ib)-Max. Comp./Max.Ten.-All forces 250(lb) or less except when shown.
TOP CHORD 2-3=-3312/2471, 3-4=-2801/2173, 4-5=293712307, 5-6=402713051, 6-7=4954/3675,
7-8=-5236/3830, 8-9=5685/4263
BOT CHORD 2-15=2231f3105, 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=833f/18,
5.12=896/1276, 6-12=675/575, 6-11=67011004, 8-11= 4401553, 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=4.2psf; BCDL=3.Opsh h=15ft; B=71f; 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, Intedor(1) 2-6-0 to 11-0-0, Exterior(2) 11-0-0 to
28-11-6, Intefior(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) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed fora 10.0 pat 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 tit between the bottom chord and any other members.
7) Bearing atjoint(s) 9 Considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to beading plate Capable of withstanding 100 Ib uplift at)oint(s) except 0t=11g)
2=825, 9=825.
Waller P. Finn PE Ne.71836'
MiTak USA, Ind. FL Con 6034
!6934Forks East Blvd Tampa FL 33610
Data:
November 13,2019
AWARAING-Verily design diamond. and READ NOTES ON MS MCI INCLUDED MRoes E RENCEPAGEMIf-r4r3 rev. 10/0 IS BEFORE USE
Design neld for use oNywbh MTek®connecrors. This design is based only roan parameters shown, and is form indiNtlual building component,not
a truss system. Before me, the butEirg desgner must,adfy qe appgcaGTly of design parameters and pmpedy inwWate Nis design into the overall
mildingdesign. arming munwled b to preen buchfug ofindrdualthms was arMlarchmd members only. Additional tempoary and permanent bating MiTek'
Is always meaulred for slat0itymnd m prevent collapse with possMe personal inlay and property damage. Forgenerugrldanceregandirg Me
Iabrtweon, shm .. delivery, erecgpn aM bmtlig of bussm and cusa sy s, sm ANSM11 century Crthna, Di and SCSI Building Component 6904 Parne East Blvd.
Saferylnformagon availaUebam Tn Plate tMe.218N.Lm Sb tSuile312,AIexandria,VA22314. Tampa, FL U610
Job
Tmss
Truss Type
Oty
Ply
MANOR 71
'
T70647379
M71439
A7
Hip
1
1
Job Reference (amoral)
Chednbers Truss, me., I.On Place, FL
4x8 2x3 II
4.00 12
2x3 O 4 526
3x6 = ax4 = 4x8 = 2x3 b
6 7 27 8 9
Scale-1:60.5
3.4 = 3x4 = 3.6 = 6x8 = 3x4 = 3x6 = 3.4 = 3x4 =
LOADING (psi)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.30
Vert(LL)
-0.13 12-23 >999 360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.41
Vert(CT)
-0.2912-23 -884 240
BCLL 0.0
Rep Stress Ina
YES
WB 0.53
Horz(CT)
0.03 10 n/a n/a
BCDL 10.0
Code FBC2017frP12014
Matrix -MS
Wlnd(LL)
0.1312-23 >999 240
Weight 161 lb FT or20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 5-8-3 oc puffins.
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 midpt 7-15
REACTIONS. (lb/size) 2=362/0-8-0.15=162010-e-0, 10=716/0-8-0
Max Hors 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)
FORCES. (Ile) - Max. Comp fMax. Ten. -All forces 250 (Ib) 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=-1601325, 14-15=280/646, 12-14=-638/1078, 10-12=938fl311
WEBS 3-17=396/473, 4-17=310/444, 4-15=9421713, 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 (Dads have been considered forthis design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psF h=15ft; B=71ft; L=351t; 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) 2-0-0 to 9-0-0. Exterior(2) 9-0-0 to
30-11A Interior(1) 30-11-6 to 36-M zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001D uplift atjoint(s) except Qt=1b)
2=256.15=933,10=460.
Waller P. Finn PE N6.22839
MiTak USA, Inc. FL Ced 8834
.6904 Parke East Blvd. Tampa FL 33610-
Dale:.
November 13,2019
AWARMNG-Va*desfgnpardmefersandR NOTESONMSAND/NCLUDIDM1PfFKREFE.RENCEPAGENII-7V3ns. fd0=f5BEFOFEUSE
Design valid for use onlywiVM MTek® connemon. This dmgn is hazed only upon parameters shown, and is for an vdiNdual building component, cat
��
e Wss system. Before use, Me buftnt, designer must vent, the apphcoM'hry of design parameters and properly Incorporate this design into the overall
untested is to buckling Was andloreford only. Adddbnaltemporaryandpermanentbncing
MiTek-
buildirgdestgn. anoint, prevent ofin6vidual web members
Iselwayare9uiredfor stability and to prevent collapse wWth passUe personal injury and property damage. ForgenealguidanceregaNirgthe
fabrication, swage, derive erection and Meant, ofbesses buss spheres. busystems,see ANS47PI10uady Crileds, DS849 and BCS1 aulldfng Component
Sakeyholormafion available how Tess Plate lmElute.218N. Lee Sheet. Suite 312.AIaevxWa.VAV314.
