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HomeMy WebLinkAboutTrussLumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
MiTek®
RE: J39198 - Horbacz'Res.
Site Information:
Customer Info: Dave Golden Homes
Lot/Block: .
Address: 4920 Conley PI., .
City: Fort Pierce
MiTek USA, Inc.
6904 Parke East Blvd.
Project Name:. Horbacz Res. Model: Tampa, FL 33610-4115
Subdivision: .
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 8.3
Wind Code: ASCE 7-10 Wind Speed: 160 mph
Roof Load: 40.0 psf Floor Load: N/A psf
This package includes 53 individual, Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No. Seal# Truss Name Date No. Seal# Truss Name
Date
1 T19428931 A01 G 2/17/20 23 T19428853 B03
2/17/20
2 T19428832 A02 2/17/20 24 T19428854 B04
2/17/20
3 T19428833 A03 2/17/20 25 T19428855 B05
2/17/20
4 T19428834 A04 2/17/20 26 T19428856 B06
2/17/20
5 T19428835 A05 2/17/20 27 T19428857 B07
2/17/20
6 T19428836 A06 2/17/20 28 T19428858 B08
2/17/20
7 T19428837 A07 2/17/20 29 T19428859 B09
2/17/20
8 T19428838 A08G 2/17/20 30 T19428860 B10
2/17/20
9 T19428839 A09 2/17/20 31 T19428861 Bll
2/17/20
10 T19428840 A10 2/17/20 32 T19428862 B12
2/17/20
11 T19428841 All 2/17/20 33 T19428863 B13
2/17/20
12 T19428842 Al2 2/17/20 34 T19428864 'B14
2/17/20
13 T19428843 A13 2/17/20 35 T19428865 B15G
2/17/20
14 T19428844 A14 2/17/20 36 T19428866 MV2
2/17/20
15 T19428845 A15 2/17/20 37 T19428867 MV4
2/17/20
16 T19428846 A16 2117/20 38 T19428868 MV6
2/17/20
17 T19428847 A17 2/17/20 39 T19428869 .MV8
2/17/20
18 T19428848 A18 2/17/20 40 T19428870 MV10
2/17/20
19 T19428849 A19 2/17/20 41 T19428871 MV12
2/17/20
20 T19428850 A20G 2/17/20 42 T19428872 MV14
2/17/20
21 T19428851 B01G 2/17/20 43 T19428873 ZCJ1
2/17/20
22 T19428852 B02 2/17/20 44 T19428874 ZCJ3
2/17/20
The truss drawing(s) referenced above have been prepared by
TER P.
MiTek USA, Inc. under my direct supervision based on the parameters
p E
provided by East Coast Truss.
Truss Design Engineer's Name: Finn, Walter
No 221339 •.*:
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
ft
00, STATE OF .:k/`
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs comply with ANSIlrPI 1. These designs are based upon parameters
0 .p••, ,
Qt.
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
given to MiTek or TRENCO. Any project specific information included is for MiTek's or
TRENCO's customers file reference purpose only, and was not taken into account in the
/t, .preparation of these designs. MiTek or TRENCO has not independently verified the
Wafter P. Arm PE No..22839
•. )aAteficability of the design parameters or the designs for any particular building. Before use,
MiTek USA.Inc. A. Cert 6634 _
die building designer should verify applicability of design parameters and properly
6904 Parke Fast Blvd. Tampa F. 33610
+t incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2.
Date:
tl:
February 17
Finn, Walter 1 of 2
RE: J39198 - Horbacz Res.
Site Information:
Customer Info: Dave Golden Homes
Lot/Block: .
Address: 4920 Conley PI., .
City: Fort Pierce
No. Seal# Truss Name Date
45
T19428875
ZCJ5
2/17/20
46
T19428876
ZEJ2
2/17/20
47
T19428877
ZEJ3
2/17/20
48
T19428878
ZEJ6
2/17/20
49
T19428879
ZEJ7
2/17/20
50
T19428880
ZHJ2
2/17/20
51
T19428881
ZHJ3
2/17/20
52
T19428882
ZHJ6
2/17/20
53
T19428883
ZHJ7
2/17/20
Project Name: Horbacz Res. Model: .
Subdivision: .
State: FL.
2of2
MAY 7, 2019 LATERAL TOE -NAIL DETAIL MII-TOENAIL_SP
00
00
-EQQ
MiTek USA, Inc.
e0aw ea o er
0
AWk AiNhm
MiTek USA, Inc. Page 1 of 1
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND
EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES
FOR MEMBERS OF DIFFERENT SPECIES.
OE -NAIL SINGLE SHEAR VALUES PER NDS 2018 (Ib/nail)
DIAM.
SP
DF
HF
SPF
SPF-S
c7
.131
88.0
80.6
69.9
68.4
59.7
O
.135
93.5
85.6
74.2
72.6
63.4
J
6
.162
108.8
99.6
86.4
84.5
73.8
of
1
z
.128
74.2
67.9
58.9
57.6 50.3
V.131
75.9
69.5
60.3
59.0 51.1
N
.148
81.4
74.5
64.6
63.2 b2.5
of
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD
For load duration increase of 1.15:
3 (nails) X 84.5 (Ib/nail) X 1.15 (DOL) - 291.51b Maximum Capacity
ANGLE MAY
VARY FROM
30 ° TO 60'
45.00 °
ANGLE MAY
VARY FROM
300 TO 600
THIS DETAIL APPLICABLE TO THE
THREE END DETAILS SHOWN BELOW
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
SIDE VIEW
(2x3)
2 NAILS
NEARSIDE
NEARSIDE
SIDE VIEW SIDE VIEW
(2x4) (2x6)
3 NAILS 4 NAILS
NEAR SIDE NEAR SIDE
NEAR SIDE NEARSIDE
NEAR SIDE NEAR SIDE
NEAR SIDE
ANGLE MAY
VARY FROM
30°TO 60°
45.00° 45.00°
No 04718
0'•, STATE F
T.
•.<0RIOP.��
.,��SS'ONAB '-
Job a
Truss
Truss Type
Dry Ply
Horbacz Res.
T79428031
139198
A01G
Hip Girder
7 1
Job Reference (optional)
cast b ..at r cuss, rl,nerce, rL- dodus,
1;1
U.33U s Jan ZZ ZUZU MI l eK IndUSVieS. InC. MOn Feb 1 ] 09:22:37 2020
Scale=178.2
TRUSS DESIGNED FOR MWFRS ONLY, PER BUILDING
DESIGNER REQUEST. TYPICAL IN THIS JOB.
NAILED
NAILED
5x8 M181 = NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED Sxe M18SHS =
5.00 12 NAILED NAILED 5x8M18SHS = 3x10 = 5x5 = ax10 = 5x814185H5 = NAILED
4 29 30 5 3132 33 6 34 35 7 W 37 a 38 39409 41 42 10
V LJ U
d
22 21
19
18
17
142-40
43 44 45
48 20 47
48 49
50 16 51
52 L53-54
3x8 = 3x4 = 6x6 =
3x8M18SHS =
6x10 =
NAILED 4x10 =
6x6 = NAILED
3x4 = SuitI-
Special NAILED NAILED NAILED
NAILED 4x10 =
NAILED
3xSM18SHS =
NAILED
Special
NAILED NAILED
NAILED
NAILED NAILED NAILED
]A2 4
l4]-131-26
26
3-1-&10
W-0.
0-2-2
4340-0
4-8-00
11
60
322394
-9-1420.
4
Plate Offsets(X,Y)--
f2:0-4-20-1-8] (4:0-5-120-2-8] (6:0-3-80-1-8]
[7:0-2-80-3-0] [8:0-3-8,0.1-81 [10:0-5-120-2-8]
[12'0-4-20-1-81 [iT0-3-80-2-0]
[19:0-3-80-2-0]
LOADING (post)
SPACING- 2-0-0
DEL
DEFL.
in (lac)
Udell
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.71
Ven(LL)
0.39 15-17
465
240
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.94
Vert(CT)
-0.60 15-17
>629
180
M18SHS
244/190
BCLL 0.0
Rep Stress Incr NO
W3 0.92
Hom(CT)
0.08. 12
The
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 2281b
FT=0%
LUMBER -
TOP CHORD
2x4 SP No.2 *Except*
4-7,7-10: 2x4 SP 270OF 2.2E
BOT CHORD
2x4 SP 270OF 2.2E'Except-
16-20:2x4 SP No.1
WEBS
2x4 SP No.3 *Except*
9-15,5-21: 2x6 SP No.2, 5-19,9-17: 2x4 SP No.1
6-18,8-18: 2x4 SP No.2 '
REACTIONS. (Ib/size) 2=-252/0-8-0, 21=5466/0-8.0, 12=2150/0-8-0
Max Hoa 2=-134(LC 6)
Max Uplift 2=491(LC 25), 21=-1975(LC 8), 12=840(LC 8)
Max Grav 2=382(LC 6). 21=5466(LC 1), 12=2155(LC 18)
BRACING.
TOP CHORD Structural wood sheathing directly applied or 2-5-3 oc puffins.
BOT CHORD Rigid ceiling directly applied or 2-10-13 oc bracing.
WEBS 1 Row at midpt 4-21, 8-18
FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(ID) or less except when shown.
TOP CHORD 2-3=-577/1536, 3-4=-573/1660, 4-5=-1504/4421, 6-7=-3285/1288, 7-8=3285/1288,
8-9=-5026/1914,9-10=5492/2071,'10-11=-4648/1666, 11-12=4840/1747
BOT CHORD 2-22=-1389/647, 21-22=1491/683, 19-21=-4421/1707, 17-18=1712/5026,
15-17=-1868/5492, 14-15=1373/4302, 12-14=-1502/4423
WEBS 4-22=-26/736, 10-14=-13/708, 9-15=-431/406, 10-15=567/1427, 11-14=-335/267,
3-22=-364/200, 5-21=-3467/1517,4-21=-3458/1171,5-19=-1928/5288, 6-19=2505/1123,
6-18=-1343/3698, 7-18=-612/445,8-18=-2065/739, 8-17=0/604, 9-17=-552/182
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=6.Opsf; BCDL=6.0psf; h=15ft; 8=45ft; L=44ft; eave=5ft; Cat.
11; ESP C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water Fording.
4) All plates are MT20 plates unless otherwise indicated.
5) Plates checked for a plus or minus 0 degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcu0ent 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) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Is uplift at joints) except at=lb)
2=491,21=1975,12=840.
9) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 386 Is down and 75 Ib up at
7-0-0, and 3861b down and 75 Ib up at 36-11-4 on bottom chord. The design/selection of such Connection device(s).is the
responsibility of others.
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
Walter P. Finn PE No.22839
MiTek USA Inc. FL Can 0634
6904 Pant, East Blvd. Tampa FL 33610
Date:
February 17.2020
'onfinued on stage 2
e�WARNING -Vonly design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-0473 rev, 1WO312015 BEFORE USE.
'
Design valid foruse onlywilh MiTeMID connectors. This design Is based only upon parameters shown, and Is foran individual bulUmg component, not
a truss system. Before use, the building designer must verifythe applicability of design parameters and pmpedy incorporate this design Into the overall
buiidingdesign. Bracing Indicated is to prevent buckling of Individual truss web andlor chord members Safi. Addtlionaltemporary and permanembracing
MiTek'
Is Serves required far stability and to prevent collapse with possible personal idury and property damage. For general guidance mounting to
fabrication, storage, delivery, remion and brecingofimsses and truss systems, see ANSUTPH Oualgy, Cdrods, DSB49 and SCSI Building Component
6904 Parke East Blvd.
Salfwarmhum Ulan available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314
Tampa, FL 3010
Job a
s
Truss Type
Cy Ply
Horbacz Res.
[AD'15G
T19420831
J39198
Hip Girder
1 1
Job Reference (optional)
East Coast Truss, FL Pierce, FL-34946.
6.330 s Jan 22 2020 MTek Industries, Inc. Mon Feb 17 09:22:37 2020 Page 2
ID:xLFld72KbAgx5FoTKgTmXKzklgj-PaKdbFol6nW tSymRpDnbfa2Kb7Dtm7v W 1'OdEzkH30
TOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Incease=1.25
Uniform Loads (plf)
Vert: 1-4=60, 4-10=60, 10-13=-60, 23-26=-20
Concentrated Loads (lb)
Vert: 4=A27(F) 10=127(F) 22=-386(F) 14=-386(F) 19=-62(F) 6=127(F) 8=127(F) 17=-62(F) 29=-127(F) 30=-127(F) 31=-127(F) 33=-127(F) 34=127(F)
35=-127(F) 36=127(F) 37=127(F) 38=-127(F) 40=-127(F) 41=127(F) 42=127(F) 43=62(F) 44>62(F) 45=62(F) 46=62(F) 47=-62(F) 48=-62(F) 49=62(F)
50=62(F) 51=-62(F) 52=-62(F) 53=62(F) 54=-62(F)
'&WARNING - Venlytleslgnparmnelers and READ NOTES ON THIS AND INCLUDED h11TEd REFERENCE PAGE AW 7473 rev. 1ee1201s BEFORE USE.
Design was for use onywbh MTek® commissions. This design is based only upon parameters shown, and Is for an Individual building component net
a mass system. Beled, use, the building designer mustvedy the applicability of design parameters and property Incorporate Ws design dnlothe overall
bulkingdeslgn. Bracing Indicated is to prevent buckling ofedivldual tress web anchor chord members only. Additional temporary and permanent bracing
MTek'
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding me
fabrication. etorae, detive emotion and bracing armasses and Wass ems. see ANSVIP/I Quality Cdeedo, DSB49 and BCSI Building Component
y g P
ride East Blvd.
Saretylaformation available Wm Tress Plat lnsgtute.218 N.Lea 9.0, Suile 312. Alexandria, VA22314.
Tampa. FL Seat
Turps.
Job ,e Truss Truss Type City Ply=Optional)
J39198 02 Hip 1 ndus
East Coast Truss, FL Pierce, FL-34946, 8.330 sJen 222020 MiTek Industries, Inc. Mon Feb 7709:22:382020 Page
ID: xLFId72KDAgx5FoT gTmXKzklgj-Inu7oapfc7vMVFXy7WkO7s6Dm?NpcD52n9HZ9hzkH37
IWj4-s-14 j 9-2-22
4-9-0 2 j 441-411-0
4 40-2 6-6-0 1 6-6-0 46-0-0
ii
5x8 =
5.Do 12
3x6 =
3x8 = 3x4 =
46 = SIB
26 5 6 78 27 9
Scale = 1:78.2
1a 17 16 15 is 13 1244)
30 = 3,4 5x5 = 5,5 = 5x5 = 5x5 = 3x4 = 3x6 =
9124-0 I 7$10 -5 -8-0 a-B
34-0 24210 31811 31
-0 -0099
Plate Offsets (X,Y)-
14:0-5-12,0-2-81, [8:0.3-O,Edgel, [9:0-5-12,0-2-8L
[14:0-2-8,0-3-0) [15:0.1-12 0-3-Oj [16:0-1-12 0-3-0) [17:0-2-8 0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (too)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.73
Vert(L-)
-0.16 13-24
>999
240
MT20 244/190
TCOL 10.0
Lumber DOL 1.25
BC 0.77
Vert(CT)
-0.3713-24
>999
180
BCLL 0.0 '
Rep Stress Ina YES
WB 0.93
Horz(CT)
0.05 11
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -AS
Weight: 2191b FT=0
LUMBER.
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (Ib/size) 2=41/0-8-0, 17=2500/0-8-0, 11=1139/09-0
Max Harz 2=-166(1-C 10)
Max Uplift 2=-215(LC 22), 17=913(LC 12). 11=489(LC 12)
Max Gmv 2=108(LC 10), 17=2500(LC 1), 11=1151(LC 22)
BRACING-
TOPCHORD Structural wood sheathing directly applied.
BOTCHORD Rigid ceiling directly applied.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=266/907, 34=449/1058, 45=-784/1755, 5-6=-686/402, 6-7=-14111770,
7-9=1840/1028,9-10=1909/1033, 10-11=-2245/1287
BOT CHORD 2-18=-804/378, 17-18=952/642, 16-17=-569/437, 15-16=372/1147, 14-15=793/1866,
13-14=-727/1726, 11-13=-1088/2052
WEBS 3-18=470/415,4-18=93/351,4.17=.1292/722,5-17=-1851/1060,5-16=.671/1547,
6.16=-1002f572,9-13=-88/338,10-13=423/397,9-14=64/253,6.15=-229/581,
7-15=612/421
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=6.OpsF BCDL=6.Opsf; h=15ft; B=45ft; L=44ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; M WFRS (directional) and C-C External -14-0 to 3-0-13, Interior(1) 3-0-13 to 9-0-0, Extedor(2) 9-0-0 t s
15-6-0, Interior(7) 15-6-0 to 35-0-0. Exterior(2) 35-0-0 to 41-2-11, Intedor(1) 41-2-11 W 454-0zune; cantilever left and right exposed
; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shaven; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about Its center.
5) This truss has been designed for a 10.0 par bottom chard live load nonconcument with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift aljoint(s) except (jt=lb)
2=215. 17=913, 11=489.
8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chard and 1/2" gypsum
sheelrock be applied directly to the bottom chord..
Walter P. Finn PE N&22839
NTak USA Inc. FL Cod 3634
6904 Parke East Blvd. Tampa FL 33610
Deer:
February 17,2020
WARNING Vwify design parameters antl READ NOTES ON Tins AND INCLUDED MITEx REFERENCE RAGEM1IIbrdT3 rev. IWO]/}015 BEFORE USE.
Design validfor use Only WIM MRekW connectors. This design is based arty upon parameters shown, and is for an ilkivdual building con doo , not
a busy system Before use, the building designer must vent' the applicability of design parameters and property incorporate MIS design Into Me overall
buildingdesign. Bmc[ng Indicated Is to prevent building of indroidual truss web ardiorchordl members only. Addttlonaltemporary and permanent bracing
MiTek'
Is always required for stability and to annem collapse was possible personal injury and propeM damage. For general guWan d regarding the
a fabncafion, storege.heavy, erectionand thaborgoftmsses also buss systems. see ANSUTPH Quality Cdreda, OSS49 end SCSI Building Component
691 Parke East BNd.
Sarelylnformaf eb; av Hable rmm Tmss %ate InnikN9, 218 N. Lee Siree4 Sude 312. AlexandM. VA22314.
name. R 36610
5.00 12
5%8 — _ SR8 =
3x0 = 3R4 = dx5
4 29 30 31 5 6 32 7 33 34 8
Scale = 1:76.2
20 19 18 17 16 15 13 12-41®
34 = 2%4 II 3%4 = 44 = 3%4 = Axis = w 3x4 = 2x4 II 34 =
5x5 =
5x5 =
5-9-14 11-0-0 12d41, 1811 2211 25-8-0 31A-0 33:9 38-2-2 4d-0-0
5.9-14 I 5-a2 .a.o sun I Ban I a43n ann <n 12-z I sa14
Plate Olfsets(XY)—
[4:0-5-12.0-2-8j [7:0-3-OEdgej [8:0-5-120.2.8j
[14:0-2-80.3-0j [18:0-2-80-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (Joe)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.72
Veri(LL)
-0.17 14-16
>999
240
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.85
Ven(CT)
-0.39 14-16
>971
180
BCLL 0.0 '
Rep Stress Ina YES
We 0.69
Horz(CT)
0.05 10
Na
We
BCDL 10.0
Code FBC20171TPI2014
Matrix -AS
Weight: 226111 FT=0
LUMBER.
TOP CHORD 2%4 SP No.2
BOT CHORD 2%4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=60/0-8-0, 18=247310-8-0, 10=1147/0.8-0
Max Harz 2=198(LC 10)
Max Uplift 2=199(LC 22), 18=886(LC 12), 10�497(1C 12)
Max Grav 2=123(LC 17), 18=2473(LC 1), 10=1163(LC 22)
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied.
WEBS 1 Row at midpt 5-18
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-292/847, 3-4=-470/1232, 4-5=-533/1359, 5-6=-961/586, 6-8=1572/952,
8-9=-1731/993, 9-10=-2285/1225
BOT CHORD 2-20=758/409, 19-20=-758/409, 18-19=1078/698, 16.18=-26/350, 14-16=564/1417,
13-14=655/1649, 12-13=-1025/2061, 10-12=-1025/2061
WEBS 3-20=01261, 3-19=695/445, 4-18=1015/702, 9.13=-641/415, 5-18=-2044/1136,
5-16=363/1005, 6-16=757/521, 6-14=61/279
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 :6.0psf; BCDL=6,Opsf; h=15ft; B=4511; L=441t; eave=5ft; Cat.
II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extenor(2) -1-4-0 to 3-0-13, Interior(1) 3-0-13 to 11-0-0, Exterior(2) 11-0-0
to 17-2-11. Interior(1) 17-2-11 to 33-M. Extedor(2) 33-0-0 to 39-2-11, Interior(1) 39-2-11 to 454-0 zone; Cantilever left and right
exposed ; end veniczl 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 ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ut=lb)
2=199,18=886,10=497.
8) 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 Ne.22839
MiTek USA, Inc. FL Can 6634
6904 Parlor East Blvd. Tampa FL 33610
Data:
February 17,2020
eAWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED iMITEH REFERENCE PAGE M11-7473 rev. 10103R015 BEFORE USE.
'
Design valid for use any whin MTelt®connedors. This design Is based only upon perametere shown, and Is rw an indlMual banding mmponenL not
a buss system. Baron use, the bvllding designer must vedy the applcabilfty of design parameters and properly kxarporate this design Into the Annual
buildingdesign. Bracing indicated is to prevent buckling of lndAdual buss web andlor shod members any. Additional temporary and permanent bracing
M[Tek*
Is aware required for stability and to prevent collapse with passible personal lnlury and propeny damage. For general guidance regarding Ble
fabrication, storage. doWery, creation and bracing oftmsses and buss systems, see ANSWPI1 Desert, Lorene, DSB49 and mail Building Component
6904 paM1s East BIM.
Saferylnformmion anagable flour Tmsa Place in l We, 218 N. Lee &mO, Suite 31$ Alexandda, VAM14.
Tampa, FL 36610
Job s
Truss
Truss Type
Oty Ply
Horbaa Res.
T79428834
J3B198
04
Hip
7 1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL .34946. 8.330 s Jan 22 2020 MiTek Industries, Inc. Mon Feb 17 09:22:41 2020 Page 1
ID:xLFId72ImAgx5FoTKgTmXKzklgl-IMZBRaYmHxMiFXgUilV kIRCOgpdpVT7VaDl-hkH2y
1L-0-0_ 6-9-14 13-0-0 19-0-0 25-0-0 3"-D 37-2-2 44-0-0 q5-0-0
14- 1 6-9-74 6-2-2 6-40 6-0 O 6-00 6-2.2 I 6-&1�
am r
Sx8M18SHS =
5xBM18SHS =
3x4 = 3x4 =
4 25 26 5 6 27 287
Scale =1:76 2
01$
3x6 =
2.4 II 6x8 = 4x6 = 3x4 = Axel = 6.8 = 2x4 II 3x6 =
6-9-74 12-0-0 1j-0-0 9 L-4- 3y8,0 57:jF_ 44-0-0
6-9-14 5 N' 9-PO I 9-0-0 0-e-0 5-fi-2 6-9-14
Plate Offsets (X,Y)-
f4:OA-0,0-1-131, [7:0-4-0,0-1-131
LOADING (psp
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Udell
Up
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.64
Vert(LL)
-0.18 12-14
-999
240
MT20
2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.88
Vert(CT)
-0.41 12-14
>930
180
M18SHS
2441190
BCLL 0.0
Rep Stress Incr YES
WB 0.74
Hom(CT)
0.05 9
n/a
Na
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Weight: 222 lb
FT=O%'
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied.
WEBS 1Row at midpt 5-16
REACTIONS. (lb/size) 2=95/0-8-0, 16=2424/0-8-0, 9=1161/0-8-0
Max Hoa 2=230(LC 10)
Max Uplift 2=162(LC 22), 16=871(LC 12). 9=-501(LC 12)
Max Gmv 2=170(LC 21), 16=2424(LC 1), 9=1215(LC 18)
FORCES. (Ib)-Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-282/809, 3-0=495/1276, 4-5=317/1019, 5-6=-949/592, 6-7=1492/949,
7-8=-1706/941. 8-9=-2314/1200
BOT CHORD 2-17=-736/407, 16.17=-736/407, 14-16=-56/470, 12-14=425/1193, 11-12=992/2079,
9-11=-992/2079
WEBS 5-14=-313/976, 6-14=-656/455,4-16=808/526,3-16=752/501, 5-16=-1859/980,
7-12=29/347, 6-12=-1781333, 8-12=7141482
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=6.Opsf; BCDL=6.Opsf, h=15ft; B=45ft; L=44g; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 3-0-13, Interior(l) 3-0-13 to 13-0-0, Exterior(2) 13-0-0
to 19-0-0, Interior(1) 19-0-0 to 31-0-0, Exterior(2) 31-0.0 to 37-2-2, Interior(1) 37-2-2 to 45-4-0 zone; cantilever leg and right exposed
; end vertical 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 porting.
4) All plates are MT20 plates unless otherwise indicated.
5) Plates checked fora plus or minus 0 degree rotation about its center.
6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will 6t between the bottom chord and any other members, with BCDL = 10.0psf.
8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100111 uplift atjoint(s) except (t=lb)
2=162, 16=871, 9=501.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum
sheetrock be applied directly to the bottom chord.
Welter P. Finn PE Nd.22839
MRek USA, Inc. FL Cad 6634
6904 Parka East Blvd, Tampa FL 33610
Date:
February 17,2020
&WARNING comfy dealgn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-74JJrev. 10/094015 BEFORE USE.
Design valid for use only with MRek®connedom. This design Is based only upon pearametela mown, and Is for an individual building component, net
a Was system. Before use, the building designermust venythe epplinNfiy of dosign parameters and pmpedy incarporsts this design info the overall
buildingdosign. Brecing imploded is to prevent buckling of Individual truss web and/or Nord members only. Regional temporery and permaneft bracing
MiTek'
isa6vap rclsadl to, daerly and to prevent collapse with passible personal injury and properly damage. ForgeneralguldameregaMingthe
Caledonian. Storage. delivery, erection and bmdp oftnesses ventures systems. see ANSVTP/1 Quality Cdtoda, DSBA9 and BCS/ Building Component
e Sabylevo mef/on available from Truss Plate InstilNe, 218 N. Lee spread, Buda 312. Alexandria, VA22314.
Setif Parke East Blvd.
Tampa, R 36810
Job a
Truss Type
Qly Pit,
Horbacz Res.
T19428835
J39198
LA05ss
Hip
1 1
_
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946, 8.330 s Jan 22 2020 MiTek Industries, Inc. Mon Feb 17 09:22:42 2020 Page 1
ID:xLFId72KbAgz5FoTKgTmXKzklq(-mY7WeysAgEPo sgEMpyliHvmcmeY7feimFnHSzkH2z
7922-0I I 5222 I 49-0-079-14 70-0 7 7-2 74-14 4s4-0,
-0-0
Scale = 176.2
5x8 = 2x4 If sea =
427 285 29 6 30
3x8 =
2.4 II Sx5 = 2.4 II 44 = 3x8 = 44 = 2.4 II 5x5 = 2.4 II 31,8
7-9-14 12-02-0-0 94-0 34-0 .2-2 0-0
7 I 2I4.2-914 2 7-07M-14
Plate Offsets (%Y)—
[4:0-5-12 0-2-8] [6:0-5-12 0-2-8] [11:0-2-8 0-3-0] 117:0-2-8 0-3-0]
LOADING (psf)
SPACING- 2.0-0
CSI.
DEFL.
in (roc)
I/deg
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL L25
TC 0.73
Vert(LL)
0.15 10-24
>999
240
MT20
2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.72
Vert(CT)
-0.2710-24
>999
180
BCLL 0.0 '
Rep Stress Ina YES
WB 0.57
Horz(CT)
0.05 8
n/a
DID
BCDL 10.0
Code FBC2017rrP12014
Matra -AS
Weight: 237 he
FT=0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=189/0-8-0, 17=2294/0-8-0, 8=1197/0-8-0
Max Horz 2=263(1-C 10)
Max Uplift 2=149(LC 12), 17=828(LC 12), 8=513(LC 12)
Max Gran, 2=269(LC 21), 17=2294(LC 1), 8=1258(LC 18)
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied.
WEBS 1Row at midpt 4-17, 4-14. 6-14
FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown.
TOP CHORD 2-3=-204/619, 34=365/1099, 4-5=9471695. 56=9471695, 6-7=1765MO01,
7-8=-2368/1193
BOT CHORD 2-18=-567a44, 17-18=567r344, 16-17=-245/291, 14-16=243/293, 12-14=478/1288,
11-12=479/1285, 10.11=-97412121, 8-10=-974/2121
WEBS 4.17=1981/988, 4-14=74611425, 5-14=A66/395, 7-10=0/290, 3-18=0/297,
3-17=-8191494,6-14=-586/290, 6-11=272/510, 7-11=-793/481
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=6.OpsF BCDL=6.Opsf, h=15ft; B=4511; L=44ft; eave=5ft; Cal,
II; Exp C; Encl., GCpi=0.18; M4VFRS (directional) and C-C Extenor(2) -1-4-0 to 3-0-13, Interior(1) 3-0-13 to 15-0-0, Exterior(2) 15-0-0
to 21-2-11, Interior(1) 21-2-11 to 29-0-0, Exterior(2) 29-0-0 to 35-2-11, Interior(1) 35-2-11 to 45-4-0 zone; Cantilever left and right
exposed ; end vertical left and Tight 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) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurr ant with any other live loads.
