HomeMy WebLinkAboutTRUSS PAPPERWORKCustomer Info: Adams Homes Project Name: 2088731 .Model: 1635 A 20X10 LAMP
", rL 0001 U-411U
Lot/Block: 3/5 Subdivision: Waterstone-St Lucie County FT PIERCE
Address: 5309 San Bendetto Place, .
City: Fort Pierce State: FL
Name Address and License # of Structural, Engineer of Record, If there is one, for the building.
Name: _License #:
Address:
City: State:
General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2
Wind Code: ASCE 7-10 Wind Speed: 160 mph
Roof Load: 37.0 psf Floor Load: N/A psf
This package includes 30 individual, Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, ['hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No.
Seal#
Truss Name
Date
No.
Seal#
Truss Name
Date -
1
T18122329
A01.
9/16/19
23
T18122351
E7P
9/16/19
2
T18122330
A02
9/16/19
24
T18122352
E7V
9/16/19
3
T18122331
A03
9/16/19
25
T18122353
F02
9/16/19
4
T18122332
A04
9/16/19
26
T18122354
F03
9/16/19
5
T18122333
A05
9/16/19
27
T18122355
H7P
9/16/19
B
T18122334
A06
9/16/19
28
T18122356
117V
9/16/19
7
T18122335
A07
9/16/19
29
T18122357
L03
9/16/19
8
T18122336
A08
9/16/19
30
T18122358
L04
9/16/19
9
T18122337
A09
9/16/19
10.
T18122338
A10
9/16/19
11
T18122339
B01
9/16/19
12
T18122340
B01S
9/16/19
13
T18122341
B04
9/16/19
14
T18122342
C1 P
9/16/19
15
T18122343
C1 V
9/16/19
16
T18122344
C3P
9/16/19
17
T18122345
C3V
9/16/19
18
T18122346
C5P
9/16/19
19
T18122347
C5V
9/16/19
20
T18122348
D01
9/16/19
21
T18122349
D01 S,
9/16/19
22
T18122350
D03
9/16/19
The truss drawing(s) referenced above have been prepared by
MiTek USA, Inc. under my direct supervision based on the parameters
provided by Builders FirstSource (Plant City, FL).
Truss Design Endineer's Name: Finn, Walter
My license renewal date for the state of Florida is February 28, 2021.
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs comply with ANSI1TPI 1: These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
given to MiTek or TRENCO. Any project specific information included. is for M7ek's or
TRENCO's customers file reference purpose only, and was not taken into account in the
preparation of these designs. MiTek or TRENCO has not independently verified the
applicability.of the design parameters or the designs for any particular building. Before use,
the building designer should verify applicability' of design parameters -and properly
incorporate these designs into the overall building design per ANSIlTPI 1, Chapter 2.
�v
No
SCANNED
BY
St. Lucie conly
�. a for
kulrq��
€NsFNti
22839
Walter P. Finn PE No22839
MTek USA, Inc. FL Cart 6634
6904 Pane East Blvd. Tampa FL 33610
Date.. -
September 16,2019
Finn, Walter 1 of 1
Truss
Truss Type
Oty
Ply
LOT 315 WATERSTONE/FT PIT78122329
8731
r
A01
GABLE
1
1
Jab Reference (optional)
Builders RrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Sep 16 13:38:16 2019
Scala =1:75.0
5x6'=
Rili
21 -- — 19 18 - 12 11 10
axe = 3xe = 3.8 = 12 3x4 = US
]-6-6 12-11-13 19-2-8 05 19r100 2640 2 -8 32-11-13 39-4.0
]-s-s ssa - 6.211 ]rF�e-s-g ae s-z-s s-as
Plate Offsets(XY)--
[3:0-3-00-3-0] [7:0-3-003-0] [i3:0-5-12Edge]
[16:0-6-00-3-01 [35:0-1-110-1-01 [43:0-1-80-1-01 - -- ---
LOADING (pso
SPACING- 2-0-0
CSI.
DEFL. in (too) Vdetl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.70
Vert(ILL) 0.10'21-46 >999 240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.68
Ved(CT)-0.172146 >999 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.85
Hom(CT) 0.01 16 n/a n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix -AS
-
Weight: 2831b FT=20%6
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except:
18-22,6-11: 2x4 SP No.3 10-0-0 oc bracing: 11-13
WEBS 2x4 SP No.3 WEBS i Row at midpt 6-16
OTHERS 2x4 SP No.3 -
REACTIONS. All bearings 0-8-0 except at=length) 16=0-4-0, 14=0-4-0. -
(lb) - Max Ho¢ 2=-429(LC 8)
Max Uplift All uplift 100111 or less atjoint(s) except 2=-430(LC 10), 16=-1049(LC 10). 8=-408(LC 10). 14=-346(LC
. 10)
Max Grav All reactions 2501b or less at joint(s) except 2=764(LC 19), 16=2240(LC 15), 8=656(LC 16), 14=1076(LC - -
16)
FORCES. (lb) - Max CompJMax. Ten. - All tomes 250 (Ib) or less except when shown. -
TOP CHORD 2-3=-1062/632, 3-0=-477/402, 4-5=-286f/84, 5-6=-224/689, 6-7=-93/267, 7-8=-890/629
BOT CHORD 2-21=338/1069, 19-21=-339/1065, 15-16---180/265, 14-15_ 180/265, 13-14=-298/342,
6-13=-267/202, 8-10= 3541724 -
WEBS 3-2,1=0/287, 3-19=-781/483, 4-19=-327/469, 16-19=-108/505,4-16=-1007/909,
5-16— 1079/785, 1636=-498/518, 6-36=-515/533, 10-13=371/761, 7-13= 834/633
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opst h=15ft; B=56ft; L=39ft; eave=5ft; Cat.
'11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-3, Intedor(1) 2-7-3 to 15-8-13, Extedor(2) 15-8-13
to 23-7-3, Interior(1) 23-7=3 to 36-8-13, Exterior(2) 36-8-13 to 40-8-0zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designates perANSVTPI'1.
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable studs spaced at 2-0-0 do.
6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrem with any other live loads.
7) ' This truss has been designed for a livA 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.
8) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. -
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 430 Ib uplift at joint 2, 1049111 uplift at
joint 16; 4081la uplift at joint 8 and 346111 uplift at joint 14. - -
10) This truss design requires that a minimum of 7/16' structural woad sheathing be applied directly to the top chord and 1/2' gypsum
sheetmck be applied directly to the bottom chord.
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
Wafter P. Finn PE No.22839
MiTek USA, Inc.FL Curt 6034
69D4 Parke East Blvd. Tampa FL 33610
Date:
Septernbeir& 16,2019
ndard
A WARNING -ydIyde.1ymsrpmetars&ndREAONOTESONWISANCMOLUOEOMITEKREFERANCEPAGEM1474i3mv.lrDDY201SBEFOREUSE.
Design valid for use only win MirekO connectors. This design Is based only upon parameters shown, and is for on Individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
buiidingdesign. Bracing Indicated is to buckling of lncMduol Muss web antl/or chord members only. Addltonoi temporary and bracing
MiTek'
prevent permonent
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding me
6904 Parke East Blvd.
tobrication storage, delivery, erection and bidding of trusses and truss systems seeANSVIPII QUOIBy Criteria, DS549 and 6C51 Bidding Component
Safety mtormatio rsvoiloble from rust Plate Institute. 218 N. Lee Street. Suite 312. Alexondrlo. VA 22314,
Tampa. FL 33610
Jab
Truss
Thus Type
Oty
Ply
LOT 3/�WATEF18,TONE /FT PIT781223292088731
a
A01
GABLE
1
1JabRefl)
BWlders FirstSource(Plam City, FL), Plant City, 1-1--33567. 6.24USJW 142U19 MIleKlnausures, Inc. Monbep1513:38:162019 Pag92
ID:gTggTTJE$UW-XC9MbPEGISz5aO1-3ygP_hvp_20LR8GgNVGpOdBTviceJJmDXOgIJydl#t
LOAD CASE(S) Standard
1) Dead +Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
• Uniform Loads (plf)
Vert: 1-3=-54,3-5=-84(F=-30), 5-7=-84(F=-30),7-9=-54,44-54=-20, 18-54=-50(F= 30), 17-18=-50(F=-30), 13-16=-50(F=-30), 11-12= 50(F=-30), 10-11=-50(F=-30),
10-47=-20
o
Job
Truss
Truss Type -
City
Ply
LOT 3/5 WATERSTONE/FT PI
x r
T78122330
20B8731
A02
SPECIAL
2
1
Job Reference (optional)
uu_ncers FIStbource trrant Illy. rL), rrafn Ury, r✓Wool, oey ,o 1 1 du I raue 1
• ID:gTgg7rJEsUW_xC9MbPEGISz5a01-XBEnClvcalhtzbjSOdOnolxlRt4HNntwRBBOHIydlxa
1-4- 1: 12-11-13 19-0-0 1 -B 0 26-6-3 33-1-0 39.40 0-8-
1.4.0 fi4-11 - 6-7-1 fi-0-3 -8- 6-10-3 fi-fi-13 fi-3-0 1-4-0
6.00 12
3z4
4 -
5x6 G
5
2]
4x6 C
6
Scale = 1:76.2
5x6 i
5x6
3
7
18
1.5x8 STP=.
1.5x8 STP = 25
28
12 _
m 1 2
Bx12 = 11 10
- 89
11
Io��
2 MT
6xl20HS=
17 16 15 1413
3x6 = -2x4 4x6 = - ' 3x4 II
3.00 12 5x8
' 4z12 = -
4 -
- -
6-411 12-10-2 19-0-0 22-2-7• -I 30-8-0 l
394-0
I
6.4-11 6-5-7 6-1-14 3-2-7 8-5-9
_ Plate Offsets (X Y)--
f3y-3-0 0-3-01 15,.0-3-8 0-2-8] f7:0-3-0 0-3-01 18:0-2-6 Edoe1 - -
LOADING (psQ
SPACING- 2-0-0
CS].
DEFL. in (loc) Udell Ud
PLATES GRIP -
TCLL 20.0
Plate Grip DOL 1.25
TC 0.86"
Vert(LL) 0.5410-11 >871 240
MT20 244/190
_
"TCDL TO
Lumber DOL 1.25
BC 0.97
Ven(CT) -0.88. 10-11 >538 180
MT20HS 187/143
BCLL 0.0, '
Rep Stress [nor YES
WB 0.83
Horz(CT) 0.39 8 n1a rue
BCDL '10.0
Code FBC2017/rP12014
Matrix -AS
Weight: 225 lb FT=20%
LUMBER- -- BRACING -
TOP CHORD 2x4 SP No.2 *Except. TOP CHORD Structural wood sheathing directly applied. -
7-9: 2x4 SP No.1 - BOT CHORD :Rigid ceiling directly applied.
BOT CHORD 2x4 SP N0.2 *Except*-
14-18,8-10: 2x4 SP No.1
WEBS 2x4 SP No.3
WEDGE
-
Right: 2x4 SP No.3
REACTIONS. (Ib/size) 2=153610-8-0, 8=1535/0-8-0
Max Horz 2= 429(LC 8)
Max Uplift 2=-787(LC 10), 8=-787(LC 10)
FORCES.. (lb)-- Max. Comp-JMax. Ten..- All forces 250 (Ib) or less except when shown. ,
TOP CHORD:.2-3=-2830/1594,3-4=-2298/1421,4-5=-2234/1426,5-6=-2491/1550, 6-7= 4590/2490,
7-8=4882/2661
BOTCHORD 2-17=-1213/2621,15-17=-1214/2617,91-12=:640/1844, 10-11=-1312/2870;
" . 8-10=-2215/4407
-
WEBS 3-17=0/264, 3-15=-626/373, 4-15=-290/201,12-15=-925/2106, 4-12= 224/253,
-6-10=-791/1755, 7-10=-317/330, 5-11=-500/1027, 6-11=-1101/745, 5-12=413/844
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=56ft; L=39ft; eave=5f; Cat:•
-II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -14-0 to 2-7-3, Interior(1) 2-7-3 to 15-B-13, Extedor(2) 15-8-13
to 23-7-3, Intenor(1) 23-7-3 to 36-8-13, Exterior(2) 36-8-13 to 40-M zonwC-C for members and forces & MW FRS for reactions
,
-'-' shown; Lumber DOL=1.60 plate grip DOL=1.60 .
�3) Allplates are MT20 plates unless otherwise indicated:
-
...4) This truss has been designed for a 10.0lost bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi.
7) Bearing at joints) 8 considers parallel to grain value using ANSVTPI 1 angle to grain. formula. Building designer should verify
_ -
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 7871b uplift at joint 2 and 787 Io uplift at
...
joint S. -
Walter P. FlnnPE 14622839
9) This truss design requires that a minimum of 7/16' structu ral wood sheathing be applied directly to the top chord and 1/2" gypsum,
MTek USA, Inc. FL Cad 6634
sheetmck be applied directly to the bottom chord.
8904 Padie East Blvd. Tampa FL 33610
Data:
September 16,2019
Q WARNING -VeN6•desfgn parameteremdREAD N07ES ON THISANO INCLUDED MITEKREFERANCEPAGEMIF747a rev. 111111YL015REFORE USE.
Design valid for use only with MBea connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify me oppiicability of design parameters and properly Incorporate tinrs design Into the overall
'building design. Bracing indicated is to prevent buckling oflndMtlual hum web and/or chord members only. Addluontemporary and permanent bracing
Isalwaysfequiredfor stability and to preventcollopse with possible personal Injury and property damage. For general guidance regarding the
storage. delivery, erection and bracing of trusses and truss systems, seeANSVIPII QUCIBy CdUtN, OSB419 and BCSI Building ComponrmY
Sally Nformatbrtvollable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria. VA 22314.
�'•
OW
WOW
6904 ParkeEazt Blvd.fabrication,
Tampa, FL 33610
4
Job
Truss
Truss Type
Illy
Ply
LOT 3/5 WATERSTONE/FT PI
L 3
T78122331
208B731
A03
SPECIAL
8
1
Job Referents (optional)
ommUrs nrslaeurw tnan. Iky, rL{, rlam s 11y, IL- UJpm, U,z U s am w zU re mi I ea rnausmes, Inc.
ID:gTgg7TJEsUW nC9MbPEGISz5a01-OKo9PNwELcgkall
5x6 1
5
6.00 12
21 22
4x6 i 4x6
4 6
5x6 i
3
20
Sx8 6TP=
2 3 12 11 10
0 1 6x12 MT20HS = 3x8 =
4x6 — 6x12 MT20H5=
5X6
7
1a 1J:4a:ld ZU19 Pagel
Scale = 1:70.7
1.5x8 STP-
23
Be
I6�w
Sx8
5x8 3.00 12
8-8-0 17-1-10 19-8-0 22.2-7 30.&0 39-0.0
a-P-n Fain aA.z � F.F.n
Plate Offsets(_XY)--
[2:0-2-6,Edge1 [3:0-3-00-3-0] [5:OJ-80-2-81,U:0-3--00-3-01
[8.02-6Edge]
-- - -
- -
-
'-
LOADING (psf)
'SPACING- 2-0-0
CS].
DEFL.
in (too)
Udefl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.87
Vert(LL)
0.67 10-12
>708
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.96
Vert(CT)
-1.2010-12
>394
180
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr YES
WB 0.93
Horz(CT)
0.61 8
n/a
n/a
_
BCDL 10.0
Code FSC2017/TP12014
Matnx-AS
Weight: 194 lb
FT=20%
LUMBER- - BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD
1-3,7-9: 2x4 SP No.1 BOT CHORD
BOT CHORD 2x4 SP No.1 'Except' WEBS
11-13: 2x4 SP M 31, 10-11: 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3, Right: 2x4 SP No.3
REACTIONS. (lb/size) 2=1527/0-8-0, 8=1527/0-8-0 _
Max Horz 2=-429(LC 8) -
Max Uplift 2=-791(LC 10). 8=-791(LC 10)
FORCES. (lb)-- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 23=-4856/2672, 3-4=-0565/2500, 4-5= 2178/1376, 56=-2177/1376, 6-7=-4572/2503,
_ 7-8=-4863/2674
BOT CHORD 2-13=-2225/4677,:12-13=-1326/2949, 10-12=-1327/2837, 8-10=-2227/4394
WEBS 6-12=-1227/821, 6-10= 786/1779, 7-10=-315/330, 5-12=-784/1529, 4-12=-1305/821,
4-13=-784/1921, 3-13=-303/331
Structural wood sheathing directly applied.
Rigid ceiling directly applied.