6904 Parke East Bivd.
Tampa, Fl; M610
Jab
Truss Type
Oty
Ply
MANOR71
'
T18647380
M11439
[russ
Roof Special
7
1
Jab Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
8.130 s Mar 11 2018 MITek Industries, Inc. Wed Nov 13 07:42:01 Lute
4.00 12 5xt0 =
3x4 It
6 7
Style-1:60.3
3x5 = j%° —4Xb — 4x10 = 3.4 11 2.00112 3X12 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) I/deb L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.63
Vert(LL) -0.55
13 >764 360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.97
Vert(CT) -1.0213-24
>412 240
MT18HS
2441190
BCLL 0.0 '
Rep Stress lncr
YES
WB 0.80
Horz(CT) 0.38
11 n/a n/a
BCDL 10.0
Code FBC20171TPI2014
Matrix -MS
Wind(LL) 0.76
13 >556 240
Weight 173 lb
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 2.6-9 0o Durlins.
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
1 Row at midpt 8-14
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0
Max Harz 2=179(LC 10)
Max Uplift 2=825(LC 12), 11=-825(LC 12)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=3345/2225, 3-5=2959/1946, 5-6=2099/1519, &7=2745/1985, 7-8=-2791H918,
&10=524113361, 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, 10-13=-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; Vult--165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=71ft; L=35ft; eave=5ft; Cat.
II; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-0-0, Exterior(2) 17-6-0 to
21-M zone;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed fora 10.0 DO bottom chord live load noncencument with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Bearing atjoint(s) 11 considers parallel to grain value using ANSI7TPI 1 angle to grain formula. Building designer should verify
rapacity of bearing surface.
-7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except Qt=lb)
2=825, 11=825.
Walter P. Finn PE N6.22839.
M'iTak U50.1nc. FL Cad 6634
h6904 Paden East Blvd. Tampa FL 33010
Dale::
November 13,2019
Alm R fa; - Verify design paramefers and READ NOTES ON THIS ANDINCLUDED WEK REFFRENCEPAGEMg-74)3 rev. 1110"01S BEFORE USE Et
valid for we only with MTeM mnnec mi. Thls dssign is based only upon parameters shmw and is for an uMMMal Whaling component, not
a truss
system. Befers me, e bu oing designer must venfy t o appiitabiiiy of design parameters and Mpeily incorporate this design into the overall
bu0dvgdesign Bad, mdcate015te preventbmMig nflndvidualtmssweb andlurchord members only. Addtional temWmq and permanent bating MiTek'
Is always muued for stability and to prevent conapse Mtn possible persons! injury and Property damage. Forgenemlguidancerege,ding Me
fabncation,storege. defivery.eretaon andbadng ofmases antlbuss systems. see ANSI IIDualtty CM it DS"9andDCSIBuOd/ng Componerrt 6904 P". Fast BIM.
SahMylnformafion evailaNa from Tmss Plate 1nSeWte, 218 N. Lee Street Suite 312. Ale mnW9. VA M314. Tampa, FL U610
Job
Truss
Truss Type
Ply
'
�MANOR71
T78647381
M11439
BHA
Hip Girder
�Qty
1
1
Job Reference o 0ona1
Chambers Truss, Inc., Fort Pierce, FL Mau sMar, 4ule mu ex mousmes, mc. wee nov uvr.gaw cu m regei
IDArs JiomggFaOsPzA7N7xeHyel l l-675f 1 vhpC5w3FN5bw__c7H8ysZbaRA4nsetrnUKyJ81
d0 zz-au
u IN 15d0 17 feE-0 2a-026ts'" 1--2-00 }o-1 I }2Pb26zazozoa. 12 W14 i6-ae.-o0
1
a-o-e
Scale=1:64.8
4.00 12
NAILED NAILED NAILED
3x6 44 10
Special
438
US =42
4 6
=
3
9
41
2
`1
34
53
64 33 55
Special NAILED
7x6 =
3x6 =
NAILED NAILED
4x4 =
12
46 14 47 16
45
48
NAILED
NAILED
19
NAIL
49 21
3x6 C
NAILED
2350
NW
1 =
LED
LE
20
25 dx8
51
15
Si
56
57 58 59
30 60
61
32
31
29
NAILED
NAILED
3x6 =
NAILED
3x5 =
6x10
=NAILED
NAILED
NAILED
3x4 =
2880
]-1 ]-69 12J
1]dO
II-0-0
25-00
274-0 27,11
a1-1-2 35U9
I
NEE}1614
I 11-2 9 S2-]
SSo
460
3 o 1
2. b1.1
31-2 310.14. �
p4B
Plate Offsets (X Y)—
12'0-0-2 Edge1 [3:0-2-4 0-2-0][15.0-2-12 0-3-8] [26:0-7-40-2-0I
LOADING (psQ
SPACING- 2-0-0
CSI.
