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HomeMy WebLinkAboutTRUSS PAPERWORK$ Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
BILE
RE: 1550381-BEEBE_RES -SEALS MiTek USA, Inc.
Site Information: 6904 Parke East Blvd.
Customer Info: TREFELNER CONSTRUCTION IN Project Name: BEEBE RES Mo3e� 13 EffnE4�15
Lot/Block: N/A Subdivision: BEEBE RES
Address: CODY LANE, CODY LANE sf c'$y
City: Fort Pierce State: FL 'r/ 'L�.
Name Address and License # of Structural Engineer of Record, If there is one, for the building. /�C
Name: License #: �G
Address: 4�
City: State:
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2
Wind Code: ASCE 7-10 Wind Speed: 160 mph
Roof Load: 47.0 psf
Floor Load: N/A psf
This package includes 29 individual, Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
INo.
ISeal#
ITruss Name
I Date
INo.
ISeal#
ITruss Name
Date
1
IT15344802
lAl
10/16/18
118
IT15344819
IV10
10/16/18
12
I T15344803
I A2
110/16/18
119
I T15344820
I V 11
110/16/18 I
13
IT16344804
IA3
10/16/18
I20
T15344821
I V12
110/16/18 I
14
I T15344805
ICJ 1
16/16/18
I21
I T15344822
I V13
110/16/18 I
15
I T15344806
I CJ3
110/16/18
122
I T15344823
I V2
110/16/18 I
I6
I T15344807
I CJ5
10/16/18
123
I T15344824
I V3
10/16/18
I7
I T15344808
I EJ5
10/16/18
124
IT15344825
IV4
10/16/18
18
I T15344809
I EJ7
110/16/18
125
I T15344826
I V5
110/16/18 I
19
IT15344810
I GR1
110/16/18
126
I T15344827
I V6
110/16/18 I
110
I T15344811
I GR2
110/16/18
127
I T15344828
I V7
110/16/18 I
Ill
IT15344812
H1
110/16/18128
IT15344829IV8
110/161181
112
I T15344813
I H2
110/16/18
129
I T15344830
I V9
110/16/18 I
113
I T15344814
I H3
110/16/18
I
I
I
I
114
T15344815
HA 1
110/16/18
15
T15344816
HJ2
I10/16118I
116
IT15344817
S1
10/16/18
117
IT15344818
I V1
110/16/18
The truss drawing(s) referenced above have been prepared by MiTek
USA, Inc. under my direct supervision based on the parameters
provided by Builders FirstSource - Plant City.
Truss Design Engineer's Name: Albani, Thomas
My license renewal date for the state of Florida is February 28, 2019.
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 ANSVTPI 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
given to MTek. Any project speck information included is for MiTek's customers
file reference purpose only, and was not taken into account in the preparation of
these designs. MiTek has not independently verified the applicability of the design
parameters or the designs for any particular building. Before use, the building designer
should verify applicability of design parameters and properly incorporate these designs
into the overall building design per ANSI/rPl 1, Chapter 2.
.`%%O PS t A- q4e t,,
No 3938
;9 .. STATE OF
'ONA����,
Thomas A. Alban PE No.39380
MiTek USA, Inc. FL Gen 6634
6904 Parke East BW. Tampa R. 33610
Date:
October 16,2018
Albani, Thomas 1 of 1
Truss
Truss Type
Ott,
Ply
SEALST75344802
Ejoby
-BEEBE_RES
At
COMMON
4
1
II 0all
Builders First Source, Plant City. FL-33bbb,
S-S13
55-13
Scale=1:58.7
Ann
4x6 =
3jo
3xo — --
3x4 = 4x6 = 3x8 = 41 = 3x4 =
LOADING (pso
TCLL 30.0
TCDL - 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.33
Lumber DOL 1.33
Rep Stress Incr YES
Code FBC2017/TPI2014
CSI.
TIC 0.76
BC 0.82
NIB 0.B8
Matrix-SH
DEFL. in (loc) Well Ud
Vert(LL) -0.22 11-13 >999 240
Vert(CT) -0.37 11-13 >999 too
Hoa(CT) 0.12 9 n/a We
PLATES GRIP
MT20 244/190
Weight: 176111 FT = 20%
LUMBER-
BRACING-
1
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 2-8-10 oc pur ins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 4-11-2 0o bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 5-13
REACTIONS. (lb/size) 1=1561/0-B.0, 9=1745/0-8-0
Max Horz 1=201(LC B)
Max: Uplift 1=517(LC 12), 9=597(LC 13)
FORCES. (Ib) - Max. Comp./Mx. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=2856/1635, 2A=-2587/1544, 4-5=1822/1191, 5-6=1822/1161, 6-8=2551/1431,
8-9=-2832/1486
BOT CHORD 1-15=1274/2462, 13-15=-873/2026, 11-13=-90712013, 9-11=-1165/2412
WEBS 5-13=72711169, 6-13=-704/561, 6-11=164/459, 8-11=-322/290, 4-13=-723/573,
4-15=-287/491, 2-15=-351/404
NOTES-
1) Unbalanced roof live loads have been Considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.OpsY h=18ft; Cat. II; Exp C; Encl.,
lfor
r
forme(mbers
A.
2a 0-0 to 36.0-0 zone; canfilever left and night exposed end vertical left an(d ngh exp sed;GExterior(2)
and es & MWFRS7)
'h:k
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This W has been designed fora 10.0 botom chord live load noncenement with any other live loads.
♦♦
•' • G E N • •. 92 ��
S
ss pst
♦♦ ,r\`Z` \
\' F
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.
No 39380
5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100111 uplift atjoinl(s) except W-lb)
1=517, 9=597.
�%`k
Thomas A Alban) PE No.39380
MITek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 16,2018
®WARNING -Verify design pommetwe and READ NOTES ON MIS AND INCLUDED fill REFERENCE PACE MIl-7Qd rev. 16'dY2afe BEFORE USE
R
Design valid for use only vMh MRek® comeclors. This design is based only upon parameters shown, and is for an Individual building component, not
[3
a Was system. Before use, the building designer must verify the applicability of design pammelers and property tncomomle this design Into the overall
■■■��.��Y■■
buildingdesign. Bracing indicated Isbprevent buckling of individual truss webandforchord members only. AWboaaltemporary and permanent trading
MiTek'
Is ehvays required for weeilily wd to prevent wllapse with Possible personal injury and pmwM damage. For general guidance regarding the
falmaxion, storage,delivary, wwwn and bRfNg of W9See and Waa systems, we ANSIrtP11 Quality Criteria, DSB S and BCS1 Building Component
Seel Parke Eaal Blvd.
Safety Infamutlon available tom Truss Plate Institute, 218 N. Lea Sweet, Suite 312, Alexandria, VA 22314.
Temp., FL 36510
ob x
Truss
Truss Type
Oy
Ply
SEALS
T15344803
1550381-BEEBE RES
A2
COMMON
1
1
Job Reference (optional
tluse 9i s 11^ T„e nn la lav15 pmB Pare
Builders First Source, Plant City, FL-33566,
Sep 24 i e n ,
55-13
3.6 =
46 =
3x8 =
5-5-13
Scale = 1:56.8
15
axd —
LOADING (pso
SPACING-
2-0-0
CSI.
DEFL. in (loc) I/dell L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.33
TC 0.64
Ved(LL) -0.22 12-14 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL
1.33
BC 0.82
Vert(CT) -0.36 12-14 >999 180
BCLL 0.0
Rep Stressincr
YES
WB 0.88
Horz(CT) 0.12 9 n/a n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix-SH
Weight 1721b FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP.CHORD Structural wood sheathing directly applied or 2-8-10 Do pudins.
BOT CHORD 2x4 SP No.2
BOT CHORD Rigid ceiling directly applied or 4-9-14 oc bracing.
WEBS 2x4 SP No.3
WEBS 1Row at midpt 5-12
REACTIONS. (lb/size) 1=1567/0-8-0, 9=1567/0-8-0
Max Hom 1=176(LCll)
Max Uplift 1=-518(LC 12), 9=518(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-2870/1643, 24=-2600/1553, 4-5=-1834/1198, 5-6=1834/1198, 6-8=2600/1553,
8-9=-2870/1643
BOT CHORD 1-14=1327/2474, 12-14=-963/2037, 10-12=-968/2037, 9-10=1322/2474
WEBS 5-12=-733/1178, 6-12=723/573, 6-10=-288/491, B-10=351/403, 4-12=-723/573,
4-14=-288/491, 2-14=351/403
NOTES-
1) Unbalanced roof live loads have been Considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-sewnd gust) Vasd=124mph; TCDL=4.2psh, BCDL=3.Opsf; hot Bit; Cat. II; Exp C; Encl..
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-4-0 to 64-0, Interior(1) 64-0 to 17-0-0. Exte(or(2) 17-0-0 to 23-0-0, Interior(1)
23-0-0 to 33-8-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are 3x4 MT20 unless otherwise indicated.
4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads.
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = I O.Opsf.
6) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joints) except (jt=lb)
1=518, 9=518.
J��p PspArr �6�,. 10
� •E S • • 9�ji�'i
No 39380 '
:9 STArT� F �Z
,..If &/ N A� E?C�%%
Thomas A. Alban] PE No.39380
MITek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 16,2018
®WARNING-Verlyy desk riparamdere and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M67473 rev. 1003 15 BEFORE USE.
Design valid for use only Wth MTek®connectors. This design is based only upon parameters shown, and is for an individual building component. not
a truss aystom. Before use, Me building designer must verily the applicability of design pammeten and property incorporeal, this design Into the overall
b tdingdesign. SmangindiratedislopreventbucklingofindividualWaswebneverdordmembersony. Addiionaltempormyand permanent bmtlng
MiTew
Is always required for stability and to prevent collapse wW possible personal injury and property damage. For general guideree regarding the
insulation, address, delivery, erection and bmang of trusses and truss systems, see ANStrmlt Duality Critelli, DSB-89 and SCSI Building Component
6901 Parke East Blvd.
Safety Information available Wm Truss Plate Indiana. 218 N. Lee Stme%Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Ob T Tmss Tmss Type �Qty Ply SEALS
T15344804
1550381-BEEBE RES A3 COMMON 1 1
Job Rf o toplionall
Builders First Soumz, Plant City, FL - 33566, 8.220 s Sep 24 2018 MRek IndusUies, Inc. Tue Oct 1613:34:18 2018 Page
g34 10-0-0 1441-12 204W
4 12 4-8-12 5i3-4
Scale = 1:34.2
4.6 =
la
3x. — Sx8 =
LOADING (psf)
TCLL 30.0
TCDL 7.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Gnp DOL 1.33
Lumber DOL 1.33
Rep Stress Incr YES
Code FBC2017lrP12014
CSI.
TIC0.44
BC 0.91
WB 0.25
Matnx-SH
DEFL. in
Vert(LL) -0.16
Vert(CT) -0.34
Hoa(CT) 0.04
(loc) I/dell L/d
1-0 >999 240
1-6 >688 180
5 Na n/a
PLATES GRIP
MT20 244/190
Weight 86111 FT=20%
LUMBER.
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-3-11 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 6-6i1 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=909/0-8-0, 5=90910-8-0
Max Horz 1=104(LC11)
Max Uplift 1=300(LC 12), 5=300(LC 13)
FORCES. (Ib) -Max. Ccmp./A4ax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=1511/996, 2-3=-1127r757, 34=1127/757, 4.5=1511/996
BOT CHORD 1-6=77611289, 5-6=-780/1289
WEBS 3.6=385/612, 4-6=437/464, 2-6=437/464
NOTES-
1) Unbalanced roof live loads have been Considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psL BCDL=3.0psf; h=18ft; Cal. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 04-0 to 64-0, Interior(1) 64-0 to 10-0-0, Extefior(2) ID-0-0 to 16-0-0, Interior(1)
16-0-0 to 19-8.0 zone; cantilever left and fight exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS
Dfor
f f
for ons shown; Lumber ate grip
tittlill
A
Thistrussdesignedfor10.0 bottom f ontheve load live
Coss n
q_<6
elload of 20. pssf
has been deeen signed a bottom chord all areas where arectangle 3-6-0 tall by 2-0-0 wide
4)
���`�p�`PS
G E N S '•.9�j. �i
will fit between the bottom chord and any other members.
�� ,�`Z` •''
�' '• i
5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 At uplift atjoint(s) except (jt=11g)
1=300,5=300.
