HomeMy WebLinkAboutTrussMM
W1 0
MiTek'
RE: 74696 -
Lumber design values are iti'a86-ordance with ANSI/TPI 1 section 6.3
These'truss designs rely on lumber values established by others.
Site Information:
Customer Info: COLE CONSTRUCTION
Lot/Block:
Address: UNKNOWN
City: ST LUCIE COUNTY
Project Name: 74696 Model;
Subdivision:
State: FL
MiTek USA, Inc.
6904 Parke East Blvd.
Tampa, FL 33610-4115
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City: State:
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6
Wind Code: ASCE 7-10 Wind Speed: 170 mph
Roof Load: 37.0 psf Floor Load: N/A psf
This package includes 53 individual, Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No.
Seal#
Truss Name
I Date
No.
�Seal�
TrussNa1
T12269782
A
10/16/17
18
12269799
C
10/16/17
12 _
T12269783
A1_
L10/16/17
19_
T12269800
1F
110/16/17 f
13
I T12269784
I A2
1 10/16/17
I20
I T12269801
I FA
110/16/17 I
14
I T12269785
I A4
i 10/16/17
I21
I T12269802
I FB
110/16/17 I
15
I T12269786
I A5
110/16/17
I22
I T12269803
I GRA
110/16/17 I
6
T12269787
1 A6
10/16/17
23
IT12269804
GRB
10/16/17
17
T12269788
I A7 --
( 10/16/17
24
T12269805
GRC __�
-
10/16/17
T12269789
I A8
110/16/17
I25
I T12269806
I GRD
110/16/17
IT122697901A9
110/16/17126
1T122698071GRE
110/16/17I
V9,--
10_ I
T12269791 I
B1
110/16/17
I27
I T12269808
I G R F 110/16/17
I
Ill I
T12269792 1132
110/16/17
I28
I T12269809
I GRG 110/16/17
11 2_1
T12269793 1
B3 ^y_�
10/16/17
I29 I
T12269810
I J1 110/16/17
j
13 1
T12269794 I
B4
110/16/17 130
I T12269811 I
J3 110/16/17
L14
I T12269795 I
B5 110/16/17
I31
I
T12269812 I
J3A 110/16/17
I
115
I T12269796 I
B6 110/16/17
132
I
T12269813 I
J38 110/16/17
j
116
I T12269797 I
B7 110/16/17
33 I
T12269814 I
J3C
10/16/17 I
117 I
T12269798 I
BB 110/16/17
I34
I
T12269815 I
J4 110/16/17
I
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: Albani, Thomas
My license renewal date for the state of Florida is February 28, 2019.
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs.comply with 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 customers
file reference purpose only, and was not taken into account in the preparation of
these designs. MiTek has not independently verified the applicability of the design
parameters or the designs for any particular building. Before use, the building designer
should verify applicability of design parameters and properly incorporate these designs
into the overall building design per ANSI/TPI 1, Chapter 2.
DEC 19 2017
i?Fi3^/91TMNIGa
St. Lucie County, FL
4/
Thomas A. Albani PE No.39360
MIT& USA, Inc. Fl- Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
rifte 7
Albani, Thomas '"J'-"'1' Ef"'L"'
RE: 74696 -
Site Information:
Customer Info: COLE CONSTRUCTION Project Name: 74696 Model:
Lot/Block: Subdivision:
Address: UNKNOWN
City: ST LUCIE COUNTY State: FL
No.
I Seal#
I Truss Name
I Date
35
IT12269816IJ5
1 10/16/17
36
IT12269817IJ5A
10/16/17
137
IT12269818IJ5B
110/16/171
138
IT12269819IJ5C
110/16/171
139
I T12269820.
I J6
1 10/16/17
140
I T12269821
I J7
110/16/171
141
I T12269822
I J7A
110/16/171
142
1 T12269823
1 KJ6
110/16/171
143
1 T12269824
1 KJ9
110/16/171
144
I T12269825
1 KJB
110/16/171
145
1 T12269826
1 MV2
110/16/171
146
1 T12269827
1 MV3
110/16/171
147
1 T12269828
1 MV4
110/16/171
148
1 T12269829
1 MV5
110/16/171
149
1 T12269830
1 MV6
110/16/171
150 1
T12269831 1
MV8 1
10/16/17 1
151 1
T12269832 1
MVA 1
10/16/17 1
152 1
T12269833 1
MVB 1
10/16/17 1
153 I
T12269834 I
V2 1
10/16/17 1
2 of 2
Job
Truss
Truss Type
ty
FUy
10
T12269782
74696
A
HIP
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 09:05:25 2017 Page 1
I D:IW bPhi5y4bfhyl f2Acyz8Nyem4C-fS23ot763Ugt4kuKmKvWgV_HuMztYX7G 1 B41`1 EySuve
-2-0-0 5-8-11 9-0-0 15-0.9 20-11-7 27-0-0 30-3-5 36-0-0 3 -11 7
2-0-0 5-8-11 3-3-5 6-0-9 5-10-13 6-0-9 3-3-5 _ 5-8-11 -11-
3x6 =
5x6 = 3x8 = 4x6 = 3x4 11
5.00 12 4 26 - 27 5 6 7 28
,• 16 ,� ,� 13
3x8 = 4x6 = 3x4 I I 3x8 =
3x6 =
5x8 =
3x4 =
Scale = 1:65.6
4x5 =
'
9-0-0
6-0-9
5-10-13
6-0-9 9-0-0 '
Plate Offsets (X,Y)--
f2:0-3-0,Edge1, f4:0-3-0,0-2-41, f6:0-3-0,Edgel,
f8:0-5-12,0-2-81
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.45
Vert(LL)
-0.23 14-15 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.50
Vert(TL)
-0.54 14-15 >801 240
BCLL 0.0
Rep Stress Incr
YES
WB 0.85
Horz(TL)
0.15 10 n/a n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Wind(LL)
0.3414-15 >999 240
Weight: 176lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD Rigid ceiling directly applied or 4-11-1 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 10=1374/0-7-10, 2=1444/0-7-10
Max Horz2=185(LC 11)
Max Upliftl0= 895(LC 12), 2=-1005(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-24=-2722/2264, 24-25=-2658/2273, 3-25=-2654/2278, 3-4=-2507/2083,
4-26=-2311/2000, 26-27=-2311/2000, 5-27= 2311/2000, 5-6=-3014/2537, 6-7=-3014/2537,
_ 7-28=-301412537, 8-28=-3014/2537, 8-9=-2513/2082, 9-29= 2665/2281,
29-30=-2670/2275, 10-30=-2733/2267
BOT CHORD 2-17— 1978/2453, 16-17= 2225/3013, 15-16=-2225/3013, 14-15=-2225/3013,
13-14= 1678/2298, 12-13=-1678/2298, 10-12— 1987/2465
WEBS 3-17= 255/370, 4-17=-494/703, 5-17— 913/721, 7-14=-339/415, 8-14=-717/927,
8-12— 156/324, 9-12= 264/377
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=l7omph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.opsf; h=15ft; B=45ft L=36ft eave=5ft; Cat. 11;
Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-11 to 1-6-8, Intertor(1) 1-6-8 to 9-0-0, Extedor(2) 9-0-0 to 32-1-2
, Interior(1) 32-1-2 to 36-9-7 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 895 lb uplift at joint 10 and 1005 lb uplift at
joint 2.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEIVREFERANCE PAGE MIN7473 rev. 10/03/2015 BEFORE USE.
'
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Mire k'
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, 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
Q
Ply
T12269783
74696
Al
HIP
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL r.e4U s Aug i b zur r Mi i ex industries, inc. Mon vct i o vv:05:26 zU i r rage i
I D:IW bPhi5y4bfhyl f2Acyz8Nyem4C-7ecROD8kgookhuTXK1 QINj W UymHgH4PPFrgCZgySuvd
5-9-14 11-0-0 t5-8-9 20-3-7 25.0-0 30-2-2 36-0-0
5-9-14 52-2 4-8-9 4-6-13 4-8-9 5-2-2 5-9-14
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
5x8 = 3x4 I 3x8 = 5x6 =
5.00 12 3 23 4 5 24 6
16 15 13 12 10 9
3x5 = 3x4 11 3x4 = 3x6 = 3x8 = 3x4 11 3x6 = 3x8 =
Plate Offsets
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/dell
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.37
Vett(LL)
-0.18 12-13
>999
360
TCDL
7.0
Lumber DOL
1.25
BC 0.52
Vert(TL)
-0.43 12-13
>999
240
BCLL
0.0
Rep Stress incr
NO
WB 0.46
Horz(TL)
0.14 8
n/a
n/a
BCDL
10.0
Code FBC2014lrP12007
(Matrix-M)
Wind(LL)
0.28 12-13
>999
240
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1331/0-7-10, 8=1252/0-7-10
Max Horz 1=-189(LC 30)
Max Upliftl=-830(LC 8), 8=-781(LC 8)
Max Grav 1=1331(LC 1), 8=1440(LC 37)
3x4 [I
Scale = 1:62.4
4x5 =
PLATES GRIP
MT20 244/190
Weight: 186 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-2-14 oc purlins.
BOT CHORD Rigid ceiling directly applied or 5-11-11 oc bracing.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2= 2805/1739, 2-3=-2377/1535, 3-23=-2497/1693, 4-23= 2497/1693, 4-5= 2497/1693,
V 5-24=-2161/1479, 6-24=-2161/147916-7=-2376/1533, 7-8=-2796/1734
BOT CHORD 1-16=-1515/2535, 15-16=-1515/2535, 14-15=-1195/2151, 13-14=-1195/2151,
12-13= 1415/2496, 11-12=-1415/2496, 10-11= 1415/2496, 9-10=-1509/2525,
8-9=-1509/2525
WEBS 2-15= 501/357, 3-15=-131/342, 3-13=-307/587, 4-13=-265/245, 5-10=-579/307,
6-10— 346/637, 7-10=-519/352
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2j Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=36ft; eave=5ft; Cat. II;
Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in ail areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 830 lb uplift at joint 1 and 781 lb uplift at .
joint 8.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 393 lb down and 245 lb up at
35-2-0 on top chord, and 3 lb down and 34 lb up at 35-2-0 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-3— 54, 3-6= 54, 6-8= 54, 17-20=-20
Continued on Daae 2
Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MII--7473 rev. 1010372015 BEFORE USE.
'
Design valid for use only with MilekO connectors. This design is boned only upon parameters shown. and Is for on Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MTek*
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Ahe
6904 Parke East Blvd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
Tampa, FL 33610
Safety Information avallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria VA 22314.
Job
Truss
Truss Type
Cgty
Ply
- T12269763
74696
Al
HIP
1
1
Job Reference (optional)
unamoers I russ, Inc., ron rlefce, r!_
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Vert: 21=64(F) 22=17(F)
7.64U S Aug 16 2017 MI I eK Incluslrles, Inc. Mon Oct 16 09:U5:26 2017 Vage 2
1 D:IW bPhi5y4bfhyl f2Acyz8Nyem4C-7ecRODSkgookhuTXK1 QINj W UymHgH4PPFrgCZgySuvd
Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MIZEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE
'
Design valld for use only with MITek—connectors. This design Is Lased only upon i rlameters shown, and Is for an individual Wilding component, not
a truss system. Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek°
Is always required for stability and to prevent 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Intormallon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
ty
Ply
T12269784
74696
A2
SPECIAL
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
i 6-10-1 13-0-0
6-10-1 6-1-15
5.00 12
4x8
5x8 MT18HS =
7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 09:06:27 2017 Page 1
1 D:IW bPhi5y4bfhyl f2Acyz8Nyem4C-brApDZ8Mb5wbJ22julx_ww3c59bKOUYYUVZm66ySwc
5-0-0 5-0-0 6-1-15 6-7-8
3x4 11 5x8 MT18HS =
23 24 4 25 26 5
c.w I 14
Scale = 1:62.2
48 =
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/dell Ud
PLATES
GRIP
TOLL 20.0
Plate Grip DOL 1.25
TC 0.54
Vert(LL) -0.50
11 >868 360
MT20
244/190 -
TCDL 7.0
Lumber DOL 1.25
BC 0.70
Vert(TL) -1.13
11 ' >382 240
MT18HS
244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.66
Horz(TL) 0.59
7 n/a n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Wind(LL) 0.73
11 >592 240
Weight: 162lb
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-2-0 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 4-2-1 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1332/0-7-10, 7=1332/0-8-0
Max Horz 1=222(LC 11)
Max Upliftl= 830(LC 12), 7=-830(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-21=-4400/3272, 2-21= 4328/3290, 2-22— 3622/2743, 3-22=-3558/2754,
3-23= 4667/3599, 23-24= 4667/3599, 4-24=-4667/3599, 4-25= 4667/3599,
25-26=-4667/3599, 5-26= 4667/3599, 5-27=-3558/2754, 6-27=-3622/2742,
6-28=-4328/3290, 7-28=-4400/3272
BOT CHORD 1-14=-2968/4053, 13-14=-2975/4050, 12-13=-2972/4064, 11-12=2296/3346,
10-1 1=-2296/3346,9-10=-2971/4064, 8-9— 2975/4050, 7-8_ 2967/4053
WEBS 2-12=-845/688, 3-12=-188/411, 3-11= 1142/1539, 4-11=-272/312, 5-11=-1142/1539,
5-10= 188/411. 6-10=-855/688
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=36ft; eave=5ft; Cat. 11;
Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-6-15, Interior(1) 3-6-15 to 13-0-0, Exterior(2) 13-0-0 to
26-6-15, Interior(1) 26-6-15 to 36-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7) Bearing at joint(s) 1, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 830 lb uplift at joint 1 and 830 lb uplift at
joint 7.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE
Design valid for use only with MITek0 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 applicabllity 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
M!Te k'
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/TPII 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
ty
Pty�
T12269785
74696
A4
SPECIAL
1
1
Job Reference (optional)
cnamoers I russ, Inc., ton tierce, K 7.640 s Aug 16 2017 MI I ek Industries, Inc. Mon Oct 16 09:05:28 2017 Page 1
I D:IW bPhi5y4bfhyl f2Acyz8Nyem4C-31jBQv9_M P2RxCdvRSSDS8cpCzxhlyzij9JJeZySuvb
i SS7 10-2-11 iS0.0 18-0-0 21-0.0 26-1-0 31-2-0 354-6 W-'2-0 42-0-0 44.0.0
' SS7 4 3-0.0 3-0.0 St-0 57-0 4-2-6 1-9-10 4-10.0
5.00 12
3x8
5x8 =
5x8 =
15 14
2.00 12 3x5 =
5x6 = 3x5 =
Scale=1:78.3
N
O
3I4N
6
37-2-0
6-5-7 10.2-11
15-10 1&0-0 21-0-0 2 1-0
31-2-0
35-4-6
0-0 42-
5-5-7 4-l3-5
4-9-5 3-0-0 "._a
5-1-0
5-i-0
4-2-6
-1 4-10-0
1.2-0
Plate Offsets (X,Y)--
i1:0-0-7,Edgel, 13:0-3-0,Edgel, f5:0-5-12,0-2-81,
(7:0-5-12,0-2-81,
(10:0-4-4,0-1-121, 111:0-3-0,0-2-41, 115:0-3-0,0-0-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/deft
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.38
Vert(LL)
-0.29 21 >999
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.69
Vert(TL)
-0.69 21-22 >613
240
MT18HS
244/190
BCLL 0.0
Rep Stress Incr NO
WB 0.58
Horz(TL)
0.36 15 n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Wind(LL)
0.38 21 >999
240
Weight: 216lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3.*Except'
10-16: 2X4 SP M 30, 10-15: 2x6 SP No.2
REACTIONS. (lb/size) 15=2563/0-7-10, 1=1207/0-7-10
Max Harz 1=-297(LC 6)
• Max Upliftl5=-2077(LC 8), 1=-718(LC 8)
Max Grav15=2563(LC 1), 1=1250(LC 13)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-5-14 oc puffins.
BOT CHORD Rigid ceiling directly applied or 5-3-2 oc bracing.
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TO; CHORD 1-2=-4159/2243, 2-3=-3676/1955, 3-4=-3647/1963, 4-5=-2895/1519, 5-6=-2996/1560,
6-7=-2996/1560, 7-8=-2690/1343, 8-9= 3160/1241, 9-10=-2568/0, 10-31=-714/873,
11-31=-714/873, 11-12=-798/946
BOT CHORD 1-24= 1926/4043, 23-24=-1931/4043, 22-23=-1929/4065, 21-22=-1557/3599,
20-21=-1016/2821, 19-20=-843/2582, 18-19=-891/2946, 17-1 8=0/2766,16-17=0/2756,
15-16=-1817/1858, 14-15=-1542/1633, 12-14=-841/884
WEBS 2-22=-450/371, 4-22=-98/305, 4-21= 835/582, 5-21— 271/512, 5-20= 152/654,
7-20= 410/862, 7-19= 3/384, 8-19= 623/62, 8-18=-216/329, 9-18— 1105/1232,
9-16=-1416/801, 10-16=-1603/3112, 10-15=-2182/1772, 10-14= 1402/1197,
11-14— 447/456
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=15ft; B=45ft; L=42ft; eave=5ft; Cat. II;
Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate.gdp DOL=1.60
3) Provide adequate drainage to prevent water ponding. .
4) All plates are MT20 plates unless otherwise indicated.
5) All plates are 3x4 MT20 unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
8) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2077 lb uplift at joint 15 and 718 lb uplift at
joint 1.
10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 lb down and 115 lb up at
36-10-3, and 68 lb down and 125 lb up at 37-2-0 on top chord, and 30 lb down and 9 lb up at 36-10-3, and 483 lb down and 633 lb up
at 37-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
d&dRdW bRB�bpl2SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE 11,1I1-7473 rev. 10/03/2015 BEFORE USE.