DEFL
in (loc)
Ilde8
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.98
Vert(L-)
0.29 33-34
-906
240
MT20 2441190
TCDL 7.0
Lumber OOL 1.25
BC 0.68
Vert(CT)
-0.32 33-34
>822
240
BCLL 0.0 '
Rep Suess Inch NO
WE 0.76
Horz(CT)
0.08 31
rJa
nta
BCDL 10.0
Code FBC2017/TPI2014
Mabix-MS
Weight 215111 FT = 20%
LUMBER-
BRACING -
TOP CHORD
2x4 SP M 30
TOP CHORD Structural wood sheathing directly applied or3-6-10 oc pudins.
BOT CHORD
2x4 SP M 30
Except
WEBS
2x4 SP No.3'Eccept*
1Row at midpt 3-9
20J7,26-29: 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 Holm 2=179(1.(C 6)
Max Uplift All uplift 100 to or less at joint(s) except
2=-1087(LC 8), 27=279(L(C 25), 31=-2164(LC 8), 29=-245(LC
8)
Max Grav All reactions 250 lb or less atjoint(s) except 2=1443(LC 1), 27=323(LC 14), 31=3029(LC 1),
29=550(LC 30)
FORCES. (Ib)-Max. CompJMax.Ten. -All forces 250(I1a) or less except when shown.
TOP CHORD 2-3=3649/2731, 3-4=363201, 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=-8611637,13-15=-861/637,15-17=-15072247,17-18=-15072247,
18-20=1507/2247, 20-22=1507/2247, 22-24=-1507/2247, 24-26=15132254,
14-16=282256, 16-19=321/248, 19-21=-288/178, 21-25=296/145, 25.26=322/143,
26-27=472ROI
BOT CHORD 2-34=248113428, 3334=2435/3370, 3233=2184/3241, 3132=544/1121,
29-31=-593/476, 27-29=-599/492
WEBS 9-33=142/449, 932=2348/1799, 15-32=-756/1254, 1531=-35132423, 20-31=519/518,
3-34=4701647. 26-29=310/237, 26-31=-1576/1233,3-33=114270, 18.19=-323/320,
73=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=128mph; TCDL=4.2ps1; BCDL=3.Opsf, h=15ft; B=71fq L=35ft; eave=5ft; CaL
It; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed forwind 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/rPI 1.
.4) Provide adequate drainage to prevent water ponding.
5) All plates are 2x3 MT20 unless otherwise indicated.
6) Gable studs spaced at 2-M oc.
. .
7) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads.
Walter P. Finn. PE No.22839
8) ' 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
69Tek USA East FLCart
.Data Parke East Shot. Tammpapa FL 33610
will fit between the bottom chord and any other members.
Dato:.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10871b uplift at joint 2, 2791b uplift at
joint 27, 2164 Ib uplift at joint 31 and 24516 uplift at joint 29.
November 13,2019
hatudin reresentafion does not de ict the size or the orientation of the Durim alono the too and/or bottom chord.
AWARMNG-VWfydeYgnpvamerzsandRE4DNOTESONMISANDINCLUDEDMNO(BFFFBF.NCEPAGEMI-703rev.1d 015BEPoFEUSE
validfor use only wfth MMaM connectors. This design is based orryupon parameters shown. and is fares indi atual building component, not
Of
abusssystem.Beforeuse.Nebuildingdmignermustverify Neappiiwbibyo(designp WxmandpmWdyinwwomtefinsdesign Into Neovem0
buiiSugdesgm Bmdgb& tedbtOme tWcklbyofinNAduel WwwebanorcMrdmembmm*. Adetbrmltempmayandpermanentbmdng
MiTek'
Is always retrained rarstabuty and to mvent collapse wain wsslNe personal Nlury and property damage Forgeneeai guldanw regaNeg Na
fabrication. atorege, ddrvel erection and hooding of busses and arms systems, see ANSIRP/f Dual/fy Cdteda, DSB-89 and SCSI Building Component
6904 Pedie East Blvd.
Safefyfnformachm asoulable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandra, VA22314.
Tampa. FL 36610
Jab
Tn1ss
Truss Type
all,
ply
MANOR71
T78647381
M11439
BHA
Hip Girder
1
1
Job Reference o Uonal
Chambers Truss, Inc., Fort Pierce, FL
8.130 s Mar 112018 MTek Industries. Inc. Wed Nov 13 07:42:03 2019 Page 2
ID:AJiommggFaOsP:A7N7aeHye11I67sflvhp05w3FN5bw_c7H8ys2baRA4nsetmUKyJ81
NOTES-
11) "NAILED" Indicates 3-10d (0.148°x3') or 3-12d (0.148°x3.25°) toe -nails per NDS guidlines.
