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HomeMy WebLinkAboutTrussSite Information:
Customer Info: GROZA BLDRS
Lot/Block: .
Address: LEAF RD, .
City: FORT PIERCE
Project Name: HARDISON Model:..
Subdivision: .
State: FL
1110111 eK UDAI Inc.
6904 Parke East Blvd.
Tampa, FL33610-4115
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): VIEWED FOR
Code: FBC2017/TPI2014 Design Program: MiTek 20/20 .
Wind Code: ASCE 7-10 Wind Speed: 170 mph „`ODE COMPLIANCE
Roof Load: 45.0psf Floor Load: N/Apsf ST. LUCIE COUNTY
This package includes 60 individual, Truss Design Drawings and 0 Additional Drawings. BOCC
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No. Seal#
1 T19002412
2 T19002413
3 T19002414
4 T19002415
5 T19002416
6 T19002417
7 T19002418
8 T19002419
9 T19002420
10 T19002421
11 T19002422
12 T19002423
13 T19002424
14 T19002425
15 T19002426
16 T19002427
17 T19002428
18 T19002429
19 T19002430
20 T19002431
21 T19002432
22 T19002433
Truss Name Date
"k
24
26
28
30
31
32
33
34
36
38
40
42
44
Seal# Truss Name Date
The truss drawing(s) referenced above have been prepared by
MiTek USA, Inc. under my direct supervision based on the parameters
provided by Builders Fin;tSource - Plant City.
Truss Design Engineer's Name: Albani, Thomas
My license renewal date for the state of Florida is February 28, 2021.
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs comply with ANSIf not 1. These designs are based upon parameters
shown (e.g.. loads, supports, dimensions, shapes and design codes), which were
given to MiTek or TRENCO. Any project specific information Included Is for MiTek's or
TRENCO's customers file reference purpose only, and was not taken into account in the
preparation of these designs. MTek or TRENCO has not independently verified the
applicability of the design parameters or the designs for any particular building. Before use,
the building designer should verify applicability of design parameters and properly
incorporate these designs into the overall building design per ANSIrrPI 1, Chapter 2.
WAL Tech. I.I.C.
5109 Grand Palmetto Way.
Nofrt}� Port, FL. 34291-8049
ChriYtopher D. Beers
Date: I tS 20
FILE COPY
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JET. CEN' ' o
No 39380
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SNA11 I?�,`
Thomas A AlhaN PENoISM
MITek US& Inc. ft Cert6634
6904 Parke East Blvd. Tampa R. 33610
Date:
December 28,2019
Albam, Thomas 1 of 2
Job
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Truss Type
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T19002412
2194777-GROZA
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Job Reference (optional)
Builders First Source, Plant City, FL-32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Sat Dec 28 09:59:57 2019 Page 1
ID:7RrVDIkAuFgVuVYAL75snbmON2-DcDsFrtc61BOIB74VowbGKGZHhSFPogd7LjkXVy4TOD
9-11A 411-2 9-0-0 16-1-8 249-0 27-fi-4 307-0 37-11-6 43-9-12 50.10.8
1r0-0 4.11-2 1 4-0-14 1 7-1-8 &7-B 12.9.4 3-0-02 7-4-6 5-00-6 7.0-I
6
5xe =
5.00 r12
6 _
7 22
823
82
4x6
4x6 4
Sx6
9
4x6 i
6
10 24
5x12 G 5
4
3.6 i
3
2
3
1
4x6 =
18
17 16 26
15
14 27 28 13
r1.5x8 STP
8x1O =
5A3 =
4x6 =
7x1D WB = 4x6 =
—
21 20
4x6 —
2.4 I ST1 Z.B STP =
5x8 =
7x10 =
Scale =1:98.0
2.4
11 N
25 b
2
N j
ST1.5x3 STP= rd I�
5x12 C
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL.
in (too) Vdefl L/d
PLATES GRIP
TIC 20.0
Plate Grip DOL 1.25
TC 0.82
Vert(LL)
-0.22 13-15 >999 360
MT20 244/190
TCDL 15.0
Lumber I 1.25
BC 0.83
Vert(CT)
-0.56 13-15 >896 240
BCLL 0.0
Rep Stress Incr NO
WE 0.98
Hoa(CT)
0.13 12 n/a n/a
BCDL 10.0
Code FBC2017/tP12014
Matrix-SH
Wind(LL)
0.36 13-15 >999 240
Weight: 350 In FT=20%
LUMBER-
BRACING -
TOP CHORD 2x6 SP No.2 *Except*
TOP CHORD Structure[ wood sheathing directly applied or 2-5-6 oc pudins.
7-8:2x6 SP M 26, 1-5: 2x4 SP No.1
BOT CHORD Rigid ceiling directly applied or 3-10-5 oc bracing.
BOT CHORD 2x6 SP No.2 *Except*
WEBS
1 Row at micipt 4-18. 9-15, 8-16
12-14,14-17: 24 SP M 26
WEBS 2x4 SP No.3 *Except*
4-18: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=40210-8-0. 20=3434/0-8-0, 12=2756/0-6-8
Max Hoa 2=299(LC 12)
Max Uplift 2— 157(LC 8), 20_ 1103(LC 12), 12=-846(LC 13)
Max Grev 2=413(LC 23), 20=3434(LC 1). 12=2756(LC 1)
FORCES. fib) -Max. Comp./Max. Ten. -Ali forces 250 (Ib) or less except when shown.
TOP CHORD 2-3= 368/237, 34= 172/326, 4-6=-4507/2709, 6-7=-4830/2965, 7-8=-4363/2880,
8-9=-5015/3084,9-11=-6221/3663,11-12=-6638/3891
BOT CHORD 2-21=-198/274, 20-21=-198/274, 19-20=-3192/1874, 4-19=-3087/1877, 16-18=-2344/4087,
15-16=-2368/4558,13-15=-3043/5354,12-13=-3479/6077
WEBS 3-20=-478/352, 4-18=-2515/4331, 6-18=850/688, 6-16= 76/568, B-15=-392/773,
9-15= 983/829, 9-13= 295/705, 11-13=-530/546, 8-16=-511/296, 7,16=-1561397
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=15R; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-11 to 4-11-2, Intenor(1) 4-11-2 to 24-9-0, Exterior(2) 24-9-0 to 39-0-13,
Interior(1) 39-0-13 to 50-7-4 zone; cantilever 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 ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.0psf 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, with BGDL= 10.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 157 lb uplift at joint 2, 11031b uplift at
joint 20 and 846 lb uplift at joint 12.
7) Load case(s) 1, 2, 3.4. 5, 6, 7, 8, 9, 10, 11. 12, 13, 14, 15, 16, 17, 18, 19. 20, 21, 22. 23. 24, 25, 26 has/have been modified.
Building designer must review loads to verify that they are correct for the intended use of this truss.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 400 Ito down and 311 lb up at
25-5-0. and 400 lb down and 311 It, up at 29-11-0 on top chord. The design/selection of such connection device(s) is the
responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
Thomas A. Albani PE No.39390
MTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
Iloromhcr 9R 9r11 O
Job
Truss
Thus Type
Oly
Ply
T79002412
2194777-GROZA
Al
Hip Girder ' -
2 r
1
�Jqb.farencaloptional)
1
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Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Sat Dec 28 09:59:58 2019 Page 2
I D:? RrVDIkAuF9VuVYAL75snbmON2-honETB1FtcGH W HIH3VRg0%ok15oU8FwmL?SH4xy4TQ?
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pIQ
Vert: 1-7= 70, 722=-70, 22-23=-330(F=-260), 8-23=-70, 8-12=-70, 2-20=-20, 12-19=-20
'Concentrated Loads (lb)
Vert: 22=400(F) 23=-000(F)
2) De9d+0.75 Roof Live (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pIQ
Vert: 1-7=60, 7-22=60, 22-23=-298(F=-238), 8-23=-60, 8-12=60, 2-20=-20, 19-26=-20, 15-26=-50, 15-27=-20, 27-28=-50, 12-28=-20
Concentrated Loads (lb)
Vert: 22=-356(F) 23=-356(F)
3) Dead+ Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-7=-30, 7-22=-30, 22-23=-246(F=-216), 8-23=-30, 8-12=30, 2-20=40, 12-19=40
Concentrated Loads (Ib)
Vert: 22= 311(F)23=-311(F)
4) Dead +0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Van: 1-2=133,2-3=80,3-7=54,7-22=74,22-23=169(F=96),8-23=74,8-24=80, 12-24=54,2-20=-10, 12-19=-10
Harz: 1-2=-141, 2-3=-88, 3-7= 63, 8-24=88, 12-24=63
Concentrated Loads (lb)
Vert: 22=31 1 (F) 23=31 1 (F)
5) Dead +0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=43, 26=54, 6-7=80, 7-22=74, 22-23=169(F=96), 8-23=74, 8-25=54, 12-25=80, 2-20=-10, 12-19=10
Harz: 1-2=-51, 2-6=-63, 6-7=-88, 8-25=63, 12-25=88
Concentrated Loads (Ib)
Vert: 22=311(F) 23--311(F)
6) Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=-11. 2-7=61, 7-22=-54, 22-23=-294(F=239), 8-23=-54, 8-12=-61, 2-20=-20, 12-19=-20
Harz: 1-2=-19. 2-7=31, 8-12=-31
Concentrated Loads (lb)
Vert: 22=-359(F) 23=-359(F)
7) Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=49, 2-7= 61, 7-22=-54, 22-23=-294(F=-239), 8-23=-54, 8-12=-61, 2-20=-20, 12-19=-20
Harz: 1-2=19, 2-7=31, 8-12=-31
Concentrated Loads (lb)
Vert: 22=-359(F) 23=-359(F)
8) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=59, 2-7=32, 7-22=47, 22-23=70(F=23), 8-23=47, 8-12=33, 2-20= 10, 12-19=-10
Harz: 1-2=-67, 2-7=41, 8-12=41
Concentrated Loads (to)
Vert:22=166(F) 23=166(F)
9) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=22, 2-7=33, 7-22=47, 22-23=70(F=23), 8-23=47, 8-12=32, 2-20- 10, 12-19- 10
Harz: 1-2=-30, 2-7=41, 8-12=41
Concentrated Loads (Ib)
Vert: 22=166(F) 23=166(F)
10) Dead+0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=-1, 2-7=-12, 7-22=3, 22-23=-194(F=-197), 8-23=3, 8-12=-12, 2-20=-20, 12-19= 20.
Harz: 1-2=-29, 2-7=-18, 8-12=18
Concentrated Loads (lb)
Vert: 22=273(F) 23=-273(F)
11) Dead +0.6 MWFRS Wind (Neg. Internet) Right: Lumber Increase=1,60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=6, 2-7=-12, 7-22=3; 22-23=-194(F=-197), 8-23=3, 8-12=-12, 2-20= 20, 12-19=-20
Horz: 1-2= 30, 2-7- 18, 8-12=18
Concentrated Loads (to)
Vert: 22=-273(F) 23=-273(F)
12) Dead+0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=36,2-7=47,7-22=27,22-23=50(F=23),8-23=27,8-12=27,.2-20=-10, 12-19=-10
Harz: 1-2=-44, 2-7=-56, 8-12=35
Concentrated Loads (to)
Vert: 22=166(F)23=166(F)
13) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Incmase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=15, 2-7=27, 7-22=27, 22-23=50(F=23), 8-23=27, 8-12=47, 2-20=-10, 12-19=-10
Harz: 1-2=-24, 2-7=35, 8-12=56
Concentrated Loads (to)
Vert: 22=166(F)23=166(F)
OWARNORS-Vedrydeslgnparametem and READNOTES ON MIS AND WCLUDEDMREKREFERANCE PAGE 111IF]4)3mv. 1Gaa2015 BEFORE USE.
Deslgn valid for use only with MRekO connectors. This design Is based only upon parameters shown, and Is for an Indvidual building component, not
��-
a truss system. Before use, the bullding designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design. Brocing lndlcatetl Is to prevent buckling of Individual truss web and/or chord members only. Ad iflonal temporary and permanent bracing
MiTek'
If Elways recurred for stabity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication storage, tlelNery erection and bracing of trusses and buss systems, seeANSI/IPII CuaiSSyy Cdbrin, DSB49 and SCSI Building Component
6994 Parka East Bled.
Safety Nfonnationovolloble from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Ory
Ply
Tlsgozalz
2194777-GROZA
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Al
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2 '
1
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Job Reference (optional)
Builders First Source, Plant City, FL- 32566, b24u s uec b eula Ml lex mausmes, mc. Sat uec eo uumuz eula raged
ID:7RrVDIkAuFgVuVYAL75snbmON2-honETBIFtcGHwHiH3VRgoXok15oUBFwmL?SH4xy4T0?
LOAD CASE(S) Standard
14) Dead +0.6 MW FRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=36, 2-7=47, 7-22=27, 22-23=50(F=23), 8-23=27, 8-12=27, 2-20=-10, 12-19- 10
Horz: 1-2=-44, 2-7=-56, 8-12-35
-
Concentrated Loads (lb)
Vert: 22=166(F) 23=166(F)
15) Dead +0.6 MWFRS Wind,(Pos. Internal) 4th Parallel: Lumber Increase=l.8q Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=15, 2-7=27, 7-22=27, 22-23=50(F=23), 8-23=27, 8-12=47, 2-20=-10, 12-19i
Harz: 1-2=-24, 2-7=35, 8-12=56
Concentrated Loads (Ib)
Vert: 22=166(F) 23=166(F)
16) Dead +0.6 MWFRS Wind (Neg. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=14, 2-7=3, 7-22=-18, 22-23=-215(F=-197), 8-23=18, 8-12=-18, 2-20=-20, 12-19=-20
Horz: 1-2=-44, 2-7=33, 8-12=12
Concentrated Loads (lb)
Vert: 22=-273(F) 23=-273(F)
17) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=-6, 2-7=-18, 7-22=-18, 22-23=-215(F=-197), 8-23=18, 8-12=3, 2-20=-20, 12-19=-20
Harz: 1.2= 24, 2-7=-12, 8-12=33
Concentrated Loads (lb)
Vert: 22=-273(F)23_ 273(F)
18) Dead+ Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increasesi
Uniform Loads (pIQ
Vert: 1-7=-30,7-22=-30,22-23=-201(F=-171),8-23=-30,8-12=-30,2-20=-20, 19-26=-20, 15-26=-60, 15-27=-20,27-28=-60, 12-28=20
Concentrated Loads (lb)
Vert: 22=-222(F) 23=-222(F)
19) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage+0.75(0.6 MWFRS Wind (Neg. III Lett): Lumber Inerease=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=-38, 2-7=47, 7-22=-35, 22-23=-292(F=-257), B-23=-35,8-12=-46, 2-20=-20, 19-26=-20, 15-26=-50, 15-27=-20, 27-28=-50, 12-28=-20
Horz: 1-2=-22, 2-7=-13, 8.12=14
Concentrated Loads (fir)
Vert: 22=-394(F) 23=-394(F)
20) Dead +0.75 Roof Live (bat.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=38,2-7=-46,7-22=-35, 22-23=-291 8-23=-35,8-12=-47, 2-20=.20, 19-26=-20, 15-26- 50, 15-27=-20,27-28=-50, 12-28=-20
Horz: 1-2=-22,2-7=-14,6-12=13
Concentrated Loads (Ib)
Vert: 22= 394(F) 23=-391
21) Dead +0.75 Roof Live (bat.)+0.75 Uninhab. Attic Storage +0.75(0.6 MWFRS Wind (Neg. Int) tat Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=-27, 2-7=-35,7-22=-51, 22-23=-308(F= 257), 8-23=-51, 8-12- 51, 2-20=-20, 19-26=-20, 15-26=-50, 15-27=-20,27-28=-50, 12-28=-20
Horz: 1-2=-33, 2-7=-25, 8-12=9
Concentrated Loads (Ib)
Vert: 22=-394(F)23=-394(F)
22) Dead +0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. III 2nd Parallel): Lumber
Increase=1.60, Plate Inerease=1,60 .
Uniform Loads (pi
Vert: 1-2=42, 2-7=-51, 7-22=-51, 22-23=-308(F=-257), 8-23= 51, 8-12=-35, 2-20= 20, 19-26=-20, 15-26=-50, 15-27=-20,
27-28=-50, 12-28=-20
Horz: 1-2=-18, 2-7=-9, 8-12=25
Concentrated Loads (Ib)
Vert: 22=-394(F)23=-394(F)
23) tat Dead +Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pIQ
Vert: 1-7=-70, 7-22=-70, 22-23=-330(F=260), 8-23= 70, 8-12= 30, 2-20=-20, 12-19=-20
Concentrated Loads (Ib)
Vert: 22=400(F)23=-400(F)
24) 2nd Dead +Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-7=-30, 7-22=-70, 22-23= 330(F=-260),8-23=-70, 8-12=-70, 2-20=-20, 12-19=-20
Concentrated Loads (Ib)
Vert: 22=400(F) 23=-400(F)
25) 3rd Dead +0,75 Roof Live (unbalanced) +0.75 Uninhab. Attic Storage: Lumber Inerease=1.25, Plate Increase=1.25
Uniform Loads (pIQ
Vert: 1-7=50, 7-22=50, 22-23=-298(F=-238), 8-23=-60, 8-12=-30, 2-20=-20, 19-26=-20, 15-26=50, 15-27=-20, 27-28=-50,
12-28=-20
Concentrated Loads (Ib)
Vert: 22=-356(F) 23=-356(F)
26) 4th Dead +0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pIQ
Vert: 1-7=-30,7-22=-60, 22-23=-298(F=-238), 8-23=-60, 8-12=-60,2-20=-20, 19-26=-20, 15-26=-50, 15-27=-20, 27-28=-50,
12-28=-20
O WARNING- Verity Resign Perameten and HEAD NOTES ON TNLSAND INCLUDED M/TEKREFERANCEPAGEM474"mre. 1aM1Q015BEF0HE USE
Design valid for use only with MITekS connectors, This design Is based only upon parameters shown, and Is for an individual building component, not
a toss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Seeing Indicated is to buckling of individual Miss web and/or chord members only. Additional temporary and permanent bracing
M!Tek'
prevent
Is always reauRed for stability and to prevent collapse with pos4ble personal Injury and property damage. For general guidance regarding the
fobrlcallon, storage. delivery, erection and bracing of trusses and fruss systems, seeANSVRII QuolRY CM�M. DSIdV and BCSI lultlhp Component
fi904 Parise East Blvd.
Safely Infornationovallable from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alesantlrla, VA 22 14,
Tampa, FL 33610
P
Jab
Truss
Thus Type
OtY
Ply
T19002412
2194777-GROZA
Al
Hip Girder �
2 r
1
1.
Job Reference (optional)
Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Sat Dec 28 09:59:58 2019 Page 4
ID:7RrVDIkAuFgVuVYAL75snbmON2-honETBtFtcGHwHiH3VRgoXokl5oU8Fw L7SH4ry4TO7
LOAD CASES) Standard
Concentrated Loads (lb)
Vert: 22=-356(F) 23=-356(F)
AWARNING-Vedtydn9apeeamefinedREADNOrESONMISANDINCLUDEDM/FEKREFERANCEPAGEMX74Y4rev.RM4/f BEFORE USE.
Design valid for use only with M6ek® connectors. this design Is based only upon parameters shown, and Is for on Individual building component, not
a full system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent bul of Individual tress; web and/or chord members Only. Mail temporary and permanent bracing
4Elways required for stability and to prevent collapse with parable personal Injury and properly damage. For general guidance regarding the
fabdcal storage, delivery, erection and bracing of trusses and bum systems, seeANSM11 OuallIryry CRbdo, OSS-09 and SCSI Building Component
Safety Nformatbfpvolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Al VA 22314.
MiTek'
6904 Parke East Blvd.
Tampa, FL 33610
Jab
Truss
Truss Type
Ply
T19002413
2194777-GROZA
A2
Hip Girder
2t�.n
Job Reference (optional)
oullaers halt source, I'lant Ulty, I-L-a2bbb,
0.zvu s uec o zu ro an r ux nmusnres, n u. aer uec co rv:vy:ao rum rege l
Scale = 1:98.0
6A =
Eric 12
Sx6 =
6x8 =
7 23 24 8 25
9 26
4x6
4x5 G
4x/0 MT20HS
0
4,13 i
6
27
22
11 20 O
5x12 i 5
12
q
a
28
d
3x6
3
3
rm
19
d
1 2
18
17
16
ST1.5x8 STP =
]q
q
q
4x8=
29 30
15
74
a
b
8x10 =
7x10 =
5xB =
502 J
ST1.5xB STP =
21 20
7x10 =
46 =
46 =
2x4 11 ST1.Sx8 STP =
7,10 =
46-111.9 I28-A8.-10d 9 ]6A1.-R1
I ]d.A 3A2.14n-.0 R, 0840 0.
Plate Offsets(xh—
[5:03-OEdael [B:0-3-003-8] [13:0-1-6Edae]
[77:0-5-00-0-81
[20:0.5-00-4-121
LOADING (Pat)
SPACING- 2-0-0
CSI.
DEFL.
in (too)
Well
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.81
VBrt(LL)
-0.23 14-16
>999
360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.99
Veff(GT)
-0.5614-16
>895
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress ]nor NO
WE 0.98
Horz(CT)
0.14 13
n/a
Na
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Wind(LL)
0.3814-16
>999
240
Weight: 352 lb
FT=20%
LUMBER -
TOP CHORD
2x6 SP No.2 *Except*
1-5: 2x4 SP No.t
BOT CHORD
2x6 SP No.2 •Except-
.
13-15: 2x6 SP M 26
WEBS
2x4 SP No.3 *Except*
4-18: 2x4 SP No.2
REACTIONS. (lb/size) 2=385/0-8-0, 20=3455/0-8-0, 13=2752/0-6-8
Max Horz 2=286(LC 12)
Max Uplift 2=-153(LC 8), 20=-1083(LC 12), 13=-830(LC 13)
Max Gray 2=396(LC 23). 20=3455(LC 1), 13=2752(LC 1)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-5-2 oc puffins.
BOT CHORD
Rigid ceiling directly applied or 3-9-2 oc bracing.
WEBS
1 Row at midpt 4-18, 6-17, 8-16, 10-16
FORCES. (lb) - Max. CompJMax. Ten. -AII fames 250 (lb) or less except when shown.
TOP CHORD 23= 329/214, 3-4_ 165/358, 4-6=-4458/2733, 6-7=-4816/3016, 7-8=-4388/2914,
8-9=-4707/3094,9-10_ 5150/3236,10-12=-6199/3742,12-13=-6623/3939
BOT CHORD 19-20=-3217/1923, 4-19=3105/1928, 17-18=-2356/4038, 16-17=-2711/5029,
14-16=-3084/5339,13-14=-3558/6065
WEBS 3-20=-481/353,4-18=-2548/4346, 6-18=381/684, 6-17=-131/602, 7-17=-624/1141,
8-17=1462/869, 8-16— 868/479, 9-16=-739/1327, 10-16=-870/759, 10-14=-319/655,
12-14=-546/564
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=15N; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Exterior(2)-1-0-11 to 4-11-2, Interior(1) 4-11-2 to 23-3-0, Exterior(2) 23-3-0 to 31-8-13,
Interior(1) 31-8-13 to 32-1-0, Exter r(2) 32-1-0 to 40-6-13, Inter 40-6-13 to 50-74 zone; cantilever left and right exposed ;C-C
for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.0psf 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, with BCDL= IO.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 2, 1083 lb uplift at
joint 20 and 830 lb uplift at joint 13.
8) Load case(s) 1, 2, 3.4. 5, 6, 7, 8, 9, 10, 11, 12, 13, 14. 15, 16, 17, 18, 19, 20. 21, 22, 23, 24, 25, 26 hasthave been modified.
Building designer must review loads to verity that they are correct for the intended use of this truss.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 400 lb down and 311 lb up at
25-5-0, and 400lb down and 311 lb up at 29-11-0 on top chord. The design/selection of such connection device(s) is the
responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
Thomas A Alban! PE No.39300
MTek USA, Inc. FL Craft 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
Q WARNING -Verftytleslgn,am tars antl READNOTES ON THISAND INCLUDED MREarREFERANCEPAGEMIF Mrev. 1AV0,2015BEFORE USE.
Design vclld for use only with Meek® connectors. Ins design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verity the cpplicablllly of deslgn parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web cnd/or chord members only. Additional temporary and permanent bracing
ablwoys required for slabllity and to prevent collapse wim possible personal Injury and property damage. For general guldonce regarding the
M!Tek'
fobrka6on; storage. delivery, erection and bracing of trusses and truss systems, MANS WPII Cuollh Criteria, D56-09 amid ICSI Building Component
Wn4 Parke East BNd.
Safe mfarmalbrnvailoble from Truss Plate InstiMe. 218 N. Lee Sheet, Suite 312, Alexantlrla. VA 22 14.
Tampa, FL 33610
Job
Truss
Thus Type
City
Ply
T79002413
2194777-GROZA
A2
Hip Girder
2 '
1
1
Job Reference o banal
Builders First Source, Plant City, FL- 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Sat Dec 2810:00:08 2019 Page 2
ID:7RrVDIkAuFgVuVYAL75snbmON2-OIOOZc7WXgWt7gTCfbcACeDSh7AJUnKFeZtpPMy4TPr
LOAD CASE(S) Standard
1) Deal)+Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pIQ
Vert: 1-7=-70, 7-24=-70, 24-25=-330(F=-260), 9-25=-70, 9-13=-70, 2-20=-20, 13-19= 20
Concentrated Loads (lb)
Vert: 24=-400(F) 25=-400(F)
2) Dead +0.75 Roof Live (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pIQ
Vert: 1-7=-60, 7-24=-60, 24-25=-298(F=-238), 9-25=-60, 9-13=-60, 2-20=-20, 19-29=-20, 29-30_ 50, 1330=-20
Concentrated Loads (lb)
Vert: 24=356(F) 25=-356(F)
3) Dead+ Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pIQ
Vert: 1-7=-30, 7-24=-30, 24-25=-246(F=-216), 9-25=-30, 9-13=-30, 2-20=-40, 13-19=-40
Concentrated Loads (lb)
Vert: 24=-311(F) 25= 311(F)
4) Dead +0.6 C-C. Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads,(pIQ
Vert: 1-2=133, 2-3=80, 3-7=54, 7-24=74, 24-25=169(F=96), 25-26=74, 9-26=61, 9-27=80, 13-27=54, 2-20=-10, 13-19=-10
Horz: 1-2=-141, 2-3=-88, 3-7=-63, 9-27=88, 13-27=63
Drag: 7-8=-0, 8-26=0, 9-26=0
Concentrated . Loads (III)
Vert: 24=311(F) 25=311(F)
5) Dead +0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=43, 2-22=54, 7-22=80, 7-23=61, 23-24=74, 24-25=169(F=96), 9-25=74, 9-28=54, 13-28=80, 2-20=-10, 13-19=-10
Horn 1-2=-51, 2-22=-63, 7-22=88, 9-28=63, 13-28=88
Drag: 7-23=-0, 8-23=-0, 8-9=0
Concentrated Loads (lb)
Vert: 24=311(F) 25=311(F)
6) Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit) -
Vert: 1-2=-11, 2-7=-61, 7-24=-54, 24-25=-294(F=-239), 9-25=-54, 9-13=-61, 2-21 13-19=-20
Hom 1-2=-19, 2-7=31, 9-13=-31
Dmg: 7-8=0, 8-9=-O
Concentrated Loads (III)
Vert: 24=-359(F) 25=-359(F)
7) Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=-49, 2-7=-61, 7-24=-54, 24-25=-294(F=-239), 9-25=-54, 9-13=-61, 2-20=-20, 13-19=-20
Horn 1-2=19, 2-7=31, 9-13=-31
Drag: 7-8=0, 8-9=-0
Concentrated Loads (lb)
Vert: 24=-359(F) 25=-359(F)
8) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=59, 2-7=32, 7-24=47, 24-25=70(F=23),9-25=47, 9-13=33, 2-20=-10, 13-19=-10
Horz: 1-2- 67, 2-7=-41, 9-13=41
Drag: 7-8=-0, 8-9=0
Concentrated Loads (II
Vert: 24=166(F) 25=166(F)
9) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=22,2-7=33,7-24=47,24-25=70(F=23), 9-25=47,9-13=32,2-20= 10, 13-19=-10
Harz: 1-2- 30, 2-7=-01, 9-13=41
Drag: 7-8=-0, 8-9=0
Concentrated Loads (lb)
Vert: 24=166(F) 25=166(F)
10) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber.Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ.