6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will in between the bottom chord and any other members, with BCDL = 10.0psf.
7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Be uplift at joint(s) except jt=lb)
2=149,17=828,8=513.
8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2' gypsum
she strock be applied directly to the bottom chord.
Welter P. Finn PE No.22239
MiTek USA, Inc. FL Cod 6634
69M Parke East Blvd. Tampa FL 33610
Date:
February 17,2020
WARNING-Vonfxdeslan parameers antl READ NOTES ON THIS AND INCLUDED AIITEKRE£ERENCE PAGE 41II447a rev. 1493,2015 BEFORE USE.
Design valid for use only with MOeI® monoxides. This design Is based only upon parameters shown, and Is for an Inc Mdual building component, not
a Imss system. Before use, the building designer mus wfify Me appticabilM of design parameters end Mood NmrpomN Nis design "a the overall
buildingdesign. BmcingiMkMedistopmv ntbvcWingofindMduallmsswebanCorchommembemonN. Addftionaltempomryandpermanenlbracing
MiTek'
Is ateays required for stabilly and to prevent ccropsewnh possible persona: injury and popery damage. ForgenemiguWanceregardingthe
fabrication,storage, delivery.cmd*n end bmdng ofbusses and Was systems. See ANSMI Dualdy, Cofdda, DS649 and Best Building Component
fi9G4 Parke East st and.
Saf nyin smmslon available Wm Truss Plate Inalaule, 218 N. Lea Street, Sure 312, Nexandmit, VAzzn4.
Tempe. FL GRID
Job s
Truss
Truss Type
Oty Ply
Homacz Res.
T7942B83fi
J39198
AU6
Hip
1 1
Job Reference (optional)
test coast lN9a, 1-1. Pierce, FL-J4B4b. b.J3U S Jan 222UZU MI I ex mDUSVIeS. InC. Mon Yee ll Ua:2L:442UZU
Scale =1:76A
5x5 =
3x4 = 5x5 =
10 17 16 la 1e 13 1z 12J410
see =
2.4 II 5x5 = 3x8 = 4xB 4x8 Sea = 5x5 = 2x4 I 3xb7 =
LOADING (psl)
SPACING.
2-0-0
CSI.
DEFL. in (Joe) Well Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.52
Ven(LL) -0.2813-16 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.85
Vert(CT) -0.5313-16 >721 180
BCLL 0.0 '
Rep Suess Ina
YES
We 0.67
Horz(CT) 0.05 10 n/a We
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Weight: 2431b FT Io 0%
LUMBER.
-
BRACING.
TOP CHORD 20 SP No.2
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2
BOT CHORD Rigid ceiling directly applied.
WEBS 20 SP No.3
WEBS IRow at midpl 6-16,4-17
REACTIONS. (lb/size) 10=1115/0-8-0, 2=188/D-8-0, 17-2297/0-8-0
Max Horz 2=289(LC 11)
Max Uplift 10=-413(LC 12), 2=-138(LC 12), 17=846(LC 12)
Max Grav 10=1177(LC 18), 2=284(LC 21), 17=2297(LC 1)
FORCES. (lb)- Meet. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-176/508, 3-4=378/1030, 4-5=-328/317, 5-6=243/343, 6-7=1174/812,
7-8=-1306/815,8-9=-1807/995, 9-10=2499/1186
BOT CHORD 2-18=-474/257, 17-18=-074/257, 16-17=934/604, 13-16=2221752, 12.13=-690/1554,
11-12=-1011/2259, 10-11=-1011/2259
WEBS 3-18=0/278, 6-16=997/616, 6-13=242/658, 3-17=-792/377, 4-17=1932/1073,
4-16=-708/1575,8-13=-719/489,8-12=111/370,9-12=765/432, 9-11=D/270
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=6.Opst BCDL=6.Ops/; h=15ft; B=45ft; L=44ft; eave=5ft; Cal.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Fxlenor(2)-1-4-0 to 3-0-13, Intenor(1) 3-0-13to 174)-0, Fxterior(2) 17-0-0
to 23-2-11, Intenor(1) 23-2-11 to 27-0.0, Exterior(2) 27-0.0 to 33-2-11, Interfor(1) 33-2-11 to 44-0-0 zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate
gnp DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will rd between the bottom chord and any other members, with BCDL = 1O.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Is uplift atjoint(s) except Qt=lb)
10=413,2=138,17=846.
8) 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.22839
MTak USA, Ina. FL Lad 6834
6904 Parke East Blvd Tampa FL 3361D
Date:
February 17,2020
'®WARNING - Verily dosdor Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 0I.7471 me. 1010L015 BEFORE USE.
eewee
valal for use only with MTekga connectam This design Is based only upon parameters shoed, and Is for an Indaidum bullaing component, not
Lao'
a truss system. Belpre use, the building designer must vent' ale applicability of design parameters and property Mono Monomeric his design We the oeereg
bulldingdeclgn. Bracing indicated Is to prevent buckling oflndlviduat truss web andlorchcrd members any. AadOional lemporaryand permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me
fabricated, delwani.aredlon and brddng of WeSes and was Systems. ANSIMPH QualityCdtede, DSGi and SCSI Buffdrng Component
6904 Parka East Blind.
Saferylnrormmfon evagabla Isom Truss Plate Nst1Ne, 218 N. Lee $11eeL Suge 312, NexanOria, VA 22316.
Tampa, FL 36610
Job a
Truss
Truss Type
Oty Ply
Horba¢Res.
T79428837
J39198
A07
Hip
1 1
Job Reference (optional)
see =
500 12 6
d.4av s Jan zz zuzu mn ex Inousmes, mc. man Feo 1 i ury zz:4b zuzu
Sx5 =
7 28
Scala=1:Ti'A
19 18 17 ao JO 10 14 13 1
38=
2.4 II 5x5 = 44 = 3x8 = 3x4 = 2x4 I axe
3x4 = 48 =
6:1-2 12-0-0 19-0-0 25-0.0 31-&0 3]-f0-0 44-0.0
"_C I "_n aRn PJll1 I r..A.n I R-x.n I I
Plate OHsets(K,Y)—
(6:D-5-12,0-2-81,ry8:0-2-8,0-3-01
LOADING (psp
SPACING- 2-0-0
CSI.
DEFL.
In (loc)
I/de0
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.54
Ven(LL)
0.14 13
ae999
240
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.64
Ved(CT)
-0.2313-14
-999
180
BCLL 0.0 '
Rep Stress Ina YES
WB 0.99
HOrz(CT)
0.05 11
nia
n/a
BCDL 10.0
Code FBC2017ITP12014
Matnx-AS
Weight: 240 Ib FT=0%
LUMBER.
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SO No.3
REACTIONS. (Ib/size) 2=235/0-8-0, 18=2232/0-8-0, 11=1133/0.8-0
Max Horz 2=321(LC 11)
Max Uplift 2=-159(LC 12), 18=816(LC 12), 11=-421(LC 12)
Max Grav 2=330(LC 21), 18=2232(LC 1), 11=1185(LC 18)
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied.
WEBS 1Row at micipt 8-14
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 111) or less except when shown.
TOP CHORD 2-3=-140/390, 3-5=300/892, 5-0=632/504, 6-7=-983/783, 7-8=11121753,
8-10=.1851/1003, 10-11=-2507/1190
BOT CHORD 2-19=-402/259, 18-19=-402/259, 17-18=808/515, 14-17=52/511, 13-14=706/1600,
12-13=-1002/2266, 11-12=-1002/2266
WEBS 3-19=01255, 6-17=802/485, 6.14=451/833, 8-14=-923/528, 8-13=77/459,
1U-13=-7221420,3-18=-748/365,5-18=1833/1055, 5-17=678/1528
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuU=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf, h=15ft; B=45ft; L=4411; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 3-0-13, Interior(i) 3-0-1310 19-0-0. Exterior(2) 19-0-0
to 31-2-11, Intenor(1) 31-2-11 to 44-0.0 zone; cantilever left and right exposed; end ver8cal 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 policing.
4) Plates checked fora plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 par bottom chord live load nonconcurrem 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 = IO.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=lb)
2=159,18=816,11=421.
8) This truss design requires that a minimum of 7116'sWctural wood sheathing be applied directly to the top chord and 112" gypsum
sheetrock be applied directly to the bottom chord.
Welter P. Finn PE ND22839
MITak USA, Inc. FL Cad 6034
6904 Parka East Blvd. Tampa FL 33610
Data:
February 17,2020
&WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGEM11114473 rev. 100312015 BEFORE USE.
Design valid tar use any with MRelssrum ectors. This tlesign Is based only upon parameters shown, and Is for an irkiridual building companent. not
a truss system. Before use, me bulking designer must Verify the applicability of tlesign parameters and properly incorporate Bile design Into me overall
-•Y�•
••Y■
builtlingdesign. Bracing Indicated Is toprevenlbuckling oflndiNdualtruss web and/or chord membersony Addilionaltempmaryand permanent bracing
Welk'
Is always required for stablicy and to prevent coaapsewah possible personal Injury and property damage. Forger si guidance regardag me
tabdco8on,storage. dowery. section and bracing oftrusoes and trues systems, we ANerillef Duegy Cdteda, DS849 and SCSI Building Component
Safeylnlarmeflon avarbo a from Truss Plate Institute, 218 N. Lee street, Sure 312. Alexandria, VA 22314.
6904 Parke East Bed.
Tampa, FL 36610
Jab s
Truss
Truss Type
Dry Ply
Horbacz Res.
T19428838
J39198
08G
Roof Special Girder
1 1
Job Reference (optional)
East Coast Truss,
Ft. Plame. FL-34946,
124-0
iS70.15
21-0-0 3-0-0
8.330 s Jan 222020 MiTek Industries, Inc. Mon Feb 17 09:22:47 2020 Page
ID:xLFld72KbAgx5FoTKgTmXKzklgj-7 WaPhfwlUm154djhUP77m_oBdWzD11N2zYzfzkH2s
28-10-11 34.9.5 40.8-0 4341 4643-0 50-0-0 1d
d-0
S2-0
S2-0
3b15
5-1-1 2-041
5-10-11
5-10-11 5-10.11 3A)O 341-0 3d-0 4-0
Scale=1:89.3
5x5 =
5.0D 12
_
Sx8 -
e
7 g34
3x3 6
3x8
3x6 G 6
9
34 i
S
3x6
3x8
4
10 NAILED
3
5x5 = 4x8 = Sx8 = A
11 12 NAILED
m1 2
14
C
27
26 25
36 24 23 22
37
21 20 19 18 17 W 18
2x4 II
5x5 = 3x8 =
4x6 = 3x6 =
3x6 = 4.6 = 4x6 = 3x6 = 2x4 II 48
4x6 =
3x8 =
4.6 = NAILED
NAILED
8-2-0
fi-2-0 12 I 1-02-0I 25&-1100.-1111 I 44
fi--02-0 3d15 5 043-0 434L0 46-8-0 50.0-0
5.in.11 1 3-0.0 3-0-0 I 3d-0
Plate Offsets (X,Y)-
[8:0-5-12,0-2-8),112:0.3A,0.2-0), [13:0.5-12,0.2-81,118:038,0-2-01
LOADING (psl)
SPACING- 2-0.0
CSI.
DEFL,
in (lec)
Vde6
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.62
Vertft-Q
DAI 21
>999
240
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.52
Ved(CT)
-0.18 21-22
>999
180
BCLL 0.0 '
Rep Stress Incr NO
WB 0.90
Hoa(CT)
0.03 17
BIB
The
BCDL 10.0
Code FBC2017rrP12014
Matrix -MS
Weight: 3061b FT=0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-0 oc bracing.
WEBS 2x4 SP No.3 WEBS 1Raw at midpl 7-23,8-23, 9.22
REACTIONS. All bearings 0.8-0.
(lb) - Max Hom 2=370(LC 7)
Max Uplift All uplift 100 It, or less at joint(s) except 2=185(1-C 8), 17=-664(LC 8). 26=757(LC 25). 14=110(LC
6)
Max Grav All reactions 250 Ib or less al joint(s) 14 except 2=376(LC 17), 17=1960(LC 30). 26=2080(LC 13)
FORCES. (Ib)-Max. CompJMax.Ten. -All forces 250(lb) or less except when shown.
TOP CHORD 2.3=-269/214, 3-5=172(793, 5-6=-262/224, 6-7=-736/441, 7-8=620/450, 8-9=-846/476,
9-10=-1423/604, 10-11=1753/668, 11-12=-755/354, 12-13=-064/1517, 13-14=-520/766
BOT CHORD 2-27=-328/362, 26-27=328/362, 25-26=-697/401, 23-25=99/256, 22-23=0/690,
21-22=228/1177, 19-21=-425/1531, 18-19=281/837, 17-18=1544/585, 16-17=-689/579,
14-16=-696/566
WEBS 6-25=-10D3/394, 6-23=165/732, 8-23=634/193, 8-22=213/679, 11-18=1071/471,
12-18=-889/2520, 12-17=-1323/527, 13-17=-1216/330, 9-22=-841/372, 9.21=57/422,
10.21=-023/236, 11-19=-187/746, 3.27=0/272, 3-26=796/336, 5-26=1678/682,
5-25=-411/1308
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=6.0psf, BCDL=6.Opsf; he15ft; B=45ft; L=50R; eave=6ft; Cat.
II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed fare 10.0 par bottom chord live load nonconwment with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom Chord and any other members, with BCDL = 10.0psf.
7) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 185 Is uplift at joint 2, 6641b uplift at
joint 17. 757 Ib uplift at joint 26 and 110 Ib uplift at joint 14.
8) "NAILED" Indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guldlines.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASEIS) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Walter P. Finn PE No.22839
MTek USA Ine. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
February 17,2020
NARNING- Verify desmnParamefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PACE MV-7473,ev. I&WaOfs BEFORE USE.
Design valid for use ony with MRekleconnenors. This design Is based only upon parameter shown, and Is foran Individual building component, not
a Was system. Before use, Me building designer mustvedy ma app8wbildy of design paamaters and properly Incorporate Nis design Into Me overall lat
buildingdesign. Bracing indicated is to prevent buckling of individual truss web andler Wood members only. Additional temporary and permanent boxing MITeIK
Is aM'aysrequired for stability and to prevent obtained with possible personal Injury and property damage. For general guidance regarding Me
fabrication, Stamps, delivery. ereaion and among of busses and buss Systems, see ANSM11 Quany Criteria, DS849 and SCSI Bananas Component 6904 Parke East and.
• Sareryrnfonmetfon available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA22314. Tampa, FL 36610
Jab s
Truss
Truss Type
Oty Ply Horbacz Res.
T19428838
J39198
A08G
Roof Special Girder
1 1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL-34946, 8,330 s Jan 222020 MTek Industries, Inc. Mon Feb 17 09:22:47 2020 Paget
ID:xLFId72KbAgx5FoTKgTm%Kzklg0-7 W W PhfwlUm l54dIhi vP77m_OBd WEOlINr2zYzfzkH2s
.LOAD CASE(S) Standard
Uniform Loads (plf)
Vert: 1-7=60, 7-8=60, 8-11=60, 11-13=60, 13-15=-60, 28-31=20
Concentrated Loads (Ile)
Vert: 13=-46(F) 16=50(F) 35=17(F) 38=48(F)
WARNING -Verify design parameters and READ NOTES ON TNISANOINCLUDEO AIITEK REFERENCE PAGE n91-7473rev. 10/0912015 BEFORE USE.
Design valid for use ontywdh MITeW connedors. This design Is based only upon parameters shown, and Is far an individual building component, no **ee
a wsa system. Befcee use. me building designer must verify Me apptsaparametersy of design parameters and Property m Mmaram Nis design me me overall my
buildingdesign. Bracing indicated is to prevent bucklingofindividualtmseweb Mayor chond members Only. 7WdkionaltempomryaMpetmanembraCng MOW
Isere., reguiretl for stabilityand to prevent cu9apse wdh possible personal Injury and property damage. For general guidance regarding Me
fabreemer.Manage, derveryry erediun and bracing oftrusses and buss systems, see ANSBTR/l Duality Gruen., DS849 end BCS1 Bunning component 6904 Parka East BW.
e Sefetylnformdon ovoildEle from Tmss Plate Instttute, P18 N. Lee St.e, Suge 312, Alexandria, VA 22314. Tempo, FL 36610
x
5.00 12
5x5 =
6 29
scale =1B9.3
44
2x4 // 5x5 = 4,c6 =3x8 = 5x6 = 3x6J= 2x4 II 4x5
=
5x5 =
2 33
LOADING (psf) SPACING. 2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 10.0 Lumber DOL 1.25
BCLL 0.0 ' Rep Stress Ina YES
BCDL 10.0 Code FBC2017fFP12014
CSI.
TC 0.62
BC 0.68
WB 0.58
Matrix -AS
DEFL.
VErhLL)
Vert(CT)
Hoa(CT)
In (loc) Well L/d
-0.18 17-19 >999 240
-0.37 17-19 -999 180
0.03 14 n/a Na
PLATES GRIP
MT20 244/190
Weight: 2661b FT=0%
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
WEBS
1 Row at midpl 5-19. 7-17. 9-14
REACTIONS. (lb/size) 2=262/0-8-0, 19=2092/0A-0, 14=1909/0-8-0, 11=-103/0-8-0
Max Hoa 2=386(LC 11)
Max Uplift 2=177(LC 12), 19=753(LC 12), 14=-708(LC 12). l l=-149(LC 17)
Max Grav 2=356(LC 21), 19=2173(LC 17), 14=1962(LC 18)
FORCES. (Ib)-Max. Camp./Max. Ten. -All forces 250(I1h) or less except when shown.
TOP CHORD 2-3=.127/358, 3.5=231/910, 5-6=-781/546, 6-7=727/551, 7-8=-1386/720,
8-9=1284/689, 940=489/1243, 10-11=406/1027
BOTCHORD 2-20=-426/247, 19-20=472/198, 17-19=-261/247, 16-17=-217/969, 15-16=-397/1302,
14-15=-330/1104, 13-14=910/527, 11-13=-918/524
WEBS 3.20=0/254,3.19=-707/436,5-19=-1679/836,5-17=-245/949, 7-17=-766/444,
7-16=-134/502,8-16=-294/271,8-15=279/93, 9-15=0/355, 9-14=.2620/1150,
1044=-923/520
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=6.Opsf, BCDL=6.Opsf; h=I Sit; 8=45ft; L=50ft; eave=611; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-4-0 to 3-8-0, Interior(1) 3-8-0 to 22-0-0, Extedor(2) 22-0-0 to
27-0-0. Interior(1) 2741-0 to 44-8-0. Extedor(2) 44-8.0 to 49-8-0, Inledor(1) 494-0 to 51-4.0 zone; cantilever left and right exposed ;
end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water painting.
4) Plates checked for a plus or minus 0 degree rotation about its Canter.
5) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads.
Walter P. Finn PE N0.22839
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
MIT& USA, Inc. FL Cori 6634
will fit between the bottom Chord and any other members, with BCDL = 10.0psf.
6904 Parka East BNB Tampa FL 33610
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177111 uplift at joint 2, 7531b uplift at
Data:
joint 19, 70816 uplift at Joint 14 and 1491b uplift at joint 11.
February 17,2020
s ee roc a app le uec y o 0 ore c or .
WARNING -Verify d-gnparamelars and READ NOTES ON THIS ANDINCWDEDAIMEN REFERENCE PAGE 4111.7473rev, t&02,2015 BEFORE USE.
Design valid Ed use only with MRe alconnectors. This design Is based only upon parameters shown, and Is for an indiNduel building component, not
a Voss system. Before use, me bating designermust very. app11cabl8y of de8gn parameters and property Incoryorete miss design Into Ne ovePWl
buildingdesign. BmdngindiWedistopreventb.alingofindMduatausswebandlorchaMmembemmTy. Adddionattemporeryand permanent bracing
WOW
allays required for slabirty and to prevent collapse collapse with possible personal injury and property damage. Fargeneral gultlance regarding the
fabrication, storage. delWe ,emg nandbmdngoflmswsaMWss systems, see ANSVTPI10uality Green, D5849 and BC51 Building Component
�selerylnlormntlon available from Tress Plate lnsteute.218 N. Lee Street, Suite 312, Nexandmi, VA 22314.
st
6904 Parke IM.
East B
Tampa, FL
Job a
Truss
Truss Type
Oty Ply7HobRaaRes.T79428840J39198
A10
Roof Special7rence
(optional)
cm, uvm, uuaa, rr. Waco,---,o, o.JJU S Jan ZZ ZUZU MI I eR 1nGUSIIBS, Inc. Men tee I( U8:22:48 LUZO
ii 1
Scale = 189.3
sea =
5.00 12 54 —
6 30 7
462x4 // 5x5 = 4so = 3.8 = Sx6 = 34 = Sx5 = 4xe —
=
3x6 =
d
219
LOADING (psp
SPACING-
2-U-0
CSI.
DEFL. in (roc) VdeB L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.62
Ven(LL) 411 18-20 >999 240
MT20 2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.52
Ven(CT) -0.22 18-20 >999 180
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.76
Horz(CT) 0.02 14 We The
BCDL 10.0
Code FBC201TlTPI2014
Matrix -AS
Weight: 283 Be FT=O%
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
WEBS 1 Row at midpt 6.20, 6-18, 7-17, 8.17
REACTIONS. (lb/size) 2=287/0-8.0, 20=2061/0; 8-0, 14=1896/0-8-0, 12=-85/0-8-0
Max Horz 2=-362(LC 10)
Max Uplift 2=-183(LC 12). 20=750(LC 12), 14=679(LC 12), 12=140(LC 17)
Max Grav 2=363(LC 21), 20=2110(LC 17), 14=1933(LC 18)
FORCES. (III) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=165/287, 3-5=230/843, 5-6=-699/544, 6-7=.736/653, 7-8=849/617,
B-9=-1435/772, 9-10=1334/759, 10-11=-254/911, 11-12=422/1029
BOT CHORD 2.21=-335/261, 20-21=.367/222, 18-20=-338/311, 17-18=0/573, 16-17=-388/1204,
15-16=509/1320, 14-15=-488/308,12-14=-911/520
WEBS 3-21=0/254, 3-20=719/414, 5-20=1634/882, 5-18=359/1018, 6.18=.529/305,
647=-325/596, 8-17=-804/438, 8-16=01338. 9-15=-827/514, 11-14=.437/425,
10-14=-1436/692, 10-15=897/2002
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=6.Opsf; BCDL=6.Opsf; h=15ft; B=45ft; L=50ft; eave=6ft; Cal.
II; Exit C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1.4-0 to 3-8-0, Interior(1) 3.8.0 to 20-6-8. Extedor(2) 20-6-8 to
28-5.8, Interior(1) 28-5-8 to 42-B-0, Exterior(2) 42-8-0 to 47-8-0. Intedor(1) 47-8-0 to 61-4--0 zone; Cantilever left and right exposed ;
end vertical left and right exposed;C-C for members and forces 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads.
6) - This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will Tn between the bottom chord and any other members, with BCOL = 10.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 183 Ib uplift at joint 2, 750 Ib uplift at
joint 20, 679 Ib uplift at joint 14 and 140 He uplift at joint 12.
8) 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.22839
MITek USA, Ind. FL Can strU
6904 Parke East Blvd. Tampa FL 33610
Date:
February 17,2020
it WARNING -Verify desryn raramerers anEREAO NOTES ON THIS AND INCLUDED MITER REFERENCE PAGENV4AT I rev. 10/0312015 BEFORE USE.
Design valid bruin onywM MTelta, connedars. This design is based only upon parameters shown, and I$ for an Individual binding component, no
a tmss system. Before use, the building designer must verythe app[kabllay ofdedgn parameters and properly lnaryorete this design wbme overall
buildingdeslgn. Bmcing indicated is to proven butting ofindividualtmss web andforchord members only. Addaional temporary and monarent bracing MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. Forgeneral guldance regarding the
Iabriemon, storage, deges , mechan and bmang ofWsws and Was systems, We ANSUTPIf dua4y Crlterla, DSB49 and SCSI Building Component e SafeWinlorstrorfoo available horn Truss Plate bafflute, 218 N. Lee Streel, Buie 312, Assumed,VA 22314, Tampa. FL fi984 Parke IM.
36610
East East B8
3
Job s
Truss
Truss Type
Cry Ply
Horba=Res.
T19428841
J39198
11
RoofSpecial
1 1
Job Reference (optional)
east coasr truss, If. rlerce, 1-1.-44YRd,
5.on 12
3x6 i
a e 29
Slog i 5
3 4
28
1 2
a
21 20
4x6 = 2.4 II 5x5 =
d.ddu s uan ze zuzu run ex Inausrnes, Inc. man reo II ue:ze:orzucu rage r
Scale = 1:89.3
S e =
5x5 =
6 3031
32 7
SAS
833
5.5 =
Sx5
9
N
2x4 // d
34 35
t1 0
36
37
1z{�
•
19 18 38
17
39 16 40
15
14
4xe
4,6
5x5 4*
3x9 =
3x8 =
add =
6-743 I 12-0-0 1 1eE-8 1 25-5-8 I 34-8-0 { 4041-0 19L-O I 50-0-0 1
Plate Offsets (%,Y)—
16:0-5-12,0-2-81. 114:0-2-8,0.2-121.116:030,D-0-41.
f20:0.2-80-2-121
LOADING (psQ
SPACING- 2-0-0
CSL
DEFL.
in (loc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.52
VerhU-)
-0.22 15-17
>999
240
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC
0.78
VerhCT)
-0.4315-17
>869
180
BCLL 0.0
Rep Stress Incr YES
WB
0.90
Horz(CT)
0.02 14
n/a
We
BCDL 10.0
Code FBC20177rP12014
Matrix -AS
Weight: 274111 FT=0
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 20 SP No.3
REACTIONS. (lb/size) 2=319/"-O, 20=2027/0-8-0, 14=1845/0-8-0, 12=32(0-"
Max Horz 2=329(LC 11)
Max Uplift 2=-200(LC 12), 20=-728(LC 12), 14=678(LC 12), 12=-11 O(LC 17)
Max Grant 2=380(LC 21), 20=2099(LC 17), 14=1932(LC 18)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-5=166/755, 5-0=644/503, 6-7=-1018/754, 7-8=-1129/744, 8-9=17621992,
9-10=1539/831, 10-11=-427/972, 11-12=-381/817
BOT CHORD 2-21=-266/289, 20-21=-266/289, 19-20=-629/466, 17-19=0/537, 15-17=-454/1228,
14-15=-16/269, 12-14=722/455
WEBS 3.21=0/259, 6-19=717/430, 6-17=3631`773, 8-17=535/395, 8-15=-229/446,
9-15=-953/651, 3-20=-740/372, 5-20=-1663/901, 5-19=565/1322, 10-14=1873/1020,
11-14=-337/317, 10-15=-634/1508
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=6.0psQ BCD1-=6.0psf; h=15ft; B=45ft; L=50ft; eave=6ft; Cat.
11; Exit C; Encl., GCpi=0.18; MWFRS (directional) and C-C Fxtedor(2) -14-0 to 3-8-0. Interior(1) 3-8-0 to 18-6-8. Extefior(2) 18-6-8 to
23.6-8. Interior(l) 23-6-8 to 25-5-8. Exterior(2) 25.5-8 to 30.", Interior(l) 30.6-8 to 40-e-0. Extedor(2) 40-8-0 to 45-8-0, Interior(1)
46-8-0 to 51-4-0 zone; Cantilever left and right exposed; end vertical left and Tight exposed;C-C for members and forces 8 MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nanconcunent with any other live loads.
6) • This truss has been designed for a live toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chard and any other members, with BCDL = 10.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 200 Ib uplift at joint 2, 728 Ib uplift at
joint 20, 678 lb uplift at joint 14 and 110 Ib uplift at joint 12.
8) 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
MITek USA, Ind. FL Cad 6634
69M Parka East Blvd. Tampa FL 33810
Date:
February 17,2020
WARNING -VIM, deargn par,neters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 41114473 rev. 1W034015 BEFORE USE.
•
Design valid for use on), Von handed,connector. Inns deilgn Is based any upon parameters shorn, and Is for an individual burning component, not
EEO
a truss sydam. Estate use, Be bUlding designer mud vedy the applicability of dedgn parameters and property Incorporate this design Into vie overall
buildingdesign. Becing ind cated is to prevent Midland Of individual truss web anNor chord members ool,,. Addrtionallema0mr,and permanent unnIng
MiTek'
isalways Mubedfor dablity and to prevent collapse with pasvble personal Injury and grope ydamage.. For general guidance regarding ire
fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSVTPII =eerily Cdfatla, DSB49 and BCSI Building Component
I'Sereylnformffi/on
fi9a4 Parka lvd.
rke EasastB
t B
available fmmTmss Rate Institute,218 N.Lee famet. Suite31ZAlexandra,VA2cl4.
Tempe,
Job
Truss Type
Res.
Oty PlyTJob
T79428842
J39198
Pas
Roof Special
1
rence (optional)
east umon Iwas, rL rierce, rl.- faV40.
