HomeMy WebLinkAboutAPPROVED REVISION Waterstone 3 - Truss EngDETRUSS
COMPANY, INC.
Re : T 108-86952: AS P 1 R E AT
Dade Truss Company, Inc.
6401 NW 74th Avenue
Miami, FL 33166
Tel: (305) 592-8245
Fax: (306) 477-8092
Site Information: Project Customer K HOVNANIAN HOMES Job Name .ASPIRE AT WATERSTONE
LotlBlock: Model Emerald
Site Name:
Site Address: 5122 ARMIRA PL
St: Zip. FT PIERCE
General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show
Special Loading Conditions):
Design Code: FBC20201TP12014 Design Program: 8.42 Feb 10 2021 Roof Load: 0.0 psf Floor Load: 0.0 psf
Wind Code: Wind Speed: 165 mph
This package includes 51 individual, dated 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No.
Date
Truss ID#
Seal#
1
1022121
CA
A0239947
2
1D2221
CJ3
A0239948
3
102221
CA
A0239949
4
1012221
cJ01
A0239950
5
102221
CJ03
A0239951
6
1022121
EJ2
A0239952
7
102221
ER
A0239953
8
10/22121
EJ05
A0239954
9
iD12221
FG01
A0239955
10
1022/21
FG02
A0239956
11
102221
F003
A0239957
12
102221
FL01
A0239958
13
102221
FL02
A0239959
14
102221
FL02A
A0239980
15
102221
FL03
A0239981
16
102221
FL04
A0239982
17
102221
FL05
A0239963
18
i02221
FL06
A0239964
19
1012221
FL07
A0239965
20
1D12221
HJ2
A0239966
21
102221
HJ7
A0239967
22
1022/21
HJ05
A0239968
23
102221
Tot
A0239969
24
10r1221
T02
A0239970
25
1022R1
T03
A0259971
26
1022121
TD4
A0239972
No.
Date
Truss ID#
Seal#
27
1012221
T05
A0239973
28
102=1
T06
A0239974
29
1022f21
T07
A0239975
30
102221
T08
A0239976
31
102221
T09
A0239977
32
1022/21
T10
A0239978
33
10222t
T11
A0239979
34
1022121
T12
A0239980
35
102221
T13
A0239981
36
102221
T14
A0239982
37
102221
T16
A0239983
38
102221
T16
A0239984
39
102221
T17
A0239985
40
1022/21
Tie
A0239986
41
102221
T19
A0239997
42
102221
T20
A0239988
43
1 W=I
T21
A0239989
44
102221
T22
A0239990
45
102221
T23
A0239991
46
102221
T24
A0239992
47
102221
725
A0230993
102221
T26
A0239994
1022121
Vol
A0239995
P60
102221
V02
A0239996
102221
V03
A0239997
The truss drawing(s) referenced above have been prepared using MiTek
Industries, Inc. engineering software under my direct supervision based on the
provided by Dade Truss Company, Inc. of Miami, FL.
COMPONENTS MANAGEMENT SYSTEMS INC.
CERTIFICATE OF AUTHORIZATION # 30680
6401 NW 74 AVENUE MIAMI, FL 33166 305-592-8245
SALVADOR A. JURADO RE, FLORIDA REGISTRATION # 19939
NOTE: The seal on these drawings indicate acceptance of
professional engineering responsibilty for the truss
components shown per ANSI/TPI 1-2014 Section 2.
Digitally signed by Salvador
Jurado
Salvad0 DN: c=US,st=Florida,
1=Miami, o=Components
Management Systems Inc,
_President, cn=Salvador
r JuradoemaaiI-
l=sjurado@bcg.bz
Date: 2021.10.25 14:34:53
-os001
0.
No.19939
•.• STATE OF
�ONALE ..,a•
Date
Page 1 of 1
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401
AVE. MIAMI FL. 33166
Job Truss Truss Type Oty Ply
A0239950
EMERALD CJ01 JACK TR @ 45 8 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8 420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:36:20 2021 Page 1
ID.YHWDrOmBnrebgkOSNIKX')FyquAG-kmYYeyXGAoFEmFi6jZHn4xKR2YmMNri3tE B_YylyOgbH
-1-0-0 1-0-0
1-0-0 1-0-0
2x4 =
NOP2X STP ='
Plate Offsets (X,Y)-- [2:0-2-14,0.0-10]
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Well
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.10
Vert(LL)
0.00
2
>999
240
TCDL
7.0
Lumber DOL
1.25
BC 0.01
Vert(CT)
-0.00
2
>999
180
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL
10.0
Code FBC2020/TP12014
Matrix-P
LUMBER -
TOP CHORD 2x4 SIP No.2
SOT CHORD 2x4 SIP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 1-0-0
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
3 =
-8/Mechanical
2 -
125/0-8-0
4 =
9/Mechanical
Max Horz
2 =
38(LC 12)
Max Uplift
3 =
-8(LC 1)
2 =
.119(LC 12)
Max Grav
3 =
21(LC 1-2)
2 =
125(LC 1)'
4 =
18(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten.. - All forces 250 (lb),or less
except when shown.
NOTES- (8)
1) Wind: ASCE 7-16; Vult=165rnph (3-second LOAD CASE(S)
gust) Vasd 128mph; TCDL=4.2psf; Standard
BCDL=3.Opsf; h.-.25ft; B=45ft; L=28ft; eave=4ft;
Cat. II; Exp B, Encl., GCpi=0.18; MWFRS
(directional) and C-C Exterior(2E) zone; porch
left exposed;C-C for members and forces &
MW FRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
2) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
3} A.I 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
100 lb uplift at joint(s) 3 except (jt=lb) 2=119.
8) 'This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
Scale = 1:5 6
PLATES GRIP
MT20 244:190
Weight: 5 lb FT = 20%
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type oty Ply
EMERALD j CJ1 JACK TR @ 45 12
A0239947
Job Reference (optional)
Run: 6.420 s Feb 10 2021 Print; 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:38:21 2021 Page 1
ID:YHWDrOmBnrebgkOSNfKX?FyquAG-Cy6wrlYux5N5Nahv6_I,IUX DHAikRW70Drk5UUyOgbG
-1-0-0 1-0-0
1-0-0 1-0-0
2x4 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.10
Vert(LL)
-0.00
2
>999
240
TCDL
7.0
Lumber DOL
1.25
BC 0.01
Vert;CT)
-0.00
2
>999
180
BCLL
0.0 "
Rep Stress Incr
YES
WB 0.00
Horz(CT)
0.00
3
nla
Na
BCDL
10.0
Code FBC2020ITP12014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 1-0-0
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MITek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size)
3 =
-4/Mechanical
2 =
121 /0-3-8
4 =
10/Mechanical
Max Horz
2 =
48(LC 12)
Max Uplift
3 =
-4(LC 9)
2 =
-114(LC 12)
Max Grav
3 =
16(LC 12)
2 =
121(LC 1)
4 =
19(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (11b) or less
except when shown.
NOTES- (7)
1) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opsf; h=25ft; B=45ft; L=28ft; eave=4ft;
Cat. II; Exp B; Encl., GCpi=O.18; MWFRS
(directional) and C-C Exterior(2E) zone;C-C for
members and forces 8s MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer
responsible for verifying applied root live load
shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a 10.0 psf
bottom chard 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
100 lb uplift at joint(s) 3 except dt=lb) 2=114.
7) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
Scale = 1.6 0
PLATES GRIP
MT20 244/190
Weight. 5 lb FT = 20%
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss hype Qty Ply
EMERALD CJ03 JACK TR @ 45 8 1 A0239951
Job Reference ',optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek industries, Inc Fri Oct 22 15:38:21 2021 Page 1
D YHW--i;]mBnrebgkOSNfKX-. yquAG-vy6wdYux5N5Nahv6 JUX CUAfrRW70Dek5UUyQgbG
-1-0-0 _ 3-0-0 ,
r 1-0-0 3-0-0
2x4 =
NOP2X STP=
Plate Offsets (x,Y)-- [2:0-2.14,0.0-10]
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I;def'
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC '2.15
VertfLL:-
0.01
2-4
>999
240
TCDL
7.0
Lumber DOL
1.25
BC 0.19
Vert(CT)
-0.01
2-4
>999
180
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL
10.0
Code FBC2020/TPI2014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-0-0
oc purlins.
BOT CHORD
Rigid ceiling directly applied or-10-0-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
3 =
52/Mechanical
2 =
187/0-8-0
4 =
26/Mechanical
Max Horz
2 =
68(LC 12)
Max Uplift
3 =
-36(LC 12)
2 =
-179(LC 12)
4
-34(LC 8)
Max Grav
3 =
52(LC 1)
2
187(LC 1)
4 =
52(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
NOTES- (8)
1) Wind: ASCE 7-16; Vult=165mph (3-second LOAD CASE(S)
gust) Vasd=128mph; TCDL=4.2psf; Standard
BCDL=3.Opsf; h=25ft; B=45h; L=28ft; eave=4ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS
(directional) and C-C Exterior(2E) -1.0-0 to 2.0-0
, Interior(1) 2-0-0 to 2-11-4 zone; porch left
exposed;C-C for members and forces &
MW FRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
2) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
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
100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=179.
8) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
Scale = 1:8 7
PLATES GRIP
MT20 244; 190
Weight: 11 lb FT = 20%
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMII FL. 33166
Job Truss Truss Type Qty Ply
EMERALD CJ3 JACK TR @ 45 10 1 A0239948
Job Reference (optional)
Run 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:38:23 2021 Page 1
ID:YHWDromBnrebgkO$NfKX?FyquAG•9LEgG_Z9TidodurlEPKnZy3Y7 NzvQdgg9DCZMyQgbE
-1-0-0 3-0-0
1-0-0 3-0-0
2" =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Well
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.14
Vert(L-)
-0.00
2-4
>999
240
TCDL
7.0
Lumber DOL
1.25
BC 0-09
Vert(CT)
0.01
2-4
>999
180
BCLL
0.0
Rep Stress incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL
10.0
Code FBC2020/TPI2014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-0-0
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
3 =
63/Mechanical
2 -
17810-3-8
4 =
28/Mechanical
Max Horz
2 =
85(LC 12)
Max Uplift
3 =
-50(LC 12)
2 =
-119(LC 12)
Max Grav
3 =
63(LC 1)
2 =
178(LC 1)
4 =
56(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
NOTES- (7)
1) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opsf; h=25ft; B=45ft; L=28ft; eave=oft;
Cat. 11; Exp B; Encl., GCp1=0.18; MWFRS
(directional) and C-C Exterior(2E) -1-0-0 to 2-0-0
Interior(1) 2-0-0 to 2-11-4 zone;C-C for
members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer
responsible for verifying applied roof I-ve load
shown covers rain loading requirements specific
to the use of this truss component.
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 connect'on (by others) of
truss to bearing plate capable of withstanding
100 lb uplift at joint(s) 3 except (jt=1b) 2=119.
7) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
Scale = 1:9.9
PLATES GRIP
MT20 244/190
Weight: 11 It, FT = 20%
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type Oty Ply
EMERALD CJ5 JACK TA @ 45 10
A0239949
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print. 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:38:24 2021 Page 1
ID YHWDrOmBnrebgkOSNfKX?FyquAGdXo3UKanEOIfE20UoW6Acc3O19ettgvoym5pyOgbD
-1-0-0 5-0-0
1-0-0 5-0-0
2x4 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Well
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.58
Vert(LL)
-0.03
2-4
>999
240
TCDL
7.0
Lumber DOL
1.25
BC 0.28
Vert(CT)
-0.06
2-4
>909
180
BCLL
0.0 "
Rep Stress Incr
YES
W B 0.00
Horz(CT)
-0.00
3
Na
Na
BCDL
10.0
Code FBC2020/TPI2014
Matrix-P
LUMBER -
TOP CHORD 2x4 SIP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-0-0
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
3 =
122/Mechanical
2 =
247/0.3-8
4 =
48/Mechanical
Max Horz
2 =
124(LC 12)
Max Uplift
3 =
-103(LC 12)
2 =
-136(LC 12)
Max Grav
3 =
f 22(LC 1)
2 =
247(LC 1)
4 =
96(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
NOTES- (7)
1) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
13CDL=3.Opsh h=25ft; B=45ft; L=28ft; eave=4ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS
(directional) and C-C Exterior(2E) -1-0-0 to 2-0-0
, Interior(1) 2.0-0 to 4-11-4 zone;C-C for
members and forces 8 MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
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
100 Ito uplift at joint(s) except 611=11b) 3=103,
2=136.
7) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
Scale = I A 3.7
PLATES GRIP
MT20 244/190
Weight: 17 lb FT = 20%
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type Qty Ply
A0239952
EMERALD EJ2 JACK TR
L NG (psf)
I
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:38:25 2021 Page 1
ID:YHW DromBnrebgkOSNtKX?FyquAG-5iMRhfbP?KtW sC?gLgN FeN9vHn3BNK6z8SiJdFyOgbC
.1-0-0 2-0-0
1-0-0 2-0-0
2x4 =
0-3-8(0-1.8)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Ildefl
TCLL
20.0 '
Plate Grip DOL
1.25
TC 0.10
Vert(LL)
-0.00
2
>999
TCDL
7.0
Lumber DOL
1.25
BC 0.04
Vert(CT)
-0.00
2.4
>999
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
BCDL
10.0
Code FBC20=TPI2014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural woad sheathing directly applied or 2-0-0
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
3 =
38/Mechanical
2 =
14310-3-8
4 =
20/Mechanical
Max Horz
2 =
67(LC 12)
Max Uplift
3 =
-27(LC 12)
2 =
-105(LC 12)
Max Grav
3 =
38(LC 1)
2 =
143(LC 1)
4 =
39(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
NOTES (7)
1) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4,2psf;
BCDL=3.Opsf; h=25ft; 8=45h; L=28ft; eave=4ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS
(directional) and C-C Exterior(2E) zone;C-C for
members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
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
100 lb uplift at joint(s) 3 except (jt=lb) 2=105.
7) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
Scale: 1.5"m V
Vd PLATES GRIP
240 MT20 244/190
180 I
n/a
Weight: 8 lb FT = 20% �
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type Oty Ply
A0239954
EMERALD EJ05 JACK TR 4 1
Job Reference (optional)
Run. 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:38:26 2021 Page 1
ID:YH W DromBnrebgkOSNfKX?FyquAG•Zwwpv?c1 me?NUMatvXuUBbhyLBFh6mM7M6RsAhyQgbB
1-0-0 5-0-0
10-0 5-0-0
cale = 1:11-7
3
I
4-04 12
B
0-8-0(051-8)
2
r
r
r
i B1 '
r
2x4 =
NOP2X STP=
Plate Offsets (X,Y)-- 12:0-2-14,0-0-101
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Well
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.59
Vert(LL)
0.13
2-4
n429
240
TCDL
7.0
Lumber DOL
1.25
BC 0.66
Vert(CT)
;r.12
2-4
n458
180
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0WO
3
nia
n/a
BCDL
10.0
Code FBC2020/TP12014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-0-0
oc purlins.
BOT CHORD
Rigid ceding directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size)
3 =
114/Mechanical
2 =
25310-8-0
4 =
46/Mechanical
Max Harz
2 -
99(LC 12)
Max Uplift
3 _
-89(LC 12)
2 -
-229(LC 12)
4 =
.60(LC 8)
Max Grav
3 =
114(LC 1)
2 =
253(LC 1)
4 =
92(LC 3)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
NOTES- (8)
1) Wind: ASCE 7-16; Vult=165mph (3-second LOADCASE(S)
gust) Vasd=128mph; TCDL=4.2psf; Standard
BCDL=3.Opsf; h=25ft; B=45ft; L=28ft; eave=oft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS
(directional) and C-C Exterior(2E) -1-0-0 to 2 0 0
, Interior(1) 2-0-0 to 4-11-4 zone; porch left
exposed;C-C for members and forces 8
MWFRS for reactions shown; Lumber DCL=1.60
plate grip DOL=1.60
2) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
3) All plates are MT20 plates unless otherwise
indicated.
4) This truss has been designed for a 10.0 psi
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
100 lb uplift at joint(s) 3, 4 except Ot=1b) 2=229.
8) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
PLATES GRIP
MT20 2441190
Weight: 17 lb FT = 20%
SALVADOR JURADO P-E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job
A0239953
EMERALD 1 EJ7 ►JACK TR
28
I _ Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:38:27 2021 Page 1
ID;YHWDromBnrebgkOSNIKX?FyquAG-16TB6LcfWx7E5V83TFPj oE3GbdTrDcGbmBfli7MbA
-1-0-0 7-0-0
1-0-0 7-0-0
40 =
LOADING
(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/dell
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.84
Vert(LL)
0.13
2.4
>607
240
TCDL
7.0
Lumber DOL
1.25
BC 0.56
Vert(CT)
-0.21
2-4
>394
180
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL
10.0
Code FBC2020/TPt2014
Matrix-SH
LUMBER -
TOP CHORD 2x4 SIP No,2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-3-13
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
3 =
165/Mechanical
2 -
318/0-3-8
4 =
81/Mechanical
Max Horz
2 =
163(LC 12)
Max Uplift
3 =
-132(LC 12)
2 =
157(LC 12)
Max Grav
3 =
165(LC 1)
2 =
318(LC 1)
4 =
125(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (ib) or less
except when shown.
NOTES- (7)
1) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd=i28mph; TCDL=4.2psf;
BCDL=3.Opsf; h=25ft; B=45ft; L=28h; eave=4tt;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS
(directional) and C-C Exterior(2E) -1-0-0 to 2-0-0
Interior(l) 2-0-0 to 6-11-4 zone;C-C for
members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
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
100 lb uplift at joint(s) except (jt=lb) 3=132,
2=157.
7) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
Scale = 1 17 3
PLATES GRIP
MT20 2441190
Weight: 23 lb FT = 201%
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type
Qty Ply
AQ239955
EMERALD FG01 FLAT GIRDER TR 2
2 Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:38:29 2021 Page 1
ID:YHW DrOmBnrebgkOSNfKX?FyquAG-zUbyXlev2ZNyLpISafRBpOJURPLAJygZ24gWnOyQgb8
0-3-0 3-7-0 6-11-0
0-3 3-4-0 3-4-0
1 Sx6 =
2x4 II
22x4 1
it
5x8 =
5
0-4-0(0.1.14)
0 3-0 3-7-0
6-11-0
0-3-0 3-4-0
3-4-0
Plate Offsets (X,Y)--[1:0-3-0,0-2-4],[3:0-3-0,0-2-4],[5:0-4-0,0-1-8]
LOADING (psf) SPACING- 1.7-2
CSI.
DEFL.
in
(loc)
I/defl L/d
TCLL 40.0 Plate Grip DOL 1.00
TC 0.54
Vert(LL�
-0.05
5
>999 360
TCDL 10.0 Lumber DOL 1.00
BC 0.42
Vert(CT)
-0.07
5
>999 240
BCLL 0.0 Rep Stress Incr NO
WB 0.72
Horz(CT)
0.00
4
wa n/a
BCDL 5.0 Code FBC2020/TP12014
Matrix-P
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
W2: 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0
oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ibtsize)
4 3227/0-4-0
6 = 3227/0-4-0
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
1-2=-4874/0, 2-3=-4874/0,
3-4=-2481 /0
WEBS
1-5=0/5118, 2-5=-1856/0,
3-5=0/5118, 1-6=-2481 /0
NOTES- (5)
1) 2-ply truss to be connected together with 10d
(0.131-x3") nails as follows:
Top chords connected as follows: 2x6 - 2 rows
staggered at 0-9-0 oc, 2x4.1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows
staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0
OC.