1 Row at midpt 6-12.4-12
NOTES -
I) Unbalanced root live loads have been considered for this design. -
2) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=56ft; L=39ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-7-3, Interior(1) 2-7-3 to 15-8-13, Extedor(2) 15-8-13
to 23-7-3, Intedor(1) 23-7-3 to 36-8-13, Exterior(2) 36-8-13 to 40-8-0zone;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 chord live load nonconcument with anyother live loads.
5) • This truss has been designed fora 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.
. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi.
7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to.beiaring plate capable of withstanding 791 lb uplift at joint 2 and 791 Its uplift at
joint 8. "
9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chard and 1/2' gypsum
sheetmck be applied directly to the bottom chord.
Walter P. Finn PE No.22839
MTek USA, Inc. FL Curt 6634
0904 Parke East Blvd. Tampa FL 33810
Date:
SeDtember 16.2019 .
QWARN/NG- Verltydadgnpahamerersend REAONOTE50N MIS AND WCLUDED MI1EKREFERANCEPAGEM67473 rev. feAd2e15SEFOREUSE
Oeslgn volld for use oNy. With MRek®connectors. IItls design Is based onlyWpon parametea shown, and b for an individual building component, not
��-
a truss system. Before use, Me building designer must verify Me applicability of design parameters and properly Incorporate this design Into Me overall
building design. Bracing Indicated is to prevent,buckling of individual truss web and/or chord members only. Additional temporary and permanent broclng
M!Tek'
Is always required for stability and to prevent collapse wlM possible personal injury antl property damage, For general guidance regarding the
'
fabrication, storage, deilvery, erection antl bracing of trusses antl buss systems seeANSUO'11 Quality Criteria, DSB-69 and BC51 Balding Component
sees Parke East Blvd.
Safety Informetbepvallobie from Truss Plate Institute, 218 N. lee Sheaf, Build 312, Alexandria, VA 22314.
Tampa. FL 33610
Job
Truss
Truss Type 3
Oty
Ply
LOT 3/5 WATERSTONE/FT PI
• t
T78122332
2088731
A04
SPECIAL
1
1
Job Reference (optional)
tou6aers Hrstsoume )roam UITY, I-L), roam uTy, rL-3abbf,
3 dal 14 Lule MI I eR Industries, Inc.
Ib IU:3b:192019 Pagel
1.54 STP =
1
6.00 12
44 i
4
5.6 G
3
15
6x12 Nli q
5x6 =
5x6 =
5 6
14 13 12
3x4 = 4X6 _
3x4 =
24
i7
4.6 C
7
11
6xl2 MT20HS =
5.6
8
Scale =1:M.5
'7
1.5xB STP =
25
1010 �¢ .
5x8 Zo
5.8 - 3.00 rl2
2pdO
9E0 V71 19-0 19-24 10 3a60 39iL
e-so 674 I - spa 3-9-10' srs - I e-sp
Plate Offsets (X,Y)--
[2:0-2-6Edge] [3:0-3-00-3-0] [5:0-3-00-2-OfA6:0-3-00-2-01 [8:0-3-00-3-0] [9:02-6Edgef
"LOADING (psi)
SPACING- 2-0.0
CST.
DEFL
in (too)
I/defl
Vd
PLATES
GRIP
TCLL 20.0
Plate Gnp DOL 1.25
TC 0.93
Ven(LL)
0.6711-13
>706
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.96
Ved(CT)
-1.1911-13
>395
180
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WEI 0.68
HOR(CT)
6.62 9
n/a
n/a
BCDL 10.0
Code FBC2017/rP12014 -
Mainx-AS
Weight: 202Ito
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
1-3,8-10, 2x4 SP No.1
BOT CHORD 2x4 SP No.1 *Except'
11-12:2x4 SP No.2,
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied:
WEBS 1 Row at III . 4-14.7-13
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3, Right: 2x4 SP No.3 -
REACTIONS. (lb/size) 2=1527/0-8-0, 9=1527/0-8-0
Max Harz 2==416(LC 8)
Max Uplift 2=-791(LC 10). 9=-791(LC 10) ,
FORCES.. (lb) Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD:. 2-'----4867/2728, 34=-4566/2538, 4-5=-2225/1439, 5.6=-1926/1390, 6-7= 2226/1439,
7-8=4569/2539, 8-9=4869/2729
BOT CHORD- 2-15=-2277/4689, 14-15=-1358/2936, 13-14=-703/1926, 11-13=-1358/2836,
9-11=-2279/4401
WEBS 3-15=-312/342, 4-15=-768/1930, 4-14=-1282/810, 7-13=1206/810, 7-11=-790/1774,
6-11=-325/342, 5-14=4137760, 6-13=4091788
NOTES-
1 ) Unbalanced roof live loads have,been considered for this design.
2) Wind: ASCE 7-10; Vult=16Orhph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL-5.Opst h=15ft; B=56N; L=39ft(eave=5tt;.Cat.
II;.Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(2) -1-4-0 to 2-7-3, Interior(1) 2-7-3 to 15-0-13, Exieriar(2) 15-0-13
to 24-3-3, Interior(1) 24-3-3 to 36-8-13, Extenor(2) 36-8-13 to 40-8-0zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending. -
4) All plates are MT20 plates. unless otherwise indicated. '
5) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads.
• 6) • This truss has been designed for a live load of20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi.
8) Bearing at joints) 2, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface. - _
9) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 791 lb uplift at joint 2 and 791 lb uplift at
joint 9.
10) This truss designrequires that a minimum of 7/16' structural wood sheathing be applied directlyto the top chord and 1/2' gypsum
sheetrack be applied directly to the bottom chord. .
Walter P. Finn PE NoIN39 .
IdTek USA, Inc. FL Cert 6634
9904 Parke East Blvd. Tampa FL 3361D
Date:
September 16,2019
Q WARNING - verify deer9d Pz2mefers and READ NOTES ON MIS AND INCLUDED MIrEK REFERANCE PAGE ND-7CT3 rov.1 D IVW 15 BEFORE USE.
Design valid for use only with MDek9connecton. This design Is based only upon parameters shown, and Is for an Individual building component. not
�,• -
Otruss system. Before use. the building designer must verity the appllcabllity of design parameters and papery incorporate this design Into the overall -
builtlingdesign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me
fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVIPII Quality Cdlerfa, DSB49 and SCSI Building Component
Sabry Nlormalbrlavoiloble tram Truss Rate Institute, 218 N. Lee Street. Suite 312 Alexandria. VA 22314.
6904 Parke Bail Blvd.,
Tampa, FL 33610
Job
Truss
Truss Type r 1
Oty
Ply
LOT 3/5 WATERSTONE/FT PI
T18122333
2086731
A05
SPECIAL
1
1
J bRf (pt'O all
.UVFIUele ruewuww tr,an ,n,y, ry, riau Vuy, rL uuoar, _ A f 0.z4u 5 Jw 14 zuro MI I ex mausmes, Inc.
1a 1 J:3tl:2U 2019
8.14 MT20HS 11
6.00. 12. 8x14MT20H5 //
4x10 MT20HS% 3.0012
W
Scale = 1:74.4
4x10 MT20HS
22-4.0 30.8.0 394-0
a-a-n i a.4.n• s.n.n a.e.n F -1
Plate Offsets (X Y)..
12:0-1-14 Edael [4:0-3-0 0-3-01 [5.0-2-7
Edge] [6:0-2-7 Edger 17.0-3-0
0-3-01 [9;0-1-14 Edge]
LOADING (psf)
SPACING. 2-0-0
C31.
DEFL.
in (loc)
Vdefl
LJd
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.76
Vert(LL)
-0.7411-12
>641
240
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.96
Vert(CT)
-1.2311-12
>385
180
MT20HS
1871143
BCLL 0.0
Rep Stress Incr YES
WB 0.62
Horz(CT)
0.58 9
n/a
rUa
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Weight: 193 Be
FT=20%
LUMBER -
TOP CHORD
2x4 SP No.2 *Except*
1-4,7-10: 2x4 SP No.1
BOTCHORD
2x4SPNo.1
WEBS
2x4SPNo.3-
WEDGE
Left: 2k4 SP No,3, Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
- Rigid ceiling directly applied.
WEBS
1 Row at midpt 4-14,7-12
REACTIONS. (lb/size) 2=1527/0-8-0, 9=1527/0-8:0 -
Max Horz 2=-375(LC 8)
Max Uplift 2=-791(LC 10), 9= 791(LC 10)
Max Grav 2=1549(LC 15), 9=1549(LC 16)
FORCES. (Ib)'- Max. Comp./Ma1c Ten. -All forces 250 (Ib) or less except when shown. -
TOP CHORD 2-3=-5112/2853, 3-4=-4822I2671, 4-5=-2473/16§3f 5.6=-2167/1578: 6-7=-2473/1663,
7-8=-4560/2671, 8-9=-4846/2853 -
BOT CHORD 2-15=-2390/4889, 14-15=-1554/3333, 12-14=-947/2301, 11-12=-1554/3023,
9-11=-2390/4374
WEBS ' *3-15=-256/316, 495=-754/1841, 4-14=-1324/775, 5-14=-411/922, 6-12=411/875, "
7-12=-1249/775,7-11=-754/1687, 8-11=-271/316
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2). Wind: ASCE 7710; Vult=160niph (3-second gust) Vasd=124mph; TCDL=4.2psY BC6L=5.Opsf; h=151t; B=56ft; L=39ft; eave=5ft; Cat:
II; Exp C; Encl.,GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-7-3, Interior(1) 2-7-3 to 13-0-13, Exterior(2) 13-0-13
to 26-3-3, Interior(1) 26-3-3 to 36-8-13, Exterior(2) 36-8-13 to 40-8-0zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending. -
4) All plates are MT20 plates unless otherwise indicated. -
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
• 6) • This truss has been designed for a live load of.20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide:
will fit between the bottom chord and any other members, with BCDL= 10.Opsf.
7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. _
8) Bearing at joint(s) 2, 9 considers- parallel to grain value using ANSVrPI t angle to gralri formula. Building designer should verify
capacity of bearing surface. -
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 791 It, uplift at joint 2 and 791 Its uplift at
joint 9.
10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 110 gypsum
sheetrock be applieddirectly to the bottom chord. ,
Waiter P. Finn PE No.22839
M1Tek USA, Inc. FL Ced 6634
C. 6934 Parke _East Blvd. Tampa FL 338111
Data:
September 16,2019
Q WARNING-Vedtydeegeparamefe..d READ NOTES ON THSMDWCLUDM MREKREFERANCEPAGEMLL74M.re . f0aS2015REFOREUSE
Design valid for use only with M0e'x® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, me building designer must verity the cloolcabilily of design parameters and properly Incorporate this design Into the overall
buUdingdeslgn. Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing ve MOW
is always required for stability and to prevent collapse with posslbie personal Injury and property damage. For general guidance regarding the
fabrication. storage, delivery, erection and bracing of trusses and hum systems. SeeANSVmlt gust HHyy Criteria. DS349 and BCSI Buldina Component 69 W Parke East Blvd.
SBM1ty lnformationavalloble from Truss Plate ln5tilule. 218 N. Lee Sheet Suae312. Mexandtio, VA 22314. Tampa, FL 33610
Anusmy
F2O'88731
=ERSTONE/FTPIT1B722334
A06
SPECIAL
1
(optionaD
o.z Usaw emrUmuexinausmes,mc. manbep1bij:Je:22201
m i 2
d
5� 3.00 12
Sz6
6.00 12 3z4 = 5x6 =
5 256 26 7
5X8 =
15-0.0 - I 24-4-0 30-&0 I 39-4-0
Scale = 1.72.7
m
d
Lb
28
1.5xB STIR
0
0 11 to 4
5X
Plate Offsets (X Y)--
12:0-2-6 Edael [4.0.3-00=3-01 [5:0-4-00-2-81
17'0-4-0 0-2-8] [8:0-3-0 0-3-01 110.0-2-6 Edgel
- - -
--
LOADING (psi)
SPACING- 2-0-0
est.
DEFL.
in (loc)T'Vdafl
L/d
PLATES
GRIP
TOLL 20.0
Plate Grip DOL 1.25
TC 0.98
Vert(LL)
0.63 12-13
>754
240
MT20
244/190
TCDL . 7.6
Lumber DOL 1.25
Be 0.94
Vert(CT)
-1.0013-15
>473
'180
MT20HS
187/1.43
13CLL 0.0
Rep Stress lncr YES
WB 0.50
Horz(CT)
0.62 10
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Weighb201 Ito
FT=20%
LUMBER- BRACING -
TOP CHORD- 2x4 SP No.2 - TOP CHORD
BOT CHORD 2x4 SP No.1 BOT CHORD
WEBS 2x4 SP No.3 .WEBS
WEDGE
Left: 2x4 SP N13.3, Right: 2x4 SP No.3
REACTIONS. (lb/size) 2=152710-8-0, 10=1527/0-8-0 -
Max Horz2=-335(LC 8) -
-Max Uplift 2= 791(LC 10). 10=-791(LC 10)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 256(ib) or less except when shown.
TOP CHORD 2-3=4862/2898, 3-4=-4696/2850, 4-5= 2813/1852, 5.6=-2.471/1772, 6-7=-2471/1772,
7-8=-2813/1852, 8-9- 4623/2850, 9-10=-4783/2898
BOT CHORD 2-16=-2426/4620, 15-16=-2230/4330, 13-15=-1297/2568, 12-13_ 2230/4082,
10-12=-2426/4311 '
WEBS - 4-16=-535/1229,4-15=-1917/1121,5-15=-455/926,6-15=-31all 60, 6-13=--31 all59,
-7-13=455/927,8-13=-1787/1121, 8-12= 535/1142 -
Structural wood sheathing directly applied.
Rigid ceiling directly applied.
1 Row at midpt 4-15, 8-13
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; B=56ft; L=39ft; save=5ft; Cat.
II; Exp C; Encl.; GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-7-3, Intedogl) 2-7-3 to 11-0-13,.Eztedor(2) 11-0-13
to 18-113, Intedor(1) 18-11-3 to 204-13„Exterior(2) 204-13 to 28-33,.Interior(1) 28-3-3 to 36-8-13, Extedor(2) 36-8-13 to 40-8-0
zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 -
3) Provide adequate drainage to prevent water pending. - -
4) All plates are MT20 plates unless otherwise Indicated. _
5) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. -
6) • This truss has been designed for a live load.of 20.0psf on the bottom chord Wall 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= I O.Opsf.
• 7) All bearings are assumed to be SYPNo.2 crushing capacity of 565 psi. -
8) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 791 Ib uplift at joint 2 and 791 Ib uplift at
joint 10, . _ -
10) This truss design requires that a minimum of7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum
sheeirock be applied directly to the bottom chord.
Walter P. Finn PE No.23839
MTek USA, Inc. FL Cod 6634
6904 Parke East Blvd. Tampa FL 33610
Data:
September 16,2019
Q WARNING -*11ydeslgeperdme(eraend READ NOTES ON MMANDWCLUDEDMNEKREFERANCEPAGEM674"J v, favenour BEFOREUSE.
Design valid for use only with MOeksticonnectors. AB design is based oNy upon parameters shown. and Is for an Indlvidual building component not -
0 truss system. Before use. the building designer must verity the appiccallty of design parameters and properly Incorporate this design Into me overall
building design. Bracing Indicated is to prevent buckJirg of Individual fuss web and/or chord members only. Additional temporary and permanent bracing Welk'
always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage. delNery, erection anal bracing of Moses antl Muss systemx seeANSIAPl1 CugBts. CdbAa, DSBA9 and BCSI Bidding Component 6904 Parke East Blvd.,
Sabty inf9msatbrw ,liable from Truss Plate Institute. 218 N. Lee SMeat, Sulfa 312. Alexandria, VA 22314. Tampa, FL 33610
Job
Truss
Truss Type t
Cry
Ply
LOT 3/5 WATERSTONE/FT PI
'
20 88731
�A07
SPECIAL
1
1
Job Reference (optional)T18122335
numers rl albource marl ury, rL), riam uny, rL- aaoat,
a.zwrsdm rzomm,iexinuuames,mc. monoep io
n 2
dt�
6.00 F12 5xB =
4 23 24
SxB 3.00 12
3x4 = 5x8 =
5 25 266
3x4 =
8-8-0 15.6.14 23-9-3 30-8-0 39-4-0
28
a
5x8
Scale - 1:72.7
Plate Offsets (X,Y)--
12:0-2-6;Edgel, f3:0-3-0,0-3-01 f4:0-5-0,0-2-01,
f6:0-5-0,0-2-01, f7:0-3-0U-3-01,18:0-2-6,Edge]
- ------
-
-- -
'LOADING (pso
SPACING- - 2-"
CSI.
DEFL.
in (loc)
Udell
Ud
PLATES
GRJP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.95
Vert(LL)
0.66 10-11
>716
240
MT20
244/190 .