'
Design valid for use only with MIT&O connectors. This design Is based only upon parameters shown, and Is for on Individual building component not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criterla, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Sireet, Suite 312, Alexandria VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Q
Ply
74696
A4
SPECIAL
1
1
t
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-5=-54, 5-7=-54, 7-9=-54, 9-11=-54, 11-13=-54, 20-28=-20, 15-20= 20, 15-25=-20
Concentrated Loads (lb)
Vert: 11=-11(F) 14=-503(F) 31— 38(F)
r.fi9u a Aug ib zul r mi I eK Inausines, Inc. Mon uci l b uv:VO:"Lu zvi r rage L
ID:IW bPhi5y4bfhyl f2Acyz8Nyem4C-3ljBQv9_M P2RxCdvRSSDS8cpCZxhlyzij9JJeZySuvb
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEKREFERANCE PAGE MI1-7473 rev. 10103/2015 BEFORE USE.
Design vaild for use only with M TeW connectors. THs design Is based only upon parameters shown. and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS1/7PI1 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
(sty
PIy1
T12269786
74696
A5
SPECIAL
1
1
Job Reference (optional)
Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 09:05:29 2017 Page 1
I D:IWbPhi5y4bfhyl f2Acyz8Nyem4C-XD HZeFAd7jAIYMC6?A_S?L8xTzJH ULXrxp2sA?ySuva
-z2--a0-
00 4.-2aa7.0 3520 4a2-0 s s0-0
--7&2
8114
4 1 s a-0 4-7•0 17--2-0s -100 52-a0
z o 0
Scale: 1/8"=l'
5x6 =
3x5
3x5
5x8 MT18HS = 6
833
5.00 12 5x6 =
5x6 = 5x10 =
3x4 4
9 4x8
239 31
3435 11
28
36 37 a o
18
6 4
ai 1 2 20 19 5x8 =
i7 16 12 1� N
3x6 =
3x6 = 15
21 5x10 =
5x10 — 2.00 12
4x12 = 14
5x8 MT18HS = 4x5 =
4x6 =
3x5 =
44-"
i B-0-0 &7-}0 1610-0 26-PO 35-2-0 41-2-0 43-4-6 SOO-0
:2
6-0-0 a 0 8-z-0 9-2.0
0-7-10
Plate Offsets (X,Y)--
f4:0-4-0,0-1-131,fl0:0-7-12,0-2-81,f14:0-5-0,0-0-81,121:0-2-0,0-3-01
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. In
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.61
Vert(LL) -0.27
16-18 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.54
Vert(TL) -0.78
16-18 >536 240
MT18HS 244/190
BCLL 0.0 '
Rep Stress Incr YES
WB 0.88
Horz(TL) 0.21
14 n/a n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Wlnd(LL) 0.22
16-18 >999 240
Weight: 259 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
Structural wood sheathing directly applied or 4-0-12 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing, Except:
WEBS 2x4 SP No.3 *Except'
10-0-0 oc bracing: 18-20,16-18.
4-21: 2x8 SP 240OF 2.OE, 4-20: 2x4 SP M 30, 11-14: 2x6 SP No.2 WEBS
1 Row at midpt 4-20
REACTIONS. (lb/size) 14=1849/0-7-10, 21=2073/0-7-10
Max Horz21= 374(LC 10)
Max Upliftl 4=-1 200(LC 12), 21=-1829(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-28= 1886/886, 28-29=-1880/897, 3-29=-1876/931, 3-4=-2184/1192, 4-30=-2165/287,
v 30-31=-2165/287, 5-31=-2165/287, 5-32=-2466/379, 6-32=-2389/381, 6-7=-1912/739,
7-8=-1939/740, 8-33=-2487/981, 9-33— 2512/980, 9-34=-2214/807, 34-35=-2214/807,
10-35= 2214/807, 10-11=-898/55, 11-36=-1902/1033, 36-37=-1905/973, 12-37=-1912/961
BOT CHORD 2-21=-81811917, 20-21= 989/2282, 19-20=-311/2284, 18-19=-309/2312, 17-18=-526/2128,
16-17=-531/2104, 15-16=-86/1263, 14-15=-1052/2155, 12-14=-898/1986
WEBS 3-21=-274/564, 4-21— 1656/1714, 4-20=-1605/2952, 5-20= 1233/465, 6-20= 21/917,
6-18= 449/213, 7-18— 345/1256, 8-18= 532/421, 8-16=-34/426, 9-16= 1186/641,
10-16=-1234/2306, 10-15=-1066/1049, 11-15=-1234/1431, 11-14=-1593/1522
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=15ft; B=45ft; L=50ft; eave=6ft; Cat. II;
Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Extedor(2)-2-0-11 to 2-11-5, Intedor(1) 2-11-5 to 8-10-0, Extedor(2) 8-10-0 to
13-10-0, Interior(1) 16-10-0 to 41-2-0, Exterior(2) 41-2-0 to 46-2-0 zone; cantilever left and right exposed ;C-C for members and forces &
MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1200 lb uplift at joint 14 and 1829 lb uplift at
joint 21.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Q WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII--7473 rev. 1010312015 BEFORE USE.
Design valld for use only with MITekO connectors, This design Is based only upon parametets 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
building design. &acing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding 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 available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
ty
Ply+
T12269787
74696
A6
SPECIAL
1
1
�J.bRef.rence.
(optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MTek Industries, Inc. Mon Oct 16 09:05:30 2017 Page 1
I D:IW bPhi5y4bfhyf f2Acyz8Nyem4C-OPryrbBFu019AW nlZtVhXZh61 Ng7DnM?AToOjRySuvZ
-2-a0 4-7-11 8-7-10 10-10- 16.1 a0 26-0-0 33-2-0 39-2-0 a3-a-s saao sz-ao
2.0-0 4 7 47 101 2-2-6 B-0-0 7-2--0 7-2-0 6•a0 4-2-s 6-7-t6 2•a0
Scale: 1/8°=1'
5x6 =
1Ox10 =
5.00 12
6x8 =
32
33 5x6 = 5x8 =
4x8 i 5
8
3x4 4
31
34
4x8
'
29
3
10
36 0
28
37 a
17
6
0
1 2
19 78
5x8 =
16 15
11
20
3x6 =. 4x6 =
4x5 = 3x6 = 14
-
21
3x6 =
13
5x12 MT18HS =
2.00 12
5x6 = 4x5 =
4x6 = 4x5 =
10-10-0
i 8-0-0 8-7-10 i 18-10-0
i 21ia0
33-2-0 39-2.0 i 43-4-6
4q-0r0 50-0-0 i
8-0-0 0- - 0 8-0-D
7-2-0
7-2-0 6-0-0 4.2-6
a•
2-2-6
Plate Offsets (X,Y)--
f5:0-8-4,0-2-121,(9:0-5-12,0-2-81,113:0-3-0,0-0-81,f21:0-4-0,0-3-0)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.60
Vert(LL)
-0.19 17-18 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.50
Vert(TL)
-0.53 16-17 >793 240
MT18HS 244/190
BCLL 0.0 '
Rep Stress Incr YES
WB 0.91
Horz(TL)
0.19 13 n/a n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Wind(LL)
0.20 16-17 >999 240
Weight: 260lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 *Except*
WEBS
1 Row atmidpt 5-18
4-21,10-13: 2x6 SP No.2
REACTIONS. (lb/size) 21=2072/0-7-10, 13=1850/0-7-10
Max Horz21= 374(LC 10)
Max Uplift2l =-1 828(LC 12), 13=-1201(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-28=-1825/842, 3-28= 1815/891, 3-29= 2180/1116, 4-29=-2176/1190, 4-5=-1237/329,
5-30=-2165/632, 30-31=-2165/632, 6-31=-2165/632, 6-32=-1947/729, 7-32=-1873/746,
7-33=-19261779, 8-33=-1980/763, 8-34= 2180/922, 34-35=-2180/922, 9.35=-2180/922,
9-10=-821/169, 10-36=-1902/1011, 36-37= 1913/1000, 11-37= 1921/940
BOT CHORD 2-21=-777/1855, 20-21=-1192/2495, 19-20=-319/1581, 18-19=-302/1588,
17-18=-295/2448, 16-17=-609/2309, 15-16=0/754, 14-15=0/749, 13-14= 1030/2162,
11-13=-875/1993
WEBS 3-21= 327/538, 4-21= 1668/1565, 4-20=-1470/1543, 5-20= 1234/1407, 5-18=-1485/2388,
6-18=-1054/801, 6-17= 527/140, 7-17=-179/1126, 8-17=-662/421, 8-16=-964/686,
9-16=-1077/1841, 9-14=-835/906, 10-14=-1546/1702, 10-13=-1581/1568
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=15ft; B=45ft; L=50ft eave=6ft; Cat. Il;
Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-11 to 2-11-5, Interior(1) 2-11-5 to 10-10-0, Exterior(2) 10-10-0
to 15-10-0, Interior(1) 18-10-0 to 39-2-0, Extedor(2) 39-2-0 to 44-2-0 zone; cantilever left and right exposed ;C-C for members and
forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1828 lb uplift at joint 21 and 1201 lb uplift at
joint 13.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev. 10/0=015 BEFORE USE.
Design valld 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 properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and 10 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 16luallty 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)
T12269768
74696
A7
SPECIAL
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 09:05:31 2017 Page 1
ID:I W bPhi5y4bfhyl f2Acyz8Nyem4C-UCPK3XBtfKQOofLU7aOW4mEHXn?ByFx8P7XzFtyBwY
—" 4-7-11 8-7-10 12-10-0 20-10-0 26-0-0 31-2-0 i 37-2-0 , 43.4.6 50-0-0 52-0-0
2-0-0 4-7-11 3-11-15 4-2-6 8-0-0 5-2-0 5-2-0 6.0-0 6.21 6-7-10 2-0-0
Scale = 1:97.1
5x6 =
5.00 F12 5x8 =
8
5x6 =
5x6 = 5x8 =
• 3x4 - 6
4x8
9
3x6
3x6 5
32
33
11 4x8
31
1234
q
3
m
6
• 30
19
35 N N
ji
2
1
20
5x8 =
18
13
0 22
21 4x5 =
3x5 17 76
d'r
23 3x6
-Z 3x6 =
3x6 =
15
5x12 MT18HS =
2.00 12
4x5 =
5x6 — 4x5 =
4x6 =
8-0-0 8- - 0 12-10-0
20-10-0 26-0-0 31-2-0
37-2-0
43.4-fi 4 -0 50-0-0
8-0-0 0- - 0 4-2-6
8-0-0 5-2-0
5-2-0
6-0-0
6-2-6 0- - 0
Plate Offsets (X,Y)--
I6:0-5-12,0-2-81,110:0-5-12,0-2-81,(15:0-3-0,0-0-81,I23:0-4-4,0-3-01
LOADING (psf)
SPACING- 2-0-0
CSL
DEFL. in
(loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.63
Vert(LL) -0.17
19 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.51
Vert(TL) -0.41
18-19 >999 240
MT18HS 244/190
BCLL 0.0 '
Rep Stress Incr YES
WB 0.89
Horz(TL) 0.16
15 n/a n/a
BCDL 10.0
Code FBC2014lrP12007
(Matrix-M)
Wind(LL) 0.19
19 >999 240
1 Weight: 263lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-10-0 oc puffins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied
or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 *Except*
WEBS
1 Row at midpt
6-20, 12-16
5-23,12-15: 2x6 SP No.2
REACTIONS. (lb/size) 23=2074/0-7-10, 15=1848/0-7-10
Max Harz23=374(LC 11)
Max Uplift23=-1830(LC 12), 15=-1200(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-30=-1844/834, 3-30=-1834/885, 3-4= 2185/1104, 4-31=-2182/1166, 5-31=-2174/1178,
5-6=-660/0, 6-32=-2090/871, 7-32=-2090/871, 7-8=-1914/837, 8-9=-1937/862,
9-33=-2102/1025, 10-33=-2102/1025, 10-11= 1078/391, 11-34=-1105/376,
12-34=-1137/372, 12-35= 1874/960, 13-35=-1889/888
BOT CHORD 2-23_ 770/1873, 22-23=-1181/2494, 21-22=0/1071, 20-21=0/1078, 19-20=-476/2344,
18-19=-623/2237, 17-18= 3/1016, 16-17— 8/999, 15-16= 977/2129, 13-15— 821/1959
WEBS 3-23=-318/517, 5-23=-1648/1638, 5-22=-1676/1693, 6-22=-991/1194, 6-20_ 1281/1907,
7-20=-918/750, 7-19= 480/260, 8-19= 311/1213, 9-19=-567/463, 9-18= 807/597,
10-1 B=-872/1407, 10-16=-644/782, 12-16= 1789/1916, 12-15=-1568/1600
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=15ft; B=45ft; L=50ft; eave=6ft; Cat. II;
Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-11 to 2-11-5, Interior(1) 2-11-5 to 12-10-0, Extedor(2) 12-10-0
to 17-10-0, Interior(1) 20-10-0 to 37-2-0, Exterior(2) 37-2-0 to 42-2-0 zone; cantilever'left and right exposed ;C-C for members and
forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1830 lb uplift at joint 23 and 1200 lb uplift at
joint 15.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
0 WA-- Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE 1101-7473 rev. 1010312015 BEFORE USE.
°
Design valid for use only with fvllTeW connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters 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
MOW
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/TPI1 Quality Criterla, 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.
Tampa, FL 33610
Job
Truss
Truss Type
Crty
Ply �
•
T12269789
74696
A8
SPECIAL
1
1
Job Reference (optional)
i.namoers i russ, mc., .......... r — s —!J .. ZU 1 , IVII I tlR IIIUUSII ItlJ, .-. ry ragas
I D:IW bPhi5y4bfhyl f2Acyz8Nyem4C-yoziGHCVPeYtPpwgglX9dzmSfAKDhj_lenH W nKySuvX
4-7-11 8-7-10 14-10-0 22-10-0 26-0-0 i 29-2.0 i 35-2-0 39-3-3 43-4-6 50-0-0 ,52 -Q
4-7-11 3-11-15 8-0-0 3-2-0 3-2-0 6-0-0 4-1-3 4-1-3 6-7-10 2.0-0
5x6 =
5.00 12
5x8 —
5x6 =
8
5x6 = 5x8 =
6
9
3x6 3x4 11
4x8
33
35
11 3x6
3x6 i 32
36
3x4 - 5
1213
4
3
31
20
2
21
5x8 =
19
18
<'e 1
P3 22
3x5
3x5 = 17
6
3x6 =
3x6 _
24
4X5 =
2.00 12
3x5 =
16
=
5x12 MT18HS =
4x6 =
6x10
37
8-0-0 8- - 0 14-10-0 22-10-0 26-0-0 29-2-0 35-2-0 43-4-6 4110 50-0-0
8-0-0 0- - D 6-2-0 3-2-0 3-2-0 6-0-0 8-2-6 00 60-0
4x5 =
Scale = 1:97.1
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/dell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.61
Vert(LL)
-0.14
20
>999
360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.52
Vert(TL)
-0.35 21-23
>999
240
MT18HS
244/190
BCLL 0.0
Rep Stress Incr
YES
W B 0.71
Horz(TL)
0.15
16
n/a
n/a
BCDL 10.0
Code FBC2014/1-P12007
(Matrix-M)
Wind(LL)
0.16
20
>999
240
Weight: 273lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3 `Except`
5-24,13-16: 2x6 SP No.2
REACTIONS. (lb/size) 24=2073/0-7-10, 16=1850/0-7-10
Max Harz24=374(LC 11)
• Max Uplift24=-1828(LC 12), 16=-1201(LC 12)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row atmidpt 5-23, 6-21, 11-16
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-31= 1864/835, 3-31= 1858/885, 3-4=-2170/1078, 4-5=-2159/1151, 5-32= 923/84,
Y 6-32= 869/103, 6-33= 1972/874, 33-34=-1972/874, 7-34=-1972/874, 7-8=-1883/836,
8-9= 1897/847, 9-35=-1966/941, 10-35=-1966/941, 10-11 =-I 270/553, 11-36=-1752/955,
12-36= 1761/887, 12-13=-1764/878, 13-37— 1943/993, 14-37=-1950/917
BOT CHORD 2-24=-771/1894, 23-24=-1149/2447, 22-23=0/925, 21-22=0/947, 20-21= 393/2192,
19-20= 476/211b, 18-19=-89/1196, 17-18=-90/1181, 16-17=0/785, 14-16_ 855/2022
WEBS 3-24=-277/466, 5-24=-1643/1671, 5-23=-1858/1863, 6-23=-793/1018, 6-21=-1018/1487,
7-21= 762/641, 7-20=-445/287, 8-20= 486/1314, 9-20_ 487/415, 9-19=661/467,
10-19=-644/1059, 10-17= 407/585, 11-17=-718/787, 11-16=-1968/1864, 13-16=-362/434
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=15ft B=45ft; L=50ft; eave=6ft; Cat. II;
Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 2-11-5, Interior(1) 2-11-5 to 14-10-0, Extedor(2) 14-10-0
to 19-10-0, Interior(1) 22-10-0 to 35-2-0, Exterior(2) 35-2-0 to 40-2-0 zone; cantilever left and right exposed ;C-C for members and
forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1828 lb uplift at joint 24 and 1201 lb uplift at
joint 16.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGE MII-7473 rev, My03/2015 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 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
M!Tek•
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I AuaIM/ 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
Mty
Pty�
T72269790
74696
A9
SPECIAL
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MTek Industries, Inc. Mon Oct 16 09:05:33 2017 Page 1
I D:IW bPhi5y4bfhyl f2Acyz8Nyem4C-Q_X4UcD7Axgk1 zVtE?209BJffagEQ8ARsRO4JmySuv W
27-2-0
-2-0-0 4-7-11 1 8-7-10 12.8.13 16-10-0 24-10-0 33-2-0 383-3 43d-0 50-0-0 52-0-0
2-0-0 4-7-it 3-11-15 4-1.? 4-1-3 8-" -2 6-0-0 5-1-3 5-1-3 6-7-10 2-0-0
1-2-0
Scale = 1:97.1
5.00 12
Sx6 =
5x6 =
5x8 = 5x6 =
5x6 =
v
n
CQ
24
3x8
sxo = 3x6 =
17
7x8 II
2,00 12
5x6 =
4x5 =
4x6 =
27-2-0
B-PO 8-7-10
16.10-0 2410-0
26.0-0
33-2-0
43-46 44-0A 5 -O
,
8.0 0-y- M.