2) All loads are considered equally applied to all
pl es, except if noted as front (F) or back (B)
face in the LOAD CASES; section. Ply to p y
connections have been provided to distr bute
only loads noted as (F) or (B), unless otherwise
Indicated.
3) Girder carries tie-in span(s): 20-6-4 from
0-0 0 to 6 11-0; 17-9-4 from 0-0-0 to 6-11.0
4) Recommend 2x6 strongbacks, on edge,
spaced at 10-0-0 oc and fastened to each truss
with 3 10d (0A 31 " X 3") nails. Strongbacks to
be attached to walls at their outer ends or
restrained by other means.
5) 'This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsib lity of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
1) Dead + Floor Live (ba anced): Lumber
Increase=1.00, Plate Increase 1 00
Uniform Loads (plf)
Vert: 1-3=-580(F=-50% 4-6=-432(B=-425)
Scale = 1:12,5
54 =
2x4 11
0-4-0(0-1-14)
i
PLATES GRIP
MT20 244.190
Weight: 85 lb FT = 20%
SALVADOR JURADO P,E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type Qty Ply
A0239956
EMERALD FG02 FLAT GIRDER TR 4 2 Job Reference_(optional)
_
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:38:30 2021 Page 1
ID:YH W DrOmBnrebgkOSNfKX?FyquAG-Rh9KkNfYpsVpyzte8NyOLRsbFo6G2T8iHkP4JSyQgb7
3-10-0 _ 7-4-8 10-6-0 14-2-4 18-0-4
3-10-0 3-6-8 3-1-8 3-8-4 3-10-0
Scale - 1:31.1
4x4 = 4x4 2x4 2x4 34 = 4x4 5X8 =
2x4 4x6 = 4x6 = 4x4
4x4 =
80 a
4x4
0-3-8(0-1-10)
;9
3-10-0 7-4-8
10-6-0
14-2-4
h
18-0-4
3-10-0 3-6-8
3-1 8
3-8-4
3-10-0
Plate Offsets (X,Y)-- [1 :0- 1 - 12,0-1 -8], [2:0-1-12,0-1-8], t7:Edge,0-1-81,
[8: Edge 0-3-8], [9:0-5-0,0-3-8], [11:0-1-12,0-i 8]
LOADING (psf)
SPACING- 1-7-2
CSI.
DEFL.
in
(loc) I'defl
Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.79
Vert(LL)
-0.31
9-10 >679
360
MT20 244.190
TCDL 10.0
Lumber DOL 1.00
BC 0.69
Vert(CT)
-0.43
9-10 >497
240
BCLL 0.0
Rep Stress Incr NO
WS 0.46
Horz(CT)
0.03
8 n.a
n/a
BCDL 5.0
Code FBC20201TPI2014
Matrix-SH
Weight: 195 lb FT = 20-ci
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP No.2 *Except"
82: 2x6 SP DSS
WEBS 2x4 SP No.3 *Except*
W2: 2x4 SP 225OF 1.9E
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-2-12
oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
14 = 1357/0-7-4
8 = 3169/0-3-8
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
1-14=-i232/0, 1-2=-3676/0,
2-3=-7157/0, 3-4=-7157/0,
4-5=-7157/0, 5-6=-715710,
6-7=-8551 /0, 7-8=-2862/0
BOT CHORD
12-13=0/3676, 11-12=0/3676,
10-1 1=0/7157,9-10=0/8551,
8-9=0/417
WEBS
6-9=-53/286, 7-9=0/8504,
1.13=0/3663, 2-11=0/3777,
6-1 0=- 1932/0, 2-13=-1310/0,
3-11=-397/0
NOTES (8)
1) 2-ply truss to be connected together with 1 Od
(0 131 "x3") nails as follows:
Top chords connected as follows: 2x4 - I row at
0-7-0 oc.
Bottom chords connected as follows: 2x6 - 2
rows staggered at 0.4-0 oc.
Webs connected as follows: 2x4 - 2 rows
staggered at 0-3-0 oc, Except member 9-7 2x4 -
1 row at 0-9-0 oc, member 1-13 2x4 - 1 row at
0-9-0 oc, member 11-2 2x4 - 1 row at 0-9-0 oc,
member 6-10 2x4 - 1 row at 0-9-0 oc, member
13-2 2x4 - 1 row at 0-9-0 oc, member 3-11 2x4 -
1 row at 0-9-0 oc, member 10-4 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 floor live loads have been
considered for this design.
4) All plates are MT20 plates unless otherwise
indicated.
5) The Fabrication Tolerance at joint 5 = 201/6,
joint 12 = 201/6
6) Recommend 2x6 strongbacks, on edge,
spaced at 10-0-0 oc and fastened to each truss
with 3-i Od (0.131 " X 3") nails. Strongbacks to
be attached to wails at their outer ends or
restrained by other means.
7) Hanger(s; or other connection device(s) shall
be provided sufficient to support concentrated
load(s) 2603 lb down at 14-2-4 on bottom chord.
The design/selection of such connection
device(s) is the responsibility of others.
8) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
1) Dead + Floor Live (balanced): Lumber
Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-6=-80, 6-7=-180(F— 100) 8-14=-8
Concentrated Loads (lb)
Vert: 9=-2603(F)
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
IJob Truss Truss Type Qty Ply
A0239957
#EMERALD FG03 FLAT GIRDER TR 2
II 2 Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, nc. Fri Oct 22 15:38:31 2021 Page 1
ID:YHWD(OmBnrebgkOSNtKx?FyquAG-wtj yjfAaAega7Sg44UfueOkRC?QngJsWO9drvyOgb6
4-0-9 7-11-7 12-0-0
4-0-9 3-10-13 4-0-9
2xa
yam=
4x4 =
Scale = 1:19.7
Sx6 =
Ti
2
W2
YP2
1
W1
B1
8 39a =
10 7 11 12 13 6 Sr$ 14 1s
$x10 --
3xs =
4-0-9
7-11-7
12-0-0
4-0-9
3-10-13
_
4-0-9
Plate Offsets (X,Y)--
[1:0-3-0,0-2-0],[4:0-3-0,0-2-0],[5:0-4-8,0-1-8],[6:0-4-4,0-t-12],(7:0-5-0,0-4-4],[8:0-4-8,0-1-8]
LOADING (psf)
SPACING- 1-7-2
CSI,
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.95
Vert(LL)
-0 15
6-7
>944
360
MT20 244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.50
Vert(CT)
-0.20
6-7
>693
240
BCLL 0.0
Rep Stress Incr NO
WB 0.85
Horz(CT)
0.01
5
n/a
n/a
BCDL 5.0
Code FBC2020/TPI2014
Matrix-SH
Weight: 151 lb FT = 20%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP DSS
WEBS 2x4 SP No.3 "Except"
W2: 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-4-14
oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10.0-0 oc bracing.
REACTIONS. (lb/size)
8 = 2610/Mechanical
5 = 2610/Mechanical
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
1-8=-1835/0, 1-2=-6405/0,
2-3=-6405/0, 3-4=-6494/0,
4-5=-1850/0
BOT CHORD
8-9=0/668, 9-10=0/668, 7-10=0/668,
7-11=0/6494, 11-12=0/6494,
12-13=0/649416-13=0/6494,
6-14=0/661, 14-15=0/661,
5-15=0/661
WEBS
1-7=0/5930, 4-6=0/6029
NOTES- (6)
1) 2-ply truss to be connected together with 10d
(0.131 "x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at
0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2
rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4. 1 row at 0-9-0
oc.
2) All loads are considered equally applied to all
plies, except it noted as front (F) or back (8)
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) Refer to girder(s) for truss to truss
connections.
4) Recommend 2x6 strongbacks, on edge,
spaced at 10-0-0 oc and fastened to each truss
with 3-10d (0.131" X 3") nails. Strongbacks to
be attached to walls at their outer ends or
restrained by other means.
5) Hanger(s) or other connection device(s) shall
be provided sufficient to support concentrated
load(s) 599 lb down at 1-2.10, 599 lb down at
2-9-12, 599 lb down at 4-4-14, 599 lb down at
6.0-0, 599 lb down at 7-7-2, and 599 lb down at
9-2-4, and 599 lb down at 10-9-6 on bottom
chord. The designtselection of such connection
device(s) is the responsibility of others.
6) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
1) Dead t Floor Live (balanced): Lumber
Increase=1.00, Plate Increase=1.00
Uniform Loads (pit)
Vert: 1-4=-80, 5-8=-8
Concentrated Loads (lb)
Vert: 9=-599(B) 10=-599(B) 11=-599(8)
12=-599(B)13=-599(8)14=-599(B)
15=-599(B)
SALVADOR JURADO P.E STATE OF FLORIDA RES NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type Oty Ply
A0239958
EMERALD FLO1 FLAT TR 4X_ 4 1
Job Reference {optional}
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fr Oct 22 15:38:33 2021 Page 1
ID:YH WDromBnrebgkOSNfKX?FyquAG-sGrSNPhQ6nuOpOcDp V W7z3UHgGDYFxi9ziekwnyOgb4
Scale = 1:34.7
a:I l f 1 �{
36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19
US FP— 3x4
20-9-12
20-9-12
Plate Offsets (X,Y)-- (37:0-1-8 0-1-0],[38:0-1-8,0-1-0]
LOADING (psf)
SPACING-
1-7-2
CSI.
DEFL.
in (loc)
Ildefl
Ud PLATES GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC 0.06
Vert(LL)
nla
n/a
999 MT20 244.190
TCDL 10.0
Lumber DOL
1.00
BC 0.01
Vert(CT)
nla -
nla
999
BCLL 0.0
Rep Stress lncr
YES
WB 0.03
Horz(CT)
0.00 19
Na
rVa
BCDL 5.0
Code FBC2020/TP12014
Matrix-R
Weight 96lb FT = 20%F, 1
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
6) CAUTION, Do not erect truss backwards.
