HomeMy WebLinkAboutTRUSS 9-7-18Lumber des1gri-Value-s,are in accordance with ANSI/TPI 1 section 6.3
These truss�designs r6iy'oh lumber values established by others.
MiTek
SCANNED
SY.
Luc�
le County
RE: 74762 -WAREHOUSE MiTek USA, Inc.
Site Information: 6904 Parke East Blvd.
Tampa, FL 33610-4115
e WAREH
Customer Info: DOYLE MASONRY Project Nam � Od pj=
Lot/Block: Subdivision: F, 1��
Address: N/A F L-vt COPY
City: ST LUCIE COUNTY State: Fl�
Name Address and License # of Structural Engin er of Record, If there is one, for the building.
Name: License #:
Address:
City: ". State:
General Truss Engineering Criteria & Design L(
Loading Conditions):
Design Code: FBC2017[TP12014
Wind Code: ASCE 7-10
Roof Load: 37.0 psf
This package includes 19 individual, dated Truss D
With my seal aff ixed to this sheet, I hereby certify tl�
conforms to 61 G 15-31.003, section 5 of the Florida
(individual Truss Design Drawings Show Special
a Program: MiTek 20/20 8.1
Speed: 170 mph
Load: 55.0 psf
n Drawings and 0 Additional Drawings.
am the Truss Design Engineer and this index sheet
trd of Professional Engineers Rules.
No.
I Seal#
Truss Name I
DateN0___F_
.
Seal#
Truss Name
I Date
11
1 T1 3947118 1
A 15/3/18
118
IT13947105
R
5/3/18
12 1
T1 3947119 1
Al 15/3/18
119,
IT1394718,61KJ7
15/3/18
13
T139471201A2
15/3/18
—1
S
S P DRA
PPROVEI:)
REVISE AND RES
S
SUBMITTAL WAS
G
GENERAL CONF
0
ONLY. THE CC
C
CONFIRMING AN
Fo
FOR TOLERANCE
PROCESSES AN
0
coo 0
FU C
FUL
13y
By:
1
14-
T139471211A3
15/3/18
15 1
T1 3947122
1 A4
15/3/18
16 IT13947123IA5
15/3/18
__J
17 IT13947124IA6
15/3/18--1
18 1
T1 3947125
1 A7 15/3/18
19
IT13947126IA8
15/3/18
110
1 T1 3947127
1 A9
15/3/18
Ill
I T1 3947128
1 Al 0
15/3/18
112
IT13947129JAll
15/3/18
113
1 T1 3947130
1 FLA
15/3/18
114
1 T1 39471311
G RA
15/3/18
115
IT13947132IJ1
15/3/18
116
IT13947133IJ3
15/3/18
117
IT13947134IJ5
15/3/18
The truss drawing(s) referenced above have been prepared by� MiTek
USA, Inc. under my direct supervision based on the parameters
provided by Chambers Truss.
Truss Design Engineer's Name: Velez, Joaquin
My license renewal date for the state of Florida is February 28, 2019.
IMPORTANT NOTE: The seal on these truss component designs is � certification
that the engineer named is licensed in the jurisdiction(s) identified and that tl�e
designs comply with ANSI/TPI 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
given to MiTek. Any project specific information included is for MiTek's cust6mers
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/TPl 1, Chapter 2.
V.,
WING
ITTAL REVIR
0 APPROVED AS NOTED
UBMIT 0 REJECTED
�EVIEWED FOR DESIGN CONFORMITYAND
ORMANCE TO CONTf!�CT DOCUMENTS
NTRACTOR IS RESPONSIBLE FOR
COR
)RRE
CLFAp�aN�Rjl�t!�§IONS AT JOR.RIT=
D TEI
F HIS
E TH
Architectoni� Ini?
-Ort Pierce, FL 34950
1111111"
V41�4 fee
e,
8182
/ ir
TE OF W
N
R
�M1110
11111
-�06e6rt1686234
1,
.Ivd. Tampa FL33610
Velez, Joaquin 1 of 1
Job
Trus
T'u S
Truss Type
aty
Ply
WAREHOUSE
FA
TI 3947118
74762
Common
20
Chambers Tuss inc
Fwt Pie—;�—F[
Job Reference (optional)
o. i 30 5 Mar i i 40 i a M, i ek i udush ieb, Iriu. i hu Mlay 3 12:15:49 20 18 Page i
ID:IlhBm4QCiiHFiEguZxwhUPyGzMp-plfUvWzoupEzdl5DPybObmaDPJbMrqnDgw34ZRzKD u
4-10
30_8_0
50-11-6 61 4
9-9?;o
10-5-111
T _
0_�.�O
9-9-10 0
Scale 1:101.8
4.00 FIT
5X8
1
32
5x6 7:;;
5x6
4x5
5
7 45 Zz�
6x8 4
8 7x8 WB--
45
3
9
4x5
2
30
33
11
144 -
IT
19
16 17
34
16 15 35
14 13 12
3x4 11
7x8 WB 4x4
4x8
4x4 7x8 WB= 3x4 11 4x8
4xB
7x10 11
7xlO
6x8
12- 104-10
0-
�—�4
30-8-0 1
50-11-6 LO -4
_10
o.g 9_�
E. o i
10-5-11 1
_.�4 0 14.0.10
9 0
-9-10 9
—1E
Plate Offsets (X,Y)-- [1:0-2-6,Edgel,[3:0-4-0,Edqel,[9:0-4-0,Edqel,[11:0-2-6,EdgeI
LOADING (psf)
SPACING-
2-0-0
CS1 '
DEFL. in
(loc) VdefI Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.88
Vert(LL) -0.38
15 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.94
Vert(CT) -0.7415-17
>993 240
BCLL 0.0
Rep Stress Incr
YES
WB 0.78
Horz(CT) 0.22
11 n/a n1a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL) 0.64
15 >999 240
Weight: 410 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x6 SP No.2 *Except*
TOPCHORD
Structural wood sheathing directly applied or 2-10-11 oc purlins.
1-3,9-11: 2x6 SP 240OF 2.OE
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT'CHORD 2x6 SP 240OF2.OE *Except*
WEBS
I Row at midpt 6-15,10-14,2-17
. 16-18:2x6SPNo.2
WEBS 2x4 SP No.3
&iJERS 2x4 SP'No.3
WEDGE
Left: 2x4 SP-No.3, Right: 2x4 SP No.3
REACTIONS. (lb/size) 1=2269/0-8-0,11=2269/0-8-0
Max Horz 1 =-260(LC 10)
Max Uplift 1=-1606(LC 12), ll=-1606(LC 12)
FORCES. (lb) - May- Comp./Max. Ten. - All forces 250 (lb) or less except wihen show
TOPCHORD 1-2=-5299/4033, 2-4=-4620/3618, 4-6=-348812890, 6-8=-3488/2890, 8-1 0=-4621/3618,
10-11�5301/4035
BOTCHORD 1-19=-363214939,17-19=-3632/4939,15-17=-3071/4317,14-15=-307 /4318,
12-14=-3634/4941, 11-12=-3634/4941
WEBS 6-15=-1162/1659,8-15=-1346/1144,8-14�168/597,10-14=-736/616, 0-12=01275,
4-15=-1344/1144, 4-17=-168/595, 2-17=-736/614,2-19=0/277
2 Rows at 1/3 pis 8-15,4-15
NOTES-
1 ) Unbalanced roof live loads have been considered for this design. =3.Opsf; h=23ft; B=45ft; L=24ft; eave=7ft; Cat.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TC;DL=4.2psf; BCDL
11; Exp 0; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, 1 1 pterior(l) 3-0-0 to 30-8-0, Exterior(2) 30-8-0 to
33-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60 1
3) WARNING: This long span truss requires extreme care and experience lui pop, aniq Safe handling and erection. For general
handling and erection guidance. see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood
Trusses ("BCSI"), jointly produced by WTCA and TPI. For project specific guidance, c8 I nsult with project engineer/architecVgeneral
contractor. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing.
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.Opst on the bottom chord In all area's where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 1
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1606 lb uplift at joint 1 and 1606 lb uplift
at joint 11.
Joaquin Velez PE No.68182
MITek USA, Inc. 171. Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 3,2018
&WARNING - Vedlydesignpammeters and READ NOTES ON THIS AND INCLUDED MMEKREFERANCEPAIGEA111IL7473 rev. 10103V2016 BEFORE USE.
Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown. and Is for an Individual building componenL not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additioncil temporary and permanent bracing
MeIC
Is always required for stability and to prevent collapse with possible personal Injury and property dam6ge. For general guidance regarding the
fabilcartlom storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee SlreeL Suite 312, Alexandria, VA 2231 A.
Tampa, FIL 33610
Job
Truss
Truss Type
Qty
Ply
WAREHOUSE
TI 3947119
74762
Al
Hip
2
�
Job Reference (optional)
4.00 F12
3
45
2
30
Eigil
19 18 17
4X8 3X4 11 4X4
7XIO 11
o. iou � ivim i i 4ujo ivii iuK muubmub, inu. i nu may a iz: jo:oj euin r-age i
ID:IlhBm4QCiiHFiEguZxwhUPyGzMP-IhnFKB-2QQUgs2FcXNdUgBfep7HyJk2WBEYBdJzKD—s
30-0-0 4-P 41-9-8 -4 61-4-0
10-5-9
10-5-9 1 1-4-0 9-4- 10-1-12
Scale 1:105.5
5 6
31 32
7 7x8 WEI
�4x5 7
9 6
33
34
16 15 14 35 13 12 11
4X4 = 4X4 3X4
4X4
10
4x8
7XIO 11
LOADING (psf)
SPACING-
2-0-0
CS1. I
DEFL.
in (loc) Ydefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.57
Vert(LL)
-0.35 17-19 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.94
Vert(CT)
-0.69 15-17 >999 240
BCLL 0.0
Rep Stress Incr
YES
WB 0.80
Horz(CT)
0.22 10 n/a n1a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MS
WInd(LL)
0.58 17-19 >999 240
Weight: 419 lb FT = 20%
LUIMBER-
BRACING-
TQP CHORD 2x6 SP 240OF 2.OE *Except*
TOPCHORD Structural wood sheathing directly applied or 3-10-1 oc purlins.
5-6:2x6 SP No.2
BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT&ORD 2x6 SP 240OF 2.OE *Except*
WEBS
I Row at midpt 2-17,
5-15, 6-14, 9-13
- 16-18: 2x6 SP No.2
2 Rows at 1/3 pts 4-15,7-14
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
WEDGE
Left: 2x4 SP W.3, Right: 2x4 SP No.3
REACTIONS. (lb/size) 1=2269/0-8-0, 10=2269/0-8-0
Max Horz 1 =255(LC 11)
Max Uplift 1=-1606(LC 12), 10=-1606(LC 12)
FORCES. Qb) - Max. Comp.fMax. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-528714106, 2-4=-4665/3752, 4-5=-3541/3016, 5-6=-3276/2967, 6-7=-3541/3017,
7-9=-4666/3753, 9-10=-5289/4108
BOTCHORD 1-19=-3716/4927,17-19=-371614927,15-17=-3237/4380,14-15=-2251/3276,
13-14=-3226/4382, 11-13=-3706/4929, 10-11 =-3706/4929
WEBS 2-19=0/254, 2-17=-64a/543, 4-17=-1 43/580, 4-15=-1 364/1167, 5-15=-63I ' 3/822,
6-14=-638/810, 7-14=-1 371/1170, 7-13=-1 44/583, 9-13=-646/544, 9-11 =0/252
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4 . 2psf; BCDL 3.Opsf; h=23ft; B=45ft; L=24ft; eave=7ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Int6rior(l) 3-0-0 to 30-0-0, Exterior(2) 30-0-0 to
31-4-0, Interion(l) 35-6-15 to 61-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
Le
3) WARNING: This long span truss requires extreme care and experience for proper and handling and erection. For general
handling and erection guidance, see Guide to Good Practice for Handling, Installing & B 'racing of Metal Plate Connected Wood
Trusses ("BCSI"), jointly produced by WTCA and TPI. For project specific guidance, conisult with project engineer/architecitgeneral
contractor. MiTek assumes no responsibility for truss manufacture, handling, erection, o bracing.