TCDL 7.6
Lumber DOL '1.25
BC 0.95
Vert(CT)
-1.0011-13
>472
180
MT20HS
1871143 -
BCLL 0.0. •
Rep Stress lncr YES
WB 0.83
Hom(CT)
0.63 8
n/a
We f.,
BCDL 10.0
Code FBC2017/TPI2014
Matri
-
Weight: 187 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 •Except TOP CHORD
1-3,7-9: 2x4 SP No.1 BOT CHORD
BOT CHORD 2x4 SP No.2 *Except'
2-14,8-10:,2x4 SP-No.1
WEBS 2x4 SP No.3 "
WEDGE
Left: 2x4 SP No.3, Right: 2x4 SP No.3
REACTIONS. (lb/size) 2=1527/0-8-0, 8=1527/0-8-0
Max Horz 2=-294(LC 8)
Max Uplift 2=-791(LC 10), 8=-791(LC 10)
FORCES. (lb)'- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-4814/2973, 3-4=-4578/2911, 4-5=-2992/2041, 5.6=-2992/2041, 6-7=-4578/2911,
7-8=-4814/2974
BOT CHORD 2-14=-2492/4440, 13-14=-1448/2788, 11-13- 1698/3163, 10-11= 1448/2788,
8-10=-2492/4341
WEBS 3-14=-320/355, 4-14=-1068/1956, 4-13=-148/517, 5.13=_380/265, 5-11=-380/265, ,
6-11=-148/517,6-10=-1067/1831t7-10=-327/355
Structural wood sheathing directly applied.
Rigid ceiling directly applied.
.NOTES-
1) Unbalanced root live loads have been considered for this design. - -
2) Wind: ASIDE 7-10; VuIt=160mph (3-secand gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=56ft; L=39ft; eave=5tt; Cal.
II; Exp Q Encl.,-GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7.3 to 9-0-13, Exterior(2) 9-0-13 to
16-11-3, Intedor(1) 16-11-3 to 22-4-13, Exterior(2) 22-4-13 to 30-3-3. Interior(1) 30-3-3 to 36-8-13, Extedor(2) 36-8-13 to 40-8-0
zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1:60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All plates are MT20 plates unless otherwise indicated. - d�
5) This truss has been designed for a 10.0 psf bottom chdrd live load nonconcurrentvAth 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--66--0 tall by 2-0-0 wide "
will fit between the bottom chord and any other members. -
7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi.
8) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Buifding designer should verify
- capacity of bearing surface. . r.'is
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 791 Ib uplift at joint 2 and 791 lb uplift at
joint 8. ^ '
10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord. _
Walter P. Finn PE No.22839..
MTek USA, Inc. FL Cod 6634
6304 Parke East Blyda Tampa FL 33810
Data:
- September 16,2019
O WARNING-VedfydeslgnparametemwdRE DNOT£S ON MIS AND INCLUDEDM1tEKNEFENANCEPAGEM6)47Jrey. n6DY10156EFOREUSE.-
Design valid for use any with MBgk®connectors. this design Is based only upon parameters shown and is for on lndNldual buildng component net
,a truss system, Before use, the building designer must verify the oppilcOblBy of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
WOW
Is always required for stability and to brevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication storage, delivery. erection and bracing of trusses antl huss systems seeAN6UD41 Quality eMula. DSSd9 and SCSI Building Component-
69M Parke East Blvd.
Safety mfoenalbreava0able from Truss Plate institute. 218 N. Lee Sheet Suite 312. Rexondrla. VA 22314.
Tampa. FL 33610
Job -
Truss
Truss Type s /
Oty
Ply
LOT 3/5 WATERSTONE/Fi PI
T18122336
2088731
A08
SPECIAL
1
1
_
Job Reference (optional)
m,.a t„—,...I,y. ry, r.... I.,r.y, rr--
a.cvusour ry <Vri mire6 muLLlmeS, mc. thenaep 101 SJe2p Zulu Yea.1
•Sx8
6.00 12
3.00 12
5x6 =
2x4 II
24 25 5
5x8 =
6 26 27
3x4 =
5x6 =
7
8-8-0 16-23 23-i-13 30.8.0 39-9-0
29
1.5x8 STIR =
5XS
Scale-1:71.4
Plate Offsets (X,Y)--
[2:0-2-6 Edgel [4:0-3-8 0-2-41 [6:0-3-0 0-3-01
[7'0=3-8 0-2-41 [9'0-2-6 Edae]
- - ---
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL,
in (too)
Will
Lid
'PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 1.00
Ved(LL)
0.78 14
>604
240
MT20
244/190
TCDL 7.0
Lumber DOL 1'25
BC 0.97 •
Verl(CT)
-1.15 14-15
>409
180
MT20HS
187/143
RCLL 0.0 '
Rep Stress Incr YES
WB 0.56
Horz(CT)
0.68 9
n1a
n1a
_
BCDL 10.0
Code FBC2017rrPI2014
Matdx-AS
Weight: 190 lb
FT=20%
LUMBEF6 .BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 *Except* BOT CHORD
2-15,9-11: 2x4 SP No.t
WEBS 2x4 SP No.3 ,
WEDGE
Left: 2x4 SP No.3, Right: 2x4SP No.3
REACTIONS. (lb/size) 2=1527/0-8-0, 9=1527/0-8-0 -
Max Hom 2=-253(LC 8) -
Max Uplift 2=-791(LC 10). 9=-791(LC 10) .
FORCES. (Ib) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown.
TOP CHORD 2-3=-4843/3074, 3-4=4552/2822,4-5=-3951/2613, 5-6=-0951/2613, 6-7=a3948/2611,
7-8=-4552/2822, B-9=4843/3074- -
BOT CHORD 2-15= 2597/4414,14-15=-1747/3231, 12-14=2158/3950, 11-12=-1747/3231,
9-11=-2597/4371
WEBS _ 3-15=-307/374. 4-15=-751/1516, 4-14=488/993, 5-14=-344/337, 6-12=-405/339,
7-12=.485/988, 7-11=-751/1465, 8-11=-317/374 -
Structural wood sheathing directly applied. -
Rigid ceiling directlyapplied.
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=56ft; L=39ft;.save=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Ezledor(2) -14-0 to 2-7-3, Intefior(1) 2-7-3 to 7-0-13. Exterior(2) 7-0-13.to
14-11J, Interior(1) 14-11-3.to 244-13, Extedor(2) 244-13 to 32-3-3, Interior(i) 32-3-3 to 36-8-13, Exterior(2) 36-8-13 to 40-"
- 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." I '
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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide
will fit between the bottom chord and any other members.
.7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi.
8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of. withstanding 791 It, uplift at joint and 79116 uplift at
joint 9. '
10) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord. ,
Walter P. Finn PE No.22819
MTek USA, Inc. FL Ced 6634
9904 Pirko East Blvd. Tampa FL 33610
Data:
September 16,2019
Q WARN09G-Verily dedd9dparam.fmi and NEADNOTES ON TNLSAND INCLUDED MmEKBEFEBANCEPAGENO-74itI ni 1043,12015BEFOBEUSE
Design valid for use only with Mlfek® connectors. This design is based only upon parameters shown. and Is for on Individual building component. not
��•
a fmss system. Before use, me building designer must verify the appllcabitty of design parameters and proper y Incorporate this design Into me overall "
building design. Bracing Indicated Is to prevent buckling of Individual buss web and/or chord members only. Adtlttlonal temporary and permanent bracing
MOW
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me
fabrication storage, delivery, erection and bracing of Trusses and truss systems, seeANSVTPII Quality Colors. DSI469 and SCSI Building Component
6904 Parke East BNd,
Safety Infonnalbnovallable from Thus Plate Institute, 216 N. Lee Sheet, Suite 312. Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type r
Oly
Ply
LOT 315 WATERSTONE / FT PI
TiB122337
2085731
A09
SPECIAL
1
1
Job Reference (optional)
v ,o,,,. y,.any, r�-0000r.
a.cry eaw 11 ne. merr cap ro ra:o=eo
Scale = 1.71.4
o. -
6x12 MTWHS %
6x12 MT20HS
2x4 11
SxB =
"
6.00 F12
4 24
2526 5
6 2728
29 7
2x4 C
2x4 4
"
3
8
b
1.5x86TP=
23
30
N
22
.31
'
1.5x8 STP=
14
12
o
m 1
2
15
13
Sx8
4x6=
11
910 21�
Id
d
6x12 MT20HS=
4x10 MT20HS=
6x12MT20HS--
5x8 ¢ 3.00 12 5x8 4
LOADING (pall
SPACING-
. 2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.92
Ve art1.00 12-14 >470 240
MT20
244/190 -
TCDL 7.0
Lumber DOL
1.25
BC 0.92
Vert(CT) --1.49 12-14 >317 18b
MT20HS
187/143
BCLL 0.0 '
Rep Stress Inor.
YES
WEI 0.98
Hom(CT) 0.75 9 n/a n/a
BCDL '10.0
Code FBC2017rrP12014
Matrix -AS
:Weight: 1841b
FT= -PO
LUMBER-
-
.BRACING. -
TOP CHORD 2x4 SP No.1
-
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.1
- -
BOT CHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3
WEBS 1Row at midpt 6-14
WEDGE
Left: 2x4 SP No.3, Right: 2x4 SP No.3
REACTIONS. (lb/size) 2=152710-8-0, 9=1527/0-8-0
Max Hors 2=-212(LC 8)
Max Uplift 2=-791(LC 10). 9'--791 (LC 10)
FORCES. (Ila) - Max CompJMax. Ten. -All forces 250'(lb) or less except whenshown.
TOP CHORD 2-3=-4793/3044, 34=-4615/2897, 4-5=-5461/3481, 56=-5461/3481, 6-7=-5453/3475,
7-8=-4615/2897, 8-9=-4793/3043 - -
BOT CHORD .2-15- 2560/4319, 14.15=2173/3968, 12-14- 3089/5476, 11-12=-2174/3970,
- 9-11=-2559/4319
WEBS 445=-623/1216, 4-14=-962/1711, 5-14=-403/408, 6-12=-445/410, 7-12=-954/1701,
7-11=-622/1189
NOTES-.
. 1) Unbalanced roof live loads have been considered for this design:
.2) Wind: ASCE 7-10; Vult=160niph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=56ft; L=39ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-3, Interior(l) 2.7.3 to 5-0-13, Extedor(2) 5-0-13 to
" 12-11nterior(1) 12-11-3 to 26-4-13, Extedor(2) 26-4-13 to 34-3-3. Interior(1) 34-3-3 to 36-8=13, Extedor(2) 36-8-13 to 40-8-0
zone;C-Qfor members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate'gnp DOL=1.60
3) Provide adequate drainage to prevent water poling. -
4) All plates are MT20 plates unless otherwise indicated.. -
5) .This truss has been designed fora 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) All bearings are assumed to be SYP'No.2 crushing capacity of 565 psi.
8) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSVIPI 1 angle to grain formula. Building designer should verify ..
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 791 lb uplift atjoint 2and 791 lb uplift at
joint 9. 1 - -
10) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord. '
.Walter P. Finn PE No.12839
MTek USA Inc. FL Cert 6634
8904 Parke East Blvd. Tampa FL 33810 .
Date:
September 16,2019
QwAR-NG-Verlrycleslgnparametersard READ NOTES ON TNISAND MCLUDED MREKREFERANCEPAGEMIF741J rev. 16?[Xe2D5BEF0RE USE.
Design valid for use only dth Mire dic connectors. The design Is based only upon Wrometers shown and Is for an Individual building component, not
_
a truss system. Before use: the building designer must verify the applicability of design porometers,and property Incorporate this design Into the overall
building design. Bracing Indicated Ls to prevent buckling of individual truss web and/or chord members only, ADDlflonal temporary and permanent bracing
MiTek'
Is always required for stoolity and to prevent collapse with possible personal injury and property damage, For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and nuns systems, seeANStMil Gua6ly Cro*b. DS549 and BCSI BullComponent
6904 Parke East BNtl.
Sabo mloenotbrgvallable hom truss Plate Instltute.218 N. Lee street Sun. 312. Alexandria. VA 22314.
Tampa, FL 33610
Job
Tmss
Truss Type ,
Oty
Ply
LOT 3/5 WATERSTONE/FT PI
T18122338
2088731
A10
SPECIAL
1
3
_
Job Reference (optional)
nuvm nu QUU'al„=,nwe..r4, mm� wry, awrvram mnexnm,uaies, mc. mun cap io m:ao:b/Zulu
ID:gTgg7TJEsUWvxC9MhPEGISz5aO1-F3gZIS1 uDNyT97-rN4a7GBLY7viEILROIIZwe
Scale = 1:71.4
a•
.
x4:
6x8 =
2.4 II 4x6 =
7x10 =
2x4 II
6x8 =
6.00 12
4
25 5 26 6
7
27 B 28
9
3x4 i
3x4
3
10 I.
1.Sx8 STP=
1.Sx8 STP=
m1 2 - 1829
77 16
15
14
13 11 r7lm
d 6x12 MT20HS=
SxB = 6x12 MT20HS=
2x4 II
Sx8 =
30 12Ib 1'
. -
6x12 MT21H5=
3x8 3ooFm
-
4x6G -.
- LOADING (p5' SPACING- 2-0-0 CSI. DEFL. in ([cc) I/defl L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vari(LL) 1.12 15-16 >421 240
TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -1.3815-16 >341 180-
BCLL 0.0 ' Rep Stress Incr NO WB 0.63 HOR(CT) . 0.57 11 n/a n/a
BCDL 10.0 Code FBC2017rFP12014 Matrix-MSH
`LUMBER- - - BRACING.
TOP CHORD 2x4 SP M 31 -Except' TOP CHORD
4-7,7-9: 2x6 SP No.2 - BOT CHORD
BOT CHORD 2x4 SP M 31
WEBS 2x4 SP No.3
REACTIONS. (Ib/size) 2=3018/0-8-0, 11=3018/0-8-0
Max Horz 2= 170(LC 6) _
Max Uplift 2=-1779(LC 8),.11— 1779(LC 8)
Max Grav 2=3475(LC 13). 11=3475(LC 14).
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3_ 11253/54B4, 3-4=-12538/6080, 4-5=-16925/8460, 5-6=-16921/8454,
6-7=-19216/9674,7-8= 16755/8435,8-9=-16759/8440, 9-10=-12409/6079, -
10-11_ 11148/5484
BOT CHORD 2-18=-4848/10339, 17-18=-5566/12012, 16-17=-9456/19259, 15-16=-9414/19137,
'- 14-15=-9421/19124,13-14=5564/11757,11-13=-4846/10118
WEBS 4-18— 1406/3383,4-17=-2823/5436;5-17=-785/635,6-17=-2550/1314, 6-16=0/296,'
7-15=0/295,7 14=-2520/1299,8-14=-793/633,9-14=-2808/5409,9-13— 1405/3326,
3-18=-748/1660,10-13= 756/1681
PLATES -
GRIP
"MT20
244/190
MT20HS
187/143
Weight: 6241b
FT=20%
Structural wood sheathing directly applied or 6-0-0 oc pur ins.
Rigid ceiling directly applied or 10-0-0 cc bracing.
NOTES-
• aj 3-ply truss to be connected together with 10d (0.131•x3°) nails as follows:
Top chords connected as follows: 2x4 1 row at 0-9-0 oc; 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - i row at 0-9-0 oc.
Webs connected as follows: 2x4 - P row at 0-5-0 cc, Except member 17-4 2x4 -1 row at 0-9-0 cc, member 5-17 2x4 -1 row at 0-9-0
cc, member 17-6 2x4 - l row at 0-9-0 oc, member 6-16 2x4 - l row at 0-9-0 do, member 16-7 2x4 - l row at 0-9-0 cc, member 7-15
2x4.- 1 now at 0-9-0 cc. member 14-7 2x4 -1 row at 0-9-6 oc; member 8-14 2x4 - 1 row at 6-9-0 cc, member 14-9 2x4 - 1 row at
0-9-0 cc, member 3-18 2x4 - 1 row at 0-9-0 cc, member10-13 2x4 -1 row at 0-970 cc.
2) All loads are considered equally applied to allplies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
.4.) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15fk B=56ft; L=39ft; eave=5tt; Cat.
II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) All plates are MT20 plates unless otherwise indicated- _
7) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads.
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 2-0-0 wide
will fit between the bottomchord and any other members.
9) All:bearings are assumed to be SYP No.2 crushing capacity of 565 psi.