8-2-6 8-0-0
-2-
6-0-0 5-1-3
S•i-3 D- • 0
1-2-0
Plate Offsets (X,Y)--
i7:0-3-0,0-2-41,f11:0-3-0,0-2-41,f17:0-3-0,0-0-81,f24:0-3-1,0-3-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/defl Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.47
Vert(LL)
-0.17 21-23 >999 - 360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.54
Vert(TL)
-0.49 21-23 >853 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.84
Horz(TL)
0.15 17 n/a n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Wind(LL)
0.13 21-23 >999 240
Weight: 275lb
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing
directly applied or 4-9-11 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt
6-24, 10-20, 8-23
REACTIONS. (lb/size) 24=2072/0-7-10, 17=1850/0-7-10
Max Horz 24=-353(LC 10)
Max Uplift24=-1828(LC 12), 17=-1201(LC 12)
• Max Grav24=2072(LC 1), 17=1876(LC 22)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-31-1853/810, 3-31-1843/862, 3-4=-2195/1085, 4-5=-2183/1163, 5-32=-2083/1079,
6-32=-2073/1156, 6-7=-1106/327, 7-33-1012/371, 8-33-1012/371, 8-9=-2004/873,
9-10-1975/854, 10-34=-1290/682, 11-34=-1290/682, 11-12=1417/652, 12-13=-913/270,
13-14— 983/255, 14-35=1925/,1000, 15-35=-19331923
BOT CHORD 2-24=-748/1881, 23-24=0/1100, 22-23=-281/2044, 21-22=-279/2071, 20-21-311/2041,
19-26=0/864, 18-19=0/849, 17-18=-882/2041, 15-17=-861/2006
WEBS 3-24-315/518, 5-24-296/257, 6-24=-1995/2026, 6-23=-881/909, 7-23=-7/400,
8-21 =-391/415, 9-21=-765/1495, 10-2 1 =-389/454, 11-20=0/314, 12-20=-603/603,
12-18-789/831, 14-18=-1498/1713, 14-17-1608/1555, 10-20=-939/459, 8-23=-1191/861
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=50ft eave=6ft; Cat. II;
Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extefior(2)-2-0-11 to 2-11-5, Interior(1) 2-11-5 to 16-10-0, Extedor(2) 16-10-0
to 21-10-0, Interior(1) 24-10-0 to 33-2-0, Exterior(2) 33-2-0 to 38-3-3 zone; cantilever left and right exposed ;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1828 lb uplift at joint 24 and 1201 lb uplift at
joint 17.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/0302015 BEFORE USE
'
Design valld for use only with MITek9 connectors. This design is based only Upon parameters shown, and is for on Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual taus web and/or chord members only. Additional temporary and permanent bracing
MOW
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrlcatlom 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 avallable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
city
ply
T12269791
74696
B1
SPECIAL
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 09:05:34 2017 Page 1
I D:IW bPhi5y4bfhyl f2Acyz8Nyem4C-uB5ShyElxFpbf743ojZdiOrsO_On9dAa55mdsCySuV V
i-2-0-01 4.8.5 8-7-10 , 13-8-13 18-10-0 26-0-0 31-2-0 , 37-3-3 43-4-6 50-0-0 ,52-0-0,
2-0-0 4-8-5 3-11-5 5-1-3 5-1-3 6-2-0 6-2-0 6-1-3 6-1-3 6-7-10 2-0-0
5x6 =
5.00 12
3x5 = 5x8 —
31 32 8 33 34 9
23 3x6 :::: -- 4x5 zz 15
4x6 = 5x12 MT18HS =
2.00 F12
5x6 =
4x5 =
Scale = 1:93.7
V
O
13
8-0-0 8- - 0 13-8-13 18-10-0
26-0-0
31-20
3.1 3
43-4-6 4 - -0 50-0-0
8-0-0 0- - 0 5-1-3 5-1-3
7-2-0
5-2-0
6-1--3
6-1-3 0- - 0 6-0-0
Plate Offsets (X,Y)--
17:0-3-0,0-2-41,f9:0-5-12,0-2-81,115:0-3-0,0-0-81,f23:0-4-4,0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.34
Vert(LL) -0.09
19-20 >999 360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.52
Vert(TL) -0.28
19-20 >999 240
MT18HS
244/190
BCLL 0.0
Rep Stress Incr YES
W B
0.73
Horz(TL) 0.10
15_ n/a n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Wind(LL) 0.09
19 >999 240
Weight: 277lb
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing
directly applied or 4-10-0 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3'Except'
WEBS
T Row at midpt
5-22, 8-20, 12-16
5-23,12-15: 2x6 SP No.2
REACTIONS. (lb/size) 23=2073/0-7-10, 15=1849/0-7-10
Max Horz 23= 390(LC 10)
Max Uplift23=-1829(1-C 12), 15=-1200(LC 12)
Max Grav23=2073(LC 1), 15=1854(LC 22)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP,rCHORD 2-30= 1855/816, 3-30= 1845/869, 3-4=-2175/1080, 4-5=-2164/1152, 5-6=-743/111,
6-7=-1194/476, 7-31=-1078/514, 31-32=-1078/514, 8-32=-1078/514, 8-33=-1613/738,
33-34= 1613/738, 9-34=-1613/738, 9-35=-1358/684, 10-35=-1427/667, 10-11= 1071/386,
11-12= 1154/367, 12-36= 1887/955, 13-36=-1893/883
BOT CHORD 2-23=-753/1886, 22-23=-1156/2422, 21-22=0/893, 20-21=0/898, 19-20=-165/1740,
18-19=-135/1329, 17-18=-26/1014, 16-17= 30/1004, 15-16=-973/2130, 13-15=-818/1964
WEBS 3-23= 302/491, 5-23=-1627/1607, 5-22=-1675/1727, 6-22=-948/1078, 6-20=-760/692,
8-20_ 840/617, 8-19=0/323, 9-19= 221/613, 9-18=-137/297, 10-18= 444/416,
10-16=-678f/79, 12-16— 1699/1916, 12-15— 1571/1539
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=15ft B=45ft; L=50ft; eave=6ft; Cat. 11;
Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 2-11-5, Interior(1) 2-11-5 to 18-10-0, Exterior(2) 18-10-0
to 36-2-0, Interior(1) 36-2-0 to 52-0-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated:
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1829 lb uplift at joint 23 and 1200 lb uplift at
joint 15.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/012015 BEFORE USE.
°
Design valld for use only with MITeWV connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
Iffl
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
M iTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the
fabrcation, storage, delivery, erection and bracing of trusses and fruss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Instltufe, 218 N. Lee Street, Suite 312. Alexandra VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Uty
Ply
T12269792
74696
B2
SPECIAL
1
1
Job Reference (optional)
wamuem i u i run neue, r� "M s n 9 ro z r r . r e rnausmes, n, — — , o ua:uoso zu, , rage r
I D:I WbPhi5y4bfhyl f2AcyzBNyem4C-MNfrulFOiZxSGHfFMQ4sEcOO8OO9u3jkKIVBOfySuvU
4-7-11 8-7-10 14-6-1 , 20.4-8 25.0.0 29-7-8 36-5-15 43-4.6 50-0-0 ,52-0-0,
4-7-11 3.11-15 5-10-7 5-10-7 4-7-8 4-7-8 6-10-7 6-10-7 6-7-10 2-0-0
Scale = 1:91.1
5.00 12
5x8 =
5xB =
3x4 11
6 31
7 3233
8
3x5
3x6 30
5
34 3x5
•
9
3x6
4x8 5' 4
3
10 4x8
3x4 �
11
229
18
1
19 36
5x8 =
17
0 21 20
3x5 =
16
3x5 = 15
22 3x6 =
3x6 = 3x8 = 14
5x12 MT18HS = 3x6 =
2,001P
45 =
5x6 =
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.40
Vert(LL) -0.08
18 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.44
Vert(TL) -0.22
15-17 >999 240
MT18HS 244/190
BCLL 0.0 '
Rep Stress Incr YES
W B 0.77
Horz(TL) 0.08
14 n/a n/a
BCDL 10.0
Code FBC2014fTP12007
(Matrix-M)
Wind(LL) 0.10
18 >999 240
Weight: 279lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
Structural wood sheathing directly applied or 5-1-11 oc puffins.
BOT CHORD 2x4 SP M 30 BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 *Except* WEBS
T Row atmidpt 3-21, 11-15
3-22,11-14: 2x6 SP No.2
REACTIONS. (lb/size) 22=1934/0-7-10, 14=1877/0-7-10
Max Horz 22= 409(LC 10)
• Max Uplift22= 1612(LC 12), 14=-1244(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2— 1141/570, 2-29— 1513/779, 3-29— 1512/853, 3-4=-1076/230, 4-5— 1027/241,
5-30=-1435/616, 6-30— 1378/634, 6-31=-1609/939, 31-32=-1609/939, 7-32= 1609/939,
7-33= 1570/883, 8-33=-1570/883, 8-34=-1416/833, 9-34=-1489/813, 9-1 0=-1 220/531,
10-11=-1328/517, 11-35=-1868/939, 12-35=-1883/867
BOT CHORD 1-22=-477/1106, 21-22=-867/1785, 20-21=-114/1180, 19-20— 108/1198, 19-36=-100/1463,
18-36=-96/1474, 17-18=-244/1457, 16-17=-153/1172, 15-16=-157/1159,
14-15=-959/2120,12-14= 801/1952 .
WEBS 2-22=-298/562, 3-22— 1536/1402, 3-21=-1476/1688, 5-21=-798/874, 5-19=-489/524,
6-19=-215/367, 6-18— 430/632, 7-18= 276/321, 8-18=-158/539, 9-17=-342/364,
9-15=-623/752, 11-15=-1809/2034, 11-14=-1591/1564
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=15ft; B=45ft; L=50ft; eave=6ft; Cat. il;
Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 5-0-0, Interior(1) 5-0-0 to 20-4-8, Exterior(2) 20-4-8 to
34-7-8, Interior(1) 34-7-8 to 52-0-11 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1612 lb uplift at joint 22 and 1244 lb uplift at
joint 14.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with Mllel<6 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
�
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding 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 available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
O
Ply r
74696
B3
HIP
1
1
I
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 09:05:36 2017 Page 1
I D:IW bPhi5y4bfhyl f2Acyz8Nyem4C-gZCD69FOTs3JuRESv8c5npx8OojOdXStYPFkw5ySuvT
5-6-8 10-9-8 15-6-0 , 20-2-8 27-11-8 , 36-0-D
5-0.8 5-3-0 4=8.8 4-8 8 7-9-0 810
Scale: 3/W—l'
5X6 =
3x4 = 5x6 =
5.00 12 3 - 418 19 5
3x6 I I US = 3x6 = v 3x8 = 3x6 5x6 = 3x6 I I
3X8 =
27-11-8
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.56
Vert(LL)
-0.23 12-13 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.51
Vert(TL)
-0.48 12-13 >886 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.74
Horz(TL)
0.06 9 n/a n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Wind(LL)
0.13 10-12 >999 240
Weight: 228lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD Structural wood sheathing directly applied or 4-8-3 oc purlins, except
BOT CHORD 2x4 SP M 30
end verticals.
WEBS 2x4 SP No.3 *Except*
BOT CHORD Rigid ceiling directly applied or 6-3-12 oc bracing.
1-16,8-9: 2x6 SP No.2
WEBS
1 Row at midpt 4-13, 4-12, 6-12, 8-10
REACTIONS. (lb/size) 16=1315/0-7-10, 9=1315/0-7-10
Max Horz 16=-225(LC 10)
• Max Upliftl6=-828(LC 12), 9=-811(LC 12)
Max Gravl6=1315(LC 1), 9=1332(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP.CHORD 1-17=-1217/1000, 2-17=-1118/1009, 2-3=-1431/1286, 3-18=-1269/1263, 4-18=-1269/1263,
4-19=-1519/1459, 5-19=-1519/1459, 5-20= 1617/1456, 6-20=-1702/1433,
6-7— 1918/1578, 7-21 =-I 976/1564, 8-21=-2043/1563, 1-16=-1260/1097, 8-9= 1251/1051
BOT CHORD 14-15= 748/1191, 13-14=-748/1191, 13-22=-981/1456, 22-23— 981/1456,
12-23=-981/1456, 11-12= 1357/1819, 10-11= 1357/1819
WEBS 2-15= 592/582, 2-13=-125/411, 3-13=-208/337, 4-13=-453/399, 5-12=-197/375,
6-12=-451/422, 6-1 0=-1 52/275, 1-15=-1005/1252, 8-10= 1262/1677
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=15ft; B=45ft; L=36ft; eave=5ft; Cat. II;
Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 10-9-8, Exterior(2) 10-9-8 to
25-3-10, Interior(1) 25-3-10 to 35-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 828 lb uplift at joint 16 and 811 lb uplift at
joint 9.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
0 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED M/7EK REFERANCE PAGEMII-7473 rev, 10/032015 BEFORE USE.
Design valid for use only with MiTekb 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 appllcabfllty 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
Mire k'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrlcallon, 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 Street, Suite 312. Alexandria VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply.
T12269794
74696
B4
ROOFTRUSS
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 09:05:38 2017 Page 1
1 D:IWbPhi5y4bfhyl f2Acyz8Nyem4C-nyKzXKHG?UJ 17kOq 1 ZeZsE0R?bHP5RcA0jkr?_ySuvR
r 5.0.0 9.0-0 12-0-9 18-11-7 22-0-0 28-10-4 36-0-0
5-0-0 4-0-0 6-10-13 3-0-9 6-10-4 7-1-12
3x4
5.00 f12
Sx8 3x4 11 3x4 = 5x6 =
3 4 20 21 225 23 6
Scale: 3/16"=1'
17 26 27, 16 15 14 13 12 11 10 9
6x8 = 46 = 4x4 = 3x4 11 3x8 = 3x4 i 6x8
3x4 =
4x6 =
i 9-0-0 12-0-9 i
18-11-7
i 22-0-0
28-10-4 36-0-0 i
8-0-0 3-0-9
6-10-13
3-0-9
6-10-4 7-1-12
Plate Offsets (X Y)--
f3:0-5-12,0-2-81,f6:0-3-0,0-2-41
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL, in
(Ioc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.75
Vert(LL) -0.41
11-13 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.92
Vert(TL) -0.89
11-13 >483 240
BCLL 0.0 '
Rep Stress Incr YES
W B
0.76
Horz(TL) 0.10
9 n/a n/a
BCDL 10.0
Code FBC2014/fP12007
(Matrix-M)
Wind(LL) 0.50
11-13 >861 240
Weight: 228lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-11-2 oc purlins, except
BOT CHORD 2x4 SP M 30
end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oe bracing.
WEBS
1 Row at midpt 7-9, 2-17
REACTIONS. (lb/size) 9=1407/Mechanical, 17=1435/Mechanical
Max Harz 17= 196(LC 10)
Max Uplift9=-764(LC 12), 17= 764(LC 12)
Max Grav9=1509(LC 19), 17=1559(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-19_ 1692/1123, 3-19=-1685/1135, 3-4=-1976/1341, 4-20=-1976/1341,
20-21 =-1 976/1341, 21-22=-1976/1341, 5-22=-1976/1341, 5-23=-1957/1381,
623=-1957/1381, 6-24=-2092/1389, 7-24=-2156/1377, 7-25= 192/284, 825=-253/271,
8-9= 264/342
BOT CHORD 17-26=-619/1341, 26-27=-619/1341, 16-27=-619/1341, 15-16=-680/1615,
14-15=-680/1615, 13-14=-939/1989, 12-13=-939/1969, 11-12= 939/1989,
10-11= 1234/2090, 9-10= 1234/2091
WEBS 3-16= 507/219, 3-14=-683/1339, 4-14=-659/513, 5-13=-145/291, 5-1 1=-459/1 99,
6-11=-221/529, 7-11=-267/316, 7-9=-2255/1322, 7-10=0/295, 2-16=-1081608,
2-17=-1725/1113
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=151h B=45ft L=36fh eave=5ft Cat. II;
Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 9-0-0, Exterior(2) 9-0-0 to
25-7-3, Interior(1) 25-7-3 to 35-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with. BCDL = 10.Opsf.
6) Ceiling dead load (5.0 psf) on member(s). 3-4, 4-5, 5-6
7) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-14
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 764 lb uplift at joint 9 and 764 lb uplift at
joint 17.
10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE.
"
Design valid for use only with MITek0 connectors, This design Is based only upon parameters shown, and Is for an Individual buAding component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
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/TPIi Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 3M Alexandria, VA22314.
Tampa, FL 3361D
Job
Truss
Truss Type
ty
Ply'
T12269795
74696
BS
ROOFTRUSS
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 09:05:39 2017 Page 1
I D:IW bPhi5y4bfhyl f2Acyz8Nyem4C-FBuLkglumnRuluz 1 bG9oPSZaP?dPgrrKFNTOXQySuvQ
i 7-0-0 12-0-9 18-11-7 24-0-0 30-10-4 i 36-0-0
7-0-0 6-10-13 5-0-9 6-10-4 5-1-12
5x8 =
5.00 12 3x4 5x6 = 5x6 —
2 18 3 19 4 20 21 5
4x5
Scale: 3/16"=1'
15 14 13 12 11 10 9 8
3x6 II 3x5 = 4x6 = 4x4 = 3x4 11 3x8 = 6x8 =
5x6 WB=
7-0-0 12-0-9
18-11-7
24-01
36-M _
7-0-0 5-0-9
6-10-13
5-0-9
12-0-0
Plate Offsets (X,Y)--
f1:0-2-0 0-1-121 f2:0-5-12,0-2-81 f4:0-2-4,0-3-41,f5:0-3-0,0-2-41
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.83
Vert(LL) -0.47
9-11 >910 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.94
Vert(TL) -1.28
8-9 >334 240
BCLL 0.0 '
Rep Stress Incr YES
W B
0.96
Horz(TL) 0.09
8 n/a n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Wind(LL) 0.64
9-11 >668 240
Weight: 207lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-10-5 oc puriins, except
BOT CHORD 2x4 SP M 30
end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
OTHERS 2x4 SP No.3
WEBS
1 Row at midpt 6-8
REACTIONS. (lb/size) 15=1457/Mechanical, 8=1424/Mechanical
Max Horz 15= 162(LC 10)
• Max Uplift15=-750(LC 12), 8=-754(LC 12)
Max Grav 1 5=1 516(LC 18), 8=1512(LC 19)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-1 6=-1 569/997, 16-17— 1510/998, 2-17=-1508/1009, 2-18=-2240/1443, 3-18=-2240/1443,
3-19=-2240/1443, 4-19= 2240/1443, 4-20=-2084/1412, 20-21=-2084/1412,
5-21=-2084/1412, 5-22=-2225/1416, 6-22= 2286/1405, 1-15=-1433/1009
BOT CHORD 13-14=-659/1478, 12-13= 659/1478, 11-12— 1093/2235, 10-11 =-1 095/2234,
9-10= 1095/2234, 8-9=-1228/1913
WEBS 2-14=-699/476, 2-12= 694/1479, 3-12= 611/471, 4-9=-520/93, 5-9= 161/512, 6-9=0/337,
1-14=-836/1490, 6-8— 2150/1493
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=15ft; B=45ft; L=36ft; eave=5fh Cat. 11;
Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 7-0-0, Exterior(2) 7-0-0 to
27-7-3, Interior(1) 27-7-3 to 35-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Ceiling dead load (5.0 psf) on member(s). 2-3, 3-4, 4-5
7) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 11-12
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 750 lb uplift at joint 15 and 754 lb uplift at
joint 8.