4) Provide adequate drainage to prevent water ponding.
5) All plates are 6X8 MT20 unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide
Joaquin Velez PE No.68182
will fil between the bottom chord and any other members, with BCDL -= 10 Opsf I
8) Provide mechanical connection (by others) of truss to bearing plate capabie of �vlthstancli Ing 1606 lb uplift at joint 1 and 1606 lb uplift
MiTek USA, Inc. Fl. Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
at joint 10.
Date:
May 3,2018
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFER—C. —F -11-74—ev. 1010312015 BEFORE USE.
Design valid for use ortly with MffekO conneciors. INs design Is based only upon parameters shown, and Is for ar) Individual building component. riot
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord membeig only. Additional temporary and permanent bracing
MiTelc
Is always required for stability and to prevent collapse %-Alh possible personal Injury and properly damade. For general guidance regarding the
fabrication, storage, delivery. erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Bullcling Component
Safety Information available from Iruss Plate Institute, 218 N. Lee Street. Suite 312, Alexandda, VA 22,314. 1
6904 Parke East Blvd.
Tampa, FL 33610
Job .
Truss
Truss pe
Qty
Ply
�,WAREHOUSE T1
74762
A2
Hip
2
lob Refere
�Ijaflfllwws "Ubb, 111u., ruirL rieice, rL m3u s mar ii zuitj mijeKinaustries, inc. Thu May j 12:16:56 2018 I'age 1
ID: I [hBm4QCiiHFiEguZxwhUPyG7MP-6eaBNv2BEz6zyqBZJwDgNEMQy86lz5FHWGyl)(ZKD—n
21-0.0 334-0 61-4-0
5-- 50-29
1011 12 4-0 4 Z -9
1 j-4-5 5 1 AtU I g. - 1 10-4-5 Scale = 1:105.6
4'00 11-2 - 6x =
4.00 FIT 6x 6X8
6 ,0 3,
6 30 -316
7x8 WEI 6X8 - 2s
7x8 WEI 6X8 29
32 6X8
7x8 WEI
4
4
7
3
3X4
8
3X4
6
2
9
d
33
28
1
10
to 17 16 34 35 5 14 13
36 37
12 11
6X8 4X4 4X4
4x4
SX8
5X8 4X4
6X8
8X1 0 11
7X8
8XIO 11
5-442 -0 41
45-11-4
60-4-0
6140
4- 4-4-12 -0-0
I 0_0 I 12�_-�_�4 t
12-7-4
14-4-12
Plate Offsets (X,Y)-- [1:0-1-14,Edgel,[3:0-4-0,Edgel,[8:0-4-0,Edqel,[10:0-1-14,Edg'pI
LOADING (psf)
SPACING- 2-0-0
CS1. DEFL.
in (loc) I/cleff
�Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.86 Vert(LL)
-0.62 11-13 >999
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.45 Verl(CT)
-1.01 11-13 >732
240
BCLL 0.0
Rep Stress Incr YES
WB 0.94 Horz(CT)
0.19 10 n/a
nia
BCDL 10.0
Code FBC2017/TP]2014
Matrix -MS Wind(LL)
0.64 11-13 >999
240
Weight: 397 lb
FT = 20%
LUMBER- BRACING-
TQPCHORD 2x6 SP No.2 *Except* TOPCHORD Structural wood sheathing directly applied or 2-10-15
oc puffins.
1-3,8-10: 2x6 SP 240OF 2.OE BOTCHORD Rigid ceiling directly applied or 5-2-12 oc bracing.
BOT6HORD 2X6 SP 240OF 2.OE WEBS
I Row at midpt
4-15.7-13
WEBS - 2x4 SP No.3
OZ;HERS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3, Right: 2x4 SP No.3
REACTIONS. (lb/size) 1=2269/0-8-0, 10=2269/0-8-0
Max Harz 1 =-238(LC 10)
Max Uplift 1 =-1 606(LO 12), 1 0=-1 606(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-5300/4276, 2-4=-4992/3971, 4-5=-3859/3263, 5-6=-3608/3184, 6- =-3859/3263,
7-9�4992/39711 9-10=-5300/4276
11
BOTCHORD 1-17=-3891/4938,15-17=-3352/4419,13-15=-2514/3595 11-13=-3341 1.419,
10-11=-3880/4938
WEBS 2-17=-411/556, 4-17=-1 95/656, 4-15=-1 189/1037, 5-15=-573/909, 6-13= 573/909,
7-13=-1189/1037,7-11=-195/656,9-11=-411/556
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132niph; TCDL=4.2psf; BCDL=3.Opsf; h=23ft; B--45ft; L=24ft; eave=7ft; Cat.
11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interlor(l) 3-0-0 to 28-0-0, Exterior(2) 28-0-0 to
37-6-15, Interfor(l) 37-6-15 to 61-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) WARNING: This long span truss requires extreme care and experience for proper and slafe handling and erection. For general
handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood
Trusses (uBCSI"), jointly produced by WTCA and TPI. For project specific guidance, cogsult with project engineer/architect/general
contractor. MiTek assumes no responsibility for truss manufacture, handling, erecti,on, or bracing.
4) Provide adequate drainage to prevent water ponding. i
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a nly other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas1where 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. 1
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1606 lb uplift at joint 1 and 1606 lb uplift
Joaquin Velez PE No.68182
at joilit 10.
MiTek USA, Inc. FL Cott 8834
6904 Parke East Blvd. Tampa Fl. 33610
Date:
May 3,2018
&WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEKREFERAmcE PAGE M11-7473 rev. 10103J2015 BEFORE USE
Design valid for use only with Mffek(D connectors. This design Is based only upon parameters shown, and is for an individual building component, not
bit
a truss system. Before use. the bullding designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord membe4 only. Additional temporary and permanent bracing
WOW
Is always required for stability and to prevent collapse with possible personal Injury and property darn For general guidance regarding the
fabricatiom storage, dellvery� erection and bracing of trusses and truss systems, seeANSI/TPI I Quality C-ld Lo, IDSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss - pe
Qty
Ply
WAREHOUSE
T1 3947121
74762
A3
Hip
2
�
Job Reference (optional)
am als ss' ric., OIL larce, 8J30 s Mar i i 20i8 MiTek indusiries, inc. Thu May 3 i2:15:57 20its Page i
ID:IlhBm4QCiiHFiEguZxwhUF'yGzMP-ar8WaF3p?GEqazjmtekvwRvcaYSEjUDPWA?VrzzKD m
9-6-8 IL-Z 6 35-4-0 -8-10 1 �1 -4-,0
A
9-6-8 _0_; 18 % —102 9-4-0 1-�.1-08- - 4
Scale 1:105.6
4. 00 F1 _2 6x12 6x8
5 3031
6 6x8 i:� 45 5-� 29 32 4x5 zzz 6x8
X8 45 29 32
3 4 7 8
N 3x4 3X4 /I
2 9 c�
33 a)
28
10 '7
IT
o 17 16 34 15 14 35 13 36 112 it
7x8 WB= 4X4 5x6 4x8 7x8 4x4 48
48 4x4 8x10 11
Bx10 11
2- 26-0-0
T2 35-4-)g 48-1-7 60-4-0 6 -4
1 0- _9 1-n-
JEN i2- 12-9-8 12-9-8 12-2-9
Plate Offsets (X,Y)-- J1:0-1 -10, Edgel, [3:0-4-0, Edge], [8:0-4-0, Edgel, It 0:0-1 -10, Edgbl
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) *Vdefl Ud PLATES GRIP
TOLL 20.0 Plate Grip DOL 1.25 TO 0.81 Vert(LL) -0.46 11-13 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.43 Verl(CT) -0.87 15-17 >844 240
66LL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.19 10 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS WInd(LL) 0.63 15-17 >999 240 Weight: 405 lb FT = 20%
LUMBER- BRACING-
TGPCHORD 2x6 SP No.2 *Except* TOPCHORD Structural wood sheathing directly applied or 2-8-8 oc puriins.
1 '3110: 2X6 SP 240OF 2.OE BOTCHORD Rigid ceiling directly applied or 5-1-13 oc bracing.
BOT&ORD 2x6 SP 240OF 2.OE WEBS 1 Row at midpt 4-15, 5-13, 7-13
WEBS 2x4 SP No.3 *Except*
5-13: 2X4 SP M 30
OTHERS 2x4 SP No.3
WEDGE
Left: 2x4 SP Wo.3, Right: 2x4 SP No.3
REACTIONS. (lb/size) 1=226910-8-0, 10=2269/0-8-0
Max Horz 1 =-221 (LC 10)
Max Uplift 1=-1606(LC 12), 10=-1606(LC 12)
FORCES. Qb) -Max. Comp./Max. Ten. -.All forces 250 (lb) or less except when shown..
TOPCHORD 1-2=-5319/4304, 2-4=-507714101, 4-5=-4031/3440, 5-6=-3748/3378, 6-7=-3999/3440,
7-9=-5049/4101, 9-10=-5318/4304
BOTCHORD 1-1 7=-3925/4953,15-17=-3503/4485,13-15=-2755/3767,11-13=-34921��4459,
10- 11 =-3913/4953
WEBS 2-17=-314/439, 4-17=-183/594, 4-15=-962/920, 5-15=-474/910, 5-13=-316/318,
6-13=-490/862, 7-13=-961/920, 7-1 1=-183/593, 9-1 1=-314/439
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=l 70mph (3-second gust) Vasc1=1 32mph; TCDL=4.2pst; BCDL_3.0psf; h=23ft; B=45ft; L=24ft; eave=7ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterlor(2) 0-0-0 to 3-0-0, Inierior(l) 3-0-0 to 26-0-0, Exterior(2) 26-0-0 to
39-6-15, Interior(l) 39-6-15 to 61-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60 1
3) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general
handling and erection guidance, see Guide to Good Practice for Handling, Installing & Blacing of Metal Plate Connected Wood
Trusses ('BCSI'), jointly produced by WTCA and TPI. For project specific guidance, consult with project engineer/architect/general
contractor. MiTek assumes no responsibility for truss manufacture, handling, erection, or I bracing.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonco[ I— I., it with .1 "veloads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas 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. Joaquin Velez PE No.68182
7) ProvWe mechanical connection (by others) of truss to bearing plate capable of withstanding 1606 lb uplift at joint 1 and 1606 lb uplift MiTek USA, Inc. FL Cart 8834
at joint 10. 6904 Parke East Blvd. Tampa FL 33610
Date:
May 3,2018
& WARNING- llerWdesfan parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGIEM11-7473 rev. 10103)2016 BEFORE USE.