No 39380
�-TAT1~ ".OrF 41J
.,',SS
�0 N A, 1i,.``
Thomas A. Albanl PE No.39380
MITek USA, Inc. FL Deft 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 16,2018
®WARNING -Ver1y dindim pmam xera and READ NOTES ON FN/S AND INCLUDED MITER REFERENCE PAGE MIFI473 nv. f6'0Y1af5 BEFORE us&
Design valid for use onlywith MITek0 conneclam. This design Is based only upon br pammeten shown, and is an Individual building component, not
ans, stem. Before use, the building designer must verify the applicabilityof design parameters and property incorporate this design Into the overall
e truss Win
buildingdesign. Bracing indicated is to prevent buckling of individual bass webandrmNmrdmembers only. AdEitionaltempomryandpemwnenibracing
MiTek'
Is akvays required for stability aM to prevent collapse with possible personal Injury and pmperfy damage. For general guidance regarding the
Fabrication, storage, delivery, erection and bracing of trusses and Lass systems, we ANSIRPII Quality Creeds, DSB29 and BCSI Building Comparison
69014 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lea Street Suite 312. Alexandra, VA 22314.
Tampa, FL 3e81D
7
Truss
Truss Type
Cry
Ply
SEALS
T75344805
Isola
15503B1-BEEBE RES
CJ1
Pas
16
1
-
Reference al
a ose1
Builders First Source. Plant City, FL.c
-33556, onu eSep 24201 a=o•.•�••.•,�� ,e•e„•= •__�•-•-•- ..,e_.
ID:U5eYbfnMFe9ghYlAnK6ykyZ8nw.x851Gs1M72eAVN90F3MEsgDKBRa nuBeO42UN%ySg5K
-2-0 0 1-00
2-M 1-0-0
LOADING (psf)
SPACING- 2-0-0
CSI.
TCLL 30.0
Plate Grip DOL 1.33
TC 0.52
TCDL 7.0
Lumber DOL 1.33
BC 0.01
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
BCDL 10.0
Code FBC2017r1P12014
Mabix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=138/Mechanical, 2=368/0.8.0, 4=9/Mechanical
Max Holz 2=67(LC 12)
Max Uplift 3=138(LC 1), 2=172(LC 12)
Max Gmv 3=90(LC 8), 2=368(LC 1), 4=18(LC
3)
FORCES. (to) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale =1:9.5
DEFL. in (roc) Ude0 Ud PLATES GRIP
Ven(LL) -0.00 2 >999 240 MT20 2441190
Vert(CT) -0.00 2 >999 180
Holz(GT) 0.00 3 n/a Na
Weight: 7111 Fr = 20
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-0-0 cc purling.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; canfilever left and right exposed ; end vertical left and right exposed;C-C
for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) 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 buss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except dt=1b)
3=138, 2--172.
`O PS11A4v1g4e',',
No 39360
lillit
Thomas A Ali PE No.39380
MiTek USA, Inc. FL Ded 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 16,2018
&WARMNO.Vody design pessushesand READ NOTES ON MIS AND INCLUDED Iffli REFERENCE PAGE M11.703ra✓. 1WON2015 BEFORE USE.
gn is based only upon paraeters shaven, and Is far an individual building compo tenl, not
Design valid far use ony Thi Win MiTek® oonnedora. s design m
a Was system. Before use, Me building designer must verify the applicability of design parameters and properly ircorymate this design into the overall
bolding design. among Indicated is to prevent budding of individual truss web mal tlwrtl members ony. Additional temporary and permanent bretlng
MiTek•
is allays required for slability and to prevent whapse Min possible personal injury end p operty damage. For general guidance regarding the
fabrication, storage, delivery, erection and bearing of trustee and truss systems, we ANSUTPII Quality Cdhde, DSBd9 and Best Building Component
69N Parke East Bi
Safety InrormaDon available from Truss Plate Insntule, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314.
Tampa, FL 361310
ob t
TrussPo"s
Type
Oty
Ply
SEALS
T15344806
755D381-BEEBE_RES
CJ3
RNER JACK
16
1
__.,.._.__...
,,..e ere°..._� _ r.._..-.._.=�. .o 'n.o .,......
dulluers rust source, ..enwny, rr.-aw ,
ma-i
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL
in
(Ioc)
Well
Ud
TCLL 30.0
Plate Grip DOL
1.33
TC 0.65
Vert(LL)
-0.00
24
>999
240
TCDL 7.0
Lumber DOL
1.33
BC 0.08
Vert(CT)
-0.01
2-4
>999
180
BCLL 0.0
Rep Stress lncr
YES
WB 0.00
Hom(CT)
-0.00
3
file
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=19/Mechan]cal, 2=372/6-&0, 4=26/Mechanical
Max Horz 2=117(LC 12)
Max Uplift 3=37(LC 12), 2=143(1_C 12)
Max Gav 3=27(LC 19), 2=372(LC 1), 4=52(LC 3)
FORCES. fib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale=1:14.6
PLATES GRIP
MT20 2441190
Weight 13 lb FT=20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-0.0 oc muffins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 Do bracing.
NOTES- t
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst,, BCDL=3.0psq h=18fl; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C
for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) 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 bearing plate capable of withstanding 100111 uplift at joint(s) 3 except at --lb)
2=143.
,`O= NS
No 39380
IT
'�''sS��NA� E?C�,•
Thomas A. Alban] PE No.39380
MITek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 16,2018
® WARNING - Wdy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mil-7473 m. 1WOW015 BEFORE USE.
Design valid forum only With MfTekO connedous. This design Is based only upon parameters shown, and Is for an individual building component, not
a Wss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate lhb design Into the overall
buldingdesign. BretlE ngindicatedistopreventbucklingofIndividualbassyreanNorcrordmembersony. Additional temporary and permanent musing
WGk'
Is always retrained for stability and to prevent wltapse went possible personal Irley and pmpeM damage. For general guidance regarding the
fabrication, storage, delivery, erection and bmdng of Uusses and tress issuers, me ANSUIPI10ualiy Criteria, DSB S and BCSl Building Component
6904 Parke Ead Blvd,
Safety Inflammation available from Trust Plate Institute, 218 N. Lee Sbeal, Suite 312, Ma iandria, VA 22314.
Tampa, FL 36610
Type Oty Ply SEALS
T75344807
ERJACK 14 1
-2p0 5-0O
2-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/dell
L/d
TCLL 30.0
Plate Grip DOL
1.33
TC 0.65
Ved(LL)
-0.03
24
>999
240
TCDL 7.0
Lumber DOL
1.33
BC 0.26
Ved(CT)
-0.05
24
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Manix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=127/Mechanical, 2=433/0-8.0, 4=46/MechaniwI
Max Horz 2=168(LC 12)
Max Uplift 3=-111(LC 12), 2=149(LC 12)
Max Grew 3=127(LC 1), 2=433(LC 1).4=92(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1:19.5
PLATES GRIP
MT20 244/190
Weight 191b FT=20%
BRACING-
TOPCHORD 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; End.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0.0, Interior(l) 4-0-0 to 4-11-4 zone; Cantilever left and right exposed
; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 par 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 t0 girder(s) for truss to truss Connections.
5) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joints) except (jt=1b)
3=111. 2=149.
`111111111111//!///
O��p�`PS A.
No 39380
IT 2
�9TtTrO� fug
441:
�pR1OP���`.
S
.11
Thomas A. Alban] PE No.39380
MITek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 16,2018
mWARNING-Verhy dmlgnperem,Uars and READ HOWSON MIS ANDINCLUOEO M WIt REFERENCEPAGEMI424T3 tev, MachineBEFORE USE.
s design is based only upon parameters shown, and Is for an individual building component, not
Design valid for use only wide Mi rek®The
a hunts system. Before use, the building designer must verify the applicability of design parameters and parody Incorporate this design Into the overall
buildingdesign. Bracing Indicated is to prevent buWing at individual tmss web andlor chord members only. Additionaltempomryandpemnamadlaradng
MiTek'
Is anvays recruited for slabiliy and to prevent milapse Who Possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bmWg of Oussas and truss systems, we ANSVIPII Duality Criteria, DSB-89 and Goal Building Component
69M Parke East Blvd.
SafetyInformation available Dom Truss Plate Ins hale, 218 N. Lee consul, Suite 312. Alexandria, VA M314.
Tampa, FL 36610
Job 1 Truss Truss Type Oly Ply SEALS
T15344808
15503B1-BEEBE RES EJ5 JACK -OPEN 4 1
- IbR t r t' 11
Builders First Source, Plant City, FL-33566, 9.22Ds Sep242018Ml,cAIndustries, Inc. Tue Oct1613:34:192018 Pagel
ID:USeYbfnMFe9ghYW nK6ykyZenw-tXDMY2dfguukhJmNUPixFleeFB WFohxrNXbSOySg51
2-0-0 5-0O
A
Plate Offsets tX Y7-
f2 0-2-0 Edael
LOADING (psQ
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Udell
L/d
TCLL 30.0
Plate Grip DOL
1.33
TC 0.65
Vert(LL)
-0.03
24
>999
240
TCDL 7.0
Lumber DOL
1.33
BC 0.26
Vert(CT)
-0.05
24
>999
180
BCLL 0.0 '
Rep Stress Incr
YES
WS 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
SOT CHORD 2x4 SP No.2 BOT CHORD
REACTIONS. (Ib/size) 3=127/Nlechanicel, 2=433/D-8-0, 4=46/Mechanical
Max Horz 2=168(LC 12)
Max Uplift 3=111(LC 12), 2=149(LC 12)
Max Gmv 3=127(LC 1), 2=433(LC 1), 4=92(LC 3)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
Scale = 1:19.5
PLATES GRIP
MT20 2441190
Weight 19 lb FT = 20%
Structural wood sheathing directly applied or 5-D-0 oc purlins.
Rigid ceiling directly applied or 10-D-0 of; bracing.
NOTES-
1) Wind: ASCE 7-10; Vul1=160mph (3-sewnd gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exid C; Encl..
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Intedor(1) 4-0.0 to 4-114 zone; cantilever left and right exposed
; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 lost bottom chord live load noncencurrent 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 100 In uplift aljoint(s) except (it -lb)
3=111, 2=149.
,,%% 'ONS1AFfq<eyi.
GEN
No 39380
,ONAIII I 1
III
Thomas A Albanl PE No.39380
MITek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 16,2018
®WARNING-VerHy design samandem and READ NOTES ON MIS AND INCLUDED MTO( REFERENCE PAGE MII.7473 ny. 1M MUSBEFORE USE.
Design valid forum onymnth Maek® connectors. This design is based only upon parameters shown, and Is for an inamdual building component hot
La
a truss never. r. Before use, Me building dengner must vents the applicability of design pammelers and properly Incorporate ells design into the overall
building design. BraGrg Indicated is to prevent buckling of individual truss web all Nord members only. Additional temporary and permanent bidding
MiTek'
Is WM smquimdbrstabliybMtopmvenlwlla ws ffipassiblepmsonallnjury pmpeMdamage. Forgeneralguidancere6ardingrhe
label®don, sromge, delivery, erection antl bmdng of trusses end bvsa syskms, see ANSUmIt Quality Criteria, DS0-B9 and SCSI Building Component
69M parka East BIM.
Safety Information available both Tmse Plate Institute, 218 N. Lee Steel. Sure 312, Aleeandria, VA 22314.
Tempe, FL 36610
Jo0 I
Truss
Tmss Type
Oy
Ply
SEALS
T75344809
1550381-BEEBE RES
EJ7
JACK -OPEN
33
1
Builders First Source.
Plant Ciry, FL-3 btt.
Job Ref1 f 11
8.220s Sep 242D78 MRexlndustnes, Inc. Tue Oct to 13:34:202018 Paget
N:wel
2-0 G 7-0-0
2-0-0 7-0-0
LOADING (pso
SPACING-
2-0-0
CSI.
DEFL.
in
(]cc)
pde0
L/d
TCLL 30.0
Plate Gnp DOL
1.33
TC 0.92
Vert(LL)
0.12
2A
>689
240
TCDL 7.0
Lumber DOL
1.33
BC 0.53
Vert(CT)
-0.18
2A
>448
180
BCLL 0.0
Rep Stress lncr
YES
WB 0.00
Horz(CT)
-D.00
3
RIB
nla
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=205/Mechanical, 2=514/0-8-0, 4=75/Mechanical
Max Horz 2=220(LC 12)
Max Uplift 3=155(LC 12), 2=166(LC 12)
Max Grav 3=205(LC 1), 2=514(LC 1), 4=120(LC 3)
FORCES. Qla) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
Scale: 1rd'=l'
PLATES GRIP
MT20 2441190
Weight 26 111 FT = 20 %
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purling.