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 242 lb down and 3281b up at 7-" on top chord, and 402 lb down
and 504 lb up at 7-M on bottom chord. The design/selection of such connection device(s) is 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 back (B).
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Verb 1-3=-54,3-14=-54, 14-26=-54, 26-28=-54, 35-38=-20
Concentrated Loads (Ib)
Verb 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)
AWARNING-Vedfyda gapvametersandREADNOTES ON THISANDINCWDEDrAtFXBEFEBENCEPAGEe 7473.. l0VW r5BEFORE USE
Design valid forms orlywdb KneWcormedors. This design is based only upon parameters dawn, and is foran Individual Wilding component, not
��'
a buss system. Before use. the building designer must verify Me applicability of design parameters and pmperly incorporate Ws design Into Me canal
bulldmgdesgn Breeng Indicated is to prevent bucking ofindAdual cuss web andlpr cited members only. Additional temporary and permanent bracing
MOW
is always required for stability and Is prevent collapse 0%passible personal Injury and pans tydamege. Forgenami guidanra regani ng Ne
fabdcetbn.storage. didery.erectbnand bredngofbusses saltness systems. see MWPH Qatar, Coeds, DSB-89 end BCSI Building Component
691 Pane Fsst Blvd.
Safetylnrormation avalablefromTres Plate Institute, 218N. Lee Street, Suite312.Nexsndm VA22314.
Tampa.R. W610
Truss Type ,
Oty Ply
�MANOR71
T18647382
�Olbl 439
[G'Ri'35
HIP GIRDER
1 1
Job Reference (optional)
Ohambers Truss, Inc., Fort Pierce, FL a.13U s Mar II ZUid MI left mausirms, Inc. Wee Nov 13 V/AX= ZUIe Page 1
ID:A.riommggFaDsP2A?N7xeHyeill-2W_PSbi3wiBnUhE_7 PebMZ1 DGPBHexa956KuyDyJDG
t1-0-0 3-10-14 7-0-0 10-0-0 13-8-0 ie-S15 23-2.1 28-0-0 31-11 3' 36-0-0,
-0-0� 3.1-2 3-0-0 1 3-0-0 I 4-9-15 4b3 49-15 1 3-1-2 1 3-1on,
Scale=1:6D.3
NAILED
5s12 MT1BH5 = NAILED SLED NAILED SLED NAILED Special
4.00 12 Special NAILED NAILED 7x3 II 3.6 = 3.8 = NAILED 3x4 = NAILED 5a9
3 23 24 25426 27 5 28 296 3D 31 32 7 33 34 8
3x4 = 2.3 II NAILED .,0 3.6 =,5x12 = .,o NAILED�3x5 = . 5xe W18HS = NAILED rise = 4x5 =
Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED Special
3-10-14 1 7-0-0 1 'Ltn-14 'i.1.'l 1A0-0i3dA.-0n 48.515 I 3-a2-91 26-01-11--22 35-0-0
5 15 I3I
3-11.14
Plate Offsets (X 1)-
[3:0-9-00-2-8]f6:0-3-0 0-1-81 [11:0-3-6 0-3-0) [l4:0-3-0 0-3-01
LOADING (psf)
SPACING. 2-M
CSI.
DEFL.
in (too)
I/deB
L/d
PLATES
GRIP
TOLL 20.0
Plate Grip DOL 1.25
TC 0.90
Vert[LL)
-0.3411-13
>751
360
MT20
2441190
TCOL 7.0
Lumber DOL 1.26
BC 0.98
Vert(CT)
-0.7611-13
>339
240
MT18HS
244/190
BCLL 0.0 '
Rep Stress ]nor NO
WB 0.93
Horz(CT)
0.08 9
n/a
n/a
BCDL 10.0
Code FBC20171TP12014
Matrix -MS
Wind(LL)
0.3711-13
>696
240
Weight 155 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 20 SP M 30 BOT CHORD
WEBS 2x4 SP No.3'Except* WEBS
4A4: 2x6 SP No.2
REACTIONS. (lb/size) 2=504/0-8-0, 14=3752/0-6-0, 9=1326/0-8-0
Max Horz 2=78(LC 7)
Max Uplift 2=-652(LC 8),14=-2840(LC 8), 9=-1012(LC 8)
Max Gmv 2=513(LC 17), 14-3752(LC 1), 9=1327(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown.
TOP CHORD 2-3=778/99O, 3A--151312146, 4-6=-1513/2146, 6-7=-1267T775, 7-8=-3171/2427,
8-9=3362/2486
BOT CHORD 2-16=-8361704, 1416=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
Structural wood sheathing directly applied or 3-M oc pudins.
Rigid ceiling directly applied or 4-9-2 oc bracing.