Design valid for use only wIth Mffek@) connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not
a truss system. Before use. the building designer must verify the app4icability of design parameters and r5roperly Incorporate this design Into the overall
building design. Bracing Indicaled Is to prevent buckling of Individual lam web and/or chord membeni only. Addillonal temporary and permanent bracing
MiTeW
Is always required for stability and to prevent collapse with possible personal Injury and property damade. For general guidance regarding the
fabricatiom storage, delivery, erection and bracing of trusses and truss system% seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute. 218 N. Lee StreeL Suite 312, Mexandft VA 22314. 1
6904 Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type
city
Ply
WAREHOUSE
TI 3947122
74762
A4
Hip
2
Job Refere
n—, FUI L MVI UU, rL
tmou s mar ii ZUItS P111 IeK mausTnes, Inc. inu may ;j 1znb:btj zuitj Fage i
IDA IhBm4QCiiHFiEguZxwhUPyGzMP-21 iuob4RmaMhC7HyRLF8SfRnuxeeSxCYlql3NPzKD—I
37-4-0 14-10-12 L2 3�5 61(�
;0
6-8-0 7-6-1 T
4.00F1_2
6x8
3x4 11
6x8
4x5 --
5
32 6 33
7
6x8 31
4
3
3x4
2
30
1
19 1836 37
17
38 16 15 39
14
4x4 7xB
4X4
4x8
4x4
4x8
5x6
8xio 11
I
LOADING (psi)
SPACING-
2-0-0
CSL
TCLL
20.0
Plate Grip DOL
1.25
TC 0.77
TCDL
7.0
Lumber DOL
1.25
BC 1.00
Br,LL
Rep Stress Incr
YES
WB 0.64
BCDL
1
Code FBC2017fTP12014
Matrix -MS
LUMBER-
TQP CHORD
2x6 SP No.2 *Except*
1-3,9-11: 2x6 SP 240OF 2.OE
BOT6HORD
2x6SP240OF2.OE *Except*
,
16-18:2x6SPNo.2
\/V_EBS
2x4 SP No.3
WEDGE
Left: 2x4 SP No.3,
Right: 2x4 SP No.3
REACTIONS.
(lb/size) 1=2269/0-8-0,11=2269/0-8-0
Max Harz 1 =204 (LC 11)
Max Uplift 1=-1606(LO 12), ll=-1606(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD
1-2=-5302/4343, 2-4=-5032/4146, 4-5=-4162/3618, 5-6=-4079/3690, 6.
7-8=-4163/3618, 8-1 0=-5027/4146, 10-11 =-5298/4342
BOTCHORD
1-1 9=-3963/4936, 17-19=-3624/4565, 15-17=-2957/3895, 14-15=-294E
12-14=-3613/4564, 11-12=-3950/4933
WEBS
2-19=-267/386, 4-19=-108/491, 4-17=-877/831, 5-17=-462/808, 5-15=-
6-15=-396/494, 7-15=-325/538, 7-14=-463/810, 8-14=-874/832, 8-12=-
10-12=-268/385
45 zz�
34 6X8 zz�
8
3X4 -5�,
110
0
fft -
40 13 41 12
7x8 = 4x4
48-1-11 1 60-4
DEFL.
in (loc)
Vdefl
Ud
Vert(LL)
-0.41 17-19
>999
360
Vert(CT)
-0.79 17-19
>937
240
Horz(CT)
0.21 11
n/a
IVA
Wind(LL)
0.65 15
>999
240
BRACING-
Scale = 1:105.7
35
4xB
8X10 11
PLATES GRIP
MT20 244/190
Weight: 419 lb FT = 20%
TOPCHORD Structural wood sheathing directly applied or 3-1-9 oc purlins.
BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpt 4-17,8-14
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDJ3.0psf; h=23ft; B=45ft; L=24ft; eave=7ft; Cat.
11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterlor(2) 0-0-0 to 3-0-0, inierior(l) 3-0-0 to 24-0-0, Exterior(2) 24-0-0 to
41-6-15, Interlor(l) 41-6-15 to 61-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) WARNING: This long span truss requires extreme care and experience for proper and �safe handling and erection. For general
handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood
Trusses ("BCSI"), jointly produced by WTCA and TPI. For project specific guidance, con' suit with project engineer/architecttgeneral
contractor. MiTek assumes no responsibility for truss manufacture, handling, erection, o1r bracing.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a�ny other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas�where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, With BCDL = 10.0psf. 1
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1606 lb uplift at joint 1 and 1606 lb uplift
at joint 11. 1
I—
Joa4uin Velez PE No.68182
MiTek USA, Inc. FL Cart 8834
6904 Parke East Blvd. Tampa FL 33610
Date:
May 21,2018
& WARNING. Verify daslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK R.—A.— — E —1-7473 rev. 10/03,2015 BEFORE USE.
Design valid for use only with MITek@) connectors. This design Is based only upon parameters shown. an!c! Is for an Individual building component, not
a truss system. Before use. the bulicring designer must verify the applicability of design parameters and property incorporate this design Into the overall
design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTeW
building prevent
Is always required for stability and to prevent collapse with possible personal Injury and property clamq�e. For general guidance regarding the
fabricallon, storage, delivery, erection and bracing of fusses and truss system% seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss plate Institute. 218 N. Lee StreeL Suite 312, Mexandda, VA 22314.1
6904 Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss pe
WAREHOUSE
�Q
T11 3947123
74762
A5
Hip
2
1
iiam.G.s 'iuss' rierce, rL 8. 130 s iviar i i 2018 MiT ek i ndusiries, inc. Thu May 3 i 2: i 6:01 2018 Page i
I D: 1 IhBm4QCiiHFi EguZxwh UPyGzM P-ScN I Qc6J3VIG3bOX6Upr4H31ugiAfKn—Rozj—kzKDj
60 - 50 30-8-0 1 39-4-0 4%-32 1 61-4-0
13-1-13 8-8-0 8-8-0 8_ 0_ 13-1-14
Scale = 1:105.5
4.00F1_2
3X4 11
6X8
7x8 WB=
6X8
4X5 ::r
4 31
32
56 33
347
4X5 �Zz
6x8 5:-
30
35 8 Z�-
36
29
I
10 7
'5�
EM
?
18 17
16
37
15 14 38
13
12 11
3X4 11 6x8
4X4
48
4X4
6x8 3X4
5X8
5X8
7XIO 11
7x10
5X6
14-11-1132
30-8-0
39-4-0
18 �0 -
60-4- 0
61-40
1E2o_9
E;20--3
3�
12-1-14
11-0-0
Plate Offsets (X.Y)--
[1:0-2-2,Edgel, [3:0-4-0,Edgel, f4:0-5-8,0-3-121, [6:0-4-0,Edqel,1[7:0-5-8,0-3-121, [8:0-4-0,Edgel,
[10:0-1-14,Edgel
LOADING (psf)
SPACING- 2-0-0
CS11.
DEFL. in
(loc)
Vdefl Ud
PLATES
GRIP
TOLL
- 20.0
Plate Grip DOL 1.25
TO
0.79
Vert(LL) -0.41
14
>999 360
MT20
244/190
TGDL
7.0
Lumber DOL 1.25
BC
0.88
Vert(CT) -0.76
14-16
>973 240
BOLL
0.0
Rep Stress Incr YES
WB
0.52
Horz(CT) 0.21
10
n/a n/a
BCDL
10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL) 0.67
14
>999 240
Weight: 400 lb
FT = 20%
LUMBER-
TOPCHORD
2x6 SP No.2 *Except*
1-3,8-10: 2x6 SP 240OF 2.OE
BOTCHORD,
2x6 SP 240OF 2.OE *Except*
15-17: 2x6 SP No.2
Wll�BS
2x4 SP No.3
OTH�RS
2x4 SP No.3
WEDGE
Left: 2x4 SP NoA Right: 2x4 SP No.3
REACTIONS.
(lb/size) 1=2269/0-8-0, 10=2269/0-6-0
Max Harz 1 =-1 87(LC 10)
Max Uplift I =-I 606(LC 12), 1 0=-1 606(LC 12)
FORCES. (lb) -Max. Comp./Ma)L Ten. -All forces 250 (lb) or less except when show
TOPCHORD
1-2=-5234/4308, 2-4=-4372/3787, 4-5=-4465/4015, 5-7=-4465/4015,
9-10=-5233/4309
BOTCHORD
1-18=-3903/4865,16-18=-3903/4865,14-16=-3176/4081,13-14=-31I
11 -1 3=-3893/4865, 10-11 =-3893/4865
WEBS
2-18=0/361, 2-16=-920/818, 4-16=-346/64214-14=-486/74815-14=-5:
7-14=-4851748, 7-13=-347/643, 9-13=-920/819, 9-11 =0/358
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-0-4 oc purlins.
BOTCHORD Rigid ceiling directly applied or 3-8-6 oc bracing.
WEBS 1 Row at midpt 2-16,4-14, 7-14,9-13
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=1 70mph (3-second gust) Vasd=1 32mph; TO: DL=4.2psf; BCDLj3.Opsf; h=23ft; B=45ft; L=24ft; eave=7ft; Cat.
11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 22-0-0,'Exterior(2) 22-0-0 to
43-6-15, Interior(l) 43-6-15 to 61-4-0 zone; cantilever left and right exposed ;C-C for me�bers and forces & MWFRS for reactions.
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general
handling and erection guidance, see Guide to Good Praclice for Handling, Installing & Bracing of Metal Plate Connected Wood
Trusses ("BCSI"), jointly produced by WTCA and TPI. For project specific guidance, consult with project engineer/architect/general
contractor. MITek assumes no responsibility for truss manufacture, handling, erection, or� bracing.
4) Provide adequate drainage to prevent water ponding. i
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 �here a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL == 10.Opsf. -
7) Provrde mechanical connection (by others) of truss to bearing plate capable of withstanding 1606 lb uplift at joint 1 and 1606 lb uplift
at joint 10. . I
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
69D4 Parke East Blvd. Tampa I'L 33610
Date:
May 3,2018
J i
&WARMING -Varily designparamelers and READ NOTES ON THIS AND INCLUDED MITEKREFERANCEPAG I E 11111-7473 rev. 10/03,2015 BEFORE USE.