5.00 12
56 =
6 Sx5 = SAS =
d.3au s 4an ze euzu ml I eK InOUSM s, Inc. coon ran 1 f ua:2z:oz rum
Style = 190.9
12
22 21 35 20 19 35 18 17 16 15 14
4x5 = 2.4 It 6x8 = 44 = 3x6 = 44 = 34 = 3.6 = Gas II 44
3x8 =
6-93 I 12-0-0 I 21-5-8 1 27-541 32-8-0 I 38A-0 I 43-8-0 I 50.0.0
0.a_A SJi1i O_1A AN T��A AAII SJIl1 fidll
Plate Offsets (X Y)—
18:0-5-12 0-2-81. (10:0-5-12 0-2-8)
LOADING (pst)
SPACING- 2-0-0
1
DEFL.
in (loc)
UdeO
lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.49
Vert(LL)
-0.24 19.21
s999
240
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
- BC 0.75
Vert(CT)
-0.42 19-21
S898
180
BCLL 0.0
Rep Stress Incr YES
WE 0.90
Hoa(CT)
0.03 14
life
Did
BCDL 10.0
Code FBC2017rrP12014
Matrix -AS
Weight: 283 lb FT=0%
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 WEBS 1 Row at midpt 6-21, 8-19
REACTIONS. All bearings 0.8-0.
(III) - Max Hom 2=-336(LC 10)
Max Uplift All uplift 100 lb or less atjoint(s) except 2=169(LC 12), 21=-783(LC 12), 14=-589(LC 12), 12=126(LC
12)
Max Grav All reactions 250 I6 or les's aljoint(s) 12 except 2=387(LC 21), 21=2167(LC 17), 14=1748(LC 18)
FORCES. (lb) - Max. Comp.IMax. Ten. - All farces 250 lid) or less except when shown.
TOP CHORD 3.5=-269/744, 5-6=-87/704, 6-7=1015/724, 7-8=-899/634, 8-9=1293/809,
9-10=-1494/937, 10-11=-898/571, 11-12=-256/604
BOT CHORD 2-22=-289/270, 21-22=-289/270, 19-21=0/554, 18-19=-321/1077, 16-18=61211443,
15-16=-244/737, 14-15=-512/326, 12-14=512/326
WEBS 7-19=-595/469, 8-18=-209/466,9-18=506/396, 9-16=-067/362, 10-16=-461/930,
10-15=-555/371, 3-21=-674/369, 5.21=438/405, 6-21=1620/785, 6-19=-64211269,
8-19=446/316, 11-15=650/1396, 11-14=1583/935
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=6.Ops1; BCDL=6.Opsf h=15ft; B=45ft; L=50ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 3-8-0, Interior(1) 3-8-0 to 19-0-0. Exterior(2) 19-0-0 to
21-643, Interior(1) 21-5-8 to 27-5-8, Exterior(2) 27-5-8 to 32-8-0, Inlenor(1) 32-8-0 to 38-8.0, Exterior(2) 38-8-0 to 43-8-0, Interior(1)
434-0 to 514-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS
for reactions shown; Lumber DOL=IB0 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconairrenl with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6.0 tall by 2-0-0 wide
will fill between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 lb uplift at joint 2, 783 lb uplift at
joint 21, 589 Ito uplift at joint 14 and 126 lb uplift at joint 12.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the tap chard and 12" gypsum
sheetreck be applied directly to the bottom chord.
Walter P. Finn PE No.22839
MTex USA, Inc FL Cod 66M
ON Parka East Blvd. Tampa FL 33610
Data:
February 17,2020
WARNING -Verily desiU^ Paran,elers and READ NOTES ON THIS AND INCLUDED AIITEK REFERENCE PAGE MILTiT] rev. 1&03/2015 BEFORE USE.
Osage vald for use only with MTekaa Convenors. This design is based any upon parameters shown, and Is for an InalWaual building component, net
a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design no the overall
buldingdeegn. among indicated is to prevent bucking ofindividual truss web anchor Chord members only. Motional temporary and permanent toracIng M!Tek'
Is always required for stabiliy and to preveMCollapse with possible personal injury and parody damage. For general guidance regaming die
rabdcatiou, storage, delivery, erection and bracing of trusses and busssyslems,sae ANSVI If qualify Corona, DS049 and BCSI Building Component 6904 Parba East BIW.
'Sareylnrmmaflon availablehom Truss Platelnstitute,218 N. Lae Street, SuAo31ZAeamdda,VAzzal4. Tampa, FL 36510
Job I
Truss
Truss Type
Qy Ply
Horbacz Res.
T79428843
J39198
A13
Roof Special
1 1
Job Reference (optional)
l
eam"asi truss, rL Fierce, 1-1.-341140.
B.GJV s Jan Z2 ZOZU MI I eK IncteVle9,Inc. Men Feb 1709:22:542D20
Sx5 =
6 _ ass =
Scale = 1:90.9
22 21 20 " 18 a 11 16 15 14
48=
2.4 II 5x5 = 44 = 3,,6 = 3x8 = 3x8 = 3x8 II 44
3x8 = 4xfi =
69-3 -0 121140-0 23SE 9-SA 3pa{I 38a4343-0 50-0-0
fi.hi SA1i-0 2
nAlf I d.! n I�� I
12
Plate Offsets (X,Y)—
110:0-5-12,0-2-81, (21:0-2-8,0-2-121
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL.
In (loc)
Udell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.53
Vert(LL)
-0.11 16-18
>999
240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.51
Ven(CT)
--0.2316-18
.999
180
BCLL 0.0 '
Rep Stress nor YES
WB 0.89
Holz(CT)
0.02 14
me
n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -AS
Weight: 283 IS FT=O%
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 , WEBS 1 Row at midpt 7-20, 8-18
REACTIONS. All bearings 04-0.
(lb)- Max Hoa 2=336(LC 11)
Max Uplift All uplift 100 IS or less at joints) except 2=180(LC 12), 21=772(LC 12), 14=572(LC 12), 12=144(LC
12)
Max Grav All reactions 250 It, or less at ient(s) 12 except 2=381(LC 21), 21=2110(LC 1), 14=1637(LC 18)
FORCES. (lb) - Max. Camp./Max. Ten. -All forces 250(lb) or less except when shaven.
TOP CHORD 2-3=.216/305,3-5=.245/810, 5.6=-611/498,6-7=-552/521, 7-8=.1082/784,
8-9=-1493/1001, 9.10=1366/908, 10.11=-1129/691, 11-12=-156/393
BOT CHORD 2-22=-304/239, 21-22=304/239, 20-21=673/533, 18-20=341/1053, 16-18=453/1244,
15.16=325/951, 14-15=295/247, 12-14=295/247
WEBS 3-22=01256. 7-20-1047/644, 7-18=44/366, 9-16=713/535, 10.16=-299/544,
10-15=-351/288,3-21=-717/362,5-21=1692/965,5-20=615/1393,8-18=.278/160,
8-16=-268/545, 11-15=593/1329,11-14=.1459/885
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=6.Ops1; BCDL=6.Opsf; h=15ft; B=45ft; L=5011; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-4-0 to 34441, Interior(1) 3-84) to 19-0-0, Exterior(2) 19-0-0 to
23.5-8, Interior(1) 23.5d to 29-5.8, 6derlor(2) 29.5-8 to 30-8-0. Interior(1) 30-8-0 to 36b0, EMerior(2) 36-8-0 to 41-8-0, Interior(l)
41-8-0 to 51-4.0 zone; Cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & M WFRS
for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) Plates checked for a plus or minus 0 degree rotation about Its center.
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 of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Wit fit between the bottom chord and any other members, with BCDL = 10.0psf.
7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 18016 uplift at joint 2, 77216 uplift at
joint 21, 572 Ib uplift at joint 14 and 144 Ib uplift at joint 12.
8) 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 NoMS39
MiTek USA, Inc. FL Cad 6634
6904 Parka East Blvd>Tampa FL 33810
Data:
February 17,2020
WARNING - Verily desgn parr,nelers and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 41I1-7473 rev. 1AV342015 BEFORE USE.
Design valid for use onlywNt MITei®connemors. We design is based" upon parameters shown, and Is for an IndrAdual aullding Component, not
��•
8 miss system. Mature use. me building designer must ineRythe appllcabll8y ofdesign parameters and properly Incongruities mis design into the overall
-•Y
bWdingdesign. Encmg to icoled is to prevent Doodling of individual Mae web andior Conti members onty. Additional temporary and permanent bracing
Welk'
Is always required for staulay and to prevam scraped with possible personal liguryand property damage. Forgeneml guldance regarding the
fabdcalan, storage, delivery, erection and bradng of musses and truss systems, see ANSWPII Duarily Canada, OSS49 end SCSI Building Component
aSaferylnlormtlion availablefrom Tmss Poole InSkute,218N.Lea Street.S fte312,Alexand6a,VA22914.
69M Parke East Blvd.
Tampa, FL 36610
Job I ITruss
Truss Type
Oty Ply
Horbacz Res.
T79428844
J39798
A14�
Roof Special
1 1
Job Reference (optional)
Truss, Ft. Pierce, FL-34946.
SBD 12
S 5 =
8.330 s Jan 22 2020 MiTek Industries. Inc. Mon Feb 17 09.22:55 2020
Scale=1.89.3
21 20 19 io 17 1. 15 14 13
Asia =
2x4 II 5x5 = 4R) = 3xe = 3x6 = 3xe = 3x6 It 44
3x8 = 416 =
693 1231 19-0-0 265E 31-SE 37-5E 43E-0 50-04
1 6-9-3 I $4t13 I 6-9-0 1 6.6.fl 1 6N 1 ann I a.ds I a.e-n
Plate Offsets (X,Y)-
[9:0-5-12,0-2-81, [20:0-2-8,0-2-121
LOADING (pall
SPACING. 2-0-0
CSI.
DEFL.
in (lac)
Udell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.50
Vert(LL)
0.10 15-17
>999
240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.49
Vert(CT)
-0.1615-17
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.91
Hoa(CT)
0.02 13
n/a
n/a
BCDL 10.0
Code FBC2017rrPI2014
Matrix -AS
Weight: 2711b FT=O%
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 INo.3 WEBS 1Row at midpt 7-19
REACTIONS. All bearings 0-8-0.
(lb) - Max Hord: 2=336(LC 11)
Max Uplift All uplift 1001b or less at joint(s) except 2=170(1-C 12), 20=785(LC 12), 13=-575(LC 12). 11=139(LC
12)
Max Grav All reactions 2501b or less at joints) 11 except 2=368(LC 21), 20=2140(LC 1). 13=1626(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=.184/365, 3-5=-257/839, 5-6=.573/475, 6-7=-546/466, 7-8=1318/849,
8.9=-1377/889, 9.10=-1034/626, 10.11=.176/470
BOT CHORD 2-21=-336227, 20-21=-336/227, 19-20=.709/553, 17-19=-486/1314, 15-17=511/1377,
14-15=282/868, 13-14=358/260, 11-13=358/260
WEBS 3.21=0/260,7-19=-1141/701,7-17=0/279,8-15=-330/300, 9-15=-355/678,
9-14=-410/305,3-20=-722/366,5-20=1725/932,5-19=.627/1441, 10-14=-579/1342,
10-13=-1461/872
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuft=160mph (3-sewnd gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf; h=15ft; B=45ft; L=50ft; eave=6ft; Cat.
11; Exp C; Encl., GCpF0.18; MWFRS (directional) and C-C Extedof(2) -1-0-0 to 3-8-0, Interior(1) 3-M to 19-0-0, Extedor(2) 19-" to
24.0-0, Interiogl) 24-" to 37-5-8. Fxleriar(2) 37-5-8 to 42-5-8, Interior(1) 42-5-8 to 51-4-0 zone; Cantilever left and light exposed ;
end vertical left and right exposed;C-C for members and forces & M WFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
6) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2.0-0 wide
will et between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 170 Ib uplift at joint 2, 785 Ib uplift at
joint 20, 575 Ib uplift at joint 13 and 139 Ib upllft at joint 11.
8) This truss design requires that a minimum of 7/1W 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 NoY2939
MRek USA, Ine. FL Cad His
6904 Parka East Blvd. Tampa FL 33610
Date:
February 17,2020
WARNING .Vwd de519nppramalnaand READ NOTES ON THIS AND INCLUDED MITERREFERENCE PAGE MlW4T]mv. 1010312015 BEFORE USE
waaw
Di valid foruse anyweb Mnek®connegora. ri a design is based only upon parameters shown, and is for an InaivlEual building component not
Is!-
.muss system. Before use. Vie building designer must verify Me applicability of design parameters and property postponed Nis design into Me overall
buiMingiesign. Bradeg lndlamed laid prevent GldAng of individual truss web andlorimord members only. Additional tendon, and permanent bombing
WOW
always required for stability and to prevent collapse with possible personal Iitury and pmped, damage. Forgenemt guldancd regarding me
fabrication,garage, deWeryry argued and bracing dfWssas and trustssystems,see ANSVITH Quality Canada, DSB419 and SCSI Building Component
'S.Anytiforma0an avare Iefrom Tmv Plata Ina Oe.218N.Lee Street,Suite312.Atexa
a zl B
tB IM.
6904 Perko Eas10
.VA22314.
Tempe.in
Job a
cuss
Truss Type
Ory Ply Hodea¢Res.
T1942B845
J39198
A15
Roof Special
1 1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL - 34946. 8,330 s Jan 22 2020 MiTek Industries, Inc. Mon Feb 17 09:22:56 2020 Page 1
ID:xLFId72KbAgxSFoTKgTmXKzklgj-MEzpaklyNXApfOvP313EsfsLRFYrgLPW yoWnezkH2j
-1 6-93 124 19-0-0 23.2-12 27$6 1 -0- 395A VMS 50-0-0 1-0
-0-0 6-93 5$-13 6-8-0 4-2-12 4-2-12 6:L 6-0-0 4-2-8 8-0-0 4-0
5x5 =
S.fX 12
Scale =1813
2 l
22 21 20 1tl .1 'O 18 11 18 15 14
44-- 2x4 I 5x5 = 4x6 = 3x8 = 44 3x6 = 3x6 = 3.8 II 44
3x8 =
8-9-3 I 124-0 27-56 33.5-e I L.—
BI50-0-0 n
6-93 5$13 84i-0 a-. 641-0 6-0-0 4-26 6-0-0
Plate Offsets (X,Y)-
110:0.5-12,0-2-81,121:0-2-8,0.2-121
LOADING (psf)
SPACING- 2-D-0
CSI.
DEFL.
In (too)
I/de0
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.53
Vert(LL)
.0.19 18-20
>999
240
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.66
Vert(CT)
-0.3718-20
>999
180
BCLL 0.0 '
Rep Stress Inv YES
WB 1.00
Hom(CT)
0.01 14
n/a
Flat
SCOL 10.0
Code FBC2017/TPI2014
Mabix-AS
Weight: 2731b FT=0%
LUMBER. BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SO No.2 BOT CHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3
REACTIONS. All bearings 0-8-0.
(Ib) - Max Horz 2=336(LC 11)
Max Uplift All uplift 100 lb or less at joint(s) 12 except 2=147(LC 12), 21=807(LC 12), 14=-625(LC 12)
Max Grav All reactions 2501b or less atjoint(s) 12 except 2=340(LC 21), 21=2192(LC 1), 14=1750(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (to) or less except when shaven.
TOP CHORD 2-3=-168/504, 3-5=-326/989, 5-6=-530/411, 6-7=-472/423, 7-8=1744/1024,
8-9=-1534/869, 9-10=-1351/847, 10-11=-635/434, ii-12=340/799
BOT CHORD 2-22=-473/291, 21-22=-473/291, 20-21=-878/611, 18-20=221/841, 16-18=502/1351,
15-16=-103/509,14.15=670/426, 12-14=-670/426
WEBS 3-22=0/266, 7-20=938/606, 7-18=607/1181, 8-18=913/605, 9-18=-05/261,
9-16=512/379, 10-16=-531/1050, 1(.15=653/391, 3-21=732/360, 5-21=1786/946,
5-20=-621/1492, 11-15=-607/1400, 11-14=-1594/916
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=6.Opsf,, BCDL=6.Opsf h=15ft; 13=45ft; L=50ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 3.84), Intedor(1) 3-8-0 to 19-M, Extedor(2) 19-M to
24-0-0. Interior(1) 24-0-0 to 39-5-8, Extedor(2) 39-5-8 to 44-6-8, Interior(1) 44-5.8 to 51-4-0 zone; cantilever left and right exposed
end vertical 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) Plates checked for a plus or minus 0 degree rotation about Its center.
5) This truss has been designed for a 10.0 pat bottom chard live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide
will fit between the bottom chard and any other members, with BCDL = IO.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 He uplift at joint(s) 12 except (jt=lb)
2=147,21=807,14=625.
8) 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 chard.
Walter K Finn PE No.M833
MiTek USA, Inc FL Cart BON
6904 Paden East Blvd. Tampa FL 33810
Date:
February 17,2020
®WARNING-Variry desl, parameters antl READ NOTES ON FHIS AND INCLUDED MITEK REFERENCE PAGE a111-773 rev. 10/03,2015 BEFORE USE.
Design wild far use only wish M170M wnnecliers. This design is based only upon pammaters shown, and is for an lnowhat building component,not
��•
A truss slide., Before use, the building designer must wanly the appllcabllity of design parameters and properly lnocryarale this design Into the overall
towidmgdesign. among indicated is to x od bucking of individual lours web andlor Nash members only. Adddionaltempomryand Pmmaneshbracing
WOW
is always required for stability and to preyem w4apsewnh possible personal Injury and Property damage. Forgenerat guidanceregarding she
fabrication, range, degvery, erefelon and bracing ofimsses and truss systems, see ANSM11 quagly Green., DSB49 entl SCSI Building Component
aSaretyfnformeNon aaagabiefrom Truss Male Insthate.218 N. Lee Street,SuKe312,Alexandra,VA2Z314.
6904 Parka East BIW.
Tampa, Fl. 36610
Job a
Truss
Truss Type
Qly Ply
Horbacz Res.
T19428MS
J39198
A16
Roof Special
1 1
Job Reference (optional)
Axe =
20
2.4 II
5.D0 12
19
5x5 =
Sx5 =
6
18 17
44 =
3x8 =
b.JJU 5 Jan 2d 2UZU MI lex MOOS leS. Inc. Men Feb 1109:22:ba 2020
16
Sx12 =
Sx5 =
fi-9-3 I 12-0-0 19-0-0 I 245-8 I 35-5-8 I 414.8 m-o I 50"
Scale = 189.3
Brae
12 {
Plate Offsets (X,Y)-
f14:0-2-8 0-2-121 ry 6:0-3-12 0-3-01
(19:0-2-8 0-2-121
LOADING (psf)
SPACING. 2-0-0
CSI.
DEPL,
in (lac)
Udell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip COL 1.25
TIC 0.54
Ven(LL)
-0.33 16-18
>999
240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
SC 0.94
Ven(CT)
-0.681648
>551
180
SCLL 0.0
Rep Stress Ina YES
WB 0.96
Hom(CT)
0.01 12
NIS
n/a
BCDL 10.0
Code FBC20171TP12014
Matrix -AS
Weight 26311D FT=0
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 WEBS
1 Row at micipt 7-18
REACTIONS.
(Ib/size) 2=16510-8-0, 14=194110-8-0, 19=2216/0-8-0, 12=-162/0-8-0
Max Hare 2=336(LC 11)
Max Uplift 2=-132(LC 12), 14=700(LC 12), 19=814(LC 12), 12=222(LC 17)
Max Grav 2=318(LC 21), 14=1941(LC 1). 19=2216(LC 1)
FORCES. (ID) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD
2-3=-211/610, 3-5=367/1088, 5-6=-057/368, 6-7=-409/369, 7-8=1951/1057,
8-9=-1705/882, 9-10=.1157/717, 10-1 1=-558/1281,11-12=.459/1082
BOT CHORD
2.20=-585/327, 19-20=-585/327, 18-19=-999/647, 16-18=245/849, 15-16=-416/1157,
12-14=951/547
WEBS
3.20=0/275, 7-18=935/606, 7-16=586/1239, 8-16=1021/637, 9-16=220/682,
9-15=-694/456, 10-14=-1828/983, 11-14=327/317, 3-19=-7401360,5-19=1821/937,
5.18=-614/1534, 10.15=-735/1567
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=6.Opsf; BCDL=6.Opsf; h=15ft; B=45ft; L=SD(t; eave=6ft; Cal.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 3-8-0, Interior(1) 3-8.0 to 19-0-0. Exterior(2) 19-0-0 to
24-2-12. Interior(1) 24.2-12 to 41-5-8, Extedor(2) 41-5-8 to 46-5.8, Intenor(1) 46-6-8 to 514-0 zone; cantilever left and right exposed
; end vertical left and right exposed;C-C for members and forces & MWPRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water pending,
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads.
6) • This Was 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) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Its uplift at joint(s) except Ut=11b)
2=132, 14=700. 19=814. 12=222.
8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112' gypsum
sheetrock be applied directly to the bottom chord.
Walter P. Finn PE Ne.22839
MiTek USA, Ina. FL Cart 6834
Iii Parke East Blvd, Tampa FL 33610
gate:
February 17,2020
WARNING -Vent, JOApn yarame ers and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE 4111-7472 rev. 1010312M5 BEFORE USE.
Design valid for use only with MReleID connectors. This design is based only upon paramders shown, and is for an individual budding component, net
��•
a truss system. Before use, the building designer must wriy the apphoabicy of design parameters and properly Nmrporate Nis design into me overall
buildingdesign. Bracing indicated is to prevent buedingofindividual tmssweb andlorchord members only Millions? lemppmryand permanent bracing
Welk'
always required for Mobility and to prevent w1lapetwith possible personal Injury and property damage. For general guidance registers the
fabrication. Storage, dal Vefy.er.di.n and loafing effidsea and ones SyAems,Sea ANSUTPIf Dually Endeda, DSB49 and SCSI Building Component
'Safaybdoneaflon avaeaNefmm Tmss RMetngkute,218N.LeeWeM.Buse312,Auandna,VA22314.
6904 Parke East Blvd.
Tampa, FL. 368ID
Job 1
Truss
Truss Type
Dty Ply
HomaczRes.
T19428897
J39198
li
Roof Special
1 1
.Inh Rwfw.mnew (nn(nnall
I Nis, e1. Yleme, YL-Y!14b,
5.fx 12
56 =
8.330 s Jan 22 2020 MTek Industries, Inc. Mon Feb 17 09:22:59 2020
Scale =1.69.3
20 19 10 a-- as of 10 15 14 13
44 = 2.4 II Sea = 4x6 - 3x6 = U12 = 34 II 4x8
axis - 4x6 =
6-93 12-0-0 21-1012 315-8 37-5-8 43-SA 4 I=
IN SS-13 9-0.12 211 2 6-0-0 6-0-0 0. A 6-0-0
Plate Offsets (X Y)-
1810-540.2-81 MOO-4-0 0.1-131
LOADING (psf)
SPACING. 2-0-0
CSI.
DEFL.
in (loc)
UdeO
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.63
Vert(LL)
-0.26 17-19
>999
240
MT20
2441190
TCDL 10.0
Lumber DOL 1.25
Be 0.89
Vert(CT)
-0.4715-17
>796
180
M18SHS
244l190
BCLL 0.0
Rep Stress Ina YES
WB 0.88
Hom(CT)
0.01 11
We
We
BCDL 10.0
Code FBC2017/TP12014
Matrix -AS
Weight: 25616
FT=0%
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 WEBS 1 Raw at midpt 8-14
2 Rows at 113 pis 6-19
REACTIONS. All bearings 0-8-0.
(Ib) - Max Hoa 2=336(LC 11)
Max Uplift All uplift 1001b or less al joinl(s) except 2=128(LC 22), 13=741(LC 12), 19=4144(LC 12). 11=333(LC
17)
Max Grav All reactions 2501b or less at joinl(s) 11 except 2=290(LC 21), 13=2089(LC 18), 19=2292(LC 17)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2.3=287/719, 35=45811181, 5.6=278/1190, 6-7=754/449, 7-8=2148/1075
8-9=743/496, 9-10=743/496, 10.11=652/1582
BOT CHORD 2-20=743/391, 19-20=743/391, 17-19=10/274, 15-17=238/954, 14-15=. 4 /1840,
13-14=-1326/707, 11-13=1425/760
WEBS 6-17=384/1118, 7-17=-815/569, 7-15=605M 198, 8-15=608/486, 8-14=1290/458,
9-14=373/332, 10.14=1042I2203, 10-13=189211017, 3-19=682/375, 579=438/401,
6-19=1938/824
NOTES -
I) Unbalanced roof live loads Eve been considered for this design.
2) Wind: ASCE 7-10: Vuft=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Ops/; h=15ft; B=4511; L=50ft; eave=6ft; Cat.
II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exter or(2) -1-4-0 to 343-0, Intedor(7) 3-8-0 to 19-0-0, Extenor(2) 19-0-0 to
24-0-0, Intertor(1) 24-M to 43-5.8. Exteria(2) 43-5.8 to 4 5A, Interior(l) 48-5-8 to 514-0 zone; cantilever left and right exposed ;
end vertical left and right exposed;C-C for members and forces S. MWFRS for reactors shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) Plates checked for a plus or minus 0 degree rotation about Us center.
6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will rd between the bottom chord and any other members, with BCDL=10.Opsf.
8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 128 Ib uplift at joint 2, 741 It, uplift at
joint 13, 844 Ib uplift at joint 19 and 333 Ib uplift at joint 11.
9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum
sheetrock be applied directly to the bottom chord.
Walter P. Finn PE No.22839
MTek USA, Inc FL Cod 6034
6604 Parke East Blvd Tampa FL 33610
Dare:
February 17,2020
WARNING - Venrydesign parameters antl READ NOTES ON THIS AND INCLUDED MOEK REFERENCE PAGEMII.Un mv. 1010312015 BEFORE USE.
Design valid far use only with MTecl oonnectos. This deago is based onlyupon parameters shown, end is foran indivdual building oompanen4 not
�®
otiose sondes. Delete ase.thebwldingdesguer must venytbeappaoeblly0fdesup perasmers and popery aoolporae this design uaotbeoverall
��Y�•
buiMing design. BmwgiMk eaistopmmtW&G g fmdMdual Wssweb andlorchadmembeis only. Adaaiow relrPoray and cermanam braGnq
WOWis
arNays requve0 far 9ebiWy end to preveN mOapu wlh possible perululiryury ark pmpelry tlamage. Forgeneud guidanceregardingthe
fabriaeaon. Storage.deibery, erection and lini Mbusus and ouss systems, see ANSV1 tf Qualify Onfede, DSB49 and BOSI Building aampanent
Gafefy(nformation available 6wn Tmss Rate Instate, 218 K t.ee E4ee.6We 3lZ Neamldla, VAM14.
6904 Parke East Sb
Tampa. FL 36610
Job Truss
Truss Type
0ty Ply
Res.
T19428848
J39198 A18
Roof Special
1 1ob
[abacz
Reference (optional)
1 i1
e.J3U S Jan ZZ ZUZU MI I eK InauStneS. Inc. Mon 1-eD 17 W 23:002U20
Scale=1:69.3
r1eE3
6
46=
2x4 II 5x5 = 44 = 3x6 = 46 — 2x4 I 3x8 = Sx5 = 44 =
aide = 2x4 II
6-11-3 19141111 117-11
69J 5613 16.
0
17-2-12
7-2-12
5-14 15.14
1-9-8
468
Plate ONsets(%,Y)—
18:0-5-00-2-8) [10:0-640-2-12I
[14:0-2-80-2-121
f21:0-2-80-2-121
LOADING (psq
SPACING- 2-0-0
CSI.
DEFL.
in (roc)
Udell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.75
Vert(LL)
0.21 16-18
>999
240
MT20
2441190
TCDL 10.0
Lumber DOL 1.25
BC
0.66
Vert(CT)
-0.3516-18
>999
180
BCLL 0A '
Rep Stress Ina YES
WB
0.94
Horz(CT)
0.03 14
n/a
Na
BCDL 10.0
Code FBC20177rP12014
Matrix -AS
Weight: 2571b
FT=O%
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 WEBS 1 Raw at micipt 7-20. 8-18, 9-14, 5-21
REACTIONS. All bearings 0.8-0.
(Ib)- Max Hoa 2=336(LC 11)
Max Uplift All uplift 100 lb or less at joint(s) except 2=191(LC 22), 14=768(LC 12), 21=847(LC 12). 11=336(LC
1)
Man Grav All reactions 250 lb or less aljoint(s) 11 except 2=264(LC 21), 14=2109(LC 1). 21=2327(LC 1)
FORCES. (lb) - Max. CompJMax. Ten. - All farces 250 (Ib) or less except when shown.
TOP CHORD 2-3=290/876, 3-5=-45311344, 5-6=246/307, 6-7=219/296, 7A=11171586,
8-9=4221312, 9-10=952/2206, 10-11=60211505
BOT CHORD 2-22=809/400, 21-22=809/400, 20-21=1215/728, 18-20=274/942, 16-18=800/1958,
15.16=794/1966, 13-14=1326/696, 11-13=1331/694
WEBS 3-22=0/263, 6-20=299/153, 7-20=1091/590, 7-18=63/612, 8-18=-1052/581,
8-15=-1692l248, 9-15=227ly63, 9-14=2543/1291, 10-14=1296/709, 3-21=728/369,
5.21=1910/960, 5-20=653/1637
NOTES-
1) Unbalanced mot live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsh BCDL=6.0ps/; h=15ft; 8=45ft; L=50ft; eave=611; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 3-8-0, Interior(l) 3-8-0 to 19-0-0, Exterior(2) 19-0-0 to
24-0-0, Inlenor(l) 24." to 45-5-8, Exterior(2) 45-5.8 to 50-5.8, Interior(1) 50-5-8 to 51-4-0 zone; cantilever left and right exposed;
end vertical left and light exposed;GC for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water panting.