BOT CHORD Rigid ceiling directly applied or 10-0-0 Go bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-seccnd gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Enci.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 6.11-4 zone; Cantilever left and right exposed
; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) 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 bearing plate Capable of withstanding 100 lb uplift atjoint(s) except (it --lb)
3=155,2-166.
OPS1 Aft��e,,''
NS
No 39380
S7A�E O�
Thomas A Milani PE No.39389
MITek USA, Inc. FL Ced 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 16,2018
WARNING -Verify design paramWem end REAO NOTES ON T NI S AND INCLUDED MTEK REFERENCE PA GE hU1Jq] my. 1"=OI S BEFORE USE.
/ Designvaad forum ontywilh MifeWconectors. This design is based only upon parameters show, andis foram individual building component not
a "m system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate Nis design Into the overall
budding design. Bracing indicated la to prevent buckling of indvldual glass web lodger NON members only. Additional temporary and permanent dancing
Welk'
Is ahsays required for stability and to prevent collaps>wiN possible personal Injury and property damage. Forgeneralituidancaragardinglhe
fabrication, storage, delivery, emotion and boating of trames and rose systems,MO ANSVIPI1 Quality Criteria, OSBA9 and SCSI Building Component
69M Parke East Blvd.
across Infomution available from Trust Plate Institute, 218 N. Lee Si Suits 312, Alexandria, VA 22314.
Tampa, FL =10
Job r
Truss
Truss Type
Dty
Ply
SEALS
T15344810
1550381-BEEBE RES
GR1
HIP GIRDER
3
2
b(antionall
Builders First Source, Plant City, FL-33568, 8.220 s Sep 242UIU MI
ID:U5eYbfnMFe9ghYiAnK6ykyZBnw-I61
-2-0-0 7-M 73R0 204.0 27.0-0
24)-0 7-0-0 6A-0 6-8-0 G."
3x4 =
4x6 - 3x4 =
3x4 =
9,
06 =
3x4 4XIO MT20HS = .. 3x4 = V 4x10 MT20HS = 3x4 =
2-0-0
Scale=1:61.9
LOADING (pso
TCLL 30.0
TCDL 7.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.33
Lumber DOL 1.33
Rep Stress Incr NO
Code FBC2017/rP12014
CSI.
TC 0.94
BC 0.77
WB 0.63
Matrix -Set
DEFL. in (hoc) 9dell L/d
Ven(LL) -0.28 12 >999 240
Ven(CT) -0.47 W-12 >848 180
HOR(CT) 0.11 8 n/a Na
PLATES
MT20
MT20HS
Weight 3671b
GRIP
244/190
187/143
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x6 SP No.2
BOT CHORD
Rigid ceiling directly applied or 8-8-5 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (Ituf ize) 2=3106/0-8-0, 8=3106/0-8-0
Max Hoa 2=93(LC 25)
Max Uplift 2=1339(1_C 8), 8=1339(LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=584412570, 34=-515912362, 4-6=7711/3435, 6-7=-5160/2363, 7-8=5845/2571
BOT CHORD 2-14=-2233/5080, 12-14=3412/7468, 10-12=3387/7470, 8-10=2178/5081
WEBS 3.14=668/1883, 4.14=-2691/1382, 4.12=0/595, 6-12=0/594, 6-10=2692/1383,
7-10=-669/1884
NOTES-
1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords Connected as follows: 2x6 - 2 rows staggered at 0.9-0 oQ
4
follows:Webs Connected as
2) All loads are Considered equally applied to all plies, except it noted as front (F) or back (S) face in the LOAD CASE(S) section. Ply to
p,S A.
ply Connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
���`
,Z,0 • • C E N
•' S' ••.92
3) Unbalanced roof live loads have been considered for this design.
,� \
\'
4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps/; BCDL=3.Opsh hot Oft: Cat. II; Exp C; End.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and fight exposed; Lumber DOL=1.60 plate grip
: No 39380
DOL=1.60
•;
5) Provide adequate drainage to prevent water pending.
_
6) All plates are MT20 plates unless otherwise indicated.-
7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
i p '• -STA 6. :
8) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
1= �/i/
'• `�' -= "-`-•
9) Provide mechanical connection (by others) of truss to bearing Capable of withstanding 100 lb uplift aljoint(s) except (it=1b)
plate
�,i �s • O fi \�•• �����
2=1339,8=1339.
�����5;�
providb sufficient to Concentrated and 281 lb up 1b
or other Connection ce(�12,
10) Hanger7-0-0, and p
and1581b up atport
131 lb down and 158 lb up a) 131 down1 t-0-12, 131 lb down 158lb at 13-0-12, 1 1
dam and 1581b up at 150.12, 131 Ib clown and 1581b up at 17-0.0, 131 16 down and 1581b up at 18-11-4, 131 Ib down and 158
Thomas A Alban] PE No.3938D
Ib up at 20-1 l-4, 131 Ib dawn and l5B lb up of 22-11A. and 131 Ib down and 1581b up at 24-114, end 2521b down antl 281 lb
MRek USA, Inc. FL Cad 6634
up at 27-0-0 on top chord, and 348 Ib down and 156 lb up at 7-0-0, 80 lb down at 9-0.12, 80 lb down at 11-0-12, 80 lb down at
13.0-12, 8016 dawn at 15-0-12, 801b down at 17-0-0, 801b dam et 18-114, 80 Ib dawn at 20.114, 801b down al 22-114, and
6904 Parke East Blvd. Tampa FL 33610
801b clown at 24-114, and 3481b down and 156 Ib up at 26-114 on bottom chord. The designtseledion of such Connection
Date:
device(s) is the responsibility of others.
October 16,2018
e e
arsesaasea
WARNING. Verily design parameters and READ NOTES ON IRIS AND INCLUDED MITER REFERENCE PAGE All rsv. 1010341015 BEFORE USE.
Design valid Mr use only with Mill connectors. This design is based only, upon parameters shown, and Is for an individual building oompanenl, not
HV 11
a buss system. Before use, Me building designer must wi y the appgrabsty of design parameters end properly imorpomte Nis design Into the overall
bu4din9design. BmingindiwtedlstopmvenlbucMingdf diviWal Wssmban&w Gmdmembeoony. Addisonaltempoaq and pomammil Imdng
MiTek•
Is.lways rswired for slability and to prevent collapse WM paesible personal Injury and property damage. For general guidanm regaling Me
labriatnor, storage, delivery, erection and bracing of trusses and thin systems, see ANSa1Pl1 Quality Criteria, DSBd9 and BC51 Building Comparison
6904 Parke East Blvd.
Selers Information available hem Truss Plata Institute, 218 N. Lee 61reeL Bata 312. Alexandria, VA 22314.
Tampa, FL 36610
4ob r Truss Truss Type City Ply SEALS
T75344810
1550381-BEEBE RES GR1 HIP GIRDER 3 2
Builders First Source, Plant City, FL-33566. 8.22us Sep 242018 MTek Industries, Inc Tue Od 16 13:34:22 2018 Page
ID:USeYbfnMFe9ghYftK6ykyZBnw-IGueJZ5VybGTb82L2dyPZuw5MS5DSOZNYLmF3lySg5F
LOAD CASES) Standard
1) Dead+ Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33
Uniform Loads (pill
Vert 1-3=74, 3-7=74, 7-9=74, 2-8=-20
Concentrated Loads (Ib)
Vert: 3=182(11) 5=-131(B) 7=-182(B) 13=55(B) 14=-348(B) 12=55(B) 10=-348(B) 11=55(B) 15=-131(B) 16=131(B) 17=131(B) 18=-131(S) 19=1MIS)
20=-131(9)21=-131(B) 22=-131(B)23=-55(B) 24=-55(B) 25=55(8)26=-55(B)27=-55(B) 28=-55(B)
®WARNING - Verity design panslates end READNOFES ON MIS AND INCLUDEDNn'EKREFERENCE PAGE MIA7473rea, Womble BEFORE USE.
Design valid for use only vdth MRekQ connectors. We design is based only upon parameters shovel, and Is for an individual building component, not
'
a Voss syslem. Before use, me building designer must verify the applicability of design Parameters and properly Incorporate mis design into the overall
r
buildingdesign. among indicated isroprevent bucking ofMdividualtrussweband/urdordmembers only. Addiemallemporaryandpelmanenlbraung
MiTeW
Is akvaysre,hed evehbgily motto preventmllap.,eilh POSableperso alinjury andpropeM damage. FOlgemmlguldanoeregardlAglhe
fabrication, storage. delivery , erection and bmdng cltmsses and truss systems,sea ANSMI Quality Crilede, DSB69 antl BCS1 Building Component
6904 Parka East Blvd.
Safety Informa Ion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA=314.
Tampa, FL 36610
Type IOly IPly I SEALS
T75344811
GIRDER
2-0-0
05 =
2-"
Scale = 1:3G5
11
LOADING (psf)
TCLL 30.0
TCDL 7.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.33
Lumber DOL 1.33
Rep Stress Incr NO
Code FBC2017ITP12014
CSI.
TC 0.60
BC 0.65
WB 0.33
Matrix-SH
DEFL. in
Veri(LL) -0.20
-Vert(CT) -0.41
Horz(GT) 0.04
(loc) I/deg Ud
6-8 >999 240
6-8 >569 180
6 n/a n/a
PLATES
MT20
MT20HS
Weight: 93 lb
GRIP
2441190
187/143
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-11-10 oc purling.
BOT CHORD 2x4 SP M 31
BOT CHORD
Rigid ceiling directly applied or 9-11-1 m bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1333/D-B-0, 6=1332/0.8-0
Max Herz 2=-123(LC 6)
Max Uplift 2=494(LC 8), 6=-494(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1896/707, 34=1413/476, 4-5=-1413/476, 5-6=-18967707
BOT CHORD 2-8=-619/1620, 6-8=-540/1620
WEBS 4-8=255/860, 5-8=-514/394, 3-8=-515/394
NOTES-
1) Unbalanced roof live loads have been mnsidered for this design.
2) Wind: ASCE 7-10; VUH--160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=3.Opsf; h=1811; Cat. II; Exp C; Encl..
GCpl=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gap
DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
T11111111/��
`,yT I7j
A.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
`� �pkS qL 7�A
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
�� to
G E N 5k'
Will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 IS uplift at joint(s) except Ot=1b)
`,��` •. ��
2=494,6=494.
7) Hanger(s) or other connection devioll shall be provided sufficient to support mncenlraled load(s) 257 IS down and 250 lb up at
No 39380
,�.
5-0-0, and 2571b down and 250 to up at 14-11-4 on top chord, and 115 Ib down and 31 Ib up at 5-0-0. 52111 down at 7-0-12, 52 lb
The
dawn at 9-0-12, 521b down at 10-11-4, and 52 Ib down at 12-114, and 115 lb down and 31 Ib up at 14-114 on bottom chord.
design/selection of such connection device(s) is the responsibility of others.
TA1''E
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
e•'©
.P•'
i��i(x+y.""� ���
• L O � .
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33
i��s ••'•''�• �%
Uniform Loads (p Vert: �74, 47=74, 2-6=-20
1 t
Concentrated Loads fib)
Vert: 5=112(F) 3=112(F) 9=-87(F)10=26(F)11=26(F)12=-26(F) 13=26(F) 14=-87(F)
Thomas A. Albanl PE No.39380
MITek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 16,2018
®WARNING. Undo, deals. psmme ve antl READ NOTES ON THISANU INCLUDED MITER REFERENCEPAGEMOJO3 mW. 10'001,2016 BEFORE USE
Design valid for use ord, Win MRek® eon teoom. This design is based only upon parameters shown, and is loran individual building component, not
m�
e Was Wslem. Before use, the building designer must verify the epplimblity of design parameters and property incorporate this design Into the overall
buld'mgdesign. Bracing indicated is to prevent buckling of Individual truss webandlurchord members only. Additionaltemponsyandpermsententbmting
MiTek'
is always mQuired forstabilly and to prevent collapse With possible personal injury and propeM damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of busses and Was systems, see ANSIRM Quality Criteria, DSB419 and SCSI Building Component
6904 Parke East Blvd,
Safety Informanon avi fable Wm Trues Plate Institute, 218 N. Lee Street, Suits 312, Ahouredru, VA 22314.
Tampa, FL 36510
T15344812
2-00
4�2-12
06 =
3xB =
8-0-0
4x6 =
3x8 = 4x6 = 2.4 II Ax6 3xB =
4-94
2-M
Scale=1:61.9
LOADING (psf)
TCLL 30.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.33
Lumber DOL 1.33
Rep Stress lncr YES
Code FBC2017/TPI2014
CS'.