Design valid for use only with MITek8 connectors. TNs design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
buildingdesign. Brdclng Indicated Is to prevent buckling of Individual truss web aridlor chord member�,onty. Additional temporary and permanent bracing
WeIC
Is always required for stability and to prevent collapse wilh possible personal Injury and property damag, e. For general guidance regarding the
fabrIcation. storage. delivery. erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke liast Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street Sulte 312, Aexandda. VA 22314. 1
Tampa, FIL 33610
Job '
Truss
Truss pe
9ty
Ply
WAREHOUSE
TI 3947124
74762
A6
HIP
2
1�
Job Refere
'5."Ju s rviar ii xvits iviiieK inausures, inc. inu iviay j iz:rb:uz zuits vage i
ID: I ]hBm4QCii HFj EguZxwhUPyGzM P-xoxPdy7yqpt7hibigBK4dVcR6ZBI OmoBgSjGWAzKD—h
41-4-0 51-2-4 61-4-0
W
4.00FI-2
7X8 �
3X6 6X8
?X8
4 31 32
5
33 34 7
6X8
-6
6X8
30
35
45 5ax"
3
8 4X5
2
>
C�
29
18 17
16 37
15 14
38 13 12
4X8 3X4 11 6x8
4X4
4X8
4X4 6X8
3X4
7x10
5x6 =
20-0-0
41-4-0
0-4
Scale = 1: 105.4
4X8
7x10 11
60-4-0 61-4�O
C�
36
10
6
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
Vdefl
Ud
PLATES GRIP
TCLL
20.0
Plate Grip DOL
1.25
TC 0.95
Vert(LL)
-0.40
14
>999
360
MT20 244/190
TODL
7.0
Lumber DOL
1.25
BC 0.50
Vert(CT)
-0.74 14-16
>992
240
BCLL
0.0
Rep Stress Incr
YES
WB 0.54
Horz(CT)
0.20
10
n/a
rda
BCDL
10.0
Code FBC2017/TP]2014
Matrix -MS
Wind(LL)
, 0.67
14
>999
240
Weight: 398 lb FT = 20%
LUMBER-
TC)P CHORD
2x6 SP 240OF 2.OE *Except*
6-7.,2x6 SP No.2
BOT CHORD.
2x6 SP 240OF 2.OE
WEBS
2x4 SP No.3
VOIEDGE
Left: �x4 SP No.3, Right: 2x4 SP No.3
REACTIONS. (lb/size) 1=2269/0-8-0, 10=2269/0-8-0
Max Harz 1 =-1 70(LC 10)
Max Uplift I =-1 606(LC 12), 1 0=-1 606(LC 12)
BRACING-
TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins.
BOTCHORD Rigid ceiling directly applied or 5-0-1 oc bracing.
WEBS 1 Row at midpt 2-16, 4-14, 7-14, 9-13
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I
TOPCHORD 1-2=-5314/4411, 2-4=-4608/3955, 4-5=-4947/4418, 5-7=-4947/4418, 7-9=-46(
9-10=-5314/4411
BOTCHORD. 1 -1 8=-4036/4957,16-18=-4036/4957, 14-16=-3401/4305, 13-14=-3387)4304,
11-13=-4025/495B, 10-11=-4025/4958 1
WEBS 2-18=0/264, 2-16=-7381676, 4-16=-205/616, 4-14=-710/1013, 5-14=-648/807,
7-14=-711/1011, 7-13=-206/617, 9-13=-738/678, 9-11 =0/264
NOTES-
1 ) Unbalanced roof live loads have been considered for this design. Opsf; h=23ft; B--45ft; L=24ft; eave=7ft; Cat,
2) Wind: ASCE 7-10; VUlt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, lnl�erior(l) 3-0-0 to 20-0-0, Exterior(2) 20-0-0 to
45-6-15, Interlor(l) 45-6-15 to 61-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) WARNING: This long span truss requires extreme care and experience for proper and lafe handling and erection. For general
handling and erection guidance, see Guide to Good Practice for Handling, Installing & Blracing of Metal Plate Connected Wood
Trusses CBCSi'), jointly produced by WTCA and TPI. For project specific guidance, consult with project engineertarchitect(general
contractor. MITek assumes no responsibility for truss manufacture, handling, erection, or' bracing.
4) Provide adequate drainage to prevent water ponding. 1
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With a n,y other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL:= 1 0.0psf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstandi ; Fig 1606 lb uplift at joint 1 and 1606 lb uplift
at joint 10.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
May 3,2018
,&WARNING -Vefify dest4n pararrreters and READ NOTES ON THIS AND INCLUDED MIIIEKREFERANCE PAGE M11-7473 rev. 101030715 BEFORE USE
Design valid for use ody with MITeM connectors. INs design Is based only upon parameters shown. an� Is for an Individual building component, not
0 truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
buildingdesIgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication. storage, delivery. erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria. DSEI-89 and SCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1
6904 Parke East BWd.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
WAREHOUSE
TI 3947125
74762
A7
HIP
2
Job Reference (optional)
L;naMDerS Lru5s, inc., rU[L rietue, rL
10-1-13 1
ID:l]hBm4QCiiHFiEguZxwhUPyGzMP-P?Vnri8ab6?_]uAvDurJgigdXyNJ7EjHu6Sq2dzKD�-c
4-1%1 14 4 i 51-2-3 61-4-0
8_ 7-10-3
5 10
Scale= 1: 105.5
4.00 F1_2
3x4 I
7xB
6*8
4x4
M
4 33 34
5
35 36
8
M
-
M
32
32
37
3
2
10
17
a
6
20 Is 18 39
17= �16 40
15 41
14 13
12
6x8
3X4 11 1 6X8
4x8 7x8
4x4
4x4
3x4 11
5X8
7x10 II
4x4
6X8
7x10 11
II-0-g
01-11,3 -0 65-1155
1_ '8
34-10-1
0
51-2-3 0�4 0
_ _5
61-40
1_ _
_ — -
8
-4-3
i a _g
7-10-3
-0-0
Plate Offsets (X,Y)--
[1:0-2-2,Edgel, [3:0-2-8,0-4-81, [3:0-0-0,0-2-121, [4:0-5-4,0-4-41, [6:0-4-0, Edge],
5—
[8:0-5-4,0-4-41, [9:0-2-4, 4-81,19:0-0-0,0-2-121,
fl 1 :0-2-2, Edge]
LOADING (Psf)
SPACING-
2-0-0
CS11.
DEFL.
In (loc)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.84
Vert(LL)
-0.51 15-17
>999
360
MT20 244/190
TGDL 7.0
Lumber DOL
1.25
BC 0.90
Vert(CT)
-0.95 15-17
>774
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.50
Horz(CT)
0.22 11
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL)
0.85 15-17
>864
240
Weight: 405 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2X6 SP No.2 *Except* EOP CHORD Structural wood sheathing directly applied or 2-8-6 oc puffins.
1-3,9-11: 2x6 SP 240OF 2.OE BOTCHORD Rigid ceiling directly applied or 3-6-9 oc bracing.
BOT CHORD, 2x6 SP 240OF 2.OE *Except* WEBS 1 Row at midpt 2-18, 4-17, 7-17, 8-15,10-14
16-19: 2x6 SP No.2
WtBS 2x4 SP No.3
WEDt!E
Left: 2x4 SP'No.3, Right: 2x4 SP No.3
REACTIONS. (lb/size) 1=2269/0-8-0,11=2269/0-8�O
Max Horz 1 =-1 53(LC 10)
Max Uplift 1 =-1 606(LC 12), 11 =-1 606(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-5283/4430,2-4=-4754/4119, 4-5=-5331/4727, 5-7=-5331/4727, 7-8=-5332/4729,
8-1 0=-4757/4122, 10-11 =-5284/4431
BOTCHORD 1-20=-4050/4926,18-20=-4050/4926,17-18=-3579/4459,15-17=-4276/5332,
14-15=-3570/4462, 12-14=-4039/4926, 11-12=-4039/4926
WEBS 2-1 8=-561/517, 4-18=-205/511, 4-17=-953/1255, 5-17=-476/604, 7-1 5=-574/616,
8-15=-952/1252, 8-14�208/514,10-14=-559/516
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=l 70mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL=3.Opsf; �=23ft; B=45ft; L=24ft; eave=7ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 18-0-0, Exterior(2) 18-0-0 to
47-6-15, Interfor(l) 47-6-15 to 61-4-0 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) WARNING: This long span truss requires extreme care and experience for proper and safe han�dllng and erection. For general
handling and erection guidance, see Guide to Good Practice for Handling, Installing & BraclnR,,of I Met I Plate Connected Wood
'st
u
Trusses ("BCSI"), jointly produced by WTCA and TPI. For project specific guidance, con 'it. h .J:ct engineer/architect/general
contractor. MITek assumes no responsibility for truss manufacture, handling, erection, or bracing..�
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1606 lb uplift at joint 1 and 1606 lb uplift
at joi6t 11.
Joaquin Velez PE No.68182
MiTek USA, Inc. Fl. Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
May 3,2018
&WARNING -Verify design p.rameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGEMII-7473 re I Y. 10/03,2015 BEFORE USE
Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not
a truss system. Before use, the building designer must verIfy the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
M!Tek*
is always required for stability and to prevent collapse with possible personal Injury and property damage. For geneial guidance regarding the
fabilcation, storage. delivery, erection and bracing of trusses and truss systems, se.eANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Informallon available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job .
Truss
Truss Type
Qty
PI
WAREHOUSE
TI 3947126
74762
A8
HIP
2
Job i
unamoers Lruss, inc.,
10-1-13
29
0
rUIL riuiue, rL
4.00F1_2 6xlOMT18HS=
4X5 4
6X8
2 3
is 17 37
5X8 3X4 7X8
7XIO
ID:l]hBm4QCiiHFiEguZxwh6PYG���L!��;�'—'�Z;��h"Y'Ci�ILJi��
1 51-2-3
9-9-15 LT �, -3, AMS 5-10-3
3X4 11 7X8 WEI = 4x4 = WO MT18HS —
31 32 5 -6 7 33 34 8 4x6 Z�-
6X8
9
10
16-0-0 25-9-15
16 is 38 14 39 13 12
'10 = 4X4 7x8 3X4
5x8 MIT18HS =
Scale = 1:105.5
5X8
7x10 11
36
11
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in (loc)
Vdefl
Ud
PLATES
GRIP
TOLL 20.0
Plate Grip DOL 1.25
TO 0.67
Vert(LL)
-0.51 14-16
>999
360
MT20
244/190
TQDL 7.0
Lumber DOL 1.25
BC 0.47
Vert(CT)
-0.96 14-16
>765
240
MT18HS
244/190
BOLL 0.0
Rep Stress Incr YES
WEI 0.80
Horz(CT)
0.21 11
n/a
n/a
BCDL 10.0
Code FBC2017fTP[2014
Matrix -MS
Wind(LL)
0.85 14-16
>861
240
Weight: 400 lb
FT = 20%
LUMBER- ' BRACING-
TOPCHORD 2x6 SP 240OF 2.OE *Except* TIOP CHORD
2-4,8-10: 2x6 SP No.2 BOTCHORD
BOT CHORD. 2X6 SP 240OF 2.OE WEBS
WEBS 2x4 SP No.3
01�HERS 2x4 SP No.3
WEDZ3E
Left: 2x4 SP Ko.3, Right: 2x4 SP No.3
REACTIONS. (lb/size) 1=2269/0-8-0, 11=2269/0-8-0
Max Horz 1 =1 36(LC 11)
Max Uplift 1 =-1 606(LC 12), 11 =-1 606(LO 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-3=-5242/4437, 3-4=-4918/4292, 4-5=-5978/5258, 5-7=-5978/5258, 7-8=-5980/5262,
8-9=-4918/4291, 9-11 =-5242/4437
BOTCHORD 1-1 8=-4049/4882, 17-18=-4049/4882, 16-17=-3767/4636, 14--16=-4855/5980,
13-14m-3754/4636, 12-13=-4037/4883, 11-12=-4037/4883
WEBS 3-17=-342/327, 4-17=-1 84/471, 4-16=-1 33211693, 5-16=-552f7O4, 7-14=-6271712,
8-14=-1337/1696, 8-13�183/471, 9-13=-343/328
Structural wood sheathing directly applied or 3-0-9 oc purlins.