BOT CHORD 2x4 SP No.2(flat)
7) "This manufactured product is designed as an
WEBS 2x4 SP No.3(flat)
individual building component. The suitability
OTHERS 2x4 SP No.3(flat)
and use of this component for any particular
BRACING
TOP CHORD
building is the responsibility of the building
Structural wood sheathing directly applied or 6-0-0
designer per ANSI TPI 1 as referenced by the
building code."
oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
LOAD CASE(S)
Standard
REACTIONS. All bearings 20-9-12.
(lb) - Max Grav
All reactions 250 lb or less at
joint(s) 36, 19, 35, 34, 32, 31,
30, 29, 28, 27, 26, 25, 24, 23, 22,
21,20
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
NOTES- (7)
1) All plates are 2x4 MT20 unless otherwise
indicated.
2) Gable requires continuous bottom chord
bearing.
3) Truss to be fully sheathed from one face or
securely braced against lateral movement (i.e.
diagonal web).
4) Gable studs spaced at 1-4-0 oc.
5) Recommend 2x6 sirongbacks, on edge, spaced
at 10-0.0 oc and fastened to each truss with
3-10d (0.131" X 3") nails. Strongbacks to be
attached to walls at their outer ends or restrained
by other means.
SALVADOR JURADO P.E STATE
OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss
EMERALD IFI-02
0-1-8
"1 1-3-8
4x4 ".
Truss Type
FLAT TR 4X.-
Oty Ply
18
A0239959
Job Reference ioptional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industr'es, Inc. Fri Oct 22 15:38:34 2021 Page 1
ID:YHWDrOmBnrebgkCSN1KX?FyquAG-KSPraki2t50FRaBPND1MWHOJz(M GIICMNHSDyOgb3
2-0-0
Scale = 1:34.9
2x4 =
2x4 = 2x4 2x4 1 3x6 FP=
1 2 3 4 5 R 7 a e .� ..
20 4x4 = 3x6 FP=
0-7-4(0-1-8) 2x4 SP=
44 =
0-3-8(0.1-8)
1-6-8 _
4-1-7 6-8-7
9-3-6 _
14-1-5
16-8-5
19-3-4 20
1-6-8
2-6-15 2-6-15
2-6-15
4-9-15
2-6-15
2-6-15 1-6-8
Plate Offsets (X,Y)--
[1:Edge,0-1-8], [5:0-1-8,Edge], [6:0-1-8,0-0-0], [13:0-1.12,Edge], [17:0-1-8,Edge],
[18:0-1-8,Edge], [23:0-1-8,0-1-0], [24:0-1-8,0-1-0]
LOADING (psf)
SPACING- 1-7-2
CSI.
DEFL, in (loc)
Well Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.61
Vert(LL) -0.25 17-18
>985 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.97
Vert(CT) 0.34 17-18
>717 240
BCL' 0.0
Rep Stress Incr YES
WB 0.55
Horz(CT) 006 12
nla n/a
BCDL 5.0
Code FBC2020/TPI2014
Matrix-SH
Weight: 109 Ib FT = 200/.F, 11
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP 225OF 1.9E(flat) *Except*
B2: 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0.0
oc purlins, except end vert-calls.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing,
Except:
2.2-0 oc bracing: 15 17.
REACTIONS. (Iblsize,,
22 _ 89810-7..4
12 = 898/0-3-8
FORCES. (lb)
Max. Comp./Max. Ten, - All forces 250 (Ib. or less
except when shown.
TOP CHORD
22-23=-893/0, 23.24=-893/0,
1-24=-89310, 11-12=-894101
1-2=-795/0, 2-3=-206210,
3-4=-2878/0, 4-5=-3321/0,
5-6=-3321/0, 6-7=-332 110,
7-8=-2893/0, 8-9=-2088/0,
9-10=-2088/0, 10-11=-830/0
BOT CHORD
20-21 =0/1 539, 19-20=012566.
18-19=0(3170, 17.18=0/3321,
16-17=0/3180, 15-16=0/3180,
14-15=0/2586,13-14=011570
WEBS
1.21=011134, 2-21 =-1 087/0,
WEBS
1-21=011134, 2-21=-108710,
2-20=0866. 3 20=-736/0,
3-19=0r455, 4-19=-428/0,
4-18=-l06-501, 7-17=-1 1 2-489,
7-15--418/0, 8 15=0/449,
8-14= 728/0, 10-14=0/756,
10-13=-1082/0, 11-13=0/1157
NOTES (6)
1) Unbalanced floor live loads have been
considered for this design.
2) All plates are 3x4 MT20 unless otherwise
indicated.
3) The Fabrication Tolerance at joint 16 = 11%
4) Recommend 2x6 strongbacks, �n edge.
spaced at 10-0-0 oc and fastened to each truss
with 3-10d (0.131 " X 3") nails Strongbacks to
be attached to walls at their outer ends or
restrained by other means.
5) CAUTION, Do not erect truss backwards.
6) "This manufactured product is designed as an
individual building component The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 151A14 . runt mw 7a auF miami ir1 �2,x4aa
Truss Type
Oty Ply
A0239960
EMERALD
0-1-8
38
H t`
FL02A FLAT TR 4X_
16
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 6.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15.38:35 2021 Page 1
10,YH WDromBnrebgkOSNEKX?FyquAG-oeyDo4igeP853kmbxwYb2UZVnpG4jloSR07rAyQgb2
2-0-0
Scale = 1:35 1
2x4 .1
2x4 = 2x4 =
2x4 = 4x4 = 3x6 FP=4x4 = 2x4 =
4x4 =
0.7.4(0-1-8)
2x4
3x6 FP=
2x4 SP
2x4
25 o
/c
44 = 3x5 =
0-3-8(0-1.8)
2-9-15
5-4-15
7.11-14
9-3-6
12-9-14
15-4-13
17-11-13
20-6-19-12
_
2-9-15
2-8.15
( 2-6-15
_
' 1-3-8
3-6-8
2-6-15
2-6-15
2-6-15 0-3-0
Plate Offsets (X,Y)--
[5:0 1 8,Edge], [6.0-1-8,Edge], [11:0-2-8,Edge], [12:0-2-0,Edge],
[17:0-1-8,0-0-0], [18:0-1.8,Edge]. [23:0-1-8,0-1-0],
[24:0-1-8,0-1 01,
[25:0-1-8 0-1-0]
LOADING (psf)
SPACING-
1-7-2
CSI.
DEFL.
in (loc) Ildefl
L/d
PLATES GRIP
TCLI. 40.0
Plate Grip DOL
1.00
T C.0.55
Vert(LL)
-0.25 17-18 >993
360
MT20 244A 90
'CDL 10.0
Lumber DOL
1.00
BC 0.90
Vert(CT)
-0.34 17-18 >721
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.45
Horz(CT)
0.06 12 n/a
Na
BCDL 5.0
Code FBC2020/TP12014
Matrix-SH
Weight: 1091b FT = 20%F, 1
LUMBER -
TOP CHORD 2x4 SP N0.2(flat)
BOT CHORD 2x4 SP 225OF 1.9E(flat) 'Except"
132: 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0
oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
12 = 894/0-3-8
22 = 898/0-7-4
FORCES. (11b)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-3=-1484/0, 3-4=-252510,
4-5=-3131/0,5-6=-3331/0,
6-7=-3141/0, 7-8=-2544/0,
8-9=-1515/0, 9-10=-1515/0
BOT CHORD
21-22=0/845, 20-21=012103,
19-20=0/2927, 18-19=0/3331,
17-18=0/3331, 16-17=0/3331,
15-16=0/3331, 14-15=0/2942,
13-14=0/2128, 12-13=0/880
WEBS
6-15=-504/61, 7-15=0/389,
7.14=-582/0, 8-14=0/609,
8-13=-896/0, 10-13=0/928,
to- 12=-1225/0, 2-22=-1205/0,
WEBS
6-15=-504/61, 7-15=01389,
7-14=-582/0, 8-14=0/609,
8-13=-89610, 10.13=01928,
10-12=-1225/0, 2-22=-11205/0,
2-21=0/935, 3-21=-904/0,
3-20=01616, 4-20=-588/0,
4-19=0/393, 5-19=-518/55
NOTES- (6)
1) Unbalanced floor live loads have been
considered for this design.
2) All plates are 3x4 MT20 unless otherwise
indicated.
3) The Fabrication Tolerance at joint 16 = 11 %
4) Recommend 2x6 strongbacks, on edge,
spaced at 10-0-0 oc and fastened to each truss
with 3-10d (0.131" X 3") nails. Strongbacks to
be attached to walls at their outer ends or
restrained by other means.
5) CAUTION, Do not erect truss backwards.
6) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job
EMERALD
0-1-8
1-3-8 ,
04
2x4
2x4
1
Truss Truss Type
FL03 FLAT TR 4X
2 3
oty Ply
8 1
A0239961
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:38:36 2021 Page 1
ID•YHWDNmBnrebgkOSNfKX?FyquAG-GrWb?OjIPiGyguKoVe3gbi6IPDc1 SAUbigsOW6yOgb1
2-0-0� 1-3-0 1-3-0 1 1-3-0 1-3-0 1-3-0 1-3-0 1-3-0
S le = 1:34.4'
2x4 II 2x4 11
a r, a 7 Q
3x6 FP- 4x6 -
t o
22 21 20 19 18 17 16 15 14 13 12
2x4 4x4 3x6 FP 04 =
0-7-4(0-1-8) 2x4 SP
1-6-8 4-1-7 6-8-7
1-6-8 2-6-15 2-6-15
20-6-4
I 19-D-4 �20-3-4 a
2-5-1 5 1-3-0
0-3-0
Plate Offsets (X,Y)-- [1:Edge,0-1-8], [5:0-1-8,Edge], [6:0-1-8,0-0-0], [17:0-1.8,Edge], [18:0-1-8,Edge], [23:0.1-8,0-1-0]1 [24:0-1-8,0-1-0]
9-3-6 14-0-5 16-6-5
2-6-15 4-8-15 T 2-5-15
LOADING (psf)
SPACING-
1-7-2
CSI.