TC 0.79
BC 0.86
WB 0.41
Matnx-SH
DEFL. in (loc) Vdeg Ud
Vert(ILL) -0.24 12 >999 240
Ven(CT) -0.39 1012 >999 180
Horz(CT) 0.14 8 Na may
PLATES GRIP
MT20 244/190
Weight: 1711b FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2'Except•
TOP CHORD
Structural wood sheathing directly applied or 2-2.0 oc purling.
4-6: 2x4 SP No.1
BOT CHORD
Rigid ceiling directly applied or 4-9-3 0o bracing.
BOT CHORD 2x4 SP No.2
WEBS
1 Row at midpt 5-14, 5-10
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1739/0-6-0, 8=1739/0-8-0
Max Harz 2=113(LC 10)
Max Uplift 2=516(LC 12), 8=-516(LC 13)
FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown.
TOP CHORD 2-3=2818/1765, 3A=2546/1570, 4-5=-2239/1496, 5-6=2239/1496, 6-7=2546/1570,
7-8=2818/1765
BOT CHORD 2-14=-1376/2403, 12-14=-1491/2946, 10-12=-1491/2948, 8-10=1396/2403
WEBS 3-14=-229/370, 4-14=356/680, 5-14=-950/570, 5-12=0/292, 5-10=950/570,
6-10=-356/680,7-10=-230/369
NOTES-
1) Unbalanced roof live loads have been Considered for this design.
2) Wind: ASCE 7-10; What 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh, h=18ft; Cat. 11; Exp C; Encl.,
11 f 4 f
to
and C-C nlnterior(1) and
G7-5-13
tillillt
A.
to 25-0-0, Extenor(2) 2)5-0-0 t 1&O33-B-0 to 36-0 zolne cantilever left right) exposed' end vertical eft(1)
%�"Op S 4 I
` q( �j
and fight exposed;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
�� O�P •
` -• • G E N 5+' •.; 9iL ��
3) Provide adequate drainage to prevent water ponding.
�� A�
�' F
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent 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 wideee
No 39380
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) except (it -lb)
_
2=516, 8=516.
'� % '
Thomas A Albanl PE No.39380
MITek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa R. 33610
Date:
October 16,2018
®WARNING .Verify design paremerere and READ NOTES ON IRIS AND INCLUDED NQTEN REFERENCE PAGE 1,111-7w3 rev. 1,10Y2016 BEFORE USE
Design valid for use only with MiTek® connedo s. This design Is based only upon parameters shown, and is for an individual building component, not
Sal
a truss system. Before use, the building designer must vent' the applicabity of design paramrs eteantl properly imomomle this design Into the overall
building design. Bidding Indicated is to prevent budding of individual truss web mayor cLON members any. Additional temporary and permanent yading
MiTek'
Is always mWired for stability and to prevent collapse vri0l possible Personal injury and property damage. Forgeneral guidancerega ding the
fabrication, storage, deliver , erection and bathing of trusses and truss systems, see ANSVTPII Quality Criteria, DS9E9 and BOSI Building Component
6904 Palle East Blvd.
Safey, Information available from Truss Plata Institute, 218 N. Lee Sleet, Suite 312. Alexandra, VA 22314.
Tampa, FL 36610
r=RESHM2"
Truss Type
Dry
Ply
SEALS
T153448/3
rato
550381-BEEB
HIP
1
1
(optional)
Builders Film Source, Foam ctly, rL- aaaoo,
5-2-12
6.0-0 62-12 6-94
Ban = 20 5xB =
3 17 4 B 5
Scale=1:57.5
9
16
'a
3X6 = 14 la - n =
3x8 =
2.4 I 3x4 = 3x8 = 3x4 = 2x4 I
3x4 = 3.4 =
LOADING (pso
TCLL 30.0
TCDL 7.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.33
Lumber DOL 1.33
Rep Stress lncr YES
Code FBC2017rrPI2014
CS].
TC 0.67
BC 0.71
WB 0.40
Matrix-SH
DEFL in (too) Udefi Ud
Vert(LL) -0.20 11 >999 240
Vert(CT) -0.32 11-13 >999 180
Hom(CT) 0.13 7 RIG n/a
PLATES GRIP
MT20 244/190
Weight: 177 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 2-11-8 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-2 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (no/size) 1=1567/0-8-0, 7=1567iG.8-0
Max Horz 1=114(LC 10)
Max Uplift 1=463(LC 12), 7=463(LC 13)
FORCES. fib) - Max. Comp.lMax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=2944/1849, 2-3=2408/1587, 34=2408/1699, 4-5=2408/1699, 5-6=2408/1587,
6-7=-2944/1849
BOT CHORD 1-14=-1561/2519, 13-14=1561/2519, 11-13=1113/2077, 9-11=1086/2077,
8-9=.1533/2519, 7-8=-1533/2519
WEBS 2-13=523/516, 3-13=213/363, 3-11=-028/611, 4-11=503/433, 5-11=-328/611,
• 5-9=-213/363, 6-9=-523/516
NOTES-
1) Unbalanced roof live loads have been considered for this design.
r t
• 2) Vasd=124mph; CD[ o (l)
sC.0 tor(2)
s q�
Exteriecond
Cp 0 18; MWFRS (envelope) and 04-0 to 64-0) 6-4-0 to 1-0-0, Extenor(2)t111-0.0to 19-5-13,
A.
,���op
IS
19-5-13 to 23-0.0, Exterior(2) 23-0.0 to 31-5-13. Interior(1) 31-5-13 to 33-8-0 zone; cantilever left and right exposed; end
Lumber DOL=1.60 DOL=1.60
�� O • • • I,
ISO,,
• G E N S' •.; 9.y
vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; plate grip
��`,r,�`
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconament with any other live loads. No 39380
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 b others of truss to Dearing late Capable of withstanding 1001b uplift at'oint(s) except t-Ib —
(Y ) 9P P 9 P 1G-)-illy •IZ`
'
1=463, 7=463.
411;
NA�
111111 fit
Thomas A. Milani PE No.39380
MTek USA, Inc. FL Gert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 16,2018
®WARNING -Verity design parameters and READ NOTES ON MIS AND INCLUDED MITEN REFERENCE PAGE MII-T4y3 rev. leaned BEFORE USE.
Design valid for use any, with MTek® Contractors. This design is based only upon parameters shovm, and is for an Individual building component, not
**�6
KV
a Was system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall
buildingdesign. Bracing indicated 13 to prevent bucking oflndivldual truss web andar chord members only. Additionaltempore,mlpmmanenthrocing
WOW
ise"s recluses for stability and to prevent collapse with possible personal injury and property damage. ForgeneraiguidanmregaNingthe
fabrication, storage, deliver,, erection and bmctng of busses and truss systems, we ANSIIIPII Quality Criteria, DS9-69 and BCSI Building Component
69M Parke East Blvd.
SafetyInfomution available from Tmas Plata Institute, 216 N. Lea Street. Suite 312, Ahroandda, VA 22314.
Tampa, FL 3661D
rob .
Truss
Truss Type
ay,
Ply
SEALS
T15344814
1550381-BEEBE RES
H3
HIP
2
1
o to a
sbie5 m^,- r"^ n,i 1B t3.3d-27 2n1R Pane 1
Builders First Source, Plant City, FL-W566,
Sep 2 l e n u ,
4-2-12
4-2-12
Srate=1:59.1
4x6 =
ass =
154 16
46
3xB 3x8 = = 48 � 4,5 _ 3x8 axe —
= ll =
LOADING (psq
TCLL 30.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.33
Lumber DOL 1.33
Rep Stress lncr YES
Code FBC2017/TPI2014
CSI.
TIC0.81
BC 0.87
WB 0.41
Matrix-SH
DEFL. in
Vert(LL) -0.24
Vert(CT) -0.40
Horz(CT) 0.15
(loc) I/dell Lid
11 >999 240
9-11 >999 180
7 n/a n/a
PLATES GRIP
MT20 244/190
Weight 167 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 •Except•
TOP CHORD
Structural wood sheathing directly applied.
3-5: 2x4 SP No.1
BOT CHORD
Rigid ceiling directly applied or 4-8-8 oc bracing.
BOT CHORD 2x4 SP No.2
WEBS
1 Row at midpt 413, 4-9
WEBS 2x4 SP No.3
REACTIONS. (Ib/size) 1=1561/U-8-0,7=1745/0-8-0
Max Horz 1=125(LC 13)
Max Uplift 1=460(LC 9), 7=-518(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. -Ail forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=2873/1825, 2-3=2590/1641, 3-4=-2275/1541, 4-5=2251/1539, 5-6=-2560/1617,
6-7=-2831/1811
BOT CHORD 1-13=1425/2480, 11-13=-1569/2969, 9-11=-1569/2969, 7-9=1436/2414
WEBS 2-13=-263/399, 3-13=-377f/06,4-13=-946/515, 4-11=0/291, 4-9=960/576,
5-9=-377/686, 6-9=229/367
NOTES-
1) Unbalanced roof live loads have been Considered for this design.
f
; hall
econd gust)
2)
sC-C
111111 f p 2'
GCp 0 18; Mill (envelope) and Exledor(2)se-0-0 to 6A-0 Innterio (1) 6-4-0 to 9-0-0 Exi nottr(2) 9-0-0 to17-�5-13, Intedor(1)
`����p,S A.
17-5-13 to 25-0-0. Fxtenor(2) 25-0-0 to 3a 8-0, Interior(1) 33-8.0 to 36.0-0 zone; cantilever left and right exposed ; end vertical left
`�� Q
• • •� C, E N S' •
and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60
�� �� �••• 2
3) Provide adequate drainage to prevent water pending.
:
4) This truss has been designed for a 10.0 psf bottom chord live load nonconctlmentwith any other live loads.
No 39380
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.
B Provide mechanical connection others) of truss to bearing late Capable of Withstanding 100 111 uplift at joint(s) s except Ot=lb
(by 9 P 9 P 1� O)
�^� :• �.`.
1=460, 7=518.
p ,'1"'y"C^',(r{%fir••/Y
�ii FS R
• �? Se
S`
1�
Thomas A. Albanl PE No.39380
MITek USA, Inc. FL Ced 6634
•
6904 Parke East Blvd. Tampa FL 33610
Date:
Odober 16,2018
®WARNING.Water design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MII-741`3 rev. IG'Oaf2013 BEFORE USE.
Design valid for use ony with MRek®cor adme. Th9 design is based only upon parameters shown, and is for an individual building sompanent, not
a Mass system. Before use, tie building designer must verify the applira6ility of design paremders and property incorporate this deslgn Into the overall
building design. Bracing Indicated is to Noting of Individual buss web andfor dmord members only. Additional temporary and permanent trading
�
prevent
i.maudys re,tr dforslabint Matto preventoollepsewiN posstblepenonalinjury and poperty damage. Far6eneml guidance regarding the
MiTeW
fabrication, storage. delivery, erection and boding ofbuazas and truss systems,see ANSIMPH Ouality Criteta, DSBa9 and BCS1 Building Component
6904 PaAa East Blvd.
Safety Infoma lon available from Truss Plate Institute, 218 N Lee Steel Suite 312. Alexandra, VA 22314.
Tampa, FL Still
fob r
Truss'
Truss Type
oty Ply
SEALS
T15344815
1550381-BEEBE RES
Builders Firs[Source.
Hit
Plant City. FL-33556,
DIAGONAL HIP GIRDER
_Job
6 1
R1 o forptiq Il
8.22GSSep 242018 MTek Industries, Ina Tue --O-- ct 1:282018 Pagel
iu:Qaer mnmreoyn r wmOyyw....-,...,.............r........__. _.-.....____,
-2- 15-2-9-11 5.1-9 9-10-1
2-9-11 5-1-9 4AA
Scale -1:26.0
a,I
ADEQUATE
SUPPORT
REQUIRED
LOADING (pso
SPACING- 2-0-0
CSI.
DEFL
in
(loc)
Udell
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.33
TC 0.51
Val(LL)
-0.04
6.7
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL 1.33
BC 0.50
Vert(CT)
-0.08
6-7
>999
180
BCLL 0.0
Rep Stress Ina NO
We 0.30
Hom(CT)
0.01
5
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight 44 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9.7-14 oc bracing.
_ WEBS 2x4 SP No.3
REACTIONS. All bearings Mechanical except (t=length) 2=0.10-15.
(lb)- Max Horz 2=228(LC 4)
Max Uplift All uplift 100 Ile or less atjeint(s) 1 except 4=125(LC 4), 2=148(1_C 4), 5=135(LC 4),
Max Grav All reactions 2501b or less aljoinl(s)1. 4 except 2=735(LC 35), 5=328(LC 35)
FORCES. (Ite) - Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=878/258
BOT CHORD 2-7=370f703, 6-7=-370t7O3
WEBS 3-6=-7641402, 3-7=0/277
NOTES-
1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1 Oft; Cat. II; Exp C; End.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical 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 "as Connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable or withstanding 100 lb uplift aljoint(s) 1 except at -lb)
4=125, 2=148, 5=135.