10) Bearing at joint(s) 2, 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity
WARNING -Verity design
fill, 115,idF1Jg .].14rFMA
Walter P. Finn PE No.22839
MTek USA, Inc. FL Ced 6634
6904 Parke East Blvd. Tampa FL 33810
Dale:
- September 16,2019
chord
MiTek'
69N Parse East Blvd, -
Tampa,FL 33610
Job
Truss
Truss Type r r
Ory
Piy
LOT 3/5 WATERBTONE / FT PI
T78122338
2088731
A10
SPECIAL
1
3
Job Reference (optionap
umlaers Flrstsource (ream uly, ry, riarn cny, I-L-a3btif, b.z4u s Jul 14 zing Muerc m0usmes, mc. Ivnon bep to rr.3a:ei eu19 raga
' ID:gTgg7TJEsUW_xC9MbPEGISz5aO1-F3gZIS1 uDNyT97TN4a7CBLY7viEjLROIIZweAydlxO
NOTES-
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1779111 uplift at joint 2 and 1779 lb uplift at joint 11.
'12) Girder carries hip end with 7-04) end setback.
13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 733 lb down and 321 Ib up at 32-4-0, and 733 lb down and 321 lb up
at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard _
1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 14=-54, 4-9=-113(F=58), 9-12=-54, 19-29=-20, 18-29=42(F=-22), 13-18=-42(F=-22), 13-30=42(F=-22), 22-30=-20
Concentrated Loads (Ib) m'
Vert: 29=475(F) 30=475(F)
0
oe-
,&WARNING-VedtydeslgnParamerwaand READ NOTES ON THISANO INCLUOED MREKREFERANCEPAGEMM174Tarcv. fNDa/Ip1SSEFOREUSE
Design valid for use only with MnekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
buildingdeslgn. Bracing indicated is to prevent buckling of lndMdual truss web and/or chord members only. Additional temporary and permanent bracing
'MiTek'
a always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, Mesas. delivery, erection and bracing of frusses and true systems WEANSVIPII Qua lih Criteria, OSBA9 and SCSI Building Component'
Safety lnfoanaliamcf c loble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexontlrla, VA 22 14.
6904 Parke East 6Ntl.
Tempe, FL 33610
Job
Truss
Truss Type
Oty Ply
LOT 3/S WATERSTONE/FT PI
r 1
T18122339
2088731
Sol
COMMON
5 1
Job Reference (optional)
uuem "al aumue 1r,nur Illy, rr.l, r,am Illy, IL- 0000r,
w eV IC rvn 1 urt mausmns, mc. man aep 10 10;40:ZU Zulu
3x4
5
6.00 12
20
2z4 \\
3
n33�
19
2
�1
12
- 23
11
3x4 =
41,6 =
3x4 =
14.2-12
. 5-9-4
- R c R
21
10
3z4
2x4
7
hYA
Scale=1:36.5
3z4 =
IateOffsets(XY)--
I5:0-2-150-1-e1--
...
-
LOADING (pso
SPACING- 2-n
CSI.
DEFL.
in (too)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.36
Vert(LL)
' 0.32 10-12
i749
240
MT20 - 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.83
- Vert(CT)
-0.50 10-12
>478
180
BOLL 0.0 '
Rep Stress Incr YES
WB -.0.29
Horz(CT)
-0.04 8
. n/a
rJa
BCDL 10.0
Code FBC2017ITP12014
Matrii
-
_
Weight: '941b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 _ _ TOP CHORD Structural wood sheathing dtrectlyapplied.
BOT CHORD 2x4 SP No.1 .. BOT CHORD . .Rigid ceiling directly applied. '
WEBS 2x4 SP No.3 -
REACTIONS. (lb/size) 2=982/0-8-0, 8=962/0-8-0
Max Horz 2=230(LC 9)
Max Uplift 2= 533(LC 10), 8=-505(LC 10)
Max Grav 2=1024(LC 15), 8=1006(LC 16)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. -
TOP CHORD 2-3=-1853/1221, 3 4=-1740/1201, 67=-1750/1220, 7-8=-1864/1244
BOT CHORD 2-12=-922/1766, 10-12=-641/1246, 8-10=-950/1609 WEBS 7-10=-256/238, 4-6= 1119/967,.4-12=-309f744, 6-10=-3371755 "
NOTES-
1) Unbalanced roof live loads have been considered for this design. -
2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=56ft; L=39ft; eave=5tl; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-7-3, Intedor(1) 2-7-3 to 6-0-13, Extedor(2) 6-0-13 to
13-11-3, Intedor(1) 13-11-3 to 17-0-13, Extedor(2) 17-0-13 to 21-0-0 zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60 -
3) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL= 10.Opsf. _ -
5) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 533 lb uplift at joint 2 and 505 to uplift at -
joint8. "
7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2° gypsum
- sheetrock be applied directly to the bottom chord. -
•'LOADCASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Increase =1.25, Plate Increase-1.25
Uniform Loads (plt) - —
Vert: 1-5=-54, 5.9=-54; 12-13=.20, 10-12= 60, 10-16=-20 '
WaBM P. Finn PE No.22839- ,
MTek USA, Inc. FL Ced 6634
6904 Parke East ENd. Tampa FL 33610
Date:
September 16,2019
Q WARNING -Vedry design peremerersand READ N07ES ON INS ANOWCLUOEO MIrEK flEFEIiANCE PAGE M6)473re¢MAY10 if5BEFORE USE
-
Design valid for use oNywlmMSEt®connectors. This design s based only upon parameters shown and is for on lndlvduol building component not
a truss system. Before use, me building designer must verify the oppllcablllN of design parameters and properly Incorporate this design Into me overall
buildingdesign. BiddingIndicatedistopreventbucklingofIndividualfiveswebantl/or chord members only. Additional temporary and permanentbrccing
MiTele
Is always equired for stability and to prevent coilopse with posable personal injury and property damage. For general guidance regarding the �
r-
fabrication storage. delivery, erection and bracing of incases and truss system% seeANM/IP11 Quality CmKda, DS849 and BCQ Ealdllp Companent
69M Parke East BNd.
Sabry tnlomsatbrnvolloble harp Truss Plate lnsllMe. 218 N. Lee Sheet Suite 312. Alexandra, VA 22314,
Tampa, FL 33610
Jab
Truss
Thus Type -
Cry
Ply
LOT 3/5 WATERSTONE / FT PI
1 1
T78122340
2 888731
B01S
COMMON _
3
1
Job Reference (optional)
bullets rlmlcourcu Inam filly, rL), rare Illy, rL- JJaU/, e.L4u s dui 14 Lu1 e, ml IeK mausmes, Inc. man Jep lb 13:40:JU zu1B Page 1
ID:gTgg7TJEsUW_xC9MbPEGISz5a01-feWiwT3mW IK10bCyfr7rgmz4k7eCwnzgRjnaFVyd1 xN
-1-4-0 4-3-11 8-2-] 10-0-0 1" We
15.8.5 19-8-0
1-40 1 4-3-11 1 Al 12 1-9-9 1-9.9 3-1042 ~ 3-11-11 --1
6.00 12
2x4 \\
3
17
3x4
5
axe i 3.8 C
4 6
19
2x4
7
to 20
5.8 -
21 9
3x4 =
Scale = 1:35.3
3x4 = 3x6 C
5-9-4 14-2-12 19-8-0
5-O.d. x p I I
Plate Offsets (X Y)--
[5:0-2-15 0-1-81 [8:0-0-15,0-1-81 [10:0-4-0 0-3-41 -
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(too)
Well
Ud
PLATES GRIP
TCLL ' 20.0
Plate Grip DOL . 1.25
TC . '0.44
Vert(LL)
0.33
9-10
>712
240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.84
Vert(CT)
-0.51:
9-10
>462
'180
BCLL 0.0 '
Rep Stress [nor YES
,WB 0.29
- Hom(CT)
0.04
8
Na
WE
-,
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Weight: 92 lb FT=20%
LUMBER- -,
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.t
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
REACTIONS. (lb/size) 8=897/0-8-0, 2=968/0-8-0 -
- Max Horc 2=220(LC 9)
Max Uplift 8=-424(LC 10), 2- 528(LC 10) _
Max Grav 8=938(LC 16), 2=1008(LC 15)
FORCES. (Ib) -Max. CompJMax. Ten. - All forces 250 (lb) artess except when shown.
TOP CHORD 24=-1821/1219, 3-4=-1707/1199, 6-7=G 641/1202, 7-8=-1744/1226
BOT CHORD 2-10=-981/1725, 9-10=-698/1196, 8-9=-996/1488
WEBS 3-10= 258/216, 4-6=-1091/968, 4-10=.312/752, 6-9=318/657
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOTCHORD ,Rigid ceiling directly applied.
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124rnph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=56ft; L=39f ; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-3. Interior(1)'2-7-3to 6-0-13, Extedor(2).6-0-13 to
13-11-3, Intedor(1) 13-11-3 to 15-8-13, Exterior(2) 15-8-13.to 19-8-0zone;C-C for members and farces & 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 Phord rive load nonconcurrent with any other live loads.
4) • This truss has been designed for alive load of.20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide
will fit between the bottom chord and any other members, with BCDL= 10.0psf. -
- 5) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. -
6) Provide mechanical connectioll others) of truss to bearing plate capable of withstanding 424 lb uplift at joint 8.and 528 lb uplift at
joint 2. -
7) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the lop chord and 1/2' gypsum
• sheetrock be applied directly to the bottom chord.
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1•25
Uniform Loads (pIQ
Vert: 1-5=-54, 5-8=-54, 10-14= 20, 9-10i 9-11=-20 .
Walter P. Finn PE Np.22839
MTek USA, Inc. FL Cod 6634
6904 Parke East Blvd. Tampa FL 33510
Data:
September 16,2019
Q WARNNG-VedlydeslgnpzrAmefelaead READ NOTES ON WISANDWOLUDEDM/TEKREFERANCEPAGEM67473rex. M03,2015 BEFORE USE
Design valid for use only with Milreka connectors. lhls design is based only upon parameters shown, and Is for on Individual building component, not
��-
a truss system. Before use, the building designer must verily the applicobilityof design porcmeters.and properly Incorporate this design Into the overall
building design. Bracing Indicated b to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent loading
WOW
WOW
Is always required for stability and to prevent collapse with possible personal Injury antl property damage. For general guidance regarding Me
fGbrication, storage. delNery, erection and bracing of horses and hum systems, seeAffir iPll Quality Criteria. DSB49 and SCSI Building Compansnt
Safety lnformalclisc lbble from Tram Plate Institute,218 N. Lee Steel, Suite 31Z Alexandria, VA 22314.
69M Parke Easl BNd.
Tampa, FL 33610
Truss
Thus Type
Oly
Ply
LOTS/S WATERSTONE/FT PI
F28731
r 1
T18122341
B04
GABLE
1
1
_
Job Reference (optional)
ounces rlrslaource.mans s 11y, ry, rmm ury, rL- ddaor,
a.z4o 5 aw r4 zD is mi r art inausnies, inc. mon oep 10 r:T.Jd:31 Zulu
4x6 Q
6
a
Scale = 1:36.6
-^ 10 11 lb
10 14 14 12 "^� -
2x4 II 2x4 11 2a4 11
2x4 11 5.6 = 2x4 11 2x4 11
20.0.0
20.0.0 -��---
PlateOHsets(XY)- [6:0-3-20-2-01 [14:0-3-00-3-01 - - -
- - - ---� --- -
LOADING (psQ
- SPACING. 2-M
CSI.
DEFL. in. (too) Well L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.28
Vert(LL) 0.00 10 rdr 180
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.11
Vert(CT) 0.01 11 run 120
BCLL " OA..'
Rep Stress Incr YES
WB 0.10
Horz(CT) 0.01 10 n/a . n/a
BCDL 10.0
Code FBC2017/FP12014
Matdx-SH
-
Weight: 100 lb FT=20%
LUMBER-
BRACING-
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 6-0-0 do pudins.
BOT CHORD 2x4 SP N0.2 P -
BOT CHORD ,Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 -
REACTIONS. All bearings 20-0-0.'
(Ib) - Max Hom 2=-232(LC 8)
Max Uplift All uplift 100 lb or less atjoint(s) 17,13 except 2=-170(LC
10). 16=-102(LC 10). 18=-154(LC 10).
14=-102(LC 10). h2=-154(LC 10), 10=-170(LC 10)
' Max Gmv All reactions 250 lb or less at joints) 2, 15,16,17, 14. 13,
10 except 18=321(LC 15), 12=320(LC "
16)
FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 Pb) or less except when shown.
TOP CHORD 5-6=-96/395, 6-7=-96/395
.
WEBS ' 5-16=149/319, 3-18=-232/350, 7-14=-147/319, 9 12=-231/350
Ia
NOTES-
1) Unbalanced, roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=56ff; L=39ft; eave=2ft; Cat. -
II; Elp C; Encl., GCpi=0.18; MINERS (directional) and C-C Comer(3) -11-4 -0 to 2-7-3, Extedor(2) 2-7-3 to 6-0-0, Conri 6-0-0 to
14-0-0, Extedor(2)-14-0-0 to.17-4-13, Comer(3) 17-4713 to 21-4.0 zone;C-C for members and farces & MW FRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
,
Gable End Details as applicable, or consult qualified building designer as per ANSVTPI.1.
'
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 2-0-0 oc.
6) This truss has been designed fora 10.0 psf bottom chard live load nonconcurrent with any other live loads.
7) ' 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:.
.. ..
8) Lumber designated with a °P° is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where
-
• used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other
_
suitable treatment may be used if it does not corrode the plates. If'ACO, CBA, or CA-B treated lumber is used, improved corrosion
protection is required, and G785 galvanized plates maybe used with this design. Incising factors have not been considered for this
design. Building designer to verify suitability of this product for its intended use.
9) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi.
'
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 17, 13 except
Waller P. Finn PE No.22639
at=lb) 2=170,'16=102, 18=154; 14=102, 12=154, 10=170.
MDek USA, Inc. FL Carl 6634
'
6904 Parke East BNd. Tampa FL 33610
-
Date:
September 16,2019
Q WARNING-Verirydaiien parametersond READ NOTES ON THISAND INCLUDED xmEKRE iib4NCEP4GEM&74M re¢ Ia,11312e15BEFORE USE
Design valid for use only with Maei connectors. This design Is based only upon parameters shown and Is for an hall building component, not
a trust system. Before use; the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to preventbucaing of individual nuns web antl/or chord members only. Additional temporary and permanent bracing
'MtTlek-
balwaysleauvedforstabilityandtopreventcollapsewithpancerpersonalInuryondpropertydamage, For general guldonce regarding the
fabrication storage, deltvery, erection and bracing of trusses and truss systems seeANSU1PI1 Quality Creedal. D3549 and SCSI Iwttlhp Component
69N Parke East Blvd.
Safety Infoenationavallable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type r r
Cry
Ply
LOT 3/5 WATERSTONE/FT PI
a T18122342
2088731
C1P
Jack -Open Truss
4
1
Job Reference o tional
wmnrs rrsraumue sriam w" ry, Haul wy, r, - JJ..1. a.zru s ew 142V I e mr I ea umusmes, mc. mon bep lb 1J:Ja:UZ 2019 Page 1
ID:gTgg7TJEsUW_xC9MbPEGISz5aO1-b1 eSL9502vaIGuMLmGAJvB3T_wXOOIY7ul GhJNydlxl_
Scale =1:7.6
a
LOADING (psf)
SPACING- 2-0-0
_ CSI.
DEFL. in (Joe) Well , Ud
-PLATES GRIP
- TCLL 20.0
Plate Grip DOL 1.25
TC 0.20
Ved(LL) 0.00 5 >999 240
MT20-2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.04
Ven(CT) 0.00 5 >999 ISO
BCLL 0.0
Rep Stress [nor YES
WB 0.00
Horz(CT) 0.00 4 rJa r✓a
-
BCDL 10.0
Code FBC2017ITP12014
Matdx-MP
Weight: 5lb FT=20%
LUMBER- QV _ BRACING -
TOP CHORD 2x4 SP No.2 - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc pudins. '
BOT CHORD 2x4 SP No.2 GOT CHORD - Rigid ceiling directly applied or 10-0-0 oc bracing. -
REACTIONS. (lb/size) 3=-3/Mechanical, 2=158/0-4-0, 4=-15/Mechanical
Max Horz 2=79(LC 10) -
Max Uplift 3=-6(LC 7), 2=-213(LC 10), 4=-23(LC 15)
Max Grav 3=15(LC 10),2=158(LC 1); 4=32(LC 10) . n
FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=S.Opsf; h=15fty B=56ft; L=39ft[eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left 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 lost bottom chord live load nonconcurrent with any other live loads. '
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) All bearings are gssumed to be SYP No.2 crushing capacity of 565 psi.