Rigid ceiling directly applied or 4-8-12 oc bracing.
1 Row at midpt 4-16, 7-16,8-14
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=1 70mph (3-second gust) Vasd=1 32mph; TCDL--4.2psf; BCDL=3.Opsf; n I =23ft; B--45ft; L=24ft; eave=7ft; Cat.
11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interlor(l) 3,-0-0 to 16-0-0, Exterior(2) 16-0-0 to
49-6-15, Intedor(l) 49-6-15 to 61-4-0 zone; cantilever left and right exposed ;C-C for members a d forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60 `1
3) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general
handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood
Trusses ("BCSI'), jointly produced by WTCA and TPI. For project specific guidance, consult with �roject engineer/architect/general
contractor. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other liv.� loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
. will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 1
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1606 lb uplift at joint 1 and 1606 lb uplift
at joint 11.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 8834
6904 Parke East Blvd. Tampa FL 33610
Date:
May 3,2018
WARNING- V.1ifydesIgnparaM.N. dRE4D NOTES ON THISAND INCLUDED MITEK REFERANCE PAGE M11-7473 rvv.�10103)2016 BEFORE USE
Design valid for use onlywith Mflek(g) conneciors. This design Is based only upon parameters shown, and Is for an Individual building component riot
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this desIgn Into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additio6al temporary and permanent bracing
MOW
is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANsi/Tpi i Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information avollable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314.
Tampa, FL 33610
Job
pe
aty
Ply
WAREHOUSE
T1 3947127
74762
A9
Hip
2
Job Reference (optional)
unamoers iruss, inc., r-011 MerGIR, rL
7-7- 4-0-0 22-4-1
16-4-2 8-4-1,
_1 4
6xl 0 MTi 8HS
4.00F1_2
3 34 35
1Z
0
0. IOU 0 IVIal I I — 10 IVII I URI I I ". .—Y � — I-- . , b'� ,
ID:llhBrrf4QCiiHFiEguZxwhUPyGzMP-paBwTKASulNYgMvUvIOOnLn7lAVDKWFka4hUfyZKD — d
3�-11�72 710 *3 s �2
8_3 1 % _� L __
'_ _j 1 U
4x4 =
5xS MTISHS 3x4 11
4 36 7��6
5x8 IVITI 8HS =
4x4 — —
7 837 38
6xl 0 MT1 8HS =
39 9
4X5 �� 33
2 33 10
32
21
4x10 3x4 11
6XIO 11
20 19 18 1 16 15 14 13 12
6XB 4X6 4X8 4x5 4X4 3x4 11
4X4 .5X8 MTJ�BHS 6x8
I 0-g 7-77-14
1400
22-4-14
8 0
6_�
8-4-14
%0
11
2
8
Plate Offsets (X,Y)--
fl:0-0-8,1-7-121, [1:0-1-10,Edgel, [3:0-5-8,0-3-01,[9:0-5-8,0-3-01,
I'llio-1-10,Edgel,
f11:0-0-8,1-7-121
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
In
(loc)
Vdefl
Ud
TOLL 20.0
Plate Grip DOL
1.25
TO
0.89
Vert(LL)
-0.66
16
>999
360
TGDL 7.0
Lumber DOL
1.25
BC
0.50
Verl(CT)
-1.22
16
>605
240
BOLL 0.0
Rep Stress Incr
YES
WEI
0.83
Horz(CT)
0.22
11
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Wind(LL)
1.10
16
>666
240
LUMBER- IiRACING-
TOP CHORD 2x6 SP No.2 *Except* YOPCHORD
3-5,7-9: 2X6 SP 240OF 2.OE B6,TCHORD
E30T CHORD. 2x6 SP 240OF 2.011 W BS
WEBS 2X4 SP No.3
MEDGE
Left: �x4 SP No.3, Right: 2x4 SP No.3
REACTIONS. (lb/size) 1=2269/0-8-0,11=2269/0-8-0
Max Horz 1 =1 19(LC 11)
Max Uplift 1 =-1 606(LC 12), 11 =-1 606(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-5172/4411, 2-3=-5084/4418, 3-4=-6436/5643, 4-6=-6955/6049, 6-8=-6955/6049,
8-9=-643615643, 9-1 0=-5084/441 8, 10-11 =-5172/4411
BOTCHORD 1-21 =-4054/4828, 20-21 =-4054/4828,18-20=-3943/4800,16-18=-5293/6436,
15-16=-5281/6436, 13-15=-393114800, 12-13=-4042/4828,11-12=-4042/4828
WEBS 2-21=-146/263, 2-20=-129/282, 3-20=-84/377, 3-18=-1624/2008, 4-18=-833/862
4-16=494f707, 6-16=-427/526, 8-16=-4941707, 8-15=-833/862, 9-15=-1624/200 ii,
9-13=-84/377,10-13=-129/282,10-12=-146/263
Scale = 1:104.5
4xiO
6XIO 11
PLATES GRIP
MT20 244/190
MT18HS 244/190
41
6
Weight: 405 lb FT = 20%
Structural wood sheathing directly applied or 2-5-6 oc purlins.
Rigid ' ceiling directly applied or 4-6-5 oc bracing.
1 Row at midpt 3-18.9-15
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=1 70mph (3-second gust) Vasd=1 32mph; TCDL=4.2psf; BCDL=3.0psI; I i=23ft; B=45ft; L=24ft; eave=7ft; Cat.
11; Exp C; Encl., GCpl=O. 18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0�O to 14-0-0, Exterlor(2) 14-0-0 to
51-6-15, Interlor(l) 51-6-15 to 61-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general
handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood
Trusses ("BCSI"), jointly produced by WTCA and TPI. For project specific guidance, consult with project engineer/architecVgeneral
contractor. MITek assumes no responsibility for truss manufacture, handling, erection, or bracing.
4) Provide adequate drainage to prevent water ponding.
5) Ali plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Lds.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1606 lb upll�t at joint 1 and 1606 lb uplift
at joint 11.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 3,2018
WARNING - VerIfy de.Ign p .. meters and RE417 NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mfl-7473 rev. 1010312015 BEFORE USF_
Design valid for use only with M]TekO connectors. This design is based only upon parameters shown, and Is for an lndlvldu�d building component. not
a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporcite, this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Wit
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage. delivery; erection and bracing of trusses and truss system% seeANSI/TPI 1 Quality Cdleria, DSB-89 and BCSI Building Component
Safety Information ovallat-Ae from TrLm Plate Institute. 218 N.'Lee Street—S Wile 312, Alexandria. VA 22314.
6904 Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type
oty
Ply
WAREHOUSE
T1 3947128
74762
A10
Hip
2
1
�
Job Reference (optional)
0
1 Qn o KAar
11 2018 MiTek 1 ndustries !nc- Thu May 3 12* 1 ';*r'A Pol 8 Pacia I
Chambers Truss, irru., ruit riefue, rL
I D: I IhBm4QCiiH Fi EguZxwhU PyGzMP-h4v9ktOlx2kO5MP-eogylckORw4dne-pbY1 IiCzKD�_q
2 1 -11-2 -4-0 53-8-5 61�4
7-7-11 1 -0�O Ll 4_ ' 4 30-8-0� 39 1 - i �_J
9_� -3-2 -4-14 -4-
7-7-11 4-4- �4 9-3-2 9 E 4 5
Scale = 1:104.6
6xlO MTIGHS
4x4 =
6xl 0 MT1 8HS =
6x10 MT18HS=
4.00FI-2
6X1 0 MT1 8HS
3x4 11
4x4
3x4 z�-311 3
3233
4 345
6 -7 35
8
3637
9 3x4
2
1038
30
30
39
19
18
17 16
15
14
13
12
4xlO
4x4
6x8
5XG
�4x8
5X6
6X8
4x4
4xi 0
exio 11
6x10MT18HS=
8Xl0 11
0-9
200
�1
30-8-0
39-11-2
49-4-0
53-8-5 60-4-0
61-4 10
1 6-7-
4 1
�44
9_ 1'4
1 9-3-2
9 -3-2
9 -4-14
4 -4-5 6-7-111
110-0
Plate Offsets (X,Y)--
[1:0-1-2,Edgel, [3:0-6-4,0-3-01,[5:0-5-0,Edqe1, [7:0-5-0,Edgel, [9:0-64,0-3-01, f11:0-1-2,Edqe1
LOADING (psf)
SPACING-
2-0-0
CS11.
DEFL. in
(loc)
I/defl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.43
Vett(LL) -0.74
15
>991
360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.41
Vert(CT) -1.37
15
>539
240
MT1 8HS
2441190
BCLL 0.0
Rep Stress Incr
YES
WB 0.77
Horz(CT) 0.24
11
n/a
n/a
BCDL 10.0
Code FBC20171TPI2014
Matrix -MS
WInd(LQ 1.24
15
>593
240
Weight: 392 lb
FT = 20%
LUMBER- �RACING-
-rOP CHORD 2X6 SP 240OF 2.OE TOPCHORD
BOT CHORD 2X6 SP 240OF 2.OE BbTCHORD
WEBS 2x4 SP No.3 *Except* BS
3-17,4-15,8-15,9-14: 2x4 SP M 30
V�?IEQGE
Left: 2x4 SP NoA Right: 2x4 SP No.3
REACTIONS. (lb/size) 1=2269/0-8-0, 11=2269/0-8-0
Max Horz I =1 02(LO 11)
Max Uplift 1=-1 606(LC 12). 11 =-1 606(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-5212/4539, 2-3=-5184/4485, 3-4=-735916404, 4-6=-811917003, 6-8=-8119/7003,
8-9=-7359/6404,9-10=-5184/4485, 10-11=-6212/4540
BOTCHORD 1-19=-4138/4836,17-19=-4051/4918,16-17=-6100/7359,14-15=-608817359,
12-14=-4039/4918, 11-12=-4126/4836
WEBS 2-19=0/344, 3-19=-4/297, 3-17=-2294/2762, 4-17=-899/950,4-15=-678/929
6-15=-486/598, 8-15=-678/929, 8-14=-899/950, 9-14=-2294/2762, 9-12=4i�97,
10-12=0/344
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL=3..Opsf; h= 3
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0�(
53-6-15, (nterior(l) 53-6-15 . to 61-4-0 zone; cantilever left and right exposed ;C-C for members and f,
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) WARNING: This long span truss requires extreme care and experience for proper and safe handlln�,
handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Me
Trusses ("BCSI"), jointly produced by WTCA and TPI. For project specific guidance, consult with pro
contractor. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing.
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live
7) * This truss has been designed for a live load of 20.Opsf on the bottorn, chord in ail areas where a rec
will fit between the bottom chord and any other members.
8) Pr6lde mechanical connection (by others) of truss to bearing plate capable of withstanding 1606 lb
at joint 11 .
Structural wood sheathing directly applied or 3-5-1 oc purlins.
Rigid ceiling directly applied or 4-2-6 oc bracing.