Vert: 1-2=-1, 2-7=-12, 7-24=3, 24-25=-194(F=-197), 9-25=3, 9-13=-12, 2-20=-20, 13-19=-20
Horz: 1-2=-29, 2-7=-18, 9-13=18
Drag: 7-8=-0, 8-9=0
Concentrated Loads Qb)
Vert: 24=-273(F) 25=-273(F)
11) Dead +0.6 MW FRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pig
Vert: 1-2=-0, 2-7=-12, 7-24=3, 24-25=-194(F=-197), 9-25=3, 9-13=-12, 2-20=-20, 13-19=-20
Hoa: 1-2=-30, 2-7=-18, 9-13=18
Drag: 7-8=-0, 8-9=0
Concentrated Loads (Ib)
Vert: 24=-273(F) 25=-273(F)
12) Dead +0.6 MW FRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
O WARNING- Verify desfgnimminfera and READ NOTES ON THISANU INCLUDED NGEKREFERANCEPAGEMX7473 rev. 1003,2015BEFORE USE.
Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not
a truss system. Before use, the building designer must verify the applicabllity of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicate! U buckling Individual
to prevent of hum web and/or chord members only. Additional temporary and permanent brocing
Is 171ways required for stoically and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
MiTek'
fabrication, storage, delivery, erection and bracing of hussas and truss systems, meANSVTPll Qui Cmeb, DS549 and ICSI EuSdhia Component
69" Parke East Blvd.
Safety Informatbroval[able ham True Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandra, VA 22314.
Tampa, FL 33610
Job
Truss
Ply
T79002413
2194777-GROZA
A2
�Trullsrrype
Hip Girder r
'
Vy
1
Job Reference (optional)
Builders First Source, Plant City, FL- 32566, 8.240 s Uec 6 2019 M11elfIndusines, Inc. Sat Uec 2B 10:00:082U19 Page 3
ID:?RrVDIkAuFgVuVYAL75snbmON2-OjOOZc?W XgWt7gTCfbcACeDSh7AJUnKFeZtpPMy4TPr
LOAD CASE(S) Standard
Un4orm Loads (pIQ
Vert: 1-2=36, 2-7=47, 7-24=27, 24-25=50(F=23), 9-25=27, 9-13=27, 2-20=-10, 13-19=-10
Horz: 1-2=-44, 2-7=-56, 9-13=35
Drag: 7-8=-0, 8-9=0
Concentrated Loads (Ib)
Vert: 24=166(F) 25=166(F)
13) Dead+0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Vert; 1-2=15,2-7=27,7-24=27,24-25=50(F=23),9-25=27,9-13=47,2-20=-10, 13-19= 10
Horz: 1-2=-24, 2-7=-35, 9-13=56
Drag: 7-8=-0, 81
Concentrated Loads (Ib)
Vert: 24=166(F) 25=166(F)
14) Dead +0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=36, 2-7=47, 7-24=27, 24-25=50(F=23), 9-25=27, 9-13=27, 2-20=-10, 13-19=-10
Harz: 1-2=-44, 2-7=-56, 9-13=35
Drag: 7-8=-0, a-9=0
Concentrated Loads (lb)
Vert: 24=166(F) 25=166(F)
15) Dead +0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=15, 2-7=27, 724=27, 24-25=50(F=23), 9-25=27, 9-13=47, 2-201 13-19- 10
Horz: 1-2= 24, 2-7=35, 9-13=56
Drag: 7-8=-0, 8-9=0
Concentrated Loads (Ib)
Vert: 24=166(F) 25=166(F)
16) Dead +0.6 MW FRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=14, 2-7=3, 7-24=-18, 24-25=-215(F=-197), 9-25=-18, 9-13=-18, 2-20=-20, 13-19=-20
Horz: 1-2=-44, 2-7=-33, 9-13=12
Drag: 7-8- 0, 8-9=0
Concentrated Loads (Ib)
Vert: 24_--273(F) 25=-273(F)
17) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=-6, 2-7=-18,7-24=-18, 24-25=-215(F=-197), 9-25=-18, 9-13=3, 2-20=-20, 13-19=-20
Horz: 1-2= 24, 2-7=-12, 9-13=33
Drag: 7-8=-0, 8-9=0
Concentrated Loads (lb) -
Vert: 24= 273(F) 25= 273(F)
18) Dead+ Uninhabitable Attic Storage: Lumber Increase=1.25; Plate Increase=1.25
Uniform Loads (pIQ
Vert: 1-7=-30, 7-24=30, 24-25=-201(F=-171), 91 9-13=-30, 2-20=-20, 19-29=-20, 29-30=-60, 13301
Concentrated Loads (Ib)
Vert: 24=-222(F)25=-222(F)
19) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=-38, 2-7=47, 7-24=-35, 24-25=-292(F--257), 9-25=-35, 9-13=46, 2-20=-20, 19-29=-20, 2930=-50, 13-30=-20
Horz: 1-2= 22, 2-7=-13, 9-13=14
Drag: 7-8=-0, 8-9=0
Concentrated Loads (Ib)
Vert: 24=-394(F) 25= 394(F)
20) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60,
Plate Increase=1.60
Uniform Loads (plf)
Vert: 12=-38, 2-7= 46, 7-24=35, 24-25= 292(F= 257), 9-25- 35, 9-13=-47, 2-20- 20, 19-29= 20, 29-30- 50, 13-30=-20
Hom 1-2=-22, 2-7=-14, 9-13=13
Drag: 7-8---0, 8-9=0
Concentrated Loads (II
Vert: 24=-394(F) 25=-394(F)
21) Dead +0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60
, Plate Increase=1.60
Uniform Loads (pIQ
Vert: 1-2=-27, 2-7=35, 7-24=-51, 24-25=-308(F=-257), 9-25=-51, 9-13=-51, 2-20=-20, 19-29=-20, 29-30=-50, 13-30=-20
Harz: 1-2=-33, 2-7=-25, 9-13=9
Drag: 7-8=-0, 8-9=0
Concentrated Loads (Ib)
Vert: 24=-394(F)25=-394(F)
22) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage +0.75(0.6 MWFRS Wind (Neg. III 2nd Parallel): Lumber
Increase=1.60, Plate Increase=1.60
Q WARNING- Verity tleWignparamefen end READ NOTES ON TN/SANDINCLUDED M/rEKHEFERANCEPAGEMX7MnW. iNA'V1015aEFOREUSE.
Design valid for use only with Mmek® connectors. ibis design Is based only upon parameters shown. and Is for an Individual building component, not
a truss system. Before use, the building designer must very the applicability of design parameters and properly Incorporate this design Into the overall
buliding design. Bracing Indicated is to prevent buckling of lrWlvidual buss web and/or chord members only. Additional temporary and permanent bracing
Is 811 required for sal and to prevent collapse whin Panel personal Injury and property damage. For general guidance regarding ire
fabrication, storage, delivery- erection and bracing of trusses and truss systems seeANSUIPII QualBtlHy CtlhM, DSS-0D and SC51 Wltlhp Component
Sahli N/prmaBDrrovoiloble from Truss Poole InsM1Me. 218 N. Lee Sheet. Suite 312, Ale>tontlrla. VA 42314.
M!Tek'
69N Parke East Blvd.
Tampa, FL W610
Job
Truss
Truss Type
oly
Ply
T19002413
2194777-GR6ZA
A2
Hip Girder
2 I
1
Job Reference (optional)
Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Sat Dec 28 10:00:08 2019 Page 4
ID:?RrVDIkAuFgVuVVAL75snbmON2-OjOOZc? W Xg W t7gTCibcACeDSh7AJUnKFeZtpPMy4TPr
LOAD CASE(S) Standard
Ullorm Loads (pig,
Vert: 1-2=-42, 2-7=-51,7-24=-51, 24-25=-308(F=-257), 9-25=-51, 9-13= 35, 2-20_ 20, 19-29= 20, 29-30- 50, 13-30= 20
Horz: 1-2=-18, 2-7=-9, 9-13-25
Drag: 7-8=-0, 8-9=0
Concentrated Loads (lb)
Vert: 24=-394(F)25=-394(F)
23) 1st Dead+ Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pig
Vert: 1-7=-70, 7-24=-70, 24-25=-330(F=-260), 9-25=-70, 9-13=30, 2-20=-20, 13-19=-20
Concentrated Loads (lb)
Vert: 24=-400(F)25= 400(F)
24) 2nd Dead+ Roof Live (unbalanced): Lumberincrease=1.25, Plate Increase=1.25
Uniform Loads (pig
Vert: 1-7=-30, 7-24=-70,24-25=-330(F=-260), 9-25=-70, 9-13=-70, 2-20=-20, 13-19=-20
Concentrated Loads (lb)
Vert: 24=-400(F) 25=-400(F)
25) 3rd Dead +0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-7=-60, 7-24=-60, 24-25=-298(F= 238), 9-25=-60, 9-13=-30, 2-201 19-29=-2q 29-30= 50, 1330= 20
Concentrated Loads (Ib)
Vert: 24=356(F) 25=-356(F)
26) 4th Dead +0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pig
Vert: 1-7=-30, 7-24=-60, 24-25=-298(F=-238), 9-25=-60, 9-13=-60, 2-20=-20, 19-29=-20, 2930=-50, 13-30=-20
Concentrated Loads (Ib)
Vert: 24=356(F) 25=-356(F)
Q WARNING-Vedlyde gapammefemand READNOIESONMMMDPICLUDEDMREKREFERANCEPAGEMIP74M.re.. faw:IonSBEFOREUSE
Design volld for use only with Mllel connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is bill required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage. delivery, erection and bracing of husses and truss sysleri seeAN$VrPll CepItlyCr6nb, O$$-09 and lD51 flu$dhlp Component
6904 Palle East Blvd.Sa/Ny
hlermatbrwallable ham truss Rate ImMute, 218 N. Lea street, Suite 312, Alevantl4o. VA 22314.
Tampa, FL 33610
Job
Truss
Thus Type
Oty
Ply
' T79002414
2194777-GROZA
A3
Hip r
1 r
1
r
Job Reference (optional)
eunpars this, oaurce, rmm wry, ri-- 04000,
5.00 12
Axe i
4x5 i
6
22
5x8 i 5
4
3x6 i
3
2
9
4
3x6 =
18
d
5x12 =
ST1.5x8 STP =
21 20
4.6 =
2x4 11 ST1.5xB STP =
7x10 =
s wed o eu I inn ex mousmes, mc. aa, uec zo Iu:uu:w Au,u rage,
'5snbmON2-K6Wm_I1 m2ImaM7d=OfeH3lgOwuFygkx6sMwUFy4TPp
6.8 = 2x4 II BID =
7 23 8 24 9
17, 2716 15 28 14 13
4x6 = 49 = 5xB = 4x6.= 5x6 =
Scale=1:98.0
7x1O
2526
1
xoS
12 ST1.5x8 STP = b N
2x4 II 5x0 C 111
LOADING (PSI)
SPACING-
2-0-0
CSI.
TEFL.
in (too) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
125
TO 0.67
Ve 1(LL)
-0.18 14 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL
125
BC 0.83
Vert(CT)
-0.36 12-14 >999 240
BCLL 0.0 '
Rep Stress Inc,
YES
WB 0.99
Horz(CT)
0.10 11 n1a n/a
BCDL 10.0
Code FBC2017frP12014
Matrix-SH
Wind(LL)
0.2112-14 >999 240
Weight: 348 to FT=20%
LUMBER-
BRACING -
TOP CHORD 2x6 SP No2
*Except*
TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc puffins.
1-5: 2x4 SP No2
EDT CHORD Rigid ceiling directly applied or 4-8-3 oc bracing.
BOT CHORD 2x6 SP No2
WEBS
1 Row at midpt 4-18, 10-14
WEBS 2x4 SPNo.3
REACTIONS. (Its/size) 2=392/0-8-0, 20=2366/0-8-0, 11=1864/0-6-8
Max Horz 2=269(LC 12)
Max Uplift 2=-151(LC 8), 20=-811(LC 12), 11=-613(LC 13)
Max Gray 2=405(LC 23), 20=2366(LC 1), 11=1864(LC 1)
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3= 350/217, 3-4=-148/320, 4-6=-2499/1684, 6-7= 2664/1857, 7-8=-2840/2083,
8-9=-2840/2083,9-10=-3092/2094, 10-11=416212644
BOT CHORD 2-21=-181/256, 20-21=-161/256, 19-20=-2124/1363, 4-19=-2030/1362, 18-19=-255/192,
17-18=1401/2243,15-17=-1326/2378,14-15=-1539/2758,12-14=-2336/3756,
11-12=-2335/3759
WEBS 3-20=-485/360; 4-18=-1636/2593, 6-18=-619/545,6-17=AM22, 7-15=-5091784,
8-15= 486/478,9-15=-172/318,9-14=-303/640,10-14=-1111/882,10-12=0/362
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f ; Cat. II; Exp C; Encl.,
GCpi=0.18: MWFRS (envelope) and C-C Exterior(2) -1-0-11 to 4-11-2. Intedor(1) 4-11-2 to 21-3-0, Exterior(2) 21-3-0 to 29-8-13,
Interior(1) 29-8-13 to 34-1-0, Extedor(2) 34-1-0 to 42-6-13, Interior(l) 42-6-13 to 50.7-4 zone; cantilever left and right exposed ;C-C
for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10Apsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 lb uplift at joint 2, 811 lb uplift at
joint 20 and 613 to uplift at joint 11.
Thomas A. Alban! PE No.39389
NTek USA, Inc. FL Cart 869
6984 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
O WARNING -Verity dedgn Pa.Nn; and READ NOTES ON TN/S AND INCLUDED M/TEK REFERANCE PAGE MIP74M rev. ldMYf016 BEFORE USE
Design volld for use only with MRek® connectors, Th6 design Is based only upon parameters shown, and Is for an Individual building component, not
��-
a muss system, Before use, Me building designer must verify the appllcablllfy of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or hord members only., Additional temporary and permanent bracing
MiTek-
Is 5lways required for stability and to prevent collapse with posslble personal Injury and property dayymage. For general guidance regarding me
fabrication.DSlld9 and 8C91 Bu3dhp Component
of 8 N
erection and ute.
s end mug sut
lobie µar�a.
East W
mbrmalbmvoue.
312. AIeM
from Truss mote lInstit, 21We street. VA 212314Sa�
Tampa, FLe 33610
Job
Truss
Truss Type
Oly
Ply
Tl9002415
2194777-GROZA
A4
Roof Special r
1 r
1
r
Job Reference (optional)
builders Ylrs15ource, 1'lam Ully, I L- 3Gbbb,
5.00 12 1
7
6
5xa i 5
3.6 4 4
3
c 2 3
K 3x6 = 22
Sx12 =
ST1.5x8 STP= 25 24
2x4 II ST1.5n8STP=
7xIO =
6.24U S UBC U ZU19 MI I eK
:7RrVDIkAuFgVuVYAL75snbmON2-ol49Be
33-7-B 3410.12
5-11-8 el,
2x4 11 BI =
8 9
10
21 20 27 19 2B 18 17 16
axis = 5x6 =
Inc. Sat Uec261U:uuni2019 Fa061
Scale = 1:100.0
6x8 =
6x8 =
11 6z10 C
13
m
14
1N o
15 6xB 11 I¢
ST1.5x13 STP
LOADING (psf) SPACING- 2-0-0
CSI.
DEFL, in
(loc) Well Ud
PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25
TC 0.56
Ven(LL) -0.16
18 >999 360
MT20 244/190
TCDL 15.0 Lumber DOL 1.25
BIG 0.84
Ven(CT)-0.3616-18
>999 240
BCLL 0.0 ' Rep Stress lncr YES
We 1.00
Hor;I 0.10
14 rda I
BCDL 10.0 Code FBC2017/TPI2014
Matrix-SH
Wind(LL) 0.2016-18
>999 240
Weight: 368 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x6 SP No.2 *Except* TOP CHORD
Structural wood sheathing directly applied or 34-0 oc puffins.
1-5: 2x4 SP No.2 BOT CHORD
Rigid ceiling directly applied or 4-6-11 oc bracing.
BOT CHORD 2x6 SP No.2 WEBS
1 Row at r idpt 4-22. 9-19, 10-18
WEBS 2x4 SPNo.3
SLIDER Right 2x6 SP No.2 1-6-5
REACTIONS. (Ib(size) 14=1876/0-6-8, 2=392/0-8-0, 24=2378/0-8-0
Max Hom 2=273(LC 12)
Max Uplift 14=-624(LC 13), 2=-151(LC 8), 24=-822(LC 12)
Max Gray 14=1876(LC 1), 2=405(LC 23), 24=2370(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
-
TOP CHORD 2-3=J51/242, 3-4— 154/322, 4-6=-2525/1586, 6-7=-2680/1767, 7-8=-2709/1984,
B-9=-2789/1984, 9-10=-3D46/2027, 10-11=-3893/2446,11-12=-2689/1677,
12-14=-3049/1814
BOT CHORD 2-25= 1B1/257, 24-25= 181/257, 23-24=-2137/1281, 4-23=-2044/1281, 22-23=-269/194,
21-22=-1308/2269,19-21=-1254/2385,10-19=-1423/2738,16-18= 2030/3549,
15-16=-2568/4321, 14-15=-1453/2564
WEBS 3-24=-486/360, 4-22=1547/2628,.6-22=-620/522, 6-21=-5/306, 7-19=-441837,
9-19=-446/413, 9-19=-115/278, 9-18=-367/685, 10-18=-999/745, 10-16=99/480,
11-16=-802/610,11-15=-2255/1447,12-15=-822/1516
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Ops1; h=1511; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-1-0-11 to 4-11-2, Interior(1) 4-11-2 to 21-8-8, Exterior(2) 21-8-8 to 27-8-0,
Intedor(1) 27-8-0 to 33-7-8, Extedor(2) 33-7-8 to 39-10-12, Interior(1) 39-10-12 to 48-2-0. Exterior(2) 48-2-0to 50-10-8 acne;
cantilever left and right exposed ;C-C for members and forces 8 MI for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are 4x6 MT20 unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will tit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 624 lb uplift at joint 14, 151 lb uplift at
joint 2 and 822 lb uplift at joint 24.
Thomas A Albanl PE No.39380
MTek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
, WARNING -Verily design paramefera and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE 1067473 rev. 11141312015 BEFORE USE.
Design valid for use only with MRekO connectors. IDI5 design Is based only upon parameters shown, and Is for an Individual burding component, not
�-
a hum system.. Before use, the building designer must verify the applicablllfy, of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated S to prevent buckling of lndlvdual truss web and/or chord members only. Additional temporary and permanent bracing
WOW
Is always required for storallty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and loos systems, seeANSVIPII 4 uaN Cril lb, D3549 and IIC511uill Component
69M Parke East Blvd.
Safeh Nlonnatbrgvoilobla ham Truss Nate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Tampa, FL 33610
Job
Thus
Truss Type
Oty
Ply
T79002416
2194777-GROZA
A5
Roof Special r
i
1
e
Job Reference (optional)
bulmers hlmt Source, Ylanl Glty, hL - 32bbb, S24u a use b 2ula MI I ex Industries, Inc. bat uec zS lu:uu:lz Zulu Yage l
I0:7RrVDIkAuFgVuVVAL75snbmON2-GVdXP_21av11cRmzuRh6NUNA1 kbb0aCgZArOY7y4TPn
4-10.0 20.8-88 7&0 34I .D p7--0.20q 50.10-8&5.10-0 5-I 6.-1-8 8-7 5-8-8 582-O 441112 I400.14 10
4
Scale = 1:100.0
5.00 12 6x8 =
2x4 11
&B =
7
26 B 27
9
6
10
6xB -
6x0 =
5.8 G 5
Z'
11
344 4
1314
1
3
1 2 3
22 21
19
10
16
15 ST1.5x8STP= IN
3.6 =
20 20 29
17
5x12 =
Site=
Sx6=
7x10 II
ST1.Sx86TP= 25 24
20 11 ST1.5x8 STP=
7x10 =
-0 20BB-09-4
410
27
0-6-80
452--7--02.0
I3-81404-15 1
1-8T1112
6-118
I 50
I 480 2 &0.8.8
Plate Offsets (X,Y)- [5:0-3-0,Edge], U:0-54,0-3-01. f9:0-54,03-01, f14:0-6-13,0-1-71, f22:0-3-8,0-2-81, f24:0.5-0,04-81
LOADING (psf) SPACING- 2-0-0
CSI.
DEFL. in
(too) Well
Ud
PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25
TIC 0.60
Veri(LL) -0.16
18 >999
360
MT20 244/190
TCDL 15.0 Lumber DOL 1.25
BC 0.78
Ven(CT) -0.3618-19
>999
240
SCLL 0.0 ' Rep Stress Incr YES
We 0.99
Horz(CT) 0.10
14 n/a
We
BCDL 10.0 Code FBC2017/TPI2014.
Matrix-SH
Wind(LL) 0.20
18 >999
240
Weight: 3651b FT=20%
LUMBER-
BRACING -
TOP CHORD 2x6 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied or3-1-11 cc pur ins.
1-5:2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or4-7-15 oc bracing.
BOT CHORD 2x6 SP No.2
WEBS
1 Row at midpt
4-22
WEBS 2x4 SP No.3
SLIDER Right 2x6 SP No.2 2-0-13
REACTIONS. (lb/size) 14=1876/0-6-8, 2=391/0-8-0, 24=2379/0-B-0
Max Ham 2=264(LC 12)
Max Uplift 14=-613(LC 13), 2=-150(LC 8), 24=-804(LC 12)
Max Gray 14=1876(LC 1). 2=403(LC 23), 24=2379(LC 1)
FORCES. (Ib) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2.3- 345/247, 34=-142/320, 4-6= 2507/1593, 6-7= 2694/1793, 7-8=-2984/2091,
8-9=-2984/2091,9-10=-3166/2099,10-11=-3925/2510, 11-12=-2884/1874,
12-14=-3266/2008
BOT CHORD 2-25=-180/252, 24-25=-180/252, 23-24- 2139/1288, 4-23=-2042/1289, 22-23=-253/187,
21-22=-1297/2248,19-21=-1279/2413,18-19=-1506/2860,16-18=-2078/3596,
15-16=-2467/4134,14-15=-1627/2787
WEBS 3-24= 485/358, 4-22=1527/2596, 6-22- 631/512, 6-21=-50/354, 7-19=-532/888,
e-19=-538/496, 9-19=-159/366, 9-18=-343/660, 10-18=-909/702, 10-16=-146/452,
11-16=-594/480, 11-15_ 1933/1215, 12-15=802/1457
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=15ff; Cat. 11; Exp C; Encl.,
GCpi=0.1$ MWFRS (envelope) and C-C Extedor(2)-1-0-11. to 4-11-2, Interior(1) 4-11-2 to 20-8-8, Exterior(2) 20-8-8 to 26-8-8,
Interior(1) 26-86 to 34-7-8. Extedor(2) 34-7-8 to 40-6-0, Interior(1) 406-0 to 47-2-0. Exts dor(2) 47-2-0 to 50-10-8 zone; cantilever
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) All plates are 06 MT20 unless otherwise indicated.
5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Provide mechanical connection (by others) of truss to bashing plate capable of withstanding 613 Ib uplift at joint 14, 150 Ib uplift at
joint 2 and 804 Ib uplift at joint 24.
Thomas A Albani PE No.39380
MTek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FL 33610.
Data:
December 28,2019
QWARNING- Verily desfgn parzmef. end RlJIO NOTES ON IN/SANOMCLUOEO MmESKREFERANCEPAGEM/1-7473rev. 10103 15 BEFORE USE.
Design valid for use only with Mnelt® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not
a truss system. Before use, the building designer must verity the appllcobllity of design parameters and properly Incorporate this tleslgn Into the overall
building tleslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Is blways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of hums and truss systems. seeANSVrplf QuaR CMeda, DS349 and SCSI Building Component
Safety Infotmationovailoble from Truss Rote Institute, 218 N. Lee Sheet, Suite 312. Alexandra VA22ty14.
��-
M!Tek'
69M Parke East Blvd.
Tampa. FL 33610
Job
Truss
Truss Type
Oty
Ply
T79002417
2194777-GROZA
A6
Roof Special '
1
1
r
Job Reference (optional)
ou,mn,b rub, Jwmn, ram Illy, rL-JCJ. o,
o.z4U s uec m m l U mu eK mouslnes, mc. Dal uec ea l U:UU: 14 zula
Scale =1:98.0
fix6 - 700 6x8 =
7 24 6 25 9
26. fine =
6
6x8
5.00 FIT
23
10
5x8 i 5
q
3x6 G
1213
3
0
1 2
IQ
19 1B 27 17 16 28 15
14 ST1.5x8 Si
d 502 = 5.6 = 7x10 =
7x1D II
STIZI STP= 22 21
2x4 11 ST1.5x9 STP =
7x10 =
4-17-2 B 8-0 9-p;0 14-10.0 18-8.6 27-8-0 3fi-7-8 43.20
PS-2-01 50-10-6
1 1 1 1 ( 1
4-11-2 3&14 0. -0 510.0 3-10-8 8-11-8 &11-8 6-SB
2 e SS6
Plate Offsets(X,Y)-- 15:0-3-0,Edgel (7:0-5-4,0-3-0] [8:0-5-0,"-8119:0.5-40-3-0][13:0-6-130-1-71 [15:0-5-0Off-81119:0-3-80-2-81121:0.5-00-4-121
LOADING (psf) SPACING- 2-0-0
CST.
DEFL. in (too) I/dell Ud
PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25
TC 0.62
Ven(LL) -0.18 15-16 >999 360
MT20 2441190
TCDL 15.0 Lumber DOL 1.25
BC 0.73
Vert(CT) -0.41 15-16 >999 240
BCLL 0.0 ' Rep Stress lncr YES
WB 0.98
Horz(CT) 0.10 13 Na file
BCDL 10.0 Code FBC2017/rP12014
Mahal
Wind(LL) 0.2315-16 >999 240
Weight: 3541b FT=20%
LUMBER- BRACING.
TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing
directlyapplied or 3-1-13 oc puffins.
1-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-5 oc bracing.