DEFL.
in (loc)
I/defl
Ud PLATES GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC 0.62
Vert(LL)
-0.24 18
>999
360 MT20 244/190
TCDL 10.0
Lumber DOL
1.00
BC 0.92
Vert(CT)
-0.33 17-18
>746
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.54
Horz(CT)
0.06 12
n/a
n/a
BCDL 5.0
Code FBC2020/TPI2014
Matrix-SH
Weight: 108 lb FT = 20%F, 110%
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP 2250F 1.9E(flat) *Except*
132: 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0.0
oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing,
Except:
2-2-0 oc bracing: 15-17.
REACTIONS. (lb/size)
22 = 886/0-7-4
12 = 886IMechanical
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown,
TOP CHORD
22-23=-880/0, 23-24=-880/0,
1-24=-88010, 11-12=-881/0,
1-2=-783/0, 2-3=-2026/0,
3-4=-2819/0,4-5=-3226/0,
5-6=-3226/0, 6-7=-3226/0,
7-8=-2784/0, 8-9=-200310,
9-10=-2003/0, 10-11=-795/0
BOT CHORD
20-21==0/1514,19-20=0/2518,
18-19=0/3097, 17-18=0/3226,
16-17=0/3068, 15-16=0/3068,
14-15=0/2483, 13.14=011503
WEBS
1-21=0/1116, 2-21 =- 1069/0,
WEBS
1 21=0/1116, 2-21=-1069/0,
2-20-0/747, 3-20=-720/0,
3-19=0/440, 4-19=-407/0,
4-18=-120/473, 7-17=-89/502,
7.15=-423/0, B-15=01447,
8-14=-715/0, 10-14=0(743,
10-13=-1054/0,11-13=011125
NOTES- (7)
1) Unbalanced floor live loads have been
considered for this design.
2) All plates are 3x4 MT20 unless otherwise
indicated.
3) The Fabrication Tolerance at joint 16 = 11 %
4) Refer to girder(s) for truss to truss
connections.
5) Recommend 2x6 strongbacks, on edge,
spaced at 10-0-0 oc and fastened to each truss
with 3-10d (0.131" X 3") nails. Strongbacks to
be attached to walls at their outer ends or
restrained by other means.
6) CAUTION, Do not erect truss backwards.
7) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
SALVADOR JURADO P.E STATE OF FLORIIIIA RtF[; Nn 4gq4q _ Rdn4 NW 7A A%Ir- fl OARno ci *a*&4ac
Job Truss Truss Type Oly Ply
A0239962
EMERALD FL04 FLAT TR 4X_ 4 1
Job Reference (opt oval)
Run: 8.420 s Feb 10 2021 Pr nil: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:38:38 2021 Page 1
ID YHWDromBnrebgkOSNfKX?FyquAG-CDeLQ6lZxKWgwCLIAc26ig7B7T1VwwCwu7 LVb?yQgbl
0-1-8
'1
Scale = 1:29.6
1 9 7 d 5% a 7 8 9
3x4
10 11
12
13
14
15
IT
29 28 27 26 25 24 23 22 21 20 19 18 17 16
3x5
17-8-12 — — —
-
r
17-8-12
Plate Offsets (X,Y)-- [30:0-1-8 0-1-0],[31:0-1-8,0-1-01
LOADING (psf) SPACING- 1-7-2
CSI. DEFL. In (loc) Udefl
Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00
TIC 0.07 Vert(LL) nla Na
999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00
BC 0.02 Vert; CT) Wa - n/a
999
BCLL 0.0 Rep Stress Incr YES
WB 0.03 Horz(CT) 0.00 16 n/a
n/a
BCDL 5.0 Code FBC20201TPI2014
Matrix-R
Weight: 83 lb FT = 20%F, 1
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
7) "This manufactured product is designed as an
BOT CHORD 2x4 SP No.2(flat)
individual building component. The suitability
WEBS 2x4 SP No.3(flal)
and use of this component for any particular
OTHERS 2x4 SP No.3(flat)
building is the responsibility of the building
BRACING-
designer per ANSI TPI 1 as referenced by the
TOP CHORD
building code."
Structural wood sheathing directly applied or 6-0-0
oc purlins, except end verticals.
LOAD CASE(S)
BOT CHORD
Standard
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 17.8-12.
(lb) - Max Grav
All reactions 250 lb or less at
joint(s) 29, 16, 28, 27, 26, 25,
24, 23, 22, 21, 20, 19, 18, 17
FORCES. (Ib)
Max. Comp./Max. Ten. - All farces 250 (lb) or less
except when shown.
NOTES- (7)
1) All plates are 2x4 MT20 unless otherwise
indicated.
2) Gable requires continuous bottom chord
bearing.
3) Truss to be fully sheathed from one face or
securely braced against lateral movement (i.e.
diagonal web).
4) Gable studs spaced at 1-4-0 oc.
5) Recommend 2x6 strongbacks, on edge, spaced
at 10-0-0 oc and fastened to each truss with
3-10d (0.131" X 3") nails. Strongbacks to be
attached to walls at their outer ends or restrained
by other means.
6) CAUTION, Do not erect truss backwards.
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type Qty Ply
EMERALD FL05 FLAT TR 4X_ 16 1 A0239963
,lob Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:38:39 2021 Page 1
ID:YHwDrOmBnrebgkOSNfKX?FyquAG hQCkdSmB!deXYL3NAmdXDKkCtRisfYE1 Me527RyOgb
0-1-8
ti ,-1_2 12,E
2-0-0� 1-3-13 1-3-13 1-3-13 1-3-13 i 1-3-13 1-3-13
s le - 1,30.2
4x4 =
2x4 =
2x4 =
4x4 =
Ti f 7 is
a�w ar c�■
asr aw rw t.'
W IE;
rrrrrr���r.err�w��rrrwr�r��r��rrr���
®
����
� 1
2x4 11 40 =
0-7-4(0-1-8)
20 : ZX4 1 3x6 FP=
4x4 =
0-3.8(0-1.8)
1-5-12 _
3-11-4
6-4-12
112-5
_{ 13-9-14
0
16-5-7
18-0-4
1-5-12
2-5-8
2-5-8
4-9-9
2-7-9
2-7-9
1-6-13
Plate Offsets (X,Y)-- [1:Edge,0-1-8], [4:0-1-8,Edge],
[5:0-1-8,Edge],
[14:0.1-8,0-0-0], [15:0-1-8,Edge],
[20:0-1-8,0-1-0], [21:0.1-8.0-1-0]
LOADING (psf)
SPACING-
1-7.2
CSI.
DEFL.
in (ioc) I/defl
Ud
PLATES
GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC 0.48
Verl(LL)
-0.16 13-14 >999
360
MT2G
244.190
TCDL 10.0
Lumber DOL
1.00
BC 0.59
Vert(CT)
-0.21 13-14 >999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.47
Horz(CT)
0.04 9 n/a
n a
BCDL 5.0
Code FBC20201TP12014
Matrix-SH
Weight: 96 Ib FT = 20%F. 11 `,
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat) 'Except"
B1: 2x4 SP 2250F 1.9E(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0
oc purlins, except and verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
9 = 776/0-3-8
19 = 776/0-7-4
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
19-20=-77110, 20-21=-771 /0,
1-21=-771/0,8-9=-771/0,
1-2=-648/0, 2-3=-1656/0,
3-4=-2252/0, 4-5= 2482/0,
5-6=-2325/0, 6-7=-1758/0,
7-8=-71510
BOT CHORD
17-18=011 253,16-17=012039,
15-16=0/2482, 14-15=0/2482,
13-14=0/2482, 12-13=0/2143,
11 -1 2=0/2143, 10-11=0/1352
WEBS
1-18=0/947, 2-18=-907/0,
2-17=0/605, 3.17=-574/0,
3-16=0/374, 4.16=-500/0,
5-13=-414/39, 6-13=0/334,
WEBS
1-18=01947, 2-18=-907/0,
2-17=0/605, 3-17=-574/0,
3-16=0/374, 4-16=-500/0,
5-13=-414/39, 6-13=01334.
6-11=-558/0, 7-11=0/587,
7-10=-920/0, 8-10=0/988
NOTES- (5)
1) Unbalanced floor live loads have been
considered for this design,
2) All plates are 3x4 MT20 unless otherwise
indicated.
3) Recommend 2x6 strongbacks, on edge,
spaced at 10-0-0 oc and fastened to each truss
with 3-10d (0.131" X 3") nails. Strongbacks to
be attached to walls at their outer ends or
restrained by other means.
4) CAUTION, Do not erect truss backwards.
5) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
AAI VAnnR-1IlRAi7n P F -gTATIF nF 91 nRina RFA Un 40010 - RAn4 WW 7A Agra runAui Cr -2a4a0
IJob
EMERALD
1-2-12
a-1-13
1
0
Truss Truss Type Qty Ply
A0239964
FL06 FLAT TR 4X_ 10 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:38:40 2021 Page 1
ID:YHWDrOmBnrebgkOSNfKX?FyquAG-9cm6rompTxmO9VeZjT8mIYGNZgygO?gBalgcet Qgaz
2-2-0-0 1-3-5 i 1-3-5 i 1-3-5 1-3-5 1-3-5 i 1-3-5
S6JIe = 1:29.7I
4x4
2x4 =
2x4 = 4x6 =
1 2 3 4 Tj 5 6 7 8
.r .. r■
IN
�II >pA sw ww
I
----
III
II a. .. �Wl :
E ;
18 17 16 15 14 13 12 11
2x4 II 4x4 = 2M II 2" It 3x6 FP=
0-7-4(0-1-8)
1-4 6-4-12 11 1
Plate Offsets (X,Y)_[1:Edge,O 1-8j, [4_0 1=8tEdge],-[5!0-1-8,Edge],.[14:0-1-8,0-0-0],_[15:0-1-8,Edge],
LOADING (psf)
SPACING-
1-7-2
I CSI.