4) Plates checked for a plus or minus 0 degree notation about its center.
5) This truss has been designed for a 10.0 psf bottom chard live load nonconwnent with any other live loads.
6) ' This muss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 191 Ib uplift at joint 2, 768 lb uplift at
joint 14, 8471b uplift at joint 21 and 3361b uplift at joint 11.
shantwRNWapyl„e, srect�raoeg)e bat%ONfLA IR SON THIS AND INCLUDED MpEK REFERENCE PAGE 01.7473 rev, 10/0312015 BEFORE USE.
Design valid for use only wN MITeIds Connemas. This design is based only upon parameters show, and is her an IndMdual bidding Component not
a WISS system. Berme we. Me building designer meat verify Me appecaDNy of design panwelers and properly Ncaryorale this design into the owmll
bUlong design. Brazmg'ugicahal is to proem bsU5ng of Ndmdual Wsaweb anwor Nord members any. Additional lempomry and permanem bracing
Plea
Waller P. Finn PE Ne.22839
MRek USA, No, FL Grt 6634
6904 Parke East 5I0. Tampa FL 33610
Dale:
February 17,2020
MiTeW
6904 Parke Fast BIM.
Tampa, FL 36610
Scale=1:89.3
Say =
5.00 12
7
3d3
6
34 i3x8
5
3.6 -
NAILED
34 i 4
9
NAILED NAILED Spedal
3
5x5 =
3x10 = axe = Sx8 =
10
11 NAILED 12
1 2
14
3
27 26 25 37 38
2439440222120
19
18 41 17 42 16
2x4 II 34 = ties =
4x8 =
3ds =
4x6 —
4x8 =
64 = 34 = bad II 4x8
48=
3a8 =
_
4x6
NAILED NAILED
NAILED Special
dbx9g ;M4 &>475 50l Ta8 5a35I4-0 I IoztrdO cauI2_
Plate Offsets (X,` )—
(11:0-3-8,0-1-8), (13:0.5-12,0.2-81,
119:0.3-8,0.2-0), (25:0.2-8,0.2-12)
LOADING (psl)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Udell
IJd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.74
Vert(LL)
0.29 19-20
>999
240
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.76
Vert(CT)
-0.4419.20
>845
180
BCLL 0.0 '
Rep Stress Ina NO
WB 0.76
Hom(CT)
-0.03 25
n/a
Na
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 270111 FT=0%
LUMBER-
BRACING -
TOP CHORD
2x4 SP N0.2 *Except' TOP CHORD
Structural wood sheathing directly applied or 3-9-1 Go punins.
10-13: 2x4 SP No.1 BOT CHORD
Rigid ceiling directly applied or 3-5-4 ac bracing.
BOT CHORD
2x4 SP No.2 WEBS
1 Row at midpt 6-25, 8-24
WEBS
2x4 SP No.3 *Except'
12-18: 2x4 SP No.2
REACTIONS.
All bearings 0.8-0.
(Ib) -
Max Harz 2=336(LC 7)
Max Uplift All uplift 100 Ib or less at joint(s) except 2=417(LC 18), 25=992(LC 8), 17=-050(LC
8), 14=205(LC
14)
Max Gmv All reactions 250 Us or less at joint(s) 2, 14 except 25=2697(LC 1), 17=1854(LC 30)
FORCES. (lb) -Max. CompJMax.Ten.-All lances 250(lb) or less except when shown.
TOP CHORD 2-3 -418/1369, 3.5=512/1614, 5-6=597/1998, B-9=885/394, 9-10=1567/572,
10.11=2657/974, 11-12=616/274, 12-13=8612566, 13-14=536/1054
BOT CHORD 2-27=-1358/484, 26-27=1358/484, 25.26=17187708, 24-25=1164/578, 22-24=-15/483,
20-22=-337/1275, 19-20=906/2706, 18-19=171/616, 17-18=2587/964; 16-17=-966/587,
14-16=9691572
WEBS 5-26=96/340, 5-25=538/287, 6-25=2274/855, 6-24=-428/1550, 7-24=-405/108,
9-22=795/387, 9-20=90/430, 10-20=1362/562, 10-19=546/291, 11-19=808/2181,
11-18=7641355, 8-24=1002/450, 8-22=-192/732, 12-18=1174f3276, 12-17=1162/510,
13-17=1840/579, 3.26=552/236
NOTES.
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf h=15ft; B=4511; L=50ft; eave=6ft; Cal.
II; Exas C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent Water pending.
4) Plates checked fora plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 pat bottom chord live load noncencument 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-" wide
will fit between the bottom Nord and any other members, with BCDL = IO.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 417 lb uplift at joint 2, 992 Ib uplift at
joint 25, 650 In, uplift at joint 17 and 205 lb uplift at joint 14.
8) "NAILED" indicates 3-1 Od (0.148"x3' or 3-12d (0.148°x3.25) toe -nails per NOS guidlines.
Waller P. Finn PE Na.22839
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 12016 dawn and 12916 up at
Mf lak USA, ha FL cat 86M
47-5-8 on lop chord, and 58 Ib down at 47-4-12 on bottom chord. The designiselection of such connection device(s) Is the
6904 Palle East Blvd. Tampa FL 33610
responsibility of others.
Date:
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
February 17,2020
'onfinued on pane 2
t5OAV1JAISE(SrxSf_8IIudJu
®WARNING -V-1, d.ai9n Parameters and READ NOTES ON TMS AND INCLUDED MAEx REFERENCE PAGE M04473 me 10103AU)IS BEFORE USE.
Desgn vend truss emuwdh Maek®cannexadd, TDLv desgn Is Dash my upon parameters a awn, and is foran individual bupGng mWonent, nat
aVusssyaem.Befsre s%the lauiding designer muslvaffy"appGcaDTlyofdesipn paramNersand pmpeM incorporate Nls design his mewetall
Dulling design. Brddng hd'xated isto prevent WddaN of Mdiddual WssweD aMIa NON members onry. Addalenal temporary and pamaneM Mating
u always Nqubedfas stability and to pnveNCWapae weh Na9Me Weanal irymyax1 pmpenydamage. Forgenenalgudanneregardinglhe 1 L'
tDdra6on, slamge,delivery, ereabn and DraNg gfWsxsaM floss systems,see ANSWMIQuaaty Cdfda,DS"9and BCSIBuilding Component 1 field Parke East Btd.
SefetylMrmeuon avbblefmmTruss Ptto MWOe,218NtxeB O.Sude3lZMex r;VA22314. Tampa FL 36610
Job a Truss Truss Type pty [y-7!Res.
T19428849
J39198 A19 Rogl Special Girder 1 (optional)
East Coast Truss, FL Pierce, FL-34946, 8.330 s Jan 22 2020 MiTek Industries, Inc. Man Feb 17 09:23:02 2020 Page 2
ID:xLFw72Kb gx5FoTKgTmXKzklgl-BOK4ro5lyNwzNxMZPZAe6w6KegbaE7talu5q9lzkH2d
,LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-7�60, 7-10=60, 10-13=-60, 13.15=60, 28-31=20
Concentrated Loads (Ib)
' Vert: 13=2(B)11=1(B)18=5(B)16=11(13)12=1(8)35=1(B)36=1(B)41=5(B)42=5(13)
®WARNING -Verily design paameers and READ NOTES Oil MIS AND INCLUDED M1VTEK REFERENCE PAGE 16111-7471 rev. 1010312015 BEFORE USE.
*B
Design wale for ussonlywith 64TekIDconneclors. Thus design is based an, upon parameters Nawm, and is for an Individual bWdug camporient, not
a buss syuem stations use. the building designed must seats Do applicability ofdeop p rodushn and peopeM rourporale Nis design he the overall
-•Y�
building design. Brdlrlg Indicated Is to prevent amlin, of hndividual Dust web ands Nord members rids. Additional temporary and permanent bracing
) Bk 1,
iLiy Is always required our va and to jua e d Corsi with possible perearul rotaryrotaryand pmperydm aage. Forgenere guidanra rega ding lie
fabrication, garage. lower, election and among orWsaes and vuv systems.awe ABSV II Duality Cr/reda, DSB49 and Best Building Component
6904 Pa6e Past Brad.
BakylnlormaNan anbble ham TusS Rafe lnS Oe.218 R Lee 61reeL 6ute 31Z A1exandaa, VAM14.
Tampa, FL 36610
Job ,
Truss
RUSS Type
pry Ply It
T79928850J39198
A20G
Common Girder
1 qL
["o'blaered'e'nota
(optional)
East Coast lutes, FL Pierce, FL-34946,
4x4 =
5.00 12
8,330 s Jan 22 2020 MiTek
Ina Mon Feb 1709:23:042020
3x10M165HS II A6 =HUS26 Oka = 6x6 = 7sS = HUS26 6x6 = 6x6 = 2x4 II 3x10 M16SHS =
HUS25 HUS26 HUS26 HUS26 HUS26 HUS26 HUS28 HUS26
3-7-12 I 7-0O I 11-7-1 i6-2-2 18-17-0 I 22.8-0 I 26-0-0
3-7-t2 a-4w 4z1 4an 210 a.z1n s.en
Scale =1:54.9
Plate Offsets (X,Y)-
fl:0.2-0,0-2-01. [4:0-1-0,0-1-8j [11:03-0 0-0-8) [12:0-3-00-0-4j ry3:0-3-0
0.4.12[ (15:0-0-00-4-4[
ry 6'P3-00-"I
LOADING (psf)
SPACING. 2-0-0
CSI.
DEFL.
in (toe)
Well
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.87
VerULL)
0.34 12-13
>920
240
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.73
Vert(CT)
-0.5112-13
>604
180
MISSHS
2441190
BCLL 0.0 '
Rep Stress lncr NO
WB 0.81
Horz(CT)
0.11 9
n/a
n/a
BCDL 10.0
Code FBC20171TPI2014
Matrix -MS
Weight 4111b
FT=0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2'Excii TOP CHORD
6-9: 2x4 SP No.1
BOT CHORD 2x6 SP SS BOT CHORD
WEBS 2x4 SP No.3 *Except* WEBS
413,1-16: 2x4 SP No.2, 1-17: 2x8 SP No.2
REACTIONS. (lb/size) 17=856810-8-0, 9=6241/0-"
Max Harz 17=435(LC 6)
Max Uplift 17=2789(LC 8), 9=2194(LC 8)
FORCES. (lb) -Max. CompfMax.Ten.-Allforces 250(I11) or less except when shown.
TOP CHORD 1-2= 4248/1518, 2-3=585612109, 34=5893/2104, 4-5=9817/3405, 5.7=13539/4777,
7-8=-15675/5536,8-9=15631/5502, 1-17=7467/2497
BOT CHORD 16-17=220/370, 15-16=1086/3868, 13-15=2867/9017, 12-13�4218/12479,
11-12=-0990/14451, 10-11=5029/14406, 9.10=5029114406
WEBS 2-16=3685/1270, 413=-1994/5931, 573=-0615/1802, 5.12=1569/4272,
1-16=2197/6832, 3.15=1448/4217, 2-15=107613324, 415=5945/2148,
7-12=2854/1118, 7-11=962/2668, B-11=-026/414
Structural wood sheathing directly applied or 2-4-15 oc pudins,
except end verticals.
Rigid ceiling directly applied or 8.1-1 oc bracing.
1 Row at midpt 415
NOTES.
1) 2-ply truss to be Connected together with 10d (0.131"x3*) nails as follows:
Top chords Connected as follows: 2x4 -1 row at 0-7-0 oc, 2x8 - 2 TONS staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 Go.
Webs Connected as follows: 2x4 -1 row at 0.9-0 oc.
2) All loads are Considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASES) section. Ply to
ply Connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been Considered for this design.
4) Wind: ABC 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf; hell 5N; B=45ft; L=26ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
5) All plates are MT20 plates unless otherwise indicated.
6) Plates checked for a plus or minus 0 degree rotation about Us center.
7) This truss has been designed for a 10.0 psf bottom chord five load nunconcurrent 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 bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 2789 Ib uplift at joint 17 and 2194111
uplift atjoint 9.
10) Use Simpson Strong -Tie HUS26 (14-10d Girder, 410d Truss) or equivalent spaced at 2-0-0 oc max. staving at 1.0-12 from the left
end to 17-0-12 to Connect trusses) to back face of bottom chord.
11) Use Simpson Strong -Tie HUS26 (14-16d Girder, 4-16d Truss) or equivalent at 19-0-12 from the left end to Connect tmss(es) to
Walter P. Finn PE No-MM
L9Tek USA, Inc. FL Cad 66M
6904 Parka East Blvd. Tampa FL 33610
Dare:
February 17.2020
f fare chard.
-
®WARNING -1.nI1 1esl9n Parameters and READ NOTES ON MIS AND INCLUDED VTEX REFERENCE PAGE MI1.74I3rev. 10103R015 BEFORE USE
eenee
Design valid far Use ony with Mnek®connectan. Thbdeslgn is based ony elan parameters even, and Is for an Wivid"building component net
M
a hose Ill Before sea, me building designer mestve4ylbe app6rabgay Of design parameters and pmpedy Ineonoraw We deign Into the overall
buidingdesign. S-WgUdicaledistopmve WtlJgofInMdud WnwMan&Wo oNmemb Coy. Addtlaultempoceryandpnnanentbracing
WOW
shays regained for well and to prevent m6apse wan pos4de personal injury and popM damage. For general guidance regents, the
bon.S.N Storage. delivery, erection and beating or Weus and Mess system, we ANSIMR4 dually CrUsels, DS9,69 end SCSI Building Component
SaratyinkawUon avaaabd ham Tmas Plate Instdme, 216 N Lee Street Suite 312. NexaMrb, VA 2231d.
6904 Parke East Bh1.
Tampa, FL MID
Job .
rvss
Truss Typa
Oy Ply
Horba¢Res.
'
Tf 9428850
J39198
OG
Common Girder
1 n
L
Job Reference o tional
East Coast Truss, Ft Pierce, FL-34946,
NOTES-
12) Fill all nail holes where hanger is in contact with lumber.
8.330 s Jan 22 2020 MiTek Industries, Inc. Mon Feb 17 09.23:04 2020 Page 2
ID:xLFId72KbAgxSFoTKgTmXKzklcj-7nSgGT7zU7AgdEWy) C6BLBe3TGXiCIUCax3AzkH2b
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pH)
Vert: 1-3�60, 3.9=-60, 9-17=20
Concentrated Loads (lb)
Vert: 15=-1172(B) 11=2414(B) 20=1177(B) 21=1172(B) 22=1172(B) 23=1173(B) 24=-1172(B) 25=1172(B) 26=-1066(B) 27=1066(B)
®WARNING Verily design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MU7473 ray. 10103CO15 BEFORE USE.
asseas
Design valk for use any with Wek®oonnedors. Mire design is based ony upon parameters sboan, and is reran Individual building mmponenL not
�F�
�®
ME
atmss sysiem. Belem use, the bmlGng designereemd v WyNe a,,Haflfty4fdasign parameters and propeiy nomporete Ws design into via overall
buiWingdesign. BrecmgirwicatediebprerentEudingafNdMdualWasweEandlmNaNmembersony. PGdL'oneltemporaryandpermanenttrecNg
MiTek'
is ahvays required for siabft and to prevent Mures wInjury and possible personal Injuand pmpeAy damage. Forgenend guidance regarding ea
falega4an, storage,derirery. emdt nandbmdngof Wswsm Mssy5ems,sea ANS17111 Duality CrAeda, DS1189 and SCSI Building Component
Barerylnfomrmron aw ble Wm Tmss Rgo InSaNa.216N.Lee9ree fte312Alexandru,VAM14.
6904 Parke Eazt DW.
Tampa,R. 36610
Jab
Truss
Truss Type
Ott, Ply
Res.T19428851
B01G
Hip Girder
7 1nF
[odbacz
Reference lnnlinnall
1-4-0 3-S-14 7-1
14-0 I 39-7A 3-2
5.00 12
d
d,aav I, JCII zz [VCV ml I us Mausines. Inc. men reD 1 f IlB:4d: VD LULU
Scale =1:50.0
NAILED NAILED NAILED NAILED
Sea = NAILED
NAILED lea II NAILED 3x4 = NAILED 5x8 CC
4 24 25 6 26 27 M 29 6 30 31 7
.. .� 32 33 " 34 14 35 .. S8 37 „
3x8 = 1x4 II 3x4 CC NAILED Us CC 4XSM18SHS CC 3x4 = NAILED 3x4 - 1x4 II US =
Special NAILED NAILED NAILED NAILED Special
3-9-14 L_ 114L9 18-3-7 W1 24-2-2 28-0-0
I 'Di I I I 1 t
Plate OHsets(X1')-
12:04-20-1-8) [4:G-5-120-2-81 [7:0.5-120.2-8)
(9:04-20-1-81
LOADING (pso
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
li
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.56
Vert(LL)
0.36 13-15
>934
240
MT20
2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.51
Vert(CT)
-0.5613-15
1604
180
M18SHS
2441190
BCLL 0.0
Rep Stress Ina NO
WS 0.62
HOR(CT)
0.13 9
Na
We
BCDL 10.0
Code FBC2017/7PI2014
Matrix -MS
Weight: 1421b
FT=0%
LUMBER -
TOP CHORD
2x4 SO No.2 *Except•
4-7: 2x4 SO 270OF 2.2E
BOTCHORD
2x4SP270OF2.2E
WEBS
2x4 SP No.3
REACTIONS. (lb/size) 2=2283/0-8-0, 9=22B3/0.8-0
Max Holz 2=116(LC 24)
Max Uplift 2=874(LC 8), 9=874(LC 8)
BRACING.
TOP CHORD Structural Wood sheathing directly applied or 2-3-9 oc purling.
BOT CHORD Rigid ceiling directly applied or 6.2-13 oc bracing.
FORCES. (lb) - Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=5135/1787, 34=4970/7768, 4-5=5918/216B, 5-0=5918/2168, 6-7=5921/2171,
7-8=4969/1768, 8-9=5135/1787
BOT CHORD 2-17=1543/4698, 16-17=1643/4698, 15-16=-1464/4597, 13-15=1968/5921,
12-13=1463/4596, 11-12=-1543/4698, 9-11=-1543/4698
WEBS 316=347/263, 4-16=49/669, 4-15=592/1620, 5.15=6021442, 6.13=631/442,
7-13=596/1624, 7-12=48/669, 8-12=-348/263
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wmd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf; h=15ft; B=45ft; L=28ft; eave=oft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed: end vanical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pacing.
4) All plates are MT20 plates unless otherwise indicated.
5) Plates checked for a plus or minus 0 degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)' This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of buss to beading plate capable of withstanding 8741b uplift at joint 2 and 874 Is uplift at
joint 9.
9) "NAILED' indicates 3ACc! (0.148"x3' or 3-12d (0.148"x3.25) toe -nails per NDS guidlines.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 386 to down and 75 Its up at
7-D-0, and 386 Ile down and 75 Its up at 20-114 on bottom chord. The designIselection of such connection device(s) Is the
responsibility, of others.
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Walter P. Finn PE No.22039
L Tak USA, In, FL Cod 8634
6964 Parke East Blvd. Tampa FL 33610
Date:
February 17.2020
®WARNING -Venry tlevgn pyamelen and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE MI4A73 rev. 101=015 BEFORE USE.
vewee
De51gn vsks!far Use MywM MMAMLOMeQore. Tllld Ceelgn Is based any Upon parameters shown, and Is finds Mankind bolding component, net
�
Dal'
a bees system Before Me, Ore buldesignerg designer must Verity the applicability ofdesign parameters and property Nmrponte Nal is design Into e overall
builengdeeign.&xulg indicated is to prevent buclAng M Individual uuss web andiar dlnM members Miry. AddLbnaltemp0roryandixornmerstiou1g
WOWualwaysr
ubed( staNayandMpreventdoeepwwanpossibleperwmiinjuryandpm dydamage. Fageneral9uManraregardingthe
fabrirafion,atwage.deMq.ems n"bradl o(WwasalMtrusssystems.we ANSUIPI1guaWCWd.,DSBA9and BCSIBuilding Lamponmt
Salary InlormNan available hale Truss plate Inndute, 218 N. Lee Sheet Suee 312, Alexandrh, VA22314.
6904PaM1a Eari Bind.
Tampa, FL 36610
Job loss
Truss Type
Dry Ply
HorbacaRes.
T19428851
J39798 801G
Hip Giber
7 1
Job Reference (optional)
East Coast Truss, FL Pierce, FL-34946.
8.330 s Jan 22 2020 MiTek Industries, Inc. Man Feb 17 09:23:05 2020 Page 2
ID:xLFW72KbAgx5FoTKgTm%KzklgjbzOCTPBbFII%E0584bjLj2M4gFRWb1_sKVbczkH2a
.LOAD CASE(S) Standard
Uniform Loads (pt)
Vert: 1-4=60, 4-7=60, 7-10=60, 18-21=-20
Concentrated Loads (Ib)
Vert: 4=-127(F) 7=127(1`) 16=386(F) 12=-386(F) 24=-127(F) 25=127(F) 26=127(F) 29=-127(F) 30=127(F) 31=127(F) 32=62(F) 33= 62(F) 34=62(F) 35=62(F)
' 36=-62(F) 37=-62(F)
®WAR.YING.Veeily tlesignparumeleis antl FEAO NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE AfIIJiAnv. I WO312015 BEFORE USE.
Design valM for use onq.wdb Mrek®oonnecdors. This design is based only upon parameters shown. and Is for an WNdual building component, not
��•
a buss system Beans use, the budding designer mustvenfy the appbeabiNy of design pamandersand pmpedy Incorporate has design into the overall
��-��•YYY
bwidingdesign. SmWg IndealedlstopmvdbuWigofNdNlduWUusswebandlWOOdmembereomy. AddJbnaltemporaryaMpelmanentbraeing
MiTek'
is atwaya testified fmaabillyand to present mrapm with posable peraorel injury and pmpedy damage. For generd puitlance regarding the
fabdration, 5atage,d Wery. eletlbn an0 bratllg of Wsses alM Wss systems, ue ANSU!%1 QualifyChose, Dsaag and BCSI Building COmssruet
6904 Parke East BNd.
6aleylydarmmlon cable bmn Tmss Rate Instdwe, 218 N. Lea Stmd, Buge 312 Alexandria, VAM14.
Tampa, FL 36610
Job mss
Truss Type
pry Ply
Res.T19428852J39198
[Bpe
BM12ob
Hip
1 1
[omacz
Reference (optional)
cast boa. truss, Tierce, R-. iUnG.
Bloc, a Jan ZZ ZUZU Mi Iex mausm85. I= Mon Feb 17 09:23D6 2020
4x4 =
Us = 4x4 =
4 20 521 2223 6
Scale =1:50 0
to
3x4 = 3x8 = 4x4 = ass =
Us =
LOADING (psi)
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Suess Ina YES
Code FBC2017/TPI2014
CSI.
TC 0.35
BC 0.91
WB 0.27
Matrix -AS
DEFL.
Verl(LL)
Ver(CT)
Horz(CT)
in (lox) Udell Lid
-0.18 10-12 -999 240
-0.4210-12 >792 180
0.09 8 , n/a me
PLATES GRIP
MT20 2441190
Weight 1321b FT=0%
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. (Ib/size) 2=1200/0-e-0, 8=1200/0-8-0
Max Hoe 2=144(LC 11)
Max Uplift 2=-508(LC 12), 8=508(LC 12)
FORCES. (lb) -Max. ComplMax.Ten. -All forces 250(I1b) or less except when shown.
TOP CHORD 2-3=2381/1302, 3.4=2044/1075, 4-5=-1857/1060, 5-6=1857H060, 6-7=2044/1075,
7-8=238111302
BOT CHORD 2-12=108812175, 10-12=935/2063, 8-10=110712175
WEBS 3-12=394/358, 4-12=-149/515, 5-12=362/261, 5-10=-362/261, 6-10=149/515,
7-10=395/358
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=6.OpsF BCOL=6.Opsf; h=1511; B=45ft; L=28ft; eave=oft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-B-0, Interior(1) 148-0 to 9.0-0. Extedor(2) 9-0-0 to
13-2-15. Interior(1) 13-2-15 to 194-0. Exterfor(2) 19-0-0 to 23-4-6, Interior(1) 234-6 to 294-0 zone; cantilever left and Tight exposed
; end vertical left and right exposed;C-C for members and forces 8 M WFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water pbnding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load noncanwment 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-D-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 508 Ill uplift at joint 2 and 508 lb uplift at
Joint 8.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112' gypsum
sheetrock be applied directly to the bottom chord.
Walter Is Finn PE Na22839
Urfa), USA, Ina FL Can6634
6904 Parka Bast Blvd Tampa FL 33810
Data:
February 17,2020
® WARNING -Verily dsslgn Paameters and READ NOTES ON THIS AND INCLUDED WTEx REFERENCE PAGE M1'11-093 rev. IO.V312015 BEFORE USE.
Design vend bruse only Wan MTe rS ononsotors. This design Is based any upon parameters Munson, and is Wan individual building pomponent, not
a truss system. Before use, toe building designer must writ' the aPHOMMY oldesign parameters and property incorporate this design into Me overall
buildingdeslgn. Sonora Indicated is to prevent budding ofindivIdual Was web andlm Nord memaers my. P4dgluWtemporary and permanerd braWg
MITek'
is allays W uaed for slabiHy and to preveN raar mOapse With possible peul IniuyaM rpro" damage. Fergenead guldarop regalding the
IabMation. Storage. Metals,erection and bracing olWsses and truss systems, we ANStri Qualify CrIleda, DS049 and SCSI Building Component
Sablylnramunon avaaabb clam Truss Plate InS1 0, 218 N. Lea &mO. Bude 312 Atexandda, VA22314.
6904 Parke Fast Blvd.
Tampa, FL 36610
Job . toss
Truss Type
Oy Ply
HorbaccRes.
T19428853
J39198 Boa
Hip
1 1
Job Reference (optional)
Truss, FL Pierce, FL-34946,
4x6 =
8,330 s Jan 22 2020 MiTek Industries, Inc. Mon Feb 17 09:23:07 2020
4xe =
1 22 23 24 25 5
Scale=1:60.0
4
(a
3x4 =
tx4 II 3x4 = 3x8 = 3x4 = 1x4 II 3x4 =
5-9-14 11-0-0 17-0-0 22-2-2 2"-a
1 5-9-14 { 52-2 1 6-0O I 5-2-2 I 5-9-14 t
Plate Offsets (X,Y)—
(4:0.5-0,0-2-01
LOADING (psQ
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Udell
Ud
PLATES
GRIP -
TCLL 20.0
Plate Grip DOL
1.25
TC
0.42
Vert(LL)
0.15 11-12
>999
240
MT20
244/190
TCDL 10.0
Lumber DOL
1.25
BC
0.58
Vert(CT)
-0.24 11-12
1999
180
BCLL 0.0
Rep Stress Ina
YES
WB
0.39
Horz(CT)
0.09 7
Na
n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix -AS
Weight: 1371b
FT=0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/sae) 2=1200IUB-0, 7=120010-8.0
Max Horz 2=172(LC 11)
Max Uplift 2=508(LC 12), 7=508(LC 12)
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied.
FORCES. (lb)- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=2378/1202, 34=A830/1007, 4-5=-1643/1002, 5-6=1830/1007, 6.7=2378/1202
BOT CHORD 2-13=985/2147, 12-13=985/2147, 11-12=-663/1642, 9-11=1004/2147, 7-9=1004/2147
WEBS 3-12=-600/357,4-12=-84/404, 5-11=-88/404,6-11=600/358
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=6.Opsf; BCDL=6.Opsf; h=15ft; B=4511; L=2811; eave=4fl; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2) -1-4-0 to 1-841, Interior(1) 1-8-0 to 11-0-0, Exterior(2) 11.0-0 to
15-2-15, Interior(1) 15-2-15 to 17-0-0, Exterior(2) 17-0-0 to 21-2-15, Intenor(1) 21-2-15 to 294-0 zone; cantilever left and right
exposed ; end vertical 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 ponding.
4) Plates checked for a plus or minus 0 degree rotation about Its center.
5) This truss has been designed for a 10.0 pad bottom chord live load nonconcu ent with any other live loads.
6) • This truss has been designed for a live load of 20.0psf on the bottom Nord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50811, uplift at joint 2 and 5081b uplift at
joint 7.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum
sheetrock be applied directly to the bottom chord.
Walter P. Finn PE Na22839
MTek USA, Ina FL Cart 6634
6964 PaRa East Blvd Tampa FL 33610
Date:
February 17,2020
®WARNING. Vmlxtlesign parameters and READ NOTES ON THIS AND INCLUDED MReK REFERENCE PAGE MIIJ473 ray. 10N34015 BEFORE USE
Design dare braze ant with MTekOconnect4rs. This design Is based only upon parameters shown. and is fwan individual Wilding component, no
a Wss Syrian Before use. me burdmg designer must very the applirabildy of design parameters and propeM inmryorme this design into the overe6
bwMingdevgn. Bracing bx9caled lsto prevent buckling of NdiWdual Wss wep andlbr rJlwtl members coy. ACCdb"Wertumryandpermanentbrsring
MiTek-
isalways.suvedfarelivery.andIo Dmpedy damage.
collapsewNspossible Dssyste Is.
and and cuts cde .aUtyerdtdADSere9aNdBthe
fabdtatlon.rimage. delivery. Worst Dua4y Ldmda, 0a&89 and BLal Building Componeed
6a04Patke Feat Blvd.