BOT CHORD 2x6 SP ND.2 WEBS 1 Row at midpt
4-19.7-16
WEBS 2x4 SP No.3
SLIDER Right 2x6 SP No.2 3-1-13
REACTIONS. (lb/size) 13=1874/0-6-8, 2=383/0-8-0, 21=238810-8-0
Max Horz 2=247(LC 12)
Max Uplift 13=-610(LC 9), 2=-147(LC 8). 21= 771(LC 9)
Max Grav 13=1874(LC 1), 2=393(LC 23), 21=2388(LC 1)
FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=,322/258, 3-4=-125/327, 4-6=-2469/1615, 6-7=-2693/1832, 7-8=-3458/2381,
8-9=-3458/2381,9-10=-3434/2269,10-11=-3066/2119,11-13=-3478/2225
BOT CHORD 20-21=-2149/1317, 4-20=2044/1318, 19-20=-273/198, 18-19=-1285/2207,
16-18---1316/2445,15-16=-1714/3125,14-15= 2416/3872,13-14=-1813/3000
WEBS 3-21=-085/357,4-19=-1509/2567, 6-19=-677/500, 6-18=-145/474, 7-16=-78B/1286,
8-16=-707/640, 9-16=-276/590, 9-15=-247/625, 10-15=-835/776, 11-14=-809/1385,
10-14=-1540/1076
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasdi 32ri TCDL=4.2psh BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRB (envelope) and C-C Extedor(2)-1-0-11 to 4-11-2, Interior(1) 4-11-2 to 18-8-8, Exteror(2) 18-8.8 to 24-8-8,
Interior(1) 24-8-8 to 36-7-8, Exterior(2) 36-7-8 to 42-7-8, Interior(1) 42-7-8 to 45-2-0, Exledor(2) 45-2-0 to 50-10-8 zone; cantilever
left and Fight exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All plates are 4x6 MT20 unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.0psf 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, with BCDL= IO.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 610lb uplift at joint 13, 147lb uplift at
joint 2 and 771 lb uplift at joint 21.
Thomas A. Albani PE No.39380
MTek USA, Ina, FL Cart 8934
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
Q WARNING -Ved/7des/gn peremeferaenC READ NOTES ON MIS AND MCLUDED MR£K REFERANCEPAGE 111LL7423 rev. fabli BEFORE USE
Design valid for use only with Mne43, connectors. lhls design Is based only upon parameters shown, and Is for an IndMduol building component, not
��-
a truss system. Before use, the building designer must verify the appllcabllBy of design parameters and properly Incorporate this design Into the overall
bulltling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Is 61ways required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding Me
MiTek-
fabrication. storage. delivery. erection and bracing of busses and truss systems, waANSUIPII CuoillSyy CMerla, Deli and ErSt Building Component
Safety Infelmarolavoiloble from Truss Rate Institute. 218 N. Lee Street. Suite 312
69M Palle East Blvd.
Tampa, FL
Alexantlria VA 22314.
33610
Job
Truss
Truss Type
Oty
Ply
T19002418
2194777-GROZA
A7
Roof Special
1
1
Job Reference (optional)
dunaers rlrst bource, ream Illy, rL- ;leabb,
• 5.00 F12 5x6 =
5 24 6
602 MT20HSG
3x6
23 LZL
4
i
3
1 2 0 19 1a
d 7xla = 7x10 =
ST1.Sx8 STP= 22 21
2x4 II ST1.5x8 STP=
7x10 =
o.ews Seca m,e rvnrenwuwweo, n.i e - - ruye,
7RrVDlkAuFgVuVYAL75snbmON2.h3Jf175vlgP1TvVYZZEp 77eFxepdy9HF84h9Sy4TPk
1 38-7-8 141.2.0 p3-2-q 50.10-8
7-5.7 2-fi-B 2.0.0 7-8-8
Scale = 1:1000
6x6 =
6x6 = 6x8 =
7 8 25 9 10
11
26
2
2713
17 16 15 14
5x6 =
4-11-2 8.8.0 &lg1.0 1E&8 23-10-7 31-2-1 38-7-8 43.2-0d-6-6 7- 5T10.8
d.11.9 { 9.Fdd M'4'.a 7.R.R ]dd5 ]]A-11 I ]-5-&B
ST1.5xB STP =
7x10 II
Plate Offsets(XY)--
[9:0-5-40-3-0] [10:0-4-00-3-41 [13:0-6-130-1-71
[18:0-5-00-4-81
[21.0-5-004-121
LOADING Uni
SPACING- 2-0-0
CSI.
DEFL.
in (too)
Well
L/d
PLATES
GRIP
TOLL 20.0
Plate Grip DOL 1.25
TC
0.79
Ven(LL)
-0.20 17-18
>999
360
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC
0.68
Verl
-0.4717-18
>999
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress that YES
WB
0.91
Horz(CT)
0.11 13
n/a
Na
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Wind(LL)
0.27 17-18
>999
240
Weight: 349 lb
FT=20%
LUMBER -
TOP CHORD
2x6 SP No.2 *Except*
4-5: 2x4 SP No.1, 1-4: 2x4 SP No.2
BOT CHORD
2x6 SP No.2
WEBS
2x4 SP No.3
SLIDER
Right 2x6 SP No.2 4-2-13
REACTIONS. (lb/size) 13=1873/0-6-8, 2=375/0-8-0, 21=2398/0-8-0
Max Holz 2=231(LC 12)
Max Uplift 13=-634(LC 9), 2=-141(LC 8), 21=-811(LC 9)
Max Grav 13=1873(LC 1), 2=382(LC 23). 21=2398(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins.
BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing.
WEBS 1 Row at midpt 4-19, 6-19, B-18
FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (I e) or less except when shown.
TOP CHORD 2-3=-295/207, 3-4=-113/324, 4-5= 2648/1683, 5-6= 2327/1664, 6-8=-3676/2449,
8-9=-4021/2683,9-10=-3599/2387,10-11=-3075/2128,11-13=-35OB/2203
BOT CHORD 20-21=-2166/1359, 4-20=-2083/1395, 18-19=-2060/3676, 17-18=-2294/4021,
15-17= 1884/3342,14-15=-2098/3580,13-14=-1793/3032
WEBS 3-21=-480/352,4-19=-1216/2394,5-19=-199/570,9-15=-290/528, 10-15=-442J415,
10-14=-ll65/677,11-14= 550/1123,9-17=-491/946,6-19=-1699/1023,8-17= 377/352,
6-18=-93/467, 8-18=-459/282
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0i MWFRS (envelope) and C-C Extedor(2)-1-0-11 to 4-11-2, Intedor(1) 4-11-2 to 16-8-8, Extenor(2) 16-8-8 to 22-8-8,
Interior(1) 22-8-8 to 38-7-8. Exterior(2) 38-7-8 to 41-2-0, Interior(1) 41-2-0 to 43-2-0, Exterdr(2) 43-2-0 to 49-2-0, Interior(1) 49-2-0 to
50-10-8 zone; cantilever 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) All plates are 4x6 MT20 unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 201 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 6341b uplift at joint 13, 141 lb uplift at
joint 2 and 811 It, uplift at joint 21.
Thomas A. Alban] PE No.39380
MiTek USA, Inc, FL Cert 6634
9904 Parke East Blvd, Tampa FL 33610
Date:
December 28,2019
,&WARNING-Vedtydesi parameters and READ NOTES ON TNLSANU INCLUDED MREKREFERANCEPAGEM/F74]amV. IaVe,fPOrSREFORE USE.
Design valid for use only with Mgeldy connectors, Phis design Is based only upon parameters shown, and Is for on Indlvlduol building component, not
a truss system. Before use, the building designer must verify the oppllcoblllty, of design parameters and properly Incorporate this design Into the overall
bulltling design. Bracing Indicated is to prevent buckling of lncMdual truss web and/or chord members only.. Additional temporary and permanent bracing
Is always required for stabnty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage. delNery, erection and bracing of frusses and truss systems seeANSUIPII Quality Cr6ub, DSS419 and SCSI Building Cnmponont
Sidep In101matbrpvo0oble from Truss Poste Irsnill 218 N. Lee s teet. Suite 312. Alexandria. VA 22314.
��-
MiTek'
6904 Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type
l]ly
Ply
T19002419
2194777-GROZA
AS
Hip f
1 x
1
x
Job Reference (optional)
Builders First Source, I'lant Day, 1-L- 325bb,
1524asuea-aealtlmuenlnausmes,lnc. dat UBaea,V:VVaoeuiu rage i
5.00 F12
54 =
5xa i
6
US
3x6 4 5
24
3
2
20
n 3x8 =
o
]x10 =
ST1.5x8 STP = 23 22
2x4 11 STI.5x8 STP =
7x10 =
7 25 a 9 26 10
19 18 17 16
4x10 MT20HS = 7x10
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in (too)
Udefl
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.74
Vert(LL)
-0.26 17
>999
360
TCDL
15.0
Lumber DOL
1.25
BC 0.79
Vert(CT)
-0.6016-17
>842
240
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.91
Horz(CT)
0.11 14
n/a
n/a
BCDL
10.0
Code FBC2017/TP12014
Matrix-SH
Wind(LL)
0.36 16-17
>999
240
LUMBER- BRACING -
Scale=1:98.0
BxB =
27
20 i
12
3
14 qqq
15 ST1.5xa STP=
7x10 II
PLATES
GRIP
MT20
2441190
MT20HS
187/143
Weight: 340 Ito
FT=20
TOP CHORD 2x6 SP N0.2'Except' TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc pudins.
4-6,1-4: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-11-6 oc bracing.
BOT CHORD 2x6'SP No.2 WEBS 1 Row at midpt 11-16, 7-20, 8-19
WEBS 2x4 SP No.3 *Except*
5-20: 2x4 SP No.2
SLIDER Right 2x6 SP No.2 2-3-5
REACTIONS. (lb/size) 14=1859/0-6-8, 2=305/0-8-0, 22=2483/0-8-0
Max Hom 2=214(LC 12)
Max Uplift 14=660(LC 8). 2=127(LC 12), 22= 881(LC 9)
Max Grav 14=1859(LC 1), 2=31 O(LC 23), 22=2483(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 3-5=-232/494, 5-6=-2283/1459, 6-7=-2015/1418, 7-8=-3940/2609, 8-10=-4722/3047,
10-11=-4460/2963,11-12=-3334/2191,12-14=-3293/2177
BOT CHORD 21-22=-2260/1494, 5-21=-2166/1490, 20-21=-643/403, 19-20=-2248/3940,
17-19=-2710/4722,16-17=-2626/4460,15-16=-1760/3067,14-15=-1760/2793
WEBS 3-22=-503/373,5-20=-1509/2755,6-2D=-188/5D3,12-15=-82/444, 11-16=-999/1676,
7-20=2274/1401, 10-16=699/565, 7-19=-220/644, 10-17=-174/369, 8-19=-930/567
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-CExterior(2) -1-0-11 to 4-11-2, Interior(i) 4-11-2 to 14-8-8, Extedor(2) 14-8-8 to 23-2-5.
Interior(1) 23-2-5 to 42-7-8. Extedor(2) 42-7-8 to 50-10-8 zone; cantilever 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) All plates are MT20 plates unless otherwise indicated.
5) All plates are 4x6 MT20 unless otherwise indicated.
6) This truss has been designed for a 10.0 psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 660 lb uplift at joint 14, 1271b uplift at
joint 2 and 881 Ib uplift at joint 22.
Thomas A Albert PE No.39380
MTak USA, Inc, FL Cort 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
December 28,2019
AWARNING- VerflytleblynparmafereanaREADNOTES ONTHMANDINCLUDEDMfTEKBEFEBANCEPAGEMIFT4Tarev.faMRefSBEFONEUSE.
Design valid for use only with MRekS connectors. This design Is based only upon parameters shown, antl Is for an Individual building component not
a truss system. Before use, the building designer must verify the appllcablllN of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.. Adtlitional temporary and permanent bracing
Is always required for stability and to prevent collapse WM possible personal Injury and property damage. For general guidance regarding Me
M!Tek'
fabrication storage. delivery, erection and bracing of busses and buss systems. seeANSi/IPI1 Cuallh CMeM. DSB-89 and SCSI Building Component
69N Parke East Blvd.
Mom Safety Infermavalloble from Toss Note Institute. 218 N. Lee Street, Suite 312. Alexandria VA 22 1A.
Tampa, FL 33610
Job
Truss
Truss Type
(3ty Ply
T19002420
2194777-GROZA
A9
Hip
1 r 1
Job Reference (optional)
Builders First Source, Plant City, FL-32566,
a.2qusuec UZUIV IIIexrnausare$Inc. aawecm ia:w:ra emn
6x8 = 2.4 11 7x10 =
6.8 =
ST1.5x8 STP = 19 18 17 16 15 14
ST1.54 STP = 7x10 =
3.6 II
Scale =1:92.5
13 12 11
ST1.5x8 STP =
3.6 II
LOADING (psQ
SPACING- 2-0-0
CS'.
DEFL. in
(loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1 1.25
TC 1.00
Vert(LL) -0.17
15 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.56
Vert(CT) -0.3914-15
>999 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.93
Horz(CT) 0.05
11 h/a n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix-SH
Wind(LL) 0.24
15 >999 240
Weight: 341111 FT=20%
LUMBER-
BRACING -
TOP CHORD 2x6 SP No.2'Except*
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
1-4,9-10: 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 5-4-5 oc bracing.
BOT CHORD 2x6 SP No.2
WEBS
i Row at midpt 4-16.5-15, 9-14
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=-120/0-8-0, 19=2980/0-8-0, 11=1774/0-6-8
Max Hom 2=225(LC 12)
Max Uplift 2= 323(LC 24). 19=-1122(LC 9). 11=-654(LC 8)
Max Grav 2=130(LC 9), 19=2980(LC 1). 11=1774(LC 1)
FORCES. (lb) - Mac CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3- 874/1416, 3-4=-543/408, 4-5=-2500/1674, 5-7=-3349/2172, 7-8=-3349/2172,
8-9=-3131/2119,9-10=-1976/1299, 10-11=1720/1202
BOT CHORD 2-19=12061/45, 18-19=-12061745, 16-18=204/468, 15-16=-1453/2498,
14-15=1915/3151, 12-14=-110211774
WEBS 3-19=-2708/1871,3-18126012214,4-18=-1473/967,4-161505/2444, 5-16=-1190/919,
5-15=-634/1023, 7-15=-532/454, 8-15=-131/269, 8-14=--774/614, 9-14=-958/1684,
9-12=649/563, 10-12=-1131/1878
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=15tt; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Extenor(2)-1-0-11 to 4-11-5, Interior(l) 4-11-5 to 12-8-8, Exterior(2) 12-8-8 to 21-2-5,
Interior(1) 21-2-5 to 44-7-8. Extedor(2) 44-7-8 to 50-8-12 zone; cantilever 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 4x6 MT20 unless otherwise indicated.
5) This truss has been designed for a 10.0 DO bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of20.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 323 Ib uplift at joint 2, 1122 Ile uplift at
joint 19 and 6541b uplift at joint 11.
Thomas A. Albans PE No.39390
MTek USA, Inc. FL Cert 6034
6904 Parke East Blvd. Tampa FL 33610.
Date:
December 28,2019
Q WARNING - Verity design paramafarsand READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE hfi l rev. 104Xa2015 BEFORE USE
Design valid for use only wish MBek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not
�'-
a truss system. Before use, me bulltling designer must verify the appllcablllty of design parameters and properly Incorporate this design Into me overall
bgilding design. Bidding Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
M!Tek'
prevent
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldance regarding the
fabrication storage, delivery. erection and bracing of tosses and buss systems. seeANSUfPIi CuaMy Ci tedo, DSIII and BC51 Building Component
69N Parke Easr Blvd.
Safety Informationovailobie from Truss Nate Institute. 218 N. Lee Street Sufle 312. Alexandria. VA 22314.
Tempe, FL 33610
Job
Thus
Truss Type
OtY
Ply
T19002421
2194777-GROZA
A10
Hip
1 r
1
Job Reference (optional)
tsumers I-im Source, From Uiy, FL-32bbU,
6.24V s Use 5 2VIU MI I eK InauMne5. Inc. Sai UeC 2S UU:bU:JU ZU19
Scale =1:92.5
5x6 = 5x6 =
5.00 F12 6x8 i 6x8 =
3 4 5 24 6 7 8 9 25 10 it
ST1.5x8 STP = 21 20 19 18 17 16 15 14 13
ST1,5x8 STP = 7x10 = 7x10 = Si STP =
3x6 11 6x8 = 3.6 II
8-8-0 111-0-01 17-11-12 I Zl-,lR I 325-_ 1 I 39-44 1 41 -10 1 50-10-8
6-11-1P 7---1-A6-11-P d-6-A
Plate Offsets (X,Y)--
[2:0-3-0,0-1-101, f11:0-4-0,0-2-21,
[13:04-8,0-1-81.
[15:0-5-0,0-4-81. [17:0-5-0,0-4-81,
[20:0-2-0,0-3-01, f21:0-48,0-1-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (too),
I/deS
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.83
Vert(LL)
-0.20 16-17
>999
360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC
0.64
Vert(CT)
-0.46 16-17
>999
240
BCLL 0.0 '
Rep Stress Incr YES
WE
0.89
Horz(CT)
0.08 13
We
rda
BCDL 10.0
Code FBC2017/rP12014
Mardi
Wind(LL)
0.28 16-17
>999
240
Weight: 346111
FT=20%
LUMBER-
BRACING -
TOP CHORD
2x6 SP No.2 'Except*
TOP CHORD
1-4: 2x4 SP No.1, 11-12:2x4SP No.2
BOT CHORD
2x6 SP No.2
BOT CHORD
WEBS
2x4 SP No.3
WEBS
REACTIONS.
(Ib(size) 2=-371/0-8-0, 21=3280/0-8-0, 13=1724/0-6-8
Max Horz 2=21 O(LC 12)
Max Uplift 2=-577(LC 24), 21=-1282(LC 9), 13=-655(LC 8)
Max Grav 2=242(LC 9), 21=3280(LC 1), 13=1726(LC 24)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-1230/2012, 34=-286/625, 4-5=-283/596, 5-7=-1903/1259, 7-8=-3294/2030,
8-10= 3702/2315,10-11=-3116/2048,11-12=-1647/1068,12-13=-1692/1138
BOT CHORD 2-21=-1761/1067, 20-21=-1761/1067, 18-20=-1103/1903, 17-18- 1874/3294,
16-17=-2159/3702,15-16=-1890/3115,14-15=-928/1502
WEBS 3-21=-2914/1945,3-20=-1243/2280,4-20=-428/246,5-20=-2950/1805,5-18=463/1040,
7-18=-1650/991,7-17=-110/484, 8-17=-488/339,8-16=-240/284, 10-16=-396/711,
10-15= 932/708, 11-15- 1150/1955,11-14=-823/640,12-14=-1047/1729
Structural wood sheathing directly applied or 3-7-12 oc pudins,
except end verticals.
Rigid ceiling directly applied or 5-0-1 oc bracing.
1 Row at midpt 7-18, 8-17, 11-15
2 Rows at 1/3 pis 5-20
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15111; Cat. II; Exto C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-11 to 4-11-5, Interior(1) 4-11-5 to 11-0-0, Extenor(2) 11-M to 19-5-13,
Interiar(1) 19-5-13 to 464-0, Exterior(2) 464-0 to 50-8-12 zone; cantilever 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 ponding.
4) All plates are 4x6 MT20 unless otherwise indicated.
5) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads.
6) ' This truss has been designed for alive 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 577111 uplift at joint 2, 1282111 uplift at
joint 21 and 655111 uplift at joint 13.
Thomas A. Alban! PE No.39380
MTek USA, Inc, FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
AWARNING -Vedyydcd19hPerametcrsendREADNOTES ONTHISANO/NCLUDEOMREKREFERANCEPAGEM674Mmy.14TSMOISBEFOREUSE
Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a huss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
bustling design. Bracing Indicated Is 10 prevent buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing
Is always required for stability, and to prevent collapse with passible personal lnlury and property tlamage. For general guidance regarding me
fabrication, storage, delivery, erection and bracing of trusses and trusssystems, seeANSVIPII puoltly Criteria. D5149 and SCSI Building Component
Safety mformailonci allable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandeo, VA 22M14.
MTek'
69N Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type
PlyT1900242221947T7-GROZA
All
Hip
["y
1
Job Reference (optional)
Builders First Source, Plant l lly, FL- 32566,
C.24a s vec a zul a mu eK mausmes, Inc.
l u:uu:uI Lu Iv
ex14 MT20HS i
5.00 12 3x4 II 5x8 = 'Sx6 = 6x8 =
3 4 527 6 7 8 9 1028 11 12 13
ST1.5xB STP =
5x6 i
25 24
ST1.5x8 STP=
7x10 =
TOO =
r�•i
18 17 16 15 14
7x10 - 5.8 = 7x10 = ST1.5x8 STP=
3.6 H
Scale = 1:94.2
tt-0o
8A4) B 167-13
P2-311 2]-11.0
3184 -
41.7.1
1 5RV
884 d 5-]-13
57-03 54-13
68A5
s10.11
68As 2b
-
Plate Offsets (X,Y)--
[2:0-3-13,0-2-21, [3:0-11-8,0-3-0], [5:0-3-8,0-2-8],[12:0-4-0,0-2-21,114:0-4-0,0-1-e], [16:0-5-0,0-4-8], [17:0-2-8,0-2-0], [19:0-7-8,0-4-8],
[23:0-4-8,0-3-8],
124:Edae0-3-81 r25:0-5-00-4-121
LOADING (psQ
SPACING- 2-0-0
CSI.
DEFL.
in (roc)
Udefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.65
Vert(LL)
-0.29 19
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.88
Vert(CT)
-0.6619-20
>761
240
MT20HS 187/143
BCLL 0.0 '
Rep Stress Incr YES
W B 0.96
Horz(CT)
0.10 14
n/a
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix-SH
Wind(-L)
0.41 19-20
>999
240
Weight: 355 lb FT=20%
LUMBER-
BRACING -
TOP CHORD
24 SP No.2 *Except*
TOP CHORD
1-3: 2x4 SP M 31, 12-13: 2x4 SP No.2
BOT CHORD
2x6 SP No.2 *Except*
BOT CHORD
4-24,8-18:2x4 SP No.2
WEBS
WEBS
2x4 SP No.3 *Except*
3-25: 2x6 SP ND.2, 17-19: 2x4 SP No.2
REACTIONS.
(lb/size) 2=-972/0-e-0, 2S=4009/0-8-0, 14=1595/0-6-8
Max Hom 2=193(LC 12)
Max Uplift 2=-1 l93(LC 24), 25=-1617(LC 9), 14=-629(LC 8)
Max Gmv 2=493(LC 9), 25=4009(LC 1), 14=1597(LC 24)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2118/3591,3-4=-1412/2485, 4-5=-1401/2468, 5-6=-755/529, 6-8= 3035/1806,
8-9=-4344/2597,9-11=-3841/2330,11-12=3005/1919,12-13=-1047/667,
13-14=-1600/1025
BOT CHORD 2-25=-3228/1899, 24-25=-507/260, 23-24=-280/182, 4-23=-300/220, 22-23=-447/755,
20-22=-1723/3035,19-20=-2549/4411,8-19=-73/379,17-18=-038/766,16-17=-1835/3003,
15-16=-613/992
WEBS 3-25=-2704/1769,23-25= 2703/1619,3-23=-653/1181,5-23=-3623/2133, 5-22=-626/1295,
6-22=-2591/1512,6-20=-376/832,8-20=-1555/952,17-19=-1821/3096, 9-19=-338/551,
9-17=-709/554, 11-17=-532/955, 11-16=-980/750, 12-16=-1398/2308, 12-15=-1039/762,
13-15=-909/1492
Structural wood sheathing directly applied or 3-3-4 oc puffins,
except end verticals.
Rigid ceiling directly applied or 3-5-7 oc bracing.
1 Row at midpl 5-23, 6-22, 8-20, 17-19, 12-16
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-11 to 4-11-5, Interior(1) 4-11-5 to 9-0-0, Exterior(2) 9-0-0 to 17-5-13,
Interior(1) 17-5-13 to 48-4-0, Exterior(2) 48-4-0 to 50-8-12 zone; cantilever 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) All plates are MT20 plates unless otherwise indicated.
5) All plates are 46 MT20 unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Thomas A. Albans PE No.39380
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
IrlTek USA, Inc. FL Cart 6634
will fit between the bottom chord and any other members.
6904 Parka East Blvd. Tampa FL 33610
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1.1931b uplift at joint 2, 16171b uplift at
Oats:
joint 25 and 629 lb uplift at joint 14.
9) This truss has large uplift reaction(s).from gravity load case(s). Proper connection is required to secure truss against upward
December 28,2019
J, WARNING -Verify design Peramefem end HEAD NOTES ON THIS AND INCLUDED MtlEK REFERANCE PAGE MIP74M rev. 1403R015 BEFORE USE.
Design valid for use only with bl connectors. This design Is based only upon parameters shown, and Is for an IndNldual burdIng component, not
a truss systtem. Before use, the bulldlna designer must verifv me aoollcablllN of Clarkin parameters and orcDerly Incorporate this dorlan Into the oven
me
nponent 6904 Parka East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type
Ory
Pty
T79002423
2194777-GROZA
Al2
HALF HIP GIRDER `
1 '
3
Job Reference (optional)
eunaers cast bource, ilea ury, 1-1--44abb,
b.z4u s uec b Gm a Ml i ex mau9lnes. inc. bat uec zb T u:uu:u/ zu19
Scale = 1:94.2
NAILED
NAILED NAILED NAILED NAILED
NAILED NAILED
Special 5xB = NAILED NAILED NAILED NAILED NAILED NAILED NAILED
5.00 12 7z10 4 NAILED NAILED
3x4 II SxB =NAILED 4x12 = 3x4 11 NAILED NAILED NAILED NAILED 5x8
3 428 5 29 30 631 32 7 8 33 34 35 9 36 3710 38 39 11 12 404142 43 1344 45 46 14
1b
ST1.5x8 STP= 27 26 2F47 48 49 -- 5051
52 `- 5354
55 20
19 18 61 16 15
exit ST1.5xe STP= NAILED 5x6 =
7x10 =
5I
57 58 59 fi0 17 64 66
3x4
6x8 = NAILED NAILED NAILED NAILED ST1.5x8 STIR=
Sol II 3x8 = NAILED NAILED
NAILED
1002 =
NAILED NAILED NAILED 3x6 11
8x12 = Bx10 = NAILED NAILED NAILED
NAILED
NAILED
NAILED
Special NAILED
NAILED
NAILED
NAILED
7-0-0 8.0 16-7-4 22-44 32-0.0 38-1-11 44-2-5 50.10.8
-cn.n r.4.nl ztr.a can 1 o-am
Plate Offsets (X,10--
[2:04-0,0-3-141, [3:03-0,0-3A. [6:0-3-8,0-2-81,
[19:0-4-0,0-241; [21:0-2-12,0-4-121.
[22:0.5-0,0-4-81, [24:0-24,0-4-01,
[25:0-3.8;0-1-101. [26:0-2-2,0-531
LOADING last)
SPACING- 2-0-0
CSI.