10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITekb connectors. This design is based only upon parameters shown, and is for on Individual buiding component, not
�
a truss system. Before use, the building designer must verify the appllcobillty of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information avaltable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
city
Ply
T12269796
TJ.b
74696
B6
ROOF TRUSS
1
eference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7,640 s Aug 16 2017 Mi rek Industries, Inc. Mon Oct 16 09:05AO 2017 Page 1
I D:IW bPhi5y4bfhyl f2Acyz8Nyem4C-j LSky01 W X5ZIN2YD8zg I xf5m3PynZMSTTI Dy3sySuvP
i 5-M 12-0-9 18-11-7 26-0-0 30-10-4 36-0-0
5-0-0 7-0-9 6-10-13 7-0-9 4-10-4 5-1-12
3X4 11 4X6 =
5.00 12 5x8 =
4x8 = 3x4 = 5x6 =
19 2 20 21 3 4 22 5 6 23 24 7
4x5
Scale: 3/16"=1'
17 16 15 14 13 12 11 10
3x6 II 3x5 = 5x6 WB= 4x5 = 3x4 II 3x8 = 6x8
5x8 W B =
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.78
Vert(LL)
-0.55 11-13 >785 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.99
Vert(TL)
-1.30 11-13 >331 240
BOLL' 0.0
Rep Stress Incr YES
WB 0.68
Horz(TL)
0.10 10 n/a n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Wind(LL)
0.8011-13 >538 240
Weight: 200lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins, except
BOT CHORD 2x4 SP M 30
end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
OTHERS 2x4 SP No.3
WEBS
1 Row at midpt 2-14, 5-11, 8-10
REACTIONS. (lb/size) 17=1480/Mechanical, 10=1441/Mechanical
Max Horz 17=-128(LC 10)
° Max Upliftl7=-737(LC 12), 10=-743(LC 12)
Max Grav 1 7=1 530(LC 18), 10=1520(LC 19)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP. CHORD 1-18=-1364/866, 18-19=-1324/870, 2-19=-1303/878, 2-20=-2623/1592, 20-21=-2623/1592,
3-21=-2623/1592, 3-4=-2623/1592, 4-22= 2623/1592, 5-22=-2623/1592, 5-6=-2160/1435,
6-23=-2160/1435, 23-24— 2160/1435, 7-24=-2160/1435, 7-25=-2272/1462,
8-25=-2348/1448, 1-17=-1459/993
BOT CHORD 15-16= 570/1280, 14-15=-570/1280, 13-14=-1294/2603, 12-13=-1294/2603,
11-12=-1294/2603, 10-11=-1195/1909
WEBS 2-16= 823/571, 2-14=-916/1868, 4-14=-638/515, 5-13=-161,285, 5-11=-778/218,
7-11= 175/496, 8-11= 13/389, 1-16=-834/1433, 8-10= 2162/1418
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=36ft; eave=5ft; Cat. II;
Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 5-0-0, Extedor(2) 5-0-0 to
29-7-3, Interior(1) 29-7-3 to 35-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0.psf bottom chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Ceiling dead load (5.0 psf) on member(s). 2-4, 4-5, 5-7
7) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-14
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 737 lb uplift at joint 17 and 743 lb uplift at
joint 10.
10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MfrEKREFERANCE PAGE 11,1I/-7473 rev. 10/03,2015 BEFORE USE.
'
Design valid for use only with MITek(D connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding 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 available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Ply '
T12269797
74696
B7
HIP
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 M7ek Industries, Inc. Mon Oct 16 09:05A1 2017 Page 1
I D:IW bPhi5y4bfhyl f2Acyz8Nyem4C-BX069LJSI Phb_C6PihBGUteuOpREI nlcihyVblySuvO
3-0-0 9-3-14 15-6-0 i 21-8-2 28-" 36-0-0
3-0-0 6.3-14 6-2-2 6-2-2 6-3-14 8-0-0
5.00 F12
Sx8 =
4x5
Scale: 3/16°_I'
3x4 11 3x8 = 3x6 = 3x4 11 . 5x8 —
18 19 3 420 5 21 6 22 7
i
1
23
24
5x6
8
17 16
3x6 11 3x5 =
3-0-0 1 93-14
15 14 13
4x8 = 4x6 = 3x4 II
15-"
12 11 10
3x8 = 3x6 5x6 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/dell
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.99
Vert(LL)
-0.15 12-13
>999
360
TCDL
7.0
Lumber DOL
1.25
BC 0.40
Vert(TL)
-0.37 12-13
>999 -
240
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.77
Horz(TL)
0.08 9
n/a
Na
BCDL
10.0
Code FBC2014/TPI2007
(Matrix-M)
Wind(LL)
0.23 12-13
>999
240
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3 BOT CHORD
WEBS
REACTIONS. (lb/size) 17=1 321 /Mechanical, 9=1 321 /Mechanical
Max Horz 17=-126(LC 12)
Max Upliftl7=-832(LC 12), 9= 815(LC 12)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-894/756, 2-18=-2000/1697, 18-19— 2000/1697, 3-19=-2000/1697, 3-20=-2000/1697,
4-20=-2000/1697, 4-5= 2487/2085, 5-21=-2487/2085, 6-21=-2487/2085, 6-22= 2487/2085,
7-22= 2487/2085, 7-23= 1957/1599, 23-24=-1966/1585, 8-24=-2041/1582,
1-17=-1305/1112, 8-9=-1242/1079
BOT CHORD 15-16= 472/779, 14-15=-1848/2543, 13-14= 1848/2543, 12-13= 1848/2543,
11-12=-1333/1802, 10-11=-1333/1802
WEBS 2-16=-807/766, 2-15=-1195/1523, 3-15= 365/438, 4-15=-686/538, 4-13=0/250,
6-12=-366/414, 7-12=-647/934, 1-16=-975/1210, 8-10— 1148/1636
9
4x6 II
PLATES GRIP
MT20 244/190
Weight: 209 lb F F = 20%
Structural wood sheathing directly applied or 4-1-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 5-5-4 oc bracing.
1 Row at midpt 2-15, 8-10
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=15ft; B=45ft; L=36ft; eave=5ft; Cat. II;
Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 8-1-2, Interior(1) 8-1-2 to 28-0-0, Exterior(2) 28-0-0 to
33-1-2 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 832 lb uplift at joint 17 and 815 lb uplift at
joint 9.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITeM connectots. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web aril/or chord members only. Additional temporary and permanent bracing
MOW
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 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
ty
Ply
' T12269798
74696
B8
SPECIAL
1
1
Job Reference o tional
Chambers Truss, Inc., Fort Pierce, FL - 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 09:05A2 2017 Page 1
ID:IWbPhi5y4bfhylf2Acyz8Nyem4C-fjaUMhKn3ipScMhbGOiVO4BBMCm?1 DomxLi28lySuvN
7-3-7 14-5-2 21-6-14 28.8-9 36-0-0 i
1 7-3-7 1 7-1-11 7-1-11 7-1-11 7-3-7
Scale = 1:62.9
4x6 = 3x4 II 3x6 = 3x8 = 3x4 II 4x6 = 3x10 = 3x4 II
1 17 18 2 3 4 19 20 5 6 7 21 22 8
16
3x6 11
15 14 13
4x12 = 4x6 = 3x4 II
12 11 10
3x10 = 3x6 = 3x4 11
9
6x8 =
73-7 14-5-2
21-6-14
28-8-9 36-M
' 7-3-7 7-1-11
7-1-11
7-1-11 7-3-7
Plate Offsets (X,Y)--
f6:0-3-0,Edgel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.66
Vert(LL)
-0.23 12-13 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.49
Vert(TL)
-0.56 12-13 >762 240
BCLL 0.0
Rep Stress Incr YES
W B 0.86
Horz(TL)
0.12 9 n/a n/a
BCDL 10.0
Code FBC2014/ P12007
(Matrix-M)
Wind(LL)
0.34 12-13 >999 240
Weight: 196lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-11-3 oc pudins, except
BOT CHORD 2x4 SP M 30
end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 4-10-8 oc bracing.
WEBS
1 Row at midpt 1-15, 4-15, 7-12, 7-9
REACTIONS, (Ib/size) 16=1 321 /Mechanical, 9=1321/Mechanical
Max Uplift16=-824(LC 12), 9= 824(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-16=-1254/1035, 1-17=-2077/1559, 17-18=-2077/1559, 2-18=-2077/1559,
2-3=-2077/1559, 3-4=-2077/1559, 4-19=-3056/2274, 19-20=-3056/2274, 5-20= 3056/2274,
5-6=-3056/2274, 6-7=-3056/2274
BOT CHORD 14-15=-2275/3056, 13-14= 2275/3056, 12-13=-2275/3056, 11-12=-1560/2078,
10-11=-1560/2078, 9-1 0=- 1560/2078
WEBS 1-15=-1731/2312, 2-15=-416/485, 4-15=1109/827, 4-13=0/281, 5-12=-378/426,
7-12= 825/1108, 7-10=0/308, 7-9=-2313/1733
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=36ft eave=5ft; Cat. 11;
Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 35-10-4 zone; cantilever left
and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.66
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 824 lb uplift at joint 16 and 824 lb uplift at
joint 9.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Q WARNING - Verify design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPAGE Mll--7473 rev. 1av=015 BEFORE USE.
Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
�
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and miss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 3M Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
0 y
Ply '
T12269799
74696
C
HIP
1
1
Job Reference o tional
Chambers Truss, Inc., Fort Pierce, FL 7.64u s Aug 1 ti zul r Mi i ex mausmes, inc. Mon Oci i 6 09:05:44 zoi r rage i
I D:I W bPhi5y4bfhyl f2Acyz8Nyem4C-b6hEnNL1 bK3Arfr_Nplz6VGadOU9VJA30esgCdySuvL
5.8-11 8-6-0 10-10-D 11-4- 13-7-5 19-4-0 21-4-0
5-8-11 2-9-5 2-4-0 -6- 2-3-5 5-8.11 2-0-0 '
Scale = 1:36.8
4x4 =
4x4 =
4x4 = 3x4 = 3x4 = 4x4 =
8-6-0
10-10-0 11-4-
19-4-0
8-6-0
2-4-0 -6
8-"
Plate Offsets (X,Y)--
15.0-0-0 0-0-01
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.29
Vert(LL)
-0.08 10-13
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.32
Vert(TL)
-0.21 10-13
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.12
Horz(TL)
0.03 6
n/a
n/a
BCDL 10.0
Code FBC2014ITP12007
(Matrix-M)
Wind(LL)
0.06 10-13
>999
240
Weight: 84lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x4 SP M 30 BOT CHORD
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=713/0-7-10, 6=828/0-7-10
Max Horz 1 =-1 55(LC 10)
Max Upliftl=-443(LC 12), 6= 622(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-17=-1231/1046, 17-18=-1181/1047, 2-18=-1156/1054, 2-3=-1000/900, 3-4=-895/862,
4-5=-998/886, 5-19= 1148/1068, 6-19= 1223/1061
BOT.CHORD 1-10=-800/1090, 9-10— 549/895, 8-9= 549/895, 6-8=-848/1081
WEBS 2-10=-292/402, 3-10= 197/260, 4-8=-177/250, 5-8=-282/387
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 7-11-11 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, interior(1) 3-0-0 to 8-6-0, Exterior(2) 8-6-0 to 10-10-0,
Interior(1) 15-0-15 to 21-4-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. -
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 443 lb uplift at joint 1 and 622 lb uplift at
joint 6.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE
Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BOSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Instihrte, 218 N. Lee Street, Suite 312 Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
ty
Ply
T12269800
74696
F
HIP
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 09:05A4 2017 Page 1
I D:IWbPhi5y4bfhyl f2Acyz8Nyem4C-b6hEnN L1 bK3Arfr_Nplz6VGadOUnVlf3OeB9CdySuvL
-2-0-0 4-9-14 9-0-0 10-0-0 14-2-2 i, 19-0-0 21-0-0
2-0-0 4-9-14 4-2.2 1.0-0 4-2-2 4-9-14 2-0-0
Scale = 1:38.8
4x4 =
4x4 =
3x5 =
5x8 =3x4 =
3x5 =
9-0-0
101-0
19-0-0
9-0-0
1 0,
9-0-0
Plate Offsets (x,Y)--
(2:0-0-14,Edgel, (7:0-0-14,Edgel, f10:0-4-0,0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL. 1.25
TC 0.29
Vert(LL) -0.08
10-13 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.35
Vert(TL) -0.22
10-13 >999 240
BCLL 0.0 '
Rep Stress Incr YES
W B 0.15
Horz(TL) 0.03
7 n/a n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Wjnd(LL) 0.06
10 >999 240
Weight: 90lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 7-9-8 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=814/0-7-10, 7=814/0-7-10
Max Horz 2=165(LC 11)
Max Uplift2= 611(LC 12), 7=-611(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1249/1083, 3-4=-953/797, 4-5= 844/793, 5-6=-955/798, 6-7=-1250/1082
BOT CHORD 2-10= 845/1117, 9-10=-466/844, 7-9= 881/1117
WEBS 3-10=-338/459, 6-9=-339/458
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=1511; B=45ft; L=24ft; eave=4ft Cat. 11;
Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 9-0-0, Exterior(2) 9-0-0 to
10-0-0, Interior(1) 14-4-6 to 2 1 -0-11 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 611 lb uplift at joint 2 and 611 lb uplift at
joint 7.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
0 WARNING - V fify design parameters and READ NOTES ON THIS AND INCLUDED M/rEKREFERANCE PAGE mn-7473 rev. 10/03I2015 BEFORE USE.
Design vaild for use only with MITekS connectors. This design is based only upon parameters shown, and is for an Individual building component, not
�9
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
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/TPI1 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
(Yty
plyr
T12269801
74696
FA
ROOFTRUSS
2
7
Job Reference o tional
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 M7ek Industries, Inc. Mon Oct 16 09:05:45 2017 Page 1
I D:IW bPhi5y4bfhyl f2AcyzBNyem4C-41 Fd?jMfMdB 1 TPQAxXGCejpfhQlhEikCdlwjk4ySuvK
-2-0-0 5-0-14 6-6-0 12-6-0 13-1-5-211-2 , 19-0-0 , 21-0-0 ,
2-0-0 5-0-14 1-5-2 6-0-0 5-0-14 2-0-0
Scale = 1:38.2
3x6 =
4x5 =
4x5 = 5 6
5.00 FIT 2x3 II / 2x3II
7
12
„
,o
3x6 = 3x5 2X3 11
=
2x3 11 3x5 =
6-6-0 9-6-0
12-6-0
, 19-0-0
6-6-0 3-0-0
3-0-0
6-6-0
Plate Offsets (X,Y)--
j2:0-0-6,Edgel,f4:Edge,0-4-61,(5:0-3-0,Edgel,f6:Edge,0-4-61,[8:0-0-6,Edgel
LOADING (psf)
SPACING- 2-0-0
CS].
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.65
Vert(LL) -0.25
10-11 >900 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.62
Vert(TL) -0.51
10-11 >445 240
BCLL 0.0 '
Rep Stress Incr YES
W B 0.36
Horz(TL) 0.03
8 n/a n/a
BCDL 10.0
Code FBC20141TP12007
(Matrix-M)
Wind(LL) 0.1910-11
>999 240
Weight: 76lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 5-4-0 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=877/0-7-10, 8=877/0-7-10
Max Horz 2=172(LC 11)
Max Uplift2=574(LC 12), 8=-574(LC 12)
Max Grav2=954(LC 18), 8=954(LC 19)
FORCES.- (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1413/643, 3-4=-1196/674, 4-5= 414/997, 5-6=-413/997, 6-7=-1196/674,
7-8=-1413/643
BOT CHORD 2-12=-399/1255, 11-12=-399/1255, 10-11=-399/1255i 8-10=-399/1255
WEBS 3-11=0/368, 7-10=0/368, 4-6=-2305/1157
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=15ft; B=45ft L=24ft; eave=4fh Cat. II;
Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 9-6-0, Exterior(2) 9-6-0 to
12-7-12 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-6
6) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-11
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 574 lb uplift at joint 2 and 574 lb uplift at
joint 8.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
0 WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design vdld for use only with MITe!M connectors. This design Is based only upon parameters shown, and Is for c in Individual building component, not
�p
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent 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 l Quality Criteria, DSE-89 and SCSI 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
ty
Ptyr
T12269802
74696
FB
ROOFTRUSS
4
1
�J.bl`!.f.,.nce(optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 09:05:46 2017 Page 1
I D:IW bPhi5y4bfhyl f2Acyz8Nyem4C-YUp?C3N H6xJu5z?NVEnRBwLpng3vz9aLsygGH WySuvJ
-2-0-0 5-0-14 6-6-0 12-6-0 13-11-2 , 19-0-0 21-0-0
2-0-0 5-0-14 ' 1-5-2 6-0-0 1-5-2 5-0-14 2-0-0
Scale = 1:35.4
3x6 =
4x5 = 4 4x5 =
3 5
5.00 12
2x3 I I 2x3 11
6
18
a 1
d
„ 10 9
4x4 = 3x6 = 2x3 11 2x3 1 I 4x4 =
Plate Offsets (X,Y)--
I1:0-1-10,Edge1,(3:Edge,0-4-61,(4:0-3-0,Edgel,f5:Edge,0-4-61,17:0-1-10,Edgel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.76
Vert(LL) -0.31
9-10 >735 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.75
Vert(TL) -0.57
9-10 >400 240
BCLL 0.0 '
Rep Stress Incr YES
W B 0.38
Hor7(TL) 0.04
7 n/a n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Wind(LL) 0.19
9-10 >999 240
Weight: 73lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 4-11-7 oc puffins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=764/0-7-10, 7=879/0-7-10
Max Horz 1=-170(LC 10)
Max Upliftl=-398(LC 12), 7=-576(LC 12)
Max Grav1=904(LC 18), 7=1002(LC 19)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-18= 1533/663, 2-18= 1446/672, 2-3=-1294/702, 3-4= 444/1107, 4-5—
465/1107,
5-67_1295/681, 6-7=-1533/650
BOT CHORD 1-11= 430/1364, 10-11=-430/1364, 9-10=-430/1364, 7-9=-430/1364
WEBS 2-10=0/440, 6-9=0/440, 3-5= 2531/1244
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=15ft B=45ft L=24ft eave=4ft; Cat. II;
Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-6-0, Exterior(2) 9-6-0 to 12-7-12
zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Ceiling dead load (5.0 psf) on member(s). 2-3, 5-6, 3-5
6) Bottom chord, live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 9-10
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 398 lb uplift at joint 1 and 576 lb uplift at
joint 7.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/03,2016 BEFORE USE.
ter.