1 Row at midpt 6-14, 3.14
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=4.2psf; BCDL=3.OpsP, h=15ft; 13=711t; L=35ft; eave=5ft; Cat
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed fora 10.0 psf bottom chord live load nonconcumentwith any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 652 lb uplift atjoint 2, 2840 lb uplift at
joint 14 and 1012 Ito uplift at joint 9.
8) "NAILED" Indicates 3-10d (0.148'x3) or3-12d (0.148'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 31616 up at
7-0-0, and 193 lb down and 316lb up at 28-0-0 on top chord, and 402 lb down and 419 Ito up at 7-0-0, and 402 lb down and 504 lb
up at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
-10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert 1-3=-54, 3-8=-54, 8-10=-54, 17-20=-20
Walter P. Finn PE N6.21939
MiTak USA, Inc. FL Cart 9614
�6904 Parke East Blvd Tampa F433616
Data:
November 13,2019
®WAA ING- Vergy deagn pardmerers and READ NOTES ON THIS AND INCLUDED MRIXAE ASYCEPAGEW-7473 rev. 1040=15 BEFORE USE
Design valid for use only with MReM connectors. TMs design is based only upon parameters shmm%am is for an IMMdual building component. not
a truss system. Before roe, me bolding designer must verily me applicability of design parameters and properly inmrpc ods this design Into the overall
building design. among indicated U to prevent buciding of mmAdm Innis web amour peon!members only. Additional temporary and perm.mmil bracing
MiTek'
bahw re9 dfutsl NtityandWMwntmilap oWw posslblepemanAM]wymd Mo rtydamage. Forgeneudguklancereganve No
fabrication, stores.. del %ry,� erection and bracing of musses end truss systems, see ANSI?P/f quality Lrirerla, DSB-09 and SCSI Building Component
aged Parke FeetBFA.
Smist,inif.eon evaleCle from Truss Plate l.bWte.218 N. Lea Street Butte 312. Aleaendrie. VA22314.
Tampa, FL 36610
Job
Truss
Truss Type .
Oty
Ply
T78647382
M11439
GRB
HIP GIRDER
1
1
�MANOR71
Job Reference o 8onal
Chambers Truss, Inc., Fort Pierce, FL
8.130 s Mar 112018 MiTek Industries, Inc. Wed Nov 13 07:42:05 2019 Page 2
I D:AliommggFaOsPaA7N7xeHyelil-2 W_PSbi3v4BnUhE_7 PebMZi DGPBHexa95BKUYDyJBG
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert 3=146(B) 8=146(8)16=402(8)11=402(8) 23=111(B) 24=111(B) 25=111(B) 27=-111(B) 28=111(B) 29=111(B) 30=111(B) 32=111(B) 33=111(B)
34=-111(B) 35=-68(B) 36=-68(13) 37=-68(B) 38=-68(B) 39=-68(B) 40=-68(B) 41=-68(B) 42=-68(B) 43=68(13) 44=68(B)
Job
Truss
Truss Type
Oty
Ply
MANOR 71
T78647383
M11439
1
JACK -OPEN
8
i
Job Reference (optional)
ChaDlbers Truss. Inc., Fort Pierce, FL
8.130 s Mar l l 2018 MITek Industries, Ind. Wed Nov 13 Uf:4Z:Ub ZU1U Pagel
ID:AliomcsggFaOsPzA?N7xeHyeill-2W PSbi3wiBnUhE_1PebMZ1PYPOGe9495BKuYDyJflG
3x4 =
LOADING (psQ
SPACING-
2-M
CSI.
DEFL.
in
(loc)
Ndefl
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC
0.18
Vert(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 lncr
YES
WB
0.00
Hoa(CT)
0.00
4
Wa
We
BCDL
10.0
Code FBC2017fTP12014
Matrix -MP
Wmd(LL)
-0.00
5
>999
240
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 3=9/Mechanica1, 2=118/0-8.0, 4=0M1echanical
Max Harz 2=48(LC 12)
Max Uplift 3=4(LC 9), 2=140(LC 12)
Max Grav 3=10(LC 17), 2=118(LC 1), 4=17(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forms 250(lb) or less except when shown.
Scale =1:6.1
PLATES GRIP
MT20 2441190
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: ASCE 7-10; Vult=165mph (3-sewnd gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f1; B=71f0 L=35ft; mve=5fl; Cat
II; Exp C; Encl., GCpi=0.18; MWFRS (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 pot bottom chord live load nonconcument with any other live loads.
3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41b uplift at joint and 140 lb uplift at
joint 2.