DEFL.
in
(too)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.84
Vert(LL)
0.44
21
>999
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.59
Vert(CT)
-0.64
21
>780
240
BCLL 0.0 '
Rep Stress ]nor NO
WB 0.80
Hom(CT)
0.07
15
Tiro
Tire
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 1110 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 24 SP No.2'ExcepV TOP CHORD
1-3: 2x4 SP No.2
BOT CHORD 2x6 SP No.2 "Except* BOT CHORD
2-25,9-20: 2x8 SP 240OF 2.0E
WEBS 2x4 SP No.3 *Except*
14-15,4-26,19-21: 2x8 SP 240OF 2.OE, 24-26: 2x6 SP No.2
REACTIONS. (lb/size) 15=3218/0-6-8, 2=-2880/0-8-0, 26=9037/0-8-0
Max Horz 2=178(LC 8)
Max Uplift 15— 1466(LC 4), 2— 3086(LC 20), 26=4314(LC 5)
Max Gray 15=3219(LC 20), 2=1470(LC 5), 26=9037(LC 1)
FORCES. (lb) - Mass. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3912/8176, 3-4=4582/9664, 4-5=-3864/8224, 5-6= 3847/8208, 6-8=-1053/563,
B-9— 11687/5500, 9-10=10765/5041, 10-12=9927/4603, 12-13=-9167/4214,
13-14=-5983/2736,14-15=3038/1494
BOT CHORD 2-27=-7491/3540, 26-27=-7494/3533, 25-26=-2886/1316, 24-25=-1044/538,
5-24=-729/496,23-24=563/1053,22-23=-376Of7901,21-22=-3780/7901, 9-21=-443/365,
19-20=-1496/3094, 18-19=4214/9167, 16-18=-2736/5983
WEBS 3-26=4406/2087, 4-26=-16241825, 24-26=-7042/3394, 4-24=-1043/2092,
19-21=-3156/6941,10-21=-510/973, 10-19=-1344/870,6-24— 9887/4715, 8-22= 32/581,
6-23= 1181/2874,8-23=-7338/3446,8-21=-1836/4045,14-16=2895/6330,
12-19=429/840,13-16=-2351/1366,12-18=-1186/823,13-18=-1633/3516
Structural wood sheathing directly applied or 6-0-0 oo pudins,
except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES-
1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows 2x4 -1 row at 0-9-0 ad, 2x6 - 2 rows staggered at 0-9-0 oc, 2xB - 2 rows staggered at 0-9-0 Do.
Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 ad, 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 -1 row at 0-9-0 Do, 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 Co.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (3) face in the LOAD CASE(S) 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: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psi; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18: MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) All plates are 4x6 MT20 unless otherwise Indicated.
7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1466 Ito uplift at joint 15, 3086 lb uplift at
Thomas A Abaft PE No.39360
MTek USA, Inc, FL Cart 8634
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
QWABNLVG-Vedfy des/91parsthdarsandeEAO NOTES ON TK/SANGINCLUDED MREKREFERANCEPAGEM674TJ rev. IsIaYI015BEFORE USE
Design valid for use only with MOels) connectors. This design Is based only upon parameters shown, and Is for an Indlvlduol building component, not
a truss system. Before use, the building designer must verify the oppllcoblllty of design parameters and properly Incorporate this tleslgn Into Me overall
bulltling design. Bracing Indicated is to prevent buckling of lntlNldwl truss web antl/or chord members only.. Midland temporary and permanent bracing
Is Slways required for stability and to prevent collapse with possible personal Injury and proWdy, damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of husses and truss systems, seeAN5171Pi1 Cu illy crania. Wall and 6CSI Building Component
Safety Informational from Truss Rate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
��
MiTek'
69M Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
T79002423
2194777-GROZA
Al2
HALF HIP GIRDER r
1
3
Job Reference o tional
Builders First Source, Plant City, FL- 32566, 8.240 s Dec 62019 MiTek Industries, Inc. Sat Dec 2810:00:072019 Page 2
ID:?RrVDIkAuFgV uVYAL75snbmON2-wXgeMG_tln1NOOVgu?5u5stgRgGXjwRINt5OveGtwy4TPs
NOTES-
10) This truss has large uplift reaction(s) from gravity load easels). Proper connection is required to secure truss against upward movement at the bearings. Building designer
must provide for uplift reactions indicated.
11) "NAILED" indicates 3-1Od (0.148"163") or 3-12d (0.148"IC3.25")'toe-nails per NDS guidlines.
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 251 lb down and 326 lb up at 7-0-0 on top chard, and 364lb down
and 141 lb up at 7-M on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-70, 3-14=-70, 2-25=-20, 21-24=-20, 15-20=-20
Concentrated Loads (lb)
Vert: 3=-204(F) 7=-117(F) 25=-86(F) 5=-117(F) 27=-364(F)28=-136(F) 29=-117(F)30=-117(F) 31=-117(F) 32=-117(F)33=-117(F) 34=-117(F) 35=-117(F)
36= 136(F) 37=-136(F) 38=-136(F) 39=-136(F) 40=-136(F)41— 136(F)42— 136(F) 43— 136(F)44=-136(F)45=-136(F)46=-136(F)47=-61(F)48=-86(F) 49=-86(F)
50=-86(F) 51=66(F) 52=-86(F) 53=-86(F) 54=-86(F) 55=-86(F) 56=61(F) 57=61(F) 58=61(F) 59=-61(F) 60=-61(F) 61= 61(F) 62= 61(F) 63=61(F) 64=-61(F)
65=61(F) 66=61(F)
QWARNING- Verllydeslgn persaelere and READ NOTES ON TNISANDINCLUDED MarEKREFERANCEPAGEM 74TJrev. 14NYL6ISBEFOREUSE.
Design valid for use only with MBek® connectors. Tills design Is based only upon parameters shown. and Is for an Indlviduol building component, not
��-
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
byllding design. Bracing Indicated is to prevent buckling of individual Ines web and/or chord members only. Additional temporary and permanent bracing
MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fobricaflom storage, delivery. erection and bracing of trusses antl truss systems. seeANSVrPl1 Qua'M CMnk, OB619 and ICSI Building Component
Parke East Blvd.
Both Informolbspvoilable from Truss Note Institute. 218 N. Lee Sheet. Suite 312. AleaanO111 VA 22 14.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
T790D2424
2194777-GROZA
B1
Half Hip 1
1
1
Job Reference (optional)
builders First Source, vim ldty. FL- 32hba,
b
Soo F12
a.L9a 5 Vtla a LV I .11 .. IIIUY]Irltli, 1114'. J rC90 i
gVuVYAL75snbwON2.ZrYA1N8Ox3vJxW pJoPJ19zA1PZ1 FZmsAm2ulDy4TPg
46 = 3x4 = 3.6 =
7 8 23 9
3x4 = 2.4 II ST1.543 STP = 2.4 112x4 11 3.6 11
6x8 =
Scale=1:67.8
LOADING (psf)
TOLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014
CSI.
TIC0.84
BC 0.52
WB 0.62
Matrix-SH
DEFL. in (loc) 'deft L d
Ven(LL) -0.08 15-17 >999 3160
Vert(CT) -0.1915-17 >999 240
Horz(CT) 0.05 10 n/a n/a
Wind(LL) 0.06 17 >999 240
PLATES GRIP
MT20 2441190
Weight: 216 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-11-6 oc puffins,
BOT CHORD 2x4 SP No.2'Excei
except end verticals.
4-20,14-15: 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 4-7-10 oc bracing.
WEBS 2x4 SP No.3
WEBS
i Row at midpt 9-10, 9-15
JOINTS
1 Brace at Jt(s): 13
REACTIONS. (Ib/size) 10=1144/0-3-8, 2=451/0-8-0, 20=1560/0-8-0
!Max Hom 2=468(LC 12)
Max Uplift 10=-462(LC 9), 2=-59(LC 8), 20=-689(LC 12)
Max Grav 10=1231(LC 2), 2=451(LC 1), 20=1560(LC 1)
FORCES. Inc) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-465/0, 3-4=-467/223, 4-6- 14197757, 6-7=-1348/825, 7-8=-1180/840,
8-9=-1067/707,10-12=-1125/741, 9-12=-1073(749
BOT CHORD 2-21=311/388, 20-21=-311/388, 19-20=-1325/1026, 4-19=-1266/1046, 17-18=-980/1240,
15-17=-707/1067
WEBS 4-18=-997/1309,6-18=-300/361,3-20=-064/358,8-15=-7071652,9-15=-895/1351
NOTES-
1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psY BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Extedar(2)-1-0-11 to 4-8-12, Intedor(1) 4-8-12 to 19-3-0, Extedor(2) 19-3-0 to 27-8-13,
Interior(1) 27-8-13 to 34.44 zone; cantilever 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) Provide adequate drainage to prevent waterponding.
3) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads.
4) - This truss has been designed for a live load of 201 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.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 462 lb uplift at joint 10, 59 lb uplift at
joint 2 and 689 lb uplift at joint 20.
Thomas A Alban! PE No.39380
MTak USA, Inc. FL Cart 6834
6904 Parke East Blvd. Tampa FL 33810
Date:
December 28,2019
AWAHNING- Verify tleslgaparsmelersendREADNOTES OnMISANDINCLUDEDUnEKREFERANCEPAGEW74T3rev.10AY40156EFOREUSE.
Design valid for use only with We& connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
o fruits system Before use, Me building designer must verify Me applicability of design parameters and properly Incorporate this design Into Me overall
bylldIng design. Bracing Indicated is to buckling of Individual Muss web and/or chord members only. Additional temporary and permanent bracing
MOW
prevent
Is always required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Ma
fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVTPIl QualitCrBnb, DSB-09 and EC31 Building Component69D4
Palle East Blvd.
Sally fnformafbn�voilable from Truss Flute Institute, 218 N. Lee Sheaf, Suite 312-Alexond4o. VA 22114.
Tampa, FL 33610
Job
Truss
Truss Type
Only
Ply
T19002425
2194777-GROZA
B2
Half Hip
1
1
Job Reference (optional)
nunaers rirsl bounce, ream u1y, rL - J2aaa, a.eau s uec b zul u mi I en inausmes, Inc. am uec za
I D:7RrVDIkAuFgVuVYAL75snbmON2-116Y4j82iM1 AZgNVM7q_"Sq
0
d
Scale = 1:60.6
5x6 = 6.8 = 3x8 =
5.00 12 6 7 16 a
STI.5x8 STP= - '- 11 10 '- 9
4x6 = 3.4 = 3x6 = 3x8 = 5x6 = 3x6 II
LOADING (psi)
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014.
CSI.
TC 0.99
BC 1.00
WB 1.00
Matdx-SH
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wlnd(LL)
in (loc) I/dell Ud
-0.1710-11 >999 360
-0.35 2-13 >999 240
0.09 9 1 1
0.18 11-13 >999 240
PLATES GRIP
MT20 244/190
Weight: 1941b Fr=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 "Except*
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins,
6-7,7-8:2x4 SP No.1
except end verticals.
BOT CHORD 2x4 SP No.2
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 8-9, 7-10, 8-10
REACTIONS. (Ib/size) 9=152910-3-8, 2=1630/0-8-0
Max Horz 2--422(LC 12)
Max Uplift 9=-607(LC 9), 2=-554(LC 12)
Max Gmv 9=1556(LC 2), 2=111)
FORCES. (lb) - Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3147/1824, 3-5=-2855/1710, 5-6=-2031/1313, 6-7=-1809/1301, 7-8=-1418/966,
8-9=-1453/1083
BOT CHORD 2-13=-2118/2791, 11-13=-1810/2347, 10-11=-984/1439
WEBS 3-13=-308/372, 5-13=-188/503, 5-11=-720/675, 6-11=-82J398,7-11=-422/492,
7-10= 1022/916, 8-10=-1253/1842
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-1-0-11 to 4-11-5, Intedar(1) 4-11-5 to 17-3-0, Exterior(2) 17-3-0 to 25-8-12,
Intedor(1) 25-8-12 to 34-4-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of20.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 = 1 O.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6071b uplift at joint 9 and 554111 uplift at
joint 2.
Thomas A. Alban! PE No.3938D
MTek USA, Inc. FL Can 6634
6904 Parke East Blvd. Tampa FL 33610.
Date:
December 28,2019
AWARNING - Verily desrgaperameferaen6READ NOTES ONMIS ANDINCLUDED MREKREFERANCEPAGE MIP74M.,1Wa3R01 BEFORE USE.
Design void for use only with Mnek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not
a truss system. Before use, the building designer must verify the cppllcobllity, of design parameters and papery Incorporate this design Into the overall
byrding design, Bracing Indicated is to prevent buckling of lndrvidual truss web and/or chord members only. Additional temporary and permanent bracing
Mffek'
Is always required for stability and to prevent collapse with possible personal Inury, and property damage. For general guldi regarding me
fabrication, storage, delivery, erection and bracing of misses and buss systems wellihati I Quality CmuW, DSB-69 and I1C$I Building Component
69M Parke Easl Blvd.
Sabty mlomlatbnwailabie ham Truss Rafe Institute, 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
T79002426
2194777-GROZA
B3
Half Hip 1
1
1
Job Reference o boreal
builders hint source, hiam LAIy, hL- 32000,
0
d
5x6 =
5.do 12
4
0.44u5 Uec 0zu 10 Ml Iex
ID:7RrVDIkAuFgVuVYAL75snbwON2.1161
3x4 =
5 16
um. am sec Ao m:uu:m zur. ray. i
gNVM7q_hAjS7yHwIF1 OPOnSggy4TPf
Scale=1:60.7
3x6 = 3x4 = 2x4 II
6 17 7 8
5x6 = 2x4 II 4x6 = 3x8 = 5xB:= 6.8 =
LOADING (psf)
SPACING-
2-0-0
CS'.
DEFL.
TCLL 20.0
Plate Grip DOL
1.25
TC 0.97
Vert(LL)
TCDL 15.0
Lumber DOL
1.25
BC 0.94
Ven(CT)
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.81
HOrz(CT)
BCDL 10.0
Code FBC2017/rP12014
Matrix-SH
Wind(LL)
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORE
1-3: 2x4 SP No.1
BOT CHORE
BOT CHORD 2x4 SP No.1 'Except'
WEBS
2-12: 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 9=1529/0-3-8, 2=1630/0-8-0
Max Horz 2=375(LC 12)
Max Uplift 9= 613(LC 9), 2=542(LC 12)
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-3138/1883, 3-4=-2280/1430, 4-5= 2010/1432, 5-7- 1607/1028
BOT CHORD 2-13=-2110/2775, 11-13=-2112/2770, 10-11=-1368/1973, 9-10=-757/1082
WEBS 3-13=0/315, 3-11=-8481752,4-11=-190/501, 5-10=-684/620, 7-10=-491/993,
7-9=-1709/1207
in (too)
Well
Ud
PLATES
GRIP
-0.2110-11
>999
360
MT20
244/190
-0.43 10-11
>940
240
0.11 9
Na
Na
0.17 13
>999
240
Weight: 1871b
FT=20%
Structural wood sheathing directly applied, except end verticals
Rigid ceiling directly applied or 2-2-0 oc bracing.
1 Row at midpt 3-11, 7-9
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=15R; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Eateror(2) -1-0-11 to 4-11-5, Intenor(1) 4-11-5 to 15-3-0, Extedor(2) 15-3-0 to 23-8-13,
Interior(l) 23-8-13 to 34-4-4 zone; cantilever 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 Dancing.
3) This truss has been designed for a 10.0 Oaf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6131b uplift at joint 9 and 5421b uplift at
joint 2.
Thomas A. Albani PE No.39360
Mi rek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
Q WARNING -VeNfydeslgn peremefersend READ NOTES ON TNISAND INCLUDED MrrEKREFERANCEPAGEM47413mv. INAa2015BEFOREUSE.
Design valid for use only witn MRek® connectors. This design Is based only upon parameters shown, and Is for on individual building component not
a truss system. Before use, he building designer must verity he applicability of design parameters and properly Incorporate this design Info the overall
byrdIng design. Bracing Indicated is to prevent buckling of lndMduai truss web and/or chord members only. Additional temporary and permanent bracing
M!Tek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage. delivery. erection and bracing of trusses and fwss systems, seeANSVTPII Quality criteria, DS849 and SCSI Building Component
69N Parke East Blvd.
Safety Informatbnworable from Loss Rate Institute, 218 N. Lee Street, Suite 31Z Alexandria. VA 22314
Tampa, FL 33610
Job
Truss
Truss Typa
Oty
Ply
T19002427
2194777-GROZA
S4
Half Hip
1
1
r
Job Reference (optional)
tluneers rirsl source, tlam ury, tL- azaoo, »���_� ���,"•,,, ��,,,���,,,_�, ��, - -� �
Scale=1:56.4
5x6 = 7x10 = 4x6 =
4 13 6 14 6
ST1.SxB STP = 34 =
4x6 = 2.4 II 3x8 = 5x3 = 3x6
LOADING (psi
SPACING-
2-0-0
CS'.
DEFL. in
(too). Udell List
PLATESGRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.79
Ven(LL) -0.20,
7-8 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.81
Ven(CT) -0.43
7-8 >876 240
BCLL 0.0 '
Rep Stress Inor
YES
W B 0.82
Horz(CT) 0.08
7 Na n/a
BCDL 10.0
Code FBC2017/TPI2014
Matdx-SH
Wind(LL) 0.16
9 >999 240
Weight: 1831b FT=20%
LUMBER-
BRACING -
TOP CHORD 2x6 SP N1.2 *Except-
TOP CHORD
Structural wood sheathing directly applied or 2-6-14 oc puffins,
1-4:2x4 SP No.2
except end verticals.
BOT CHORD 2x4 SP No.2 *Except-
BOT CHORD
Rigid ceiling directly applied or 4-0-11 oc bracing.
8-10: 2x4 SP No.1
WEBS
1 Row at midpt 6-7, 5-9, 6.8
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 7=1420/0-3-8, 2=1522/0-8-0
Max Hoa 2=325(LC 12)
Max Uplift 7=-572(LC 9), 2=-500(LC 12)
FORCES. (lb) -Max. CompJMaz. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-2909/1798, 3-4= 2241/1427, 4-5=-1979/1415,,5-6=-1825/1205, 6-7— 1337/991
BOT CHORD 2-11=-1979/2571, 9-11=-1979/2571, 8-9=-1226/1848
WEBS 3-11=0/253, 3-9=-653/625, 4-9=:80/447, 5-8=-855/813,6-8=-1383/2086
NOTES-
1) Unbalanced roof live loads have been Considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132ni TCDL=4.2psf; BCDL=5.Opsh h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-11 to 4-11-5, Interior(1) 4-11-5 to 13-3-0, Extedor(2) 13-3-0 to 21-8-13,
Intedor(1) 21-8-13 to 31-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to, prevent water pending.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2.0.0 wide
will fit between the bottom chord and any other members, with BCDL = 101
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 572 lb uplift at joint 7 and 500 lb uplift at
joint 2.
Thomas A. Albani PE NoS9980
MTek USA, Inc. FL Cart 6694
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
O WARNING -Vedlydeslgnparamefers antl READ NOTES ON TN/SANDINCLUDED MREKREFERANCEPAGE411i rev. 1pileda15 BEFORE USE.
Design valid for use only with MRel connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a hum system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to buckling of lndlvldual hum web and/or chord members only. Atltltilonal temporary and permanent bracing
MiTek'
prevent
s diways required for stability and to prevent collapse with possible personal injury and property damage.. For general guldance deciding the
storage, delivery, erection and bracing of trusses and hum systems. seeANSVIPII GualMy Cdledo, DSO419 and BCSI Bulding Component
6e04 Parke East Blvd.fabrication;
Sorely Infomralbrnvollcbie from Truss Plate Institute, 218 N; Lee Sheet. Suite 312. Alexontlrlo, VA 22 14.
Tampa, FL 33610
Job
Truss
Oty
Ply
T79002428
2194777-GROZA
S5
�TrussType
Half Hip
1
1
Job Reference (optional)
dulmers First source, vim ully, rL- 32bbb, 6,24e s UBa 6 2U1a MI I ex Industries, Inc. Sat use z6 l u:uu:zz zu1a rage T
ID:7RrVDIkAuFgV uVYAL75snbmON2-_OEJVOAI E_HtozXuTYsSnbopAmOgm9SItkGYvYy4TPd
I I 18-2-15 1 32-1-0
31055-00.5-0 &10
6.11-15 r
b
Scale = 1:56.4
46 = 3x4 = 3x6 = 3x4 = 3x8 =
4 5 17 6 7 1B 8
o _ 6 = x4 o r
bx6 2.4 11 3x8 = 3x6 = 3= 5x6 = 3x6 11
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Gdp DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TPI2014
CS1.
TC 0.94
BC 0.73
WB 0.81
Matrix-SH
DEFL.
Ved(LL)
VerUCT)
Horz(CT)
Witil
in (too) I/defl Ud
-0.13. 11-13 >999 360
-0.3311-13 >999 240
0.09 9 n/a rVa
0.1811-13 >999 240
PLATES GRIP
MT20 244/190
Weight: 173 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directlyapplied or 2-2-0 Be pudins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x4 SP No.3
SOT CHORD Rigid ceiling directly applied or 4-0-15 oc bracing.
WEBS
1Row at midpt 8-10,5-13
REACTIONS. (IWsize) 9=1420/0-3-8, 2=1522/0-8-0
Max Hors 2=283(LC 12)
Max Uplift 9=-577(LC 9), 2=-523(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-2934/1857, 34=-2392/1535, 4-5_ 2152/1506, 5-7=-2363/1546, 7-8=-1661/1074,
8-9— 1357/962
BOTCHORD 2-14— 1991/2595, 13-14=-1991/2595, 11-13=-1S46/2363, 10-11=-1074/1661
WEBS 3-13=-525/540, 4-13=-193/524, 8-10=-1287/1995, 5-13=-268/153, 7-10=-1003/819,
5-11=-35B/425, 7-11=-619/858
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsl; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-11 to 4-11-5, Intedor(1) 4-11-5 to 11-3-0, Exterior(2) 11-3-0 to 19-8-13,
Intedor(1) 19-8-13 to 31-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water pending.
3) This truss has been designed for a 10.0 fast bottom chord live load nonconcunent with 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 577 Ib uplift at joint 9 and 523 lb uplift at
joint 2.
Thomas A Albani PE No.39360
MTek USA, Inc, FL Cart 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
Q WARNING-VedrydeNgnper .fammOREAONOTES ON MIS AND INCLUDED MREKREFERANCEPAGEMIF74M rev. 104132015 BEFORE USE.
Design valid for use only with Viffek® connectors. lhls design Is based only upon parameters shown, and Is for on Individual building component, not
��-
a hum system. Before use, the building designer must verify the appllcablllry, of design parameters and properly Incorporate this design Into the overall
bglding design. Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only.Additional temporary and permanent bracing
b always required for stability and to prevent collcpse with possible personal injury and property damage. For general guidance regarding tho
fob4caron, storage, delivery, erection and bracing of trusses antl toss systems, seeANSUTFI1 Quo' 11yy Cliff all DSB419 and BC51 Building Component
safety InformationavaJable from Tmss Note Imtilute. 218 N. Lee Sheet, Sure 312, Nonlantleo. VA 22314.
MOW
6904 Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type
aty
Ply
T19002429
2194777-GROZA
B6
Half Hip
1
1
Job Reference (optional)
tlullaers rest bounce, Plam Ully, FL - 32b66,
15.241) S U6c B 2ul9 MI I ex industries, Inc. bat UGC 28 10:00:23 2019
ID:7RrVOIkAuFgVuVYAL75snbmON2-SwhlkBw?HPkO7641 FOWpLzzA14VaAS5006F
Scale =1:56A
5x6 = 3.4 = 4x6 = 3x4 = Sx8 =
c nnF,-,- 4 5 15 6 7 16 B
STI.SX8 STP= 13 11 10 9
4x6 = 3x8 = 4x6 3x4 = 5x8 = 3.6 II
9-3-0 16d0-15- I-5.1 I 32-1-0
ac-n
Plate Offsets (X Y)-
[4:0-3-00-2-41 [6:0-3-0 Edgel [10:0-4-0 0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(too)
Ideff
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 1.00
Veri
-0.18
2-13
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.98
Vert(CT)
-0.43
2-13
>892
240
BCLL 0.0 '
Rep Stress lncr YES
WB 0.91
Horz(CT)
0.10
9
Na
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix-SH
Wlnd(LL)
0.23
11
>999
240
Weight: 164111 FT=20%
LUMBER -
TOP CHORD
2x4 SP No.2 *Except*
4-6: 2x4 SP No.1
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP-No.3
REACTIONS. (Ialsize) 9=1420/0-3-8,2=152210-8-0
'Max Horz 2=236(LC 12)
,Max Uplift 9=-582(LC 9). 2=-548(LC 8)
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at Fill 5-13, 8-10
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 260 (lb) or less except when shown.
TOP CHORD 2-3=-2864/1899,3-4=-2593/1627,4-5=-2360/1587, 5-7=-2915/1885, 7-8=-2155/1354,
8-9=-1350/945
BOT CHORD 2-13= 1969/2549, 11-13=-1885/2915, 10-11=-1354/2155
WEBS 3-13=-263/425, 4-13=-229/601, 5-13=-629/399, 5-11=-264/368, 7-11=-636/860,
7-10=-958/787, 8-10=-1494/2387
NOTES-
1) Wind: ASCE7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opst h=15ft; Cat. IC Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-11 to 4-8-0, Interior(1) 4-8-0 to 9-3-0, Extericl 9-3-0 to 17-8-13,
Interior(l) 17-8-13 to 31-11-4 zone; cantilever left and right exposed ;C-C for members and forces R MW FRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water pending.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads.
4) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 582 lb uplift at joint.9 and 548lb uplift at
joint 2.
Thomas A. Alban PE No.38380
li USA, Inc. FL Cad 6634
III Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
O WARNING- Vedtydealgn PsimmetemandfEAD NOTES ON THISAND INCLUD£DMITEKBEFEBANCEPAGEM67473 rl 10,034615 BEFORE USE
Design valid for use only with MBek® connectors. Vnis design Is based only upon parameters shown, and Is for an IndNidual building component, not
a truss system. Before use, the building designer must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall
bglltlingdosign. Bracing Indicated is to prevent buckling of Individual true web and/or chord members only. Addalonal temporary and permanent brodng
Is always required far stability and to prevent collapse with possible personal injury and property darl For general guidance regarding the
fabrication garage, delivery. erection and bracing of musses and muss systems, WeANSUIPII Qua1I1y Classic, DSBde and Bpi Building Component
Safety InfermaFbnwoiloble from Truss Plate Instil te. 218 N. We Sheet, Suite 312. Alexandria. VA 22314.
��-
M!Tek'
69M Parke Sag Blvd.
Tampa, FL 33610
Job
Truss
Truss Typa
Ory
Ply
T19002430
2194777-GROZA
87
HALF HIP GIRDER '
1 '
2
Job Reference (optional)
Builders First Source, Plant City, FL- 32566,
5 ZUl 9 MiTek Industries, Inc. Set Dec 28 10:UU:26 2019 Pagel
Scale - 1:60.5
• NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED
5x6 = 3x6 = 3x4 = 4x6 = 3x4 = 3x8 = 5x6 =
5.00 12 NAILED NAILED NAILED NAILED NAILED NAILED
4 18 19 5 20 21 22 6 23 7 a 24 25 9 26 27 10
4x6u= - 2A4 II Sx8 = NAILED NAILED 7x10 = NAILED 3x4 =Jy NAILED 7xIO ,u NAILED 5N6 = NAILED NAILED a II
Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED
LOADING (psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 15.0 Lumber DOL 1.25
BCLL 0.0 ' Rep Stress her NO
BCDL 10.0 Code FBC2017/TPI2014
CSI.
TC 0.36
BC 0.90
WB 0.65
Matrix-SH
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (too) Utleft L/d
-0.24 14-15 >999 360
-0.5514-15 >742 240
0.11 11 n/a n/a
0.3614-15 >999 240
PLATES GRIP
MT20 244/190
Weight: 4641b FT=20%
LUMBER- BRACING -
TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-7-6 oc pudins,
1-4: 2x4 SP No.2
except end verticals.
BOT CHORD 2x8 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-8 ac bracing.
WEBS 2x4 SP No.3 *Except*
10-11: 2x6 SP No.2, 10-12,5-16,9-13,6-15,8-14: 2x4 SP No.2
REACTIONS. (Ib/size) 11=3285/0-3-8, 2=3228/0-8-0
Max Hom 2=185(LC 8)
Max Uplift l l=-1471(LC 5), 2=-1400(LC 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 25011) or less except when shown.