"
Design valid for use only with A41Tek® connectors. This design is based only upon parameters shown, and Is for an Individual building component. not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of busses and buss systems, seeANSI/TPI1 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
ty
Ply
T12269803
74696
GRA
HIP
1
2
Job Reference (optional)
wnnmeia 1 i u , run rie—, rL r.ovv s mug ro evi r mi i eK mausrnes, inc. mon vcr i o va:ub:vc zvr r rage i
I D:I WbPhi5y4bfhyl f2Acyz8Nyem4C-UtxIdIPXeYZcKH9lcfpvGLREtdnbRl W eJG9NLOySuvH
-2-0-0 i 3-9-14 7-0-0 12-6-14 18-0-0 23-5-2 29-0-0 32-2-2 36.0-0 38-0-0
2-0-0 3-9-14 3-2-2 5-6-14 5-5-2 5-5-2 5-6-14 3-2-2 3-9-14 2-0-0
Scale = 1:67.2
Sx8 3x4 11
5.OD 12
3 24 25 26 4 27
3x8 = 4x6 = 3x4 11 5x8 =
28 29 5 30 6 731 32 33 34 8
m
017
0
" 35 16 36 — 37 38 39 " 40 41 13 " 42 43 44 "
3x5 = 3x4 I 4x6 = 3x10 = 3x4 II 3x10 = 3x4 13x5 =
5x6 W B =
3-8-14 10-0 12-6-14
18-0-0
23-5-2
29-0-0 32-2-2 36-0-0
' 3-9-14 ' 3-2-2 5-0-14
5-5-2
5-5-2
5-6-14 3-2-2 3-9-14
Plate Offsets (X,Y)--
f3:0-5-12,0-2-81, 16:0-3-0,Edgel, f8:0-5-12,0-2-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.40
Vert(LL) -0.31
14 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.61
Vert(TL) -0.71
12-14 >612 240
BCLL 0.0 '
Rep Stress Incr NO
W B
0.48
Horz(TL) 0.16
9 n/a n/a
BCDL 10.0
Code FBC2014/fP12007
(Matrix-M)
Wind(LL) 0.50
14 >871 240
Weight: 342lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 5-7-14 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 7-2-5 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=2419/0-7-10, 9=2419/0-7-10
Max Horz2=155(LC 7)
Max Uplift2=-1739(LC 8), 9=-1739(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-5141/3469, 3-24= 6852/4758, 24-25=-6852/4758, 25-26=-6852/4758,
4-26=-6852/4758, 4-27=-6852/4758, 27-28=-6852/4758, 28-29= 6852/4758,
5-29=-6852/4758, 5-30=-6853/4759, 6-30=-6853/4759, 6-31=-6853/4759,
7-31=-6853/4759, 7-32=-6853/47b9, 32-33=-6853/4759, 33-34=-6853/4759,
8-34=-6853/4759, 8-9=-5142/3470
BOT CHORD 2-17=-3002/4668, 17-35=-3003/4685, 16-35=-3003/4685, 16-36= 3003/4685,
15-36=-3003/4685, 15-37=-4943/7501, 37-38=-4943/7501, 38-39=-4943/7501,
14-39=4943/7501, 14-40=-4943/7501, 40-41=-4943/7501, 13-41=-4943/7501,
13-42=-4943/7501, 12-42=-4943/7501, 12-43= 3004/4686, 43-44=-3004/4686,
11-44= 3004/4686, 9-11=-3003/4669
WEBS 3-17=-34/491, 3-15=-1697/2529, 4-15— 584/608, 5-15=-779/503, 5-14=0/381,
5-12=-755/501, 7-12=-585/609, 8-12=-1697/2508, 8-11=-35/491
NOTES-
1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row 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 LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=361t; eave=5ft; Cat. II;
Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1739 lb uplift at joint 2 and 1739 lb uplift at
joint 9.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Continued on page 2
Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11411-7473 rev. 101032015 BEFORE USE.
Design valid for use only with Miiek® connectors. This design Is based only upon parameters shown, and is for on individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
Is, always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, scoANSi/TPI1 Quality Criteria, DSB-89 and SCSI 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
Oty
Ply
T12269803
74696
GRA
HIP
1
2
Job Reference 0 ti.nal
cnamoers i russ, inc., r-On r18rce, rL
7.640 s Aug 16 2017 Mi rek Industries, Inc. Mon Oct 16 09:05:48 2017 Page 2
ID:IWbPhi5y4bfhylf2Acyz8Nyem4C-Ub(ldIPXeYZcKH9lcfpvGLREtdnbRl WeJG9NLOySuvH
NOTES-
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 264 lb down and 326 lb up at 7-0-0, 135 lb down and 171 lb up at 9-0-12,
135 lb down and 171 lb up at 11-0-12, 135 lb down and 171 lb up at 13-0-12, 135 lb down and 171 lb up at 15-0-12, 135 lb down and 171 lb up at 17-0-12, 135 lb down and
171 lb up at 18-11-4, 135 lb down and 171 lb up at 20-11-4, 135 lb down and 171 lb up at 22-11-4, 135lb down and 171 lb up at 24-11-4, and 135 lb down and 171 lb up at
26-11-4, and 264 lb down and 352 lb up at 29-0-0 on top chord, and 272 lb down and 142 lb up at 7-0-0, 62 lb down and 4 lb up at 9-0-12, 62 lb down and 4 lb up at 11-0-12,
62 lb down and 4 lb up at 13-0-12, 62 lb down and 4 lb up at 15-0-12, 62 lb down and 4 lb up at 17-0-12, 62 lb down and 4 lb up at 18-11-4, 62 lb down and 4 lb up at 20-11-4
, 62 lb down and 4 lb up at 22-11-4, 62 lb down and 4 lb up at 24-11-4, and 62 lb down and 4 lb up at 26-11-4, and 272 lb down and 142 lb up at 28-11-4 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 Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 3-8=-54, 8-10=-54, 18-21=-20
Concentrated Loads (lb)
Vert: 3=-129(F) 6=-86(F) 8=-129(F) 17=-233(F) 11=-233(F) 25=-86(F) 26= 86(F) 27=-86(F) 28— 86(F) 29= 86(F) 30=-86(F) 31=-86(F) 32=-86(F) 33=-86(F) 35=-37(F)
36= 37(F) 37=-37(F) 38=-37(F) 39=-37(F) 40= 37(F) 41= 37(F) 42=-37(F) 43=-37(F) 44= 37(F)
WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MlTekb connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Welk'
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, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 3 M Alexandda, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
a y
Ply
T12269804
74696
ORB
SPECIAL
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 09:05:50 2017 Page 1
I D:I W bPhi5y4bfhyl f2Acyz8Nyem4C-QG3W 2QQoAAgKaa18k4sNLmW YDRVbvsyxmaeTQHySuvF
43-4.6
-2-0-0 1-9-0 3-18-14 6-10-0 8-7-10 11.8-13 14.10-0 M-110 25-0-0 Ur 32-1-0 37-2-0 40-2-0 43-2-0 46-3-2 50-0-0 52-0-0
2-0-0 1-9-0 1-17-14 3-1-2 1-9-10 3-7.3 3-1-3 5-1-0 5-1-0 2-0-0 5-1-0 5-1-0 3-0-0 3-0-0 0- 6 3-8-14
2-10-12
Scale: 1/8'=l'
5x6 =
5x6 =
9 10
30 29 28
3x6 =
2.00 12
3x4 II 19 18
3x5 =
WO MT78HS =
4x,5 =
5x10 = 3x4 I I
4x5 —_
3x4 I I
3x4 I
8-7.10
46-3-2
7-9-0 3-6-14 6.70-0 -0 14-10-0
19-11-0
26-0-0
32-1-0
37-2 0
40-2-0 43-4-6 4 -0 50-D-0
1-11-14 3-1-2 -2- 6-2-6
5-7-0
6-1-0
6-i-0
5-1-0
3-0-0 3-2fi 0- - 0 3-8-14
0-7-10
2.3-2.
Plate Offsets (X,Y)--
f4:0-5-12 0-2-8) f9:0-3-0 0-2-41 (10:0-3-0
0-2-41 f19:0-7-4
0-3-01
LOADING (psf)
SPACING- 2-0-0
CSL
DEFL. in
(loc) I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.54
Vert(LL) -0.12
22 >999
360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.45
Vert(TL) -0.33
22-24 >999
240
MT18HS 244/190
BCLL 0.0 '
Rep Stress Incr NO
WB
0.74
Horz(TL) 0.14
19 n/a
n/a
BCDL 10.0
Code FBC20141TP12007
(Matrix-M)
Wind(LL) 0.10
22 >999
240
Weight: 269lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 4-6-3 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly
applied or 5-1-4 oc bracing.
WEBS 2x4 SP No.3 *Except*
5-28,14-19: 2x6 SP No.2
REACTIONS. (lb/size) 28=3113/0-7-10, 19=1735/0-7-10
Max H orz 28=-356(LC 6)
Max Uplift28=-2489(LC 8), 19=-1127(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1752/1728, 3-4= 1737/1846, 4-5=-2508/2671, 5-6=-2515/2680, 6-37=-1565/558,
7-37=-1565/558, 7-8_ 1823/85, 8-9=-1632/485, 9-10= 1573/502, 10-11=-2178/881,
11-12=-2130/729, 12-13_ 654/0, 13-14=-622/0, 14-15=-770/969, 15-16=683/762
BOT CHORD 2-30=-1637/1766, 29-30=-1637/1766, 28-29= 1602/1735, 27-28=-1741/2235,
26-27=-511/1816, 25-26=0/1861, 24-25=0/1873, 23-24=-33/1654, 22-23=-36/1642,
21-22=-262/2007, 20-21=-258/2003, 19-20=-996/988, 18-19=-677/761, 16-18=-677/761
WEBS 4-29=-613/702, 4-28=-2033/1939, 6-27=-683/1718, 7-27=-1065/498, 7-26= 1377/1398,
8-26= 391/536, 8-24=-413/289, 9-24=-24/481, 10-24=-55/392, 10-22=-462/819,
11-22= 374/353, 12-22=-292/156, 14-19=-1417/918, 14-20= 626/1430, 12-20=-1838/889,
6-28=-1558/773
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=15ft; B=45ft; L=50ft; eave=61t; Cat. II;
Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2489 lb uplift at joint 28 and 1127 lb uplift at
joint 19.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 167 lb up at
6-10-0 on top chord, and 428 lb down and 343 lb up at 6-10-0, and 60 lb down and 4 lb up at 7-0-5, and 419 lb down and 236 lb up at
1-9-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
Continued on Daae 2
Q WARNING- Verify des/gn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111.7473 rev. 1010312015 BEFORE USE
'
Design vaild for use only with MiTekb connectots. This design Is based only upon parameters shown, and Is for an Individual buiding component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
Is always required for stability and to prevent collapse wlih 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 available from Truss Plate Institute. 218 N. tee Street, Suite 312 Afexandda VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
oty
ply,
T122ss804
74696
GRB
SPECIAL
1
1
Job Reference (optional)
i russ, mc., ran nerce, rL
/.b4U S Aug 1 to zul / ml I eK industries, inc. Mon Uct 16 uu:ub:bu 2ul / 11a9e 2
1 D:IWbPhi5y4bfhyl f2Acyz8Nyem4C-QG3W2QQoAAgKaal8k4sNLmW YDRVbvsyxmaeTQHySwF
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-54, 4-7=-54, 7-9� 54, 9-10=-54, 10-12=-54, 12-13=-54, 13-17=-54, 28-31= 20, 24-28= 20, 19-24=-20, 19-34=-20
Concentrated Loads (lb)
Vert: 4=-82(F) 29=-464(F) 30— 379(F)
0 WARNING -Verily design parameters and READ NOTES ON THIS ANDINCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with M tekb connectors. This design Is based only upon parameters shown, and Is for on individual building component not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6964 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
Q
ply'
T12269805
74696
GRC
HIP
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 Mi rek Industries, Inc. Mon Oct 16 09:05:50 2017 Page 1
1 D:IW bPhi5y4bfhyl f2Acyz8Nyem4C-QG3W2QQoAAgKaal8k4sNLm W YQRW rv_PxmaeTQHySuvF
3-8-14 i 7-0-0 12-4-0 15-6-2 i 19-4-0 21-4-0
3-9-14 3-2-2 5-4-0 3-2-2 3-9-14 2-0-0
s— F;_�
4x8 =
2 15 16 17
4x6 =
4x4 = 2x3 11 - 3x4 = 3X4 =
3-9-14 7-0-0
Plate Offsets (X,Y)-- (2:0-5-4,0-2-01, (4:0-1-2,Edgel
15-6-2 19-4-0
Scale = 1:35.9
Io.
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2014/TP12007
CSI.
TC 0.53
BC 0.43
WB 0.20.
(Matrix-M)
DEFL. in
Vert(LL) 0.13
Vert(TL) -0.21
Horz(TL) 0.06
(loc) Well Ud
6-8 >999 240
6-8 >999 240
4 n/a n/a'
PLATES GRIP
MT20 244/190
Weight: 79 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 4-3-4 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 6-5-3 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1197/0-7-10, 4=1313/0-7-10
Max Horz 1= 133(LC 6)
Max Upliftl= 807(LC 8), 4=-986(LC 8)
FORCES. (lb) - Max.'Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-2417/1625, 2-15_ 2180/1556, 15-16= 2180/1556, 16-17= 2180/1556,
3-17=-2180/1556, 3-4=-2414/1613
BOT CHORD 1-8=-1309/2165, 7-8=-1313/2184, 7-18=-1313/2184, 6-18=-1313/2184,
4-6=-1296/2161
WEBS 2-8=-70/520, 3-6=-64/524
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=15ft; B=45ft; L=24ft; eave=4ft Cat. II;
Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 807 lb uplift at joint 1 and 986 lb uplift at
joint 4.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 277 lb down and 326 lb up at 7-0-0,
135 lb down and 171 lb up at 9-0-12, and 135 lb down and 171 lb up at 10-3-4, and 264 lb down and 345 lb up at 12-4-0 on top chord,
and 272 lb down and 142 lb up at 7-0-0, 62 lb down and 4 lb up at 9-0-12, and 62 lb down and 4 lb up at 10-3-4, and 272 lb down and
142 lb up at 12-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-54, 2-3=-54, 3-5_ 54, 9-12=-20
Concentrated Loads (lb)
Vert: 2=-129(F) 3=-129(F) 7= 37(F) 8=-233(F) 6=-233(F) 16= 86(F) 17=-86(F) 18=-37(F)
0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 101012015 BEFORE USE.
'
Design valid for use only with Mftek@3 connectors. This design Is based only upon parometers 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 Intothe overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek°
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication storage, delivery, erection and bracing of trusses and buss systems, seeANSI/TPI I Quality Criteria, DSS-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
Type
ty
Ply'
T122698D6
74696
GRD
STruss
PECIAL
1
1
Job Reference (optional)
• • �•• • r.oqu s rug i. zv i r mi i eK inausrnes, inc. man vcr it ae:ruaz zui r rage i
I D:IW bPhi5y4bfhyl f2Acyz8Nyem4C-McAGT6S2in42puSW rVurQBbgBE2hNm?EEu7aUAySuvD
i 5-2-15 10-4-3 15-5-6 20-6-10 25-7-13 30-9-1 36-0-0
5-1-35-1-3 5-2-15
Scale = 1:64.9
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
3x4 11 5x8 MT18HS WB =
4x10 = 3x4 I I 4x8 = 5x8 MT18HS WB = 3x8 = 3x4 11 5x12 = 3x4 11
1 21 22 2 23 24 25 3 26 4 5 27 28 29 6 30 31 32 33 7 34 8 359 36 37 10
20 38 39 19 40 18 17 41 42 16 43 44 16 4�4 46 1347 48 4912 50 51 11
6x8 =
5x8 MT18HS 11 7x12 = 5x8 MT18HS = 3x4 WO= 3x4 11 5x10 = 3x4 I I
5x12 MT18HS WB =
26-6-10 25-7-13
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in (loc)
I/deft
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.77
Vert(LL)
-0.54 15-16
>796
360
TCDL
7.0
Lumber DOL
1.25
BC 0.98
Vert(TL)
-1.25 15-16
>343
240
BCLL
0.0
Rep Stress Incr
NO
WB 0.71
Horz(TL)
0.26 11
n/a
r1/a
BCDL
10.0
Code FBC2014/TPI2007
(Matrix-M)
Wlnd(LL)
0.88 15-16
>488
240
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 31 'Except-
16-20. 2x4 SP M 30
WEBS 2x4 SP No.3 `Except'
1-19,3-19,3-16,6-16,6-13,9-13,9-11: 2x4 SP M 30
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 20=2478/Mechanical, 11=2376/Mechanical
Max Uplift20= 1698(LC 8), 11=-1621(LC 8)
PLATES GRIP
MT20 244/190
MT18HS 244/190
Weight: 201 lb FT = 20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-13 oc purlins, except
end verticals.