Waltar P. Finn PE NoMidil;
MiTak USA, lie. FL Con 6634
:6904 Parke East Blrfl Tampa F U 33610
Data:,
November 13,2019
A wARMNG-Valrydesign parameters and READ NOTES ON MIS AND INCLUDED WEx REFERENCE PAGE MI-7473 rev. fWM015 BEFOFE USE
Design valid for use only w4h MTek® mnneclors. TNis design is owed olty upon parameters shown. and is for an hudin''dual buldng component. not
a buss system. Before use, the bu0du , desgnermustvenfy the applicability of desgn pammeters and ymperyincolpomte Uds design Into the oveml
builtlmgdesgn. Bma VodratWd topre tbuWingoflndividual WsswebaMortlMmembem". Addtionallemporaryandpermanentbadng
MiTek'
Is always removed for stability and to prevent conapse with possible personal intny and property damage. Fvfgenens guidanceregaNbg the
fabrication.stomgc. deNmry.erecatui andbrace9oltmsses and beeabyalena.see ANSM11 county Closed, DSB-89 and SCSI Building Component
6904 Parka East Blvd.
Snferylnfarmzt/on available fmm Truss Plate Insgmte. 218 N. Lee Street Suite 312. Alexandria. VA22314.
Tampa. R, W610
Job
Truss
Truss Type
Ply
'
T78647384
M11439
J3
JACK -OPEN
�Qty
8
1
�MANOR71
Job Reference (optional
Chalinbers Truss, Inc., Fort Pierce, FL
3.4 =
SAW S Mar 11 2015MITek lndustries, Inc. Wee Nov l:l Ur:4Z:Uti 2UI9 Pagel
ID:AliommggFaOsPrA7N7xeHyeill-ViYn&/ThOJe6rpAb6gqumaY2ph6NcKIKr4S4yJOF
Scale =1:9.4
LOADING (pso
SPACING- 2-0-0
CSI.
DEFL
In
(loc)
Udefl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.29
Vert(LL)
0.02
4-7
>999
240
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.30
Vert(CT)
-0.01
4-7
>999
240
BCLL 0.0 '
Rep Stress Inter YES
WB 0.00
Horz(CT)
-0.00
3
rVa
n1a
BCDL 10.0
Code FBC2017/rP12014
Matrix -MP
Weight 11 lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 3=63/Mechanical, 2=172/0-8-0, 4-36/Mechanical
Meet Horz 2=85(LC 12)
Max Uplift 3=67(LC 12), 2=207(LC 12), 4=51(LC 12)
Max Grant 3=63(LC 1), 2=172(LC 1), 4=50(LC 3)
FORCES. (lb) -Max. CompJMax.Ten. -All forces 250(lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-0-0oc puffins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCD1_=3.0psh h=15ft; B=71ft; L=35ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0. Interior(1) 2-M to 2-11-4 zone; porch left and
right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 Pat bottom chord live load nonconcument with any other live loads.
3) ' This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-M 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 67 lb uplift at joint 3, 2071b uplift at joint
2 and 51 Ib uplift at joint 4.
Walter P. FinnPE N6.22839
dSTax USA, Inc. FL Cart 0634
!6904Parxa East BIv1.Tampa Ft.33810
Date..
November 13,2019
®WARMNG-Vaydeslgnpvamera dREADNOMSONTNISANDINCLUDEDMrrIXREiIItENCEPAGEMII-7473rev. 16'032015 BEFORE USE
Design validfor meonrr i MBekm connectors. This design Is based only upon paremeters snows, and is for an indirwiml buldng cumpanent. not
��-
a truss system. Before Me. Ih9 bW dbg designer must verify the applicabiliy of desigs p.Onn. era and Mundy incorporate Ons design Into the ovamll
buildup dealgn. Bracirg lndeemel is to of lnOwtual Wss web anWor Nob members only.Addl'cneltemporay. and permanentimung
MiTek'
prewnlbuaig
IsaWdysrequlredfarstablGymdbmwnlmllapsawiMNsslWepersond Njw mdpmp rly a age. Forgencralguid nceregaNNg Ne
fabdcaaan, storage, ddrvxry. erection and bracing of trusem and truss systems, see ANSJy 11 O.My Cdfed., DSB-a9 and SCSI Bening Component
SafeylnfonnaUan avaJaWe Bom Tn PlaklmbWte.218N.Lea StreeLSuitu312,Alexa
6904 Parke East SW.
.VAU314.
Tampa. FL 36610
Job
Truss
Tmss Typo
Dry
Ply
T78697385
M11439
J5
JACK-0PEN
8
1
�MANORJ`l
Job Reference (optional)
Chambers Tmss, Inc., Fort Pierce, FL
3.4 =
8.130 s Mar 112018 M7ek Industries, Inc. Wed Nov 13 07:42:07 2019 Page 1
IDAliommggFaOsPzA7N7xeHyeill-_v69tGkJSJRVk70M9gh3R 7kDOz63aSZVp?d5yJflE
LOADING (psf)
SPACING- 2-0-0
CS].