6) Hanger(s) or other Connection device(s) shall be provided sufficient to support Concentrated load(s) 164 Or down and 242 lb up at
1-4-15, 164 He down and 242 lb up at 1-4-15, 131 He down and 34 lb up at 4-2-15. 131 He down and 34 Ib up at 4-2-15, and 59 lb
down and 109 He up at 7-0-14, and 59 Ib down and 1091b up at 7-0-14 on top chord, and 1 Ib down at 1-4-15, 1 Ib down at 1-4-15,
18 Ite down at 4-2-15, 181b down at 4.2-15, and 38 Ile down at 7-0-14, and 38 Ile down at 7-0.14 on bottom chord. The
design/selection of such connection device(s) is the responsibility of others.
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=1.33, Plate Increase--1.33
Uniform Loads (elf)
Vert: 1-2=95, 2A=74, 2-5=20
Concentrated Loads (Ib)
Vert 8=92(F=46, B=46) 10= 14(F=22, B=22) 13=36(F=18,'8=18)
PS A '.. .0
No 39380
*.----7
STATE
,lift
i� N Al ��C �,•
Thomas A Abort PE No.39380
MITek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 16,2018
&WARNING -Ved/y deelg0 parome9. and READNOTES ON MIS ANDINCLUDEO MITEK REFERENCE PAGEMII-TQJ re110,0351015 BEFORE USE.
Dart, valid for use onlywtth UTekO connectors. This design is based only upon parameters sharer, and is loran individual building component, not
a three system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the Overall
burding design. Bradng indicated is to prevent buckling of individual truss web andror chord members only. Additional temporary and permanent bratlng
WOW
Is okays repaired for stability and to preventmeapse with passible personal injury, and properly damage. For general guidance regarding the
fabrication, slorage. delivery, erection and bmang of trusses and buss systems, we ANSUTIM Quality Criteria, DSB-e9 and Won Building Component
6904 Parke East Blvd.
Safety Intonation available hom Truss Met. Institute, 216 N. Lee Surat, Suffer 312, Aleeandra, VA 22314.
Tampa, FL 36610
1550381-BEEBE RES
ADEQUATE
SUPPORT
REQUIRED
Type
HIP GIRDER
3-74
LOADING (psq
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
VdeO
Ud
TCLL 30.0
Plate Grip DOL
1.33
TC 0.73
Vert(LL)
-0.11
5-6
>717
240
TCDL 7.0
Lumber DOL
1.33
BC 0.52
Vert(CT)
-0.16
5-6
>509
180
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.03
Horz(CT)
0.01
4
Na
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
T15344816
2018 Pagel
rgxy7orySg58
Scale = 1:21.5
PLATES GRIP
MT20 244/190
Weight: 28111 FT = 20 %
BRACING -
TOP CHORD Structural woad sheathing directly applied or 6.0-0 cc purling.
BDT CHORD Rigid ceiling directly applied or 10.0-0 cc bracing.
REACTIONS. All bearings Mechanical except (jt=length) 2=0-1 OA 5.
(lb) - Max Horz 2=177(LC 4)
Max Uplift All uplift 100 Ib or less at joints) 4, 5 except 1=116(LC 22), 2=t22(LC 4)
Max Grav All reactions 2501b or less aljoint(s) 1, 4, 5 except 2=687(LC 35)
FORCES. (Ib) -Max. Comp.Mlax. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 lost bottom chard live load nonconcurrent with any other live loads.
3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) 4, 5 except GI=1b)
1=116,2=122.
6) Hangets) or other Connection device(s) shall be provided sufficient to support Concentrated load(s) 164111 down and 242 lb up at
1-4-15, 164 Ib down and 242 lb up at 1-4-15, and 131 lb down and 341b up at 4-2-15, and 131 It, down and 34 Ib up at 4-2-15 on
top chord, and 1 Ile down at 1-4-15,1 lb down at 14-15. and 181b down at 4.2-15, and 18 It, dawn at 4-2-15 on bottom chord. The
design/selection of such Conneclion device(s) is the responsibility of others.
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=1.33, Plate Increase=1.33
Uniform Loads (plf)
Vert 1-2=95, 24=74, 2-5=-20
Concentrated Loads (Ib)
Vert 7=92(F=46, B=46)
```,o'OPS1A. q�e
�.` .• ... GENS
No 39380 '
Thomas A. Alban] PE No.39380
MITek USA, Inc. FL Cell 6634
691M Parke East Blvd. Tampa FL 33610
Date:
October 16,2018
®WARNING - Vorrrydesign parametersand READ NOTES ON MIS AND INCLUDED MITEK REFERENCEPAG£11174 0nv. fa'O3R015 BEFORE USE
Design valid for use only whg ilh Tek® connectors. This design is based only upon parameters shear, and Is for an individual building component, not
a truss system. Before use, the building designer must verily the applicability of design parameters and property Incorporate this design Into the overall
Widingdesign. Bracing indicated is to prevent bucNing of individual truss web and/or chord members any. Additionallemporeryan1permanentbretlng
MiTek'
Is always required for slabiliy and to prevent collapse Wish possible personal injury and property damage. Forgenerelguidznceregardinglhe
fabrication, storage. delivery, amdon and bracing oftruseas and truss systems,sae ANSV 11 Quality Criteria, Di and BCSI Building Component
6904 Palle East Blvd.
Safely Information available hom Truss Plate InatiMe, 218 N. Lee street, Style 312, Alexandra, VA 22314.
Tampa, FL 36610
T15344817
5-11-10 56-3
6.8
4.6 II
scale = 1:56.2
LOADING (psQ
SPACING-
2-0-0
CSI.
DEFL. in
(loc) I/deg Lid
PLATES
GRIP
TCLL 30.0
Plate Gap DOL
1.33
TC 0.79
Vert(LL) -0.58
12 ,689 240
MT20
244/190
TCDL 7.0
Lumber DOL
1.33
BC 0.98
Vert(CT) -0.98
12-14 >406 180
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.93
Hom(CT) 0.68
9 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 158111
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2'Except'
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins.
1-3,7-9:2x4 SP No.1
BOTCHORD
Rigid ceiling directly applied or 2-2-0Dobracing.
BOT CHORD 2x4 SP No.2 *Except'
1-13,9-it: 2x4 SP No.1
WEBS 2x4 SP No.3
WEDGE
Left 2x4 SP No.3, Right: 2x4 SP No.3
REACTIONS. (lb/size) 1=1567/0-8-0, 9=1567/0-8-0
Max Harz 1=-177(LC 10)
Max Uplift 1=-518(LC 12), 9=-51 B(LC 13)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=5051/2812, 24=-4694/2514, 4.5=-3418/1788, 5-6=3418/1781, 6-8=4694/2507,
8-9=-5051/2806
BOT CHORD 1-14=-2421/4521, 12-14=-1863/3964, 10-12=1876/3964, 9-10=-2409/4521
WEBS 5-12=-1261/2594, 6-12=-9457750, 6-10=296/541, 8-10=-315/451, 4-12=945/750,
4-14=-295/541, 2-14=315/450
NOTES-
1) Unbalanced roof live leads have been Considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-secand gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Evp C; Encl.,
GCpi=0.18: MWFRS (envelope) and C-C Exterior(2) GA-0 to 6-4-0, Interior(1) 6-4-0 to 17-0-0, Exterior(2) 17-0-0 to 23-0-0, Interior(1)
23.0-0 to 33-8-0 zone; Cantilever left and right exposed ; end vertical left and fight exposed;GC for members and forces 8 MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads.
5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Bearing at joint(s) 1, 9 Considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
Capacity of bearing surface.
7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift atjoint(s) except Qt=1b)
1=518, 9=518.
PS 1IFl11 g 'q�e''''
E5; • . -Q ���
No 39380 '
1.
i� N A7 ANC �,•
Thomas A Albert PE No.39380
MITek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 16,2018
WARNING-vergy design Panamanian and READ NOTES ON MIS AND INCLUDED MITER REFERENCE PAGE MIIdg3 rev, 164034015 BEFORE USE.
Design (a, use onywllh Mmnl) connectors. This design is based only upon parameters shovm, and is for an individual building Component not
savess
Ist
valid
a buss system. Before use, the building designer must very the applicability al design parameters antl property incorporate this design Into the overall
bustling design. Binding indicated B to prevent buckling of individual Wes web mayor chord members only. Additonal temporary and permanent braWg
M(Tek
is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bncutg of busees and tress systems, we ANSVITTI Quality organic, DSB-89 and BCSI Building Component
fig09 Parke East Blvd.
Safety Information available hom Truss Plate Institute, 218 N. Lee Street Suite 312, Melanesia, VA 22314.
Tampa, FL 36510
lob I
Truss
Truss Type
Ob
Ply
SEALS ,
T75344818
1550381-BEEBE RES
V1
VALLEY
1
1
—Job
Reference (optignall
a 13.9Am1 only Page 1
Builders First Source, Plant City, FL-33556,
ID:USeYbfnMFe9ghYLAnKeykyZ8mv-%rx2CeC$gMOBA%E440cWOnolt51N3CEicFRDljySg56
4x5 =
3.4 i 9 B 7 6 3.4
2x4 II 214 II 30 = 2x4 II
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Udell
Ud
TCLL 30.0
Plate GOP DOL 1.33
TC 0.44
Vert(LL)
n1a -
n1a
999
TCDL 7.0
Lumber DOL 1.33
BC 0.26
Vert(CT)
Na -
Na
999
BCLL 0.0
Rep Stress Incr YES
WB 0.16
Holz(CT)
0.00 5
n/a
rda
BCDL 10.0
Code FBC2017rFPI2014
Matrix-SH
Scale=1:33.0
i
PLATES GRIP
MT20 244f190
Weight 71 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 GO bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 19-8-0.
(lb) - Max Horz 1=95(LC 8)
Max Uplift All uplift 100 Ib or less at jomt(s) 1, 5,8 except 6=289(1.0 13), 9=289(LC 12)
Max Gcav All reactions 250 lb or less atjoint(s) 1, 5 except 8=488(LC 1), 6=533(LC 24), 9=533(LC 23)
FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 3-8=3641186, 4-6=4331479, 2-9=-4331479
NOTES-
1) Unbalanced roof live loads have been Considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=3.0psf; h=18ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-7-9 to 6-7-9, Inter]or(1) 6-7-9 to 9-10-8, Exlerior(2) 9-10.8 to 15-9-0, Interior(1)
15.9-0 to 19-1-7 zone; cantilever left and right exposed ; end ver8ral left and right exposed;GC for members and forces 8 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 nonconwrrent 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 3-6i0 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 1001b uplift atjoints) 1, 5, 8 except
Ut=lb) 6=289, 9=289.
�.`�.•�GENS
No 39380
t—
'9 FATE Or :•�u
�'. (O •. rµ0 q � O. •' ����
i�'4'SS`O N A� E?C ��•
Thomas A Alban] PE Na.39380
MRek USA, Inc. FL Cert 6634
6904 Parke Fast Blvd. Tampa FL 33610
Date:
October 16,2018
WARNING. Verily design parameters and READ NOTES ON TRISANDINCLUDED MITER REFERENCE PAGE III rsv. IWQMO15 BEFORE USE.
Design valid for use onN with MiTek0examodors. This design is based only upon parameters shavm, and is for an individual building component, not
a Was system. Before use, Pe building designer must ve* the applicab0ity or design parameters and primary Inax,mas this design Into the overall
Y
7
building design. Bracing lndlealed is to prevent budding of individual buss web author chord members ort Additional lempomry and permanent bradng
pq
M!TeW
Isa"srsguiredforstabilxy and lopraventmllamelvAN posslble,um,onalinjury and property damage. Forgenemlguidanceregardingthe
fabrcatian, storage, delivery, emdion end bmdng of Wsws end Wss system; sae ANSUrPn Ouelity Cherie, DSB 9 and SCSI Building Component
69M Parke East Blvd.
Santry Infnmmtlan available from Truss Plate Institute, 218 N Lee Stmel, Suite 312. MonomaM, VA 22314.