BOT CHORD
Rigid ceiling directfy applied or 3-6-0 oc bracing.
WEBS
1 Row at midpt 1-19, 3-19, 9-11
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-20=-2362/1718, 1-21= 3653/2495, 21-22= 3653/2495, 2-22=-3653/2495,
2-23=-3653/2495, 23-24=-3653/2495, 24-25=-3653/2495, 3-25=-3653/2495,
3-26=-7203/4923, 4-26=-7203/4923, 4-27-7203/4923, 5-27=-7203/4923,
5-28= 7203/4923, 28-29= 7203/4923, 29-30=-7203/4923, 6-30= 7203/4923,
6-31= 6015/4114, 31-32= 6015/4114, 32-33- 6015/4114, 7-33=-6015/4114,
7-34=-6015/4114,8-34=-6015/4114,8-35=-6015/4114,9-35=-6015/4114
BOT CHORD 19-40=-4119/6021, 18-40=-4119/6021, 17-18=-4119/6021, 17-41- 4119/6021,
41-42= 4119/6021, 16-42=-4119/6021, 16-43=-4930/7211, 43-44= 4930/7211,
44-45=-4930/7211, 15-45=-4930/7211, 14-15=-4930/7211, 14-46=-4930/7211,
13-46=-4930/7211, 13-47=-2503/3662, 47-48=-2503/3662, 48-49=-2503/3662,
12-49=-2503/3662, 12-50= 2503/3662, 50-51=-2503/3662, 11-51=-2503/3662
WEBS 1-19=-2849/4171, 2-19= 520/561, 3-19=-2739/1878, 3-17=0/355, 3-16=-930/1367,
5-16=-488/524, 6-15=0/366, 6-13_ 1383/944, 7-13=-483/521, 9-13=-1863/2722,
9-12=0/389, 9-11=-4181/2857
NOTES-
1) Wind: ASCE 7-10; Vult=170Mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=36ft; eave=5ft; Cat. II;
Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1698 lb uplift at joint 20 and 1621 lb uplift at
joint 11.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Loominuea on Daae z
WARNING - Verify des/gn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE
'
Design valid for use only with MITek0 connectors. This design is based only upon parameters shown, and Is for an Individual buildingfcomporient, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
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/TPI1 Quality Criteria, DSB-89 and SCSI 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
Q
Pry '
T12269806
74696
GRD
SPECIAL
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
7.640 5 Aug 16 2011 MI I eK Inausirles, Inc. Mon Ucl 10 Uy:Ub:bZ ZU1 r rage Z
I D:IW bPhi5y4bfhyl f2Acyz8Nyem4C-McAGT6S2in42puSW rVurQBbgBE2hNm?EEu7aUAySuvD
NOTES-
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 135 lb down and 171 lb up at 0-1-12, 135 lb down and 171 lb up at 2-2-4,
135 lb down and 171 lb up at 4-2-4, 135 lb down and 171 lb up at 6-2-4, 135 lb down and 171 lb up at 8-2-4, 135 lb down and 171 lb up at 10-2-4, 135 lb down and 171 lb up at
12-2-4, 135 lb down and 171 lb up at 14-2-4, 135 lb down and 171 lb up at 16-2-4, 135 lb down and 171 lb up at 18-2-4, 135 lb down and 171 lb up at 20-2-4, 135 lb down and
171 lb up at 22-2-4, 135 lb down and 171 lb up at 24-2-4, 135 lb down and 171 lb up at 26-2-4, 135 lb down and 171 lb up at 28-2-4, 135 lb down and 171 lb up at 30-2-4, and
135 lb down and 171 lb up at 32-2-4, and 135 lb down and 171 lb up at 34-2-4 on top chord, and 62 lb down and 4 lb up at 0-1-12, 62 lb down and 4 lb up at 2-2-4, 62 lb down
and 4 lb up at 4-2-4, 62 lb down and 4 lb up at 6-2-4, 62 lb down and 4 lb up at 8-2-4, 62 lb down and 4 lb up at 10-2-4, 62 lb down and 4 lb up at 12-2-4, 62 lb down and 4 lb
up at 14-2-4, 62 lb down and 4 lb up at 16-2-4, 62 lb down and 4 lb up at 18-2-4, 62 lb down and 4 lb up at 20-2-4, 62 lb down and 4 lb up at 22-2-4, 62 lb down and 4 lb up at
24-2-4, 62 lb down and 4 lb up at 26-2-4, 62 lb down and 4 lb up at 28-2-4, 62 lb down and 4 lb up at 30-2-4, and 62 lb down and 4 lb up at 32-2-4, and 62 lb down and 4 lb up
at 34-2-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-10=-54, 11-20= 20
'Concentrated Loads (lb)
Vert: 20=-37(B) 1=-86(8) 4=-86(B) 18=-37(B) 3=-86(B) 17=-37(B) 8=-86(B) 14=-37(B) 21=-86(B) 22=-86(B) 24=-86(B) 25=-86(B) 26=-86(8) 28=-86(B) 29=-86(B)
30= 86(B) 32=-86(B) 33=-86(B) 34= 86(B) 35=-86(B) 36=-86(B) 37=-86(B) 38=-37(B).39=-37(B) 40=-37(B) 41=-37(B) 42=-37(B) 43=-37(B) 44=-37(B) 45=-37(B)
46=-37(B) 47=-37(B)48=-37(B)49= 37(B) 50= 37(B) 51=-37(B)
® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE.
'
Design valid for use only with MITek0 connectots. This design Is based only upon parameters shown, and Is for an individual b uliding 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
bullding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MBTek°
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 T 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
Qty
Ply'
T12269807
74696
GRE
COMMON
1
�f
2
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
5-0-14
7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 09:05:53 2017 Pagel
I D:I W b Phi5y4bfhyl f2Acyz8Nyem 4C-rrkegSSgT5CuR21 j PC P4zP819eSf6FhNTYs81 cySuvC
4-5-2 2-5-4
4x6 11
3X1u II ----- ---- --- - luxiu — Oxt1 II
7-0.12
2-0-0
Scale = 1:34.7
Io
5-0-14 9-6.0
11-11-4
19-0-0
5-0-14 4-5-2
2-5-4
7-0-12
Plate Offsets (X,Y)--
(1:0-5-0 0-1-111 15:0-1-13 0-0-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25,
TC 0.62
Vert(LL) 0.29
8-10 >782 240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.75
Vert(TL) -0.43
B-10 >535 240
MT18HS
244/190
BCLL 0.0
Rep Stress Incr NO
WB 0.61
Horz(TL) 0.11
5 n/a n/a
BCDL 10.0
Code FBC2014lrP12007
(Matrix-M)
Weight: 204 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-7-5
oc purlins.
BOT CHORD 2x6 SP 2400F 2.0E
BOT CHORD
Rigid ceiling directly applied or 7-6-15 oc bracing.
WEBS 2x4 SP No.3 *Except'
3-8: 2x4 SP M 30
REACTIONS. (lb/size) 1=5912/0-7-10; 5=4569/0-7-10
Max Horz 1=-170(LC 6)
Max Upliftl=-3827(LC 8), 5=-3109(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2= 13573/8809, 2-3=-9300/6113, 3-4=-9288/6141, 4-5=-10982/7191
BOT CHORD 1-15=-7988/12524, 15-16=-7988/12524, 10-16=-7988/12524, 10-17=-7988/12524,
9-17=-7988/12524, 9-18=-7988/12524, 8-18=-7968/12524, 8-19= 6446/10092,
7-19=-6446/10092,5-7=-6446/10092
WEBS 3-8=-4535/6912, 4-8=-2398/1663, 4-7= 1463/2252, 2-8— 4379/2884, 2-10=-1992/3222
NOTES-
1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 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 LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. li;
Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
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.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 3827 lb uplift at joint 1 and 3109 lb uplift at
joint 5.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated-load(s) 1301 lb down and 852 lb up at
2-6-12, 1301 lb down and 852 lb up at 4-6-12, 1301 lb down and 852 lb up at 6-6-12, 1301 lb down and 852 lb up at 8-6-12, and 1301
lbdown and 844 lb up at 9-11-4, and 2458 lbdown and 1718 lb up at 11-11-4 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
Continued on Daoe 2
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGEM11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekD connectors. This design Is based only upon parameters shown. and Is for on Individual building component, hot
��•
a truss system. Before use. the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabricallom 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 Street, Suite 312 Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
ty
Ply'
T12269807
74696
GRE
COMMON
t
2
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 3-6=-54, 1-5— 20
Concentrated Loads (lb)
Vert: 7=-2458(F)15= 1301(F) 16= 1301(F)17=-1301(F)18=-1301(F)19= 1301(F)
7.640 s Aug.16 2017 MiTek Industries, Inc. Mon Oct 16 09:05:53 2017 Page 2
1 D:1 W bPhi5y4bfhyl f2Acyz8Nyem4C-rrkegSSgT5CuR21j PCP4zP819eSf6FhNTYs81 cySuvC
Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MIfEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE
'
Design valid for use only with MITek8 Cohnectors. This design Is based only upon parameters shown, and is for an 1ndivldual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing
MiTek`
Is always required for siabiitfy and io 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, 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
Qty
PIS
T12269808
74696
GRF
HIP
1
1
Job Reference (optional)
Uhambers I russ, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 09:05:54 2017 Page 1
1 D:IW bPhi5y4bfhyl f2Acyz8Nyem4C-J 110uoTl EOK12CcvzwwJ Wcg E72t3roTXhCchz2ySuvB
-2-0-0 3-9-14 i 7.0-0 i 12-0-0 15-2-2 19-0-0 212-0 2-0-0 3-9-14 3-2-2 5-0-0 3-2-2 3-9-14 2-01
4x8 =
16 17
4x6 =
3x5 = 2x3 11 --- 3x4 = 3x5 =
3-9-14 7-0-0 12-0-0 15-2-2 19-0-0
3-9-14 3-2-2 3-2-2 3-9-14
Plate Offsets (X,1)-- (3:0-5-4,0-2-01
LOADING (psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
NO
BCDL
10.0
Code FBC2014/fP12007
LUINBER-
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1299/0-7-10, 5=1298/0-7-10
Max Horz 2=-1 35(LC 6)
Max Uplift2=-975(LC 8), 5=-975(LC 8)
Scale = 1:38.8
CSI.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TC 0.48
Vert(LL) 0.12 7-9 >999 240
MT20 244/190
BC 0.41
Vert(TL) -0.20 7-9 >999 240
WB 0.20
Horz(TL) 0.06 5 n/a n/a
(Matrix-M)
Weight: 81 lb FT = 20%
BRACING-,
TOP CHORD Structural wood sheathing directly applied or 4-4-13 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-6-7 oc bracing.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2370/1585, 3-16=-2140/1529, 16-17=-2140/1529, 4-17= 2140/1529, 4-5= 2371/1584
BOT CHORD 2-9=-1270/2121, 8-9= 1273/2139, 8-18=-1273/2139, 7-18= 1273/2139, 5-7=-1269/2121
WEBS 3-9= 64/514, 4-7=-65/514
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=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 975 lb uplift at joint 2 and 975 lb uplift at
joint 5.
7) "Semi -rigid pltchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 129 lb down and 326 lb up at 7-0-0,
86 lb down and 171 lb up at 9-0-12, and 86 lb down and 171 lb up at 9-11-4, and 185 lb down and 345 lb up at 12-0-0 on top chord,
and 233 lb down and 142 lb up at 7-0-0, 62 lb down and 4 lb up at 9-0-12, and 62 lb down and 4 lb up at 9-11-4, and 233 lb down and
142 lb up at' 11-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3= 54, 3-4=-54, 4-6= 54, 10-13= 20
Concentrated Loads (lb)
Vert: 3=-129(B) 4= 129(B) 8=-37(B) 9= 233(B) 7=-233(B) 16=-86(B) 17=-86(B) 18=-37(B)
0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 1010312015 BEFORE USE.
'
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing
MBTek'
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/TPI1 9uallty 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
T12269809
74696
GRG
HIP
1
�f
2
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 S Aug 16 2017 MI I eK Inaustrles, Inc. Mon Ucl 16 uu:ub:54 zul r rage 1
I D:IW bPhi5y4bfhyl f2Acyz8Nyem4C-J 110uoTl EOK12CcvzwwJ WcgB42nArhvXhCchZ2ySuvB
9-11-0
5-0.6 9-5-0 9 12-2-8 14-3-10 19-4-0 T-4-0
50.6 4-4-10 2-3.8 2-1-2 - 5-0-6 21,
03-0
Scale = 1:35.8
4x5 11
JXIU
9-11-0
5-Ofi 9-5-0 9 12.2•B 1-No 19d-0
5-0-6 4d-10 3 2.3-B 2- 2-2 5-0.6
Plate Offsets (XY)--
f 1:0-2-15 Edae1 f5:0-1-13 0-0-01 f8:0-4-0
0-4-81
LOADING (psf)
SPACING- 2-0-0
CSL
DEFL. in
(loc) I/dell Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.68
Vert(LL) 0.29
8-10 >800 240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.79
Vert(TL) -0.44
8-10 >522 240
MT18HS
244/190
BCLL 0.0 '
Rep Stress Incr NO
W B 0.68
Horz(TL) 0.11
5 n/a n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 207lb
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-5-6
oc purlins.
BOT CHORD 2x6 SP 240OF 2.0E
BOT CHORD
Rigid ceiling directly applied or 7-10-1 oc bracing.
WEBS 2x4 SP No.3 *Except*
3-8: 2x4 SP M 30
REACTIONS. (lb/size) 1=6210/0-7-10, 5=4502/0-7-10
Max Harz 1= 170(LC 6)
Max Upliftl =-3671 (LC 8), 5=-2951(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-13956/8317, 2-3=-9187/5730, 3-4=-9145/5740, 4-5_ 10814/6787
BOT CHORD 1-1 5=-7536/12883,15-16= 7536/12883, 10-16=-7536/12883, 10-17=-7536/12883,
9-17= 7536/12883, 9-18=-7536/12883, 8-18=-7536/12883, 8-19— 6071/9937,
7-19=-6071/9937, 5-7=-6071/9937
WEBS 2-1 0=-1 874/3567, 2-8= 4814/2729, 4-7= 1459/2229, 4-8=-2234/1571, 3-8=-4086/6581
NOTES-
1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows:
Top chords connected as follows: 20 - 1 row at 0-7-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc.
Webs connected as follows: 20 -1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft Cat. 11;
Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali 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 3671 lb uplift at joint 1 and 2951 lb uplift at
joint 5.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1387 lb down and 784 lb up at
2-3-4, 1404 lb down and 774 lb up at 4-3-4, 1421 lb down and 763 lb up at 6-3-4, 1301 lb down and 835 lb up at 8-3-4, and 1301 lb
down and 844 lb up at 10-3-4, and 2356 lb down and 1641 lb up at 12-2-8 on bottom chord. The design/selection of such connection
device(s) is the responsibility of others.
LOAD CASE(S) Standard
Continued on Daae 2
0 WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE
Design valid for use only with MffeLO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
��
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
prevent
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/TPII 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
aty
Rye
T12269809
74696
GRG
HIP
1
2
Job Reference (optional)
Gnamber5 I ruse, Inc., Fort Fierce, FL
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-3=-54, 3-6=-54, 1-5=-20
Concentrated Loads (lb)
Vert: 7=-2356(B)15=-1387(B)16= 1404(B)17=-1421(B)18=-1301(B) 19=-1301(B)
7.640 s Aug 16 2017 MI I ek Indusirres, Inc. Mon Oct 16 09:05:54 2017 Fage 2
I D:I W bPhi5y4bfhyl f2Acyz8Nyem4C-J 110uoTl EOK12CcvzwwJ WcgB42nArhvXhCchZ2ySuvB
Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 11,1114473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mflekb 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
MiTek°
Is always required for stability and 10 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/TPl1 Quality Cdterla, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314.
Tampa, FL 33610
Job
Truss
Type
ty
Ply .
T12269810
74696
J1
Fills's
16
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
7,640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 09:05:55 2017 Page 1
I D:IW bPhi5y4bfhyl f2Acyz8Nyem4C-nDs P58Uw7iScgLB5XdRY2gD15SH IallgwsLE5UySuvA
-2-0-0 1-0-0
2-" 1-0-0
Scale = 1:8.3
1-0-0
1-0-0
Plate Offsets () ,Y)—
f2:0-0-10,Edgel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.92
Vert(LL) 0.00
5 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.16
Vert(TL) 0.00
5 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL) 0.00
2 n/a n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Wind(LL) -0.00
5 >999 240
Weight: 6lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood she directly applied or 1-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3= 21/Mechanical, 2=239/0-7-10, 4=-35/Mechanical
Max Harz 2=104(LC 12)
Max Uplift3= 21(LC 1), 2=-347(LC 12), 4— 35(LC 1)
Max Grav3=51(LC 12), 2=239(LC 1), 4=78(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=45ft; L=24ft; eave=4ft; Cat. II;
Exp C; Enci., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 21 lb uplift at joint 3, 947 lb uplift at joint 2
and 35 lb uplift at joint 4.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 10/012015 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 building designer must vedly 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
MOW
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, 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
Uty
Ply
74696
J3
JACK
10
1
77811
Job Reference (optional)
uss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 09:05:55 2017 Page 1
I D:IW bPhi5y4bfhyl f2Acyz8Nyem4C-nDsP58Uw?iScgLB5XdRY2gD15SGkallgwsLE5UySwA
-2-0-0 3-0-0
2.0-0 3-0-0
Scale = 1:12.6
3-"
3-0-0
Plate Offsets (X,Y)--
(2:0-0-6,0-0-01
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.92
Vert(LL)
-0.00
7
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.19
Vert(TL)
-0.00
4-7
>999
240
BCLL 0.0
Rep Stress Incr
YES
W B 0.00
Horz(TL)
0.00
2
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Wind(LL)
-0.00
4-7
>999
240
Weight: 13lb FT=20%,
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 3=49/Mechanical, 2=252/0-7-10, 4=2 1 /Mechanical
Max Horz 2=151(LC 12)
Max Uplift3=-47(LC 12), 2=-269(LC 12)
Max Grav3=54(LC 17), 2=252(LC 1), 4=41(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45fh L=24fh eave=4fh Cat. II;
Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 2-10-4 zone; cantilever left
and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 3 and 269 lb uplift at joint
2.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE 111/I--7473 rev. 10/0312015 BEFORE USE.