5)Refer togirder(s) for truss to truss connections. - ..
6) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=Ib)
2=213.- --
Walter P. Finn PE No.22839
lij USA, Inc. FL Cer16634
6904 Parke East Blvd. Tampa FL 3361D
Dale:
September 16,2019
QWABNING7V.4fyEedignpemmetell.dNEADNOMSOMMISANDWCLUDEO M?EKNEFEBANCEPAGEMIP74Mmv.l6 OISBEFOBEUSE
Design valid for use orry with MItokOrs connectors. lhIs design s based only upon parameters flown, and Is for on Individual building component, not
��-
a muss system. Before use, the building designer must verity the cppllcablllty of design parameters, and properly Incorporate this design Into the overall
bulldingdeslgn. Bracing indicated is to prevent buckling of lndNldual truss web and/or chord members only, Addifonal temporary and permanent bracing
MOW.
Is always required for stability and to prevent collcpse with possible personal Injury and propene damage. For general guidance regarding the
-
fabrication, storage. delivery. erectiorlond bracing of trusses and buss systems, seeANSVIPII QuolNy Criteria, DS549 and BCSI Building Component
6904 Parke East Blvd.
Safety lnfoanahmars,ailabie from Truss Plate Institute. 218 N. Lee Sfrect. Suite 312. Alexontltla VA 22314.
Tampa, FL 33610
Job
Ties
Truss Type 1
Oty
Ply
LOT 3/5 WATERSTONE/FT PI
1
T18122343
2088731
Civ
SPECIAL
4
1
Job Reference (optional)
oormers nrsmomw trim"guy, r" nam Iny,"-moor,
a.2au s Sur 14 [um MI I arc Inousmes, Inc. man Sep 1 a 13:3B:3L 2019 Page 1
ID:gTgg7TJEsUW_xC9MbPEGISz5aO1-b1 eSL9502vaIGuMLmGAJvB3r wXPOIY7u1 GhJNydl xL
0-11-4
0114
Scale =1.7.6
66
Plate Offsets --
f2:0-0-15 Edael
- -
-
- - -
LOADING (psi)
SPACING- 2-0.0
CS].
- DEFL.
in
(loc)
;Vdefl ,
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.20
Vert(LL)
0.00
7
>999
240
MT20 244/190 -
TCOL 7.0
Lumber DOL - 1.25
BC 0.04
Vert(CT)
0.00:
7
>999
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00 -
Horz(CT)
0.00
2
n1a
n/a
BCDL. 10.0
Code FBC2017/TPI2014
Matrix -MP
Weight 5lb FT=20%
LUMBER- BRACING- -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-114 oc our ins.
BOT CHORD 2x4 SP N0.2 BOT CHORD - Rigid ceiling directly applied or 6-0-0 oc bracing. .
REACTIONS. (lb/size) 3=-4/Mechanical, 2=15B/0-8-0, 4=-14/MechanimI -
Max Hom 2=79(LC10)
Max Uplift 3---4(LC 1), 2=-181(LC 10), 4=-14(LC 1) - - -
Max.Grav 3=15(LC 10), 2=158(LC 1), 4=35(LC 10)
FORCES. (I s) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown..
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=5.Opsf; h=15ft; B=56f; L=39ft; eave=5f ; Cat.
11; Exit C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone:C-C for members and -forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
3) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-01all by 2-0-O wide
Will fit between the bottom -chord and any other members.
4) Beatings are assumed to be: Joint 2 SYP No:2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi.
.5) Refer to girder(s) for truss to truss connections.
6) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 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 1001b uplift at joint(s) 3, 4 except (jt=lb)
2=181. - . 1.
Walter P. Finn PE No.22839
_ MTek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
September-16,2019
- r
Q WARNING -Vedlydesign PansnemrsendREAO NOTES ON THISAND INCLUDED MITEKREFERANCEPAGEM11-7473rex. 101N3Q015BEFOREUSE.
_
Resign valid for use only with MRekS connectors. This design is based only upon parameters shown, and is for on individual building component. not
a truss system. Before use, the building designer must verify me appilcabllity of design parameters and properly Incorporate this design Into the overall -
buatlingaedgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Mt'�®k'
Isalwoys rec Urod for stability and to prevent collapse with pouble personal injury and property damage. For general guidance regarding the
fabrics on: storage. delivery. erection and bracing of trusses and muss system% seeAN991Nt Quaint/ CmeM; B66d9 and SCSI Balding component
6964 Parke East Blvd.
Safety InformalbrrnoJoble from Truss Plate Institute, 218 N. Lae Street. Suite 312, Nexa: VA 22314.
Tampa. FL 33610
Job
Truss
Truss Type I f
Oty
Ply
LOT 3/5 WATERSTONE/FT PI
T18122344
2088731
03P
Jack -Open Truss
4
1
Job Reference (optional)
imvm rimrovu.w p,c.n vny,. ry, rmm wy, r-uuaor,
1
cavJdW wzuiu mllenrnauslnes, mc. monoeP10Ij;Je:JJZu1e Yagel
ID:gTgg7TJESU W_XC9MbPEGISz5a01.3DCgN6epDictWK_hYSPbekKr87CoH7h0Ergydl xK
2-11-4
2-11-4
Scale =1:12.7
2-11-4
2 11 4
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Wall Ud PLATES GRIP
TCLL 20.0 "Plate Grip DOL 1.25 TC 0.20 Ven(LL) 0.01 4-7 >999. 240 MT20 244/190
TCDL . 7.0 Lumber DOL- '1.25 BC 0.13 Ved(CT) -0.01 4-7 >999 180 -
BCLL 0.0 - Rep Stress [nor YES W B D.00 Horz(CT) -0.00 3 . n/a n/a -
BCDL 10.0 Code FBC2017/rP12014 Matdx-MP Weight: 12 lb .FT=20%
LUMBER- BRACING-
TOP'CHORD 2x4 SPNo.2 TOPCHORD Structural wood sheathing directly applied or 2-11-4 oc puffins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. -
REACTIONS. (lb)'size) 3=59/Mechanical; 2=195/0-4-0, 4=30/Mechanimi .
Max Horz 2=132(LC 10) -
- Max Uplift 3=-62(LC 10), 2=-212(LC 10). 4=-41(LC 7) -
Max Grav 3--64(LC 15), 2=195(LC 1); 4=49(LC 3)
FORCES. (Ib) -Max. Comp./Max. Ten. All forces 250 (Ib) or less except when shown. ,
NOTES- —
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; B=56ft; L=3910 eave=5ft; Cat. -
11; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exierior(2) zone; porch left 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 psi bottom chord live load_ nonconcurrent with any other live loads. _
3) • This truss has been designed for a live load of 20.Opsf on the bottom chordinall areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members. _
4) All bearings are assumed to be SYP No.2 crushing capacity, of 565 psi. -
5) Refer to girders) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding100Jb uplift at joint(s) 3, 4 except (jt=lb) -
2=212: .. -
Walter P. Finn PE NoM2 9 e
MTek USA, Inc. FL Ced 6634
6904 Parke East Blvd. Tampa FL 33B10
Date:
- September 16,2019
AIN INO-VeriNdeergnpmemetersend AEAD NOTES ON MIS AND INCLUOEQMBEKBEFENANCEPAGEMD74Z1mv 1011W015BEFOBE USE
Designvolld for use only,with MiieMconnectors. The design is based only upon parameters shown and is for an Individual building component, not
- -
- a truss system. Before use, Me building designer must verify the cppllcablllty of design parameters and propedy Incorporate this design Into the overall
bulIdIng design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additlonal temporary and permanent bracing
MfTek- .
Is always required for stability and to prevent collapse WM possible persand injury and property damage. For generaiguldonce regarding the
fabdcatlon, storage. delivery, erection and brdcing of trusses and truss systems weANSU1Pll Coal Cdbdol DSB49 and BCSI Building Component _
6904 PaAe East Blvd.,
Safety lnformalloncvalloble from Truss Plate lnSBtute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314,
Tampa, FL 33610
Job
Truss
Type r
Oty
Ply
LOT 3/5 WATERSTONE/FT PIT18122345
=SMPESCIAL
2088731
C3V
4
1
Job Reference (optional)
Dwwers rnsrauww lr,u,a �Ityl'y, riam teiy, r�-aoaar,
-1-4-0
1-4-0
D.zra sew w[am mu art muosmea, um. monaep 10 io:oo:ag[ule Val
xC9MbPEGISz$a01-YPICmr6HaWrTVCWjuhCn cBpUkC7sf20MLmnOGydlxJ
Scale = 1:12.7
3
1
1n I I- a D..er
LOADING (psQ
SPACING- 2-M
CSI.
DEFL. in
(too) Well L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC' 0.20
Vert(LL) -0.00
4-7 >999 240
MT26 244/190 '
TCDL 7.0
Lumber DOL .1.25
BC 0.08
Vert(CT) -0.01
4-7.>999 180
BCLL 0.0
Rep Stress lncr YES.
WB 0.00
.Hom(CT) 0.00
3 n/a n/a
,
- BCDL 10.0
Coate FBC2017/TPI2014
Matdx-MP
Weig)1t 121b FT=20%
LUMBER- _
.BRACING-
- -
TOP CHORD Px4 SP No.2
-
TOP CHORD
Structural wood sheathing directly applied or2-11- . oc pudins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 3=58/Mechanical, 2=193/0-8-0, 4=29/Mechanical
Max Horz 2=130(LC 10)
' Max Uplift 3=-54(LC 10)k2=-149(LC 10) "
Max Grav3=72(LC 15),.2=194(L615), 4=49(LC 3) -
FORCES. (16) -Max. CompJMax, Ten. -All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE7-10; Vult=160mph (3-second gust) Vasd=124ri TCDL=4.2psf; BCDL=5.Opst h=15ft; B=56ft; L=39ft; eave=5ft; Cat.
'
II; Exp'C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate gdp DOL=1.60
2) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads.
3)' This truss has been designed fora 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) All begsare assumed to be SYP No.2 crushing capacity of 565 psi.:
ario
-
5) Refer togirder(s) for truss to truss connections.-'
6) Bearing at joint(s) 2 considers parallel to grain value using ANSIMPI 1 angle to grain formula. Building designer should verify
"
capacity of bearing surface.,.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 3 except 0,1=11b)
2=149. "
.. .. -
.a
--
Walter P. Finn PE No.YY619
-
- -
MRek USA, Inc. FL Cedfi6%
_
69H Parke East Blvd. Tampa FL 33616
Date:
September 16.2019
0 WAfl VIl Verilydesind pammefersand HEAD NOTES ON THISAND INCLUDED MITEKFEFEFANCEPAGEM674larex. ID11Y1015eEFOFE USE
Deslgnvalid foruse onlywlm Mmekdaconneclors.Th6design is based only upon poremeterssirl Chat isforan Individual building component not
a trusystem. Before use, the building designer mug verify Me applicability of design Incarnations and properly Incorporate this design Into the overall
buss llding design. Bracing Indicated b to prevent buckling of Individual truss web and/or chord members only. Additional temperory, and permanent brocing
WOW
Is always required for stability and to prevent collapse with possible personal Injury and properly Combge. For generol guidance regarding the
-
fabdcation, storage. Calvary, erection and brocing of musses and Cuss systems. seeANSVIPII Qua lXv Criteria. 056-09 and BC3t Bull Component
69M Parke East BNd..
Safety informations able from Truss Plate lnintuta.218 N. Lee Sheet, Suif0372, Alexontlrlo. VA 22314.
Nampa, FL 33610
Job
Truss
Truss Type I I .
Oty
Ply
LOT3/5 WATERSTONE/FT PI
T18122346
2088731
CSP
JACK -OPEN
4
1
Job Reference (optiona0
uunoers rlrstsource trlam ury, I-L), rlam clry, VL-33bB1,
-1-0-0
M
GJUl142U1e MIIeKlnausmee,lna. MOO Sep 1B 13:3B:342019 Paget
IPEGISz5aQl-YPICmr6HaW fTVCW1uhCi _c8k5k6hsf20MLmnOGydl xJ
Scale = 1:17.6
LOADING (psQ
SPACING- -
2-0-0
CSI. -
DEFL. in
(loc)
-Vdefl
Ud .
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC' '0.55
Ven(LL) 0.11
4-7
>514
-240' .
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.50 -
Vert(CT) 0.10,
4-7
>589
180
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.00
3
n/a
n/a
BCDL 10.0 Code FBC2017/rP12014 - - MatnX-AS Weigh
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 - TOP CHORD Structural wood sheathing directly applied.
BOT CHORD .2x4 SP No.P BOT CHORD :Rigid ceiling directly applied.
REACTIONS. (Ib/size) 3=114/Mechanical, 2=262/M-8, 4=57/Mechanical
Max Horz 2=185(LC 10) ' -
MaxUplift3=-124(LC 10). 2=-261(LC 10), 4=-73(LC 10)- -
- Max Grav 3=124(LC 15), 2=262(LC 1), 4=86(LC 3) _
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. - -
NOTES-
1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; B=56ft; L=39ft;.eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) zone; porch left exposed;C-C for members and forces & .
MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - -
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in at I areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottomchordand any other members: '
4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi.
5) Refer.to girder(s) for truss to buss connections. -
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=Ill)
'3=124,2=261. - -
7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied'directly to the bottom chord. -
Walter P. Finn PE No.22639
MTek USA, Inc. FL Cod 6634
6904 Parke East Bind. Tampa FL 33610
Date:
September 16.201
JD
Q WARNWG-V dfydeelgn parzmerereaed READ NOTES ON TMSAND /NCLUDW MITEKREFERANCEPAGEMX74MMV. 10=015BEFORE USE
Design valid for use only with Mirsi connectors. Tins design is based only upon parameters shown• dnd is for an individual building component not
-
a truss system. Before use, me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design.Brccing indicated is to prevent buckling of lndlvlducl fnssweb and/or chord members only. Atltliflonal temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal lnlury and property damage. For general guldonce regarding the
fabrication, storage. delivery, erection and bracing of trusses and truss Systems, seeANSVrpll QuaOry Call OSB-69 and BCSI building Component
6904 Palle Bear Bind.
Safety lnfemmtbmvaloble from Truss Plate Institute.218 N. Lee Sheet. Suite 312 A19xdndrlo• VA 22314. -
Taii R. 33610
Truss
Truss Type s 1
Oty
Ply
LOT 3/S WATERS TONE/FTPIT78122347
r2O'88731
CSV
SPECIAL
4
1
Job Reference (optional)
21 niawuu,vo ( part Uly, rmil, riaT Illy, 11-•]a0or, 8.240 J dW w 20i9 MITe6 mousmes, Inc. man Jep Io io:Jo:JJ Luiu Page l
ID:gTgg7TJEsUW�C9MbPEGISz5a01-OcJb B7vLqzK7M5wROjOXgh)l8TSb6IZa?VLwiydlxl
-1-4-0 4-11-4
1-4-0 4-11-4 r
Scale = 1:17.6
3
0
Plate Offsets (X Y)--
f2:0-0-15 Edger - -
-
-
- -
- --- - -
LOADING (pso
SPACING- 2-0-0
CS].
in
(too)
Udell
L/d
PLATES GRIP
TCLL - 20.0
Plate Grip DOL 1.25
TC '0.42
_DEFL.
Vert(L-)
' 0.05
4-7
>999
240
MT20 244/190
TCDL 7.6
Lumber DOL 1.25
BC '0.33
Ven(CT)
-0.05
4-7
>999
180
• BCLL 0.0 '
_
Rep Stress lncr YES
WB 0.00
-Horz(CT)
-0.01
3
n/a
n/a
_
'
.BCDL 10.0
Code FBC2017/71`12014
Matrix -AS
Weight 18 to FT=20%
'LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 - - TOP.CHORD Structural wood sheathing directly
"
applied.
BOT CHORD 2x4 SP No.2 SOT CHORD Rigid ceiling directly applied.
REACTIONS. (lb/size) 3=113/Mechanical, 2=260/0-8-0, 4=55/Mechanical
Max Horn 2=183(LC 10) -
:' w_Max Uplift 3= 111(LC 10). 2_ 160(LC 10) -
-
Max Grav 3=136(LC 15), 2=263(LC 15), 4=85(LC 3) -
.FORCES. (lb)- Max. Comp✓Max. Ten. -All tomes 250.(Ib) or less except when shown.
NOTES-
1) Wind: ASCE7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ff; B=56ft; L=39ft; eave=5ft; Cat.
"11; Exp C; Enc1.,.GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions -
-
shown; Lumber DOL=1.60 plate.grip DOL=1.60 ..
.. 2) This truss has been designed fora 10.0 psf bottom chard live load nonconcurrent with any other live loads.