Tampa, FL 36610
SEALS
T15344819
Fq
4x6 =
3
8-1"
3x4 i 9 8 7 6 3x4
2x4 II 2x4 II 3x4 = 2x4 II
Style=1:29.4
7-841
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL
in (loc)
War
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.33
TC 0.30
Vert(LL)
n/a -
n/a
999
MT20 2441190
TCDL 7.0
Lumber DOL 1.33
BC 0.17
Vert(CT)
n/a -
n/a
999
BCLL 0.0
Rep Stress Incr YES
WB 0.13
Hom(CT)
0.00 5
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matnx-SH
Weight 64111 FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 Do bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 17-8-0.
(lb)- Max Horz 1=85(LC 8)
Max Uplift All uplift 100 lbor less atjomt(s) 1, 5, 8 except 6=-251(LC 13), 9=251(LC 12)
Max Grav All reactions 2501b or less at joint(s) 1, 5 excepl8=399(LC 1), 6=465(LC 24), 9=465(LC 23)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
WEBS 3-8=300/139, 4-6=370/429, 2-9=-370/429
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vu1t=160mph (3-sewnd gust) Vasd=124mph; TCDL=4.2pst BCDL=3.OpsQ h=18ft; Cat. II; Exp C; Encl.,
GCpi=0.18; M WFRS (envelope) and C-C Exterior(2) 0.7-9 to 6-7-9, Interior(1) 6-7-9 to 8-10-8, Exterior(2) B-10-8 to 14-10-8.
Interior(1) 14.1 O48 to 17-1-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces
8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1,60
3) Gable requires Continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonwncument with any other live loads.
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb Uplift atjoint(s) 1, 5, 8 except
Ijt=1b) 6=251, 9=251.
PS 111111111
e,,''
��� �.•' \C E N
No 39380 '
v * /J •rr=
;9 STAr7E OF : ��
O ,_ Qj .
(O R , O P N�,��
S'O N A' EC��p
Thomas A. Albanl PE No.39380
MUek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 3361l)
Date:
October 16,2018
®WARNING -Verify design pammeaen and READ NOTES ON MIS AND INCLUDED MITEI<REFERENCEPAG£ Mll-7473 rev. 1"342015 BEFORE USE.
Design valid for use onlywitb Milaniconnedor. his design is based only upon parr ameteshown, entl is forout Individual buildingComponent, not
a truss system. Befor use, the building designer mull verify, the applicability of design Parameter and property incorporate Nis design Into the overall
building design. Bracing Indicated! is to prevent budding of individual truss web SnWor chord members only. Additional temporary and permanenl bracing
MtTek
is abvays reyuiretl for stabflily and to proven[collapse sad,posslos personal injury and properly damage. Forgenensguldaneeregardinglhe
fabrication, Manage, delivery, emaon and trader, of busses and bass systems, sea ANSVTPII Duality Creeds,DSB-89 and BCS1 Building Component
6904 Parke East Blvd.
Safetylnfamutlon available horn Truss Plate Institute, 218 N. Lee Steel Suite 312. Mexandda, VA 22314.
Tampa FL 34610
1550381-BEEBE RES
T15344820
6-10-8
4.6 =
Stale =1:22.8
3x6 i 3 a
2x4 1
II
LOADING (psf)
SPACING- 2-0-0
CS'.
DEFL,
in (tort)/deg
Ud
TCLL 30.0
Plate GOP DOL 1.33
TC 0.56
Vert(LL)
n/a -
n1a
999
TCDL 7.0
Lumber DOL 1.33
BC 0.49
Vert(CT)
Na -
US
999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.12
Horz(CT)
0.00 3
n/a
We
BCDL 10.0
Code FBC2017rrP12014
Matdx-SH
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=264113-8-0, 3=264/13-8-0, 4=645H3-8-0
Max Horz 1=-64(LC 8)
Max Uplift 1=-106(LC 12), 3=-117(LC 13). 4=176(LC 12)
Max Grav 1=271(LC 23), 3=271(LC 24), 4=645(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-4=422/387
PLATES GRIP
MT20 244/190
Weight: 45111 FT=20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been Considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp C; Encl.,
GCpi=o.18; MWFRS (envelope) and C-C Exterior(2) zone; Cantilever left and right exposed ; end vertical leg and right 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 noncencurrenl with any other live loads.
5) a This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Ot=lb)
1=106, 3=117, 4=176.
oPslAffq<6����
No 39380
.O
.
SA�
Thomas A. Alban] PE No.39380
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 16,2018
WARNING - Verily design pardentere and READ NOTES ON MIS AND INCLUDED Mortar REFERENCE PAGE MX7473 rev. 10'0=015 BEFORE USE.
Design Id f r use onymth MTel,0 connectors This design is based only upon parameters Atnn, and is for an iralmd Iblding component, not
a truss system. Before use, Me building designer must verily ta IM1e ap,e b l,ty of design parametr eand property incorporate this design Into IM1e overall
buildingdesign.Bmdngind, tedistopreventbualingofindividualWssvrebanNortlordmembmsonry. Additional temporary and permanenlbeeing
MiTek'
Is always requiredI., stability and toprevent collapse with possible personal injury and property damage. For9eneralguidanceregardingme
fabrication, storage, delivery, erection and baling of trusses and muss systems, see ANSUIPII Duality Ontario. DS841e and SCSI Building Component
6904 Parka East BIW.
Safety Information available mom Truss Plate Institute, 210 N. Lee SIR.L Suite 312, Alexandria, VA 22314.
Tampa, FL 36610
Job
Truss
Truss Type
Oty
Ply
SEALS
T15344821
1550381-BEEBE RES
V12
J, VALLEY
1
1
—
Reference o 1' a
I T Oct 161339342018 Pa a
Builders First Source, Plant City, FL- 33565. 8.220 s Sep 24 2018 MRek IndusNe.. nc. ue 9
ID:U5eYbfnMFegghYiAnK6ykyZ8nw-xPGBrgEI 7Hnm1y0BAD2001sIKOGa2BIDguU2ySg53
4
0
4.10-8 4-1041
41S =
Scale = 1:18D
4
3x4 i 2x4 It 3x4 C
LOADING (pso
SPACING- 2-0-0
CSI.
DEFL.
in (Ioc)
VdeO
Ud
TCLL 30.0
Plate Grip DOL 1.33
TC 0.27
Ven(LL)
Na -
n1a
999
TCDL 7.0
Lumber DOL 1.33
BC 0.24
Vert(CT)
Na -
Na
999
BCLL 0.0 '
Rep Stress lncr YES
WB 0.09
Hom(CT)
0.00 3
n/a
ma
BCDL 10.0
Code FBC2017ITP12014
Matrix-SH
LUMBER -
TOP CHORD 2x4 SP No.2
DOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=180/9-8-0, 3=180/9-8-0, 4=439/9-8-0
Max Horz 1=44(LC 9)
Max Uplift 1=-72(LC 12), 3=80(LC 13), 4=120(LC 12)
Max Grav 1=184(LC 23), 3=184(LC 24),4=439(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less Except when shown.
WEBS 2-4=-286/293
PLATES GRIP
MT20 244/190
Weight 31 It, FT = 20
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0.0 cc 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: ASIDE 7A 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psp BCDL=3.Opst h=18ft; Cat. II; Exp C; Encl.,
GCpi=0.18: MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and fight exposed;C-C
for members and forces 8 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 nonconcunent 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$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 1 DO lb uplift at joints) 1, 3 except (jt=1b)
4=120.
O'OPS7 Arrg4e',"!i
No 39380
p * c
� sr�'r� tip :mow
Thomas A Albanl PE No.39380
MlTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 16,2018
®WARNING. vedlly dealgnpremdrem and READ NOTES ON MIS AND INCLUDED AOTEX REFERENCEPAGENIAT03 rev. fW03R015 BEFORE USE.
Design valid for use only Win MiTek® connectors. Thin deign is based only upon parameters shaven, and is far an individual building component, nor
Iva I'
0 buss system. Before use, the building designer must verify the applirabiliy of design pa emetem and properly Incorporate his design into he overall
building design. Bracing Indicated la to prevent buckling of individual Was web andfor dmrd members only. Additional temporary and permanent bmung
MiTek'
Is dieters mWimd for stability and to prevent collapse with possible personal injury and property damage. For annual guidance regarding the
Iabrioation, storage, delivery. mundon and bmung of basses and truss systems, we ANSpml1 quality Critelli, DSB49 and BCSI Building Component
690e Parke East Blvd.
Safety Information oversold from Trans Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Tampa, FL 36610
Job I
Truss
Truss Type
Dly
Ply
SEALS
T15344822
1550381-BEEBE RES
V13
VALLEY
1
1
-
o e n (oaf at
n.I:Te4lnAue1riee Ina mro 11H 1B 133d3d 2MB Panel
Builders First Source, Plant lAry, FL- saaue,-------------"-'---
ID:USeYbfnMFe9ghl iAnK6ykyZenw-xPdBrgE17Hnmt_y88AD200KIIKBGbPBIDguU2ySg53
2-108
2-10-B 2-108
Scale = 1:11.7
3x4 =
2.4 G
2x4 0
LOADING (pso
SPACING-
2-0-0
CSI.
DEFL.
in
(too) I/deg Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.33
TC 0.18
Ven(LL)
n/a
- file 999
MT20 2441190
TCDL 7.0
Lumber COL
1.33
BC 0.25
Vert(CT)
n/a
- n/a- 999
BCLL 0.0 '
Rep Stress lncr
YES
WB 0.00
Horz(CT)
0.00
3 n/a n/a
BCDL 10.0
Code FBC20177TP12014
Mahix-P
Weight 161b FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5.9-0 oc putting.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 1=211/5-8-0, 3=211/5-8-0
Max Horz 1=23(LC 11)
Max Uplift 1=70(LC 12), 3=-70(LC 13)
FORCES. fib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=215/256, 2-3=215/256
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; VUH-160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=3.0psf, h=181t; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and fight exposed;C-C
for members and fames 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord beading.
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.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 3.
.An��e,,''
�\OEN3�
No 39380
IZZ
9 itTAT,Er 6F1 :���
A-
NA�
Thomas A. Aided PE No.39380
MiTek USA, Inc. FL Cott 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 16,2018
®WARNING. Verily design psrememm end REAO NOTES ON MIS ANDINCLUDED Mlrm REFERENCE PAGEMII-rdr3 rev. Ideal BEFORE USE.
Design valid for use ony with MTek® connectors. This design is based only, upon pasomeleer shove, and is bran individual building component, not
�
a buss system. Before use, the building designer must veriy the applicability of design parameters and property incaryorete this design into the ovemn
indicated is to becidinc of individual truss web andfor Nord members only. Additional temporary and permanent bracing
MiTek'
bulding tlesign. Bmang prevent
is aterays recoiled for stability and to prevent collapse vnN possible personal injury and properly dome". For general guidance recording the
fabrication, storage, delivery, emotes and bracing of trusses and tress systems, see ANSI/1PH quality creeds, DSS89 and BCSI Building Ocomponend
69M Parka East Blvd.
Saffey Infgmation available from Truss Plate Institute, 218 N. Lee Street, suite 312, Alemndrla, VA 2F314.
Tampa, FL 36610
Job - I Truss Truss Type Dy Ply SEALS T15344823
i1550381-BEEBE RES V2 VALLEY i ' 1
b Reli 0111190211
Builders First Source, Plant City, FL-33566, 5.22usaepz4zuiavmja. 352018 Pagel
ID:U5eYbfnMFe9ghYiAnK6—ykyZ8nw-PCBZ2DFfuavdf8%rJrhSadzUOiik70sH%IPROUy5g52
4
7-10-8
Asa =
Scale=1:27.7
-a
3q 6 7 6 3x4
x0 C
2x4 11 2x4 II 2x4 II
LOADING (lost)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Well
Ind
TCLL 30.0
Plate Grip DOL 1.33
TC 0.22
Vert(LL)
We -
n/a
999
TCDL 7.0
Lumber DOL 1.33
BC 0.10
Ven(CT)
n/a -
Via
999
BCLL 0.0
Rep Stress Incr YES
WB 0.12
Horz(CT)
0.00 5
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
PLATES GRIP
MT20 244/190
Weight 571b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or IG-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 15-B-0.