'
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, ereclion and bracing of trusses and truss systems, seeANSI/TPI1 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
Qty
Ply
T12269812
74696
J3A
JACK
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 M7ek Industries, Inc. Mon Oct 16 09:05:56 2017 Page 1
ID:IWbPhi5y4bfhyl f2Acyz8Nyem4C-FQQnJ UVZmOaTI Vml4Kznb 1 mXSsYBJI?q9 W 5odxySuv9
r -3-0-0 , 3-0-0
3-0-0 3-0-0
Scale = 1:14.7
3-0-0
Plate Offsets (X,Y)--
f2:0-0-2,Edgel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.68
Vert(LL) 0.00
7 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.50
Vert(TL) -0.01
4-7 >999 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(TL) 0.00
2 n/a n1a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Wind(LL) -0.01
4-7 >999 240
Weight: 14lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=37/Mechanical, 2=330/0-7-10, 4=9/Mechanical
Max Horz2=190(LC 12)
Max Uplift3= 32(LC 9), 2=-397(LC 12)
Max Grav3=43(LC 17), 2=330(LC 1), 4=38(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=45ft; L=24ft eave=4ft; Cat. II;
Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-3-0-11 to 0-0-0, Interior(1) 0-0-0 to 2-10-4 zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 3 and 397 lb uplift at joint
2.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE.
'
Design valld for use only Win MITeW connectors. This design is based only upon parameters shown, and Is for an individual building component, not
MR
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
M!Tek*
Is always required for stabillty and to prevent collapse with possible personal injury and property darnage. 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 available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314.
Tampa, FL 33610
Job
Truss
ty
Ply'T12269813
74696
J3B
Fussype
4
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
2-0-0
7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 09:05:56 2017 Page 1
I D:cEDvPnYOzE75BOraESvML6yTrZ2-FQQnJ U VZmOaTI Vm 14Kznb 1 mTrsVfJivg9W 5odxySuv9
4x5 11
Scale = 1:12.6
- - - — - S) TO RESIST
HORIZONTAL REACTION(S) SHOWN.
3-0-0
3-0-0
Plate Offsets (X Y)--
12:0-0-2,0-0-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.92
Vert(LL) 0.00
8 n/r 120
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.66
Vert(TL) -0.01
8 n/r 120
BCLL 0.0 '
Rep Stress Incr YES
WB 0.20
Horz(TL) 0.00
n/a n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 14 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc puffins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 3=0/Mechanical, 4=330/Mechanical
Max Horz 3=-727(LC 12), 4=882(LC 12)
Max Uplift4= 437(LC 12)
MaxGrav4=330(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
BOT CHORD 2-4=-576/1600
WEBS 3-4=-301/666
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 3-0-0 zone; cantilever left
exposed ;C-C for members and f4ces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.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 437 lb uplift at joint 4.
6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss.
7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11--7473 rev. 1010312015 BEFORE USE.
"
Design valid for use only with MITeW connectors. This design Is based only upon parameters shown, and 1s 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
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding 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 available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
T12269814
74696
J3C
JACK
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
3x4 =
3-0-0
7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 09:05:57 2017 Page 1
I D:I W bPhi5y4bfhyl f2Acyz8Nyem4C-jc_9W q W BXJiKvfLUe2UO7FIprFzY2CFzOAgLANySuv8
Scale = 1:10.9
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.20
Vert(LL) -0.00
6 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.17
Vert(TL) -0.01
3-6 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL) -0.00
1 n/a n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Wind(LL) 0.01
3-6 >999 240
Weight: 9lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 3-0-0 oc purllns.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=121/0-7-10, 2=59/Mechanical, 3=31/Mechanical
Max Horz 1=72(LC 12)
Max Upliftl=-62(LC 12), 2=-64(LC 12), 3=-6(LC 12)
Max Gravl=121(LC 1), 2=62(LC 17), 3=44(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
4p C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3). ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 62 lb uplift at joint 1, 64 lb uplift at joint 2
and 6 lb uplift at joint 3.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE.
'
Design valid for use only with MITek) connectors. This design Is based Only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
•MiTek*
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Buliding Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexar sift VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply-
T12269815
74696
J4
JACK
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
3x4 =
4-10-0
7.640 s Aug 16 2017 MTek Industries, Inc. Mon Oct 16 09:05:57 2017 Page 1
I D:IWbPhi5y4bfhyl f2Acyz8Nyem4C-jc_9W q W BXJiKvfLUe2UO7FIfyFv229hzOAgLANySuv8
74x5 II
PROVIDE BEARING CONNECTION(S) TO RESIST
HORIZONTAL REACTION(S) SHOWN.
3 3x6 11
Scale = 1:14.7
4-10-0
4-10-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.89
Vert(LL) -0.00
6 n/r 120
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.40
Vert(TL) -0.03
3-6 n/r 120
BCLL 0.0
Rep Stress Incr YES
WB 0.23
Horz(TL) 0.00
n/a n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 18lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS..(lb/size) 2=0/Mechanical, 3=355/Mechanical
Max Harz 2=-512(LC 12), 3=634(LC 12)
Max Upllft3=-428(LC 12)
Max Grav3=355(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-8=-1465/527, 7-8=-1458/551
BOT CHORD 1-3=-487/1481
WEBS 2-3=-303/768
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4fh Cat. 11;
Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-10-0 zone; cantilever left
exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
3) . This truss has been designed for a live load of 20.Opsf on the bottom 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 428 lb uplift at Joint 3.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
Q WARNING- Verity des19n parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII--7473 rev. 10/03/Y015 BEFORE USE.
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
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 collapsawith 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 available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
aty
Ply`
T12269816
74696
J5
JACK
10
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 M7ek Industries, Inc. Mon Oct 16 09:05:57 2017 Page 1
I D:IW bPhi5y4bfhyl f2Acyz8Nyem4C-jc_9 W q W BXJiKvfLUe2UO7FIebFxW 2CFzOAgLANySuv8
-2-0-0 5-0-0 i
2-0-0 5.0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.92
Vert(LL)
-0.01
4-7
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.30
Vert(TL)
-0.04
4-7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
2
r1/a
n/a
BCDL 10.0
Code FBC2014fTP12007
(Matrix-M)
Wind(LL)
0.03
4-7
>999
240
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 3=95/Mechanical, 2=334/0-7-10, 4=41/Mechanical
Max Horz2=202(LC 12)
Max Uplift3= 104(LC 12), 2=-299(LC 12)
Max Grav3=101(LC 17), 2=334(LC 1), 4=73(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Scale.= 1:16.7
PLATES GRIP
MT20 244/190
Weight: 19 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 212-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45fh L=24ft; eave=4ft; Cat. II;
Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 4-10-4 zone; cantilever left
and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to.girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3 and 299 lb uplift at
joint 2.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101012015 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 properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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
ype
ty
Pty�T12269817
74696
J5A
FJA.Sl
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 09:05:58 2017 Page 1
1 D:IW bPhi5y4bfhyl f2Acyz8Nyem4C-BoYXjAWpl dgBXpwgCI?FgSrtxfDMnfV6cgavipySuv7
-3-0-0 5-0-0
3-0-0 5-0-0
Scale = 1:18.9
5-0-0
5-0-0
Plate Offsets (X,Y)--
f2:0-0-10,Edge1
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.68
Vert(LL) -0.01
4-7 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.46
Vert(fL) -0.03
4-7 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL) 0.00
2 n/a n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Wind(LL) -0.02
4-7 >999 240
Weight: 21lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 5-0-0 oc pudins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=92/Mechanical, 2=396/0-7-10, 4=36/Mechanical
Max Horz2=240(LC 12)
Max Uplift3=-95(LC 12), 2=-400(LC 12)
Max Grav3=98(LC 17), 2=396(LC 1), 4=71(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp C; Encl., GCp1=0.18; MW FRS (directional) and C-C Exterior(2)-3-0-11 to 0-0-0, Interi6r(1) 0-0-0 to 4-10-4 zone; cantilever left and
right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL 1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 lb uplift at joint 3 and 400 lb uplift at joint
2.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysisland design of this truss.
Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev, 10/0302015 BEFORE USE.
Design valid for use only with MIIek® conneclors. This design Is based only upon parameters shown, and Is for an Individual building component, not^
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate This design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and SCSI. 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
lyT74696
JSB
JACK 127
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 09:05:58 2017 Page 1
I D:IWbPhi5y4bfhyl f2Acyz8Nyem4C-BoYXjAW pldgBXpwgCI?FgSrzjfEnnbH6cgavipySuv7
5-0-0
5-0-0
Scale = 1:16.7
PROVIDE BEARING CONNECTION(S) TO RESIST
HORIZONTAL REACTION(S) SHOWN.
r
5-0-0
5-0-0
Plate Offsets (X,Y)--
f2:0-0-6,0-0-01
LOADING (psf)
SPACING- 2-0-0
CS1.
I
DEFL. in
(loc) I/dell L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO 0.31
Vert(LL) -0.00
8 n/r 120
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.43
Vert(TL) -0.03
4-8 n/r 120
BCLL 0.0 '
Rep Stress Incr YES
WB 0.27
Horz(TL) 0.00
n/a nla
BCDL 10.0
Code FBC2014/fP12007
(Matrix-M)
Weight: 22 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 4-10-13 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc'bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 3=0/Mechanical, 4=478/Mechanical
Max Harz3=-956(LC 12), 4=1162(LC 12)
Max Uplift4=-616(LC 12)
- Max Grav4=478(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
BOT CHORD 2-4=-783/2088
WEBS 3-4=-430/909
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0'psf; h=15ft; B=45ft; L=24ft eave=oft; Cat. Ii;
Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 5-0-0 zone; cantilever left
exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 616 lb uplift at joint 4.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MMEK REFERANCE PAGE M11-7473 rev, 10/012015 BEFORE USE
'
Design valid for use only with NIITekO connectors. This design Is based only upon parameters shown, and Its 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
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeAN51/TPI1 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
ype
Qty
PI
FJ"UCSIS
T12269819
74696
J5C
1
1
Job Reference (optional)
r .�Yo o nuy ry cv a rvn i on uwusu ros, mc, rviun vui i o va.waa co a rays i
I D:I W bPhi5y4bfhyl f2Acyz8Nyem4C-f?5vxVXR3xy2gzUtmTW U DgO2x3b? W 61GrUJSEGySuv6
Scale = 1:15.1
3x4 = 3
o-u-u
LOADING (pst)
SPACING-
2-0-0
CSI.
i
DEFL.
in
(loc)
I/dell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.67
Vert(LL)
-0.01
3-6
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.37
Vert(TL)
-0.04
3-6
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
-0.00
1
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Wind(LL)
0.03
3-6
>999
240
Weight: 16 lb FT =20%
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 1=214/0-7-10, 2=99/Mechanical, 3=46/Mechanical
Max Horz 1=122(LC 12)
Max Upliftl=-1 1 2(LC 12), 2= 110(LC 12), 3=-2(LC 12)
Max Gravl=214(LC 1), 2=104(LC 17), 3=74(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsf; h=15fh 13=45ft; L=24ft; eave=oft; Cat. II;
Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-10-4 zone; cantilever left and
right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 1, 110 lb uplift at joint 2
and 2 lb uplift at joint 3.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE M11-7473 rev, 10103,2015 BEFORE USE.
'
Design valid for use only with MITeW connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Incilcated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTe k'
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 buss 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,
T12269820
74696
J6
JACK
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
4x4 =
6-10-0
7.640 s Aug 16 2017 M7ek Industries, Inc. Mon Oct.16 09:05:59 2017 Page 1
ID:IWbPhi5y4bfhylf2Acyz8Nyem4C-f?5vxVXR3xy29zUtmTW UDgO513VuW4AGrUJSEGySuv6
Scale = 1:19.8
PROVIDE BEARING CONNECTION(S) TO RESIST
HORIZONTAL REACTION(S) SHOWN.
3
3x6 I I
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.45
Vert(LL)
-0.00 6
n/r
120
TCDL 7.0
Lumber DOL
1.25
BC 0.76
Vert(TL)
-0.11 3-6
n/r
120
BCLL 0.0
Rep Stress Incr
YES
WB 0.17
HOr7.(TL)
0.00
n/a
n/a
BCDL 10.0
Code FBC2014/fP12007
(Matrix-M)
I
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 3=503/Mechanical, 2=0/Mechanical
Max Horz3=-718(LC 17), 2=690(LC 1)
Max Uplift3= 316(LC 12)
Max Grav3=509(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP'CHORD 1-8— 881/773, 8-9=-873/775, 7-9— 870/812
BOT CHORD 1-3=-793/975
WEBS 2-3=-448/557
PLATES GRIP
MT20 244/190
Weight: 25 lb FT = 20%
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 5-7-4 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=24ft; eave=4fh Cat. II;
Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-10-0 zone; porch left
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 316 lb uplift at joint 3.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Q WARNING- Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 114I1-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITeM connectors. This design Is Lased 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
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI1TPI 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
ty
PI}t
T12269821
74696
J7
JACK
35
1
Job Reference o tional
unamoers I russ, Inc., ron coerce, rL f.640 a AUg 16 2U1 I MI I eK InaUstrles, Inc. Mon Ucl 16 09:06:00 2011 Fage 1
I D:I W bPhi5y4bfhyl f2Acyz8Nyem4C-7BfH8rY3pE4vm733JA1jitwHoTu6FZ?P483?miySuv5
2-0-0 7-0-0
Scale = 1:20.7
7-0-0
7-0-0
Plate Offsets (X,Y)--
f2:0-1-2,0-0-41
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.41
Vert(LL)
-0.06
4-7
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.57
Vert(fL)
-0.15
4-7
>546
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.01
2
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Wind(LL)
0.06
4-7
>999
240
Weight: 25lb FT=20%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 3=140/Mechanical, 2=421/0-7-10, 4=57/Mechanical
Max Horz 2=252(LC 12)
Max Uplift3=-155(LC 12), 2=-342(LC 12)
Max Grav3=147(LO 17), 2=421(LC 1), 4=102(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.6psf; h=15ft; 13=45ft; L=24ft; eave=4ft; Cat. II;
Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 6-10-4 zone; cantilever left
and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any, other live loads.
3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 lb uplift at joint 3 and 342 lb uplift at
joint 2.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysisi and design of this truss.
0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10103,2015 BEFORE USE.
'
Design valid for use only with MITekJ connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
bullding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTele
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/TPI1 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
Qty
Ply
T12269822
74696
J7A
JACK
3
1
Job Reference o tional
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 M7ek Industries, Inc. Mon Oct 16 09:06:00 2017 Page 1
1 D:IWbPhi5y4bfhyl f2Acyz8Nyem4C-7BfH8rY3pE4vm733JA1jitwDRTuCFZ?P483?rjliySuv5
-3-0-0 7-0-0
3-0-0 7-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.68
Vert(LL)
-0.06
4-7
>999
360
TCDL
7.0
Lumber DOL
1.25
BC . 0.56
Vert(TL)
-0.15
4-7
>562
240
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.00
Hotz(TL)
0.01
2
n/a
n/a
BCDL
10.0
Code FBC2014/TP12007
(Matrix-M)
Wind(LL)
0.05
4-7
>999
240
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 3=137/Mechanical, 2=481/0-7-10, 4=55/Mechanical
Max Horz 2=291(LC 12)
Max Uplift3=-150(LC 12), 2= 436(LC 12)
Max Grav3=145(LC 17), 2=481(LC 1), 4=102(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Scale = 1:22.9
PLATES GRIP
MT20 244/190
Weight: 27 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2)-3-0-11 to 0-0-0, Interior(1) 0-0-0 to 6-10-4 zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) . This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 150 lb uplift at joint 3 and 436 lb uplift at
joint 2.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE
"
Design valid for use only with MiTeM connectors. ihls design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Huallty Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Atexandda VA 22314.
Tampa, FL 33610
Job Truss Truss Type Oty Ply,
, T12269823
74696 KJ6 MONO TRUSS 1 1
Job Reference (optional)
Chambers Truss. Inc., Fort Pierce, FL 7.640 s Apr 22 2016 MiTek Industries, Inc. Mon Oct 16 11:37:16 2017 Page 1
ID:I W bPhi5y4bfhyl f2Acyz8Nyem4C-SdsmdATMOLJkW p3krCwwggqlP3X_mH KJSBcFKeySshH
-2-9-15 3-8-3 6-9-4
2-9-15 3-8-3 3-1-2
Scale =1:18.8
3x5 I I
3-8-3
6-9-4
3-8-3
3-1-2
Plate Offsets (X,Y)--
f2:0-1-0,Edgel
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.40
Vert(LL)
0.07
7-8
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.47
Vert(TL)
-0.05
7-8
>999
240
BCLL 0.0
Rep Stress [nor
NO
WB 0.35
Horz(TL)
-0.01
7
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix-M)
Weight: 33lb FT=20%
LUMBER-
TOP.CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=535/0-10-13, 7=51 1 /Mechanical, 4=103/Mechanical
Max Horz 2=199(LC 8)
Max Uplift 2=-611(LC 8), 7=-595(LC 8), 4=-129(LC 8)
• Max Grav 2=577(LC 28), 7=511(LC 1), 4=103(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-13= 978/1087, 3-13— 981/1119
BOT 1; HORD 2-14=-1106/914, 8-14=-1106/914, 8-15=-1106/914, 7-15=-1106/914
WEBS 3-8=-788/555, 3-7— 984/1191
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-2-11 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fh B=45fh L=24fh eave=4ft;
Cat. ll; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide metal plate or equivalent at beating(s) 4 to support reaction shown.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 611 lb uplift at joint 2, 595 lb uplift at
joint 7 and 129 lb uplift at joint 4.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in..