O.Ss,e3l dN,VArl
SareylnMmation avatlaple lion Truss Rate lnsl6Ne, 216 N.Lee SUael, Sude 312. AIexaidde, VA2Z314.
dbe,21
Tampa, FL 3fifi10
Job . nu
Truss Type
Oty Ply
804
ATTIC
1 1ob
[orbaRes.czT79428854J39198
Reference (optional)
East Coast Truss, Ft. Pierce, FL-34946. 8.330 s Jan 22 2020 MTek Industries, Inc. Mon Feb 17 09:23:092020 Page 1
ID:xLFld72KbAgx5FoTKgTmXKrklgj-TkF)JBB6JXp4OOvJXoHuPuV4UxdNDgmTlilOzkl42W
13-0-0 t626
td-0 ago &tOd 11-B-10 12+2 1Sll-0 1 7-1A�131.12� 231a 284G 29d-0
v 1i-0 I aso I au I 2.11F zoo Trt 1d ' 2-11a eta I asa j 1+0 '
a7-14 0s8
Sraie=1:5a.0
4x4 =
4x4 =
34 = 6 26 27 7 3aG =
4x4 = 3x8M185HS = 3x4 = 4x4 =
3x4 = 3x8MlnHS =
LOADING (psf)
SPACING. 2-"
CSI.
DEFL. in (loc) Udell L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.79
Vert(LL) -0.65 14-15 >516 240
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.87
Vert(CT)-1.2414-15 >272 180
M18SHS 2441190
BCLL 0.0 '
Rep Stress Ina YES
WB 0.99
Horz(CT) 0.08 11 n/a Na
BCDL 10.0
Code FBC2017lrP12014
Matrix -AS
Attic -0.45 14-15 274 360
Weight: 1231b FT=O%
LUMBER. BRACING -
TOP CHORD 2x4 SP 270OF 2.2E'Except' TOP CHORD Structural wood sheathing directly
applied.
6.7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied.
BOT CHORD 2x4 SP NOA 'Except' WEBS 2 Rows at 1/3 pts 5.8
13-16: 2x4 SP 270OF 2.2E
WEBS 2x4 SP No.3
REACTIONS. (Ib/size) 2=1303/0-8-0, 11=1303/0-8-0
Max Horz 2=199(LC 10)
Max Uplift 2=-446(LC 12), l l=-446(LC 12)
Max Gran, 2=1364(LC 18). 11=1364(LC 19)
FORCES. gle) - Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2949/1019, 3-4=-2413r791, 4-5=2067/815, 5.6=46/863, 6-7=-59/974,
7-8=-46/863, 8-9-2067/815, 9-10=2413f791, 10-11=2950/1019
BOT CHORD 2-15=835/2858, 14-15=-092I2140, 11-14=855/2710
WEBS 3-15=-788/399,4-15=0/704,5-17=3097/905, 17-18=.3085/896,8.18=-3097/905,
9-14=0/705, 10-14=790/399
NOTES-
1) Unbalanced roof live loads have been Considered for this design.
2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf. BCDL=6.Opsf; h=15ft; B=45ft; L=2811; eave=oft; Cat.
II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0. Interior(1) 1-8-0 to 13-0-0. Exterior(2) 13-0-0 to
19-1-12, Interior(1) 19-1-12 to 29.4-0 zone; Cantilever left and right exposed ; end vertical 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 ponding.
4) Ali plates are MT20 plates unless otherwise indicated.
5) Plates checked for a plus or minus 0 degree rotation about its center.
6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Ceiling dead load (5.0 pat) on member(s). 4-5. 8-9. 5-17. 17-18, 8-18
9) Bottom chord live load (20.0 pet) and additional bottom chard dead load (5.0 Pat) applied only to room. 14-15
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 446 Ib uplift at joint 2 and 446 Ib uplift
at joint 11.
11) This truss design requires that a minimum of 7/16'sWdural wood sheathing be applied directly to the top chord and 1/2' gypsum
sheetrock be applied directly to the bottom chord.
12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
Walter P. Finn PE No.M839
MTek USA, Inc. FL Cert 86M
6904 Pads East Blvd. Tampa FL 93610
Date:
February 17,2020
WARNING Vurify Ee 11.Varammersand READ NOTES ON rMS AND INCLUDED AUTEK REFERENCE PAGE 0Id473iev. 101OV2015 BEFORE USE.
Design valesfar usedMrwan MTek®g basedte uponpammateneensanan4iera
de$lcomponent,nth
W
deSIgdm.Trgadeegne
a Wss synem Setae use, the auil4inp 4ezgnv muavedrytre apparaGt6y of design parameters aM proper, mmmamte
inkaliaklual IS gn into the pverell
bpibing4eelgn.amcmgpxlkatM lsmpresa4bPr Wss Na Mor4memaenony.P44Nonalt oear, a Mating
MiTek'
WofM We IcanevryaMpannanenl
w6 Wib
pmpedydamage. Fatity andSNe
IWAW s.90redfareeney, eadde
ra 4etiveryeredl and br of ISSAS Ssd ITUSS$nMuc.Wend
of V%21eMtrusesystfte3lZ ANSM11 CrYefia,OBB-Bp and SCSI Building tamponenr
CAlgu,DEBRIS
Eas16M.
Tn sRaug
Alyinn,voraion
dahrylNarmaddn avatlabk fmm Tn¢a Plate Insl4ute 218 N In Street SUEe Jf2, Alexan4lu, VA 2231d.
T6904 aWa, FL
Tampa, FL 351110
Job
Truss
Tnrss Type
Oty Ply
BOS
ATTIC
[orbaczRes.T19428855J39198
6 1ob
Reference (optional)
East Coast Truss, FL Pierce, FL-34946.
3x4 =
4x6 =
MM18SHS =
sail =
8.330 s Jan 22 2020 Mirek Industries. Inc Mon Feb 17 09:23.10 2020
3.4 =
3x8M18SHS =
8-10-0 I 14" I 151-12 28-0-0
8-10, 5-1-12 &1-12 8-104
Boole-1:47.3
Asa =
Plate Offsets (X,Y)-
f4:0-2-0,Edge) (11:0-1-6 Edge)
LOADING (ps1)
SPACING- 2-0-0
CSI.
DEFL.
in (roc)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.81
Vert(LL)
-0.67 1344
>504
240
MT20
2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.87
Vet(CT)
-1.2713-14
>265
180
M18SHS
2441190
BCLL 0.0 '
Rep Suess Inca YES
WB 0.69
Horz(CT)
0.08 11
We
n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix -AS
Attic
-0.45 13-14
272
360
Weight 1221b
FT=0%
LUMBER -
TOP CHORD
2x4 SP 270OF 2.2E'Excepl'
1-4: 2x4 SP No.2
BOT CHORD
2x4 SP No.1 *Except'
12-15: 2x4 SP 270OF 2.2E
WEBS
2x4 SP No.3
BRACING.
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied.
JOINTS 1 Brace at Jt(s): 16
REACTIONS.
(Ib/sae) 11=1221/0-8-0,2=1305/0-6-0
Max Horz 2=210(LC 11)
Max Uplift 11=350(LC 12), 2=449(LC 12)
Max Grew 11=1287(LC 19), 2=1360(LC 18)
FORCES. (lb) -Max. Comp.lMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD
2-3=2919/940, 3.5=-2411/719, 5-6=20671745, 6-7=37/687, 7-8=-39/688,
8-9=2066I`760, 9-10=24161749, 10-11=2963/1013
BOTCHORD
2-14=804/2825, 1}74=-479/2124, 11-13=855/2728
WEBS
9-13=-22t717, 10-13=-820/412,5-14=0/695,3-14=769/356, 6.16=-2855/830,
8-16=2855/830
NOTES -
I) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-10; What60mph (3-second gust) Vasd=124mph; TCDL=6.OpsY, BCDL=6.Opsf,, h=15ft; B=45ft; L=28ft; eave=4ft; Cat.
II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extenor(2) -1-4-0 to "-0, Interior(1) 1-8-0 to 14-D-0, Exterior(2) 14-0-0 to
17-0-0, Interior(1) 17-0-0 to 28-D-0 zone; Cantilever left and right exposed ; end vertical left and right exposed;C-C for members and
forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Ceiling dead load (5.0 Pat) on member(s). 5.6, 8-9. 6-16. 8-16
8) Bottom chord live load (20.0 pat) and additional bottom chord dead load (5.0 Pat) applied only to room. 13-14
9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 3501b uplift at joint 11 and 4491b uplift
at joint 2.
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
sheettock be applied directly to the bottom chord.
11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
Walter P. Finn PE N0.71839
MTek USA, Inn FL Cud 6634
Beat, Parke Bast Blvd. Tampa FL 33610
Data:
February 17,2020
®WARNING -Verify design paramelers antl READ No. ON THIS AND INCLUDED &VIEK REFERENCE PAGE M11.7475 rev. ION312015 BEFORE USE.
Design valid for use onlyw M MTek®wmeUors. TI s design u taxied only upon gxremeters Mown, and Is loan Irdlvidual budding component, nd
a Wu system. Before use. Dn building desgnermustveNythe app icabi ly ordesgn parameters and papery Incoryorate Nis deign kdo the sweet
adding design. Bracing indiraled isa grevead bukerg of gaivqual trusswab Ndlor NON memberso W. Addalonal temporary all permenem lacing
MiTeW
Isallaysmutr forstabilTyandto We Mmaapsewebpes4Mepa=WN)uryandpape4damage. For general gukaxe regarding Ire
fabdcagan, slaage. daevery,eredi0n all braNgolWssea and truss systems,see AWRITPI1 Quality Carnal., DSBd9and BCSI Building Component
S.Anylnrormaron avaeable (am TaasPWe Instade. 2la R ltt Street, SUEe 312, Aleaadre, VA 22314.
6904 Parke East Blvd.
Tampa, R 36610
Jab ,
was
Truss Type
pry Ply
Res.
T79428856
7J,enw
J39798
306
ATTIC
t 1
(optional)
easr s.Gass truss, IL rverts, 1'1.-44aae, 8.330 s Jan 222020 MTek lndustnes, Inc. Mon Feb 1709:23:112020 Pagel
ID:xLF1d72KbAgx5FoTKgTm%Kzklgj-07NUkICMg83hyJYlRyglzq_IOldltDW MnnppGzkH2U
57-14-1-c12 -2 i 27
1-a3
A 1n10 141a0.�z13-2d-1-4a-0p0 24a 0
Scale=1:48.3
Asa =
4x4 = 54 YVB = 3x4 = 6x6
3x4 =
4XBM18SMS =
e-10-0 dd]-0 1&1-12 27-"
1
e-1o4 I 9W { sl-1z I B.1.4
Plate ORsets()(,Y)--
f4:0-2-0Edge) f7:0-2-OEdgej ry2:0-1-130-0-31
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (too)
Udefl
L/d
PLATES
GRIP
TCLL 20.0
Plate Gnp DOL 1.25
TC 0.82
Vert(LL)
-0.67 14-15
>490
240
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.87
Vert(CT)
-1.2514-15
>263
180
M18SHS
2441190
BCLL 0.0 '
Rep Stress Incr YES
WB 0.63
Hoa(CT)
0.07 12
Na
Na
BCDL 10.0
Code FBC2017rrP12014
Matra -AS
Attic
-0.45 14-15
275
360
Weight: 1221b
FT=O%
LUMBER.
TOP
CHORD
2x4 SP 270OF 2.2E'Except'
1-0: 2x4 SP No.2
BOT CHORD
2x4 SP No.1'Except*
13-16: 2x4 SP 270OF 2.2E
WEBS
2x4 SP No.3
OTHERS
2x4 SP No.3
SLIDER
Right 2x4 SP No.3 -H 1-6-0
REACTIONS. (Ib/s¢e) 12=1197/Medtanicel, 2=1276/0-8-0
Max Horz 2=205(LC 11)
Meta Uplift 12=339(LC 12), 2=-041(LC 12)
Max Gmv 12=1262(LC 19), 2=1331(LC 18)
FORCES. (Ib) -Max. ComplMaz. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 23=28431915, 3-5=2309/686, 5-6=-19681712, 6-7=-141748, 7-8=11/724,
8-9=19821734, 9-10=2278/707, 10-12=-2553/881
BOT CHORD 2-15=797/2753, 14-15=-063/2028, 12-14=-722/2295
WEBS 3-15=795/366, 515=0/689, 9-14=0/582, 10-14=-490/288, 6-8=27971773
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied.
WEBS 1Row at mitlpt 6a
NOTES-
1) Unbalanced roof live loads have been Considered for this design.
2) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=6.OpsF BCDL=6.Opsf h=15ft; 8=45R; L=27R; eave=4fl; Cat.
II; Ezp C; End., GCpi=0.18; MWFRS (directional) and C-C Exlenor(2) -1-4-0 to 141.0, Intenor(1) 1-e-0 to 14.0-0, EzlenOr(2) 14-0-0 to
17-0-0, Interior(l) 17-0-0 to 27-4-0 zone; wnRlever left and right ezposed ;end vertical left and right ezposetl;C-C for members and
forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise Indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed fora 10.0 psf bottom chow live load noncenwment with any other live loads.
6) 'This truss has been designed for a live load of 20.Opsf on the bottom chain 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) Calling dead load (5.0 psf) on member(s). 5-6, 8-9, fi-B
8) Bottom chord live load (20.0 psp and additional bottom chord tleatl load (5.0 psf) applied only to room. 10.15
9) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 339 Ib uplift at joint 12 and 441 lb uplift
at joint 2.
11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 12"gypsum
sheetrock be applied directly to the bottom chord.
12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
Welter P. Finn PE N0.22839
MTek USA, Na FL Can 8834
69g4 PaMa East fiNG Tampa FL 33610
pale:
February 17,2020 assm
11
,WARNING-Veii/y design para,nemrs and READ NOTES ON PHIS AND INCLUDED MIIEK REFERENCE PAGE M1'JNA3 rev. 10/011015 BEFORE USE.
Design valid fmasa calif seat Mnek® connecters. This design is based only upon pammners shown, end is Im an IMm'dual bugling component, net
a wsz sysem Bal4m use. Me bwlding designer Must very Ne eppgobir4y of design parameters and pmpeMincoryprAe iNs design Into ma ow:mu HVIF
buiklmg design. araWgbWicoted Isla Prevent buckling al N6lWduelirussweb anNwchoN members oNy. AddNowltemp4raryaM partnanenl bradng MiTek'
is etwaya req�ed tar slebilmy and to prewN cogapse wgh possible persarul injury aM piopMy damage. For generd tyidarce regaNNg Na
lab4ragoq swage. deWery, erection and bmGtg plwsses and truss syslems,xe ANSVlMf Ouaery Comda, pSBdeand SCSI BURding LpmppnelR 6904 PaAe EestaNd.
eaterylnfprmadan evadable fmn muss Hate insgule, 218 N. Lee SeoM, Surta 312. Nexandda, VA2231d. Tampa FL 36610
Jab '
Truss
Truss Type
oy Ply Horba¢Res.
T19428857
J39198
807
ATTIC
1 1
Job Reference (optional)
2UZU MiTek Industnes, Inc Mon Feb 17 09:23:12 2020
Scale: 114"'
4x8MISSHS =
1x4 II 4x4 = 3x8 =
7 8 24 9 25 10
1a 14 '- 12 11
4x4 = 44 = 2x4 11 3x8 = 311fi I
3x4 =
4x8M18SHS =
1 &10i 1 19-1-12 231-2 I 17-4-0
LEE 1a34 3-114 azaa
Plate Offsets (X,Y)-
14:0-2-0.Edge) 17:D 4-8 0-2-0j 118:a2-8 a1-8)
LOADING (psf)
SPACING. 240
CSI.
DEFL.
in (loc)
Udell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.92
Vert(L-)
0.56 15-21
>579
240
MT20
2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.91
Ved(CT)
-1.07 14-15
>305
180
M18SHS
244/190
BCLL 0.0 '
Rep Stress Ina YES
WB 0.69
HOrz(CT)
0.06 11
Na
rda
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Attic
-0.38 14-15
325
360
Weight: 1621b
FT=0%
LUMBER -
TOP CHORD
2x4 SP No.2'Except'
7-10: 2x4 SP No.1, 4-7: 2x4 SP 270OF 2.2E
BOT CHORD
2x4 SP 270OF 2.2E'Exci
2-16: 2x4 SP No.2
WEBS
2x4 SP No.3'Exci
6.18: 2x4 SP No.2
REACTIONS.
(Ib/sae) 11=1192/Mechanical, 2=1269/a8-0
Max Hom 2=441(LC 11)
Max Uplift ll=-343(LC 12), 2=-432(LC 12)
Max Gmv 11=1286(LC 18), 2=1378(LC 18)
BRACING -
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
BOTCHORD
Rigid ceiling directly applied.
WEBS
1 Row at midpt 10.11. 6-17, 17-18, 12-18
JOINTS
1 Brace at A(s): 17
FORCES. (Ib)-Max. CompJMax.Ten.-All forces 250(I1b) or less except when shown.
TOP CHORD 2-3=.2931/877, 3.5=-2358/661, 5-6=2038/698, 6-7=-434/727, 7-8=-384f738,
8-9=3727708, 9.10=738/424, 10-11=1184/557
BOT CHORD 2-15=1255/2828, 14-15=-930/2153, 12-14=927/2144
WEBS 3-15=740/356, 5-15=0/618, 14-18-0/671, 8-18=596/498, 6-17=2826/1098,
17-18=-2826/1109, 10-12=527/1268, 9-12=105/457, 9.18=1466/600, 12-18=2238/842
NOTES.
1) Unbalanced roof live loads have been Considered for this design.
2) Wind: ASCE 7-10; Vuft=l60mph (3-second gust) Vasd=124mph; TCDL=6.Opsf,, BCDL=6.Opsf. h=15ft; B=45ft; L=27ft; eave=4ft; Cat
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0. Intenor(1) 1-8.0 to 15-0.0, Extenor(2) 15-0-0 to
19-1-12, Intenor(1) 19-1-12 to 27-2-4 zone; cantilever left and right exposed : end vertical left and right exposed;GC for members
and forces & MWFRS for reactions shwm; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) Plates checked for a plus or minus 0 degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconwrtent 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 rn between the bottom chord and any other members.
8) Ceiling dead load (5.0 psQ on member(s). 5.6, 6-17, 17-18
9) Bottom chord live load (20.0 Pat) and additional bottom chord dead load (5.0 psQ applied only to room. 14-15
10) Refer to girder(s) for Wss to truss Connections.
11) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 3431b uplift at joint 11 and 432 As uplift
at joint 2.
12) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the lop chord and 1/2" gypsum
sheetmck be applied directly to the bottom chord.
13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
Walter P. Finn PE No.22839
UTak USA, In, FL Can 6034
9204 Parke East Blvd. Tampa FL 33610
Date:
February 17,2020
WARNING- Venty tlevgn paramerors and READ NOTES ON THIS AND INCLUDED AIITEK REFERENCE PAGE FVI4473 roe. f"JR015 BEFORE USE.
De51gn vapd our use anlywfth MTek®Connetlan. Ttlle design Is based only Won paramAan snaM1. a1M is Wan IMINdual building Component not
a truss system. Before use. Me building designer must verify b8 applicabi9iy, of deggn parameters and property inMmarate Me design Into Me overall
buildinpdesgn. Bradng indicated is to prevent buauing alkndivlduaNmss web andlor Nob members only. AMMInn ltemporaryanopelmaneNbrmang
MiTek'
u always reauked l4rslabaey aM to preveld m9apse wM possible persolW iryury end pmpeM damage. Far general guidam4 regongna the
la duton.gcmge,deMw .eredlonandbnungof WssesaMbusssygems,we ANSIATIVI WarHy CrHeda, DSB49 and BCSI Building Component
6904 Parks East Bud.
�feylnhnnebon avauldi 6om Truss Pike Insk4ute, 218 N. Lee Street. Sucre 31Z Ahundmi la. VA22314.
Tampa, FL 39610
Job ' Truss
Truss Type
pry Ply
Horbaca Res.
T19428858
J39198 BOB
ATTIC
1 1
Job Reference (optional)
test Goost Iwas. FL PIerm. FL-34945,
8.330 s Jan 22 2020 MiTek Industries, Irk. Mon Feb 17 09:23:14 2020
Scale =151.5
5x8 = 1x4 II 3A = 3x6 =
7 8 24 25 9 28 10
la 14 - 12 11
4x4 = 4xB = 2,14 II 3xB = Axe
SO = 4n81,118SHS =
I 19.1-12 23128I 2-0-1-048-0 10-3-8 I 3E
Plate Offsets (X,Y)—
14:0-2-0,Edge), I7:0-3-0,0-2-41, ry 1:Edge,0-3-81, ry8:0.2-8,0-1-81
LOADING (psf)
SPACING. 2-0-0
CSI.
DEFL.
in (loc)
gde0
Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.92
VerULL)
-0.54 14-15
>604
240
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.89
Vert(CT)
-1.07 14-15
>304
180
M18SHS
2441190
BCLL 0.0
Rep Stress Incr YES
WB 0.93
Horz(CT)
0.06 11
Ida
n1a
BCDL 10.0
Code FBC2017rTP12014
Matrix -AS
Attic
-0.38 14-15
321
360
Weight: 169 lb
FT=0%
LUMBER -
TOP CHORD
2x4 SP No.2 *Except'
4-7: 2x4 SO 285OF 1.8E
BOT CHORD
2x4 SO 270OF 2.2E *Except*
2-16: 2x4 SO No.2
WEBS
2x4 Ste No.3'Except'
6-18: 2x4 SO No.2
REACTIONS.
(Ib/sae) 11=1192/Mechanical, 2=126910-8-0
Max Horz 2=497(LC 11)
Max Uplift 11=345(LC 12), 2=430(LC 12)
Max Grav 11=1301(LC 18), 2=1382(LC 18)
BRACING -
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORD
Rigid ceiling directly applied.
WEBS
1 Row at midpt 10-11, 6-17, 12-18
JOINTS
1 Brace at Ala): 17, 18
FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(lb) Or less except when shown.
TOP CHORD 2-3=2958/864, 3.5=2384/656, 5-6=2055/690, 6-7=-432/612, 7A=326/566,
8-9=321/551, 9-10=669/424, 10-11=1203/575
BOTCHORD 2-15=1261/2870, 14-15=.957/2194, 12-14=954/2187
WEBS 3-15=742/333, 5-15=01640, 14-18=0I661. 8-18=568/445, 6-17=2687/1043,
17-18=268411049, 10-12=547/1264, 9-12=172/564, 9-18=1334/559, 12-18=2391/885
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=6.OpsF BCDL=6.Opsf; hot5ft; B=45ft; L=27ft; eave=4N; Cat
II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-4.0 to 1-8-0. Interior(l) 1-8-0 to 17-0-0. Exteriar(2) 17-0-0 to
21-2-15. Interior(1) 21-2-15 to 27-2-4 zone; cantilever left and right exposed ; end vertical 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) Plates checked for a plus or minus 0 degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom chord live load noncancurrent with any other live loads.
7) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2.0.0 Wide
will Td between the bottom chord and any other members.
8) Ceiling dead load (5.0 pso on member(s). 5-6. 6-17. 17-18
9) Bottom chord rive load (20.0 pso and additional bottom Nord dead load (5.0 pso applied only to mom. 14-15
10) Refer to girder(s) for truss to truss connections.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3451b uplift at joint 11 and 43011, uplift
at joint 2.
12) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum
sheetrock be applied directly to the bottom chord.
13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
Walter P. Finn PE No32839
MRek USA Inc. FL Cart66U
6904 Parke East Blvd. Tampa FL 33610
Date:
February 17,2020
®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIIQiT] rm livaU2015 BEFORE USE aeam
Design who far use onywiln MTeW connectors. Tina design Is based only Won parameters enNvn. and is fix an iMividual Weding component, not
a huse system Before use, the building designer must witythe appaoablliry of design parameters and properly thon,amene this design We the overall mv
buida,desyn. Bracing hdlratedlsto prewntWtllingdvidMdual wssweb and/or more memben Drury. F4dbbnaltemporaryandpennenent Naeing MiTek'
he always required for 5abiny and to prevare NBapsewab possitle personal injury and property damage. Forgeneral pecance regamilg the
f&dn on,storage,derwery,emdonendbmdngdf ssesaMWssayslemS.so9 ANS171P71 quarry entente, DSB49 and Best Building Component 6901 Parke East Blvd.
WeryleformsNona "blafmm TrussMMeIns Wm 218NLee SIreeLSu4e3l2.Neaandda.VA22314. Tampa, FL 36610
Job •
Truss
Truss Type
Oly ply
HOma=Res.
T79428859
J39198'
B09
ATTIC
1 1
Job Reference (optional)
I cuss, M Pierce, eL - d4v4e. 8.330 s Jan 22 2020 MiTek Industries, Inc Mon Feb 17 09:23:152020
Same=155.1
Sx5 =
3x4 = 3x8
- _- r 7 22 a 23
-- 14 13 '- 11 10
4xa =
44 = 2x4 II axe = 44 II
3x4 =
4x8M18SHS =
&10-0 144Fa 111-12 211-2
8-10-0 I 5-1-12 I 5-1-12 I 11141 I 4.21a
Plate Oftsets(X,Y)—
(4:0-5-0,Edge) [7:0-2-8.0-2-121 i10:Edge0-3-81
[16:0-2-80-2-01
LOADING (psf)
SPACING- 2-M
CSI.
DEFL,
in (hoc)
I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.81
Vert(L-)
-0.50 13A4
>655
240
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.87
Vert(CT)
-0.9913-14
>330
180
M18SHS
244/190
BCLL 0.0 '
Rep Stress Ina YES
WE 0.86
Horz(CT)
0.06 10
Na
Na
BCDL 10.0
Code FBC20177rP12014
Matrix -AS
Attic
-0.38 13-14
325
360
Weight: 171 lb
FT=0%
LUMBER- BRACING.
TOP CHORD 2x4 SP 270OF 2.2E *Except* TOP CHORD
7-9: 2x4 SP No.2 BOT CHORD
BOT CHORD 2x4 SP 270OF 2.2E *Except' WEBS
2-15: 2x4 SP No.2
WEBS 2x4 SP No.3'Excepl' JOINTS
9-10,6-16: 2x4 SP No.2
REACTIONS. (lb/sae) 10=1192/Mechanical, 2=1270/0.8-0
Max Hors 2=550(LC 11)
Max Uplift 10=-347(LC 12), 2=-428(LC 12)
Max Grant 10=1320(LC 18). 2=13B4(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=2985/849, 3-5=-2400/648, 5-6=2061/680, 6-7=-053/662, 7-8=333/592,
8-9=638/427,9-10=-1224/591
BOTCHORD 2-14=1259/2911, 13-14=-965/2221, 11-13=9662200
WEBS 8-14=757/322, 5-14=0/668, 13-16=01646, 7-16=-479/513, 6-16=2699/1001,
9-11=574/1288, 8-11=-259/672, 11-16=2526/920, 8-16=-1467/627
Structural wood sheathing directly applied, except end verticals.
Rigid ceiling directly applied.
1 Row at midpt 9-10, 11-16
2 Rows at 113 pts 6-16
1 Brace at Jt(s): 16
NOTES -
I) Unbalanced roof live loads have been Considered for this design.
2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=6.Opst BCDL=6.OpsY h=15ft; B=45ft; L=27ft; eave=oft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 1-M, Intenar(l) 148-0 to 19-M, Extencr(2) 19-0-0 to
23-1-2, Intedor(1) 23-1-2 to 27-2-4 zone; Cantilever left and right exposed ; end vertical left and right exposed;C-C for members and
forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water panting.
4) All plates are MT20 plates unless otherwise indicated.
5) Plates checked for a plus or minus 0 degree rotation about 8s center.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will St between the bottom chord and any other members.
8) Ceiling dead load (5.0 psQ on member(s). 5.6. 6-16
9) Bottom chord live load (20.0 pap and additional bottom chord dead load (5.0 psp applied only to mom. 13-14
10) Refer to girder(s) for truss to truss Connections.
11) Provide mechanical Connection (by others) of buss to bearing plate Capable of withstanding 347 lb uplift at Joint 10 and 428 lb uplift
at joint 2.
12) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 12" gypsum
sheetrock be applied directly to the bottom chord.
13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
Walter P. Finn PE Nb.22839
MiTek USA, Inc. FL Cenfi6M
6904 Parke East Blvd. Tampa FL 33610
Data:
February 17,2020
AWARNING -Verily design pagmelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE hI/F7473 rev. 10'OV2015 BEFORE USE.
Oesgn valid Muse onywnh MTek®cannectors. We design is based any upon parameters mown, and is Man mOMdual bugding component, not
a head system. Belle use, the building designer must vedy the apphrabley of design parameters and propedyinexryomte Nis damp into Ne ovsra0
Namingdek,ns &ecinp'uwiraled II0 prevent buckling dfindm'dum Wzs web andlIX Nark members any. PEGEbnallempararyandpermanentbreng
psi
WOW
is allays required f0rmabllky and to prevent exhaled with pass ble sensorial Injury and property damage. Forgenend guidance regaNilg the
fabdradon, manage. delivery, emotion and brsdng dearness and mass Systems, see ANSVTPIf OuaVly afteda, US19A9 and SCSI Building Component
6906 Parka East BMl.
Salelyinformafion available Wm Truss Plane lnsldNe, 218 N. Lee street, suite 312, Massacre. VA22J14.