(lb) - Max Hom 1=-75(LC 8)
Max Uplift All uplift 100 to or less atjoint(s) 1, 5, 7 except 6=-218(LC 13). 8=-218(LC 12)
Max Grav All reactions 250 D or less at joint(s) 1, 5 except 7=303(LC 1), 6=406(LC 24), 8=406(LC 23)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 4-6=315/389, 2-8=-315/389
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=18ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-7-9 to 6-7-9, Interior(1) 6-7-9 to 7-10-8, Exterior(2) 7-10-8 to 13-10-8,
Interior(1) 13-10-8 to 15-1-7 zone; Cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires Continuous bottom chord bearing. -
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) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except
(jt=lb) 6=218, 8=218.
o'OPS1Afr'44 ��''i
i
" No 39380 '
o TA 4ij
Thomas A Albanl PE No.39380
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Data;
October 16,2018
®WARNING- Verl/xesslgn perannoerseed READ NOTES ON MIS AND INCLUDED MITER REFERENCE PAGE MIIJ473 rev. 104011015 BEFORE USE
valid for use may with MiTek® connectors. this design Is based ony upon parameter shovm, and is he an individual building component, not
HIM
a miss system. Before use, the bearing designer must very the applicability of design parameters and property Incorporate this design Into the ovemil
Word ony. Additional temporary and penrament amusing
MiTek"
building design. Grating indicated is to prevent buckling of individual miss web easier members
Is.May. reeulred for stabilityantl to prevent rallepsew,th possible personal injury and properly dereapa. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of Musses and tress systems, see ANSIRPIll Ou iliry creeds, DSB89 antl SCSI Building Component
saga Parke East Blvd.
Safety Iaformetion available Me. Truss Plata Institute, 218 N. Lee Simet. Suite 312, Alexentlria, VA=314.
Tampa, FL 36610
,(1b ' ' Truss Truss Type Oty Ply SEALS T15344824
1550381-BEEBE_RES V3 VALLEY 1 1
ob Reference tOPI190alt
Builde FSource, Plant City, FL-33566, B.zzu ssep 242018 MiTek lntlusbies, Inc Tue Od 16 13:34:36 2018 Pagel
m-U5SYbfnMFe9ahYIMKB vkvZ8mv-uolxFMFHN1UH16lsZCh7NCM6_2kTJRm%9 YxySg51
5-1D-8
4x6 =
N
510-8
Basis=1:20.7
4 3tr6
3x6 % 2x4 II
LOADING (pso
SPACING- 2-0-0
CSI.
DEFL
in (loc)
Udell
Ud
TCLL 30.0
Plate Grip DOL 1.33
TC 0.39
Vert(LL)
Na -
nfa
999
TCDL 7.0
Lumber DOL 1.33
BC 0.35
Vert(CT)
Na -
n/a
999
BCLL 0.0 '
Rep Stress lncr YES
WB 0.10
Holz(CT)
0.00 3
Na
NO
BCDL 10.0
Code FBC2017/rP12014
Matrix-SH
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=222/11-8-0, 3=222/11-8-0, 4=542y11-B-0
Max Holz 1=54(LC 8)
Max Uplift 1=-89(LC 12), 3=-99(LC 13), 4=148(LC 12)
Max Gmv 1=227(LC 23), 3=227(LC 24), 4=542(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
WEBS 24=354/342
PLATES GRIP
MT20 2441190
Weight 381b FT=20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 0.0-0 oc purlins.
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; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=3.Opsf; h=181t; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterlor(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C
for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires Continuous bottom chord bearing.
4) This truss has been designed for a 10.0 Pat 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) Provide mechanical Connection (by others) of Was to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except fit -lb)
4=148.
S%p'OPS'A Ig46''''
No 39380
cc
Thomas A. Albans PE N0.393BO
MIT& USA, Inc. FL Carl 6634
69D4 Parke East Blvd. Tampa PL 33610
Date:
October 16,2018
&WARNING.Verify chef,. ran, ..9. and READ NOTES ON MIS AND INCLUDED MIFEI( REFERENCE PAGE MIL-7a7] rev. le0MOIS BEFORE USE.
�
Design valid for use only with MiTek® connedors. This design is based only upon parameters shaven, and is bran individual building component. not
a Was system. Before use, the building designer must verify the app9wbrily of design parameters and properly incaporate this design Into the overall
building design. Breding indicated is M prevent buckling of individual truss web andlor diord members only. Additional 4mpo2ry and permanent beading
MiTeic
Is always required for sootily and to prevent collapse With possible personal injury and Property damage. For general guidan a regarding Me
fabricator, storage, delivery. eandon and bracing of busses and truss Weleme,sae ANSIT It Dually Cdleda, DSBA9 end BCSI Building Comp anent
69N Parke East Blvd.
Safety Information available tram Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314.
Tempe, FL 36610
bb Truss Truss Typo Oty Ply SEALS '
T15344825
1550381-BEEBE RES V4 VALLEY 1 1
bR f pT 11
Builders First Source, Plant City, FL- 33566, 8.220 a Sep 24 2u,. MITek Indusuies, Inc Tue Del 1613:34:372018 Page 1
lu:ubeyommreugnylMne_yltyCor -ry14 I lUVWUtlLU0aCVVlw9xxrr`vr1nr FU"Y 4ju
3.10-8 7.9.0
3-10-8 3-1D-8
2x4
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 30.0 Plate Gnp DOL 1.33 TC 0.16
TCDL 7.0 Lumber DOL 1.33 BC 0.14
BCLL 0.0 Rep Stress Incr YES WE 0.07
BCDL 10.0 Code FBC2017ITP12014 Mabix-SH
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (Ib/size) 1=13717-8-0, 3=137f7-8-0, 4=335f7-8-0
Max Horz 1=33(LC 11)
Max Uplift 1=55(LC 12), 3=-61(LC 13), 4=91(LC 12)
Max Grav 1=141(LC 23), 3=141(LC 24), 4=335(LC 1)
Scale=1:14.8
4x5 =
2x4 11 2x4
FORCES. its, -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
3A
DEFL.
in (loc)
Vde0
Ud
PLATES GRIP
Vert(LL)
n/a -
We
999
MT20 244/190
Vert(CT)
Na -
file
999
Hom(CT)
0.00 3
n/a
nda
Weight 24 lb FT or 20 %
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling.
BOT CHORD Rigid ceiling directly applied or 10-0-0Go bracing.
NOTES-
1) Unbalanced roof live loads have been Considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-seccnd gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.OpsY h=1811; Cat. II; Exp C; End.,
GCpi=0.18: MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and night exposed;C-C
for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires Continuousbottom chord bearing.
4) This truss has been designed for a 10.0 par 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.
6) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 he uplift at joint(s)1, 3, 4.
.i
PS1A.f�����,'i
No 39380 '
�� ✓ :aZ
:O r
�c�C ;s.
Thomas A Albanl PE No.39380
MITek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 16,2018
WARNING -Verily design Persons. and READ NOTES ON THIS AND INCLUDED WTEx REFERENCE PAGE hl' TW4 re¢ Iwo3ools BEFORE USE.
Design valid for use only with MiTeW Connectors. This design is based only upon parameters shaea, and is bran individual building component not
a base Wotan Enron, use, the building designer must vend, the applicability of design parameters and properly IrxxxpoMe this design Into Me overall
buBdbgdesign. Brerirp indiramtl is la present buckling of NdiviMalWvwxb enNor Nortl member only. Additionallemporaryendperrnanenlbradng
MiTek'
Is allays required for stability and to pavent collapse want posside personal injury and properly damage. For general guidanoe regarding Pe
fabrication, storage, doi erection and bracing of trusses and truss students, me ANSUIPII Outlity CrL.da, D58-e9 and Bast Building CompmreM
6904 Pare East BNd.
Safetyinfomuaon available from Truss Plate InagMe, 218 R Lee StreaL Su:ta 312, Alexandria, VA 22314.
Temp., FL 36610
T15344826
3x4 =
2a4 c'
2x4
140-8
Scale =1:7.4
i
LOADING (ps1)
SPACING- 2-0-0
CSI.
DEFL.
in
(roc) I/de0 L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.33
TC 0.06
VertLL)
n/a
- n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.33
BC 0.12
Vert(CT)
n/a
- Na 999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Hoa(CT)
0.00
3 Ida n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix-P
Weight: 10111 FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3.9-0 oc purtins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10.0-0 oc bracing.
REACTIONS. (Ib/size) 1=117/3-8-0, 3=117/3-8-0
Max Holz 1=-13(LC 8)
Max Uplift 1=39(LC 12), 3=-39(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=3.Opsf; h=18ft; Cat. II; Exp C; End.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C
for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires Continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads.
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide
Will fit between the bottom chord and any other members.
6) Provide mechanical Connection (by oNere) o1 Coss to bearing plate Capable of Withstanding 100 Ib uplift at joint(s) 1, 3.
1 A 11111 j,�/
��```\V •PS �
No 39380
^ 'to
%
Thomas A. Alban] PE ND.39380
MiTek USA, Inc. FL Cott 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 16,2018
® WARNING.Verity design peremmor4 and READ NOTES ON THIS AND INCLUDED MITEHREFERENCE PAGE MII-7473rev. 1"MOIS BEFORE USE.
Design valid er use only wilt Mi fek®cennedom. This design is based only upon parematers shown, and Is for an individual building component, not
but
a truss system. Before use, flue building designer must verifythe applicablily of design pammsters and properly incorporate Nis design into the overall
heating design. Bredng indiealed is to butlJmg of individual truss web andfor Used membem only. Additional temporary and penarent lani
MiTek'
71
prevent
is always required for stability and to prevent cellape t wiN possible personal injury seed properly damage. For general guidance roger ling Na
fabrication, storage, dell eremon and burring of busses antl truss system; we ANSMII Quality Croons, DSBa9 and SCSI Building Component
6904 Parka East BNd
Sally Information available from Truss Plate InstiiMe. 218 N. Lea offset Slits 312, Aless ia, VA 22314.
Tampa, FL 36610
.bb I' , •
Truss
Truss Type
y
SEALS
71p,
T15344827
1550381-BEEBE RES
VB
VALLEY
1
—
(optional)
Builders First Source, Plant City, FL-33566, a.uOsaeP a•xa,own,ennmuwma, m,.. ,awov, ,.,......,�..,,.,,eyo,
ID:U5eYbfnMFe9ghYiAnK6ykyZenw-IND4uN19ypP38lmYhmOIT72 Jx6xnMtSVNe9GySg5_
11-10-8 21-10-8 33-9-0
11-10A 10-0-0 11-1041
Seale = 1:55.4
4.6 = 2x4 II 4x6 =
3x6 i 12 11 10 9 8 3x6
2x4 II 516 = 2.4 11 5x6 = 2x4 11
LOADING (pso
TCLL 30.0
TCDL 7.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.33
Lumber DOL 1.33
Rep Stress Incr YES
Code FBC2017/TP12014
CSI.
TC 0.69
BC 0.59
WB 0.27
Mabix-SH
DEFL. in
Vett(LL) n/a
Vert(CT) Na
Horz(CT) 0.01
(loc) Ude0 Lid
- Na 999
- n/a 999
7 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 136 to FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc putting.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 1G-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 33-8-0.
(lb)- Max Horz 1=116(LC9)
Max Uplift All uplift 100 lb or less atjoint(s) 1, 7, 9, 11 except 10=-224(LC
9), 8=-383(LC 13), 12=383(LC 12)
Max Grav All reactions 250 to or less atjoint(s) except 1=21I 1), 7=290(LC 1), 10=628(LC 2). 8=706(LC 1),
9=358(LC 22), 12=706(LC 1), 11=367(LC 22)
FORCES. (lb) - Man. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=126/291, 3-4=.108/276, 4-5=108/276, 5-6=126/277
WEBS 4-10=-042/399, 6.8=-513/613, 2-12=513/613
NOTES-
1) Unbalanced roof live loads have been Considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-sewnd gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=1811; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-7-9 to 6-7-9. Intedor(1) 6.7-9 to 11-10-8, EMedor(2) 11-10-8 to 20-4-5.
t end
t
ver nd exposed:
A-
and 81MWFRS for reactions) shown; Lumber DOL=1a60 plate grip DOL=1 60
embe sater
ae right exposdrainagee preveomembers
3) Providelleft gforces
ed¢
bottom bearing.
`,���oONS
. •' G E N 8 • •.; `�iL �1
4) Gable requires Continuous chord
�� ,`�`
V' '
5) This truss has been designed for a 10.0 psf bottom chord live load nonwncurrent with any other live loads.
i
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
No 39380
will fit 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 100 lb uplift at joint(s) 1, 7, 9, 11 except
_
*
(jt=lb) 10=224, 8=383, 12=383.
= —
O 7 ccz
11v
10
'
Thomas A Albanl PE No.39380
MITek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 16,2018
WARNING -Vedy design pammeters antl READ NOTES ON THIS ANUINCLUOED MITER REFERENCEPAGEMII-7472 rev. 1WOL2015 BEFORE USE.