DEFL.
in
(loc)
I/de8
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.32
Vert(LL)
0.11
4-7
>522
240
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
SC 0.32
Vert(CT)
-0.05
4-7
>999
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(CT)
-0.00
3
Na
Na
BCDL 10.0
Code FBC2017/TP12014
Matrix -MP
Weight: 1711D
FT=20%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
REACTIONS. (lb/size) 3=115/Mechanica1, 2=242/0-8-0, 4=63/Mechanical
Max Horz 2=123(LC 12)
Max Uplift 3=-122(LC 12), 2=-278(LC 12), 4=-92(LC 12)
Max Gran, 3=115(LC 1). 2=242(LC 1), 4=87(LC 3)
FORCES. (Ib)-Max. CompJMax.Ten.-All forces 250(lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or5-0-0 oc puffins.
BOT CHORD Rigid ceiling directly applied or l0-M oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=71ft; L=35ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and GC Exterior(2) -1-0-0 to 2-6-0. Interior(1) 2-6-0 to 4-11-4 zone; parch 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 nonconcument with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1221b uplift at joint 3, 278 lb uplift at
joint 2 and 92 lb uplift at joint 4.
Walter P. Finn PE Np32819
MiT4k USA,1np. FL Cert 6634
16904 Parke East Blvd. Tampa FL33910'
November13,2019
AWANMNG-Vedyde.4gmparanretersand NEADNOMSONTNISANDINCLUDMMITEKR£FEBENCEPAGFM.7a3rev.10=015BEMO USE
Design valid forme mywah Mmek® connectors. This design us based any upon parameters stnvm, and is foram IMMtlual builRig component. not
a buss system. Before use, Me buedig designermuaven'y Me epacabiliy of design parameters and properly irx rpomte Nis dssgn into Me ovemM
bvildigdesgn BmdMNdicatOistopreventbuWiigofim dualtmssvreban orOoNmemb manly. Additbiultemparzryandixrnanembacbg MiTeW
Is aAvays recurred brstabZty and W prevent collapse Mai pasunle personal injury and limped,damage. Fargenerelguidanceregardingthe
rabrkatbn, starn%ddvery erection and Moving of basses a buss systems, see ANSIMP11 Dually edteda DS"9 and BCSI Building Cpmponerd 69M4 Parke East Blvd.
Saretylnforentlon availablefrom Tmss Plate I.tg .218N.LeeSb LSulte312.Alesandda.VA22314. Tampa. FL W610
Job
`uSSTruss
Type .
Oty
Ply
MANOR71T18647386
M11439
[J7
JACK -OPEN
24
1
Job Reference (optional)
ChambersTruss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MTek Intestines, Inc. Wed Nov 13 07:42:07 2019 Page 1
ID:AJiomcsggFa0sPzA?N?xeHyeill-_v69tGkJSJRVk?OM9gh3RJ9TD0063aSZVp?d5yJ8E
-1-0-0 7-0-0
-6-0 7-0-0
3x4 =
LOADING (psf)
SPACING-
2-M
CSI.
DEFL
in
(loc)
Ildeft
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC
0.47
Vert(LL)
-0.09
4-7
>976
360
TCDL
7.0
Lumber DOL
1.25
BC
0.38
Vert(CT)
-0.18
4-7
>451
240
BCLL
0.0 '
Rep Stress Incr
YES
WB
0.00
Horz(CT)
-0.00
3
n/a
Na
BCDL
10.0
Code FBC2017fTP12014
Matrix -MP
Wind(LL)
0.17
4-7
>497
240
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
REACTIONS. (lb/size) 3=165/Mechanical,2=315/D-8-0,4-88/Mechanical
Meet Ho¢ 2=161(LC 12)
Max Uplift 3=-152(LC 12), 2=-210(LC 12), 4=12(LC 12)
Max Grav 3=165(LC 1), 2=315(LC 1), 4-124(LC 3)
FORCES. (lb) -Max. Comp.[Max. Ten. -All forces 250(lb) or less except when shown.
Scala=1:16.2
PLATES GRIP
MT20 244/190
Weight 231b FT=20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-"cc pudins.
BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=71ft; L=351t; eave=5ft; Cat.
II; Exit C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-0-0 to 2-". Interior(1) 2.6-0 to 6-11A zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant 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 2-04) 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 1521b uplift at joint 3, 210 Be uplift at
joint 2 and 12 lb uplift at joint 4.
Walter P. Finn PE Nc2283C
M1Tek USAInd. FI Cad a834
18904 Perko East Blvd. Tampa FL33610'
Dale:.