3) ' This truss has been 'designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
e
. 4) All beatings are assumed to be SYP No.2 crushing capacity of 565 psi:: - -
5) Refer togirder(s) for truss to truss connections.
" 6) Bearing at joints) 2 considers -parallel to grain value using ANSVTPI 1 angle tograin .formula. Building designer should verify
'
capacity of beating surface.. - -
-
.7) P(ovide mechanical connection (by othersi truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (1t=lb)
3=111, 2=160.
. 6) This truss design requires that-h minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum
sheetrock be applied directly to the bottom chord. --
tl
-
Walter P. Finn PE No.22839
_
_ -
MDek USA, Inc. FL Ced 6634,
'
8904 Parke East Blvd. Tampa FL 33810
Date:
September 16,2019
AWARNING- Verifyd sdgnparemefareandRE DNOTESONTNISANOWCLUOEOMIfEKNEFERANCEPAGEM/N4Mml,1003iiWISBEFOBEUSE
Design volld for use only wsh win Mil connectors. This design Is based only upon parameters own, and Is for an Individual building component, not
�,'
a buss system. Before use, the building designer must verify the applactilllty, of design porometers,and properly Incorporate this design Into the overall
building design, Bradng Indicated is to prevent buckling of individual Was web and/or chord members only..Addltlonal temporary and permanent brocing
p•
MiTek
Isalways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
- _-
fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSUIPII Cuady Ciffei DSB-89 and SCSI Building Component' -
6904 Pai East Blvd.
'- Softy mformu f onavollable from Truss Role Insimate. 218 N. Lee Sheet, Suae 312 Alexandria VA 22314.
Tampa, FL 33610 '
Job
2088731
Truss
DOI
Truss Type r y
COMMON
City
2
Ply
1
LOT 3/5 WATERSTONE/FT PI
T18122348
Jab Reference fo01'onall
6.8-0
r 1-4-0 6.8.0
e
3.4 =
a
Sz8
3
V xC9MbP
Inc. munaep It, 13:Ja:Jb2uIu
BIWf676EF4105sXo6KYnjpeFul
1. 3x4 =
Scale=1:27.3
la_
'LOADING (pso
SPACING- 2-0-Q
CSI. -
DEFL. in (lac) Well L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL -1.25
TC 0.46
Vert(LL) 0.06 6-9 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.43 -
Vert(CT) -0.10 - 6-9 >999' 180
BCLL 0.0
Rep Stress lncr YES
WB 0.11
HondCT) 0.01 4 n/a rda
-BCDL 10.0
Code FBC2017f TPl2O14...
MafiX-AS
Weight: 511b FT=20%
LUMBER- .BRACING- "
TOP CHORD 2x4 SP No.2 - _ TOP CHORD Structural wood sheathing directly applied. - --.
BOT CHORD 2x4 SP No.2 _ BOT CHORD .Rigid ceiling directly applied.
WEBS 2x4 SP No.3.
REACTIONS. (lb/size) 2=565/0-8-0; 4=565/0-8-0
{
Max Hom 2=-164(LC 8) - .
Max Uplift 2=-333(LC 10). 4= 333(LC 101
FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3_ 693/572, 3-4=E93/572
-2-6=-271/566,4-6=-271/566
BOTCHORD
WEBS S-6=-9/297
NOTES-
1 ) Unbalanced roof live loads have been considered for this design. -
2) Wind: ASCE 7-10; Vuli 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=56ft; L=39f ; eave=5ft; Cat.
'
II; Exp C;,Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions.
-
shown; Lumber DOL=1.60 plate grip DOL=1.60-
3) This truss has been designed for a 10.6 psi bottom chord live load nonconcurrent with any other live (cads: -
4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ° -
will fit between the bottom chord and any other members.
5)'All.bearings are assumed to be SYP No.2 crushing capacity of 565 psi. - -
6),Provide mechanicaf connection (by others) of ffuss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) -
2=333,.4=333.
7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and .1/2' gypsum a
sheetrock be applied directly to the bottom chord.
-®-• -
Walter P. Finn PE No32839 '
_
- ®--
MTek USA, Inc. FL Cod 6634
*" •-
69U Parke East Blvd. Tampa FL 33810
e_
Date: -
September 16,201!
Q WARNWO=Verify design Parameters and READ NOTES ON MIS MD rNCLUOEDMREKREFERANCEPA0EMM17473m,, rDDYlOrS BEFORE USE
Design valid for use oNywith MSelsil) connectors. This design Is based only upon parameters shown, and is for an Inc Mdual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated s to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing
isalweys.requlred for stability end to prevent collapse with possible personal Injury and property damage. Forgeneral guidance regarding the '.'
fabrication, storage. delivery, erection and bracing of tosses and truss systems, seeANSVMII Quality CMMa. DSi and BCK Building Component
Safely mlorma6ormoYable from Truss Plate Institute,218 N. Lee Street Suite 312. Alexandrim VA22am.
'
"
_ MiTek•
69M Parke East Blvd.
Tampa, FL 33610 -
Job
Truss
Truss Type I 3
Ply
LOT 3/S WATERSTONE/FT PI
T78122349
2088731
D0ea
COMMON
r
1
Job Reference (o0t'onall _
- aoaaers I- alboa6elrlam urry, rut, VIM Ulty, I-L- 33b6y,
4 0 6-B
d.24a S
Inc. Mon beD 1813:35:3B
Scale =1.25.0
5x8 G
3
ld
3x4 — _ 3x4 C
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl Lid
PLATES GRIP
TOLL 20.0
Plate GNP DOL 1.25
TC 0.47
VerI -0.06 5-11 >999 240
MT20 244/190 '
'TCDL 7.0
Lumber DOL - 1.25
BC 0.40
Vert(CT) -0.11 5-11 >999 180
BCLL. 0.0 '-
Rep Stress Incr YES
WB 0.11
Horz(CT) 0.01 4 We ni
'
BCDL - 10.0
Code FBC2017/TP12014
Matnx-AS
- da
Weight: 491b FT=20%
LUMBER- .BRACING- -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied -
WEBS 2x4 SP No.3-
WEDGE
Right: 2x4 SP N6.3
REACTIONS. (lb/size) 4=477/0-8-0, 2=557/0-M
Max Hom 2=152(LC 9) -
Max Uplift 4=-223(LC 10), 2=-333(LC 10)
FORCES. (lb) - Max. Comp./Max. Ten, + All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-667/573, 34=-671/573
BOT CHORD 2-5=-36B/538, 4-5= 36B/538
WEBS - 3-5=-8/286
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h--15N; B=561 L=39ft; eave=5lt; Cat.
II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2)zone;C-C for members and forces & MWFRS for reactions
shown; Lumber D0L--1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chard live load nonconcument 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 Mall by 2-0-0 wide'
Will fit between the bottom chord and any other members.
5) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
4=223, 2=333. - -
7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 112" gypsum
sheetmck be applied directly to the bottom chord.
w-
Watte P, Finn PE No.22819 -
MTek USA, Inc. FL Cod Iii
6904 Parke East Blvd. Tampa FL 33810
Data:
September 16,2019
0 WABNWG- Vedfydeslgnperemetem and READ NOTES ON TN/SANDWCLUUEU MMEKBEFEBANCEPAGEMIP70a me leta2915BEFOBEUSE
Deslgnvolid foruse onlywith MTek®connectors. ibis design is based only upon parometersshown, and lsforan Individual building component. not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overali
building design, Bracing Indicated is to prevernbuckling of Individual truss web and/or Chord members only. Additional temporary and bracing
permanent
aalwaysrequlredforstabllityandtopreventcoliapsewithposslblepelsonalinluryandproperlydamage, For general guidance regarding the
iwiTek-
'
fabrication; storage. delivery, erection and bracing of trusses and buss systems, seeANSUD'll Quality CMedo, DS"9 and SCSI Bidding Component
6904 Parke East Bind, -
Sai Informaflonovalloble from Truss Plate lnsetute. 218 N. Lee Street Sune 312, Alexandria. VA 22314.
Tampa, FL 33610
Truss
Truss Type 4
Ory
Ply
WATER
L0T3/S WATERSTONE/FT PIT78122350
t
;Job;
1
D03
GABLE
1
1
®
Joh Reference
tional
Builders RrstSourcis (Plam City, FL), Plant City, FL- 33567, - 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Sep 1613:38:39 2019 Page fee, -
ID:qTgqTrJ6sUWxC9MbPEGISz5aQl-uNZ5pYAP03TmczOhgEoyhgrg7lvMXuh9VcTY3Tyd1 xE
-14'O 6-8-0 i 13-4-0 14-8-0
1-4-0 6-8-0 40- 6-8-0
4x6 1
axn =
2x4 II 2x4 II 2x4 11 2x4 II 2x4 II
Scale = 1:27.2
]e
d
Plate Offsets (X,Y)--
[5:0-3-2,0-2-01 -
- -
-
-.
-- -
- - -
. LOADING (pat)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC .. 0.25
Vert(LL)
-0.00
9
n/r
160
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.08
Vert(CT)
-0.00
9
ntr
'120
BCLL 0.0 '
_
Rep Stress Incr YES
WE 0.10
Harz(CT)
0.00
8
n/a
n/a
"
BCDL 10.0
Code FBC2017/rP12014
Mai-0
-
Weight: 61 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing'directly applied or 6-0-0 oc pudins.
BOT CHORD 2x4 SP No.2 P - ROT CHORD ,Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS - 2x4 SP No.3
REACTIONS. All bearings 134-0. ,
(lb) Max Hom 2=G 64(LC 8)
Max Uplift All uplift 100 to or less at joint(s) 14, 10 except 2=-172(LC 10); 8=-172(LC 10), 13=-108(LC 10),
11=-108(LC 10)
Max Grav All reactions 2501b or less atjoint(s) 2, 8, 12, 13, 14, 11, 10 '
FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown.
TOP CHORD 4-5=-68/320, 5-6=-68/320
WEBS 4-13=-1331313,3-14=-153/345, 6-11=-131/313. 7-1D=-152/345
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4,2psf; BCDL=5.Opsf; h=15tt; B=56f; L=39ff; eave=2tt; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-_C Comer(3) zone;C-C for members and tomes & MWFRS for reactions-.
shown; Lumber DOL=1.60 plate grip DOL=1.60=
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard IndustryGable End Details as applicable, or consult qualified building designer as per ANSVrPI 1. "
A) Gable requires continuous bottom chord bearing. ,
5) Gable studs spaced at 2-0-0 oc.
6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads:
7) ' This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members. -
8) Lumber designated with a °P' is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where
used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate orother
suitable treatment may be used if it does not corrode -the plates. If ACC; CBA, or CA-B treated lumber is used, improved corrosion
protection is required, and G185 galvanized plates may be used with this design. Incising faetors have not been considered for this
design. Building designer to verity suitability of, this product for its intended use.
9) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi.
10) Provide mechanical corinection.(by others) of truss to bearing. plate capable of withstanding 1001b uplift atjoint(s) 14, 10 except -
at=lb) 2=172, 8=172, 13=108, 11=108. -
Walter P. Finn PE NoM839
MiTek USA, Inc. FL Cert 6634
6904 Padre East Blvd. Tampa FL 33610
Data:
September16,2019
O IM1WING-Vedlyares/gnparametersard NEAO NOTES ON MMANDPICLUDEDM?EKNEFERANCEPAGEMIP74IJ V. 711,11532015BEFOREUSE
'
Deslgn valid for use only with M8ekV connectors. This design Is based only upon parametersshown, and Is for an individual building component, not
�,'
a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate this design Into the overall
builangdesign. Bracing Indicated is to preventbuckling of individual truss web antl/or chord members only. Additional temporary and permanent bracing
MiTek*
Is always required for slabiilN and to prevent collapse with possible personal Injury and property dcri For general guidance regarding the
folad ioa. storage. delivery, erection and bracing of musses and puss systems seeANSVrPl1 Quality Criteria. DS549 and BCSI Building Component
69M Parke East Blvd.
Safety lnformatio aavallable from Truss Plate Institute. 218 N. Lee Stoat, Suite 31Z Alexandria, VA 22314.
Tampa, FL 33610
Job
Tess
Truss Type I
Oty
ply
LOT 3/5 WATERSTONE / FT PI
T18122351
2088731
E7P
JACK -OPEN
4
1
Job Reference (optional)
oullaers nmbource team Illy, rLf, rlanwny, rL-33b3/,
-1-4.0
r-4-0.
8
324U 3 JUI 14 ZUI U MI 1 eK Industries, Inc. MOn Sep 1513:35:40 2019 Page 1
C9MbPEGISz5a01-MZ7U1uB1 gMbcD7nEyJBEIOmtgAOGM%IkGD6bwydlxD
Scale=1:22.6
LOADING (psf)
SPACING- 2-0-0
CS].
DEFL.
in
(roc)
Ildefl
Ud
PLATES GRIP -
TCLL 20.0
Plate Grip DOL ' 1.25 „
TC 0.46
Ven(LL)
0.34
- 4-7
>242 .
240
MT20 2441190
TCDL 7.0.
Lumber DOL 1.25
BC 0.41
Vert(CT),
0.30
4-7
>278
180
-
BCLL 0.0 '
Rep Stress [nor YES
WB 0.00'
Horz(CT)
-0.01.
3
n/a
:
n/a
BCDL 10.0
Code FBC2017fTP12014
Matti
Weight: 241b FT=20%
LUMBER-- _ BRACING -
TOP CHORD 2x4 SP M 31 - TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP M 31) BOT CHORD Rigid ceiling directly applied.
REACTIONS. (Ib/size) 3=16B/Mechanical, 2=336/0-3-8, 4=82(Mechanioal ... - -
Max Hom 2=241(LC 10) - - -
Max Uplift 3=-184(LC 10), 2= 318(LC 10), 4= 107(LC 10) ..
- Max Gmv 3=184(LC 15), 2=336(LC 1), 4=123(LC 3) - ..
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. .
NOTES- '
1) Wind: ASCE 7-10; Vull=160mph-(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15rt; B=56ft; L=39tt; eave=5tt; Cat.
11; Exp C;: Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; porch left exposed;C-C,for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Thistruss has been designed for a 10.0 psi bottom chord Iivd 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi.
5) Refer to girder(s) for truss to truss connections. ,
6) Provide mechanical connection (by others) of tress to bearingplate capable of withstanding 100I6 uplift atjoint(s) except (t=lb)
3=184, 2=318, 4=107. --
7) This truss design requires that a minimum of 7116'structural wood sheathing be applied directly to the top chord and,1/2" gypsum
sheetrock be applied directly to the bottom chord.
Walter P. Finn PE NDIN39
MTek USA, Inc. FL Cad 6634
6004 Parke East Blvd. Tampa FL 33818
Date:
c . September 16,2019.
Q WARNING- Verily designpamaraters and READ NOTES ON THIS AND INCLUDED MREK REFERANCEPAGEM674nreV. 711,13,12015eEFOREUSE
Design valid for use city with Mffek@ connectors. This design Is based only upon parameters shown, and Is for an IndNlduol building component, not
a truss system. Before use. me battling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated a to prevent buckling of lncivoual truss web and/or chord members only. Additional temporary and permanent bracing
M!Tek'
Is always required for stability and to prevent collapse wire possible personal Injury and property damage. For general guidance regarding me
fabrication, storage. delivery, erection and bracing of messes and truss systems. s9OANSVIPR Quality Criteria, D35459 and BC31 Balding Component
69D4 Palle East Blvd.
Safety lnformal)eruvotioble from Truss Rate Institute,218 N. Lee Street, Buie 312, Alexondrlo, VA 22314. -
Tampa, FL 33610
Jab
Truss Type a r 4
City
Ply
LOT 33 WATERSTONE/FT PI
TE77V
T78122352
2088731
SPECIAL _ '
14
1
Job Reference (optional)
ew ro mu en nmwnrca, inc. man aep o ram.:.. eufa t'a.e 1
3
3x4
I
Scale =1:22.6r
Plate Offsets (X Y)--
12:0-2-3 0-0-81 - -
-' -
-
- -
-- -
LOADING (psf)
SPACING- '. 2-0-0
- CSI.
DEFL.
in
(too)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.93 -.
Vert(LL)
0.18
4-7
->453
240'
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.70
Ven(OT)
-0.20
4-7
>408
180
BCLL 0.0 '
- Rep Stress lncr YES
We 0.00
Hoa(CT)
-0.03
3
n/a
n/a
-
BCDL 10.0'
Code FBC2017/TP12014
Matnx-AS
-
Weight:25 lb FT=20%
LUMBER- _ BRACING-
TOP CHORD' 2x4SP No.2 _ TOP CHORD Structural wood sheathing directly applied. . .