TOP CHORD 2-3=-6853/2945, 3-4=-6751/2960, 4-5=-6143/2738, 5-6=-8780/3934, 6-8= 9498/4.253,
'
8-9=-8320/3728,9-10=-5237/2347, 10-11=-3123/1496
BOT CHORD 2-17=2750/6158, 16-17=-2750/6158, 15-16=-3934/8780, 14-15=-4253/9498,
13-14=-3728/8320,12-13=-2347/5237
WEBS 4-16=-721/1981, 10-12- 2597/5795, 5-16=-3064/1370, 9-12= 249Wl38B, 5-15=-25/742,
9-13=-1576/3519, 6-15=-863/368,8-13=-1414/873,6-14=-359/398, 8-14=-599/1343,
3-16=-148/260
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 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.,
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 ac.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as IF) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=1511; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ;.Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water pending.
6) This truss has been designed for a 10.0 list bottom chord live load nonconcurrent with any other live loads.
7) - This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of fmss to bearing plate capable of withstanding 1471 Ile uplift at joint 11 and 1400 Ile
uplift at joint 2.
9) 'NAILED" indicates 3-1 Od (0.148'x3') or 3-12d (0.148'x3.25') toe -nails per NDS guidlines.
Thomas A. Abaft PE No.39380
MiTek USA, Inc. FL Cart 6634
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4421b down and 2331b up at
6904 Parke East Blvd. Tampa FL 33610
5-0-12 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others.
Date:
LOAD CASE(S) Standard
December28,2019
Q WARNING- Vedry Eealgn peremerere antl READ NOTES ON THISAND WCLUDED 1IvTEKREFERANCEPAGEMIH473®v. la'030015BEFORE USE.
Design valid for use only with M0ekG connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a hum system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall
bylldIng design.&acing Indicated is to prevent buckling of Individual truss web and/or hord members only. Additional temporary and permanent bracing
WOW
a always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding fine
fobrication, storage, delivery, erection and bracing of trusses and fmss systems seeAN5VR11 Qua Bry Criteria, DS349 and 101 Building Component
69" Pans East BIRO.
Safety Informationavollabie from Truss Rate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type _
Oty
Ply
T79002430
2194777-GROZA
87
HALF HIP GIRDER
1 '
2
Job Reference (optional)
Builders First Source, Plant City, FL- 32566, 8.240 s Dec 62019 MiTek Industries, Inc. Sat Dec 2810:00:26 2019 Page 2
ID:7RrVDIkAuFgVUVVAL75snbmON2-sBUgLmDpHCnJHbrfiNxOxRyeGNIGd7vunMEm2Jy4TPZ
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pIQ
Vert: 1-4=-70, 4-10=-70, 2-11=-20
Concentrated Loads (Ib)
Vert: 4=-144(B)7=-144(B) 16=-64(B) 12=-64(B)9=-144(8)13=-64(B)8=444(13) 18=-144(B) 19=-144(B)20_ 144(B)21— 144(B) 22=-144(B)23=-144(B)
24=-144(B) 25— 144(B) 26=-144(B) 27=-144(B) 28=-442(B) 29=-64(B) 30= 64(B) 31=64(B) 32=-64(B) 33=64(B) 34=-64(B) 35=-64(B) 36=-64(B) 37=-64(B)
38=-64(B)39=-64(B)
,&WARNING-VeH/ydeslen Parameters and READ NOTES ON THIS AMD INCLUDED MITEKREFERANCEPAGEMIF74"my, iDNYA0IS BEFORE USE
Design valid for use only with Milek® connectors. this deslgn Is bored only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the appllcoloilfy, of design parameters and properly Incorporate this design Into the overall
bylIdIng deslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing
MiTek'
Is always real for stability and to prevent collapse with possible personal Injury and properly damage. For general gultlance regarding the
fabrication. storage. delivery, erection and bracing of trusses and truss systems, soCANSUt91t QualM Criteria, DSM9 and IICSI Building Componont
6904 Parke East Blvd.
Sohly Inlormalbmvoloble from Truss Plots Insfil 218 N. We Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Jab
Truss
Truss Type
Cty
Ply
T19002431
2194777-GROZA
C1
Half Hip x
1
1
Job Reference (optional)
Builders First Source, Plant City, FL- 32566, 8.240 s Dec 62019 MiTek Industries, Inc. Sat Dec 2810:00:27 2019
ST1.5x
5.00 F12 34 = Bell I I Scale = 1:53.0
5 6
3.6 11 3x4 =
LOADING (psi)
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Gdp DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/rP12014
CSI.
TC 0.59
BC 0.50
W B 0.76
Matfiz-SH
DEFL. in
Vert(LL) -0.05
Vert(CT) -0.14
Horz(CT) -0.01
Wind(L-) 0.09
floc) Udell Lrd
1-10 >999 360
1-10 >999 240
7 n/a n/a
1-10 >999 240
PLATES GRIP
MT20 244/190
Weight: 100 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directlyapplied or 5-2-11 oc puffins,
BOT CHORD 2x4 SP No.2 *Except*
except end verticals.
4-8: 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SO No.3
WEBS
1 Row at midpt 6-7
REACTIONS. (lb/size) 7=70/0-3-8, 1=56310-6-8, 8=830/0-2-8
Max Horz 1=364(LC 12)
Max Uplift 7=-45(LC 9), 1- 148(LC 12), 8=-405(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-899/283
BOT CHORD 1-10=-608/752, 9-10=-608/752, 8-9=-798/714, 4-9=-001/480
WEBS 2-10=0/304, 2-9=-836/663
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCOL=5.Opsf; h=15f ; Cat. It: Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exteriar(2) 0-3-4 to 63-4, Interior(1) 6-3-4 to 15-8-8, Exterior(2) 15-8-8 to 16-6-4 zone;
cantilever left and fight exposed ;C-Cfor members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for alive 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 at joint(s)8.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 7, 148lb uplift at joint
1 and 405 Ito uplift at joint 8.
Thomas A Albani PE No.39380
MiTek USA, Inc. FL Cart 6834
6904 Parise East Blvd. Tampa FL 33610
Dale:
December 28,2019
AWARN/NG-Ver/rydes/gnparametemandREADNOTESONMISANDINCLUDEDIMEKBEFENANCEPAGEM*7473na,10,A42015BEFOREUSE.
Design valid for use only with MgekD connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a fruss system,: Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
byidingdesign. Wooing Indicated Is to prevent pucklIng of Individual trum web and/or chord members any. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Inury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and hum systems. seeANSVMII Quality Criteria, DS"9 and 6CSI BuIldNd Component
69N Parke East Blvd.
Safety intomi afbmvoiloble from Thus Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
T19002432
2194777-GROZA
C2
Half Hip '
1
i
Jab Reference (optional)
dancers rust boards, rimer uury, I-L- ueabb,
a.L9u s uec b Zulu ml 1 el! mpusmes, Inc.
1u:uu:J1 Zulu
0
b
ST1.5x_ _.. —.
3x4 i
30 = 3.6
46 — 30 =
5 6
5xe = 3.6 11
Scale = 1:50.0
9.7-12
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.59
Vert(LL)
-0.16
8-10
>999
360
MT20- 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.95
Vert(CT)
-0.37
1-10
>669
240
BCLL 0.0 '
Rep Stress Incr
YES
WE 0.93
Homil
0.04
7
n/a
n/a
BCDL 10.0
Code FBC2017RPI2014
Matrix-SH
Wind(LL)
0.14
1-10
>999
240
Weight: 127 lb FT=20%
LUMBER-
BRACING -
TOP CHORD
2x4 SP No.2
TOP CHORD
BOT CHORD
2x4 SP No.2
WEBS
20 SP No.3
BOT CHORD
WEBS
REACTIONS. (lb/size) 7=929/0-3-8, 1=929/0-8-0
Max Horz 1--"4(LC 12)
Max Uplift 7=-429(LC 12), 1=-297(LC 12)
FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1693/782, 2-4=-1354/587, 4-5=-347/102, 6-7=-9501737
BOT CHORD 1-10=1167/1489, 8-10=-766/890
WEBS 2-10=-422/509,4-10=-300/619;4-8=-865r765,5-8=-205/317, 6-8=-735/942
Structural wood sheathing directly applied or 3-6-14 oc pudins,
except end verticals.
Rigid ceiling directly applied or 2-2-0 oc bracing.
1 Row at mil 6-7, 4-8
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl.,
GCpIl8; MWFRS (envelope) and C-C Exterior(2) 04-0 to 6-5-8, Interior(1) 6-5-8 to 18-10-0, Extedor(2) 18-10-0 to 20-11-12 zone;
cantilever left and right exposed ;C-C for members and forces & MI for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Provide adequate drainage to prevent water pending.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2--0-0 wide
will fit between the bottom chord and any other members, with BCDL= 10.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4291b uplift at joint 7 and 297111 uplift at
joint 1.
Thomas A. Alban! PE No.39388
MITI DSA, Inc. FL Cert 6634
69U Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
Q WARNING -Vedry dealgn parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERANCE PAGE MIP7473re¢faN12015 BEFORE USE
Design valid for use only with MRek® connectors. IDls design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
byllding design. Bracing lntllcated is to prevent buckling of individual truss web and/or chord members only.. Addiflonal temporary and permanent bracing
MiTek'
Is always required for stabiilty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fcbdcation, storage, calivery, erection and bracing of trusses and huss systems, weANSUIPIt CuNBy Cdbrlo, OSS49 and SCSI guiding Component
69M Parke East Blvd.
Safety Infomratbrrnraiiable from Truss Plate Institute, 218 N. Lee Street. Sidle 312, Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
DN
Ply
T19002433
2194777-GROZA
C3
Half Hip '
1 '
1
Job Reference (optional)
Builders First Source, Plant City, FL- 32566, 8.240 s Dec 62019 MiTek Industries, Inc. Sat Dec 2810:00:32 2019 Page 1
ID:7RrVDIkAuFgVuVYAL75snbmDN2-hLrSbplZt2YT?WIp3e2oAiCbYoOl6fjnAHh4Gzy4TPT
&10E 16-10-0 21-1-0
r1-40 6-10-6 4-7-10 I 5-4-0 I 4-3-0
4.6 = 3x4 = Scale = 1:47.1
c nnr,—,-
4x6 = 3x4 = 3x6 _ 3xB = 3x6 11
LOADING (psl
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber 1 1.25
Rep Stress Incr YES
Code FBC2017LrP12014
CSI.
TC 0.63
BC 0.84
WE 0.89
Matrix-SH
DEFL. in
Vert(LL) -0.22
Vert(CT) -0.47
Hoa(CT) 0.03
Wind(LL) 0.10
(too) Well Ud
9-11 >999 360
9-11 >522 240
8 rula n/a
2-11 >999 240
PLATES GRIP
MT20 244/190
Weight: 1231la FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-3-3 oc purlins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or5-2-14 oc bracing.
WEBS
1 Row at midpt 7-8
REACTIONS. (lb/size) 8=924/0-3-0, 2=1028/0-8-0
Max Harz 2=412(LC 12)
Max Uplift 8=-376(LC 12), 2=-359(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-1734/790, 3-5>1685/955, 5-6=-558/294, 6-7=-442/350, 7-8=-916/752
BOT CHORD 2-11=-1156/1494, 9-11=-870/969
WEBS 5-11=-472/766, 6-9=-149/259, 7-9=-712/902,3-11=-348/411, 5-9=-704/691
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; III Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-11 to 4-11-5, InteOor(1) 4-11-5 to 16-10-0, EMerior(2) 16-10-0 to 20-11-4
zone; cantilever 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) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
4)' This truss has been designed for a live load of 20.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) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 376 lb uplift at joint 8 and 359111 uplift at
joint 2.
Thomas A. AUxmi PE No.39380
Mick USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33810
Data:
December 28,2019
,&WARNING- Vedlydeslgnparseideraand READ NOTES ON MIS AND INCLUDED MITEKREFERANCE PAGE Mp74TJ rev. 1WAV4a15 BEFORE USE.
Design valid for use only with MOeldl) connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use. Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collcpse with possible personal hill and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of busses and truss systems. SeeANSVIPII QuaTBry Ci tech, 031129 and BCSI Building Component
Safety Ctformatbmvaiiable ham Truss Plate Institute. 218 N. Lee Street Suite 312, Alexantltla. VA 22314.
MiTek'
69W Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type
I]ly
Ply
T19002434
2194777-GROZA
C4
Half Hip
1
1
Jab Reference (optional)
Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MITek Industries, Inc. Sat Dec 26 10:00:33 2019
5x8 =
5.00 rl2
2x4 II
4x6 = 3x4 = ben —3x4 = 6xB =
Scale = 1:44.8
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL O.D '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TPI2014
CSI.
TC 0.60
BC 0.65
WB 0.41.
Matrix-SH
DEFL in
Ven(LL) -0.09
Vert(CT) -0.21
Horz(CT) 0.04
Wind(LL) 0.10
(too) Well Lid
9-11 >999 360
9-11 >999 240
8 n/a n/a
2-11 >999 240
PLATES GRIP
Iv1T20 244/190
Weight: 1181b FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-4-9 oc puffins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 5.1-3 oc bracing.
WEBS
1 Row at midpt 6-8
REACTIONS. (Ib/size) 8=924/0-3-0, 2=1028/0-8-0
Max Horz 2=366(LC 12)
Max Uplift 8=-351(LC 9), 2=-364(LC 12)
FORCES. (lb) - Mass. CompJMax: Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1720/924, 3-5=-1674/1106, 5-6=-753/503
BOTCHORD 2-11=-1227/1482,9-11=-913/1022,8-9=-543/664
WEBS . 5-11=-482(707, 6-9=-336/594,6-8=-931/761, 5-9— 557/566,3-11=-357/422
-
NOTES-
1) Wind: ASIDE 7-10; Vult=170mph.(3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ff; Cat. II; Exic C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-11 to 4-11-5, Interior(1) 4-11-5 to 14-10-0, EMedor(2) 14-10-0 to 20-11-4
zone; cantilever left and right 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 pending.
3) This truss has been designed for a 10.0 pat bottom chard live Iliad nonconcument with any other live loads.
4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL= 10.0psf.
5) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 351 Ib uplift atjoint 8 and 3641b uplift at
joint 2.
Thomas A. Albani PE No.39380
MITI USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
AWARNING. VedydeelgnpmmeteraendREAONOTESONTNISANOtNCLUDWMREKREFERANCEPAGEMSJ4mme Ifi=WISBEFOREUSE.
Design valid for use only with MITek® connectors. this design Is based only upon parameters shown, and Is for an Indlvldual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
bUldIng design. Bracing indicated is to prevent buckling of lndNltluol truss web and/or chord members only. Addtional temporary and permanent brocing
MiTek'
Is always required for stability and to prevent collapse with possible personal hdury and properly damage. For general guidance regarding the
/obdcotlon, storage, delivery, emotion and bracing of trusses and Muss systems seeANSI/IPII pool2ry1CModa. DSO-89 and SCSI building Component
690,1 Parke East Blvd.
Safety m/ormotbmvalloble from Truss Rate Institute. 218 N. Lee Sheet. Suite 312. Alexandria, VA 2214.
Tampa, FL 33610
Job
Truss
Truss Type
Oly
Ply
T19002435
2194777-GROZA
C5
Half Hip
1
1
Jab Reference (optional)
tlullaerc I -ma bounce, rlant tiny, rL-32bbb,
a.z4G a use b zU1 a mu ex maustries, Inc. ea, uec zo l u:uu:aa eu re
I
4x6 =
Scale = 1:41.2
3.8 =
_...__ _.. 3x4 = axe — 5x8=
US = 3x6 11
LOADING (psi)
SPACING-
2-0-0
CSI.
DEFL.
in
(too)
Vasil
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.78
Vert(LL)
-0.12
9-11
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.73
Vert(CT)
-0.30.
9-11
>929
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.76
Horz(CT)
0.04
8
n/a
File
BCDL 10.0
Code FBC2017(rP12014
Matdx-SH
Wind(LL)
0.11
9-11
>999
240
Weight: 129 lb FT=20%
LUMBER-
BRACING -
TOP CHORD
2x4 SP No.2 *Except*
TOP CHORD
5-7: 2x4 SP No.1
BOT CHORD
2x4 SP No.2
BOT CHORD
WEBS
2x4 SP No.3
WEBS
JOINTS
REACTIONS.
(Ib/size) 8=1035/0-3-B, 2=113B/0-8-0
Max Horz 2=319(LC 12)
Max Uplift 8=-40B(LC 9), 2=-396(LC 12)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD
2-3=-1996/1198, 3-4=-1967/1417, 4-5=-1095/763, 5-6=-1040/771, 6-7=-10391771,
7-8=-966//89
BOT CHORD
2-11=-1423/1736, 9-11=-1027/1236
WEBS
4-11=-608/768,4-12=-357/413, 9-12=-251/318,6-9=-419/482, 7-9=-914/1232,
3-11=-400/518
Structural wood sheathing directly applied or 3-2-10 oc puffins,
except end verticals.
Rigid ceiling directly applied or 4-8-7 oc bracing.
1 Row at midpt 7-8, 7-9
1 Brace at Jt(s): 12
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-1-0-11 to 4-11-5, Interior(l) 4-11-5 to 12-10-0, Exterior(2) 12-10-0 to 21-3-13,
Intedor(1) 21-3-13 to 23-4-12 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water pending.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 408 It, uplift at joint 8 and 396 lb uplift at
joint 2.
Thomas A. Albanl PE No.39380
MTek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
AWARN/NG-Verify desfgn pemmefers antl NERD NOTES ON THISAND INCLUDED MREKNEFERANCEPAGEUb74n rev.rGN ISBEFOFE USE.
Design valid for use only wth MneM connectors. This design Is based only upon parameters shown; and Is for an IndNlduol bulltling component, not
�t
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this tleslgn Into the overall
bgllding design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing
M!Tek'
Isolwoya required for dobllity, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fobrcakon, storage, delivery, erection and bracing of trusses and truss system£ seeANSVIPII Cually Offers. D5549 and SCSI Building Component
69M Parke East Blvd.
Safety InforrnatbWavailable from Truss Rate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314.
Tempe, FL 33610
Job
Truss
Truss Type
Oty
Ply
T19002436
2194777-GROZA
C6
Half Hip
1 '
1
Jab Reference (optional)
Humors riw bounce, riam ley, rl.. Jeaoo,
Scale = 1:41.2
5x6 = 2x4 11 3x8 =
4 5 13 14 6
4.6 = 3x4 = """ 5x3 = 3x6 II
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grp DOL
1.25
TC 0.89
Verl(LL) -0.12
8-10 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BIG 0.74
Ven(CT) -0.28
B-10 >990 240
13 0.0 '
Rep Stress Incr
YES
We 0.54
Horz(CT) 0.04
7 n/a n/a
BCDL 10.0
Code FBC2017/1-P12014
Matrz-SH
Wind(LL) 0.11
2-10 >999 240
Weight: 1211b FT=20%
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 or 4-7-12 oc bracing.
WEBS 2x4 SP No.3
WEBS
1Row at micipl 6-8
REACTIONS. (Ib/size) 7=1035/0-3-8, 2=1138/0-8-0
Max Horz 2=273(LC 12)
Max Uplift 7=-415(LC 9), 2= 386(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-1989/1239, 3-4=-1944/1466, 4-5=-1246/876, 5-6=-1246/877, 6-7=966762
BOTCHORD 2-10=-1397/1728,8-10=-981/1262
WEBS 4-10=-6401718, 5-8=-533/546,6-8=-987/1407,3-10=-360/536 -
NOTES-
1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Cpsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-1-0-11 to 4-11-5, Interior(l) 4-11-5 to 10-10-0, Exterior(2) 10-10-0 to 193-13,
Interior(l) 19-3-13 to 23-4-12 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water pending.
3) This truss has been designed for a 10.0 pet bottom chard live load nonconcunent with anyother live loads.
4)' This truss has been designed for a live load of 201 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 415lb uplift at joint 7 and 3861b uplift at
joint 2.
Thomas A Alban! PE No.39360
Mi rek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
Q WARNING. Verity des19eparemetersend READ NOTES ON TN/SAND INCLUDED MREKREFERANCEPAGEMb)479 rev. 1GD4a015BEFOREUSE
Design void for use only with Mnel� connectors. ihls design Is based only upon parameters shown, and is for on Individual building component, not
��-
o muss system. Before use, the building designer must verity me applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing
MiTek-
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, WOANSMI I stri Cdl D394P and IIC81 Building Component
Safety lnformallorsavallable from Trust Plate Institute, 218 N. Lee Street Suite 312, Alexontlda. VA 22314.
6904 Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type
Cty
Ply
T19002437
2194777-GROZA
C7
Roof Special
�
1
1
Job Reference o tional
builders rust source, ream cny, rL - a[bbb, B.L4e s uec b Gule Mn es mousmes, Inc. bail uec za
Scale . 1:41.9
4xB =
4
_. .._._ _.. 3x4 = Us = 5x8 = 3.6 II
4x6 =
LOADING (psf)
SPACING-
2-0-0
C$I.
OEFL,
in
(lac)
Udefl
ITCLL
20.0
Plate Grip DOL
1.25
TC 0.82
Vert(LL)
-0.17
8-9
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.72
Vert(CT)
-0.38
8-9
>721
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.66
Horz(CT)
0.04
8
n/a
n/a
BCDL 10.0
Code FBC2017/rP12014
'Matrix-SH
Wind(LL)
0.13
9-11
>999
240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD
5-7: 2x4 SP No.1
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No.3 *Except* WEBS
4-9,4-11: 2x4 SP No.2 JOINTS
REACTIONS. (lb/size) 8=1035/0-3-8,2=1138/0-8-0
Max Hoa 2=243(LC 12)
Max Uplift 8=-395(LC 9), 2=-390(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-1977/1176, 3-4=-1921/1372, 4-5=-1761/1196, 5-6=-1641/1106, 6-7=1642/1107,
7-8=-951/740
BOT CHORD 2-11=-1268/1716, 9-11=-919/1294
WEBS 4-12=-360/715, 9-12=-241/528, 4-11=-541/680, 6-9=801/720, 7-9=-1160/1722,
3-11=-351/457,5-12= 268/159
PLATES GRIP
MT20 244/190
Weight: 121 lb FT=20%
Structural wood sheathing directly applied or 2-2-0 oc puffins,
except end verticals.
Rigid ceiling directly applied or4-11-14 oc bracing.
1 Row at midpt 7.9
1 Brace at Jt(s): 12
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 10-9-0, Exterior(2) 10-9-0 to 12-8-0,
Interior(1) 12-M to 23-4-12 zone; cantilever 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads,
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 395 lb uplift at joint 8 and 390 lb uplift at
joint 2.
Thomas A. Albanl PE No.39380
MI USA, Inc. FL Carl 8634
Hits Parke East Blvd. Tampa FL 33610
Data:
December 28,2019
Q WARNING-VodfydeolgnP melersand BEABNOMSONTN/SAND/NCLUOEOMREKBEFENANCEPAGEMIF7473mv. tONY1015BEFOBEUSE
Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
��-
a truss system. Before use, the building designer must verify me appllcablllN of design parameters and properly Incorporate this deelgn Into the overall
building tleslgn. Bracing Indicated is to prevent buckling of lntlividual truss web and/or chord members only., Addleonal temporary and permanent bracing
M1Tek'
Is olwaysrequlred for stability end to prevent collapse with console personal injury and properly damage. For general guidance regarding Me
fabrication, storage, delivery. erection and bracing of trusses and truss systems, WOANSVTPII Quin" Criteria. OSS49 and SCSI Building Component
69M Parke East Blvd.
Safety Srformatbmvaflable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312 Alexandria VA 22314,
Tampa, R. 33610
Jab
Truss
Truss Type
Oty
Ply
T19002438
2194777-GROZA
CB
Roof Special
1 p
1
Job Reference (optional)
Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Sat Dec 28 10:00:36 2019 Page 1
ID:7 RrVOIkAuFgVuVYAL75snbmON2-Z64bRBL4xH2uU7cal U7kLYNFfPpE2TPM5vllPky4TPP
-1-0-0 8.10.8 10-9-0 14-8-0 21-1-8
7-0-0 6-10.fi 3d0-70 i 3-71-0 l 6.5.8
Scale=l:38.0
4x6 =
4z6 = 3x4 = - 5xB = 3.5 11
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014
CSI.
TC 0.75
BC 0.65
WB 0.84
Matdx-SH
DEFL. in
Vert(LL) -0.09
Vert(CT) -0.23
Horz(CT) 0.03
Wind(LL) 0.09
(too) Vdefl Ud
8-10 >999 360
8-10 >999 240
7 Na n1a
2-10 >999 240
PLATES GRIP
MT20 244/190
Weight: 105 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or2-11-15 oc pudins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 5-5-1 oc bracing.
REACTIONS. (It 7=926/0-3-8, 2=1030/0-8-0
Max Hoa 2=213(LC 12)
Max. Uplift 7=-332(LC 13), 2=-367(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250111 or less except when shown.
TOP CHORD 2-3=-1726/1025, 3.4=-1681/1228, 4-5=1625/1100, 5-6= 1398/915, 6-7=-869/651
BOT CHORD 2-10=-1079/1488, 8-10=-720/1031
WEBS 4-8=-3821649, 4-lD=-556/725, 5-8=-977/773, 6-8=-966/1492, 3-10- 374/476
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=151t; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-0-11 to 4-11-5. Interior(1) 4-11-5 to 10-9-0. Extedor(2) 10-9-0 to 14-8-0,
Intedor(1) 14-8-0to 20-11-12 zone; cantilever left and right apposed ;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 332lb uplift at joint 7 and 367lb uplift at
joint 2.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Carl 6634
8904 Parka East Blvd. Tampa FL 33610
Date:
December 28,2019
Q WARNING -VeNry deslgnparametersnndREAD NOTES ON THIS AND WCLUDW MREKREFERANCEPAGEMM17473mv. IGUSIVefg BEFOREUSE
Design valid for use only with M6ek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, Me buldIng designer must verify the oppllcablity of design parameters and properly Incorporate this design Into the overall
bW[Idhg design, Bidding Indicated is to prevent bucNing of Individual huss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is olwoys required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding Me
fabrication, storage. delivery. erection and bracing of trusses and huss systems, seeANSV1Pl1 Cualih CMnk, DSS-09 and SCSI Building Component
69N Parke East Blvd.
Safety InformoNonwoiloble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22 14.
Tampa, FL 33610
Jab
Thus
Truss Type
Oty
Ply
T19002439
2194777-GROZA
C9
Roof Special
1 1
1
Job Reference (optional)
Builders First Source, Plant City, FL-32566,
8.240 s Dec fi 2019 MiTek Industries, Inc. Sal Dec 28 10:00:37 2019 Page 1
4x6 =
4x6 =
Scale = 1:38.0
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017LTPI2014
CSI.
TC 0.67
BC 0.62
W B 0.82
Matrix-SH
DEFL. in
Vert(LL) -0.08
Vert(CT) -0.19
Holz(CT) 0.04
Wind(LL) 0.09
(lac) Wall Ud
8-10 >999 360
8-10 >999 240
7 Na Na
2-10 >999 240
PLATES GRIP
MT20 244/190
Weight: 102 Ib FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-2-12 oc puffins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 5-6-10 oc bracing.
REACTIONS. (lb/size) 7=926/0-3-8, 2=1031U0-8-0
Max Hoe 2=186(LC 12)
Max Uplift 7=-327(LC 13), 2=-370(LC 12)
FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-1720/1018, 3-4=d669/1215, 4-5=-151 M66
BOT CHORD 2-10=-1025/1482, 8-10=-678/1045, 7-8=-1019/1506
WEBS 4-8=-230/467, 4-10=-537/710, 3-10= 368/459, 5-8= 288/358, 5-7=1632/1119
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vu1t=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f ; Cat. II; Exp C; Encl.,.