November 13,2019
AWAftviw-Ved/y deals. lemmef a andRFi10 NOTES ON WSAND INCLUDED M ilgCREFERENCE PAWW-74T3 rev.1032015 BEFORE USE ��-
Desgn wild for use onyvem MRek®wnnecturs. This design is dried only upon pammelea shown, and is fares Individual auilWng component, act
a truss aptem. Before use, the bulling deslgaermust wiry the appiiWbddy of Eesgn pammetere and property temperate Nis design into the overaff
buildugdesign BmcrgNWrate Mpreventbuckrgofln duWb mbantlloro rdmembemoMy. AddtionalternmenyandpemmnenlbraWg MiTek-
is allays required for stability and to prevent cotatewiN posside perwnel Injury and prepeM damage. Forgeneral guldanoe regandim Ne
rabdw6on.stage, deriveryry.�ereWMn and amongm of and baS9 systems, see ANSI7IR11 Qvalffy CaRuBlvd.la,DSB-89 and SCSI Building Component aged Parke East B
SafetylnfamaB.n aval aWa from Truss Plate Intone, 218 N. Lee Street, Suite 312, Alwandda. VA 22314. Tampa, R M610
Jab
Truss Type
Ory
Ply
T1B6473B7
M11439
[KmJ7ss
DIAGONAL HIP GIRDER
4
1
�MANOR71
Job Reference (optional)
ChambersTruss. Inc., Fort Pierce, FL
BA 30 s mar 11 au1B Mn ea elausmes, Inc. wee Nov td 07:42:06 Au is raga i
ID:AJiommggFaOsPzA7N7xeHyei11S5gY4GxDdZM L9zT4XCI_BfvgcNgrOdbn9ZY9%yJflD
Scale -121:2
3.4 — NAILED NAILED NAILED
5$11
4.3-6
LOADING (psi
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Udefl
Lid
PLATES
GRIP
TOLL 20.0
Plate Grip DOL
1.25
TC 0.25
Vert(LL)
0.09
6-7
>999
240
MT20
2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.28
Vert(CT)
-0.06
7-10
>999
240
BCLL 0.0 '
Rep Stress lncr
NO
WB 0.40
Horz(CT)
-0.02
5
1
1
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight 39lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x4 SP M 30 BOT CHORD
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=111/Mechanical, 2=501/0-10-15, 5=362/MechanfmI
Max Hom 2=161(LC 21)
Max Uplift 4=117(LC 8), 2=574(LC 8), 5=-443(LC 8)
FORCES. (Ib)-Maus. Comp./Max. Ten. -All forces 250(Ib) or less except when shown.
TOP CHORD 2-3=103111087
BOT CHORD 2-7=1 1481990, 6-7=1148/990
WEBS 3-7=298/284, 3-6=-1044/1211
Structural wood sheathing directly applied or6-M oc pudins.
Rigid ceiling directly applied or 6-7-6 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128ri TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=71N L=35ft; eave=5ft; 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 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 girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 Ib uplift at joint 4, 574 to uplift at
joint 2 and 443 Ib uplift at joint 5.
6) 'NAILED' indicates 3-1 Did (0.14851 or 2-12d (0.148"1 toe -nails per NDS guidgnes.
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(5) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1,25
Uniform Loads (pif)
Vert IA -54, 55=20
Concentrated Loads (Ib)
Vert 11=-3(F=1, B=-1) 12=-76(F=-38, 8=-38)13=7(F=S, B=-3)14=20(F=10, B=10)15=69(F=34, B=S4)
Walter P. Finn PE Nb]2639
661Tek USAInb. FL Cart 6634
.6906Parke East BNB Tampa FL 33610'
Data.
November 13,2019
AWAiWiNG•Vpily desgn parameters and READ NOTES ON THIS ANDINCLUDED M19rEXREFPAFNCE1PAGEW-7473mv. 1W=015 BEFOREUSE
Deal, vaGtl before onlyvdth MiTeWconnecwrs. This design Is based only upon parameters shown. and is for an Mdnidual Wilding component not
a truss system. Before use, the bu9dg desgner must verify Ne eppticaNlity of design parameters and properly biconorete Nis design Into the overall
��•
buicigdesigm Bracing Indicated is le prevent butting ofindrAdual buss web enter clued members ardy. Addrieraltemproryandparommntbmdng
MiTek-
Isalways ,ago'vedfor notably and to prevent collapsewilh possible terminal miuryand property damage Far general guidance regaNing iha
fabrication. storage. delivery, mecammand trading ofhusses andtmss systems, see ANSVTpff Dually Croods, ibi and BCSI Budding Component
6904 Pi East Blvd..
Saferylnfarmallon avaliable from Truss Plata loathes. 218 N. Lee Street, Suite 312. Alexandta,VAY2314.
Tempe, FL 36610
Symbols
PLATE LOCATION AND ORIENTATION
1 � " 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-}Tifi r
I
For 4 x 2 orientation, locate
plates 0- v+e" from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
' Plate location details available in MiTek 20120
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 symbol shown and/or
by textth in the bracing section of the
output. Use Tor 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:
ANSIffP11: Naflonal 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 ixteenths
(Drawings not to scale)
BOTTOM CHORDS
JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERSILETTERS.
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 ANSlfTPI 1
section 6.3 These truss designs rely on lumber values
established by others.
@ 2012 MiTek@ All Rights Reserved
MiTek Engineering Reference Sheet: MII-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 BGSI.
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 pales.
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 ANSIRPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSINPI 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 It. spacing,
or less, If no calling 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/rPI 1 Quality Criteria.