1 Row at midpt 3-17,9-14
; B--45ft; L=24ft; eave=7ft; Cat
to 12-0-0, Exterlor(2) 12-0-0 to
rces & MWFRS for reactions
and erection. For general
if Plate Connected Wood
�ct engineer/architect/general
gle 3-6-0 tall by 2-OL-0 wide
ft at joint 1 and 1606 lb uplift
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cert 8834
6904 Parke East Blvd. Tampa FL 33610
Date:
May 3,2018
WARNING -Vefify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M117473 rev. 10)V 12015 BEFORE USE
,
Design valid for use onlywith MilekO connectors. IhIsclesign Is based only upon parameters shown. and Is for an Individual building component. not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
buildingdesIgn. Bracing Indicated Is to prevent bucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Mel(
Is always required for stab4lity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
6904 Parke East Blvd.
fabricatiom storage. delivery, erection and bracing of trusses and truss systems. seeANSI/Tpl I Quality Criteria, DSB-89 and BbSI Building Component
Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22,314. 11
-Tampa, Fl. 33610
Job
Trus
Truss Type
Qty
Ply
WAREHOUS
Tl 3947129
74762
All
Hip
2
1
Job Reference (optional)
Lmarriners Truss, Inc.,
6- -1
Fort Pierce, FL
000
844
2 -13- 2
8.130 s Mar 1 1 2018 101 1 Ck 1 FRJUSLI leb, 1 Hf:�. i , u may o i 4. i u �v P a age 1
ID: 1 [hBm4QCiiHFiEguZxwhUPyGzMP-AGSNyDl wiLsFjW—BCWBBIpHBcKOI W5ayqCnrEezKD—p
34-9-4 4%121-,312 140 493 -50
_6_1 3
3g�
B-2-8 3g�
Scale= 1:104.5
4.00 F12—
6xlO MT18HS
4x4
6xlO MT18HS
4x4
6xi 0 MTl 8HS =
3x4 11 4x12 6x8
2 32
3334 3
354 5
6 -7 36 8 3738 39 9
31
40
30
17
4 1 10
"41
7
10 — CQ
6
19
17
18
6
14 13 11
15 12
5xlo
3x4 11
6x8
4x4
4�8 3X4 11 4x6 5xl0
7x`10 11
48
M
MT�PHS = 6xlO MT18HS = 7XIO 11
18-4-4
LOADING (ps"
SPACING-
2-0-0
CS1.
DEFL
in (loc)
I/defl
Ud
TOLL 20.0
Plate Grip DOL
1.25
TO 0.40
Vert(LL)
-1.00 14-16
>734
360
TCDL 7.0
Lumber DOL
1.25
SO 0.53
Vert(CT)
-1.87 14-16
>394
240
BOLL 0.0
Rep Stress Incr
YES
WB 0.81
Horz(CT)
0.29 10
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matflx-MS
Wind(LL)
1.6714-16
>441
240
LUMBER- BRACING -
TOP CHORD 2X6 SP 240OF 2.OE TbP CHORD
BOTCHORD 2X6SP240OF2.OE B&CHORD
WEBS 2x4 SP No.3 *Except* WEBS
2-17,3-16,5-14,8-14,8-11: 2x4 SP M 30
WEDGE
Left: �x4 SP No.3, Right: 2x4 SP No.3
REACTIONS. (lb/size) 1=2269/0-8-0, 10=2269/0-8-0
Max Harz 1 =85(LC 11)
Max Uplift 1=-1606(LC 12), 10=-1606(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-5302/4545, 2-3=-805216957, 3-5=-9490/8142, 5-6=-9489/8138, 6-8=-94,489/8,138,
8-9=-4996/4433, 9-10=-5300/4541
BOTCHORD 1-19=-4139/4940,17-19=-4134/4943,16-17=-6699/8052,14-16=-7884/9490,
13-14�6691/8052,11-13=-6691/8052,10-11-4123/4938
WEBS 2-19=0/251. 2-17=-2846/3474, 3-17=-1 107/1102, 3-16=-1 265/1614, 5-16=-45W542,
6-14=-434/543, B-14=-1 277/1612, 8-13=0/347, 8-11 =-3425/2811, 9-11 =-946/1338 �
PLATES GRIP
MT20 244/190
MT18HS 244/190
Weight: 381 lb FT = 20%
Structural wood sheathing directly applied or 3-0-15 oc purlins.
Rigid ceiling directly applied or 3-7-14 oc bracing.
1 Row at midpt 2-17, 3-16, 5-14, 8-14, 8-11
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=l 70mph (3-second gust) Vasd=l 32mph; TCDL=4.2psf; BCDL=3.Opsf; J�ft; B=45ft; L=24ft; eave=7ft; Cat
11; Exp, C; Encl., GCpl=O.l 8; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(l) 3-0-',0 to 10-0-0, Extedor(2) 10-0-0 to
55-6-15, Interior(l) 55-6-15 to 61-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) WARNING: This long span truss requires extreme care and experience for proper and sale handling� and erection. For general
handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood
Trusses ("BCSI"), jointly produced by WTCA and TPI. For project specific guidance, consult with project engineer/architeettgeneral
contractor. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing.
4) Provide adequate drainage to prevent water poncing.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opst on the bottoirn chord in all areas where a rectan1gle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members. 1
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1606 lb uplift at joint 1 and 1606 lb uplift
at joint 10.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
May 3,2018
WARNING -Verify design parameters and RE4D NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473re� laW)2015 BEFORE USE.
Design valid for use only with MITek9 connectors. This design Is based only upon parameters shown, and Is for an individuai building component, not'
a truss system. Before use. the building designer must vedfy the applicability of design parameters and properly InCOrpoTatb this design Into the overall
bulldling design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always recitified for stability and to prevent collapse with possible personal Injury and property damage. For general guioance regardng the
I I
fabrica loft storage, delivery, ereellon and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI BuIlding Component
6904 Parke rast Blvd.
Safety information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
aty
Ply
WAREHOUSE
T1 3947130
74762
FLA
FLOOR
21
�
&A
Job Reference (optional)
44nn4o;� u! A Ili ! Th" KA � 4offilnece 2018 Pa e 1
Chambers Truss, inc., Fori Pjeice, rL . 3 "i I . _y
ID:IlhBm4QCiiHFiEgu�;hUPyGMP-IyJgu?CiPfd'GPg2tOSRUsmsROz5-oO7O2OAbjqzKD - b
2-6-0 2-0-0 1 1-4-1 1 1-4-1 OAS
Scale = 1:50.2
3X4 11
4x10
2X3 11
3x5
2X3
1
2
3
4
5
4�_
26 25 24 23
4X6 4x12 3X6 FP = 3x8
5xl2 MT18HS SP =
5X6 2X3 11 4X4 =
2X3 11
3x6 FP =
3X4
2X3 11 4x6
6 7�
81 10
11
12 13
V\N�
_6
.
22
21
20
19
SX6
4,x4
3X4
4X8
14-7-2
ID-4-8
6X8
2X3 11 3X4 =
14 15 16
18 17
5xl2 2X3
cp
919
Plate Offsets (X,Y)-- [1: Edqe,0-1 -81, [7:0-1 -8, Edgel, [8:0-1-8,0-0-01, [11:0-1-8, Edijel, [11 6:OT1 -8, Edge], [17:0-1-8, Edge 1, 120:0-1 -8, Lage 1, 121 :u-1 -t3, tage 1, 1 zz:o-i -u, tage 1
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.96
Vert(LL) -0.57
22 >602 480
MT20 244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.87
Vert(CT) -0.79
22 >438 360
MT18HS 244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.93
Horz(CT) 0.02
16 n/a n/a
BCDL 5.0
Code FBC2017fTP]2014
Matrix-S
Weight: 165 lb FT = 20%F, 11 %E
LUMBER- BRACING-
T"OP CHORD 2x4 SP M,90(flat) T6PCHORD
Structural wood sheathing directly applied, except end verticals.
BOTCHORD 2X4 SP M 30(flat) *Except* 136TCHORD
Rigid celling directly applied or 10-0-0 oc bracing.
17-24: 2x4 S P M 31 (flat)
WEBS 2x4 SP No.3(flat) *Except*
16-18: 2x4 SP M 30(flat)
REACTIONS, (lb/size) 26=1579/0-6-4,16=1579/0-3-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-3615/0, 3-4=-3615/0, 4-5=-5594/0, 5-6=-5594/0, 6-7=-6020/0, 7-8=-6020/0,,
8-1 0=-6020/0, 10-11 =-5596/0,11-12=-4797/0,12-13=-4797/0,13-14=-2039/0
14-16=-204310
BOTCHORD 25-26=0/2033, 23-25=0/4781, 22-23=0/5992, 21-22=0/6020, 20-21 =0/5840, 19-2 - =0/5596,
18-19=0/3596
WEBS 7-22=-642/413, 8-21 =-438/84, 2-26=-2498/0, 2-25=0/1 960, 4-25=-1 445/0,4-23=0)0 007,
5-23=-260/0, 6-23=-731/0, 6-22=-547/820,16-18=0/2477,13-18=-1930/0,13-19=0/1487,
12-19=-269/0,11-19=-982/0,11-20=0/392,10-20=-539/0,10-21=-2411760
NOTES- I
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise indicated.
3) The Fabrication Tolerance at joint 24 = 11 %
4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss, 1, (0.131 X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
6) CAUTION, Do not erect truss backwards.
Joaquin Velez PE No.68182
MlTek USA, Inc. FIL Cert 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
May 3,2018
WARNING - Verify deal _qn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03,2015 BEFORE USE
Design valid for use ordy with 1011709 connectors. This design Is based only upon parameters shown, and Is for an Individual,bullding component, not
a Iruss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this deslon Into file overall
buildiing design, Bracing Indicated Is to prevent buckling of Individual tam web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabitcallom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safely Information avallable from 1russ Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22,314.
Tampa, FL 33610
job *
Truss
Truss Type
Qly
Ply
WAREHOUSE
T139471311
74762
GRA
HIP GIRDER
2
3
Job Reference (optional)
(;naMbers iruss, Inc., I-ort Fierce, t-L
'. 4-7-14 , 8-0-0 . 13-9-5
5-7-9
t3. IOU b IVIdl I I 4U 10 IVII I UN I I IUU-11—, H — I ]IU IV-y . —. .V. ,
ID:llhBm4QCiiHFiEguZxwhUPyGzMP-PGIDP6LEbLBZrWzAjzflLlMabplAcxOnoF4D98zKD�-P
3-4-2 ' 4-7-14
NAILED NAILED NAILED NAILED NAILED
4.00FI-2 SX14 MT18HS = NAILED NAILED NAILED NAILED �11NAILED NAILED NAILED NAILED NAILED NAILED
8x14 MT18HS
Special NAILED NAILED NAILED 10x10 W8= NAILED 3x6 11 NAILED 10x10 WB = NAILED NAILED Special
2 34 35 33637 3839 440 41425 6 43 44 745 4647 488 4950 95, 10 525354 115556 67 5812
to
u
25 24 22 21 19 67 686970 18 71 72 17 737416 15 75 76 14
59 60 23 61 6263 64 65 66 20
5X8 3X6 11 NAILED WO = NAILED NAILED 8 = NAILED NAILED NAILED 5x6 M 11
Special 7x8 IVITit Special
5x6 = NAILED NAILED �HS = NAILED NAILED IBM = NAILED
NAILED NAILED NAILED NAILED NAILED NAILED NAILED
NAILED NAILED �AILED NAILED
41-11-2 . 47-6-11 1 53-4-0 , 56-8-2
LOADING (psf)
SPACING-
2-0-0
CSI.
in
(loc)
Vdefi
Ud
1 ).0
TCLL 1 0
Plate Grip DOL
1.25
TC 0.63
V I(C
�D.E'Fl-
L)
1.65
19
>446
240
TICDL 7.0
Lumber DOL
1.25
BC 0.40
ert(CT)
-1.58
19
>465
240
BCLL 0.