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-11 to 4-11-5, Interpol) 4-11-5 to 10-9-0. Exterior(2) 10-9-0 to 16-6-0,
Interior(1) 16.6-0 to 20-11-12 zone; cantilever 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 ponding.
4) This truss has been designed for a 10.0 psf bottom chard live load nonconcument with anyotherlive loads.
5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3271to uplift at joint 7 and 370 lb uplift at
joint 2.
Thomas A. Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Data:
December 28,2019
Q WARNING- Vedfydesrgn Rearrefersend READ NOTES ON TNISANO INCLUDED BrmEKREFERANCEPAGE41IG74M..1a 015 BEFORE USE.
Deslgn valid for use only with Mrek& connectors. this design Is based only upon poramaters shown, and Is for an Individual building component, not
a Muss system. Before use. the building designer must verity me applicability of design parameters and properly Incorporate mis tleslgn Into me overall
byilding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. AddItIonai temporary and permanent bracing
MiTek*
Is always required for stability and to prevent collapse with pcs ble personal hlury and property damage. For general guidance regarding Me
tabriconort storage: delivery. erection and bracing of trusses and Muss systems. seeANSI/191t Quality Cdlbdo, 03349 and BCSI Building Component
6904 Parke East Bho.
Sal Informational from Truss Plate Institute, 218 N. Lee Street, Sulte 312. Alexandria. VA 22314.
Tampa, FL 33610
Job
Thus
Truss Type
City
Ply
T79002440
2194777-GRO7A
C10
Roof Special
1
i
Job Reference o tional
Builders First Source, Plant City, FL- 32566,
6.240 s Dec 5
la. Sat Dec 28 iu:UU:zu Zulu
4v6 =
Scale=1:38.0
4x6 = 3x4 = — ... — &B =
14.5-14
14.1
1.21
2171-B
I
7-7-7
1
2---86100
0
LOADING (psQ
SPACING-
2-0-0
CSI.
DEFL.
in
(Joe)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.96
Vert(LL)
-0.07
8-10
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC
0.62
Vert(CT)
-0.18
8-10
>999
240
BCLL 0.0
Rep Stress their
YES
WB
0.40
Horz(CT)
0.05
7
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Wind(LL)
0.09
2-10
>999
240
Weight: 1001b FT=20%
LUMBER -
TOP CHORD
2x4 SP No.2 *Except*
4-5: 2x4 SP No.1
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.3
REACTIONS. (lb/size) 7=926/03.8, 2=1030/0.8-0
Max Horz 2=157(LC 12)
Max Uplift 7= 323(LC 13), 2=373(LC 12)
BRACING -
TOP CHORD Stmctural wood sheathing directly applied, except end verticals.
BOT CHORD Rigid ceiling directly applied or 5-0-10 oc bracing.
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-1716/1018, 3-4=-1654/1196, 4-5_ 1473/670
BOT CHORD 2-10=-964/1477, 8-10=-638/1062, 7-8=-1113/1565
WEBS 4-8=-90/416,4-10=-505/695, 3-10=-357/434,5-8=-356/474, 5-7=-1763/1299
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vascli 32mph; TCDL=4.2psf; BCDL=5.Opsf; hot 511; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exledor(2)-1-0-11 to 4-11-5, Intedor(1) 4-11-5 to 10-9-0, Exterior(2) 10-9-0 to 16-9-0,
Interior(1) 16-9-0 to 20-11-12 zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This miss has been designed for a live load of 21 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 323 lb uplift at joint 7 and 3731b uplift at
joint 2.
Thomas A. Albani PE No.39380
MTek USA, Inc. FL Cad 8634
6904 Parks East Blvd. Tampa FL 33610.
Date:
December 28,2019
AWARMS -9edlydesignParamerersaadREADNOTESONMIS AND INCLUDEDMmFKREFERANCEPAGEMbT4 m.1,3=015REFOREUSE
Design void for use only with Mile& connectors. This design Is based only upon parameters shown, and Is for an Individual building component not
a muss system. Before use, file curdling designer must verily the applicability of design parameters and property Incorporate this design Into the overall
bviiding design. Bidding indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
WOW
Is always required for stability and to prevent collapse with possble personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and true systems seeAN5VIP11 QuidNyCMeda, D3549 and BC31 Building Component
69N Parke East Blvd.
Safety Informatbrevallabie from Luss Plate Institute, 218 N. Lee Street Suite 312, Alexantlrla. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Ory
Ply
T19002441
2194777-GRO7.A
C11
Common
1
1
Job Reference (optional)
Builders First Source, Plam City, FL-32566,
624U S UOC 62U19 MI I eK In0U3mes, Inc. baFUec 2B IU:uU2B 2U19 cage 1
�1
46 =
46 =
4
3x4 = — 3x4 =
LOADING (psf)
SPACING-
2-0-0
CS'-
DEFL.
in
(too)
Well
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.64
Vert(LL)
-0.09
8-10
>999
360
TCDL
15.0
Lumber DOL
1.25
BC 0.64
Vert(CT)
-0.21
8-10
>999
240
BCLL
0.('
Rep Stress Incr
YES
WB 0.38
Horz(CT)
0.04
7
Na
Na
BCDL
10.0
Code FBC2017/rP12014
Matrix-SH
Wind(-L)
0.09
2-10
>999
240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No.3
SLIDER Right 2x4 SP No.33A-11
REACTIONS. (Ib/size) 7=926/0-3-8, 2=1030/0-8-0
Max Hom 2=10116)
Max Uplift 7=-320(LC 13), 2=-374(LC 12)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1724/1079, 3-4=-1679/1283, 4-5=1614/1260, 5-7=-1655/1081
BOT CHORD 2-10=-870/1486, 8-10=-514/1032, 7-8— 831/1434
WEBS 4-8=-510/651, 5-8— 344/457,4-10— 552/722, 3-10=-374/479
Scale = 1:37.3
PLATES GRIP
MT20 2"1190
Weight: 97 lb FT=20%
Structuml wood sheathing directly applied or 3-4-13 oc puffins.
Rigid ceiling directly applied or 6-0-7 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.1$ MWFRS (envelope) and C-C Extedor(2)-1-0-11 to 4-11-5, Interipr(1) 4-11-5 to 10-9-0, Exterior(2) 10-9-0 to 16-9-0,
Interior(1) 16-9-0 to 20-11-12 zone; cantilever left and fight exposed;C-C for members and forces.& MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Ops1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3201b uplift at joint 7 and 374 lb uplift at
joint 2.
to
Thomas A Albert PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Data:
December 28,2019
Q WARNING -Vedrydesign paramerersend READ NOTES ON THIS AND INCLUDED INTEKREFERANCEPAGE MIP74M my. 16a312015BEFOREUSE.
Design valid for use only with MlfakG connectors. This design Is based only upon parameters shown, and Is for an Individualbuilding component, not
a truss system. Before use, the building desil must verity the opplicabll ly of design parameters and pros Incorporate this design Inro the overall
byilding desiga&oCing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent brocing
MiTek'
Is always required for tability and to prevent collapse with possible personal hlury and property damage. For general guidance regarding the
fabrical storage. delivery, erection and bracing of trusses and truss systems seeANSVIPII Quailly CReM, Di and III Sell Component
69N Parke East Blvd.Safety
lnformatbmvolloble from Truss Plots Institute, 218 N, Lee Street, Suite 312, Alexontlr o, VA 22 14.
Tampa, FL 33010
Job
Truss
Truss Type
city
Ply
T19002442
2194777-GROZA
C12
Hip
1
1
Job Reference (optional)
bul rind bource, ream ury, rL-e4abb,
i
Scale=1:39.0
4x6 =
4x6 =
4
ST1.5x8 STP = 3x4 = 5x6 = ST1.il STP =
46 = 46'=
LOADING (pso
SPACING-
2-0-0
CS"
DEFL in
(loc) Vdefl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.52
Vert(-L) -0.16
2-9 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.79
Ven(DT) -0.36
7-8 >700 240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.19
Horz(CT) 0.05
7 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Wind(LL) 0.14
7-8 >999 240
Weight: 931b FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or3-11-13 oc puffins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 5-54 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 7=934/0-8-0, 2=1038/0-8-0
Max Hoe 2=94(LC 16)
Max Uplift 7=-308(LC 13), 2=-360(LC 12)
FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown.
TOP CHORD 2-3=-1757/1346, 3-4— 1419/1030,4-5=-1258/1022,5-6=-1420/1046, 6-7=-1774/1328
BOT CHORD 2-9=-1152/1553, e-9=-708/1258, 7-8=-110511574
WEBS 3-9=-381/488,4.9=-118/310, 5-8= 148/315, 6-8=403/515
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=151t; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-0-11 to 4-11.5, Interior(1) 4-11-5 to 9-0-0. Extenor(2) 9-0-0 to 21-2-0 zone;
cantilever 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
5) - This truss has been designed for a live load of 20.0psf 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, with BCDL= IO.Opsf.
6) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 3081b uplift at joint 7 and 360 US uplift at
joint 2.
4
I;
Thomas A Alban! PE No.39360
MTek USA, Inc. FL Cart 6634
699 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
,&WARNING - Vedlydestgn paremeteniamIRE4DNOTES ON THISANO/NCLUO£OMU£KNEFEHANCEPAGEM6lsin rev. laNY1015aEFOREUSE
Design valid for use only with Mnea connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not
��-
a truss system. Before use, the building designer must verify the applicability of design parameters orcl properly Incorporate this design Into the overall
bylamg design. Bracing Indicated IS to prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
4 always recuaed for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fobricatlon, storage, delivery. erection and bracing of trusses and truss systems. seeANSV[PII Qua[ Ily Cdfarks, DSB-09 and BCS[ Suldlop Component
69N Parke East Blvd.Safety
mfonnafforavolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314,
Tampa, FL 33610
Job
Truss
Truss Type
01Y
Ply
T79002443
2194777-GROZA
C13
Hip Girder '
1 '
1
Job Reference (optional)
Builders First Source, Plant City, FL-32566,
8.240 s Dec 6 2019 MTek Industries, Inc. Sal Dec 28 1 D:00:30 2019 Page 1
i
Special
6x8 =
NAILED NAILED
10 11
Special
NAILED Sx6 =
12 4
Scale = 1:39.1
ST1.5xB STP= 3xB II NAILED 4.10 MT20HS= 5x6 = ST1.Sx8 STP=
5x6 = Special NAILED NAILED Special 5x6 =
Plate Offsets (X Y)—
f2:0-3-00-2-151 [3:0-4-0 0-2-21 [5:0-3-0,0-2-151 [7:0-3-0 0-3-81
LOADING (psp
SPACING- 2-0-0
CSI.
DEFL
in
([cc)
Udefl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.90
Vert(LL)
-0.11
7-9
>999
360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.91
Vert(CT)
-0.29
7-9
>850
240
MT20HS
187/143
BCLL 0.0
Rep Stress lncr NO
WB 0.31
HOrz(CT)
0.08
5
n/a
rVa
BCDL 10.0
Code FBC2017/rP12014
Matrix-SH
Wind(LL)
0.15
7-9
>999
240
Weight: 1131b
FT=20%
LUMBER -
TOP CHORD
2x4 SP No.1 *Except*
3-4: 2x6 SP M 26
BOT CHORD
2x6 SP No.2
WEBS
2x4 SP No.3
REACTIONS. (fib/size) 2=1898/0-8-0, 5=1898/0-8-0
Max Horz 2=-68(LC 9)
Max Uplift 2=-851(LC 8), 5=-B51(LC 9)
FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 23=-3949/1713, 3-0=-3506/1639, 4-5=-3957/1715
BOT CHORD 2-9-1524/3531, 7-9=-1523/3499, 5-7=-1489/3538
WEBS 3-9=-24/817,4-7=-32/821
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOTCHORD Rigid ceiling directly applied or 5-10-5 cc bracing.
WEBS 1 Row at midpt 3-7
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; Irl Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; LumberDOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 851 lb uplift at joint 2 and 851 Ib uplift at
joint S.
8) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NOS guidlines.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 251 lb down and 326 lb up at
7-0-0, and 251 Ib down and 326 lb up at 14-6-0 on top chord, and 364 It, down and 141 Ib up at 7-0-0, and 3641b down and 141 Ito
up at 14-5-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-3=-70, 3-4=-70, 4-6=-70, 2-5=-20
Concentrated Loads (lb)
Vert: 3= 204(F) 4— 204(F) 9=-364(F)7=-364(F) 10=-136(F) ll=-136(F) 12=-136(F) 13=-61(F) 14=-61(F) 15=-61(F)
Thomas A. Alban! PE No.39380
MTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
QWARNING-Verify 0esfmparsmetersanOREAD NOTES ON MMANDWCLODEDMf7EKREFERANCEPAGEMa-74mmi, 11TUIG01a BEFOREUSE.
Design valid for use only with Mrek® connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
byllding design. Bracing Indcaled Is to prevent buckling of Intllvldual huss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stablliN and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding Me
MiTew
fabrication, storage. delivery, erection and bracing of trusses and truss systems, sesANSVIPII Quality Cmsdo. DSl-09 and 6CSI Building Component
Safety Informatlonovoilobie from buss Plate Institute, 218 N. Lee Street Suite 312, Alexantltlo. VA 22314.
6904 Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type
city
Ply
T79002444
2194777-GROZA
CJ1
Comer Jack
20 '
1
'
Job Reference (optional)
Builders First Source, Plant City, FL- 32566,
8.240 s Dec 6 2019 MiTek Industries, Inc. Sat Dec 28 10:00:37 2019
2xd =
ST1.5x8 STP =
0-0
-0-0
Scale =1:7.0
Plate Offsets (X ))—
[2:0-0-12 0-0-21
LOADING (psQ
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.14
Vert(LL)
-0.00
2
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.01
Ven(CT)
-0.00
2
>999
240
BCLL 0.0 '
Rep Stress [nor YES
We 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
Wind(LL)
0.00
2
""
240
Weight: 5 Its FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (Ih/size) 3=-16/Mechanical, 2=16WO-8-0, 4=9/Mechanical
Max Harz 2=44(LC 12)
Max Uplift 3=-16(LC 1). 2=-114(LC 8)
Max Gmv 3=23(LC 8), 2=168(LC 1).4=18(LC 3)
FORCES. (Ib) -Max. C TPIJMax. Ten. -All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=15fb Cat. 11; Exp C; Enc1., .
GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed fora 10.0 part bottom chord live load nonconcurrent with anyother live loads.
3) - This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16111 uplift at joint 3 and 114 lb uplift at
joint 2.
Thomas A Albani PE No:39380
MiTek USA, Inc. FL Celt 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
Q WARNING -Vedrydesl9nWwr fim a dREAD NOTES ON TNL9 AND INCLUDED MNEx REFERANCE PAGE MX747arev. 1003 15 BEFORE USE.
Design valid for use only with Mri connectors. This ❑oslgn 19 based only upon parameters shown, and Is for an Individual building component, not
��-
a truss system. Before use, he building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
bxllding desgn. Bracing Indicated 6 to prevent buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of hearses and truss systems, seeANSVIPI l CualXy Criteria, DS549 and BCSI Building Component
6904 Parke East Blvd.
brro Safety Informatvallable from Truss Plate Insfitute, 218 N. Lee Street. Suite 312, nexantlrla, VA 22314.
Tampa, FL 33610
Job -
Truss
Truss Type
Ory
Ply
T19002445
2194777-GROZA
CJ2
Corner Jack
1
1
'
Job Reference (optional)
Builders First Source, Plant City, FL- 32566,
2x4 =
6.24U 6 Uec 0 Zulu MI1ex industries, Inc. oat uec zo Ie:VU:Ja 2ule rage 1
ID:?RrVOIkAdFgVUVYAL75snbwON2-W VCMsIMKSuicjRmzPv9COzSIYDdf W a5fYD8PTdy4TPN
LOADING (psf)
SPACING-
2-0-0
CS'.
DEFL.
in
(lac)
Udefl
Vd
TCLL 20.0
Plate Grip DOL
1.25
TC 0.21
Ven(LL)
-0.00
1-3
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.08
Vert(CT)
-0.01
1-3
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Hoa(CT)
-0.00
2
Fife
Na
BCDL 10.0
Code FBC2017fTP12014.
Matrix-P
Wind(ILL)
0.00
1
""
240
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4.SPNo.2
REACTIONS. (lb/size) 1=117/0-8-0, 2=91/Mechanical, 3=26/Mechanical
Max Horz 1=75(LC 12)
Max Uplift 1— 29(LC 12), 2=-81(LC 12)
Max Gmv 1=117(LC 1), 2=91(LC 1), 3=52(LC 3)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale=1:11.2
PLATES GRIP
MT20 244/190
Weight: 9lb FT=20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; E1p C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exledor(2) zone; cantilever left and Fight exposed ;C-C for members and tortes & MW FRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1,60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 1 and 81 lb uplift at
joint 2.
Thomas A Albani PE No.39380
MTek USA, Inc. FL Cart 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
,&WARNING-Vedlydesf90Parametersend READNOTES ON MMANDWCLUDEOMI/EKREFERANCEPAGEMI74".. MIX1201SaEFORE USE.
Design valid for use only with Mneld]) connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not
��-
a truss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate his design Into the overall
bUlding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury antl property damage. For general guidance regarding the
fabrication storage, delivery. erection and bracing of trusses and truss systems, seeANSVIPII Quality CMn6, DS"9 and BCSI Building Component
6904 Parke East Blvd.
Safety Nformalbnwollable from Truss Plate Institute, 218 N, Lea Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Thus
Truss Type
city
Ply
T19002446
2194777-GROZA
CJ3
Comer Jack
11
1
Job Reference (optional)
Builders First Source, Plant City, FL-32566,
8.240 a Dec 6 2019 MiTek Industries, Inc. Sal Dec 2810:00:39 2019 Page 1
2x4 =
LOADING (psf)
SPACING-
2-0-0
CS'.
DEFL,
in
(loc)
Udell
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.21
Ven(LL)
-0.00
2-4
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.08
Ved(CT)
-0.01
2-4
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Hom(GT)
-0.00
3
Na
n1a
BCDL 10.0
Code FBC2017/rP12014
Matrix-P
Wind(LL)
0.00
2
""
240
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
REACTIONS. (IWsize) 3=65/Mechanica1, 2=240/0-8-0, 4=26/MechanimI
Max Harz 2=89(LC 12)
Max Uplift 3=-67(LC 12), 2=-120(LC 8)
Max Gray 3=65(LC 1), 2=240(LC 1), 4=52(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
Scale = 1:11.2
PLATES GRIP
MT20 2441190
Weight: 111b FT=20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.01 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 3 and 1201b uplift at
joint 2.
Thomas A. Albani PE No.36380
MiTek USA, Inc, FL Cott 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
,&WARNING -Verify CeegnpemmefemanEREAO NOTES ON TN/SANGINCLUDED MREKNEFEFANCEPAGEMM174TJrev. 10411420159EFONE USE
Design valltl for use only with Mnek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not
a trusssystem. Before use, the building designer must vanity the applicability of design parameters and properly Incorporate this design Into the overall
byilOingdesign. &acing Indicated b to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek-
prevent
Is always required for stabilM antl to prevent collapse with posebie personal Injury and property damage. For general guidance regarding the
fabrication, storage. delivery. erection and brocingof trusses and I systems, seeANSVMII CuaIIMCMeM, D46d9 and KSl6uldbD Component
fi9W Parke East Blvd.
Sabh Nlprmatbr evellable from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandrla, VA 22 14,
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
T19002447
2194777-GROZA
CJ4
Comer Jack
1 r
1
�J.IbFaference(optional)
Builders First Source, Plant City, FL-32566, B.24u s uec a Lu1 U art ek Iraismes, Inc. Sat Dec za TD:00:39 zul 9 Page
ID:7RrVDIkAUFgVUVYAL75snbmON2-fmk3CNzDCOTLbK9zcgRzB7mBdspFl Lpntuy73y4TPM
3.0.5 5-0-0 .
3-05 1-11-11 r
Scale = 1:17.8
4x6 =
STI.5x8 STP =
LOADING (pso
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
I
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.73
Ve t(LL)
-0.02
1-3
>999
360
MT20 244/190
TCDL 15.0
LumberDOL
1.25
BC 0.53
VerI
-0.06
1-3
>Ii
240
BC LL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
2
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
Wind(L-)
0.06
1-3
A89
240
Weight. 21 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=216/0-8.0, 2=151/Mechanical, 3=64/Mechanical
Max Horz 1=209(LC 9)
Max Uplift 1=-52(LC 12), 2_ 124(LC 12), 3=-3(LC 12)
Max Grav 1=216(LC 1), 2=151(LC 1), 3=94(LC 3)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Interiar(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS
for reactions shown; Lumber D0I plate grip DOL=1:60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit 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 521b uplift at joint 1, 124 lb uplift at joint
2 and 3 lb uplift at joint 3.
8) Graphical puriin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord.
Thomas A. Alban! PE No.39360
MTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
Q WARNING - Verlrydesrgaparemeferssnd READ NOTES ON TNISAND INCLUDED MWEKREFERANCEGAGEM674ne.. IMMO1SOEFOREUSE.
Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component not
��-
a hum system. Before use, the building designer must verify the applicability of design Parameters and properly Incorporate this design Into fine overall
lowilding design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
WOW
prevent
Is olways requited for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
storage, delivery. erection and bracing of frumps and hum systems, seeANSi/IPIt Quality Criteria, DSO-89 and IBuilding Component
6904 Parke E651 Blvd.fabdcaflort
Sabty Informatbnavoilable from Truss Plate Institute, 218 N, Lee Sheet Suite 312, Alexandria, VA 22314,
Tampa, FL 33610
Job
Truss
Truss Type
OtY
Ply
T19002448
2194777-GROZA
CJ5
Corner Jack
9 r
1
Job Reference (optional)
Builders First Source, Plant City, FL- 32566, 8.240 s Dec 62019 MITek Industries, Inc. Sat Dec 28 10:00:40 2019 Page 1
ID:7RrVDIkAuFgVuVYAL75snbmON2-StK6HYOb_W YKzIvLXKBgVOYztOGE_Uay7XdVYWy4TPL
5.0-0
1-0-0 I 5.0.0
Scale=1:17.1
4x6 =
ST1.Sx8 SIT =
LOADING (psf)
SPACING-
2-0-0
CST.
DEFL.
in
(too)
Vdefl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.60
Ven(LL)
-0.03
2-4
>999
360
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.26
Ven(CT)
-0.05
2-4
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n1a
n/a
BCDL 10.0
Code FBC2017rFP12014
Matrix-P
Wind(LL)
0.00
2
""
240
Weight: 17lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=146/Mechanical, 2=319/0-8-0, 4=46/Mechanical
Max Horz 2=135(LC 12)
Max Uplift 3=-129(LC 12), 2=-125(LC 8)
Max Grew 3=146(LC 1). 2=319(LC 1).4=92(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=5.Opst h=15ft; Cat. II; Exrp C; Encl.,
GCp1=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-" wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 3 and 125 lb uplift at
joint 2.
Thomas A Albani PE No.39380
MTek USA, Inc. FL Cart 8634
6904 Parke East Blvd. Tampa FL 33610.
Date:
December 28,2019
Q WARNING-Vedfydeslgnparemefersand READ NOTES ON MIS AND WCLUDEDMBEKREFERANCEPAGEMIF747axev. 10N120MBEFORE USE.
Design valid for use only with Mflekw connectors. Thl4 design Is based only upon parameters shown, and Is for an Individual building component, not
a Truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate Mis design Into the overall
bylldingdeslgn. Bracing Indicated 6 to prevent buckling of lndNduai Truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
storage, delivery, erection and bracing of trusses and fuss systems, seeANSU1PI1 Quality Corona. DSeJ♦9 and SCSI Building Component
6904 Parke East Blvd.rubrication,
Safety Informallmnvailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Jab
Truss
Truss Type
Ory
Ply
T79002449
2194777-GROZA
D1
Common
1 '
1
Job Reference (optional)
Builders First Source, Plant City, FL-32566, 6.24U 6 Uec a 2U1U MI I eK Industries, Inc. Sat uec ea IU:uu:4l zuiu rage i
ID:7RrVDIkAuFgVuVYAL75snbwON2-w4uUUuPDlpgBauUY411v2c4Dupeijwp5EBN34yy4TPK
46 =
Id
2x4 = ST1.5x8 STP =
ST1.5xB STP = 2x4 =
Scale =1:17.0
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL '1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017frP12014
CSI.
TC '0.27
BC 0.18
WS 0.07
Matrix-SH
DEFL. in
Vert(L) -0.01
Vert(CT) -0.01
Horz(CT) 0.00
Wind(LL) 0.01
(too) Vdefl L/d
1-4 >999 360
1-4 >999 240
3 n/a n/a
1-4 >999 240
PLATES GRIP
MT20 2441190
Weight: 26Ito FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=315/0-8-0,3=315/0-8-0
Max Hors 1=35(LC 12)
Max Uplift 1=-108(LC 12), 3= 108(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-466/444, 2-3=-466/444
BOT CHORD 1-4=-297/371, 3-0— 297/371
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed;C-C for members and forces & MW FRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1081b uplift at joint 1 and 108 Ib uplift at
joint 3.
Thomas A. Albani PE No.38380
MTek USA, Inc. FL Cart 6634
61 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
Q WARNING -Verity design parameters and READ NOTES ON MIS AND INCLUDED MIIEK REFERANCEPAGE 11167473 rev. 101113Ie015 BEFORE USE
Design valid for use only with Mae& connectors, This design Is based only upon parameters shown. and Is for on Indlvldual building component, not
��-
a truss system. Before use, the bulltling designer must verify the appllcablllty of design parameters and properly Incorporate this tleslgn Into the overall
owiiding design. Bracing Indicated Is to prevent buckling of individual huss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
B always required for slablity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
storage. delNery, erection and bracing of trusses and truss systems, seeANSginti Quality Censures, DSO.69 and SCSI Building Component
6904 Parke East Blvd.
Safety Informatbnavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa. FL 33610
Job
Truss
Truss Type
Ory
Ply
T1900245g
2194777-GROZA
02
Common
2 '
1
Job Reference (optional)
Builders First Source, Plant City, FL-32566, 8.240a Dec 62019 MiTek Industries, Inc. Sal Dec 281 U213:412019 Pagel
ID:7RrVDIkAuFgVuVYAL75snbmON2-w4uUUuPDlpgBauUY41 iv2c4DbOeGj>n'5EBN34yy4TPK
-1-0-0 3-10-0 7-8.0 i 8.8-
1.0.0 3-10-0 3-10-0 M20 '
46 =
ST1.Sxe STP = ST1.5xe STP =
4x6 = 4x6 =
LOADING (psQ
SPACING-
2-0-0
CS'.
DEFL.
in
(lac)
Vdefl
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.29
Vert(LL)
-0.00
2-6
>999
360
TCDL
15.0
Lumber DOL
1.25
13C 0.15
Vert(CT)
-0.01
2-6
>999
240
BCLL
0.0
Rep Stress Inter
YES
We 0.06
Hoa(CT)
0.00
4
n/a
n/a
BCDL
10.0
Code FBC2017/TPI2014
Matrix-SH
Wind(L-)
0.01
4-6
>999
240
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=412/0-8-0, 4=412/0-8-0
Max Horz 2=-42(LC 13)
Max Uplift 2— 166(LC 8), 4_ 166(LC 9)
FORCES. (lb) - Max. CompurMax. Ten. -Ail forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-419/352, 3-4=-419/352
BOT CHORD 2-6— 173/328, 4-6=-173/328
Scale - 1:18.3
PLATES GRIP
MT20 244/190
Weight: 291b FT=20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 op pudins.