BOT CHORD 2x4 SP No.2 - BOT CHORD Rigid ceiling directlyspplied.
REACTIONS. (lb/size) 3=168/Mechanical, 2=33410-8-0, 4=79/Mechanical -
Max Hor1 2=238(LC 10) _
Max Uplift 3=-166(LC 10), 2=-178(LC 10) -
Max Gmv 3=201(LC 15). 2=339(LC 15), 4=122(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. .-All forces 250.(111 or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opst h=151t; B=56ft; L--39ft; eave=SN; Cat.
II; ExpC; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 pat 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) Bearings are assumed to be: , Joint 4 SYP No.2 crushing capacity of 565 psi, Joint 3 SYP No.2 crushing capacity of 565 psi.
5) Refer to girder(s) for truss to truss connections' - -
6) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 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 Ito uplift at joint(s) except at=lb)
3=166, 2=178. . . - - - - -
8) This truss design requires that a minimum of 7/16- structural wood sli thing be applied directly to the top chord and 1/2° gypsum
sheetrock be applied directly to the bottom chord. - -
Walter P. Finn PE No.22939
MITek USA, Inc. FC CBB9634
9904 Parke East Blvd. Tampa FL 33610
Date:
September 16,2019
ANIMN/NG-Vanity des/gripannastem and BEAD NOTES ON THIS AND INCLUDED MREKNEFEFANCEPAGEM6747a rev. 70=2DISDEFONE USE. '
- Design valid for use only wilco Mlfekg)connectors. This design Is based only upon parameters shown and is for on individual buUding component. not �'-
.a;hum system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing hdicated is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW
Is always required for stolonty and to prevent collapse wim possible personal injury and property damage. For general guidance regarding the .
robAcanon;storage, delivery, erection and bracing ofth.mes and hum systems. seeANSVrpD Quail yy Cm�M, OSSdp antl SCSI Bultlbp Cama00�nY 69M Poke East Blvd.
Sahry lnfemratbMvoiloble ham Truss Rate lntntWe. 218 N. Lee Street Suite 312. AIexandrlo, VA 22314. Tampa, FL 33610
Job
Truss
Truss Type , - y
City
Ply
LOT 3/5 WATERSTONE/FT PI '
T18122353
2088731
F02
GABLE
1
7
Job Reference (optional)
ommem nmrwmce 1n; ni 0ey, ry, riva r.ny, rs.- ooaor, o.zau s dui Ta zmu mue[ mauslnes, Ina. Mon sep iB 1J21i:42 2019 Paqe 1
1
4x6 i
4
axe II
t-0-0 712-0 7-6.0 7fe-p 8-e-0
Scale=1:20.9
-Plate Offsets (X,Y)--
[2:0-0-89-0-5112:Edge,0-0.41 [4:0-3-20-2-0716:Edee0-0-0]
[6:0-0-81-0-51
- - -
LOADING (pso
SPACING- 2-0-0"
CSI.
DEFL.
in
(loc)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate GdpAOL• 1.25' -
TC 0.23
Vert(LL)
0.01
9
>999
240
MT20 244/190
TCDL 7.0
-Lumber DOL 1.25
BC 0.21
Ven(CT)
-0.01
9
>999
180
-
BCLL 0.0
Rep Stress Incr YES
WB 0.03
Horz(CT)
-0.00
6
n/a
Na
BCDL 10.0
Code FBC2017ITP12014
Matrix -AS
_
Weight: 42 lb FT=20%
LUMBER- - .BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 - BOT CHORD Rigid ceiling directly applied.
OTHERS 2x4 SP No.3
WEDGE
Left: 2x6 SP M 26, Right:2x6 SP M26 -
REACTIONS. (lb/size) 2=39310-4-0, 6=393/04-0 - _ •-
Max Horz 2=-116(LC 8)
'Max Uplift 2= 328(LC 10), 6=-328(LC 10) - -
FORCES. (lb) - Max. Comp./Max. Ten. -Aft forces 250"(lb) or less except when shown.
TOP CHORD 2-3=-171/317, 3-4=-196/348, 4-5=-196/348, 5-6=-171/317 _
NOTES- - .aw
1) Unbalanced roof live loads Have been considered for this design. -
2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsh, h=15ft; B=56ft; L=39ft; ea4e=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Eidedor(2)zone: cantilever left and right exposed,; porch left and right
exposed;C-G for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1:60 ,.
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face); see Standard Industry. '
Gable End Details as applicable,or consult qualified building designer as per ANSVrPI 1. -
4) Gable studs spaced at 2-0-0 oc.
5) This truss has been designed fora 10.0 Did bottom chord live load nonconcurent with any other live loads.
6) • This truss has been designed for a live load of 20.epsf 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 otheunembers. -
7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi: -
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) -
2=328, 6=328. - - —
9) This truss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the top chord and 1/2".gypsum
sheetrock be applied directly to the bottom chord. -
.. Walter P. Finn PE No.22639
- MTek USA, Inc. FL Cad 6634
_ 6904 Parke Fast Blvd. Tam pa FL 33810
Date:
September 16,2019
Q WARNNG-Vexlfy0eslgnpa...M..dREADNOTESONTNISANDINCLUDEDMREK REFERANCEPAGEMII-74Are,ldAYl ISSa OREUSE
Design valid for use only with M9ek® connectors. This design B based only upon parameters shown. and B for an hdNlCual building component, not
a truss system. Before use, the building designer must verify the opplicablllly of design parameters and property Incorporate this dedgn Into the overall
building design. Bmaing Indicated is to prevent buckling of individual hum web and/or chord members only. Additional temporary and permanent bracing
u always required for stability and to prevent collapse with possible personal hlury and property damage. For general guidance regarding the
fabrication storage, delvery, erection and bracing of tosses antl hum systems, seeAN3I/rii Quality C1Noda, D3549 and SCSI Building Component
Safety Infemlotbmvatobie hom Truss Rate Institute. 218 N. Lee sheet, Sulte 31Z Alexondrla. VA22314.
MOW
69M Parke East Blvd.
Tampa, FL 33610
Job
-
Truss Type t, 1 y
Oty
Ply
LOT 3/S WATERSTONE/FT PI
-.
FF03ss
T18122354
2088731
GABLE
2
1
Jab Reference (optional)
durable Hrsi6ource (Plant uty, FL), Plant Glty, FL. 33567, e24U a JUI 142U19 MI IeK Inaustnes, Inc. MOn Sep lb 1J:Jb:43 2U19 Pagel
ID:gTgg7TJEs11 W-xC9MbPEGI Sz5aO1-neocfwDw5HzB4aiSv4sm W OKGMEOTIIIOERmCFydi xA
-1-40 4.4.0 8-8-0 10.0
14.0 I 44-0 F - 4-4-0 1-4-0
Z
E
46 i
3
e
Scale = 1:20.9
VIa1q UVSets jA y)-- 12:u-D ,1-U-bl 12:U-U-4 U-U-uI 13:U-3-2 U-2-Ul
14:U-U-4 U-u-UI 14:u-U-b l-u-bl
-
LOADING (psf)
-
-SPACING- 2-0-0
CSI.
DEFL. in
(loc) Vdefl Lrd
PLATES GRIP
TCLL 20.0
_ -
Plate Grip DOL .1.25
TC -0.26
Ved(LL) 0.01
6 -240
MT20, 244/190
TCDL -' 7.0
Lumber DOL .1.25'
BC 0.20
Veri(CT) -0.01
_>999
fi >999 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.03
Horz(CT) -0.00
4 n/a , n1a -
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
- Weight: 391b FT=20%
LUMBER-
-
BRACING-
TOP CHORD2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied. -
BOT CHORD 2x4 SP No.2
-
BOT CHORD
Rigid ceiling directly applied.
WEBS 2x4 SP No.3
WEDGE
Left: 2z6 SP No.2, Right: 2x6 SP No.2
REACTIONS. (lb/size) 2=393/0-4-0, 4=393/0+4-0
_ Max Harz 2=-116(LC 8) R-
Max Uplift 2=418(LC 10), 4= 41 B(LC 10) .
FORCES. (lb) - Max Comp./Max. Ten. -All forces 256 (Ib) or less except when shown. -
TOP CHORD 2-3=-189/363, 3-4=-189/363
NOTES
1) Unbalanced roof live loads have been considered for this design. -
2) Wind: ASCE7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; 13CDL=5.0psfl h=1511; B=56fl; L-39D; eave=51t; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Eidedor(2) zone; cantilever left and right exposed ; porch left and right _ - -
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide'
will fit between the bottom, chord and any other members. - _ ' -
5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi.
6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1001b uplift at joint(s) except (lt=lb)
2=418, 4=418. - - -
7) This truss design requires that a minimum of 7116' structural wood sheathing be applied directlyto the top chord and 1/2" gypsum
sheelrock be applied directly to the bottom chord. ,
Walter P. Finn PE No.22939' .
" - MTek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 16,2019
O WARNING- VeHfydedamparamelmand RUDNOTE50N TNISANDWCLUDWMWEKBEFENANDEPAGEMX74 ree I&V14?D15 BEFORE USE
Design valid for use only with MBek® connectors. This design u based only upon parameters shown, antl Is for on Individual building component, not
��-
a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this tleslgn Into the overall
building design. Bracing Indicated is to prevent buckling of Individual cuss web and/or chord members only. Additional temporary and permanent bracing
MtTek-
Isalwaysrequired for stability and to prevent collapse win possible personal injury and property damage. For general guidance regarding the
-
'
fobrlcallon, storage, delivery, erection and bracing of trusses and Vuss systdms seeANSVIPII Quality Chula. DS"P and BCSI Bultlhp CompononL
6904 Peke East BNd•
Safety Wormationevoilable from Truss Plate Institute, 218 N. Lee Street Suite 312. A]exandao, VA 22314.
Tampa, Fin 33610
Job
Truss
Thus Type r t 1
Oty
Ply
LOT 3/5 WATERSTONE/FT PI
T78122355
2088731
H7P
MONO TRUSS
2
1
Jab Reference factional)
bunaers mmabource triam wy, rq. rranl city, VL- JJbdl, 0:14u s JN 14 euiu ml iex Inausmes, Inc. mon bep 1b 1J:Jd:44 zU19 Pagel
I D:ItBgZgku7fOzOadCiEL W mz5J81-FLM_sGEYDb52ikHeTnN7OjY00mUmC5UutuBJkhyd 71c9
-1.10-10 5.0.0 9.10-13
1.10-10 5-0.0 410-13
Scale =1:22.0
E
'
-
5.0.0
i
4-10.13 -
LOADING (pso
SPACING-
2-0-0
C51.
DEFL. in
(foe) Vdefl L/d -
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TO, 0.62
Vert(LL) 0.11
6-7 >999 240
MT20_ 2441190
TCDL 7.0
-
Lumber DOL .
1.25
BC' `0.58
Vert(CT) -0.10
6-7 >999 180
'
BCLL 0.0 '
Rep Stress lncr
-.,NO
We- 0.32 -
HOrz(CT)--0.01,
5 n/a Na
'
BCDL 10.0
Code FBC2017LTPI2014
Matrix-MSH
-
Weight: 43lb - FT=20%
LUMBER-
BRACING-
TOPCHORD 2x4SPNo.2
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOT CHORD 2x4'SP No.2
BOT CHORD
Rigid ceiling directly applied orb-6-15 oc bracing. .
WEBS 2x4 SPNo.3
-- REACTIONS. (lb/size) '4=237/Mechanica1, 2=412/0-4-0, 5=354/Mechanical
Max Hoe 2=291(LC 8) -
Max Uplift 4=-244(LC 8). 2=-423(LC 8), 5=-296(LC 8)
- Max Grav 4=291(LC 13), 2=412(LC 1), 5=354(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. -
TOP CHORD 2-3=-774/516
BOT CHORD 2-7=-710A20, 6-7= 710020
WEBS 3-7_ 151/279, 3-6=-776/766 -
NOTES- -
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsY h=15ft; B=56ft; L=39ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads,
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide
will fit between the bottom chord and any other members. - -
'4) Beadngs are assumed to be:, Joint 5 SYP No.2 crushing capacity of 565psi. '
5) Refer to girder(s) for truss to. truss connections.
6) Provide mechanical connection (by others) of truss to bearing Plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
4=244, 2=423, 5=296.
7) In the LOAD CABE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ,
Uniform Loads (plf). '
Vert: 1-2=-54 -
Trapezoidal Loads (pit) -
Vert: 2=0(F=27, B=27)-to-4=-134(F=-40, B=40), 8=0(F=10, 13=10)-to-5=49(F=-15, B- 15)
_ Walter P. Finn PE No12839
MIflek USA, Inc. FL Curt 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
September 16,2019
®WARNING- Vedy bedgnperameters and NERD NOTES ON TN/SAND MCLUDED MREKREFERANCEPAGEMIL740a rev. 1aV2015 BEFOREUSE
Oedgn valltlioruseonlywith Meels®connecloa. iNs tleslgnabased only upon parameters mown.and dfaren Individual bulltling component not
a truss system. Before use: the building designer must verify the applicabty of deign parameters antl properly Incorparete this design Into the overall
bullding de sign. Bracin 141cat-duropreventbu-ing of lntlividual buss web and/or ahortl members only. Additional temperoryantl permanent bracing
M�•
MiTek'
d always requeetlfor atablllty antl to peeventeollOpse wim possible personal Njury antl property ❑amage. For general gultlanee regarding the
tobricoeon storage, tlelNery, erechon antl bracing of busses antl buss systems, MANS6it CualXy CmorW, 05,49 end atSI Eu1dFp ComPoetrnf
Safety lotdn�Plbrxrvciloblehom Truss Plotelrutliute.218 N.. Lee Sheep. Suite 3I 2. Alexontlno, VA 22314
'
6904 Perke East BNd.
Tampa, Fu 33610,
Job
Truss
Truss Type r 1 +o
Oty
Ply
LOT3/5WATERSTONE/Fr PI
T18122356
2088731
H7V
SPECIAL
2
1
Job Reference (optional)
oullaem r1r5cbourcn lrlam lay, ry, t98nl lAy, rL- Jabbl, rage!
ID:gTgg7TJEsUW%C9MbPEGISz.SaOl-jKwN4cFA vDvKusrlVvMu5ceAggxYl2uYwtH7ydlx8
-1-10-10 13 9-10-13
1.10-10 SS-13 ~ 4-5.0
n Scale =1:22.2
-3x4 0
.
5-5-13
4-5.0�4-SO�
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Ndefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.52
Vert(LL)
0.07
6-7
>999
240
MT20 244/190
TCDL 7.0
Lumber DOC
1.25
BC 0.59-
I
Vert(CT)
-0.11
6-7
>999
180
BCLL 0.0
Rep Stress [nor
.NO
WB 0.32
Horz(CT)
0.02
5
n/a
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix-MSH
I
Weight: 41 lb Fr=20%
LUMBER -
TOP CHORD 2x4 SP Nd.2
BOT CHORD 2x4 SP N0.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) :4=221/Mechanical, 2=413/0-11--5, 5=364/Mechanical
Max Horz 2-289(LC 8)
Max Uplift 4=-223(LC 8), 2= 230(LC 8), 5=-125(LC 8)
Max Grav 4=272(LC 13), 2=413(LC 1). 5=391(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown..
TOP CHORD 2-3=-1151/403 -
BOTCHORD 2-7=-593/1150, 6-7=-604/1155
WEBS _ 3-7=01250, 3-6=-1136/590- - -
BRACING -
TOP CHORD Structural wood sheathing directly applied or 54-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 7-5-7 oc bracing.
NOTES• -
1) Wind: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf1 BCDL=S.Opsf; h=15ft; B=56ft; L=39ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 -
-
2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with anyother 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) Allbearings are assumed to be SYP Nb.2 crushing capacity of 565 psi: u
5) Refer to girders) for truss to truss connections.
"
6) Bearing at joint(s) 2 considers parallel to grain value using ANSI?PI 1 angle to grain formula. Building designer should verify
' capacity of bearing surface. -
- -,
7) Provide mechanical connection (by others) of truss to beadW plate capable of withstanding 1001b uplift atfoint(s) except (jt=lb)
4=223,2=230,5=125. ..
.8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
. .
LOAD CASE(5) Standard
4
1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125
- -
' Uniform Loads ®; -
Vert: 1-2=-54-
- Trapezoidal Loads (pit) -
Vert:2=0(F=27, B=27)-to-4=-134(F=-40, B=-40), a=O(F=10, B=10)-t0-5=-49.(F=-15, B=-15)
.