Tampa, M MID
Job ' Truss
Tmss Type
all, ply
Horbacz Res.
T79428860
J39198 810
ATTIC
1 1
Job Reference (optional)
Yi
I NS. R. rieme, rL-4Aat,,
8.330 a Jan 22 2020 MTek Industries, Inc. Mon Feb 17 09:23:16 2020
Axe =
1.4 II 3x4 = 3x6 =
1b 14 '- 12 11
4x4 = Axe — 2x4 II 3x8 = 4x6 I
3x4 = 4x8 M18SHS =
31DN3
:1 11-9-1-12 23.1-2 2740
4 108 311E Lp-td
Scale=151.3
Plate Offsets(X,Y)—
p:0-4-00-1-131 (11:Edge0-3.8) ry8:0.2-864-01
LOADING (pat)
SPACING. 2-0.0
CSI.
DEFL.
in (too)
gdee
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.93
Vert(LL)
-0.52 14-15
>630
240
MT20
2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.88
Vert(CT)
-1.0214-15
>319
180
M18SHS
2441190
BCLL 0.0
Rep Stress Ina YES
WB 0.89
Horz(CT)
0.06 11
RIG
Na
BCDL 10.0
Code FBC2017ITP12014
Matra -AS
Attic
-0.38 14-15
324
360
Weight: 1691b
FT=0%
LUMBER -
TOP CHORD
2x4 SP No.2 *Except*
4-7: 2x4 SP 270OF 2.2E
BOT CHORD
2x4 SP 270OF 2.2E "Except'
2-16: 2x4 SP No.2
WEBS
2x4 SP No.3'Exci
6-18: 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORD
Rigid Calling directly applied.
WEBS
1 Row at mtdpt 10-11, 6-17, 12-18
JOINTS
1 Brace at Jl(s): 17.18
REACTIONS. (Ib/size) 11=11931Mechanical, 2=1270/1 -M
Max Hoa 2=493(LC 11)
Max Uplift 11=345(LC 12). 2=430(LC 12)
Max Grav 11=1301(LC 18), 2=1382(LC 18)
FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown.
TOP CHORD 2.3=.2951/862, 3-5=2384/655, 5-6=2056/690, 6-7=-437/631, 7-8=-335/588,
8-9=-361/614, 9.10=-673/423, 10-11=1204/574
BOT CHORD 2.15=-1257/2859, 14-15=955/2194, 12-14=955/2167
WEBS 3-15=729/332, 5-15-0/640, 14-18=0/656, 8-18=602f473, 6.17=2711/1053,
17-18=2708/1057, 10.12=544H264, 9-12=-192/621, 12-18=2417/911, 9-18=141&608
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vul1=160mph (3-secand gust) Vasd=124mph; TCDL=6.Opsh BCDL=6.Opsf; h=15ft; B=45ft; L=27ft; eave=oft; Cal
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 1-8-0, Interior(l) 141,0 to 16-10.8, Extedor(2) 16-10-8
to 21-1-7, Interior(l) 21-1-7 to 27-24 zone; cantilever left and right exposed; end vertical left and right exposed;C.0 for members
and forces & MWFRS for reactions shaven; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent Water panting.
4) All plates are MT20 plates unless otherwise indicated.
5) Plates checked for a plus or minus 0 degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom chard live load noncencumenl with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will Td between the bottom chord and any other members.
8) Ceifmg dead load (5.0 psp on member(s). 5.6, 6-17, 17-18
9) Bottom chard live load (20.0 pso and additional bottom chord dead load (5.0 psf) applied only to room. 14-15
10) Refer to girder(s) for truss to truss Connections.
11) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 3451b uplift at joint 11 and 4301b uplift
at joint 2.
12) This truss design requires that a minimum of 711 V structural wood sheathing be applied directly to the top chord and 112" gypsum
sheetrock be applied directly to the bottom chord.
13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
Walter P. Finn PE No.23839
MTek 89A Ina FL Ced6634
6904 Parke East BNd. Tampa FL 33610
Date:
February 17,2020
WARNING -Verily d-ign paramttna and READ NOTES ON TWS AND INCLUDED MTEK REFERENCE PAGE 0144I3 nw. 10.931201s BEFORE USE.
"
Designvgdbruse.Nywkh MTek®.an .n.Tiliadesign Isbashonlyuponp=melemshown,andisfWMhxliMuaiwadegcomponent,not
a Ousssystem. eebre use, the bAlding desigrw munverd the applirabiayoldeagn paharsers and Properly inraxporao Nis devgn into the owran
dfitlng design. Bracing indicated is to pmvenl Watching oflndiNdual Wss web andlormord members only. Pddablml temppary end permanent brazing
MiTek-
isa,aays mquired for stabiNy and to PMWMcotapae with posslNe Persdiul byury and pmmguM peny carnage. Far general eme regarding tha
rabri000n, sootge,delivery, erection Fmd bradig ofhusses and truss cystems,see ANSVrPIf Duefsly Crtnda, DS"9 and SCSI Bullding Component
94letylnbrmadan aw6ablehorn Tmss PooreinVdM.218N.Lee S"CLl ke312NexandM.VA22314.
6904 Parka But Blvd.
Tampa,FL 36610
Scale, lle=r
4x8M18SHS =
1x4 II 3x4 = 3x8 =
7 8 24 9 25 10
16 14 '- 12 11
4x4 = 4x4 = 2x4 I 3x8 = 3x6 11
3x4 =
4xSM16SHS =
8.10.4 19-1-12 2&1-2 27-4-0
1 8-t0.4 I 10-3-8 I 1111t I t
Plate Offsets (X Y)—
f4:0.2-0Edge1 (7:0-4-8 0-2-0) (18:0.2-8 0-1-81
LOADING (pst)
SPACING- 2-0-0
CSL
DEFL.
in (too)
I/dell
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.92
Vert(LL)
0.57 15-21
>574
240
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.91
Vert(CT)
-1.07 14-15
>305
180
M18SHS
2441190
BCLL 0.0 '
Rep Stress Incr YES
WB 0.98
Horz(CT)
0.06 11
n1a
rda
BCOL 10.0
Code FBC2017/TPI2014
Matrix -AS
Auto
-0.38 14-15
325
360
Weight: 1621b
FT=0%
LUMBER.
TOP CHORD
20 SP No.2 'Except*
7-10: 2x4 SP No.1, 4-7: 2x4 SP 270OF 2.2E
BOT CHORD
2x4 SP 270OF 2.2E'Except'
2-16: 2x4 SP No.2
WEBS
2x4 SP No.3'Excepl'
6-18: 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied, except end ver8cals.
BOTCHORD
Rigid ceiling directly applied.
WEBS
1 Row at midpt 10-11, 17-18. 12-18
JOINTS
1 Brace at A(s): 17
REACTIONS. (lb/size) 11=1192/Mechanical, 2=1269/0-8-0
Max Hom 2=437(LC 11)
Max Uplift l l=-343(LC 12), 2=432(LC 12)
Max Grev 11=1285(LC 18), 2=1378(LC 18)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=2930/880, 3.5=2356/663, 5-6=2037f700, 6-7=436/736, 7-8=-390/751,
8-9=376/719, 9.10=-743/425, 10-11=11831556
BOT CHORD 2-15=1255/2826, 14-15=929/2151, 12-14=-925/2142
WEBS 3-15=7411358, 5-15=0/617, 14.18=0/672, 8.18=-593/497, 6-17=2837/1103,
17-18=-2837/1114, 10-12=526/1269,9-12=-101/446,9-18=-1478/605, 12-18=2225/837
NOTES.
1) Wind: ASCE 7-10; Vu8=160mph (3-secend gust) Vasd=124mph; TCDL=6.OpsY BCDL=6.Opsf. h=15ft; B=45ft; L=27ft; eave=oft; Cat.
II; Exp C; Encl., GCpi=0.18; MWICRS (directional) and C-C Exterior(2)-1d0 to 14e-0, Interior(1) 141-0 to 14-10.8. Exterior(2) 14-10-8
to 19-1-12, Interior(1) 19-1-12 to 27-2-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C formembers
and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate Shia DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) All plates are MT20 plates unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation about 4s center.
5) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads.
6) ' This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Ceiling dead load (5.0 psQ on member(s). 5.6. 6-17, 17-18
8) Bottom chord live load (20.0 pad) and additional bottom chord dead load (5.0 psQ applied only to ream. 14-15
9) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 343 lb uplift at joint 11 and 432 Ib uplift
at joint 2.
11) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum
sheetrock be applied directly to the bottom chord.
12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
Waiter P. Finn PE Na.22639
MTek USA, Inc. FL Can 6634
6904 Parka East Blvd Tampa FL 33610
oaten
February 17,2020
At WARNING -Vent, Jesrgn parumclers and READ NOTES ON rRS AND INCLUDED .W rEK REFERENCE PAGE Ml47073 nv. 1010312015 BEFORE E.
Design valld fix UN only WN1 senators connectom Thin dmetin 13 ba5al MIY Upon Peaddemus Shaer. and la far an iheiVAual Wilding Camppnem, n01
my
a sides system. BerOre use, the building designer mull vanity me appamb6ily of design idammers and Properly incomomte this design into the overall
buldingdesign. BracingbgratedistOPmwntbuckGngor"u dualtmsswebanWwtloMmem moot,. Mmionalhna,aaaryaedpelmanembacmg
MOW
7
alwsys required/pr sfabNy end to Prewm woapse vNit possible Percowlinjury and PmpeM damage. Fargenerx guidanceregaMing Ne
reduced.,sundae. deavery, smitten and bracing dictums am buss systems. me ANSM11 Quality Currants, W"9 and BCS) Building Component
9>IeylnyormaNOn.x bbboth Tmssflats Ins0Ne.218N.Lea Street.Su4e312.AlexandM,VA22314.
6904 Parke Fast Bhl.
Tampa, FL 3010
Job '
Truss
Truss Type
pry Ply Horba=Res.
T79428862
J39198
B12
ATTIC
1 1
Job Reference (optional)
Coast cuss, n. tierce, rL - xS4e. 8.330 a Jan 222020 MTek Industries, Inc. Mon Feb 17 09:23:18 2020 Page 1
ID:xLFId2KbAgx5FoTKgTmXKzklcdl n7CGIIBlxhi0aeLwS011m067 I Lbx Nzh2Mz H2N
12-10a
1-0-0 d-40 04ad 11410 12b2 14412 21a2 2]J-0
tan I ago I 4-1-0 I 22-n�1 as-0aat4 '
oaa
Scale: 1/4 =r
Bx8 = ax12M18SHS %\ 44 = 4x4 =
in is n 10
4x4 = Sx5 WB = 2x4 I 3.5 = 3x8
3x4 = 4%IOMISSHS =
Plate ORsets(X,Y)-
12:0.2-2.Edgel.16:0-4-00.1-131 [7:0.1-00.1d)
17:D-9-100.2-71116:G.1-120-0-01
LOADING (Pat)
SPACING- 2-0-0
CSI.
DEFL.
In (roc)
I/deft
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.90
Vert(LL)
0.73 14-20
>445
240
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
Be 0.99
Ved(CT)
-1.2313-14
>266
180
M18SHS
2441190
BCLL 0.0 '
Rep Stress Ina YES
WB 0.82
H orz(CT)
0.06 10
Dial
Na
BCDL 10.0
Code FBC2017rTP12014
Matrix -AS
Attic
-0.39 13-14
317
360
Weight 156 lb
FT=0%
LUMBER -
TOP CHORD
2x4 SP 270OF 2.2E'Except'
6.9: 2x4 SP No.1
BOT CHORD
2x4 SP 270OF 2.2E'ExcepP
2-15: 2x4 SP No.1
WEBS
Zx4 SP No.3'ExcepV
5-17: 2x4 SP No.2
OTHERS
2x4 SP No.3
REACTIONS. (Ib/size) 10=1192/Mechanical, 2=1269/0.8-0
Man Horz 2=381(LC 11)
Max Uplift 10=342(1_C 12), 2=-434(LC 12)
Max Gmv 10=1271(LC 18), 2=1372(LC 18)
BRACING -
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORD
Rigid ceiling directly applied.
WEBS
iRow a[midpt 11-17
2 Rows at 1/3 pis 5-17
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=2930/903, 3-0=22891666, 4-5=1978/706, 5-6=380/878, 6-7=397/964,
7-8=325/772, e-9=834/434, 91158/534
BOT CHORD 2-14=-1252/2816, 13-14=-859)2058, 11-13=852/2040
WEBS 3-14=-831/431, 414=0/595, 1&17=0/751, 7-17=614/503, 5-16=2971/1046,
16-17=2967/1080, 9-11=511/1285, 8-17=1553/5fi2, 11-17=1943(/10
NOTES-
1)Unbalanced roof live loads have been censitlered for this design.
2) Wntl: ASCE 7-10; VUIt=160mph (3-second gust) Vastl=124mph; TCDL=6.Opsf; BCOL=6.Opsf; h=15ft; B=46ft; L=27X; eave=4X; Cat.
II; ExD C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-010 1-8-0, Interior(7) 1-8-0to 12-7048, Exterior(2)12-10-8
l0 17-1-7, Interior(1) 17-1-7 to 27-23 zone; ranlilever leftand right exposed; antl vertical left and dght exposetl;C-C fat members
and forces 8 MWFRS for reactions shown; Lumber DOL=7.60 plate grip DOL=1.60
3) Provide adequate Drainage to prevent water pontling.
4) All plates are MT20 plates unless otherwise indicated.
5) Plates checked for a plus or minus 0 degree rotation about its center.
6) This truss has been designed fora 10.0 psi bottom chord live load noncenwnenl with any other live loads.
7) ' This truss has been designed for a live load of 20.0psf an the bottom chord in all areas where a rectangle 3-6-0 tall by 247-0 wide
will fit between the bottom chord and any other members.
8) Ceiling dead load (5.0 pst) on member(s). 4-5, 5-16, 16-17
9) Bottom chord live load (20.0 psf) and additional bottom U1aN dead load (5.0 pst) applied only to mom. 13-14
10) Refer to girder(s) for truss to truss cenneclions.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3421b uplift at joint 10 and 434Ib uplift
aljoint 2.
12) This truss design requires that a minimum of 7/16" structural wood sheathing he applied directly to the top chord and 1/2' gypsum
sheetrock be applied directly to the bottom chortl.
13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
Walter P. Finn PE No.22839
MTek USA, Na FL Cm16636
65W Parke East BNd, Tampa FL 9381g
Date:
February 17,2020
®'HARIIING -Verily Design parameters and READ NOTES ONTHIS AND INCLUOEB M11/iEK REFERENCE PAGE Mll-0472 near. 1bD3/1015 BEFOFE USE.
Oesgn valiE for use anywEh MTek®cdmepom. This tlesigp is based any upon parameters sM1own, and is loran bgrvlEval Euidng component, no
��•
a Wvsystem. Belpre use. Na bedding Oes9ner muriveay Me apperabiWy or Eesipn parameters and properincorporatelyincorporatedeep Into S deep the overall
�-�.YY
buidug Eeslgn. 6ranlnq lntlkatM is toprereN wrxeng oflnaiNEual Wssweb anvar�oN membersmy. MEeional temporary a,q permanem brxing
MiTek'
isaNrays reguire0 for Stability and to presem co0apsewhM1 possible personal lNmYaM propertyEaage. Forpenerel guiEarce regaNing Ne
rabriration, ssarage. Eeavery,eredbn and bratig o(wzsesantl Wsa systems. we ANSU]Plf pualay Cd2d; DBB419 anEeCBl Building Component
6904 poke East END,
SDleylnrormffibn avaeabie M1am Tress Noe ln50Na, 2te N. Lee Stree4 Suke 312, Neaan4Ea, VA2231d.
Tampa FL 36610
Job
rasa
Truss Type
pry Ply
Horbacz Res.
T79428863
J39198
B73
Halt Hip
7 7
Jab Reference (optional)
ease coast I was. i-t. Pleme, FL - 3a946, 8.330 s Jan 22 2020 MITek Industries, Inc. Mon Feb 17 09:23:19 2020 Page 1
ID:xLFId72KbAgx5FOTKgTmXK2klgj-BgsVPclNyc3YwY9gvezdlWJISWOAjuF4C7jE5ozkH2M
-1-4-0 S&2 10-10-8 1&&3 21 13
1-0-0 _,2S14i 5-0-11 54-11 S&3
Scale: 1/4�1'
4x4 =
3x4 =
3x4 =
3x4 =
44 11 3x8 = 3x4 =x4 = $x8 =
Plate Offsets (X,Y)—
(8:0-2-8.0-2-121
LOADING (peril
SPACING-
2-0-0
CSI.
DEFL.
in
(hoc)
Udell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.50
Vert(LL)
-0.12
&W
>999
240
MT20
244/190
TCDL 10.0
Lumber DOL
1.25
BC
0.73
Vert(CT)
-0.25
8-10
>999
180
BCLL 0.0 '
Rep Stress Incr
YES
We
0.41
Hoa(CT)
0.07
8
Na
Na
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Weight 1441b
FT=0%
LUMBER-
BRACING -
TOP CHORD
2x4 SO No.2
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORD
2x4 SO No.2
BOT CHORD
Rigid ceiling directly applied,
WEBS
2x4 SP No.3
WEBS
1 Row at midpt 6-8
REACTIONS.
(lb/size) 8=1086/Mechanical, 2=116910-8-0
Max Hoe 2=324(LC 11)
Max Uplift 8=404(LC 12), 2=495(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD
2-3=-229111065, 3-4=-1766/887, 4-5=1583/868, 5.6=13727754
BOT CHORD
2-12=-1346/2078, 11-12=-1346/2078, 10-11=-965/1571, 8-10=-681/1070
WEBS
3-11=587/365, 4-11=-76/399, 510=392/347, 6-10=214/595, 6-8=13501780
NOTES-
1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL-6.Opsh BCDL=6.Opsf; h=15ft; 8=45ft; L=27ft; eave=oft; Cat.
II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 10-1041, Exterior(2) 10-10-8
to 15-1-7. Intertor(1) 15-1-7 to 27-2-4 zone; cantilever left and fight exposed; end vertical left and fight exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loatls.
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 rn between the bottom chord and any other members.
6) Refer to girders) for truss to truss Connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 404 to uplift at joint 8 and 495 Ib uplift at
joint 2.
8) This truss design requires that a minimum of 7116'sWctural 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 Ne.22839
ISTek USA, Inc. FL Cart 6634
4'904 Parka Best Blvd. Tampa FL 33610
Data:
February 17,2020
WARNING -Verity design parameters antl READ NOrES ON THIS AND INCLUDED MI rFK REFERENCE PAGE nlll-0473 rev. IM312015 BEFORE USE.
Design valid for use only wah Mirek® coreeclon. This design Is based orgy upon parameters shown, and is for an IMividual b ildilg mmponent, no
a Wss system. Below use, me building designer must veMylhe applicability of design pammtlers and propedy inmryond. Nis desip lmo the overall
bulkagdeslgn.BraWgIndicated is to prevent buJing orndividual truss web wdlor chord members only. AddOiolW lemporsry eM pelmanem baring
MiTeW
isa mqu'oedrors 21ywdtopreve wgapwwMpoz Nopemomliniu mdpmpenydamage. Forgeneralguidaxeregarding Ne
labrkallon, slomge,delivery,erec8on end braGly Ntmzzea aro buss rystemf. aee ANSUFPI1 Qualify Cdoda, DSB-09 and SCSI Buildlag Component
6904 Parke East BIW.
Sayerylnrormad4n avagable M1vn Tmzs Pate InzOlme, 210 N. Leo Street. Suaa 312. Alexan0ra, VA 22314.
Tampa, FL Seat
ob '
Truss
Truss
Truss Type
0ty PIy Holba¢Res.
I
T194288fi4
39198
Halt Hip
1 1
Job Reference o lional
rum muenmuuxr s, m, mom bea t r arZA:zU euzu
4.4 =
S.I.: 1/4-=1'
3x4 = 3x4 = 3x4 I
4 16 17 18 5 19 8 20 7
3x4 3x9 = 3x4 = 3x4
= �_
Plate Offsets (X,Y)-
12:0-0-14,Edge), (8:0.2-8 0.2-12)
LOADING (pat)
SPACING- 2-0-0
CST.
DEFL.
in
(ice)
VdeN
Ud
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1.25
TC 0.68
Vert(LL)
-0.18
8-10
>999
240
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.87
Vert(CT)
-0.38
8-10
>851
180
BCLL 0.0 '
Rep Stress Ina YES
WB 0.50
HOrz(CT)
0.08
8
Na
rua
BCDL 10.0
Code FBC20171TPI2014
Matrix -AS
Weight: 136111 FT=0
LUMBER-
BRACING -
TOP CHORD
2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORD
2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied. t
WEBS
2x4 SP No.3
WEBS
1 Row at midpt 6.8
REACTIONS.
(Ib/size) 8=1086iffechanical, 2=1169/0.8-0
Max Hoe 2=268(LC 11)
Max Uplift 8=402(LC 12), 2=496(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
2-3=2303/1185, 3-0=19771972, 4-5=1796/964, 5.6=1781/912
BOT CHORD
2-11=1393/2103, 10-11=1157/1986, 8-10=847/1422
WEBS
3-11=379/337, 4-11=91/482, 5-11=263/188, 5-10=327/324, 6-10=-168/595,
6.8=-1602/908
NOTES.
1) Wind: ASCE 7-10; Vui1=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsh, BCDL=6.Ops1; h=15ft; B=45ft; L=27ft; eave=411; Cat
II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-4-0 to 1-8-0. Interios(1) 1-8-0 to 8-10.8, Exterior(2) 8-10-8 to
13-1-7, Interior(1) 13.1-7 to 27.2-4 zone; cantilever left and right exposed ; end vertical ]attend right exposed;C.0 for members and
forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water pending.
3) Plates checked for a plus or minus 0 degree rotation about its Center.
4) This truss has been designed for a 10.0 par bottom chard live load nonconcumenl with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide
will fit between the bottom Nord and any other members.
6) Refer to girder(s) for truss to Truss Connections.
7) Provide mechanical Connection (by others) of Was to bearing plate Capable of withstanding 4021b uplift at joint 8 and 4961b uplift at
joint 2.
8) This buss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum
sheetrock be applied directly to the bottom chard.
Walter P. Finn PE No.22839
NTek USA, Inc, FL Cut 8614
6e04 Parka East Blvd. Tampa FL 33610
Date:
February 17,2020
AWARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED NiTEA REFERENCE PAGE AIII-7473 mv. 1ero312015 BEFORE USE.
sesses
�e
Cosign VallE trussonly With MTicomMOR.'Mis design is based crf'upOn pammeers Shaven, and l8 focam indivklpal buffailg sman,ment, not
M1•
abuss system. Before use. the bulging designer must veiny the applicability W dedgn parameters and and pmpedy, lnmmorme this design Ina theaver9l
builfm9Eesign. BracingiMi edistoprevenlWWingofhdMWaltmsswNAM MoNmembenonly. AMdhnnaltempomryaMpe memva ,
MiTek-
Is allays requved for mabiey all to prevent odUpse wIN passible pessorel hijuryand prepeMdama9e. Forgeneral gindarxe regardhy the
fabdtadon,storage,delivery. erection all bmdng oftmsses all truss systems, see AN54TPIf Dustily CMeda, DSBA9 and Best Building Component
6901 Parini East BNd.
Weylnfarmaslon available rtom Truss Flue InWOe, 218 N. Lee SbeeL Suite 312. Alexar . VA22314.
Tampa, FL 36510
Job' .
Truss
TNsa Typa
pry Ply
Homa¢Res.
T19428865
J39198
B15G
Half Hip G"vder/
7 1
Job Reference (optional)
ii
rum muen I . . . nw., in, meet Be a Vtl:Ls: a zuLV
NAILED NAILED NAILED NAILED NAILED NAILED
Sx8 = _
NAILED NAILED 3x4 NAILED 1.4 It NAILED ass =4x4 = NAILED 48 =
5.00 12 4 20 21 5 M 23 24 a 25 26 7 a 27 28 29 9
io �a 3p 31 1a 32
3x8 = 1.4 II 3x4 = NAILED 3x4
Spedal NAILED NAILED
33 13 ' 34
WM18SHS = NAILED
NAILED 3x10 =
NAILED
Stale=1:49.9
35 11 2a 37 38 10
NAILED 5x6 = NAILED 3x8M18SHS 11
NAILED NAILED
LOADING (psq SPACING- 2-0.0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 10.0 Lumber DOL 1.25
BCLL 0.0 ' Rep Stress Ina NO
BCDL 10.0 Code FBC2017/TPI2014
CSI.
TC 0.85
BC 0.98
NB 0.90
Matrix -MS
DEFL.
Vert(LL)
VerUCT)
Hoa(CT)
in (loc) Udell L/d
0.34 12-14 >969 240
-0.51 12-14 >634 180
0.11 10 Na Na
PLATES
MT20
M18SHS
Weight: 1431b
GRIP
2441190
244/190
FT=O%
LUMBER- BRACING.
TOP CHORD 20 SP No.2 *Except* TOP CHORD
Structural mod sheathing directly applied or 2-3-15 oc purms,
4-7: 20 SP 270OF 2.2E, 7-9: 2x4 SP No.1
except end verticals.
BOT CHORD 2x4 SP 270OF 2.2E'ExcepP BOT CHORD
Rigid ceiling directly applied or4-5-14 oc bracing.
10-13: 2x4 SP No.1
WEBS 2x4 SP N0.3'Fxcept'
4A4,5-12,8-12,9-11: 2x4 SP No.2
REACTIONS. (III/size) 10=2434/1viechanical, 2=217010.8-0
Max Horz 2=212(LC 7)
Max Uplift 10=-891(LC 8).2=841(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-4851/1702, 3-4=4698/1686, 45=5633/2101, 5-6=-5299/1993, 6-8=5299/1993,
8-9=-3513/1346, 9-10=-2295/948
BOT CHORD 2-16=1538/4436, 15-16=-1538/4436, 14-15=-1488/4349, 12-14=-1984/5633,
11-12=-1297/3513
WEBS 3-15=334/261, 4-15=38/672, 4-14=585/1472, 5-14=470/427, 5.12=385/125,
6-12=590/430, 8-12=747/2062, 8-11=1711/876, 9-11=1449/3972
-
NOTES-
1) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf h=15ft; 8=45ft; L=27ft; eave=4ft; Cat.
II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed: end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water pending.
3) All plates are MT20 plates unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss wnnections.
8) Provide mechanical connection (by others) of truss to beading plate Capable of withstanding 891 It, uplift at joint 10 and 841 Ib uplift
at joint 2.
9) "NAILED" indicates 3-1 Did (0.148x3l or3-12d (0.M II3.25") toe -nails per NDS guidlines.
10) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated boodle) 318 ID down and 91 lb up at
6-10.8. and 801b down at 7-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of
others.
WeINr P. Finn PE Nd.71839
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
MTek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
LOAD CASE(S) Standard
Date:
February 17,2020
WARNING -Ve,dy tlesignpannrefns and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PACE AmW3rev. 10/03/2015 BEFORE USE.
�e
Design vend (muse onlywNh MRekae rodeo rs. This design is based only upon parameters shaven. and is faran WisAdual WU&ng somponan4 no
�.
a mass system. Berme use, are build'mg designer mug very, the appboabiay of usage parametersand property Incorporate Nis design Into the ovens
..Yf
buildmgdedgn. Bracing Indicated ie to proem budfmg of Individual Wes web andhor Nod members only. Addalanallem,maryaniperommedbrecing
WOW
Is alaaysrNored for stabifty and to prevent coupsewah possible personal injury and propedydamoge. Fmgenemi guidance regarding the
febdoom,storage. dewery election and bracing 0 ma50 5s.M Mss ryaems,see ANSVTF1I Oufify Wed., DS049 antl BCS1 Building Component
Sprelyrnfommfion Tmsa
9904 st Parke FaBM
awLryie fmm Rate Inaade, 218 N. Lee SIree4 Sude 312. Alexandria. VAYtl14.
Tampa, FL 36510
Jab . •
toss
Oty Ply
Horbacz Res.T79428865
FH.KHiTpypGilder
J39198
B15G
1 1
Job Reference (options[)
nuss, FL rieme, rL-34vgb,
8.330 a Jan 22 2020 MiTek Industries, Inc Mon Feb 17 09:23:22 2020 Page 2
IO:xLFld72KbAgx5FoTKgTmXKzktgdEVeI dLFFXR7n?uPamXKw8xilkLZ 7SXu?xu7zkH2J
LOAD CASE(S) Standard
•1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Undone Loads (plf)
Vert: 1-4=60, 4-9=-60, 10-17=-20
Concentrated Loads (Ib)
• Vert: 4=124(B) 7=124(13)15=-379(B) 6=124(8) 12=-61(B) 20=124(B) 21=124(B) 22=-124(B) 24=124(B) 25=124(13) 27=-124(B) 28=124(8) 29=124(B)
30=-61(B) 31=-61(B) 32=61(B) 33=61(8) 34=-61(B) 35=-61(13) 36=61(B) 37=61(8) 38=61(B)
®WARNING VelilY designparamelers and READ NOTES ON MS AND INCLUOEOAUrEX REFERENCE PAGE MW473re¢ 1N0312015BEFORE USE.