Rep Stress Incr
NO
WEI 0.40
orz(CT)
-0.19
13
n/a
n1a
BCDL 10.
Code FBC2017/TPI2014
Matrix -MS
LUMBER-
-rOP CHORD
2X8 SP 240OF 2.OE *Except*
1-2,12-13: 2x6 SP No.2
BOT CHORD,
2x8 SP 240OF 2.OE
WEBS
2x4 SP No.3 *Except*
2-24,3-22,4-21,6-19,8-19,10-18,11-17,12-15:2x4 SP M 30
OTHERS
2x4 SP No.3
REACTIONS. (lb/sIze) 1=4487/0-8-0,13=4487/0-8-0
Max Harz 1 =-68(LC 23)
Max Uplift 1 =-3786(LC 8), 13=-3785(LC 8)
Scale = 1:102.8
5X8 =
PLATES GRIP
MT20 244/190
MT18HS 244/190
Weight: 1398 lb FT = 20%
CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-10648/9078, 2-3=-17497/14959, 3-4=-22143/18863, 4-6=-25036/21304,
6-7=-26016/22127, 7-8=-26016/22127, 8-1 0=-25036/21304, 10-11 =-22141/18861,
11 -1 2=-1 7496/14958,12-13=-1 0647/9077
BOTCHORD 1-25=-B446/9992, 24-25=-8424/9975, 22-24=-14781/17494, 21-22=-18689/22143,
19-21=-21130/25036,18-19=-21130/25036,17-18=-18687/22141,15-17=-14780/'
14-15=-8424/9974,13-14=-8445/9991
WEBS 2-25=-312/391, 2-24=-6984/8315, 3-24=-2942/2684, 3-22=-4295/5124, 4-22=-193
4-21 =-2683/3203, 6-21 =-1 059/1094, 6-19=-905/1099, 7-19=-639[762, B-19=-905/1
8-18=-1059/1095, 10-18=-268613205,10-17=-1934/1829,11-17=-4294/5123,
11-15=-2942/2684,12-15=-6983/8314,12-14=-312/391
NOTES-
1) 3-plytrussto be connected togetherwith 10d (0.131"x3") nailsas follows:
Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0�oc.
Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LL
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicate
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=23ft; B-
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60r
5) WARNING: This long span truss requires extreme care and experience for proper and safe handling an�,
handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal P
Truises ("BCSI"), jointly produced by WTCA and TPI. For project specific guidance, consult with project i
contractor. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing.
6) Provide adequate drainage to prevent water ponding.
7) All plates are MT20 plates unless otherwise Indicated.
8) All plates are 4x5 MT20 unless otherwise Indicated.
CAS E(S) section. Ply to
45ft; L=24ft; eave=7ft; Cat.
ate grip DOL=1.60
erection. For general
ite Connected Wood
13 Cb
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 8634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 3,2018
WARNING. Verify des�lqn parameters and READ NOTES ON THIS AND INCLUDED mrrEKREFERANcE PAGE M11-7473 mv. 1010ah?016 BEFORE USE.
Design valid for use only with MlTek8 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, riot
a truss system. Before use, the bulldlng designer must verify the applicability of design parameters and property Incorporate4his design Into the overall
buildingdesign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only, Additional teftiporary and permanent bracing
WeIC
Is always required for stability and to prevent collapse with possible personal Injury and property clamage. For general guk:16�ice regarding the
fabilcatiom storage, delivery, erection and bracing of Inisses and truss systems, seeANSI/Tpl I Quality Criteria, DSB-89 and BCSf Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314.
Tampa, FIL 33610
Job
Truss
Truss Type
aty
Ply
WAREHOUSE
T13947131
74762
GRA
HIP GIRDER
2 1
3
Job Reference (optional)
Chambers Truss, Inc., F-on I-lerce, t-L .. I .. . 1� ... � I — I .. . 6 u. 111- .... I—, - . . . u
ID:1 IhBm4QCiiHFiEguZxwhUPyGzMP-PGI DP6LEbL8ZrWzAjzf]LlMabp]AcxOnoF4D98zKD-P
NOTES-
10) * 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. I
11) Provide mechanical connection (by others) of truss to bearing plate capable �f withstanding 3786 lb uplift at joint 1 and 3785 lb uplift at joint 13.
12) "MAILED" indicates 3-1 Od (0. 1 48"x3") or 3-12d (0.1 48"x3.25") toe -nails per NDS guldlines.
13) Hanger(s) or other connection device(s) shall be provided sufficient to support �pncentrated load(s) 197 lb down and 375 lb up at 8-0-0, and 197 lb down and 375 lb up at
53-4-0 on top chord, and 303 lb down and 320 lb up at 8-0-0, and 303 lb down and 320 lb up at 53-3-4 on bottom chord. The design/selection of such connection
device(s) Is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-54, 2-12=-54,12-13=-54,1-13=-20
Concentrated Loads (lb)
Vert: 2=-1 50(F) 5=-1 09(r) 12=-1 50(F) 23=-52(F) 25=-303(F) 24=-52(F)
39=-109(F) 40=-109(F) 41=-109(F) 43=-109(F) 44=-109(F) 45=-109(F)
54=-1 09(F) 56=-1 09(F) 58=-1 09(F) 59=-52(F) 60=-52(F) 61 =-52(F) 62=
71=-52(F) 72=-52(F) 73=-52(F) 74=-52(F) 75=-52(F) 76=-52(F)
09(F) 11 =-1 09(F) 15=-52(F) 14=-303(F) 16=-52(F) 34=-1 09(F) 36=1 09(F) 38=-109(F)
109(F) 47=-109(F) 48=-109(F) 49=-109(F) 51=-109(F) 52=-109(F) 53=-109(F)
:) 63=-52(F) 64=-52(F) 65=-52(F) 66=-52(F) 67=-52(F) 68=-52(F) 69=-52(F) 70=-52(F)
WARNING - Verity desIgnparameters andREAD NOTES ON THIS AND INCLUDED UITEKREFERANCE PAGE Ulf-7473 rev. 10/03,2015 BEFORE USE
Design valid for use only with MITek9 connectors. 1his design is based only upon parameters shown. and Is for an lndlvldua'l building component, not
a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the over( 311
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTeW
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fobtication, storage, delivery. erection and bracing of trusses and truss systems. seeANSIJTPI I Quality Criteria, DSB-89 and 6CS1 Building Component
6904 Parke East Blvd.
Safety Information avallable from TFuss Plate Institute. 218 M. Lee Street, Suite 312. Alexandria, VA 2231 A.
Tampa, FIL 33610
Job
Truss
Truss Type
city
Ply
WAREHOUSE
TI 3947132
74762
J 1
JACK -OPEN
8
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 Mi I ek industries, inc. Thu May 112: 116:211 20i 8 Page 1
1 2-0-0 1 D: 1 IhBm4QCiiHFi EguZxwhUPyGzMP-tSbbdSMsLeGQSfYNHgAXuVusgDiyLUwxi vpnhazKD-O
2-0-0
I
Scale = 1:8.7
0
7
C�
9
0
3X8 11
LOADING (psf)
TCLL 20.0
T-CDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014
CS1.
TC 0.16
BC 0.17
WE 0.00
Matdx-MP
I DEFL. In
Vert(LL) -0.00
ert(CT) -0.00
Horz(CT) -0.00
�V
Wind(LL) 0.00
(loc) I/defl Ud
4 >999 360
4 >999 240
1 n/a n/a
4 >999 240
PLATES GRIP
MT20 244/190
Weight: 9 lb FT = 20%
LUMBER-
�RACING-
fOP CHORD 2X4 SP N0.3
TOPCHORD
Structural wood sheathing directly applied or 2-0-0 oc purlins.
BOTCHORD 2x4 SP No.3
BbTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
Left: 2x6 SP �o.2
REACTIONS. (lb/size) 2=1/Mechanical, 3=-2/Mechanical, 1=148/0-8-0
Max Horz 1 =44(LC 12)
Max Uplift 2=-12(LC 12),3=-1 1 (LC 12), 1=-176(LC 12)
Max Grav 2=4(LC 17), 3=2(LC 3), 1 =1 48(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h,=23ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantileverleft 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.Opst 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 12 lb Lplift at joint 2, 11 lb uplift at joint 3
and 176 lb uplift at joint 1.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6834
69D4 Parke East Blvd. Tampa FL 33610
Date:
May 3,2018
AWARNIAIG - Verity design prameters and RE40 NorEs ori ru[SAND iNcLuDED mrrEKREFERANcE PAGE —747. 1.0.2015 BEFOREUSE.
Design valid for use only with MITek9 connectors. This design Is based orgy upon parameters shown, and Is for an IndIvIdu I Ilding component, not
at bu
a truss system. Before use. the building designer must veflfy the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTele
fabdcation. storage. delivery. erection and bracing of trusses and truss systems, seeANSI/TPi I Quality Criteria, DSB-89 cnd BCSI Building Component 6904 Parke East Blvd.
Safety Informotion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, AlexandrIcL VA 22314. Tampa, Ft. 33610
Job
Truss
Truss Type
City
Ply
WAREHOUSE
T1 3947133
74762
J3
JACK -OPEN
8
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
3x4 �
3X8 11
a. i 3u s mar 11 ZU 18 MI 19K I naustries, Inc. I nu may 3 12: 16:22 zu i b Page i
I D: 1 IhBm4QCiiH R EguZxwhUPyGzMP-LfgzqoMU6yOH4p7ZrOhmQj R?2d? 1 4xA4GZZKDOzKD—N
4-0-0
F1 _2
Scale: 1'=I'
Plate Offsets (X,Y)--
[1:0-0-0,0-0-151,[1:0-1-6,1-0-151
LOADING (pst)
SPACING- 2-0-0
CS11.
DIEFL.
in
(loc)
Vdefl
Ud
PLATES - GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.31
Vert(LL)
-0.00
4
>999
360
MT20 244/190
T-CDL 7.0
Lumber DOL 1.25
BC 0.37
Vert(CT)
-0.00
4
>999
240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT)
-0.01
2
n/a
n/a
BCDL 10.0
Code FBC2017/-FP12014
Matrix -MP
Wind(LL)
-0.dl
4
>999
240
Weight: 16 lb FT = 20%
LUMBER-
101P CHORD 2X4 SP N0.3
BOT CHO�D 2X4 SP NO.3
WEDGE
Left: 2x6 SP 6.2
REA:CTIONS. (lb/size) 2=58/Mechanical, 3=13/Mechanical, 1=220/0-8-0
Max Harz 1 =88(LC 12)
Max Uplift 2=-82(LC 12), 1=-127(LC 12)
Max Grav 2=58(LC 1), 3=38(LC 3), 1 =220(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins.
CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: AS C E 7-10; VUlt= 1 70Mph (3-second gust) Vasd=1 32m ph; TCD L=4.2psf; BCD L=3.Opsf; L2311; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpl=O.l 8; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) �1-0-0 to 3-11-4 zone; cantilever left
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate brip 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 aYectangle 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 82 lb �pllft at joint 2 and 127 lb uplift at
joint 1.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
May 3,2018
WARNING- VrIryde.Ig.paranreters and READ NOTES ON THIS AND INCLUDED MITSKREFERANCE PAGE 11111-7473re, 1010'3)2015 BEFORE USE.
Design valid for use only with 101100 connectors. This design Is based only upon parameters shown, and Is for an incliviclud.1 building component. not
a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional l6mporary and permanent bracing
M!Tek'
Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general gulaance regarding the
fabrication. storage. clellvery� erection and bracing of trusses and truss systems. seeANSI/Tpi I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety information available from Truss Plate Institute. 218 N. Lee. Street, Suite 312, Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
WAREHOUSE
T1 3947134
74762
J5
JACK -OPEN
8
. I
Job Reference (optional)
unamners 1 russ, Inc., ron: vierce, rL
' 1 ju s rviar 11 ZU 10 IVII I BK inuustries, i nc. i nu may o i e: i o:zz eu i a rage i
ID: 1 IhBm4QCii HFitE% guZxwhU PyGzM P-LfgzqoMU6yOH4p7ZrOhmQiR_.pdvD4xA4GZZKDOzKD�_N
6-0-0
6-0-0
Scale 1:15.4
2
2
0 F1 _2
7
3x4
3
3xB I I
'_�_2
6-0-0
1-0-0 16-4-01
4-8-0
Plate Offsets (X,Y)-- [1:0-0-0,0-0-151,[1:0-1-6,1-0-151
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/clefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.34
Vert(LL) -0.02
3-7 >999 360
MT20 244/190
TCDI_ 7.0
Lumber DOL 1.25
BC 0.74
Vert(CT) -0.04
3-7 >999 240
BCLIL 0.0
Rep Stress Incr YES
WEI 0.00
Horz(CT) -0.03
2 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MP
WInd(LL) -0.07
4 >999 240
Weight: 22 lb FT = 20%
IJUMBER-
BRACING -
TOP CHORD 2X4 SP M 30
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
I
BOT CHORD. 2x4 SP No.3
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE -
Left: 2x6 SP No.2
REACTIONS. (lb/size) 2=113/Mechanicai,3=43/Mechanicai,1=283/0-8-0
Max Harz 1 =1 32(LC 12)
Max Uplift 2=-143(L C 12), 3=-2(LC 12), 1 =-1 66(LC 12)
Max Grav 2=1 13(LC 1), 3=80(LC 3), 1 =283(LC 1)
FORCES. (lb), Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=1 70mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0p�f; h=23ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpl=O.l 8; MWFRS (directional) and C-0 Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 5-11-4 zone; cantilever left
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any otiier 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. I
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding J3 Ib uplift at joint 2, 2 lb uplift at joint 3
and 166 lb uplift at joint 1.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
I May 3,2018
,& WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED UTTEKREFERANCE PAGE M11-7473re I �. 10103J2015 BEFORE USE.
Design valld for use only with MffekO connectors. This design Is based only upon parameters shown, and Is for an [ndIvIdual building component. not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incoliporafe this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For gener�pl guidance regarding the
MiTek'
fabrication, storage, clellvery� erection and bracing of trusses and trurss systems. seaANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 1
Tampa, FIL 33610
Job
Trus
Truss Type
Qty
Ply
WAREHOUS E
T1 3947135
74762
J7
JACK -OPEN
48
Job Reference (optional)
unamDers -I russ, mc., t-011 MerCO, t-L
VAOU S Mar I I 4U 10 IVII I UK J I HJUbUlUb. 111G. I I 1U lVidy 0 14; 10o�O �u 10 rdyu I
I D: 1 IhBm4OCii HFiEguZxwhUPyGzM P-prjL1 8N7tGWBizj[05C?zW-54OLgpOQEVDItiTzKD—M
8-0-0
8-0-0
i
i 2 Scale = 1:19.2
40 5_2
9
C�.
3X5 1><1
I><
3X8 11
7
N
C6
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.61
Vert(LL) -0.07 3-7 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC
Vert(CT) -0.15 3-7 >655 240
EICLL 0.0
Rep Stress Incr YES
WE,
Horz(CT) -0.07 2 n/a ri/a
BCDL 10.0
Code FBC2017/TP[2014
Matrix -MP
Wind(LL) -0.14 4 >667 240
Weight: 28 lb FT = 20%
LUMBER- �,BRACING-
TOP CHORD 2X4 SP M 30 �TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOVCHORD 2x4SPM30 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
Left: 2x6 SP No.2
REACTIONS. (lb/size) 2=163/Mechanlcal, 3=72/Mechanical, 1=353/0-8-0
Max Harz 1=177(LC 12)
Max Uplift 2=-198(LC 12),3=-9(LC 12), 1=-209(LC 12)
Max Grav 2=163(LC 1), 3=120(LO 3), 1=353(LC 1)
FORCES. (lb) -Max. Comp.lMax. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.01
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interio
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 r
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any (
3) * This truss has been designed for a live load of 20.Opst on the bottom chord in all areas wh
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
and 209 lb uplift at joint 1.
h=23ft; B=45ft; L=24ft; eave=4ft; Cat.
3-0-0 to 7-11-4 zone; cantilever left
grip DOL=1.60
r live loads.
a rectangle 3-6-0 tall by 2-0-0 wide
uplift at joint 2, 9 lb uplift at joint 3
Joaquin Velez PE No.68182
MiTek USA, Inc. Fl. Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
Mav 3,2018
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M117473 rev. 10/03,2015 BEFORE USE.
Design valid for use only with MITeM connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the bulldIng designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stab4lity and to prevent collapse with possible personal Injury and property damage. For general buldance, regarding the
fabrication. storage, delivery. erection and bracing of trusses and in= systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Tampa, FL 33610
1
Job
Truss
Truss pe I
Oty
Ply
WAREHOUSE
I k
T1 3947136
74762
KJ7
DIAGONAL HIP GIRDER
4
1
1.
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
!I
5-8-0
IjL
8.130 s Mar 11 2018 MITeK Industries, Inc. I rIU May 3 12:115:24 2U18 vage I
ID:1 IhBm4QCiiHFiEguZxwhUPyGzMP-HlGjFUO[eZe?J7HyypjEWBWKgQgBYoaNjt2RIvzKD-L
11-3-0
2.83 F12 13
3X4
12
3X5 14 15 6 16
2X3
3X8
3X10
5
3A
t2
d,
6
= 1:19.7
Plate Offsets (X,Y)--
[1:0-0-0,0-1-01,fl:O-2-7,Edqel,[1:0-2-3,1-9-101
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in
(loc)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.33
Vert(LL)
0.07
5-6
>999
240
MT20 244/190
rCDL 7.0
Lumber DOL 1.25
BC 0.33
Vert(CT)
-0.08
7
>999
240
BCLL 0.0
Rep Stress Incr NO
WEI 0.20
Horz(CT)
-0.03
3
n/a
n/a
BCDL 10.0
Code FBC2017/-FP]2014
Matrix -MS
Weight: 47 lb FT = 20%
UJMBER-
TOP CHORD 2X4 SP M 30
BOTICHORD 2X4 SP M 30
WEBS 2X4 SP No.3
WEDGE
L7eft:.2x6 SP No.2
REACTIONSr. (lb/size) 3=118/Mechanical,4=280/Mechanical,1=48410-11-5
Max Harz 1=202(LC 4)
Max Uplift 3=-1 38(LC 4), 4=-263(LC 4), 1 =-473(LC 4)
FORCES. (lb) -Max. Comp./Max. Ton. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-516/432
BOTCHORD 1-6=-536/466, 5-6=-5361466
WEBS 2-5=-521/600
CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
CHORD Rigid ceiling directly applied or 9-7-14 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; hiMt; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left 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 ]I , ve 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 138 lb'uplift at joint 3, 263 lb uplift at
joint 4 and 473 lb uplift at joint 1.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) � 01 lb down and 42 lb up at
2-11 -0, 101 lb down and 42 lb up at 2-11-0, 37 lb down and 93 lb up at 5-8-15, 37 lb down and 93 lb up at 5-8-15, and 68 lb down
and 163 lb up at 8-6-14, and 68 lb down and 163 lb up at 8-6-14 on top chord, and 0 lb down and 39 lb up at 2-11-0, 0 lb down and
39 lb up at 2-11 -0, 10 lb down and 4 lb up at 5-8-15, 10 lb down and 4 lb up at 5-8-15, and 33 lb down and 14 lb up at 8-6-14, and
33 lb down and 14 lb up at B-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of
others. I
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B)4
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 4-7-20
Concentrated Loads (lb)
Vert: I 1=42(F=21, 9=21) 13=-73(F=-36, B=-36) 15=8(F=4, B=4) 16=-30(F=-15, B=-1 5)
Joaquin Velez PE No.68182
MiTek USA, Inc. FIL Cert 8634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 3,2018
WARNING- Verity design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERANCEPAGEM11-7473rev. 1010�2015 BEFORE USE.
Design valid foruse onlywilh MiTek9 connectors. Thisclesign is basedonlyupon parameters shown, and Isforan Individual building component, not
a truss sysierri. Before use, the building designer must verity the applicability of design parameters and properly Incorporat& this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional te'�mporary and permanent brac-Ing
MiTeW
Is always recligred for stability and to prevent collapse with possible personal Injury and property damage. For general guiciance, regarang the
labricaflort storage, clelivery� erection and bracing of trusses and miss systems� seeANSI/TPI 1 Quality Criteria, DSB-89 and 8CS1 Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22,314,
Tampa, FIL 33610
Symbols Numbering System � A General Safety Notes
PLATE LOCATION AND ORIENTATION
14 /�' Center plate on joint unless x, y
-13 offsets are indicated.
Dimensions are in ff-in-sixteenths,
Apply plates to both sides of truss
and fully embed teeth,
0-,/14,
For 4 x 2 orientation, locate
plates 0-11i�' from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates,
*Plate locafion details available in MiTek 20/20
software or upon request
PLATE SIZE
The first dimension is the plate
4 x 4 width measured perpendicuk
-------to-sic)ts.—Se,con-d—dimens—ion i's
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T or I bracing
if indicated.
BEARING
Indicates location where bearings
(supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
117_5�_;q Min size shown is for crushing only.
CEM
Industry Standards:
ANSI/TPI1: 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.
0
0
6-4-8 dimensions shown in ff-in-sixteenths
I (Drawings not to scale)
2 3
TOP CHORDS
8 7 6 5
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:
ESIR4311TIESU- 352, ESR1988
ER-3907, ESR-2362, ESR-1397, ESR-3282
0
0
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
Nil
MiTek
MITek Engineering Referenc8h Sheet: PAII-7473 rev. 10/03/2015
Failure to Follow Could Cause Property
Damage or Personal injury
I . Additional stability bracing for truss system, e.g.
diagonal or X-brocing, 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
stock materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear fightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane atjoInt
locations are regulated by ANSI/TPI 1,
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI 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 retacdont-preservative-treated,—(:�r —green lumber.
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
comber for dead load deflection.
11 . Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified,
13. Top chords must be sheathed or purlins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 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 after truss member or plate without prior
approval of on 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 I Quality Criteria,