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 97 lb up at
1-6-1, and 133 lb down and 97lb up at 1-6-1 on top chord, and 75 lb down and 64 lb up at 1-6-1, 75 lb down and 64 lb up at 1-6-1
, and 302 lb down and 465 lb up a4 4-4-0, and 302 lb down and 465 lb up at 4-4-0 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face, of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-12=-54, 6-9=-20
Concentrated Loads (lb)
Vert: 13=45(F=23, B=23) 14=66(F=33, B=33) 15=-604(F= 302, B=-302)
0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGE M11-7473 rev, 10N3&015 BEFORE USE.
Design valid for use only with MITeka connectors. ]his design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
bullding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 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
ty
PI
T12269824
74696
KJ9
MONO TRUSS
6
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 09:06:01 2017 Page 1
ID:IWbPhi5y4bfhyl f2Acyz8Nyem4C-cNDgMBZhaYCmOGeFtuYyl5TSctJiyAZlooZJ8ySuv4
-2-9-15 5.2-9 9-10-1 i
2-9-15 5-2-9 4-7-8
LOADING (psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
NO
BCDL
10.0
Code FBC2014lrP12007
Scale: 1/2°=l'
5-2-9 9-10-1 _
5-2-9 4-7-8
CSI.
DEFL.
in
(loc)
I/defl
Ud
TC 0.40
Vert(LL)
-0.06
7-10
>999
240
BC 0.22
Vert(TL)
-0.07
6-7
>999
240
WB 0.26
Horz(TL)
0.01
5
n/a
n/a
(Matrix-M)
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x4 SP M 30 BOT CHORD
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=119/Mechanical, 2=414/0-10-13, 5=224/Mechanical
Max Horz 2=251(LC 24)
Max Uplift4= 133(LC 8), 2=-346(LC 8), 5=-110(LC 5)
Max Grav4=119(LC 1), 2=546(LC 28), 5=254(LC 28)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-11= 756/354, 11-12= 680/339, 3-12=-622/313
BOT CHORD 2-14=-343/601, 14-15=-343/601, 7-15=-343/601, 7-16=-343/601, 6-16=-343/601
W E13S 3-6= 642/366
3x4 =
PLATES GRIP
MT20 244/190
Weight: 43lb FT=20%
Structural wood sheathing directly applied or 5-7-13 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at joint 4, 346 lb uplift at joint 2
and 110 lb uplift at joint 5.
6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 97,lb up at 1-6-1,
133 lb down and 97 lb up at 1-6-1, 106 lb down and 73 lb up at 4-4-0, 106 lb down and 73 lb up at 4-4-0, and 133 lb down and 130 lb
up at 7-1-15, and 133 lb down and 130 lb up at 7-1-15 on top chord, and 75 lb down and 64 lb up at 1-6-1, 75 lb down and 64 lb up at
1-6-1, 23 lb down and 22 lb up at 4-4-0, 23 lb down and 22 lb up at 4-4-0, and 32 lb down and 17 lb up at 7-1-15, and 32 lb down and
17 lb up at 7-1-15 on bottom chord. The designiselection of such connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pig
Vert: 1-4=-54, 5-8— 20
Concentrated Loads (lb)
Vert: 11=45(F=23, B=23) 12=54(F=27, B=27) 13=-42(F=-21, B=-21) 14=66(F=33, B=33) 15=15(F=8, B=8) 16=-25(F=-12,
B=-12)
Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10M"015 BEFORE USE
Design valld for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for ati individual building component, not
�
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTe k
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/TPI1 Quality Criterla, DSE-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
ty
PI'
T122ssa2s
74696
KJB
MONO TRUSS
1
1
Job Reference (optional)
chambers 1 russ, Inc., Fort Pierce, FL 7,640 s Aug 16 2017 Mfl ek Industries, Inc. Mon Uct 16 09:06:02 2017 Page 1
I D:I W bPhi5y4bfhyl f2Acyz8Nyem4C-4Zn2ZXZJLsKdOQD RRb3BgI0dzGVgjGJiXSY6raySuv3
i-2-9-15 5-1-2 9-7-3
2-9-15 5-1-2 4-6-1
Scale = 1:23.5
3x4 11
4 5
5-1-2
4-6-1
Plate Offsets (X,Y)—
f2:0-1-0 Edgel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.43
Vert(LL)
0.25
7-8
>446
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.88
Vert(TL)
-0.21
7-8
>543
240
BCLL 0.0 '
Rep Stress Incr NO
WB 0.84
Horz(TL)
-0.03
7
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 46lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x4 SP M 31
WEBS 2x4 SP No.3 *Except* BOT CHORD
4-7: 2x4 SP M 30
REACTIONS. (lb/size) 2=969/0-10-13, 7=1278/Mechanical
Max Horz2=249(LC 24)
Max Uplift2=-1136(LC 8), 7= 1567(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-12= 2224/2575, 3-12=-2228/2624
BOT CHORD 2-13=-2612/2104, 13-14=-2612/2104, 8-14= 2612/2104, 8-15=-2612/2104,
7-15=-2612/2104
W EBS 3-8=-1522/1135, 3-7=-2093/2594
Structural wood sheathing directly applied or 4-9-10 oc purlins, except
end verticals.
Rigid ceiling directly applied or 3-3-5 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft L=24ft eave=Oft Cat. II;
Exp C; Encl., GCpl=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .
3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1136 lb uplift at joint 2 and 1567 lb uplift at
joint 7.
6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 97 lb up at 1-6-1,
and 133 lb down and 97 lb up at 1-6-1 on top chord, and 75 lb down and 64 lb up at 1-6-1, 75 lb down and 64 lb up at 1-6-1, 302 ib
down and 465 lb up at 4-4-0, 302 lb down and 465 lb up at 4-4-0, and 450 lb down and 644 lb up at 7-1-15, and 450 lb down and 644
lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-4_ 54, 4-5=-14, 6-9=-20
Concentrated Loads (lb)
Vert: 12=45(F=23, B=23) 13=66(F=33i B=33) 14=-604(F=-302, B=-302) 15= 900(1` 450, B=-450)
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 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 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
Mire k'
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, DSB-89 and BCSI Bullding 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
Qty
Ply
T122s9826
74696
MV2
VALLEY
2
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
3x4 i
2-0-0
7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 09:06:02 2017 Page 1
I D:IW bPhi5y4bfhyl f2Acyz8Nyem4C-4Zn2ZXZJLsKdOQDRRb3Bq IOiZGi. jTU iXSY6raySuv3
5.00112
LOADING (pst)
SPACING-
2-0-0
CSI.
DEFL.
In (loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.07
Vert(LL)
n/a
n/a
999
TCDL 7.0
Lumber DOL
1.25
BC 6.03
Vert(TL)
n/a
n/a
999
BCLL, 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
-0.00 2
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 1=47/2-0-0, 2=34/2-0-0, 3=13/2-0-0
Max Harz 1=32(LC 12)
Max Upliftl=-23(LC 12), 2= 40(LC 12)
Max Grav1=47(LC 1), 2=36(LC 17), 3=25(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Scale = 1:7.0
PLATES GRIP
MT20 244/190
Weight: 5 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft 6=45ft; L=24fh eave=4ft; Cat. 11;
Ex p C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 lb uplift at Joint 1 and 40 lb uplift at Joint
2.
7) "Semi -rigid pltchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss.
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101012015 BEFORE USE.
'
Design valid for use only Win MITek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters 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
M!Tek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and 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
Qty
y
T12269827
74696
MV3
VALLEY
1
1
Job Reference (optional)
3-3-8
3x4 5
7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 09:06:03 2017 Page 1
ID:I W bPhi5y4bfhyl f2Acyz8Nyem4C-YmLOntay69SUdaoe?JbQN W Yg5g 1 xSwksm6HfN 1ySuv2
3X4 11
Scale = 1:9.8
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.27
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.11
Vert(TL) n/a n/a 999
BCLL 0.0 '
Rep Stress ]nor YES
WB 0.00
Horz(TL) 0.00 n/a n/a
BCDL 10.0
Code FBC2014ITP12007
(Matrix)
Weight: 10 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 1=89/3-3-8, 3=89/3-3-8
Max Horz 1=61(LC 12)
Max Upliftl=-43(LC 12), 3=-68(LC 12)
Max Gravl=89(LC 1), 3=93(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten.'- All forces 250 (lb) or less except when shown.
Structural wood sheathing directly applied or 3-3-8 oc puriins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=24ft; eave=4ft; Cat. II;
Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 1 and 68 lb uplift at joint
3.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE.
'
Design valid for use only with MITekV connectors. This design Is based only upon parameters shown. and Is for on Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage• delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institule, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job ,
Truss
Truss Type
ty
PI
T72269828
74696
MV4
VALLEY
2
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
3x4
4-0-0
7.640 s Aug 16 2017 MTek Industries, Inc. Mon Oct 16 09:06:03 2017 Page 1
I D:I W bPhi5y4bfhyl f2Acyz8Nyem4C-YmLQntay69SUdaoe?JbQN WYnugOgSwksm6HfN 1 ySuv2
3x4 ll
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.48
Vert(LL)
n/a
n/a
999
TCDL 7.0
Lumber DOL
1.25
BC 0.19
Vert(TL)
n/a
n/a
999
BCLL 0.0
Rep Stress Incr
YES
W B 0.00
Horz(TL)
0.00
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix)
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 1=116/4-0-0, 3=116/4-0-0
Max Horz 1=79(LC 12)
Max Upliftl= 56(LC 12), 3=-89(LC 12)
Max Gravl=116(LC 1), 3=120(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
a
Scale = 1:11.3
PLATES GRIP
MT20 244/190
Weight: 13 lb FT = 20%
Structural wood sheathing directly applied or 4-0-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.opsf; h=15ft; B=45ft; L=24ft; eave=4ft Cat. II;
Ekp. C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 1 and 89 lb uplift at joint
3.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 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 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 oNy. 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
fabdcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BC51 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
russ
Truss Type
Qty
PI
T12269829
74696
MV5
VALLEY
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MTek Industries, Inc. Mon Oct 16 09:06:03 2017 Page 1
ID:I W bPhi5y4bfhyl f2Acyz8Nyem4C-YmLQntay69SUdaoe?JbQN WYpNgyMSwksm6HfN 1 ySuv2
53-8
5-3-8
Scale = 1:14.1
3x4 % 3x4 11
I
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.32
Vert(LL) n/a
n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.40
Vert(TL) n/a
n/a 999
BCLL 0.0
Rep Stresslncr YES
WB 0.00
Horz(TL) 0.00
n/a n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix)
Weight: 18lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 5-3-8 oc puffins, except
BOT CHORD 2x4 SP No.3
end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=163/5-3-8, 3=163/5-3-8
Max Horz 1=111(LC 12)
Max Upliftl=-79(LC 12), 3=-125(LC 12)
Max Gravl=163(LC 1), 3=170(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-143/292
NOTES-
1) Mind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11;
Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 5-1-12 zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 1 and 125 lb uplift at joint
3.
6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss.
Q WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0302015 BEFORE USE
Design valid for use only with MlTek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate This design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Mire k'
is always required for stability and to prevent collapse w8h possible personal Injury and property damage. For general guidance regarding the
fobricallon, 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 avallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
uty
PI
T12269830
74696
MV6
VALLEY
1
t
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7,640 s Aug 16 2017 MTek Industries, Inc. Mon Oct 16 09:06:04 2017 Page 1
ID:IWbPhi5y4bfhylf2Acyz8Nyem4C-Oyvo_DbatTaLFkNgYO6fwj5zV4FCBN_77m1 DvTySuv1
6-0-0
6-0-0
3x4 3x4 II
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.42
Vert(LL)
n/a
n/a
999
TCDL 7.0
Lumber DOL
1.25
BC 0.56
Vert(TL)
n/a
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix)
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 1=190/6-0-0, 3=190/6-0-0
Max Harz 1=129(LC 12)
Max Upliftl= 91(LC 12), 3=-145(LC 12)
Max Gravl=190(LC 1), 3=197(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3= 164/329
Scale= 1:15.5
PLATES GRIP
MT20 244/190
Weight: 20 lb FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc pudins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) And: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24fh eave=4fh Cat. II;
Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 5-10-4 zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of mass to bearing plate capable of withstanding 91 lb uplift at joint 1 and 145 lb uplift at joint
3.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
® WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MY-7473 rev. 10/03/2015 BEFORE USE.
'
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
k'
WNW
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 tntsses 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
Qty
Fly
]Job
T12269831
74696
Mv8
GABLE
1
1
Reference (optional)
uss, Inc., Fort Pierce, FL
7.640 s Aug 16 2017 M7ek Industries, Inc. Mon Oct 16 09:06:04 2017 Page 1
1 D:IW bPhi5y4bfhyl f2Acyz8Nyem4C-Oyvo_DbatTaLFkNgYO6fwj5z54L1 BLw??m 1 DvTySuvt
7-4-8
7-4-8
Scale = 1:18.7
5 4
3x4 % 2x3 11 3x4 II
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.39
Vert(LL)
n/a
n/a
999
TCDL 7.0
Lumber DOL
1.25
BC 0.18
Vert(TL)
n/a
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WB 0.13
Horz(TL)
0.00
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix)
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3 BOT CHORD
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=76/7-4-8, 4=103/7-4-8, 5=302/7-4-8
Max Horz 1=164(LC 12)
Max Uplift4=-79(LC 12), 5=-231(LC 12)
Max Grav 1 =76(LC 1), 4=107(LC 17), 5=314(LC 17)
PLATES GRIP
MT20 244/190
Weight: 27 lb FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc pudins, except
end verticals.
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.
TOP CHORD 1-6=-259/9912-6= 252/110
WEBS 2-5=-250/445
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=24ft eave=4ft; Cat. 11;
Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-8-12 to 3-8-4, Interior(1) 3-8-4 to 7-2-12 zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 4 and 231 lb uplift at joint
5.
6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss.
0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1WO312016 BEFORE USE.
Design valid for use only with MI%k0 connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate This design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabricallom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP11 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, AlexandrlcL VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
aty—
Ply
T12269832
74696
MVA
GABLE
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
f.6411 s Aug 1b 20i 7 MITex mausiies, Inc. Mon Oci 16 09:06:05 20I / rage 1
I D:IW bPhi5y4bfhyl f2Acyz8Nyem4C-USTABZcCeniCtuyO6jduSxel tUeawgE8DQmmSvySuvO
5-0-8
3x4 i 3x4 ll
Scale = 1:13.6
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.90
Vert(LL) n/a
n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.35
Vert(TL) n/a
n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL) 0.00
n/a n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix)
Weight: 17lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins, except
BOT CHORD 2x4 SP No.3
end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=154/5-0-8, 3=154/5-0-8
Max Horz 1=105(LC 12)
Max Upliftl=-74(LC 12), 3=-118(LC 12)
Max Grav1=154(LC 1), 3=160(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3= 136/277
NOTES-
1) And: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45fh L=24ft eave=4ft; Cat. II;
Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 4-10-12 zone; cantilever left
and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 1 and 118 lb uplift at joint
3.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss.
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev, 1010312015 BEFORE USE.
'
Design valid for use only with MIIek6 connectors. This design Is based only upon parameters shown, and Is for on Individual buiding component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTe k°
prevent
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, 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
russ
Truss Type
Ply
7
71-
T12269833
74696
MVB
GABLE
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
3x4
3-7-7
7,640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 09:06:05 2017 Page 1
1 D:IW bPhi5y4bfhyl f2Acyz8Nyem4C-U8TABZcCeniCtuy06jduSxe9CUhtwgEBDQmmSvyS uvO
3x4 II
Scale = 1:10.5
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.36
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.14
Vert(TL) n/a n/a 999
BCLL 0.0
Rep Stress ]nor YES
WB 0.00
Horz(TL) 0.00 n/a n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix)
Weight: 11 lb FT = 20
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 1=102/3-7-7, 3=102/3-7-7
Max Horz 1=69(LC 12)
Max Upliftl= 49(LC 12), 3=-78(LC 12)
Max Grav1=102(LC 1), 3=105(LC 17)
•
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Structural wood sheathing directly applied or 3-7-7 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft L=24ft; eave=4ft; Cat. II;
Ap C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces
& MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 1 and 78 lb uplift at joint
3.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev, 101032015 BEFORE USE.
'
Design valid for use only with MlTekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, hot
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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Mire
k'
prevent
Is always required for stabillty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
6904 Parke East Blvd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and SCSI Building Component
Tampa, FL 33610
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandra, VA 22314.
Job
Truss
Truss Type
city
PI
T
74696
V2
VALLEY
1
1
t
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
3x4
7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 09:06:05 2017 Page 1
ID:I W bPhi5y4bfhyl f2Acyz8Nyem4C-UBTABZcCeniCtuyO6jduSxeD9UjRwq EBDQmmSvySuvO
2-0.0 2-61
i
2.0.0 0-6-8
s.00
5x8 11
Scale = 1:7.0
Plate Offsets QX Y)--
(2:0-3-3,0-2-41
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. In
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.11
Vert(LL) n/a
n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.04
Verl(TL) n/a
n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL) 0.00
n/a n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix)
Weight: 7lb. FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 2-6-8 oc purlins, except
BOT CHORD 2x4 SP No.3
end verticals.
WEBS 2x6 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=59/2-6-8, 3=59/2-6-8
Max Harz 1=40(LC 12)
Max Upliftl=-28(LC 12), 3=-45(LC 12)
,r Max Grav1=59(LC 1), 3=61(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) bind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511t B=45ft L=2411; eave=4ft; Cat. II;
Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces
& MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Bearing at joint(s) 3 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 1 and 45 lb uplift at joint
3.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 101032015 BEFORE USE.
"
Design valid for use only with MITek(l) connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
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 reciulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabdcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSt/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