BOT CHORD Rigid ceiling directly applied or 10-" oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=151t; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and tight exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grp DOL=1.60
3) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of20.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 Ib uplift at Joint 2 and 166 lb uplift at
joint 4.
Ib
Thomas A. Albani PE No.39380
MTek USA, Inc. FL Cert 8834
699 Parke East Blvd. Tampa FL 33810
Date:
December 28,2019
QWARNING-Verily Eeslgnpammetersend NEADNOTES ON THISANDINCLUDEDMREKNEFERANCEPAGEMM17v3mI . 1110.'✓la1SDEFOHEUSE
Design valid for use only with MI connectors, Thls design Is based only upon parameters shown, and Is for an Individual bulltling component, not
��-
a truss system. Before use, the bulltling designer must verity the applicability of deslgn parameters and properly Incorporate this design Into the overall
byatling design. Seeing indicated is to prevent buckling of Individual less web and/or chord members only. Atldiflonal temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with postible personal Injury and property damage. For general guidance regarding the
fabrication, Marcos. delivery, erection and bracing of trusses and truss systems. seeANSVIPI1 Qua] MMyy Cmadb, DIII and IICSI building Component
69N Parke East Blvd.
Safely Informalbnevallable from Truss Plate Institute, N8 N. Lee Street Sulte 312, Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Gry
Ply
T79002451
2194777-GFIOZA
D3
Common Supported Gable
1 r
1
Jab Reference o tional
Builders First Source, Plant City, FL- 32566,
8.240 s Dec 6 2019 MITex Industries, Inc. bat uec Bit 1 O:W:42 2u19
Scale = 1:18.3
4x6 =
]o
d
6
4x6 = 2x4 11 46 =
Plate Offsets(XY)--
[2:0-0-00-0-10] [4:Edde0-0-101
LOADING (psQ
SPACING- 2-0-0
CSI.
DEFL.
in
(too)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.36
Vert(LL)
0.00
5
n/r
120
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.23
Vert(CT)
0.01
5
n/r
120
BCLL 0.0 '
Rep Stress Incr YES
WE 0.14
Horz(CT)
0.00
4
rite
rite
BCDL 10.0
Code FBC2017ITP12014
Matdx-SH
Weight: 29 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=23917-8-0, 4=239/7-8-0, 6=36017-8-0
Max Horz 2=-42(LC 17)
Max Uplift 2=-120(LC 8), 4=-122(LC 9), 6=-93(LC 12)
Max Gmv 2=242(LC 23), 4=242(LC 24), 6=360(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 3-6=-2421458
BRACING -
TOP CHORD Structural wood sheathing directlyapplied or 6-0-0 oc puffins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=5.Ops1; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; Ml (envelope) and C-C Comer(3) zone; cantilever left and Fight exposed;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 2-0-0 Do.
6) This truss has been designed for a 10.0 psf 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) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 120 lb uplift at joint 2, 122 Ib uplift at
joint 4 and 93111 uplift at joint 6.
Thomas A Albani PE No.39360
Mi rok USA, Inc. FL Cart 8634
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
Q WARNING-Vedryde&gnparametensed READ NOTES ON THISANO/NCLUDED MIFEKREFERANCEPAGEMb7473rev. faNY1p1SSEFORE USE.
Design volld for use only with MFekO connectors. This ❑eslgn Is based only upon parameters shown, pnd Is for an Individual building component, not
��-
o truss system,. Before use, the building designer must verity me oppllcobllity of design parameters and properly Incorporate this design Into the overall
byading design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Addhfonol temporOry, and permanent bracing
MiTek'
prevent
Is always required for stability and to prevent collapse with Possible personal miury, and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and hum systems, seeANSVmtI Quality Cdtedo. DSB-09 and a081 Suldhg Component
690a Parke East BNtl.
Tampa, ParkeEast B
Safety Informabersavollable from Truss Plate Institule, 218 M Lee Sheet, Suite 312, Alexandria. VA 22314..
P33610
Job
Truss
Truss Type
Ory
Ply
T19002452
2194777-GROZA
EJ5
Jack -Open
1 '
1
Job Reference (optional)
Builders First Source, Plant City, FL- 32566,
4x6 =
STI.SxB STP =
8.240 s Dec 5 2019 MI Iex maustrles, Inc. cal ursc 261umu:42 zul9 rage l
ID:7RrVDIkAuFgVuVYAL75snbmON2-OGRtiEOrW7o2C23kekD8apdJMgyiSO4FTr6ccOy4TPJ
Scale = 1:15.3
Plate Offsets D(Y)--
12:0-0-0 0-0-141
LOADING (psp
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.60
Veri(LL)
-0.03
2-4
>999
360
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.26
Ven(CT)
-0.05
2-4
>999
240
BCLL 0.0 '
Rep Stress Incr YES
WS 0.00
Horz(CT)
-0.00
3
Na
n1a
BCDL 10.0
Code FBC2017/rP12014
Matrix-P
Wind(LL)
0.00
2
""
240
Weight: 17111 FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=146/Mechanical, 2=319/0-8-0, 4=46/Mechanical
Max Horz 2=135(LC 12)
Max Uplift 3=-129(LC 12), 2=-125(LC 8)
Max Grav 3=146(LC 1), 2=319(LC 1), 4=92(LC 3)
FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins.
BOTCHORD Rigid ceiling directly applied or 10-0-0oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=5.Opsf; III Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 to uplift at joint 3 and 125 lb uplift at
joint 2.
Thomas A Alban! PE No.39380
MTek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
,&WARNING-VeNly Oeslgn parameters and BEAD NOTES ON WISANDWCLUDEDMITEKREFERANCEPAGEMIF74Tarex. 100=2015BEFORE USE.
Design valid for use only with Meek® connectors, Thls design Is based only upon parameters shown, and Is for on Individual building component, not
��-
a truss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
byllding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible pewhol Injury and property damage. For general guidance regarding the
fabrication, storage: delivery. erection and bracing of trusses and buss systems. sesiANS91911 gracility Chef. OSSl9 and SCSI Building Component
69M Parke East Blvd.
Safety informa8arlavcilable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
mY
Ply
T19002453
2194777-GROZA
EJ6
Jack -Open Supported Gable
1
1
Job Reference (optional)
Builders First Source, Plant City, FL - 32566. 8.240 s Uec 6 2019 mi I ex mdustnes, Inc. sat Uec Le tU:UU:4J 2U19 Pagel
ID:7RrVDIkAuFgVuVYAL75snbwON2.sS?FvaOTHPimgCewCSIN7IAW 5EEW BoUOiVs99gy4TP1
-1-0-0 4.0.15 G6-0
1.0.0 4-0-15 I 2-5-1
2x4 II
4
5
US = 6x8 =
Scale = 1:18.8
LOADING (pst)
SPACING- 2-0-0
CSI.
DEFL.
in
(too)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Gdp DOL 1.25
TO 0.48
Ved(LL)
-0.00
1
Nr
120
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.54
Vert(CT)
0.01
1
Nr
120
BCLL 0.0 '
Rep Stress Incr YES
WE 0.25
Horz(CT)
-0.01
5
Na
Na
BCDL 10.0
Code FBC2017/rP12014
Matrix-P
Weight: 30 lb FT=20%
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) 5=280/6-6-0, 2=366/6-6-0
Max Horz 2=168(LC 12)
Max Uplift 5=-149(LC 12), 2=-127(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-303/365
BOTCHORD 2-5=-670/281
WEBS 3-5=-347/829
Structural wood sheathing directly applied or6-0-0 oc pudins,
except end verticals.
Rigid ceiling directly applied or 7-0-10 oc bracing.
NOTES-
1) Wind: ASIDE 7-10; Vult=17Omph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0ps1; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0-11 to 4-11-5, Extegor(2) 4-11-5 to 6-4-4 zone; cantilever left and right
exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) 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 asper ANSI/TPI 1.
3) Gable requires continuous bottom chord bearing.
4) Gable studs spaced at 2-0-0 oc.
5) This truss has been designed for a 10.0 ps1 bottom chord live load nonconcurent 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 149 lb uplift at joint 5 and 127 lb uplift at
joint 2.
Thomas A. Alban! PE No.39380
h1Tek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Data:
December 28,2019
Job
Truss
Truss Type
O1Y
Ply
T19002454
2194777-GROZA
EJ7
Jack -Open r
18
1
`
Job Reference (optional)
nungers i lrss source, nam Ully, rL- azsoo,
4x6 =
ST1.Sx9 STP=
p.zeus wee a zuia muex inausmes, mc. car vacza m:uu; oeura rage r
ID:7RrVDIkAuFgVuVYAL75snbmON2-H1 hNYcTMaMJThgNVtal41fnyORDMOC4rOT4gi9y4TPF
LOADING (psQ
I SPACING-
2-0-0
CS'_
OEFL,
in
(loc)
Well
L/d
TCLL 20.0
Plate Grip DOL
1.25
TO 0.75
Vert(LL)
-0.OB
2-4
>997
360
TCDL 15.0
Lumber DOL
1.25
BC 0.66
Vert(CT)
-0.20
2-4
>396
240
BCLL 0.0 '
Rep Stress Incr
YES
WE 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Wind(LL)
0.14
2-4
>557
240
LUMBER -
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP N0.2
REACTIONS. (lb/size) 3=206/Mechanical, 2=405/0-8-0, 4=81/Mechanical
Max Horz 2=182(LC 12)
Max Uplift 3— 163(LC 12), 2=-141(LC 12)
Max Grav 3=206(LC 1), 2=405(LC 1).4=125(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ile) or less except when shown.
Scale = 1:21.5
PLATES GRIP
MT20 244/190
Weight: 231b FT=20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl.,
GCpi=0,18; MWFRS (envelope) and C-C Exterior(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 6-11-4 zone; cantilever left and fight
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1631b uplift at joint 3 and 141 Ile uplift at
joint 2.
Thomas A Albanl PE No;39380
MTek USA, Inc. FL 16634
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
,&WARNING-VedIydesl9nparemelersend READ NOTES ON MIS AND INCLUDED MITEKREFERANCE PAGE M#-7473me lGrOl BEFORE USE
Design valid for use only with MOeIG) connectors, fits design Is based only upon parameters shown, and Is far an Individual bullding component not
a truss system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
bullding design. Bracing Indicated is to prevent buckiing of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
6 always required for stability and to prevent collapse with emote personal lnlury and property damage. For general guidance regarding the
fab4catlon storage, delivery, ereollon and bracing of trusses and buss systems. seeANSVWII QUOIN Criteria. DSB-89 and 8=1 Building Component
69M Parke East Blvd.
Safety Infomrafbmvollabie from runs Rate Insulate. 218 N. Lee Street, Suite 312, Alexcndflo, VA 22314.
Tampa, FL, 33610
Job
Truss
Truss Type
city
Ply
T79002455
2194777-GROZA
EJ8
Jack -Open r
13 t
1
Job Reference (optional)
Builders First Source, Plant City, FL - 32566, B.240 a Dee 6 2019 MiTek Industries, Inc. Sat Dec 28 10:00:4B 2019 Page 1
ID:7RrVDIkAuFgVuVYAL75snbmON2-DcipeyHUc6zZBw Wu77KYg4lHhFuys5Z7mZwg2y4TPD
-1-0-0 7-3-0
-6 0 7-3-0
Scale =1:22.0
axis =
ST1.54 STP =
Plate Offsets (X Y)—
12:0-" 0-0-101
LOADING (psf)
SPACING-
2-0-0
CS].
DEFL.
in
(too)
/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.81
Ven(LL)
-0.09
2-4
>892
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.72
Ven(CT)
-0.23
2-4
>354
240
BCLL 0.0 '
Rep Stress Incr
YES
We 0.00
Hori
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Wind(LL)
0.17
2-4
>497
240
Weight: 241b FT=20%
LUMBER -
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SO No.2
REACTIONS. (lb/size) 3=214/Mechanical, 2=416/0-8-0, 4=84/Mechanical
Max Horz 2=188(LC 12)
Max Uplift 3=-170(LC 12), 2=-144(LC 12)
Max Grav 3=214(LC 1), 2=416(LC 1), 4=130(LC 3)
FORCES. (Its) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-9-5 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-11 to 4-11-5, Interior(1) 4-11-5 to 7-2-4 zone; cantilever left and night
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170lb uplift at joint 3 and 1441b uplift at
joint 2.
Thomas A. Alban PE No.39380
Nifek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
O WARNING -Verify deegnpammeters and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MR7473raV. 10034016 BEFORE USE
Design void for use only with MiTek®connectors. T is design Is based only upon parameters shown. and Is for on Individual building component, not
a hum system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate his design Into the overall
bUlidIng design. Bracing Indicated is to prevent buckling of individual hum web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guldonceregarding the
fabrication, storage. delivery, erection and bracing of homes and huss systems meANS91P11 Coa01r Criteria, DS349. and BCSI Building Component
69N Parke East Blvd.
Safety Infomsationavailable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexondka, VA 22314.
Tampa, FL 33610
Job
Truss
Thus Type
Ory
Ply
T19002456
2194777-GFIOZA
EJ61
Monopitch '
3
1
Job Reference (optional)
builders YI rs1 source, Flam Ulty, FL- a2bbb, a.24U a Use o 4uta MI IeK mausmes, Inc. oat Uac be 1U;VUA4 4U Isr rage I
ID:7RrVDIkAuFgVuVYAL75snbenON2-KfZd7wR52k3mRMD7m9GcgEigaeaywlaYw9bjhHy4TPH
-1-0-0 6.10-B
1-0.0 6-10-8
Scale = 1:21.4
V, y^46= ST1.5xB STP=
airs II
LOADING (pst)
SPACING-
2-0-0
CSI.
DEFL,
in
(loc)
Vdefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.49
Vert(LL)
-0.10
2.4
>765
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.53
Vert(CT)
-0.20
2-4
>382
240
BCLL 0.0 '
Rep Stress Incr
YES
WR 0.00
Hom(CT)
0.00
n/a
r✓a
BCDL 10.0
Code FBC2017/TP12014
Matdx-P
Wind(LL)
0.00
2
""
240
Weight: 27lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 31 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP NOS BOT CHORD
REACTIONS. (lb/size) 4=277/0-6-8,2=396/0-8-0
Max Horz 2=177(LC 12)
Max Uplift 4=-151(LC 12), 2=-138(LC 12)
FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 3-4— 255/406
Structural wood sheathing directly applied or 6-0-0 oc pudins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h--i Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-11 to 4-11-5, Intedor(1) 4-11-5 to 6-8-12 zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 lb uplift at joint 4 and 1381b uplift at
joint 2.
Thomas A. Alban! PE No.39380
M11Tek USA, Inc. FL Cart 6694
6904 Parke East Blvd. Tampa FL 33610
Daft;
December 28,2019
QWARN/NG- Yedrydsslgnparemefersend READ NOTES ON TNISAND/NCLODEDMrtEKNEFERANCEPAGEMIL74YJrev. laN3rz015 BEFORE USE.
Design valid for use only w1m Mnekis connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
��-
a truss system. Before use, the building designer must verify the applicability of design Parameters and properly Incorporate this design Into the overall
byllding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me
fabrication. storage. delivery. erection and bracing of trusses and truss systems seeANSI/IPII Cuaiyy Criteria. US689. and BCSI Bui Component
69U Parke Easl Blvd.
Safety Infermalbravailoble from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandtio. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oly
Ply
T19002457
2194777-GROZA
EJ62
Half Hip Ginter
1 '
1
LbReference
(optional)
Builders First Source, Plant City, FL- 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Sat Dec 2810:00:44 2019 Page 1
I D:?RrVDIkAuFgVuVYAL75snbmON2.KfZd7wR52k3mRMD7m9GcgEiZOeaNwlaYw9bjhHy4TPH
6-6-0 6-10.8
1-0-0 6-6-0 -4-8
NAILED
2x4 II
V, 2x4= ST1.5x8 STP=
2.4 II
LOADING (pst)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Well
L/d
TCLL 20.0
Plate Gdp OOL
1.25
TC 0.91
Vert(LL)
-0.10
2-4
>795
360
TCDL 15.0
Lumber DOL
1.25
BC 0.57
Vert(CT)
-0.19
2-4
>398
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.00
HOR(IDT)
0.00
Na
n1a
BCDL 10.0
Code FBC2017/TPI2014
MBull
Wind(LL)
0.00
2
""
240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
SOT CHORD 2x4 SP No.2
WEBS 2x6 SP No.2 BOT CHORD
REACTIONS. (lb/size) 4=388/0-6-8, 2=392/0-8-0
Max Hom 2=175(LC 8)
Max Uplift 4=-263(LC 8), 2>137(LC 8)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 3-4=-325/295
Scale-1:22.1
PLATES GRIP
MT20 244/19D
Weight: 291b FT=20%
Structural wood sheathing directly applied or 6-0-0 oc purling,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf•, BCDL=5.Opsfl h=151t; Cat. II; Exp C; Encl..
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 263 lb uplift at joint 4 and 137lb uplift at
joint 2.
5) "NAILED" indicates 3-1 Did (0.148'x3') or 2-12d (0.148'x3.25') toe -nails per NDS guidlines.
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (Ft or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plQ
Vert: 1-3=-70, 2-0=-20
Concentrated Loads (Ib)
Vert: 3=-115(B)
Thomas A Albani PE No.39380
li Tek USA, Inc. FL Cart 8834
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
QWARNING-Verlrx design Paramefersand READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGE MIF7473sx& unlacing BEFORE USE.
Design valid for use only with MTek® connectors, This design Is based only upon parameters shown, and Is for on Individual builtling component, not
a truss system. Before use, Me bullding designer must verity the applicability of design Parametersand properly Incorporate MIs design Into the overall
bellding design. Bracing Indicated is to prevent buckling of hdNklual truss web antl/or chord members only. Additional temporary and permanent bracing
M)Tek'
Is always real for stability and to prevent collapse with possible personal Injury antl property damage. For general guidance regarding Me
fabrication, storage, del,en,, erection and bracing armantl truss systems, seeANSNRIi CuIl Criers, D5049 and BCSI Building Component
from
6Ba4 Parke East Blvd.
Tempe, FL 33610
Safety Nformatlonovallable Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314.
Job
Truss
Truss Type
Ory Ply
T19002458
2194777-GROZA
EJ63
Monopitch
1 1
'
Job Reference (optional)
Builders First Source, Plant City, FL- 32566,
8.240 s Dec 6 2019 MiTek Industries, Inc. Sat Dec 2810:00:45 2019
Scale=1:22.3
3x12 MT20HS =
ST1.Sx8 STP= AX9
06 =
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress [nor YES
Code FBC20177TPI2014
CSt.
TC 0.76
BC 0.33
WB 0.05
Matrix-R
DEFL. in
Van(LL) -0.03
Vert(CT) -0.06
Horz(CT) -0.02
Wind(LL) 0.03
(roc) I/defl Ud
2-4 >999 360
2-4 >999 240
6 n/a III
2-4 >999 240
PLATES
MT20
MT20HS
Weight: 291b
GRIP
244/190
187/143
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0
oc puffins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x8 SP 240OF 2.0E
REACTIONS. (lb/size) 2=389/0-8-0, 6=230/0-6-8
Max Hom 2=163(LC 12)
Max Uplift 2=-140(LC 12), 6=-126(LC 12)
FORCES. (Ib) -Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown.
TOP CHORD 2-3=-25475, 3-5=-314/445
NOTES-
1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5,Opst h=15f ; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-11 to 4-11-5, Intedor(1) 4-11-5 to 6-1-8 zone; cantilever left and right
exposed ;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise indicated.
3) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent With any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Bearing at joint(s) 6 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140lb uplift at joint 2 and 126 lb uplift at
joint 6.
Thomas A. Afbanl PE No.3938D
Il USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610.
Date:
December 28,2019
AWARNING -VerifydesfrnparemefersandREADNDTESONTHISANDINCLUDED MITEKREFERANCEPAGEM674M..10/0.aa015BEFOREUSE
Design valid for use only with Meek® connectors. This design Is based only upon parameters shown, and Is for on IndNlduol bulltling component, not
a two system. Before use, the building designer must verity, the applicability of design parameters and properly Incorporate this design Into the overall
bxllding desgn. Bracing Indicated Is to prevent buckling of indwidual two web and/or chord members only. Additional temporary and pemianeni bracing
MiTek'
Is always required for stab011y and to prevent collapse with possible personal injury and property damage, For generol guidance regarding the
fabrication, storage: delivery. erection and bracing of trusses and truss systems. seeANSVIPll CualMMyy Criteria. DSB-69 and SCSI Buildbp Component
69N Parke East Blvd.
Safety Informaamgvolloble from Truss Plate Institute, 218 N. Lee Street Sulte 312. Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Of'
Ply
T19002459
2194777-GROZA
EJ64
Half Hip
1
1
Job Reference o tional
Builders First Source, Plant City, FL - 32566, 8.240 s Oec 6 2019 mi l ex Dtaustnes, mc. batuec zu lu:uu:4a eut a raga l
ID:?RrVDIkAuFgVuVYAL75snbmON2.H1 hNYcTMaMJThgNVtal41fnOTR8NOC4rOT4gl9y4TPF
-i-0-0 54-0 6.6.0 6.10-6
14}0 I 5-4-0
NAILED
2x4 11 Scale =1:21.8
Si STP= exr li
46 =
5-4-0
1.6-8
Plate Offsets (X,Y)--
16:0-5-0 0-1-0)
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(too)
Well
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TIC 0.47
Vert(LL)
-0.04
3
>999
360
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.98
Vert(CT)
-0.09
3
>B66
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr
YES
WE 0.00
Horz(CT)
-0.05
5
n/a
rile
BCDL 10.0
Code FBC2017/rP12014
Malri%-R
Wind(LL)
0.11
3
>666
240
Weight: 30lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 `Except*
6-7: 2x4 SP No.3
2x6 SP No.2
W4-1.1
REACTIONS. (Ib/size) 5=391/0-6-8, 2=39210-8-0
'Max Ho¢ 2=175(LC 12)
Max Uplift 5=-261(LC 12), 2=-137(LC 31)
FORCES. (Ila) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown.
BOTCHORD
Structural wood sheathing directly applied or 6-0-0 oc puriins,
except end verticals.
Rigid ceiling directly applied or 2-2-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pi BCDL=S.Opsf; h=15tt; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-11 to 4-11-5, Interior(1) 4-11-5 to 6-7.12 zone; cantilever left and right
exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60.plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-" wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 261 It, uplift at joint and 13716 uplift at
joint 2.
6) "NAILED" Indicates 3-10d (0.148"x3") or 2-12d (0.148"4.25") toe -nails per NOS guidlines.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-0=-70, 2-7=-20, 5-6= 20
Concentrated Loads (lb)
Vert: 4=-118(F)
Thomas A. Alban! PE No.39380
MI USA, Inc, FL Cert 8634
6904 Parke East Blvd. Tampa FL 33610
Bate:
December 28,2019
Q WARNWG- Verify design Pare afersand READNOTES ON MISAND INCLUDED MFFEKREPERANCEPAGEMU74nni 10e320158EFORE USE
Design volld for use only with MflaM connectors. lttla design Is based only upon parameters shown, and Is for on Individual building component, not
��-
a muss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
bwiiding design. &acing indicated Is to prevent buckling of Individual head web end/or chord members only. Additional temporary and permanent bracing
WOW
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage: delivery, erection and bracing of trusses and hugs systems, seeANSVWI I Ouolav Cdfedn, 090-89 and BCSI Buldlna Component
6904 Parke East Blvd.
Safety Informationavailable from Truss Plate institute. 218 N. Lee Sheet, Suite 312 Alexantlrla. VA 23 14.
Tampa, FL 33610
Job
Truss
Truss Type
Oly
Ply
T19002460
2194777-GROZA
EJ71
Jack -Open
9
1
Job Reference (optional)
Builders First Source, Plant Clty, FL- 32566,
e.z4U s uec b 2UIU MI I eK mausur es, Inc. Jan ilea za IU:Uu:4/ eu I u
30 =
ST1.5x8 STP =
Scale = 1:21.5
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TPI2014
CSI.
TC 0.80
BC 0.72
WS 0.11
Matrix-SH
DEFL. in
Van-0.08
Ven(CT) -0.22
Hom(CT) 0.06
Wind(LL) 0.21
(roc) Weil Ud
5-6 >985 360
5-6 >360 240
5 n/a Na
5-6 >380 240
PLATES GRIP
MT20 244/190
Weight: 28 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-4-11 oc puffins.
BOT CHORD 2x4 SP No.2 *Except*
BOT CHORD
Rigid ceiling directly applied or 7-3-10 oc bracing.
6-7: 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (Ib/size) 4=187/Mechanical, 2=423/0-8-0, 5=106/Mechanical
Max Horz 2=182(LC 12)
Max Uplift 4=-139(LC 12), 2=-132(LC 12), 5=-14(LC 12)
Max Gray 4=187(LC 1), 2=423(LC 1), 5=139(LC 3)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-486/393
BOT CHORD 2-7=-648/523, 36=-278/320
WEBS 3-7=-280/376
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf: h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 6-11-4 zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed fora 10.0lost bottom chord live load nonconcurrent with any other live loads.
3) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to glider(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 4, 132 lb uplift at
joint 2 and 14 lb uplift at joint 5.
Thomas A Albani PE No.39380
MTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
,&WARNING- Vadlydimignpammele...d READNOTES ON THIS AND INCLUDED MREKHEFEHANCE PAGE M67473mv. 101032015 BEFORE USE.
Design vold for use only with MnekS connec106. This design IS based only Upon parameters shown, and Is for an IndNldual building component, not
��-
a truss system. Before use, the building designer must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall
bolding design. &acing Indicated is to buckling of Ird itlual duct web antl/or chord members only. Additional temporary and bracing
Mew
prevent permanent
Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding me
fabrication, storage, delivery, erection and bracing of trusses and hum systems, seeANSVTPl1 Quality Criteria. OSB49 and BCSI EuldhB Component
6904 Parke East Blvd.
Safety Informallanavalloble from Truss Hole Institute. 218 N. Lee Sheet Suite 312, Alexandria, VA 22314.
Tampa, FL W610
Job
Truss
Truss Type
cry
Ply
T19002461
2194777-GROZA
EJ81
Jack -Open
1
1
r
Job Reference (optional)
nullaem rrrsr Jource, mall uny, rL- 41O00, 0-44U b Uec o Ga IUmuerc maesmes, mc. Jar Uec zo V:V V:va Ga lu rage r
ID:7RrVDIkAuFgVuVYAL75snbmON2-DOpByHUc6zZBw Wu77KYg41HJFums5Z7mZwg2y4TPD
3x4 5� Scale = 1:23.0
30 1-
4
ST1.5x8 STP = 5
46 =
LOADING li SPACING- 2-0-0 cSl. DEFL. In (loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.09 2-5 >890 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.23 2-5 >352 240
BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.04 4 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Wlnd(LL) 0.17 2.5 >488 240 Weight: 261b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.t 'Except' TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc puffins.
34: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing.
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 4=216/Mechanical, 2=418/0-8-0, 5=85/Mechanical
Max Horz 2=180(LC 12)
Max Uplift 4=167(LC 12), 2=149(LC 12)
Max Gmv 4=216(LC 1), 2=418(LC 1), 5=130(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpl=0.18; MW FRS (envelope) and C-C Exterior(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 7-3-0 zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 lb uplift at joint 4 and 149 lb uplift at
joint 2.