Design valid for use only Won Mirek®connectors.Thie design is based only upon parameters shown, and Is bran individual building component, not
my
a Was system Before use, the building designs, must very the applicability of design Parameters and pmpedy incorporate this design into the overall
buldirgdeslgn. SraWgindirated Btopraventbur ingofindividualWsswebaMor Nwdmembemonly. Additionaltempomry and permenentbradng
WOW
Is always required for stability and to prevent collapse With possible personal Injury she property damage. For general guidance regarding the
fabrication, storage, der e. bel and bracing of Wastes and Wss rystems,sea ANSVTPII quality Criteria, DSBa9 and SCSI Building Component
6901 Parke East Blvd.
Sally Information mtbable been Tmss Plate light 218 N. Lea Sbeek Sete 312. Alexandra, VA 22314.
Tampa, FL 36610
dob 71 •
Truss
TrussType
Oly
Ply
SEALS
T75344828
1550381-BEEBE RES
V7
VALLEY
1
1
—
o o fie al
Builders First Source, Plant City, FL-33568,
11-10-8
B.L2U a sap 24 2Ula
ID:U5eYbfnMFe9ghYiAnK6ykyZE
17-10.8
6-0-0
4x6 = 2x4 II 4x6 =
Ind. Ia8 U. I. 1.:oo.uV 'US Fa'e 1
11-108
Scale=1:48.7
31r 12 11 10 9 8 34
2x4 II 5x6 = 2x4 II 5x6 = 2.4 II
0-AR
29-8-8
Plate Offsets Ix Yt_
m,0-3-0 n-vnt F11-0-3-0n-3-01
LOADING (pso
SPACING- 2-0-0
CSI.
DEFL,
in (loc)
Well
L/d
PLATES
GRIP
TCLL 30.0
Plate Grip DOL 1.33
TC 0.69
Ven(LL)
n/a -
nra
999
MT20
2441190
TCDL 7.0
Lumber DOL 1.33
BC 0.58
Vert(CT)
n/a --
n1a
999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.18
Horz(CT)
0.01 7
Na
Na
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 125111
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc putting.
BOT CHORD 2x4 SP N6.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 Do, bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 29-8-0.
(lb)- Max Horz 1=-116(LC 8)
Max Uplift All uplift 100 Ib or less atjoint(s) 1, 7, 9, 11 except 10=140(LC 9), 8=-386(LC 13), 12=386(LC 12)
Max Gnav All reactions 250 Ib or less at joint(s) except 1=286(LC 1), 7=286(LC 1), 10=381(LC 2), 8=722(LC 1).
9=258(LC 22), 12=722(LC 1), 11=266(LC 22)
FORCES. (Ib)- Max. CompJMax. Ten. -All forces 250 (lb) Or less except when shown.
TOP CHORD 2-3=128/295, 3-4=-108/278, 4-5=-108/278, 5-6=128/282
WEBS 4-10=273/248, 6-8=523/621, 2-12=-523/621
NOTES-
1) Unbalanced roof live loads have been Considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=181t; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-7-9 to 6-7-9, Interior(l) 6-7-9 to 11-10-8, Extedor(2) 11-10-8 to 26-4-5.
Interior(l) 26-4-5 to 29-1-7 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) Gable requires ConOnuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide
will 6t between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 1 Go lb uplift at joint(s) 1, 7, 9, 11 except
(t=lb) 10=140,8=386,12=386.
A %%J0PSrrgCe','i
No 39380
Thomas A Albanl PE No.39380
MITek USA, Inc. FL Cell 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 16,2018
AWARNING -Verhy design Aaronson and READ NOTES ON MIS AND INCLUDED Mm£N REFERENCE PAGE NII.7473nv. 10,0=013 BEFORE USE.
Design valid for use only cash MiTek® connectors. Thus design is based only upon parameters shoem, and is for an IMiedual building Component, not
a Miss system. Before use, Pe building designer must verily the applicability of deals. parametea and property Incorporate Nis design into the overall
■■■��.����
buildingdesign.8.6, indicated be W prevent building ofird0dual"as web anNp Word members only. Addilionalmmporaryandpenanenlbndng
MiTek'
isa ysnyuindbrsta DiryaMto Wevent Wiepw WMpouiblepasonalinjuryaMpropeMdamage. Forgenemlguidammsegaraing Ne
ta6rication, stpage, tlagvary,arectim antl bating ai Misses and Miza ryrtem;sea MSMII quality Credt.. DSBa9 and SCSI Building Component
6904 Padre East BNtl.
safety Infomation avalable Miss Tress Nate Institute, 218 N. Lee SLeeL Suite 312. NexaMru, VA 22316.
Tampa, FL 36610
400 4 .
Truss
asType
Dry ply
SEALS
T75344829
1550381-BEEBE— RES
VB
VALLEY
1 1
ee o a
dunaers rust aouma, "am lui IL-
i
1
1-10-8
4x6 = 46 =
3 4 5
3x6 14 13 12 11 10 9 B 34
3x4 = 3x4 =
Scale=1:42.5
048
25-M
'
LOADING (pso
SPACING- 2-0-0
CSI.
DEFL
in (loc)
War
Ud
PLATES
GRIP
TCLL 30.0
Plate Grip DOL 1.33
TC 0.69
Vert(LL)
nla -
n/a
999
MT20
244/190
TCDL 7.0
Lumber DOL 1.33
BC 0.58
Vert(CT)
n/a -
n/a
999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.19
Horz(CT)
0.00 7
Na
n1a
BCDL 10.0
Code FBC20171-rPI2014
Matrix-SH
Weight 113lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 25-8-0.
(Ib)- Max Horz 1=116(LC9)
Max Uplift All uplift 100 lb or less at icint(s) 1, 7, 10 except 11=131(LC 18), 8=388(LC 13), 14=388(LC 12)
Max Grav All reactions 250 lb or less al joinl(s) 11, 10, 12 except 1=283(LC 23), 7=283(LC 24), 8=730(LC 1),
14=730(LC 1)
FORCES. (ID) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=l30/300, 34=109/282, 4-5=109/282, 5-6=130/286
WEBS 6-8=527/624, 2-14=-527/624
NOTES-
1) Unbalanced roof live loads have been Considered for this design.
2) Wind: ASCE 7-10; Vull=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1i Cal II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-7-9 to 6-7-9, Interior(1) 6-7-9 to 11-10-8, Exterior(2) 11-10-8 to 22-4-5.
Interior(1) 22-4-5 to 25.1-7 zone; Cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable requires Continuous bottom chord bearing.
6) This truss has been designed for a 10.0 par 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 346-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 1O.Opsf.
8) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 111 uplift at joint(s) 1, 7, 10 except
(jt=1b) 11=131, 8=388, 14=388.
O'OPS 1 Af t 14e'','
No 39380
CC
jjj
Thomas A Alban] PE No.39380
MRek USA, Inc. FL Cent 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 16,2018
AWARNING -VeMydos/gnpoamereaoad READNOTES ON MIS AND INCLUDED WEx REFERENCE PAGE hill-7473 a.. famY2d15 BEFORE USE.
�*
Design for use aal Wth MRek®earned... This design is based orty upon parameters shown, and is for an indiddual bulding component, nor
q�.
1
�
truss
a ss systemBelow use, Belouse, Me building designer must verily the applicability of design pa emetem and paperiy incorporate this design into Me ovealt
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building design. Bracing battened is to prevent buckling of individual base web mayor Mord members only. Additional temporary and permanent bradng
WOW
atrrays required for stability and to pavenl collapse with possible Personal Injury and papery damage. For general guidance regarding the
raiment... storage. delivery, erection and bracing of trusses and truss Systems, we ANSUIPI1 Duality Cdteda, DSBa9 and BCSI Building Component
6904 Parka Fast Blvd.
Safety Infomution awllabie horn Truss Plate Institute, 218 N. Lee Sbee4 Suite 312. Alexandria, VA 22314.
Tampa, FL 36610
into i v
Truss
Truss Type
Oty
Ply
SEALS
T15344630
1550381-BEEBE RES
V9
VALLEY
1
1
-Job
Reference al
I d W I T Oct 18 13'34'42 2018 Page 1
Builders First Source, Plant City, FL-33566, 8.220s Sep 2420t8 MITek n us es, na ue g
I D:U5eYbfnMFe9ghYiAnKeykyZ8nw-iy6C WPK2Fknd7DZBDpJ5N61Z5Wzw8ADJBScilay5g4x
10-148 21-8-0
110.10.8 10-10-8
Scale=1:39.3
4x6 =
Y
Y
0
316 9 8 7 6 3.61
2.4 II 2x4 11 3x4 = 2.4 II
LOADING (psU
SPACING. 2-0-0
CSI.
DEFL.
in (loc)
I/dell
Ud
TCLL 30.0
Plate Grip DOL 1.33
TC 0.70
Vert(LL)
n/a -
n/a
999
TCDL 7.0
Lumber DOL 1.33
BC 0.58
Vert(CT)
nfa -
FIG
999
BCLL 0.0
Rep Stress Incr YES
WB 0.18
Horz(CT)
0.00 5
n/a
TUG
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
PLATES GRIP
MT20 244/190
Weight: 841b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 21-8-0.
(lb) - Max Horz 1=-105(LC 8)
Max Uplift All uplift 100 lb or less atjoint(s) 1, 5 except 8=146(LC 1), 6=396(1_13 13), 9=-396(LC 12)
Max Grav All reactions 2501b or less atjoint(s) 8 except 1=276(LC 23), 5=276(LC 24), 6=762(LC 1), 9=762(LC
1)
FORCES. (Ib) -Max. Comp./Max. Ten. -Aft forces 250 (Ito) or less except when shown.
TOP CHORD 2-3=123/273, 34=123/273
WEBS 3.8=274/125, 4-6=536/593, 2-9=536/593
NOTES-
1) Unbalanced roof live loads have been Considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.OpsY h=18ft; Cat. II; Exp C; Encl..
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0.7-9 to 6-7-9, Interior(1) 6-7-9 to 10-10-8, Exterior(2) 10-10.8 to 16-10-6.
Interior(l) 16.10-8 to 21-1-7 zone; Cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 par 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 = 1 O.Opsf.
6) Provide mechanical Connection (by others) of Was to bearing plate Capable Of withstanding 1001b uplift atjoint(s) 1, 5 except (Irlb)
8=146, 6=396, 9=396.
1 Arr11,1e''
- No 39380
a 9anTdF 40
ss,O N A, ��C '%
Thomas A. Alban) PE No.39380
MITek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 16,2018
WARNING. Verily coN oprremdersend READ NOTES ON MIS AND INCLUDED MITFX REFERENCE PAGE MP7473 rev. IWAY2015 BEFORE USE.
Design valid Mr use only swlh Mmek® connedors This design is based only upon parameters shown, and is for an Individual building component, not
a Muss system. Before use, Me building designer must verily the appliesbriyoi design peremders and properly inoory0ale ads design Into the overall
design. Bmdng indicated Is to buckling of individual Muss web another dloN members only Additional temporary and permanent bred,
MiTek'
budding prevent
s always required for stability and to prevent collapse with possible Personal injury and pmpedy damage. Forgeneralguidanceregedingthe
fabrisabon, stands, delivery, erection and Lading of busses and Muss systems, we ANSM11 Duality Canada, DSBA9 and BCSI Building Component
6904 Parke East BW.
safety Infomation available from Truss Plate Institute, 218 N. Lee Street, suite 312, Alexandria, VA 22314.
Tampa, FL Seat
Symbols
PLATE LOCATION AND ORIENTATION
374 - 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 }T1fir
I
For 4 x 2 orientation, locate
plates 0- "A' from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20120
software or upon request.
PLATE SIZE
The first dimension is the plate
4 x 4 width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
th
by text in the bracing section of the
output. Use T or I bracing
if indicated.
BEARING
Indicates location where bearings
(supports) occur. Icons vary but
40 reaction section indicatesjoint
number where bearings occur.
Min size shown is for crushing only.
Industry Standards:
ANSI/rPl1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
• Connected Wood Trusses.
Numbering System
I 6-4-8 (dimensions shown in fti ixteenths
s
IjI( (Drawings not to scale)
0
cc
O
2
U
D.
0
H
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
NUMBERS/LETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-1311. ESR-1352, ESR1988
ER-3907, ESR-2362, ESR-1397, ESR-3282
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber values
established by others.
© 2012 MiTek® All Rights Reserved
MiTek Enaineerina Reference Sheet: MII-7473 rev. 10/03/2015
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 SCSI.
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, election 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 ANSIRPI 1.
7. Design assumes trusses will be suitably protected from
the environment In accord with ANSIrrPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
Indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or puriins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without prior
approval of an engineer.
17. Install and load vertically unless Indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSI(TPI 1 Quality Criteria.