Walter P. Finn PE No.21639
- _
MTek USA Inc. FL Cod 6634
- _
69114 Parke East Blvd. Tampa FL 33610
Date: -
September 16,2019
Job
Truss -
Truss Type ( 1 i
Oily
Ply
LOT 3�WATE.RSTONE / FT PI2088731
L03
HIP
1
1Job
Re
,.....,,.-. _.,.._. . .. , r, „o,,..,,.1,,..-
a
4xt0 MT20HS c
4x10 MT20HS c
3 4
4xl0 MT20HS=
2x4 II 2x4 II
ocp ,o mao.vv <v,a raga l
I-wa nu„r:rinl,., nlhrnhi Ae z i96
Seats > 1:37.5
Plate Offsets (XY)--
12:0-2-90-1-8] [5:0-2-90-1-81----
-
- -
- -
' -
LOADING (psf)
SPACING- - 2-0-0
C51.
DEFL.
in
(hoc)
I/defl
Ud
PLATES
GRIP
TCLL 20.0-
Plate Grip DOL 1.25
TC .1.00
Ved(LL)
0.59-.7-15
>408
240
M720
244/190
TCDL 7.0
LumberDOL - '1.25
BC 0.83
a J/ed(CT)
0.50
7-15
>484
180
- MT20HS
187/143'
BCLL 0.0
Rep Stress lncr YES
WB' 0.19
HOrz(CT)
-0.02 '
5
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -AS
Weight: 801b
FT=20%
LUMBER- - BRACING -
TOP CHORD 2x4•SP No.1 'Excejlt• - TOP CHORD . Structural wood sheathing directly applied.
3-4: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied.
BOT CHORD 2x4 SP No.1 -
.WEBS 2x4 SP No.3 '
REACTIONS. (lb/size) 2=812/0-3-8, 5=812/0-3-8 ,
. Max Hom 2=212(LC 9)
Max Uplift 2= 836(LC 10),.5=-836(LC 10)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. - -
TOP CHORD � 2-3=-1062/1947; 3-4=-887/1927, 4-5=-1062/1947 - -
BOT CHORD 2-9=-1485/883, 7-9=-1500/687, 5-7=-1485/BB3 - -
.WEBS 3-9=-466/230, 4-7=-466/230 '
NOTES- -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=5.0psf; h=15ft; B=56ft; L=39ft; eave=5ft; Cat.
11; Exp Q Encl., GCpl-0.18; MWFRS (directional) and C-C Exte;G42) -1-4-0 to 2-7-3, Interior(l) 2-7-3 to 3-5-4, Exterioli 3-5-4 to _
16-6-12, Intenor(1) 16-6-12 to 17-4-13, Exterior(2) 17=4-13 to 21-4-0 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
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 list bottom chord live load nonconqurrent with any other live leads.
6) • This truss has been designed fora 160 load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Widd
will fit between the bottom chord and any other members.
7) All bearings are assumed to be SYP No.2 crushing capacity. of 565 psi.'
8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except at=lb)
2=836, 5=836.
9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directlyto the top chord and 1/2' gypsum
sheaf be'applied directly to the bottom chord.
w'
Walter P. Finn PE No.22839.-
MTek USA, the. FL Cad 6834
6904 Parke East Blvd. Tampa FL 33810
-Date:
September 16,2019
Q WARNING- Verify design parametem end READ NOTES ON MIS AND INCLUDED MOEK REFEHANCE PAGE MX7473 rev. I001,2015BEFOREUSE
Design valid for use only with Mneje® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not -
,a Muss system, Before use, the building designer must verify the opplicadlity, of design parameters and properly Incorporate this design Into the overall
• building tleslgn gracing Indicated Is to prevent budding ofindividuoltrussWebpntl/orchordmembersonly. AddBionoltemporary and permanent bracing
i,.
M!Tek*
Is alwaysfequired for stablli111h58d to prevent collapse with possible personal InJury and property damage. For general guldance recording the
fabrication, storage. delivery, erection and bracing of trusses and truss systems seeA SVrP11 QualMMyy Criteria. DS549 and BCSI Building Component'
69N Pella Easl Bid._
Safely InfomusNm ovalloble from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alexandria. VA 22314.
Tempe, FL.M610' -
Job
Truss
Truss Type 4 r + ►
Orly
Ply
LOT 3/5 WATERSTONE/FT PI
T18122358
2088731
1.04
HIP GIRDER
1
1
'
Job Refece(pt' rill
t„e,,, .,,,r„I" ridin any, ,waor,
Jul 11 zU rtl ml r eK lnaus mrS, Ina. Mon Oep 10 14:Ja:4f 2U1tl Vane I
N
Sx6 =
3
4x6 =
4
3xG= - 2x4 II 4.6 = 3x4 = - - 3x6 =
Scale=1:36.9
Plate Offsets (XY)-
(3:0-3-8 0-2-41 14:0-3-80-2-41
- -
-- -
LOADING (psf)
SPACING- 2-M -
CSI.
DEFL.
in
(too)
I/dell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC '0.96
Veh(LL)
0.27
7-15'
>884
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.85
Vert(CT)
--0.22
7-9
>999
180
-
BCLL - 0.0 ' -
_
Rep Stress Incr NO
We 0.28
Horz(CT)
0.07
5
n/a
n/a
-
BCDL 10.0
Code FBC2017/TPI2014 -
Matnx-MSH'.
Weight: AIs, FT=20% '
LUMBER- BRACING-
FOP CHORD 2x4 SP No.2 -Except' TOP CHORD Structural wood sheathing directly applied.
8-4: 2x4 SP M 31 BOT CHORD Rigid ceiling directlyApplied or 3-10-13 oc bracing.
BOT CHORD 2x4 SP No.2 - -
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1565/013-8, 5=1549/0-3-8 -
Max Hom 2=171(LC 7) '
Max Uplift 2=-1339(LC 8),.5= 1331(LC 8) -
Max Gray 2=1588(LC 13), 5=1565(LC 14)
FORCES. (lb) - Max Comp./Max. Ten. -AII forces 250'(I1b)'or less except when shown..: -
TOP CHORD 2-3=3062/2244, 3-4=-2692/2086, 4-5=.3012/2219 - -
BOT CHORD 2-9=-1845/2771, 7-9_ 1825/2739, 5-7=-1823/2621 -
WEBS 3-9=482/780, 4-7=-4921795.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.OpsF h=15ft; B=56ft; L=3911; eave=5ft; Cat.
11; Exp C; Encl., G6pi=0.18; MW FRS (directional); porch left and light exposed; Lumber DOL=1.60.plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for. a 10.0 psf bottom clioid live load nonconcument with any other live loads.
5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in. all areas where a rectangle 3-6-.0 tall by 2-0-0 wide
will fit between the bottom chord and any other members. -
6) All bearings are assumed to be SVP No.2 crushing capacity of 565 psi. -
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb)
2=1339,5=1331. ' -
8) Girder carries hip end with 7-0-0 end setback. '
9) Hanger(s) or other connection. device(s) shall be provided sufficient to support concentrated load(s) 7331b down and 321 lb up at
13-M, and 783 lb down and 321 lb up at 7-0-0 on bottom chord. The esigNselection of such connection deviceW.Ls 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
-
9) Dead +Roof Live (balanced); Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit) -
Vert: 1-3=+54, 3-4=-120(F=•66), 4-6=-54, 9-40=-20, 7-9=-44(F=-24), 7.13=-20
Concentrated Loads (lb)
Vert: 9=-475(F) 7=-475(F)
Walter P. Firm PE NoIM39. _
MRek USA Inc. FL Cent 6634
8904 Parke East Blvd. Tampa FL 33610
Data:
September 16,2019 '
O WARNING -Verify design Peremerersend READ NOTES ON WISAND INCLUDED M1TEKREFERANCEPAGEMIFT4A3.v. 1010120156EFOREUSE
Design valid for use only with MnekO connectors. This tlesign b Sated only upon parameters shown, and Is for an hdNldurd building cbmpongnt, not
��-
Otruss system. Before use. Me building designer must verify the appilcabillty of design parameters and properly Incorporate the design Into the overall
building design Bracing Indicated is to preventbuckling of Individual truss web and/or chord members any. Atldltlonal temporary and permanent bracing
Welk'.
Is always nsculred for stability and to prevent collapse with possible personal hjury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of husses and truss systems seeANSVTPII QUO[ MByy Cdteda, OSB-69 and BCSI Bulding Component
69M Parke East Blvd.
Safely lnformatbrnvollable from Tnst Rate Institute.218 N. Lee Street, Suite 312, Alexandria, VA 22314. - -
Tampa, FL 33610
Symbols
ym
Numbering System.
-
General Safety Notes
PLATE LOCATION AND ORIENTATION •
`
a ^ Center plate on joint unless x, y
1 /41 offsets are indicated.
8 dimensions shownjn ft-in-sixteenths
(Drawings not to scale)
Failure to Follow Could Cause Property
Damage or Personal Injury
9 1 rY
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
1 2 3 r
1. Additional stability bracing for truss system, e.g.
and fully embed Teeth.
TOP CHORDS
' diagonal or X-bracing, Is always required. See BCSI.
1
c1-2 c2a +
2. Truss bracing must be designed by an englneer.,For
lateral themselves
m WEBS Cry 4
wide truss spacing, Individual braces
may require bracing, or alternative Tor I
T
c0 z�' O
bracing should be -considered..
2 u .,ate 3 O
O VP 2
3• Never exceed the design loading shown and never .
Inadequately braced Trusses.
- O
stack materials on .
•
a
0
4. Provide copies of this truss design to the building ,
For 4 x 2orientation, locate
-cry C6'' ' cse
BOTTOM CHORDS
designer, erection supervisor. property owner and
plates 0-'ne" from outside
all other Interested parties.
edge of truss.
8 7 6 5
.6. -Cutmembers to beortightly against each other.
•
r
6. Place plates on each face of truss at each
• TtUs symbol indicates the
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
joint and embed fully. Knots and wane at joint
required direction of slots In -
AROUND THE TRUSS STARTING AT THE.JOINT FARTHEST TO
locations are regulated by ANSI/rPI 1.
- connector plates.
THE LEFT. i
j Design assumes trusses will'be suitably protecfed'from'
'Plate location details available in MTek 20/20
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
the environment In accord.with ANSI/TP11.
.
Software or upon request.
NUMBERSAETrERS.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19%at time of fabrication.
PLATE SIZE
PRODUCT CODE APPROVALS
PRODUCT
9. Unless expressly noted, this design is not applicable for
Reports:
use with fire retardant, preservative treated, or green lumber.
The first dimension Is The plate
10. Camber is a non-structural consideration and is the
4 x 4. width measured perpendicular
• ESR-1311, ESR-1352, ESR1988
responsibility of truss fabricator. General practice is to
to slots. Seconddimension Is
ER-3907, ESR-2362, ESR-1397, ESR-3282
camber for dead load deflection.
the length parallel to slots,
• 1'1: Plate type, size, orientation and location dimensions
•
indicated are minimum, plating requirements.,
LATERAL BRACING LOCATION
12. Lumber used shall be ofthe species and size, and
'
in all respects, equal to or better than that
Indicated by symbol shown and/or
by text In the bracing section of the
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
specified.
13. Top chords must be sheathed or purlins provided at
output. Use T or'I bracing
spacing Indicated'. on design:
if Indicated.
Lumber design values are in accordance with ANSIrrPI 1
e
' 14. Bottom chords require lateral brocing'at 10 ft. spacing,
section 6.3 These truss designs rely On lumber values
9 Y
or less, if no ceiling is installed, unless otherwise noted..
BEARING
established by others.
r
15. Connections not shown are the responsibility of others.
Indicates location where bearings.
(supports) occur. Icons vary but
-
0,2dl2 MITek® All Rights Reserved
16. Do not cut or alter truss member or plate without prior -
approval of an engineer.
reaction section Indicates Joint
number where bearings occur.
17• Install and load vertically unless Indicated otherwise.
Min size shown IS for crushing only.
��Tp
IS. Use of green or treated lumber may, pose unacceptable
environmental, health or performance risks. ConsuB, with
project engineer before use.
Industry Standards
ANSI/TPI l : National Design Specification for Metal
r
19. Review all portions of this design (front, back words '
Plate. Connected Wood Truss Construction.
and pictures) before use. Reviewing pictures alone
Is not sufficient.
DSB-89: Design Standard for Bracing.
BCSI: Building Component Safe Information,
k®
20. Design assumes manufacture in accordance with
Guide To Good Practice for Handling,
iTe,\
- ANSI1TP4 1 Quality Criteria.
Installing & Bracing of Metal Plate
,M
Connected Wood Trusses.
MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015
'
1.
13-04-00
6 6-00-00
1,
zo-DO-GO
39-04-00
St.
r
zo-oo-oo
a
o.
a
a
a
a
a
a
D.
a
M
r
r
r
n
M
14REVIEWED ❑ RE%SE94DREESMN11T
❑ REVIEWED WITH NOTATIONS ❑ NOT REVOWED
(SEE EMANATION)
Corrections or comments made on equipment submittals
or slop drawings during this review do not relieve con-
tractor from compliance with requirements of the draw
ings and soecificbhons This check is only for review of
general conformance with the design conceol of the
project and general compliance with the information giver,
in the contract documents. The contractor is resoonsibic
for confirming and correlating all quantities and dimen-
sions; selecting fabrication processes and techniques of
construction: coordinating his work with that of all othar
trades and performing his work in a safe and satisfactory
manner
Date9F ORID D�SIGld SOLUTIONS, INC.
_� f3Y
Submittal Na Pm! d NB Pro-iml EOp.�_
PTalett Name
`v»ra'm in"rx°Sue.ouou` .. ms� mraexwu
aNXwwrax¢BE]nllHOsmTwcs xrewormmurs...
IMPORTANT
me L%"..arcAnd
u�ooar r
This Drawing etl
.aowe
fore F. d.e. will
RBegeturned Before Faction ill
MGE yaRCAfw
rox
Lono
For Check AD
xa'�"xcor'siia±sm mmrsxuna
opa �eoneucxamuve
ions An Conditions Prior
Dimensions
Dimensions And Conditions Prior To
Approya t Of
BELOW I Plan.
SIGNATURE BW INDICATES ALL
ROOF LOADING
FLOOR LOADING
NOTES AND DIMENSIONS HAVE
TOLL: 20 PSF
TCLL: 40 PSF
BEEN ACCEPTED.
TCDO 07 PSF
TCDL: 10 PSF
By Date_
BCDL: 10 PSF
BCDL- 5 PSF
TOTAL: 37 PSF
TOTAL: 55 PSF
DURATION: 1.25
DURATION: 1.00
CAUTION!!!
DO NOT ATTEMPT TO ERECT
TRUSSES VATHOUT REFERRING TO
THE ENGINEERING DRAWINGS AND
BSCI491 SUMMARY SHEETS.
ALL PERMANENT BRACING MUST BE
IN PLACE PRIOR TO LOADING
TRUSSES. (is. SHEATHING,
SHINGLES, ETC.)
ALL INTERIOR BEARING WALLS
MUST BE IN PLACE PRIOR TO
INSTALLING TRUSSES.
REFER TO FINAL ENGINEERING
SHEETS FOR THE FOLLOWING.
1) NUMBER OF GIRDER PLIES AND
NAILING SCHEDULE.
2) BEARING BLOCK REQUIREMENTS.
3) SCAB DETAILS (IF REQUIRED)
4) UPLIFT AND GRAVITY REACTIONS.
WARNING
BackchaMes Will Not Be Accepted
Regardless of Fault Without Prior
Nouficaeon By Customer NMI. 48
Hours And Imostigation By
Builders First Source.
NO EXECPTIONS.
The General Contractor Is Responsible
For AD Connections Other Than Truss
to Truss, Debts Shear Wall, And
Connections. Temporary and
Permanent Bracing, And Who, And
Roof Diaphragm Connections.
ROOF PITCH: W12
CEILING PITCH: 0112
TOP CHORD SUE: 2 X 4
BOTTOM CHORD SIZE: 2 X 4
OVERHANG LENGTH: 16"
END CUT: Plumb
'CAN (LEVER: —
TRUSS SPACING: 24"
BUILDING CODE: FBC2017
BEARING HEIGHT SCHEDULE
BUILDER:
Adams Homes
PROJECT.
Single Family
MODEL:
1635 A 2OX10 LANAI
ADDRESS: 530E SAN BENDETTO PL
LOT I BLOCK:
3Z
SUBDIVISION:
CITY: I FT PIERCE
DRAWN BY: KTEUSER
JOB •: 12038731
DATE: I 091IW2019 SCALE I NTS
PLAN DATE: 1 2019
REVISIONS:
1.
2.
3.
4.
ti7A �: Ila-
4408 Airport Road
Plant City, FL 33563
Ph. (813) 305-1 NO
Fax(8131305-1381