Thomas A Albert PE No.39380
MTak USA, Inc. FL Cart 8634
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
Q WARNING. Ver/tydeslgnparamelenend PE DNOWSONTNISANOINCLUOEOMNEKRUF ANCEPAGEM674".. taMI&OISBEPOBEUSE
Design valid for use only with MEekO connectors. This design Is based only upon parameters shown, and Is for an Individual bullring component, not
a muss system. Before use. the bullring designer must verity the applicability of deslgn parameters and properly Incorporate this design Into the overall
loOlding design. Bracing Indicated is to prevent buckling ofindroidual hum web and/or chord members only. Additional temporary and permanent bracing
MiTek*
Is always recurred for rablilty and to prevent collapse w[m possible personal Injury and properly damage. For general guidance regarding the
fabrication, storage. delivery, erection and brocing of musses and huss syslems, seeANSU1Pl1 Cualtly Cdfedo, BSO4I9 and BCSI BuSdk g Component
6904 Parke East Blvd.
Safety Informationavoiloble from Truss Plate Instrute, 218 N,. Lee Sheet, SOre 312, Alexontlrlo. VA 22314,
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
T79002462
2194777-GROZA
EJ82
Half Hip Girder
1 r
1
Job Reference (optional)
Builders First Source, Plant City, FL-32566, 6.24u 5 Dec a 2ula MiTt ex industries, Inc. oar Dec ze iu:uu:ae 20i9 Page r
ID:7RrVDIkAuFgVuVVAL75snbmON2-hcMWAdVEtHh2y754' imNIPZxeLEbWoH4RJUMUy4TPC
-1-0-0 5-0-0 7-3.0
1-0-0 5-0.0 i 2-3-0
Scale— 1:19.4
Special
3 5xB = 2X4 11
ST1.Sxa STP= special 3x4 =
2x4 =
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017frP12014
CSI.
TC 0.33
'SC 0.27
WB '0.13
Matril
DEFL. in
Vert(L-) -0.02
Vert(CT) -0.04
Horz(CT) 0.00
Wind(L-) 0.02
(too) Udefl Ud
2-6 >999 360
2-6 >999 240
5 n/a n/a
2-6 >999 240
PLATES GRIP
MT20 244/190
Weight: 331la FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc puffins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=462/Mechanical, 2=48510-8-0
Max Horz 2=137(LC 8)
Max Uplift 5= 213(LC 5), 2=-202(LC 8)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or
less except when shown.
TOP CHORD 2-3=-501/170
BOT CHORD 2-6=-203/387, 5-6=-200/399
WEBS 3-6=0/296, 3-5=-571/289
NOTES-
1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDLS.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water pending.
3) This truss has been designed for a 10.0 flat bottom chard live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-64) 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 2131b uplift at joint 5 and 202 no uplift at
joint 2.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 216 lb down and 280 to up at
5-0-0 on top chord, and 11411a down at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (B).
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (p1l)
Vert: 1-3=-70, 3-4=-70, 2-5=-20
Concentrated Loads (lb)
Vert: 6=-70(F) 3=-169(F)
Thomas A Alban! PE No.39360
MTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
AWABNWG.Verifydeegaperemefers.ndR AONOTESONTN/SMDWCLUOEOMREKBEFEBANCEPAGEMIF74".re.10113orelSBEFOBEUSE
Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for an Individual buliding component not
a truss system. Before use, the bulldIng designer must verity the oppllcoblllN of design parameters and properly Incorporate ih0 design Into the overall
Welding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent brccing
MiTek-
Isalways required for sfablllN and to prevent collapse with possible personal Injury antl property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and thus systems. eaeANSVIPIf Quality Creeds, DS549 and SCSI SuSdYrp Component
69M Parke East Bind.
Safety Nformalbrpvalloble from Truss Rafe Institute, 218 N. We Street Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Gty
Ply
T79002463
2194777-GROZA
HJS
Diagonal Hip Girder
1 e
1
�
Job ReferReference(optional)
cutters rlrst source, tram ury, rL - Jzaaq,
a.L4u B Uec o Lu ra Mn eF mQUsrY $rnc. Jar Uecm IU]UU:aI ZU I
3x4 =
Scale: 3/4'=I'
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(too)
Udefl
Ud
PLATES GRIP
TILL 20.0
Plate Grip DOL
1.25
TC 0.76
Vert(LL)
-0.08
2-4
>974
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.51
Vert(CT)
-0.17
2-4
>457
240
BCLL 0.0 '
Rep Stress Man
NO
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Mail
Wind(LL)
0.06
2.4
>999
240
Weight: 24 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=192/Mechaniml, 2=357/0-10-15, 4=73/Mechanical
Max Horz 2=146(LC 4)
Max Uplift 3=-139(LC 8), 2=-169(LC 4)
Max Grav 3=192(LC 1).2=357(LC 1).4=119(LC 3)
FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purims.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 3 and 169 lb uplift at
joint 2.
6) "NAILED" indicates 3-1 Od (0.148°x3°) or 2-12d (0.148'x3.25°) toe -nails per NDS guidlines.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3= 70, 2.4=-20
Concentrated Loads (lb)
Vert: 5=98(F=49, B=49)
Thomas A Albani PE No.39396
MiTek USA, Inc. FL Cert 6934
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
Q WARNING. Verifydeeignpemmeterswd RB DNOMSONTNISANDINCLUDEDMI/EKBEFEf NCEPAGEMX74"me 1W0.1VOISBEFOHEUSE
Design valid for use only with MTek® connectors. ibis design Is based only upon parameters shown, and Is for an Indlvitluoi building component, not
��-
a truss system. Before use, me bulltling designer must verify, the applicability of design parameters and properly Incorporate this design Into the overall
bulltling design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal INury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVIPIt puoilty G1Bnb, pSB-09 and BCSI Building Component
69N PaAe East Blvd,
Safoty Inloenatbnavollabletrom Truss Plate Institute, 218 N. Lee Sheet, Se 312, Alewantlrlo. VA 22 14.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
T19002464
2194777-GROZA
HJ6
Diagonal Hip Girder
�1 •
1
•
Job Reference (optional)
Builders First Source, Plant City, FL-32566.
8.240 a Dec'6 2019 MiTek Industries, Inc. Sal Dec 2810:00:51 2019 Page 1
ID:?RrVDIkAuFgVuVYAL75snbwON2-d4UGbJWUOuwnnFiFTg7uFSjVs4Szg3OPaYJobRNy4TPA
_ Lx4 II 5
3x4 — NAILED NAILED NAILED 3x6 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(toe).
Udefl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.54
Ve I(LL)
-0.02
6-7
>999
360
TOOL 15.0
Lumber DOL
1.25
BC 0.46
Vert(CT)
-0.06
6-7
>999
240
BCLL 0.0
Rep Stress [nor
NO
WB 0.31
Horz(CT)
0.01
6
We
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix-SH
Wind(LL)
0.02
6-7
>999
240
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=170/Mechanical,2=473/0-10-15,6=302/Mechanical
Max Horz 2=181(LC 22)
Max Uplift 4=-152(LC 4), 2=-219(LC 4), 6=405(LC 8)
Max Grav 4=170(LC 1), 2=473(LC 1), 6=303(LC 3)
FORCES. (lb) -Max. CompJIvi Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-747/286
BOT CHORD 2-7=358/689, 6-7= 358/689
WEBS 3-6=-730/380
Scale = 1:22.3
Ia
PLATES GRIP
MT20 244/190
Weight: 38lb FT=20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purins.
BOT CHORD Rigid ceiling directly applied or 9-9-4 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 152 lb uplift at joint 4, 219 lb uplift at
joint 2 and 105 Ib uplift at joint 6.
6) "NAILED" indicates 3-1 Off (0.148"x2i") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced); Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-4=-70, 2-5=-20
Concentrated Loads (Ib)
Vert: 8=98(F=49, B=49)l0=-95(F=-47,B=-47) 13=-36(F=-18,B=-18)
Thomas A Albani PE No.39380
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
AWARNING -WINI,desf9eparameferaandREAD NOTES ONTHIS MoINCLUDED AUEKREFERANCEPAGE UX74"..10IMMOISBEFORE USE.
Design valid for use only with Mffeh® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not
a truss system. Before use. the building designer must verity the appllcoblllty, of design parameters and properly Incorporate this design Into the overall
bwilding design. Bracing Indicated R to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stoblliN and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fobricatiom storage; delivery, erection and bracing of trusses and truss systems. SBeAN$l/lPll Quo Vty Cripple. DS549 and nut Building Component
Safety nfomralbmvallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Mexantlrio. VA 2314.
MiTek'
6904 Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type
aY
Ply
.
T79002465
2194777-GROZA
WIT
Diagonal Hip Girder
3
1
Jab Reference (optional)
Builders First Source, Plant City, FL-32566,
8.240 s Dec 6 2019 MITek Industries, Inc. Sal Dec 28 10:00:53 2019 Page 1
ID:7RrVDIkAuFgVuVYAL75snbmON2-aNc107ylwVBUOkPmywjx8aC%GfpxGMt73HhVFy4TP8
Scale = 1:20.9
ZIA = NAILED NAILED m NAILED 3x6 =5
5-0.15
4-9-2
LOADING (psi)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
Udell
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.54
Vert(LL)
-0.03
6-7
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.48
Vert(CT)
-0.07
6-7
>999
240
SCLL 0.0 '
Rep Stress Incr
NO
WB 0.41
Horz(CT)
0.01
6
n/a
r/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Wind(LL)
0.03
6-7
>999
240
Weight: 41 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SPNo.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-15 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=167/Mechanical,2=510/0-10-15,6=331/Mechanical
Max Hom 2=193(LC 4)
Max Uplift 4=-143(LC 4), 2= 235(LC 4), 6=-124(LC 8)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ile) or less except when shown.
TOP CHORD 2-3=-852/329
BOT CHORD 2-7=4151787, 6-7=-41 W87
WEBS 3-7=0/260, 3-6=-834/439
NOTES-
1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 Ib uplift at joint 4, 235111 uplift at
joint 2 and 124 Its uplift at joint 6.
6) "NAILED" indicates 3-1 Od (0.148'x3') or2-12d (0.148'x3.25") toe -nails per NDS guidlines.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: t-4=-70, 2-5=-20
Concentrated Loads (lb)
Vert: 8=98(F=49, B=49) 10=95(F=-47, B=-47) 13=36(F=18, B>18)
Thomas A Alhani PE No.39300
MTak USA, Inc, FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
QWARNING- Verily dealgnparemetem and READ NOTES ON ME AND INCLUDED MREKREFERANCE PAGE MIL7473mv. leeMIN15 BEFORE USE.
Design valid for use only with MrekS) connectors. This design Is based only upon parameters shown, Ond Is for on Individual building component not
��-
a truss system. Before use. Me building designer must verify Me applicability of design parameters and propetly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of ndividual truss web and/or chord members only. Additional temporary and permanent bracing
MiTOW
Is always required for stability and to prevent collapse wM possible personal Injury and property damage. For general guidance regarding the
fabrication storage, delivery, erectlon and bracing of trusses and truss systems. WOANSUIPII Quarry Criteria. DSB49 and SCSI Building Camponi
6904 Parke East Blvd.
Safety Infdmsalkinavoilable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandra, VA 22314
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
T79002466
2194777-GROZA
HJ31
Diagonal Hip Girder I
t2 x
1
>
Job Reference o floral
Builders First Source, Plant City, FL-32566,
2x4 =
B24USUeC a2U1BMIIeKMquSmea,ImC. bal UeGIO IU;UU:aUZUIU rdyn I
ID:7RrVDIkAuFgVuVVAL75snbwON2-gowuNzWseapv9HgG60NOvVyk12k7K730J521 uwy4TPB
LOADING last)
SPACING-
2-0-0
CS'.
DEFL
in
(too).
Udell
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.37
Ved(LL)
-0.00
2-4
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.10
Vert(CT)
-0.01
2-4
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
We 0.00
Hom(CT)
-o.00
3
file
rJa
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
Wind(LL)
0.00
2
""
240
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=21/Mechanical, 2=220/OA-9, 4=28/Mechanical
Max Harz 2=81(LC 4)
Max Uplift 3=-36(LC 19), 2=-145(LC 4)
Max Grav 3=56(LC32). 2=220(LC 1). 4=56(LC 3)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1:9.4
PLATES GRIP
MT20 2441190
Weight: 12lb FT = 20%
BRACING -
TOP CHORD Structural woad sheathing directly applied or3-0-11 oc puffins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psb BCDL=5.Opsf; h=15ft: Cat. II; Exp C Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36lb uplift at joint 3 and 145 lb uplift at
joint 2.
6) 'NAILED' indicates 3-1 Od (0.148'x3") or 2-12d (0.148"x3.25") toe -nails per NOS guidlines.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanciii Lumber Increase=L25, Plate Increase=1.25
Uniform Loads(plt)
Vert 1-3=-70, 2-4=-20
Concentrated Loads (lb)
Vert: 5=98(F=49, B=49)
Thomas A. Albani PE No.39380
61iTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
QWARNING-Verify des19n Pramereme40READ NOTES ONTNISANOWCLUDEOM/lEKREFEMNCEPAGEMI474mmv. 10113,2015BEFOREUSE
Design valid for use only with Mnek® connectors, This design Is based only upon parameters shown. and Is for an Individual building component, not
��-
a hum system. Before use, the building dedgner must verity the cpplicabllity of design parameters and property Incorporate this design Into the overall
building design Bracing Indicated is to prevent buckling of Individual huss web and/or chord members only. Add flonai temporary and permanent bracing
MiTek'
Is always required for stoblity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fobricaton, storage, delivery, erection and bracing of trusses and husssystems, seeANSI/IPII CualNy CRedo. DS549 and SCSI Building Component
8
6904 Parke East Bbd.
Safety Informatbinvolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314,
Tampa, FL.33t
Job
Truss
Truss Type
OfY
Ply
f
T790024fi7
�J.IbSeferenca
2194777-GFIOZA
HJ61
Diagonal Hip Girder
1
1
(optional)
Builders First Source, Plant City, FL- 32566,
8.240 s Dec 6 2019 MiTek Industries, Inc. Sat Dec 2810:00:52 2019 Page 1
ID:?RrVDIkAuFgVuWAL75snbmON2-5B2fofX69C3dPbgfErPU w12ksEuotOjmPX8zpy4TP9
NAILED
Scale =1:20.6
US = NAILED
NAILED
NAILED
7.5.0
9-1.9
7.5.0
1-B-9
Plate Offsets (XY)- [3:0-5-11 0-1-8]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(too) Ildefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.48
Vert(LL) -0.13
2-7 >783 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.78
Vert(CT) -0.27
2-7 >384 240
BCLL 0.0 '
Rep Stress ]nor NO
WB 0.14
Horz(CT) 0.01
5 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Wind(LL) 0.05
2-7 >999 240
Weight: 391b FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc pur ins.
BOT CHORD 2x4 SP No.2 *Except*
BOT CHORD
Rigid ceiling directly applied or 9-10-2 oc bracing.
6-7: 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. fib/size) 4=98/Mechanical, 2=487/0-10-15, 5=417/Mechanical
Mau Hoe 2=181(LC 4)
Max Uplift 4=-76(LC 4), 2=-226(LC 4), 5=-187(LC 8)
FORCES. file) -Max. CompJMax. Ten. -All forces 250 file) or less except when shown.
TOP CHORD 2-3=-590/269
BOT CHORD 2-7=-319/530, 6-7=-311/605
-
WEBS 3-7=646/455
NOTES-
1) Wind: ASIDE 7-10; Vult=170mph.(3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between 'the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 76 lb uplift at joint 4, 226ib uplift at joint
2 and 187 lb uplift at joint 5.
6)'NAILED" indicates 3-1 Did (0.148'x3') or2-12d (0.148'x3.25') toe -nails per NDS guidlines.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-4=-70, 2-7=-20, 3-6=-20, 5-6=-20
Concentrated Loads file)
Vert: 8=98(F=49, 3=49) 10=-100(F=-52, B=-47) 13=-54(F=-36, B=-18)
Thomas A Albani PE No.39380
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
AWANNWG-VeN/ydeWgnpefemete..dREADNOTESONTN/SAND/NCLUDEDMREKNEFENANCEPAGEMIP74T3rev.1N 0158EFOHEUSE
Design valid for use only with Meek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a hum system. Before use, the builtling designer must verify the appllcobYlly of design parameters and properly Incorporate this design Into the overall
Wilding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stoblllty and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of pusses and hum systems. seeANSInPII Cua1M Ciliate, DSlA9 and ICSI Building Component
69M Parke East Blvd.
Safety Infm omtbmN. vollable from Truss Plate Institute. 218 Lee Sheet. Suite 312, Alexantlrlo. VA 22914.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
T79002468
2194777-GROZA
K1
Root Special Girder
1 x
1
i
0
Job Reference (optional)
Builders First Source, Plant City, FL - 32566, 8240 s Dec 6 2019 MiTek Industries, Inc. Sat Dec 28 10:00:54 2019 Page 1
ID:7RrVDlkAuFgVuVVAL75snbmON2.2aAPDLZNhpJLeu 2LGRy4L7P1 f2EGpyODjOF1 iy4TP7
-1-5-0 3.1-7 6.2.14 7-7-13
1-5-0 i 3-0-7 3.1-7 1-5.0
NAILED
Ara =
NAILED
3.im 52 3 wen rn
Scale =1:17.3
T
re
y
1°
9
10
NAILED
NAILED
6
2x4 lI
NAILED
NAILED
NAILED
2x4 =
2x4 =
NAILED
&1-7
ri2.14
3-1-7
3.1.7
LOADING (pi
SPACING-
2-0-0
CST.
DEFL.
in
(lac) Vdefl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.43
Verl
-0.01
6 >999
240
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC
0.28
Verl
-0.02
6 >999
180
BCLL 0.0 '
Rep Stress lncr
NO
WB
0.01
Horz(CT)
0.01
4 n/a
n1a
BCDL 10.0
Code FBC20177rP12014
Matrix-P
Weight: 261b
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x8 SP 240OF 2.0E
REACTIONS. (lb/size) 2=243/0-4-9, 4=243/0.4-9
Max Horz 2=-32(LC 5)
Max Uplift 2=-127(LC 4), 4=-127(LC 5)
Max Grav 2=334(LC 43), 4=334(LC 42)
FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-583/277, 3-4=-583/277
BOT CHORD 2-6=235/573, 4-6- 235/573
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD Rigid ceiling directly applied orb-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 201 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 127lb uplift at joint 2 and 127 lb uplift at
joint 4.
6) 'NAILED' indicates 3-10d (0.148"1 or 2-12d (0.148'x3.25') toe -nails per NOS guidlines.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-3=-70, 3-5=-70, 2-4=-20
Concentrated Loads (III)
Vert: 3=91(F=45, B=45) 6= 16(F=-8, B= 8) 7=98(F=49, B=49) 8=98(F=49, B-49)
Thomas AAli PE No.39380
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610.
Date;
December 28,2019
,&WARNING-Verllydeslgnparametersend READ NOTES ON MIS AND INCLUDED MmEKREFERANCE PAGE MIF74"rev. f4NY101S BEFORE USE.
Design valid for use only with Mgels9connectors. This design Is based only upon parameters shown. and Is for on individual building component, not
�'-
a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent coilopse with possible personal Nury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSV(PIf GuolNNyy Cdhi OSE-89. and SCSI Building Componont
6904 Parke East Blvd.
Safety Infammf onavollabie from Truss Rate InstlMe. 218 N. Lee Street Suite 312, Alexontltl¢ VA 22314.
Tampa. FL 33510
Job
Truss
Thus Type
Ob'
Ply
T19002469
2194777-GROZA
V7
Valley i -
{
1
•
Job Reference o tional
blunders First source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Sat Dec 28 10:00:55 2019 Page 1
ID:7RrVDIkAuFgVuVYAL75snbmON2-Wmkn0ha7S7RCG2ZEvzyBcZm30N7Gl9SNmuaBy4TP6
M = Scale = 1:7.8
5.00 F12
.9
2x4 i 2x4
Plate Offsets (X,Y)--
t2:0-3-0,Edgel
LOADING (psi)
SPACING- 2-0-0
CSI.
IDEFL.
in (too)
Vdefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.08
Vert(LL)
nla -
n/a
999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.16
Ved(CT)
n/a -
Na
999
BCLL 0.0 '
Rep Stress Incr YES
W B 0.00
Horz(CT)
0.00. 3
Trio
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
Weight: ll Ib FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.3
REACTIONS. (Ib/size) 1=12214-1-8, 3=122/4-1-6
Max Hom 1=12(LC 12)
Max Uplift 1=-42(LC 12). 3=42(LC 13)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or4-2-10 of puriins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone; cantilever left and fight exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 1 and 421b uplift at
joint 3.
Thomas A Albani PE No.39390
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
,&WARNING- Verify design parameters and READ NOTES ON THIS ANDWCLUOEOM?EKREFERANCE PAGE W74YJrev. ldN=IS BEFORE USE.
Deign voild for we only with MBek®connectors.IDis deign Is based only upon parameters shown. and Is for an Individual buldrng component, not
a truss system. Before use, the building designer must verify Me applicability of design parameters and property Incorporate Mls design Into the overall
bunOing design. Bracing indicated 6 to prevent buckling of Individual Inds web and/or chord members only. Additional temporary and permanent bracing
Is always requlred for stablllty antl to prevent collapse with possible personal Injury and property damage, For general guidance regarding Me
fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVIPII QuaTy Cm•da. DSB49 and SCSI building Component
Safety Informatbmvolloble from Truss Poe Institute, 21B N. Lee Street Sulte 312. Alexandria, VA 22314.
MiTek'
69N Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
T19002470
2194777-GROZA
V2
Valley
Job Reference (optional)
Builders First Source, Plant City, FL- 32566,
2x4 i
8.240 s Dec 6 2019 MiTek Industries, Inc. Sat Dec 28 10:00:56 2019 Page 1
ID:7RrVDlkAuFgVuVYAL75snbmON2-_yl9eOadDOZ3tC80ThUO9mCrf roekjYJhOVM6ay4TP5
5.00 FIT
Scale =1:6.9
LOADING (psf)
SPACING- 2-0-0
CS].
DEFL.
in (too)
Vdefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.04
Vert(LL)
Na -
Na
999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.03
Vert(CT)
Na -
Na
999
BCLL 0.0 '
Rep Stress [nor YES
WB 0.00
Horz(CT)
-0.00 2
Na
Na
BCDL 10.0
Code FBC2017ITP12014
Matrix-P
Weight: 5 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.3
REACTIONS. (Ib/size) 1=56/1-11-6, 2=44/1-11-6, 3=12/1-11-6
Max Horz 1=30(LC 12)
Max Uplift 1=-17(LC 12), 2=-36(LC 12)
Max Grav 1=56(LC 1), 2=44(LC 1), 3=25(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purtins.
BOT CHORD Rigid ceiling directly applied or W-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW F.RS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Bearing at joint(s) 2 considers parallel to grain value using ANSIRPI 1 angle to grain formula. Building designer should verity
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17111 uplift at joint 1 and 361b uplift at
joint 2.
Thomas A Albanl PE No.39380
MiTek USA, Inc, FL Cart 6034
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
AWARNING -Verlrydeaignp.remerersandREADNOTES ONTHISANDINCLUDED MREKREFERANCEPAGEM6T4M..iNWt01SBEFOREUSE.
Design valid for use only with MBek® connectors. This; design Is based only upon parameters shown. and Is for an Indlvlduol building component, not
a truss system. Before use, the building designer must verify the appllcoblllty of design parameters and properly Incorporate this design Into the overall
bYliding design. Bracing Indicated is to prevent buckling of lndNidual truss web and/or chord members any. Additional temporary and permanent brocing
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
MiTek'
fabrication, storage, denWry, erect and bracing of Passes and truss systems, WeANS171PT Quality CMs da, Dli and BCSI Bull Component
6904 Parke East Blvd.
Scfo [nfamolbnwafloble from Truss Plate Institute.218 N. Lee Street. Suite 312. Alexandra VA 22314.
Tampa, FL 33610
Job
Truss
Oty
Ply
t
T79002471
2194777-GROZA
V3
�Tniml
Valley r
1
Ir
Job Reference (optional
nullaers rust source, clam cny, rL - bzobb,
8
d
3x6 =
5.00 F12 2
2x4 i
a.29U s uec o 2111 V ml I ea InUUStnea, Inc. Jar Vec zo I a:oa:aa zU ro ragU ,
ID:?RrVDIkAuFgVuVYAL75snbmON2-_y19eOadDOZ3tC80ThU09mCosTm2kjYJhOVM6ay4TP5
3
4
2x4
2x4 11 Scale =1:7.6
4-0-0
Plate Offsets(AY)--
f2.0-3-00-2-41
LOADING (psQ
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.22
Vert(LL)
rda -
n/a
999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.16
Vert(CT)
n/a -
n/a
999
BCLL 0.0 '
Rep Stress Incr YES
W B 0.00
Horz(CT)
-0.00 4
n/a
I
BCDL 10.0
Code FBC2017ITP12014
Matrix-R
Weight: ll Ib FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-" oc puffins,
BOT CHORD 2x4 SP No.3 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=140/3-11-6,4=140/3-11-6
Max Holz 1=27(LC 12)
Max Uplift 1=-43(LC 9), 4=-57(LC 9)
FORCES. (lb) -Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=151t; Cat. 11; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Exterfor(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joints) 4 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 Ib uplift at joint 1 and 57 lb uplift at
joint 4.
Thomas A Albani PE No.39380
MTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
December 28,2019
AWARNING - Verify deslgnparametemendREAONOTES ONTN6ANOINCLUOEOMITExREFERANCEPAGEMIP74Mmv.1N0.Y2015BEFORE USE
Design valid for use only with MRek® connectors. fib design is based only upon parameters shown, and Is for on IndMdual building component, not
a muss system. Before use, the bulltling designer must vei fy the oppllcoblllty of design parameters and properly Incorporate this design Into the overall
bulltling design. Bracing Indicated is to prevent buckling of Indvidual hum web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication storage, delivery, erection and bracing of trusses and hum systems, sooANSViPII Quality Cribber, DSB419 and SCSI Suld6sp Component
69N Parke East Blvd.
Safety lnformutlonavolloble from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314.
Tampa, FL 3361 D
Symbols
PLATE LOCATION AND ORIENTATION
1 3/4 Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
0 1/ldr
For 4 x 2 orientation, locate
plates 0-11id from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
'Plate location details avalllable in Mlrek 20/20
software or upon request.
PLATE SIZE
Y 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
-7 Indicated by symbol shown and/or
by text In the bracing section of the
output. Use T or I bracing
if indicated.
Indicates location where bearings
(supports) occur. Icons vary but
reaction section Indicates joint
number where bearings occur.
Min size shown is for crushing only.
Industry Standards:
ANSI/rPll : National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI: Building Component Safety Information,
Gulde.to Good Practice for Handling.
Installing & Bracing of Metal Plate
Connected Wood Trusses,
Numbering System
I 6-4-8 I dimensions shown Inf}sixteenths
t scale)
II ---II (Drawings not o scale)
2 3
TOP CHORDS
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-1 311, ESR-1 352, ESR1 988
ER-3907, ESR-2362, ESR-1397, ESR-3282
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/FPI 1
section 6.3 These truss designs rely on lumber values
established by others.
© 2012 MITek® All Rights Reserved
MI Engineering Reference Sheet: MII-7473 rev. 10/03/2015
JA General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See BCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other Interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSIf PI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI7rPl 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unlessexpressly noted, this design is not applicable for
use with fire retardant, preservative treated. or green lumber.
10. Camber Is a non-structural consideration and Is the
responsibility of truss fabricator. General practice is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and sae, and
In all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
spacing Indicated on design.
14. Bottom chords require lateral bracing at 10 ff. spacing,
or less, If no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16, Do not cut or alter truss member or plate without prior
approval of an engineer.
17. Install and load vertically unless indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSI/rPI 1 Quality Criteria.