Design valid for use ontywM MReMcconedors. TNa design Is based On"On parameters shorn, and is far an Mdfiudual wilding companeM, nC
�•
a truaa system. Before use, tbebulding designer must verfyNe apptirabifty of desippametmandppedYuplponte this desiploto the oveall
buudingdesign. Bawg indiWedis to prevent Waxing orsellAdual hussweb andldr Cold member ony.FWdillolultempwery alW plmanaMbacing
MiTek'
isaAv mquked Mrga Tdyandtopa Mw9apsewMpssblepersonaliniu wdpmpeMdamage. Forgeneralgmdanceagardr,the
fabriclson, storage, da",Mention and bradng oftrusses aral truss systems, see ANSUWI1 Quagy CdMda, DS"S and SCSI Building Component
6901 Padie East Blvd.
Ba7ef,lohms don avabble Man Truss Pula Insthda. 218 M Lee Sam, Sulte 312. Alexandria, VA 22314.
Tampa, FL 36610
Job
cuss
Truss Type
pry Ply
Horbacz Res.
J39198
MV2
Valley
1 1
T19428866
�.._...___. r...__ �. ..._--
�. ...,._
Job Reference a ticnal
c. Rion re0 i i us:ee:za zuzu rage 1
ID:zLFld72KbAgx5FOTKgTmXKzklgj-7pDmgtN8XSqieTd_Fu41XnZDRxcU7iCzbzAYJSzkH2G
Scale = IGB
5.00 (12 2
3
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loci Vdeft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.06
Ved(LL) n/a
- n/a 999
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.03
Vert(CT) n/a
- Na 999
BCLL 0.0
Rep Stress Ina YES
WEI 0.00
Hom(CT) -0.00
2 n1a rda
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
Weight: 5 lb FT=0%
LUMBER-
BRACING.
TOP CHORD 2x4 SP ND.3
TOP CHORD
Structural wood sheathing directly applied or 2-0-0 cc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-M cc bracing.
REACTIONS. (lb/size) 1=5112-0.0. 2=38/2-0-0, 3=13/2-0-0
Max Horz 1=28(LC 12)
Max Uplift 1=13(LC 12), 2=32(LC 12)
Max Grav 1=51(LC 1), 2=39(LC 17), 3=25(LC 3)
FORCES. (lb)- Max. Comp./Max. Ten, -All forces 250(I1h) or less except when shown
NOTES-
1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsp BCDL=6.OpsY h=15ft; B=45ft; L=24ft; eave=oft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left and
right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 2 Considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify
rapacity of bearing surface.
8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 2.
Walter P. Finn PE No.22839
MRek USA, Inc. FL Cad 6634
6906 Parka East Blvd. Tampa FL U610
Date:
February 17,2020
®WARNING -Verily design pararnelers and READ NOTES ON THIS AND INCLUDED MTTEx REFERENCE PAGE MII-7473—. IS0312015 BEFORE USE
Design wind truss onywen INTeWconnectors. This design is based May upon parameter shown, and is harsh individual bulling mmponoM hat
a buss system. Befaro use, me baudmg designer mush veMy, the appraguliy of design pammelers and property hoamnmte mis design into the overall ..Y�
buildmgdesign. Bracing indicated is to prevent Winding of hidmdualbuss web and/or Nord members any. AtldNonal temporary eM permanent OruNg MiTek-
iaalwaysrequad for stability and to powant collapse wM possible personal injury and pmpedy damage. For general Villages regarding the
fabrioa0on, Storage, delivery, erecdioo and bradng oftrusses and truss synems,sea ANSf/rPN Qualify LNieda, DS9a9 and SCSI Building Component 6903 Parke Fast BIM.
"slyinformmian avalable amn Trvas Pala InsNNe, 21a R lae Simet, auae 31; Alexandria, VA 12314. Tampa, FL 36510
Scale = 1:11.1
2
3
I
2x3 i
2Y3 I
LOADING (psp
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/de8
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.41
Vert(LL)
Na -
Na
999
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.19
Vert(CT)
n1a -
n1a
999
BCLL 0.0 '
Rep Stress Incr YES
WS 0.00
Horz(CT)
0.00 3
nta
n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix-P
Weight: 131b FT=0%
LUMBER-
BRACING -
TOP CHORD
2x4 SP No.3
TOP CHORD
BOT CHORD
2x4 SP No.3
WEBS
2x4 SP No.3
BOT CHORD
REACTIONS.
(lb/Sive) 1=125/4-0-0, 3=125/4-0-0
Max Ho¢ 1=68(LC 9)
Max Uplift 1=-44(LC 12), 3=-49(LC 12)
Max Grant 1=125(LC 1). 3=130(LC 17)
FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(I1a) or less except when shown
Structural wood sheathing directly applied or 4-0-0 oc putting,
except end ver irals.
Rigid ceiling directly applied or 10." oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=&0psf, h=15ft; B=45ft; L=24ft; eave-0ft; Cat.
II; Grp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; Cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads.
6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will Fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift atjoint(s) 1, 3.
Walter P. Finn PE No.T28a9
MITek USA, The. FL CM 60M
ea04 Parke East BNB Tampa FL 33610
Data:
February 17,2020
®WARNING. Verily JeSlgn paramolers antl READ NOTE50N rMSAND INCLUDED MITEX REFERENCE PAGE MIIdtbrw. l0,01/2015 BEFORE USE.
Design valid Ior use onhrweh MTeemwnne tore. This design is based ordyupon parameters shown, and is for an Individual twoug mmponeM, not
a Muss system. Before use, Me building designer must early the applies biay of design parameters and properly Nmrpomle rids design end Me overall
builangdedgn. BMc gb icatedlstopreWMWu gofMdMdualM nwftan&WaoMMem Wy. AddMlonaltemparzryaMpmmanerlbrawg
MiTek'
b always requved for stabiny and to pr9veM rowpre wee possible persowl injury, and property damage. Forg=nerdl guldanre regarding the
fabdomon, slomge, deevery, emotion end bMarg dressier and truss sy5ems,see ANSINIP11 quality Ldteda, DSBa9 andBCSI Building Component
6914 Para East Bled.
Sereylnfonnathm avaMbke TmashMalnr9,218N.L.Street,Bude31ZA..ndde.VAM14.
Tampa, FL MID
Job •
Truss
TrussT19428868 Type
pty ply Horba¢Res.
J39198
MV6
Valley
1 1
Job Reference (opfional)
e. va J2r1 dG AWL, MI IeK Inau5Ne5, Inc. Men I-e01/ W23:272020 Pagel
ID:xLF1d72KbAgx5FOTKgTmXKzklgi-yCLX5LP0334PMmNNJ6VdCeaelCebbiG2HRNLakH2E
3113 II
2
3
a4 i as 11
Scale=1:16.4
LOADING (psf)
SPACING. 2-0-0
CSI.
DEFL.
in floc)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.78
Vert(LL)
n/a -
n/a
999
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.43
Vert(CT)
n/a -
n/a
999
BCLL 0.0 '
Rep Stress Ina YES
WB 0.00
Horz(CT)
-0.00 3
n/a
Na
BCDL 10.0
Code FBC2017[TPI2014
Matrix-S
Weight: 20 lb FT=0%
LUMBER-
BRACING -
TOP CHORD
2x4 SP No.3
TOP CHORD
BOT CHORD
2x4 SP No.3
WEBS
2x4 SO No.3
BOT CHORD
REACTIONS.
(lb/size) 1=20516-0-0.3=20516-0-0
Max Horz 1=144(LC 9)
Max uplift 1=72(LC 12). 3=80(LC 12)
Max Gran, 1=205(LC 1). 3=213(LC 17)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shaven.
TOP CHORD
2-3=171/277
Structural wood sheathing directly applied or 6-0-0 oc puriins,
except end verticals.
Rigid ceiling directly applied or 10-M oc bracing.
NOTES-
1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.OpsY BCDL=6.Opsf; h=15ft; B=45ft; L=241t; eave=4f1; Cat.
II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) G 8.12 to 3-8-12, Interior(1) 3.8-12 to 5-IG-4 zone; cantilever
left and right "posed ; end vertical left and right exposed;C-C for members and forces & Mill for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) 1, 3.
Water P. Finn PE No.22839
MiTek USA, Inc. FL CM 6834
69N Parke East Blvd. Tampa FL 33610
Dale:
February 17,2020
AWARNING- Verily 0esiyn Pararnelers —AREAL, OrES ON THIS AND INCLUDED MITEK REFERENCE PAGEA111-7172 ra. 10,0312015 BEFORE USE.
Desire Intel foruse onywittl MITek®connttlo s. This design housed over upon parameters shaven, and is for an Individual Wilding component, not
a Wss sydem Before use, the bullding designer must vent' the apprces iayofousi, parameters and propent inooTead. 08s design Inlotheoverall
Drawing design. amour Indicated is to prevent buckfmg ofbdMdilk Wssweb andlor Nord members ony. Additional lempocary anal permanent bracing
MiTeW
is aM-ays r yuiretl for MaDllay and to prevent w0apu won posMDie personal Injury and OropeMdamage. For penerd gudaMe mAadinA Ina
faricadon,Manage. dedvery,eenion antl bradng areusus and Wss systems, see ANSVTPIi dually Citeds, DSB40 and SCSI Building Component
6904 Parke East and.
SureylatomrNon swiWblefrom Truss Plate InMkOe,218N.Leesweet Suae312,Alex dM.VAM14,
Tampa. FL 36610
Jab x
Russ
Truss Type
Qy Ply Horba¢Res.
T19428869
J39198
MV8
Valley
1 1]
In6 Reference (nnl nal\
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ID:xLFId72KbAgx5FoTKgTmXKzklgj-00wthPCgNCGV,NLZxOek9PBsB9aQK1 EPHx0D WTbd H2D
5 4
2x4' 1x4 II 2x4 II
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.35
TCDL 10.0 Lumber DOL 1.25 BC 0.20
BCLL 0.0 ' Rep Stress Ina YES WB 0.11
BCDL 10.0 Code FBC20177TPI2014 Matrix-S
LUMBER.
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=99/8-".4=127/8-0-0.5=344/8-0-0
Max Hom 1=200(LC 9)
Max UpBft l=9(LC 12), 4=53(LC 9), S=167(LC 12)
Max Gray 1=106(LC 18). 4=136(LC 17). 5=350(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=293/175
WEBS 2-5=-264/370
Sale =1:21.2
DEFL.
in (loc) VdeO Ud
PLATES GRIP
Vert(LL)
n/a - We 999
MT20 244/190
Ved(CT)
n/a - n/a 999
Hoa(CT) -0.00 4 n/a n/a
Weight: 291b FT=0%
BRACING.
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc pullers,
except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-M DC bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf, h=15ft; B=4511; L=24ft; eave=oft; Cal.
II; Exp C; Encl.. GCpl-0.18; MWFRS (directional) and C-C Exterior(2) OA-12 to 4.0-0, Intefior(1) 4-M to 7-104 zone; Cantilever left
and right exposed ; end verical left and right exposed for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate gnp DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) Gable requires continuous bottom chord bearing.
4) This buss has been designed for a 10.0 par bottom chord live load nonconwrtent win any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom Chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joints) 1, 4 except (jt=ib)
5=167.
Walter P. Finn PE N0.22B3a
MTek USA, Inc. FL Cad HU
ON Parka East Blvd, Tampa FL 33610
Date:
February 17,2020
WARNING -Verily d,sign parameters and READ NOTES ON THIS AND INCLUDED.1nTEKREFERENCEPAGEMIIJ473rev. DjUa0r5 BEFORE USE.
Design veto for use Any With MlTel;®corridors. This design is based only upon parameters shover, and is for an individual bulldog mmparent no
��'
a bass system. Wide use, Ire building designer must vasty the apparzbiliy of design parameters and pmpedw y Irrpo ate this design into the overall
buildngdesign. Bmfug WeeddAd led prevent budong ofegiidual Mn web andlm Nod memMrs only. AAMenatempaaryandpelmanmll Mating
M7ek'
isalwaysrequiredferslabTdyandWpreventwgapsev p=Uepenoi IMIu andpmprlydamage. Forgenerdguidonsregardingthe
labrkation, itomge, defrvery, eredmn and braorgd WsxzaM Was systems,see ANS FT1 Quality Cddda, OSBA9 and SCSI Building Component
69041aarka East BIW.
SyeylNo rnation d,01able hmn Truss Plate Insivute, 218 K Lee Wed, Suge 31Z Alexandra, VA22314.
Temp, FL 36610
Job , a
Truss
Truss Type
Oty Ply
Res.T194288T0
J39198
MV10
Valleytb
Erbacz
Reference (optimal)
e
d.aau eJan
[[¢-'- Mi IeK lnOusmes, Inc. Mon Feb 1709:23:232020 Page
ID:xLFld72Kba gx5FOTKgTrnXrlMgj-3R6OFzMuOgZ_O9Tb8T2ZSMUya8rEfmg7ftSEazkH21
2x4 II
3
2x4 ' Ise II 42A II
Seale - 1:25.3
LOADING (psi)
SPACING. 2-0-0
CSI.
DEFL.
in (loc)
Well
Ld
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.53
Velt(LL)
n/a -
Na
999
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.33
Vert(CT)
We -
We
999
BCLL 0.0
Rep Stress Incr YES
WS 0.12
Hom(CT)
-0.00 4
n/a
Na
BCDL 10.0
Code FBC2017rrP12014
Matrix-S
Weight: 37 lb FT=0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3 BOT CHORD
OTHERS 2x4 SP No.3
REACTIONS. (Ib/size) 1=130/10-0-0, 4=159/10.0.0, 5=441/10-0-0
Max Hom 1=257(LC 9)
Max Uplift 1=-14(LC 12), 4=66(LC 9), 5=-214(LC 12)
Max Grav 1=138(LC 18), 4=170(LC 17), 5=449(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ill) or less except when shown.
TOP CHORD 1-2=-339/213
WEBS 2-5=-336/402
Structural wood sheathing directly applied or 6-0-0 DC pudins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 DC bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf, BCDL=6.0psh, h=15ft; B=45ft1 L=241t; eave=4ft; Cat.
II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 9-10-4 Zone; cantilever
left and night exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked fora plus or minus 0 degree rotation about its Center.
3) Gable requires Continuous bottom chord bearing.
4) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 141E uplift at joint 1, 661E uplift at joint 4
and 214 IS uplift at joint S.
Waiter P. Finn PE NOM833
MTek USA, Inc FL Ced6634
6904 Parla East Blvd. Tampa FL 33610
Data:
February 17,2020
,& WARNING VerirV Uesipn parameters and READ NOTES ON THIS AND INCLUDED AITTEK REFERENCE PAGE M147473 ricer. 101o34D15 BEFORE USE.
Design valid for use only with MRek® rmnoose. This Eeslgn Is based ally upon Parameters ahwm, and is for an Ndividual balding Component, not
V
a buts System. Seems use, me balding designer must verify the applicability of design paramelers and properly NCorsershe this deep No the overall
buadNg Meagn. SMcglMitaledlstoprevmn Wu gofhdiAWaltmsswOwWn MoNmembemmly. AddeionaltempraryeM peimommebrai
MiTele
is always requited for stability and to prerem collapse with possible personal injury and property damage. Forgmerd guidanpe regaining gle
bbdCo6on Dodge.deWery, erection and bradng ofbuzses and truss systems. see ANSI?p/1 QualyCrAted, DSa89 and SCSI aulldlng Component
6904 peaks East shot.Sfrery'-=aM,n
availablefrmn Tmss Mate InsEa e,218N.Leagreet,Suite3lZNexa M.VA22314.
Tampa.FL 36810
Job a '
was
Truss Type
Oty Ply
Horbacz Res.
J39198
MV12
Valley
2 1
T79428871
Jab Reference (optional)
I.o muusmes, Coo. Coon reo , r ua:za:zd euzu rage 1
ID:xLFId/2KbAgxSFOTKgTmXKzklgi-3R60FzMWg2 09Tb8T2ZSMUvl8pkfngg7fhSEazkH21
2x4 II
3
3.4 i 5 4
1.4 II 2x4 II
Scale =128.7
LOADING (psp
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Udell
L/d
PLATES GRIP
TCLL 20.0
Plate Gnp DOL 1.25
TC 0.71
Vert(LL)
Na -
nda
999
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.49
Vert(CT)
n/a -
n1a
999
BCLL 0.0 -
Rep Stress Ina YES
WB 0.12
Horz(CT)
-0.00 4
rda
Na
BCDL 10.0
Code FBC2017rTP12014
Matrix-S
Weight: 45111 FT=O%
LUMBER-
BRACING -
TOP CHORD
2x4 SP No.3
TOP CHORD
BOT CHORD
2x4 SP No.3
WEBS
2x4 SP No.3
BOT CHORD
OTHERS
2x4 SP No.3
REACTIONS.
(Ib/sae) 1=162112-0-0, 4=190/12-0-0, 5=538/12-0-0
Max Horz 1=313(LC 9)
Max Uplift 1=18(LC 12). 4=-BO(LC 9). 5=262(LC 12)
Max Grav 1=171(LC 18), 4=204(LC 17), 5=547(LC 17)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD
1-2=371/250
WEBS
2-5=409/406
Structural wood sheathing directly applied or 6." oc pudins,
except end verticals.
Rigid wiling directly applied or 1G" oc bracing.
NOTES.
1) Wind: ABC 7-10; Vult=760mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf; h=15R; 8=45ft; L=24ft; eave-0ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-8-12 to 3-8- 12. Interior(1) 3.8-12 to 11-10-4 zone; Cantilever
left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) Gable requires Continuous bottom chord bearing.
4) This truss has been designed for a 10.0 par bottom chord live load nanconcument 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 3L6-0 tall by 2-0-0 wide
will tit between the bottom Chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 18 to uplift at joint 1, 80 lb uplift at joint 4
and 262111 uplift at joint 5.
I ltef P. Finn PE NO.22839
k1Tek USA, Ina. FL Cert 66M
M Parke East Blvd. Tampa FL 33610
Deft:
February 17,2020
WARNING -Vniry tlesign yarameters and READ NOTES ON TMS AND INCLUDED AUTEK REFERENCE PAGE M67473 rev. WWDOr5 BEFORE USE.
Design valid rot uu anNwaa uTek®wnnectan. Tna desgn is based MN upon paremden sbawn, and is rot en adividud dsaGng mmpolnnL not
��
atmse sydem. BerwauseidicAMidap OevenermudvMNiheappebussyof design Md pmpedyacomanudlaWanil1mo111entbrall
bwldagdedgn.Bracingavor dad is MOM Members
m
mapertdaene.ForgeresifuVanceryanapelmanem Encmg
of sIiNe
MiTek'
prevent wapsent
w personwenjugan
and propMy damage. ForgenC
isalways.aloisdforoWM. andtopreventning
da,DSB 9andSNe
deevery,ere ofwenaanblep a=einjury
andCrlu4e, aSad9 and SCSI Building Component
Eyamms,sa1
690a Poch East BIW.
SoNlyfatnit,idogdorage,
Tmsdbradngo e.21
Snreryln/ormadon evaaaba (mm Tnas Plate Indride. 210 N. Lu Street, Su6e 312 Alexandra, VA 22a1d.
&x.VAIt 14.
Tampa, R 36610
Job r
Truss
Truss Type
y Ply Homa¢Res.
T19428872
J39198
MV14
Valley
1 1
Job Reference (optional)
ee
b.43U S Jan zz LULU MI I ek Industries, Inc. Mon Feb 17 09:23:24 2020 Page 1
ID:xLFId721mAgx5FoTKgTmXKzklgj-XdfOSJM Wn8IrOJ20IBZd7ZO6tXBvOEGgMJO7mOzkH2H
3x4 i 7 6 52x4 II
1.4 II 1x4 II
Scale - 1:33.7
LOADING lost)
SPACING. 2-0-0
CSI.
DEFL.
in
(loc) VdeB
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.62
Vert(LL)
nda
- n/a
999
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.37
Vert(CT)
Na
- n/a
999
SCLL 0.0 '
Rep Stress Ina YES
WB 0.11
Horz(CT)
-0.00
5 n1a
n/a
BCDL 10.0
Code FBC2017/rP12014
Matriz-S
Weight: 57 Us FT=O%
LUMBER. BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD
BOT CHORD 2x4 SP No.3
WEBS Zx4 SP No.3 BOTCHORD
OTHERS 2x4 SP No.3
REACTIONS. All bearings 14-0-0.
(lb)- Max Horz 1=369(LC 9)
Max Uplift All uplift 100Is or less atjoint(s) 5 except 6=218(LC 12), 7=210(LC 12)
Max Grav All reactions 250 Its or less at joint(s) 1, 5 except 6=520(LC 17), 7=432(LC 17)
FORCES. (Ib)-Max. CompJMax.Ten. -All forces 250(lb) or less except when shown.
TOP CHORD 1-2=-460/308, 2-3=337/243
WEBS 3.6=347/363, 2-7=.330/354
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 1000 oc bracing.
NOTES.
1) Wind: ASCE 7-10; Vult=160mph (3-secand gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6Dpsf, h=15ft; B=45ft; L=24ft; eave=oft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) D-8-12 to 400, Interior(1) 4-0.0 to 13-10-4 zone; comblever
left and fight exposed ; end vertical left and right exposed;C-C for members and farces & MWFRS for reactions shovm; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree relation about Its center.
3) Gable requires Continuous bottom chord bearing.
4) This truss has been designed for a 10.0 pat bottom chord live load noncencument with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 v4de
Will fit between the bottom chord and any other members, with BCDL = I O.Opsf.
6) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 100 Is uplift at joint(s) 5 except OWD)
6=218,7=210.
WANT P. Finn PE No.22839
MRak USA Inc FL Cad HIM
6904 Parks East Blvd. Tampa FL 33610
Date:
February 17,2020
WARNING -Vetlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MY T473 rev. 10,03G015 BEFORE USE.
Design vaad foruseonlywOh MTek®conneRere. nisdesgn Isbasedwnruponparametersshown,a isbran IndiVua1W06rg Componentnot
a Wss System Bebre me, the bmldmg dougnermadveray0m appe ability oldesign parametereand propeM lomryarate beer design We the overen
buildingdesgn. Bracing iMirated is ropmvem budding INvldivldual Wssweb andlm ckdN members onry. AddNonalNmporeryaM permaneN Haring
MiTek'
is always reputed for Stanley and tuprevent m0apse with possible personal injmyand propeM damage. For generel pidanae regaNing the
labtica4on, 5orege, tlelivery, election aM bradngINWsses all) truss systems,see ANSI/IPN Quaid, CrrferN, DSB-99 and BCS1 Burning Component
6904 Perdu, East BIM.
Soferyrnfovnalfen avallabb fmm Tmss Plata InstROe, 218 N. Lee Steel, 6ube 3lZ Alexandria, VAM14.
Tampa, R 36610
Job . •
Truss
Truss Type
pry Ply
HDrba¢Res.
T19428873
J39198
2CJ1
Jack -Open
14 1
.IM Reference lnnlinmll
Eam Coast Truss, Fi.
aAeAe, 8.330 s Jan 22 2020 MiTek Industries, Inc Mon Feb 17 09.23:28 2020 Page 1
I0:xLFld72KbAgx5FoTKgTmXKzklgj-00wlhPCgNCGV W L&Oek9PBtn9dUK2yPHKOOwnzkH2D
49 I 0.11-00-11-0 I
2x4 =
Seale =1:B.6
LOADING (psp
SPACING- 2.0-0
CSI.
DEFL.
in floc) Udefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.31
Veri(LL)
0.00 5 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.05
Vert(CT)
0.00 5 >999 180
BCLL 0.0 '
Rep Stress Iner YES
WB 0.00
Horz(CT)
0.00 4 Data Na
BCDL 10.0
Code FBC2017rTP12014
Matrix -MP
Weight: 5 lb FT=0
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural mod sheathing directly applied or 0.11-4 oc pudins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 1G-0-0 oc bracing.
REACTIONS. (lb/size) 3=3/Mechanical, 2=175/0-8-0, 4=18/Mechanical
Max Harz 2=66(LC 12)
Max Uplift 3=3(1_C 1).2=-181(LC 12), 4=-18(LC 1)
Max Grav 3=19(LC 12), 2=175(LC 1), 4=41(LC 12)
FORCES. (Ib) -Max. Comp./Max, Ten. -All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; VUI1=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extenor(2) zone; cantilever left and right exposed; end vertical left and
right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is
the responsibility of the fabricator to Increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
5) a 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.
6) Refer to girder(s) for truss to truss Connections.
7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 10016 uplift aljoint(s) 3,4 except Qt=lb)
2=181.
Walter P. Finn PE Na22633
MiTek USA, Nc FL Cori
6904 Parke East Blvd. Tampa FL 3361D
Date:
February 17,2020
WARNING - Verity tleslgn paramelersanC READ NOTES ON TH15 AND INCLUDED a11TEK REFERENCE PAGE 161IId473 rev, 1003S2015 BEFORE USE.
cadge veld fives. unN wah Mhelosco meL10R. INS design is bated Only upM parameters starer, and IS fOran Individual bidding component, no
��•
a loss system. Before use, the building designer must writyBm appllrabWly of design parameters and propeM Ncamoote tins design Wtothe oveMg
-•Y
building design. aRadva m catedlsloplesmt Welding otmdmdualtruss web andlmdrordmemberspney AddIDonaltemporaryarMpermanent bracing
MiTek'
Is always required for stability and to prevent Collapse watt possible personal Injury Brad prepare, damage. Forgeneral guidance regarding me
Mbdrago Mp e,doWery,emd nandbmdngoftmsmsaMwsssystem;see ANBVTPIO.UyCdMd..DSB ..dBCSIBuildln9Comp amt
6904 Parke East Bind.
Spfeylefam n a iWbten Truss Ml erns Ue,21BNLee side. le312,Aamndda,VA22314.
Tampa FL 36610
Scale =1:10.6
2.114
LOADING (pst)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Udell Lfd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.31
Vert(LL) -0.00
4-7 -999 240
MT20 2441190
TCDL 10.0
Lumber COL 1.25
BC 0.15
Vert(CT) -0.01
4-7 >999 180
BCLL 0.0 '
Rep Stress Ina YES
WB 0.00
Horz(CT) -0.00
3 n/a Na
BCDL 10.0
Code FBC2017rTP12014
Matrix -MP
Weight: 11 lb FT=0%
LUMBER-
BRACING-
TOPCHORD 20 SO No.3
TOPCHORD
Structural wood sheathing directly applied or 2-11-4 oc puriins.
SOT CHORD 2x4 SO No.3
BOT CHORD
Rigid ceiling directly applied or 10-" cc bracing.
REACTIONS. (lb/size) 3=65/Mechanical,2=214/0-8-0,4=32/Mechanical
Max Horz 2=110(LC 12)
Max Uplift 3=-03(LC 12), 2=147(LC 12)
Max Grav 3=68(LC 17), 2=214(LC 1). 4=49(LC
3)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) Or less except when shown
NOTES-
1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL-6.Opsf; BCDL=6.OpsF h=15ft; 13=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl.. GCpj=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 2-1(1-8 zone; cantilever left
and right exposed ; end vertical left and right exposed;GC for members and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a IO.O par bottom chop) live load nonconcorrent 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 chard and any other members.
6) Refer to girders) for truss to truss connections.
7) Provide mechanical Connection (by others) of truss to hearing plate Capable of withstanding 100 lb uplift at joint(s) 3 except Ot=lb)
2=147.
Waiter P. Finn PE 1,10.23639
MI ek USA, Inc. FL Cart 6634
6904 Parke East Blvd Tempe FL 33610
Bate:
February 17,2020
®WARNING - Verify of-i9r,Parameters and READ NOTES ON This AND MCLUDEDMITER REFERENCE PAGE 111I47473 rw. 1DDA7015 BEFORE USE.
�e
DC319n Von an Use only Was ALTeW cannedo R. Wis desige Is based Rely We. parransteR shown, and is for an Real Galdmj Wmpanent, no
a lNss syni Befall Use. the buiWing designer most very the appleablWy of design paRmetess and pmpedy incorporate this design can the Rvetel
buldingdesign. BRtlngind[atedistoprevem WugofbMiWdualWWWeban&WOOMmembeMM[y. Adtl4pnal temporary aM permanem WaRmg
M7ek'
Is ahsap renubed for stability and to prewsecollapse With possible personal injury end property damage Forgeneas gull rote regamico the
fsaita4on,storage,delivery. erection and Well oflressea and Voss systems, sea ANSVFP/f qualify Cdfeda, DS"S and BCS1 Building Component
6904 Parka East BNd.
Sarefylnrmmadon avaga0le from Tress Plata In1NNe.218 N. Lee Sbeet, SUXe J12, Alesandda, VA=14.
Tampa, FL 36610
Job . e Truss
Dry Piy
Homacz Res.T19428875J39198
FTMSSOTpyepe
ZCJS
n
10 1
Job Reference (optional)
Truss, Ft. Pierre, FL-34945,
2x4 =
8.330 s Jan 22 2020 MiTek Industries, Inc. Mon Feb 17 09:23:30 2020 Page 1
ID:xLFid72KbAgx5FoTKgTmXKzklgWn1IMRHM S kEVx2RgCEgG8OyBAoyRikEtJ gzkH2B
Stale=1:14.9
411-0
LOADING (par)
SPACING- 2-0-0
CSI.