DEFL.
in (loc)
Well
Ud
TCLL
40.0
Plate Grip DOL
1.00
TC 0.48
Vert(LL)
-0.17 13-14
>999
360
TCDL
10.0
Lumber DOL
1.00
BC 0.99
Vert(CT)
-0.22 13.14
>941
240
BCLL
0.0
Rep Stress Incr
YES
WB 0.46
I Horz(CT)
0.05 9
wa
n/a
BCDL
5.0
Code FBC2020/TPI2014
I Matrix-SH
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SIP No.2(flat)
WEBS 2x4 SIP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0
oc purlins, except and vert'cals.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
REACTIONS. (Ib/size)
9 = 765/Mechanical
19 = 765/0-7-4
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
19-20=-760/0, 20-21=-76010,
1-21=-760/0, 8-9=-760/0,
1-2=-63810, 2-3=-1626/0,
3-4=-2204/0, 4-5=-2413/0,
5-6=-2245/0, 6-7=-1688/0,
7-8=-686/0
BOT CHORD
17-1 8=011 233, 16-17=0/2000,
15-16=0/2413, 14-15=012413,
13-14=0/2413, 12-13=0/2062,
11 -1 2=0/2062, 10-11=0/1295
WEBS
1-18=0/933, 2-18=-892/0,
2-17=0/591, 3-17=-561/0,
3-16=0/367, 4.16=-469/0,
5-13=-421/19, 6-13=01343,
6-11=-550/0, 7-11=01577,
WEBS
1-18 0;933, 2-18=-892/0,
2-117=01591, 3.17=-561/0,
3-16=0/367, 4-16=-469/0,
5-13-421/19, 6-13- 0/343,
6.11=-55010, 7-11=0.,577,
7-10=-896/0, 8-10=W962
NOTES- (6)
1) Unbaianced floor live loads have been
considered for this design.
2) All plates are 3x4 MT20 unless otherwise
indicated.
3) Refer to girders} for truss to truss
connections.
4) Recommend 2x6 strongbacks, on edge,
spaced at 10-0-0 oc and fastened to each truss
with 3-14d (0.131 " X 3") nal s. Strongbacks to
be attached to walls at their outer ends or
restrained by other means.
5) CAUTION, Do not erect truss backwards.
6) "This manufactured product is designed as an
individual build-ng component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
10 9
04 =
16-2-15 17-9-4
PLATES GRIP
MT20 240190
Weight, 95 lb FT = 20%F; 1
Sel VAnOR JIIRADO P.E STATE OF FLORIDA REG NO. 19939 - 64011 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type City Ply
EMERALD FL07 FLAT TR 4X_ 14
0-1-8
H 1w �•12
2x4 =
2x4 =
A0239965
Job Reference :optional)
Run; 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:38:41 2021 Page 1
I D .YH WD rOmBnrebgkOSNfKX? FyquAG tfoKU 28n R DFu Fnf DI HBI?IlpX2E Pi7U n Kpya96JyOgay
4
2-0-0 1-0-3 1-0-3 1-0-3 1-0-3
S le = 1'23-7
Is a 7
1
1
0-7-3(611%) 2X4 11 2A 11 2N4
14-0-12
1-5-12
I 3-11-4
6-4-12
10-10-11
„+._. _
12-11-1 03-11-4
1-5-12
2-5-8
2-5 8
4-5-15
2-0-6�1-0-3 0-1.8
Plate Offsets (X,Y)--
[4:0-1-8,Edge), [5:0.1-8,Edge),
(7:0-1-8,Edge], [8:0-1-8,Edge],
[11:0-1-8,0-0-0], [12:0-1-8,Edge], [17:0-1-8,0-1-0]. [18:0-1-8,0-1-0]
LOADING (psf)
SPACING- 1-7-2
CSI.
DEFL.
in (loc)
Well
Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 056
Vert(LL)
-0.13 12-13
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.57
Vert(CT;
-0,17 12-13
>952
240
BCLL 0.0
Rep Stress Incr YES
WB 0.34
Horz(CT)
0.02 8
n+'a
n/a
BCDL 5.0
Code FBC2020fTP12014
Matrix SH
Weight: 75 lb FT = 20%F, 11'
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP 225OF 1.9E(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0
oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
16 = 605/0-7-4
8 = 605/Mechanical
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
16-17=-60210, 17-18=-602/0,
1-18=-602/0, 7-8=-60710,
1-2=-489/0, 2-3=-1192/0,
3-4=-1484/0, 4-5=-1420/0,
5-6=-105110, 6-7=-418/0
BOT CHORD
14-15=0/936, 13-14=0/1439,
12-i 3=0/1420, 11-12=0/1420,
10-11=0/1420, 9-10=0/790
WEBS
5-11=0/296, 1-15=01714,
2-15=-672/0, 2-14=0/383,
3-14=-372/0, 5-10=-638/0,
6-10=01439, 6-9=-62510, 7-9=01678
NOTES (6)
1) Unbalanced floor live loads have been
considered for this design.
2) All plates are 3x4 MT20 unless otherwise
indicated.
3) Refer to girder(s) for truss to truss
connections.
4) Recommend 2x6 strongbacks, on edge,
spaced at 10-0-0 oc and fastened to each truss
with 3-1 Od (0.131 " X 3-) nails. Strongbacks to
be attached to walls at their outer ends or
restrained by other means.
5) CAUTION, Do not erect truss backwards.
6) 'This manufactured product is designed as an
individuai building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TP I 1 as referenced by the
bui'ding code."
LOAD CASE(S)
Standard
CAN Irwnnn 111DAnrn n c cTATC ne co nninA ncr_ Yn 400'20 CAnil Ww'7w A%FC SAIAur NO 494CC
Job Truss Truss Type Qty Ply
A0239966
EMERALD HJ2 CORNERJACK 1 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:38:43 2021 Page 1
I D:YH WOrOmBnrebgkOSNfKX?FyquAG-ZBRETpphts8zOzN8PchTNAuyo2BgbTadGG3GFC y0gaw
-1-5-0 2-9-3
1-5-0 2-9-3
2
2x4 =
3.54 F12
T1
a1
LOADING lost)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Well
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.22
Vert(LL%
-0.00
2-4
>999
240
TCDL
7.0
Lumber DOL
1.25
BC 0.08
Vert(CT)
-0.00
2-4
>999
180
BCLL
0.0 '
Rep Stress Incr
NO
WB 0.00
Horz(CT)
-0.00
3
nla
n/a
BCDL
10.0
Code FBC2020/TP12014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-9-3
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
installation guide.
REACTIONS. (lb/size)
3 =
21/Mechanical
2 =
187/0-4-9
4 =
25/Mechanical
Max Horz
2 =
65(LC 8)
Max Uplift
3 =
-35(LC 17)
2 =
-122(LC 8)
Max Grav
3 -
57(LC 24)
2 =
187(LC 1)
4 -
50(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less
except when shown.
NOTES- (9)
1) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opsf; h=25ft; B=45ft; L. 281t; save 4ft;
Cat. 11; Exp B; Encl., GCpi=0.18: MWFRS
(directional); Lumber DOL=1.60 plate grip
DOL=1.60
2) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
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 withstand' ng 35
lb uplift at joint 3 and 122 lb uplift at joint 2.
7) Hanger(s) or other connect,on device(s) shall
be provided sufficient to support concentrated
load(s) 80 lb down and 77 lb up at 1-4-15, and
80 lb down and 77 lb up at 1-4-15 on top chord,
and 2 lb down at 1.4-15, and 2 lb down at
1-4-15 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).
= 1:7.9
PLATES GRIP
MT20 244/190
Weight: 11 lb FT = 20%
9) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 2-4=-20
Concentrated Loads (lb)
Vert: 5=40(F=20, B=20)
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss -russ-ype Qty Ply
EMERALD HJ05 CORNER JACK 4 1 A0239968
Job Reference ',optional)
Run: 8.420 s Feb 10 2021 Print: 6-420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:38:44 2021 Page 1
ID:YHWDrOmBnrebgk06N1KX7FyquAG-1N?dgggKWAGge7yKyJCivNR18SR KvpmVW0pneyQgav
1 .5 0 7-0-2
1-5-0 7-0-2
Scale r 1;15-5
3
2.83 Fil
6
t
2 !
1 g1 �f
y
3x4 =
0-10-15(0-1-8)
LOADING (pst)
SPACING-
2.0.0
CSI.
DEFL.
in
(loc)
Irdefl
Ud PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0,63
VertfLL1
0 16
2-4
>504
240 MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.47
Vert(CT:,
-0.16
2 4
a509
180
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix-SH
Weight: 23 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
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.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
3 =
154/Mechanical
2 =
301/0-10-15
4 =
68/Mechanical
Max Horz
2 =
106(LC 4)
Max Uplift
3 =
-130(LC 4)
2 =
-301(LC 4)
4 =
.82(LC 4)
Max Grav
3 =
154(LC 1)
2 =
301(LC 1)
4 =
114(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
NOTES- (9)
1) Wind: ASCE 7-16; Vuk=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
13CDL=3.Opsf; h=250; B=45ft-. L-28ft; eave=4ft;
Cat. II; Exp B; Encl., GCpi=0.18- MWFRS
(directional); porch left exposed, Lumber
DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
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
130 lb uplift at joint 3, 301 lb uplift at joint 2 and
82 lb uplift at joint 4.
7) Hanger(s) or other connection device(s) shall
be provided sufficient to support concentrated
load(s) 26 lb down and 46 lb up at 4-2-15, and
26 lb down and 46 lb up at 4-2 15 on top chord,
and 62 lb down and 37 lb up at 1.4-15, 62 lb
down and 37 lb up at 1.4-15, and 18 lb down at
4-2-15, and 18 lb down at 4-2-15 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).
9) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 2-4=-20
Concentrated Loads (lb)
Vert: 6=61(F=30, B=30)
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE- MIAMI FL- 331AR
,ob Truss Truss Type Oly Ply
A0239967
EMERALD HJ7 CORNER JACK 5 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print. 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:38:46 2021 Page 1
.D:YHWDrOmBnrebgkOSNfKX?FyquAG-zm7N5rra2nWYlO5i4kFA?oWLyF1 Wo143zEHwsXyOgat
1-5-A 2-10-1 5-8-1 , 6-8-1 9-10-1
1-5-0 2-10-1 2-10-1 1-0-0 3-2-0
Scale = 1-20.3
3x4 =
2x4 II
--
6
0-4.9(0.1.81
2-10-1
4-9-1
5-8.1
, 6-8-1
9-10-1
2 10-1
1-11-0
0-11-0
1-0-0
3-2-0
LOADING fpsf;
SPACING-
2-0-0
CSi.
DEFL.
in
(loc) Vdefl
Ud
PLATES GRIP
TCLL
20 C
Plate Grip DOL
1 25
TC 0.74
Vert(LL)
0.26
7 >441
240
MT20 244/190
TCDL
7.0
Lumber OOL
1.25
8C 0.85
Vert(CT)
-0.41
7-8 >281
180
BCLL
00 "
Rep Stress Incr
NO
WS 0.27
Horz(CT)
0.01
6 Na
rda
BCDL
10.0
Code FBC2020/TP12014
Matrix-SH
Weight: 41 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP 225OF 1.9E
WEBS 2x4 SP No.2'Except*
W2,W3: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6.0.0
oc purlins.
BOT CHORD
Rigid cei ing directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installat'on guide.
REACTIONS. (lb/size)
5 =
175/Mechanical
2 =
450/0-4-9
6 =
259/Mechanical
Max Horz
2 =
162(LC 8)
Max Uplift
5
-120(LC 8)
2 =
-189(LC 8)
6 =
-98(LC 8)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2.10=-810/216, 3-10— 783/233,
3-11=-773/287, 4-11=-734/281
SOT CHORD
2-13=-293/760, 9-13=-293/760,
9-14=-293/760, 8-14=-293l760,
7-8=-213/366
BOT CHORD
2-13=-293/760, 9 13=-293I760.
9-14=-293l760, 8-14=-293/760.
7-8=-213/366
WEBS
4-7=-676/394, 4-8=-250r711
NOTES- (9)
1) Wind: ASCE 7-16; Vult-165mph;3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.0psf; h=25ft; B=45ft; L=28ft; eave=oft;
Cat. II; Exp B; Encl., GCp!-:0.18; MWFRS
(directional); Lumber DOL=1.60 plate grip
DOL=1.60
2) Build;ng Designer / Project engineer
responsible for verifying applied roof live .oad
shown covers rain loading requirements specific
to the use of this truss component.
3) This truss has been designed for a I D.0 psf
bottom chord I ve'oad nonconcurrent with any
other live loads.
4) * This truss has been des;gned for a I ve 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 pate capable of withstanding
120 lb uplift at joint 5, 189 lb up ift at joint 2 and
98 lb uplift at joint 6
7) Hanger(s) or other connection device(s) shall
be provided sufficient to support concentrated
load(s) 82 lb down and 80 lb up at 1-4.15, 82 lb
down and 80 lb up at 1-4-15, 31 lb down and 62
lb up at 4-2-15, 31 lb down and 62 lb up at
4-2-15, and 56 lb down and 124 lb up at 7.0.14,
and 56 lb down and 124 lb up at 7-0-14 on top
chord, and 2 lb down at 1-4-15, 2 lb down at
1-4-15, 19 lb down at 4.2-15, 19 lb down at
4-2-15, and 39 lb down at 7-0-14, and 39 lb
down at 7-0-14 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).
9) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber
increase=1.25, Plate Increase=1.25
Uniform Loads (pif)
Vert: 1-5=-54, 2-6=-20
Concentrated Loads (lb)
Vert:7=-39(F=-20, B=-20) 10=42(F=21, B=21)
12=-91(F=.46, 8=.46)
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type Qty Ply
A0239969
EMERALD T01 MONO TR 2 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Pr nt: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:38:47 2021 Page 1
ID:YHWDr0mBnrebgkOSNfKX?FyquAG-SyhlJBsCpSfPVagveRmPx03e2tZeXEEDBt1 TOzy0gas
-1-0-0 5-4-0
1-0-0 5-4-0
2x4 Scale = 1:12.7
3x4 2x4 2x4
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL,
in (loc)
I/defi
Ud PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 021
Vert(LL)
0.00 1
n/r
120 MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.09
Vert(CT)
0.00 1
n/r
90
BCLL 0.0 '
Rep Stress Incr
YES
W B 0.15
Horz(CT)
0.00
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matnx-P
Weight: 22 Ib FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-4-0
cc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
5 =
32/5-4-0
2 =
165/5-4.0
6 =
241/5-4-0
Max Horz
2 =
103(LC 12)
Max Uplift
5 =
-20(LC 12)
2 =
-98(LC 12)
6 =
-110(LC 12)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
WEBS
3-6=-1821504
NOTES- (9)
1) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd 128mph; TCDL=4.2psf;
BCDL=3.Opsf; h=25ft; 13=45ft; L=28ft; eave=2ft;
Cat. II; Exp B; Encl., GCpi=0.18; Gable Roof;
Common Truss; MWFRS (directional) and C-C
Corner(3E) -1-0-0 to 2-0-0, Exterior(2N) 2.0-0 to
5-2-4 zone;C-C for members and forces 9
MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
2) Truss designed for wind loads in the plane of
the truss only, For studs exposed to wind
(normal to the face), see Standard Industry
Gable End Details as appl-cable, or consult
qualified building designer as per ANSI/TPI 1.
3) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers ram loading requirements specific
to the use of this truss component.
4) Gable requires continuous bottom chord
bearing.
5) Gable studs spaced at 2-0-0 cc.
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 rectang a 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other
members.
8) Prov'de mechanical connection (by others) of
truss to bearing plate capable of withstanding 20
Ib uplift at joint 5, 98 Ib uplift at joint 2 and 110 Ib
upl It at joint 6.
9) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
Cal canna 11117ann 0 1: STaorp AF FI Ai on& 17pr NA d000 as - AAn4 ■IW TA AVIC MIAMI[ =1 1171t6t
Job Truss Truss Type Qty P y
A0239970
EMERALD T02 MONO TR 3 1
Job Reference (opt onal)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:38A8 2021 Page 1
ID:YHW DrOmBnrebgkOSNfKX9FyquAG-wSF7WXtgaOnF7 kF5B9 He4Dcio3nDGjpMOXm1 wQyOgar
•1.0.0 5-4 0 —
1-0-0 5-4-0
2x4 11 Scale = 1 13 7
3
M
NOP2X STP= 2x4 I-
3x4 ;1
0-8-0(0-1-8)
LOADING (pst)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/dell
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.53
Vert(LL)
0.14 2-4
>423
240
TCDL
7.0
Lumber DOL
1.25
BC 0.64
Vert(CT)
0.13 2-4
>456
180
13CLL
0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
0.00
n/a
nr'a
BCDL
10.0
Code FBC2020/TP12014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-4-0
oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
4 =
170/Mechanical
2 =
261/0-8-0
Max Horz
2 =
103(LC 12)
Max Uplift
4 =
-159(LC 12)
2 =
-235(LC 12)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
NOTES. (8)
1) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf;
h=25ft; B=45ft; L=28ft; eave=oft; Cat. II; Exp B;
Encl., GCpi=0.18; MWFRS (directional) and C-C
Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to
5-2-4 zone; porch left exposed;C-C for members
and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
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
159 lb uplift at joint 4 and 235 lb uplift at joint 2.
8) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight-,20lb FT:20%
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss -russ Type
Oty Ply
EMERALD T03 GABLE END
1 1 A0239971
Job Reference (optional)
Run- 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fr: Oct 22 15:38:51 2021 Page 1
ID:YHWDrOmBnrebgkOSN(KX?FyquAG-KjwG8YvjUgq_B. gtHrMis090GjPTx8o6V)hXkyQgao
11.0 6-5-14 7-3-4 12-4-0
17-4-12 18-2-2 24-8-0
7 0- 65 14 6-9-5 5-0-12
5-0-12 €1-9-5 6-5-14
Scale = 1:43.7
4x4
9
3x4 s ST3
3x4 k
12x14 r- 6 T
�. 3 10 1�t14 =
m 5.00 12 3x4 a
3x4,
4 ST1
�
-- ST1 12
39 3
~ W¢
1
4
11
13
40
2
l
I 3x5 41 42 19 43 44
�
18 45 48 17 16 47 48 42 15 96
dxu =
4x8 ' 4x4 =
0-3-8(0.1.8)
4x4 =
2-0-11 _ 7-3-4 8-5-4. 12-4-0
_ 16-2-12 _ 117-4-12 22-7-5 24-8-0
2-0-11 5-2-8 1-2-1 3-10-12
3-10-12 1-2-1 5-2-8 2-0-11
Plate Offsets (X,Y)-- [3:0-0-4,0-3-4], [7:0-3.0,0.2.0], [9:0-5-0,0-2-8], [11:0-3-0,0-2.0],
[13:0-0-4,0-3-4], j23:0-1-11,0-1.0], [34:0-1-11,0-1-0]
LOADING (psf) SPACING- 2-0-0 CSI.