DEFL. in
(too) Well L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.62
Vert(LL) 0.05
4-7 >999 240
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.57
Vert(CT) -0.06
4.7 >999 180
BCLL 0.0 '
Rep Stress Incr YES
We 0.00
Hom(CT) -0.00
3 Wa We
BCDL 10.0
Code FBC2017rTP12014
Matrix -AS
Weight: 181b FT=0%
LUMBER.
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied,
BOT CHORD 2x4 SP NQ.3
BOT CHORD
Rigid ceiling directly applied.
REACTIONS. (lb/size) 3=125/1dechanical, 2=28610-8-0, 4=59lMechanical
Max Horz 2=154(LC 12)
Max Uplift 3=-91(LC 12), 2=157(LC 12)
Max Grav 3=129(LC 17), 2=286(LC 1), 4=87(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
NOTES-
1) Wind: ASCE 7-10; VUU:160mph (3-second gust) Vasd=124mph; TCOL=6.Opsf, BCDL=6.Opsh, h=15ft; B=45ft; L=24ft; eave=oft; Cat.
II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1d-0 to 1-8-0, Intedor(1) 141-0 to 4.10-8 zone; cantilever left
and right exposed ; end vertical left and right exposed;C-C for members and forces & MW"RS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about 8s Center.
4) This truss has been designed for a 10.0 par bottom chard live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss Connections.
7) Pmvide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 3 except Gt=lb)
2=157.
8) This truss design requires that a minimum of 7/16" stmctural wood sheathing be applied directly to the top chord and 112" gypsum
sheetmck be applied directly to the bottom chord.
Walter P. Finn PE Ne.22839
MTak USA, Inc. FL Can 6634
6904 Parka East Blvd. Tampa FL 33810
date:
February 17,2020
&WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Alit? 3 rev. rdW1015 BEFORE USE.
Qe9lgn vard foruse Only with Mffsk0cOMMp1s. 11tis deS]n IS based Only upon parameters groom, and IS for an IndlVkYe1 bursts COln,nent, not
��•
a Mae system Before use. Ore boxing designer must verify the app0wbiiity Of desiM prometers and pro"ay Ncorpornalhix design mt. then .[I
buildNgdesryn Bracing]Miratedialopmwnlbuc got NdM alhusswebaMwa oWmemWmo*.AdditlOnal tempdroryaM pmmaneM Hazing
MiTek'
isalwaysmqubedforstabilftyandtopMne w0apwwMpo5 Nopemmlli uryu propertydamage. Forgwemlguldanwre,ance,lh,
IabdwBom slOmge,delivery,erec0an ark Drating afhussesaM truas sy5ems. see ANSU fQualityC da,OSa894ndBCSIBuIIding Component
E4derylnrormad0n available fromTuss Plate lnsWute,218 N Lee Street, SvAe31ZXMandrla,VA2Z314.
6904 Park, East BM.
Tampa. FL 36610
Jobe ,
Cuss
Truss Type
Oty Piy
Homacz Res.
T19428876
J39, 98
ZEJ2
Jack -Open
5 1
Job Reference (Optional)
J
2x4 =
a.moaaan c<aa mu erc nwusu ,roc. On ree uue:<sw surd rages
Scale =1:1D.0
26A
LOADING (pat)
SPACING- 2-0-0
CSI.
DEFL.
in
(hoc)
Vdee
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.31
Vert(LL)
-0.00
7
>999
240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.11
Vert(CT)
-0.00
4.7
>999
180
BCLL 0.0 '
Rep Stress Ina YES
WB 0.00
Horz(CT)
-0.00
3
nta
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
Weight: 101b FT=O%
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 3=53/Mechaniw1, 2=201/0-M, 4=25/Mechanical
Max Horz 2=101(LC 12)
Max uplift 3=32(LC 12), 2=147(1_C 12)
Max Gra , 3=55(LC 17), 2=201(LC 1), 4=41(LC 3)
FORCES. (III) -Max. CompJMax.Ten.-Allforces 250(Ile) or less except when shown.
BRACING-
TOPCHORD Structural mod sheathing directly applied or 2-G8 oc putting.
BOT CHORD Rigid Ceiling directly applied or 10.0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf; h=15ft; 5=45ft; L=24ft; eave=oft; Cal.
11; Exis C; Encl., GCpi=0.18; MWFRS (directional) and C-C E<tedor(2) -1-4-0 to "-0, Interior(1) 1.8.0 to 2-5-12 zone; Cantilever left
and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about 8s center.
4) This truss has been designed for a 10.0 pat bottom chord live load nancenwmenl with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss Connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3 except (jt=lb)
2=147.
waver P. Finn PE Nd.22339
NITek USA, Inc. FL Can 66M
69g4 Pare East Blvd. Tampa FL 33810
Date:
February 17,2020
WARNING .Vedfydesrgnparamelereand READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11111-0473rw. ISO12015 BEFOREOSE.
Design valid her use ontywith FLTeleesommoom. Tlds design is Eases orvy upon parameters shaven, ens Is for an ieeWrIal duhoup campone't vat
a truss system. Before use, Me balding desgnerem,owNy the appecai of design parameters and property Nwryorate this desgn into the osemn
bWlGngdesgn. 9racngindr WISlppreventE "goflndiOdual WsswOaMlwc membm ma r. AdditbnaltempraryaMpermanerdbacng
WOWIs
alwap recuves for AablByans to prowN m9apsewah posslba personal ln)uryarM Omperrydamap0. FmgenerdlguldaseregaNingtha
CtRiM8on. storage, deevery, erection and bmdng oftmsses arm Vuss systems.see AMWPII Quality Criteria, DS"S endBCSI BuIldrng Component
Segfeylnformalen awUbbhan Truss Ratelnd8ae,218N.Lne M.Sude312,NenM
6904 Pare East BIW.
,VA=14.
Tangs, FL 36410
2x3 =
7r
Scale=1:11.6
LOADING (psl)
SPACING- 2-0-0
CSI.
DEFL. in
(foe) 8deft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.31
Vert(LL) 0.01
4-7 >999 240
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.21
Ven(CT) -0.01
4.7 >999 180
BCLL 0.0 '
Rep Stress ]nor YES
WB 0.00
Hoa CT) -0.00
3 nla ma
BCDL 10.0
Code FBC2017frPI2014
Matrix -MP
Weight: 13 lb FT=O%
LUMBER-
BRACING.
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 3-4-0 oc purlins.
BOTCHORD 2x4 SP No.3
BOTCHORD
Rigid ceiling directly applied or 10.0-0oc bracing.
REACTIONS. (lb/size) 3=77/Mechanicel, 2=227/0-8-0, 4=38/Mechanical
Max Ho¢ 2=119(LC 12)
Max Uplift 3=53(LC 12), 2=148(1_C 12)
Max Grav 3=80(LC M. 2=227(LC 1). 4=57(LC
3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forms 250(lb) or less except when shown
NOTES-
1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=6.Opst1 BCDL=6.Opsf; h=15ft; B=4511; L=2411; eave=oft; Cat
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 3-3-4 zone; cantilever left
and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 par bottom chord live load nonwnourrent with any other live loads.
5) ' This buss 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.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Ql=lb)
2=148.
Walter R Finn PE No.22839
Us ek USA, Me. FL Cartfi6U
6964 Parka Fart Bh L Tampa FL 33610
Quit:
February 17,2020
®WARNING vI-,, Cezi9npanmele,5 and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI47473 rev. I0,DJ12015 BEFORE USE.
Easedomy fm anIM"etIxlaelgmmponeet,eM
Otoss valq for uef oNywMMTek®,desiger
a Vues system. Before usi, the ust adayne
is to designer propertyttne ovens
design pammNen andonly.
vMy Me applM ssw
ingestedb.umusl MNcolpotem nary am pe
is b mlandprdlor mmemaelaony.rgenevel tidamenalxlpennenelM1 bedng
MiTek'
Is Matt tenderdlotMgand to prehenenlapsenechposnduallmeewh
laafnaye rest.¢,fofeaveaay Nlrs..and property damage. enlgui,DSBngoadBNe
ubleused
nucudpnwmInng or usse, am Fahey
faplraeon.ndnw,deavery,eleaion ed Ity
e3l A.VA tqualiry OMada, 056a9 and ecs Building Component
d.
sM aigMvuaaesan,truaesMe
SOIeryINOtmmlon avd9aEle M10m Tluza Plate Insl,Ne.219 FL lee StreM, Suee J12, Alexandfu, VA 2231d.
TMod .Pmke 3East 5610
Tampa. FL 3E610
ob a •
Truss Type
city Ply
HorDa¢Res.
T1942B878
39198
1j,
PJS6
Jack-0pen
11 i
Job Reference o tional
Truss, FL Fierce, FL-3A9A6,
Sea i
8.330 s Jan 22 2020 MiTek Industries, Inc. Mon Feb 17 09:23:32 2020 Page 1
ID:xLFld721m.4gxSFoTKgTmXKzklgj-IA8D82SXubii YfKAsigJFLTemnNGsx?CYMD3YzkH29
Scale = 1:18.8
Plate Onsets (X,Y)—
12:0-3-0,0-1-81
LOADING (psp
SPACING- 2-D-0
CSI.
DEFL.
in
(loc)
Udell
L/d
PLATES GRIP
TCLL 20.0
Plate Gnp DOL 1.25
TC 0.70
Vert(L-)
0.15
4-7
>536
240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.91
Verl(CT)
-0.20
4-7
>403
180
BCLL 0.0 '
Rep Stress Ina YES
WB O.OD
Horz(CT)
-0.00
3
nfa
me
BCDL 10.0
Code FBC20177rP12014
Matric-AS
Weight: 24 lb FT=0
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid Calling directly applied.
REACTIONS. (Ib/size) 3=184/Mechanical,2=360/0-8-0,4=81/Mechanical
Max Horz 2=198(LC 12)
Max Uplift 3=137(LC 12), 2=173(LC 12)
Max Gmv 3=188(LC 17), 2=360(LC 1). 4=120(LC 3)
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown
NOTES-
1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf, BCDL=6.Opst; h=15ft; B=4511; L=24ft; eave=oft; Cal.
II; Exp C; Encl., GCPI=0.18; MWFRS (directional) and C-C Extenor(2) -14-0 to 1-8-0, Inledor(1) 1-8-0 to 6.9-12 zone; Cantilever left
and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its Center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss Connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb)
3=137, 2=173.
8) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 112" gypsum
sheetrock be applied directly to the bottom chord.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Can 6934
6904 Pork. East BNtl. Tampa FL 33616
Date:
February 17,2020
&WARNING - Verily tlesign parameters and READ NOTES ON IRIS AND INCLUDED A TEK REFERENCE PAGE MO-NIS rev. fA9J2015 BEFORE USE
weea •
Design was! for use onyvien MRek®comeCtola. This design Is based ody upon pammders shown, and is fm an Wivldual banding tampom.m rid
EYYY
a buss system Befere use. de building designer must verify the appGobrlity of design parameters and vianym mwoo a this design mto the overall
building design. aracinglMicasel is to pmseldbW umgdlndinitualtruas web rand/orchoNmembenony. Addaiontl temporary am palmaned bataIg
MiTek'
Is always required for steady and to prevent oWwse with Possible personal irday and pmpeny damage. Forgeneralguidancemgamingthe
(abdtagon,storage,delivery. erection and bracing dtmsse. and truss systems. see ANSVrPH Quaby Crifede, DSB49 and BCS1 Building Component
good Pads East ShU.
$afefyintormaflnn available bwn Tmss Plate Indaule, 218 N. Lee Street. Suhe 3l2. Alesandna, VA22314.
Tampa. FL 3M10
Job L
Truss
Truss Type
City Ply
Haha2 Res.
T19428879
J39198
EJ7
Jack -Open
24 1
Job Reference (optimal)
East Coast Truss, rL rlerca, rL- AAdAo, 8.330 s Jan 222020 MTek Industries, Inc. Mon Feb 1709:23:342020 Pagel
ID:xLFld72KDAgx5FoTKgTn,XKzkly-FYGA➢tUnCiDyGDrpjHHk8P9RooZSUWRlfsr%7RzkH27
1-0-0 7-M
4-0 7-0
Scale=4:190
3x4 =
7-0
LOADING (pat)
SPACING- 2-0-0
CSI.
DEFL. in
(hoc) 'do' L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.72
Vert(LL) 0.16
47 s516 240
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.93
Vet(CT) -0.22
47 -382 180
BCLL OD '
Rep Stress Incr YES
W0 0.00
Horz(CT) -0.00
3 Na nia
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Weight: .24111 FT=0
LUMBER-
BRACING.
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural mod sheathing directly applied.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied.
REACTIONS. (lb/size) 3=187/Mechanica1, 2=365/0-8-0, 4=821Mechaniwl
Max Hom 2=201(LC 12)
Max Uplift 3=-140(LC 12), 2=174(LC 12)
Max Grant 3=192(LC 17), 2=365(LC 1). 4=123(LC 3)
FORCES. (lb) -Max. CompJMax.Ten.-All forces 250(lb) or less except when shown
NOTES-
1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opst h=15ft; B=45ft; L=24ft; eave=4ft; Cal.
II; Exp C: Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Intenor(1) 1-8-0 to 6-114 zone; cantilever left
and right exposed; end vertical left and right exposed;C-C for members and farces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads.
5) • This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss Connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift atjoint(s) except (jl=lb)
3=140, 2=174.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 10 gypsum
sheetrock be applied directly to the bottom chord.
Walter P. Finn PE No21819
MTek USA, Inc. FL Cod 9834
6904 Parke East El Tampa FL 33919
Date:
February 17,2020
® IVARN:NG -Verily d—,n parameters antl READ NOTES ON THIS AND INCLUDED ATIrEK REFERENCE PAGE M1flIJ473 rev. IGVY2015 BEFORE USE.
Design va id kruse onywM MTek®oamlectors. This design is based only upon parameters some, and is Nran inoiWUual Welding componanl, not
ITS I'
a cans system. Before use, the buildilg designer mustvmy the appatabelay of design paanletas and property'xdAmdrate this design Into the ovsali
buisfigac@ deslgn..BgiMkMedistoprewnt of Wcklingmd'Muraltmuwba mOodmembmony. AddYbMmd naitemporaryepermaneacIng
MiTek'
Is always required for Aabilly and to prevent collapse whir possible personal Injury and pmpedy damage. ForgeneMguiEamemganfluxthe
fabdcodon,storage, debvery, erection and bating oftmsses and was systems,see ANSIMP11 (today, Chheda, DSB89 andBC518u11ding Component
state Parke East Blvd.
Stlelyrnlurmrten ave Neft=TmssPlate Instade,218N.LeeSeO.Sure312,Neundri.VA22314.
Tampa.R MID
Jab k,� 1 s
Truss Type
City Ply
Horbaca Res.
PJS2
T19428880
J39190
Diagonal Hip Girder
t 1
Job Reference (optional)
East Coast Truss, FL Pierce, FL-34946. 8.330 s Jan 22 2020 MiTek industries, Inca Man Feb 17 09:23:37 2020 Page 1
ID:xLFld72KbAgx5FGTKgTmXKzklgj-i7yJBm Wgj8K14JXIyPlrOJ3Plnh8x7AkLg4BWnzkH24
A-10-10 3b6
1-10.10 I 3.r6 l
Scale=1:10.3
2x4 =
3b
LOADING (psf)
SPACING- 2-00
CSI.
DEFL. in
(loc) Vdeft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.26
Ven(LL) -0.01
4-7 >999 240
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0A0
Ved(CT) -0.01
4-7 >999 180
BCLL 0.0 '
Rep Stress Ina NO
WB 0.00
Hom(CT) 0.00
2 rda Na
BCDL 10.0
Code FBC2017rFP12014
Matrix -MP
Weight: 1416 FT=0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3.66 oc puffins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0ac bracing.
REACTIONS. (lb/size) 3=74/Mechanical,2=283/0.10-15,4=34/11.1echanical
Max Horz 2=100(LC 24)
Max uplift 3=-40(LC 8), 2=214(LC 8)
Max Grav 3=74(LC 1), 2=283(LC 1), 4=57(LC 3)
FORCES. (III) -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=6.Opsf; BCDL=6.Opsf h=15ft; B=4511; L=24ft; eave=4ft; Cat.
II; Expo C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI?PI 1.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable studs spaced at 2-0-0 Go.
5) This truss has been designed for a 10.0 psf bottom chord five load nonconcurent with any other live loads.
6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of wfthslanding 100 IS uplift at joint(s) 3 except 0=11b)
2=214.
9) "NAILED" Indicates 3-1Od (0.148'kKY) or 2-12d (0.148"x3.25) toe -nails per NDS guidlines.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-3=60, 4-5=20
Walter P. Finn PE Nd.22839
MTek USA, Ina. FL Cad 6834
6904 Parka East Blvd. Tampa FL 33310
Date:
February 17,2020
WARNING-V±riry,IeuOn panmelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AM 74I3rev. 10,0XIn5 BEFORE USE
Designwbil for use only with k6Tek®canneclors. Tuts design is based oray upon paametedi shown, eM i9 for an derwouN bruldag ramponen4 rid
�
a Muss system. Before use. Me funding designer mud venythe appgcstxldy of design parameters add property klcoryomte Nis design Into the owmg
buikmg design. BratmgiMraled is to cawMlwUGng of Individual Wss web andfor MOM Monuments, AddnonL tempamryan0 pertnanem bracing
MiTek'
Is always required for dabddy and to rxewnt ca lapse with possible personal Injury and pmpeM damage. Forgeneml guldame regaNing the
labnralion. sorage, degvery.ertdbnand bradrg of Wasm and Muss systems.sea ANSVIPlf Dually Ground, DSE89 and SCSI Bulidng Component
6904 Parke Fast Bhd.
Sifegraheraiddoei a Ublef Truss Plate In9kWe,218N.Leea M.crude312,Naand4a,VA22314.
Tampa, FL 39610
Job 0 I
nls3
Truss Type
Ott' Ply
Horba= Res.
T1942B881
J39198
ZHJ3
Diaganal Hip Girder
1 1
Job Reference (options[)
East Coast Truss, Ft. Pierce, FL-34946.
2x4 =
8.330 s Jan 22 2020 MiTek Industnes. Inc. Mon Feb 17 09:23:39 2020
NAILED Scale=1:12.4
4-7-13
LOADING (psf)
SPACING. 2-0-0
CSI.
DEFL. in
(roc) Year Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.27
Vert(LL) -0.02
4-7 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.22
Ven(CT) -0.04
4-7 >999 180
BCLL 0.0 '
Rep Stress Inur NO
WB 0.00
Hort(CT) 0.00
2 nm n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix -MP
Weight 171b FT=0
LUMBER-
BRACING.
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or4-7-13 oc pudins.
BOT CHORD 2x4 SP No.2
SOT CHORD
Rigid ceiling directly applied or 10." Do bracing.
REACTIONS. (Ib/size) 3=130/Mechaniwl,2=324/D-10-15,4=78/Mechanical
Max Ho¢ 2=118(LC 8)
Max Uplift 3=80(LC 5), 2=218(LC 8)
Max Gray 3=136(LC 28). 2=324(LC 1), 4=105(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All fences 250 (lb) or less except when shown
NOTES-
1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=60psf; BCDL=6.Opst h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; End., GCpI=0.18; MWFRS (directional); Cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its Center.
3) This truss has been designed for a 10.0 per bottom chord live load nonconcorrent with any other live loads.
4) "This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 24)-0 wide
will fit between the bottom chord and any other members.
5) Refer to g'adee(s) for truss to buss connections.
6) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift atjoint(s) 3 except Gt=lb)
2=218.
7) "NAILED" indicates 3-1 Bid (0.148"x3") or2-12d (0. 1 48"x3.25") toe -nails per NDS 9uldiines.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) Or back (5).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Inmase=1.25, Plate Increase=1.25
Uniform Loads (pIQ
Vert: "=-60, 4-5=20
Concentrated Loads (lb)
Vert: 8=.24(F=12, B=-12) 10=28(F=-14, B=14)
Waltar P. Finn PE No.22839
MTek USA, Inc FL Ced 8834
8501 Parka East Blvd. Tampa FL 33810
Date:
February 17,2020
WARNING - Verily desgn parameters anEREAD NOTES ON OAS AND INCLUDED WTEK REFERENCE PAGEMIW473-. 10:0I1015 BEFORE USE.
Design Yang for use anlywah MTeMconnegem. TINS design Is bash o y upon pammeeem shown, and is foran IMiwoual WROM component not
a Ins. system. Before use, the bunging desgner must vent' lire epperabNy of design parameters and prapeM incorporate Nis seven Into the swung
buigggdeegn. BridingindiededistopreventINSungdindidualtrusswebinNarmothmembersony. Addeionalten can aMpmmanembranmg
MiTek'
is always a x.led! fro Westland! to pmvem meapsewnb possible personal injury and progeny damage. Forgeneml guidame regamirq Ne
fabdraban.Momge.degery,emd nandbmmp MbussesaMbusssystems,see iINSIZiPif Quality Oneida, DS"9 and BCS1 Building Component
59111aame East Bhm.
Sereylnloemar/On aVaaable faman Truss Axle insluge. 21B N. Lea Sbeet Smite 31Z MeaaMM, VA22314.
Tampa, FL Seem
Jab t
Truss
Truss Type
Oty Ply
Horbacz Res.
T19428882
J39198
ZHJ6
Diagonal Hip Girder
1 1
Job Reference (optional)
test roast Muss, bL Plerce, FL-34945. 8.330 s Jan 222020 MiTek Industries, Inc. Mon Feb 17 09:23:40 2020 Pagel
ID:xLFId72KbAgx5FoTKgTmXKzklgj-3idRpaZY72jZxmGteYrYexhvi fp8PSAtolrL5zkH21
-1-10.10 5-1-8 I 9-7-15
1-10-10 5-IA 4E-7
Scale - 121.2
3.4 II
2x4 = NAILED NAILED — NAILED 34 =6
Plate Offsets (X,Y)—
14:0-3-0 0-0-81
LOADING (mu)
SPACING- 2-0-0
CSI.
DEFL.
in
(too)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Gen DOL 1.25
TC 0.34
Vert(LL)
-0.02
7-10
-999
240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC OAS
Vert(CT)
-0.04
7.10
>999
180
BCLL 0.0 '
Rep Stress Ina NO
We 0.32
Holz(CT)
0.01
6
n/a
n/a
BCDL 10.0
Code FBC20177TPI2014
Matrix -MS
Weight: 44 lb FT=0
LUMBER-
BRACING -
TOP CHORD
2x4 SP No.2
TOP CHORD
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No,3
BOT CHORD
REACTIONS.
(lb/size) 4=136/Mechanical, 2=541/0-10-15, 6=346/Mechanical
Max Holz 2=196(LC 23)
Max Uplift 4=-103(LC 5), 2=292(LC 8), 6=.63(LC 8)
Max Grav 4=136(LC 1), 2=541(LC 1), 6=347(LC 28)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD
2-3=-894/251
BOT CHORD
2-7=-272/812, 6-7=272/812
WEBS
3-6=-808/282
Structural wood sheathing directly applied or 6-0.0 no pudins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7.10; Vul1=160mph (3-secend gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf; h=15ft; B=45fl; L=24ft; eave=4tt; Cat.
II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 par bottom chord live load nonconcunent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss Connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except 0t=lb)
4=103,2=292.
7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
8) "NAILED' indicates 3-1 Did (0.148"x3") or 2-12d (0, 1 48"x3,25") toe-nalls per NDS guldlines.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or beck (B).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads Uhlf)
Vert: 14=60, 5.8=-20
Concentrated Loads (lb)
Vert: 12=-81(F=-40, B=40) 14=-11(F=-6,B=-6) 15=-61(F=-31, B=-31)
Welter P. Finn PE No.22819
MITek USA, Inc. FL Carl 8634
0904 Parka East Blvd. Tampa FL 33610
Date:
February 17,2020
WARNING- Verify desi9„ Paraa,enen and READ NOTES ON THIS AND INCLUDED AVTEK REFERENCE PAGE Sul-7473 rev. 1010JRa15 BEFORE USE.
Design valid for use any em MTeCD connectors. TNs M aign is based only upon parameters shown, and is fox an individual building component, not
I�®®
e truss synem. Before use, the building designer must vanity the applicability of design parameters and properly lnoomarete rub design into the ovandt
bulidingdesign. BraCInglMidated is to buckling INlntliNdual Coy. AIdNunal temporary and bracing
Wet
MiTek'
prevent Wssweb anWor NOM members permanent
Is ahray8hillUmd for stabldy and to prevent aclapsewab possible personal injury and pmpeay damage. Far general guidance regarding the
talstithn, Storage, delivery, ereUldn and bracing 0f busses and Muss Wslems, sea ANSVrPll Q.W Cdteda, DS949 antl SCSI Building Component
6904 Parke East Blvd.
Sgfarylalmnation MaeablafrOm TrussPlele lnsleu1g21e N. Lee Stress. Sdde312,XgxardAa,VA223I4.
Tampa, FL 36610
Job '-0 r
Truss
Truss Type
Cry Ply
Horbacz Res.
T19428883
J39198
ZHJ7
Diagonal Hip Girder
4 i
Job Reference (optional)
East Coast Truss, FL Pierce, FL-34946,
E111
8.330 s Jan 22 2020 MiTek Industries, Inc. Mon Feb 17 09.23:41 2020
3x4
1x4 II ....,___ 5
2x4 _ NAILED NAILED NAILED 3x6
Scale: 1r2'=1'
Plate Offsets (X,Y)--
f4:0-3-0,0-0-81
LOADING (psp
SPACING. 2-0-0
CSI.
DEFL.
in
(loc)
I/deg
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.34
Vert(LL)
-0.02
7-10
-999
240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.36
Vert(CT)
-0.05
7-10
>999
180
BCLL 0.0 '
Rep Stress Ina NO
WB 0.35
Hoa(CT)
0.01
6
his
n/a
BCDL 10.0
Code FBC2017lTPI2014
Matrix -MS
Weight: 45 no FT=0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS. (lb/size) 4=135/Mechanical, 2=550/0-10-15, 6=352/Mechanical
Max Hom 2=200(LC 7)
Max Uplift 4=-101(LC 5), 2-295(LC 8), 6=66(LC 8)
Max Grav 4=135(LC 1), 2=550(LC 1), 6=352(LC 28)
FORCES. (to) -Max. Comp./Max. Ten. -All forces 250(ID) or less except when shown.
TOPCHORD 2.3=-9171259
BOTCHORD 2-7=-280/833,6-7=280/833
WEBS 3.6=-830/291
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 104-0 oc bracing.
NOTES-
1) Wnd: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf BCDL=6.Opsf; list 5ft; B=45ft; L=24ft; eave=4g; Cal.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument watt any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf an the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss coftflectof1S,
6) Provide mechanical cgnna001\kb41 Othefa) of erase to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except Ut=lb)
4=101, 2=295,
tl Q%p gllween Inside of top chord bearing and first diagonal or vertical web shall not exceed 0,5001n.
el 'NAILED" indicates 3.10d (0.148"x3") or 212d (0.148"x3.25") lee -nails per NDS guidlines.
9) In the LOAD CASE(S) section, loads applied to the face of me truss are noted as front IF) -back (B).
LOAD CASE(S) Standard ,asPlate fncrease=1.25
1) Dead+Roof Live (balanced): Lumber Inns.+'p" ,
Uniform Loads (P& 5-8=20
a.
Lroads (Ib)
Vert:12=-81(F=-40, B=40)14=-11(F=-6, B=.6)15=-61(F=-31, 13=31)
Welter P. Finn PE No.22339
BiTek USA, Inc. FL car 6634
M Parke East Blvd Tampa FL 33610
Date:
Symbols
PLATE LOCATION AND ORIENTATION
-1��►;L�lf�� 3'44'7(
Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
W
�.?
and fully embed teeth.
For 4 x 2 orientation, locale
plates 0- '9e" from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20/20
software or upon request
PLATE SIZE
The first dimension is the plate
4 x 4 width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
th
by text in the bracing section of the
output. Use T or I bracing
if indicated.
BEARING
Indicates location where bearings
(supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Min size shown is for crushing only.
Industry Standards:
ANSIrrPl1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
SCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
NumberMg System
6-48 I I dimensions shown o ft-scale)
i#eenths
(Drawings not to scale)
1 2
3
8 7 6 5
JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-1311, ESR-1352, ESR1988
ER-3907, ESR-2362, ESR-1397, ESR-3282
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSUTPI 1
section 6.3 These truss designs rely on lumber values
established by others.
© 2012 MiTek® All Rights Reserved
Will ®
MiTek Engineering Reference Sheet: MII-7473 rev. 10/0312015
® Genera0 Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for buss system, e.g.
diagonal orX-bracing, is always required. See SCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor 1
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear lightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSIrrPI 1.
7. Design assumes trusses will be suitably protected tram
the environment In accord with ANSIrTPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19 % at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10, Camber is a non-structural consideration and is the
responsibility of truss fabdcator. General practice is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
speed.
13. Top chords must be sheathed or pudins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16. Do not wl or alter truss member or plate without prior
approval of an engineer.
17. Install and load vertically unless indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20, Design assumes manufacture In accordance with
ANSIrrPI 1 Quality Criteria.