DEFL. in (loc) I/defl Ltd PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.84
Vert(LL) 0.19 17-18 >999 240 MT20 244A90
TCDL 7.0 Lumber DOL 1.25 BC 0.93
Vert(CT) -0.31 17-18 >962 180
BCLL 0.0 ' Rep Stress Incr NO WB 0.58
Horz(CT) 0.11 14 n/a nla
BCDL 10.0 Code FBC2020/TP12014 Matrix-SH
Weight: 187 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-5-12
oc purlins. Except:
3 Rows at 1/4 pts 3-13
BOT CHORD
Rigid ceiling directly applied or 5-3-4 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
14 = 1205/Mechanical
2 = 1247/0-3-8
Max Horz
2 = 118(LC 7)
Max Uplift
14 =-521(LC 8)
2 =-563(LC 8)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-39=-2953/1174,3-39=-2923/1190,
3.4=-2557/1080, 4-6=-2566/1104,
6-8=-1580/718, 8-10=-15801718,
10-12=-2549/1103,12-13— 2540/1078,
13-40=-3069/1321,
14-40=-3110/1316
Continued on page 2
TOPCHORD
2-39=-295311174, 3-39=-2923/1190,
3-4=-2557/1080,4-6=-2566/1104,
6-8=-1580/718, 8-1 0=-1 580/718,
10-12=-254911103,
12-13=-2540/1078,
13-40=-3069/1321,
14.40=-3110/1316
BOT CHORD
2-20=-1079/2747, 20-41=-1109/2734,
41-42=-1109/2734,
19-42=- 1109/2734, 19-43=-961/2346,
43-44=-961/2346,18-44=-961/2346,
18-45=-1036/2468,
45-46=-1036/2468,
46-47=-1036/2468,
17-47=-1036/2468,
16-17=- f 240/2882,
16.48=-1240/2882,
48-49=-1240/2882,
15-49=-1240/2882,
15-50=-1218/2903,
14-50=-1218/2903
WEBS
7-19=-331322, 3-19=-442/152,
11 -1 7=-45/327, 13-17=-425/209,
6-7=-92/419, 6-9=-1037/501,
10-11=-93/411, 9-10=-1020/499,
8.9=-377/938
NOTES (15)
1) Unbalanced roof live loads have been
considered for this design.
2) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.0psf; h=25ft-, B=45ft; L=28ft; eave=4ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS
(directional); Lumber DOL=1.60 plate grip
DOL=1.60
3) Truss designed for wind loads in the plane of
the truss only. For studs exposed to wind
(normal to the face), see Standard Industry
Gable End Details as applicable, or consult
qualified building designer as per ANSI/TPI 1.
4) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
5) Provide adequate drainage to prevent water
pending.
6) All plates are 2x4 MT20 unless otherwise
indicated.
7) Gable studs spaced at 2-0-0 oc.
8) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
9) ' 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.
10) Refer to girder(s) for truss to truss
connections.
11) Provide mechanical connection (by others)
of truss to bearing plate capable of withstanding
521 lb uplift at joint 14 and 563 lb uplift at joint 2.
12) Graphical purlin representation does not
depict the size or the orientation of the purlin
along the top and/or bottom chord.
SALVADOR JURADO P.E STATE OF FLORIDA REG 11 19939 - 64n9 MW 7a AVF MIAMI FI 1144%rt
Job Truss Truss Type City Ply
A0239971
EMERALD T03 GABLE END 1 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:38:51 2021 Page 2
ID:YHW DrOmBnrebgkOSNiKX?FyquAG-KjwG8YviUgq_B_gtHrMisD9DGjPTxSo6V?hXkyQgao
NOTES- (15)
13) Hanger(s) or other connection device(s) shall
Ike provided sufficient to support concentrated
load(s) 120 lb down and 111 lb up at 2-0-0, and
28 lb down and 39 lb up at 23-1-1 on top chord,
and 17 lb down at 2.0-0, 14 lb down at 3.1-1, 14
lb down at 5-1-1, 14 lb down at 7-1-1, 14 lb down
at 9-1-1, 14lbdown at 11-1-1, 14lbdown at
13-1-1, 14 lb down at 15-1-1, 14 lb down at
17.1-1, 14 lb down at 19-1-1, and 14 lb down at
21-1-1, and 14 lb down at 23-1-1 on bottom chord.
The design/selection of such connection devices%
is the responsibility of others.
14) In the LOAD CASE(S) section, loads applied
to the face of the truss are noted as front (F) or
back (B).
15)'This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber
Increase=1.25, Plate Increase-1,25
Uniform Loads (pit)
Vert: 1-3=-54, 3-8=-54, 8-13=-54, 13-14=-54,
2.14=-30(F=-10), 3-13=-19(F)
Concentrated toads (lb)
Vert: 39=29(B)
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job (Truss Truss Type
Oly P y
EMERALD I T04 COMMON TR
5-6-0
5-6-0
A0239972
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:38:52 2021 Page 1
ID:YHWDrOmBnrebgkOSNIKX?FyquAG-owUaMuwLedHhbLZtQ?MbE3mPng51 GVuyL9kE413yQgan
12-4-0 19-2-0 24-8-0
6-10-0 6-10-0 5-6-0
4x5 =
Scale = 1:41.2
3x5 = 3x4 = 3x4 = 3X4 = 3x5
0-3-8(0.1-8)
8-9-15
_
15-10-1
24-8-0
8-9-15
7-0-1
_
_
{
8-9-15
LOADING
(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
Vd
PLATES GRIP
TCLL
20.0
Plate Grip DOL
1.25
TC 0.53
Vert(LL)
-0.16
6-7
>999
240
MT20 244/190
TCDL
7.0
Lumber DOL
1.25
BC 0.78
Vert(CT)
-0.35
6-7
>839
180
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.19
Horz(CT)
0,06
6
nla
n.a
BCDL
10.0
Code FBC2020/TPI2014
Matrix-SH
Weight: 108 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-9-12
oc purlins.
80T CHORD
Rigid ceiling directly applied or 6-1-9 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
6 =
904/Mechanical
2 =
968/0-3-8
Max Horz
2 =
125(LC 11)
Max Uplift
6 =
-390(LC 12)
2 =
-465(LC 12)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-1 0=-1 857/1025, 3-1 0=-1 768/1037,
3-11 =-1 533/833, 4-11 =-1 450/843,
4-12=-1463/860, 5-12=-1546/849,
5-13=-1 79311053, 6-13=-1 883/1043
BOT CHORD
2-9=-906/1679, 8-9=-906/1679,
7.8=-471/1087, 6-7=-907/1708
WEBS
4-7=-210/489, 5-7=-439/399,
WEBS
4-7=-2101489, 5-7=-439.199,
4-8=-198/471, 3-8=-420r387
NOTES (8)
1) Unbalanced roof live loads have been
considered for this design.
2) Wind: ASCE 7-16; Vult=f 65mph (3 second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opsf; h=25ft; B- 451t; L=28ft; eave=4tt,
Cat. ll; Exp B; Encl., GCpi=0.18; MWFRS
(directional) and C-C Exterior(2E) -1-0-0 to 2-0-0
, Interior(1) 2-0-0 to 12-4-0. Exterior(2R) 12 4 0
to 15.4-0, Interior(1) 15-4-0 to 24-7-4 zone;C-C
for members and forces & MWFRS for react ons
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer
responsible for verifying applied roof i,ve load
shown covers rain loading requirements specific
to the use of this truss component.
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 w-de will f t
between the bottom chord and any other
members.
6) Refer to girder(s) for truss to truss
connections.
7) Provide mechanica' connection (by others) of
truss to bearing plate capab;e of withstanding
390 lb uplift at joint 6 and 465 lb uplift at joint 2.
8) 'This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI I as referenced by the
building code."
LOAD CASE(S)
Standard
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI Fit Z1119AR
Job Truss Truss Type Oty Ply
A0239973
EMERALD T05 GIRDER TR
Job Reference (optional)
Run; 8-420 s Feb 10 2021 Prrnt: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15;38;54 2021 Page i
D.YHW DrOmBnrebgkOSNfKX7 FyquAG-I le PnaxbAEXPrf1FY003JUroxUrrgGwFoTDL83y0gal
-1-0-0 2-0-12 , 3-9-13 7-0-0
1-0-0 2-0-12 1-9-1 3-2-3
2x4 11 Scale ■ 1:18.0
4x6 II
0-3-8(0-1-11)
2-0-12
3-9-13
7-0-0
2-0-1 2
1-9-1
3-2-3
Plate Offsets (X,Y)--
[3:0-1-0,0-1-12],[5:0-3-0,0-1-1 2],_[6.0-4-12,0-1-8]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I,defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.36
Vert(LL)
0.05
2.6
>999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0-56
Vert(CT)
-0.07
2-6
>999 180
BCLL 0.0 '
Rep Stress Incr NO
WB 0.73
Horz(CT;
0.01
5
n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix -SH
Weight: 39 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP DSS
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3 4 15
oc purlins, except end verticals.
GOT CHORD
Rigid ceiling directly applied or 7-9-10 oc bracing.
MiTek recommends that Stabil zers and
required cross bracing be insta led during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size)
5 =
1846+Mechanical
2 =
1666/0-3-8
Max Horz
2 =
163(LC 8)
Max Uplift
5 =
844(LC 8)
2 =
-760(LC 8)
FORCES. (lb)
Max. Comp.iMax. Ten. - All forces 250 (Ibi or less
except when shown.
TOP CHORD
2-3=-253011041
BOT CHORD
2-7=-1052/2313, 6-7=-1052/2313,
6-8=-105212313,5-8=-1052/2313
WEBS
3-6=-80VI913, 3-5=-2560+1163
NOTES- (9)
1; Wind: ASCE 7-16; Vult 165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL 3.0psf; h=25ft; B=45ft; L=28ft; eave=4ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS
(directional); Lumber DOL=1.60 plate grip
DOL 1, 60
2) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requ:rements specific
to the use of this truss component,
3.1 Th:s truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads-
41 " This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas
where a rectangle 3-6-01& 1 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 connect, on (by others) of
truss to bearing plate capable of withstanding
844 lb uplift at joint 5 and 760 lb uplift at joint 2.
7) Hanger(s) or other connection device(s) shall
be provided sufficient to support concentrated
load(s) 1185 lb down and 541 lb up at 2-0-12,
and 884 b down and 410 lb up at 4-0-12, and
886 lb down and 408 lb up at 6.0-12 on bottom
chord. The design/selection of such connection
device(s) is the responsibility of others.
8) M the LOAD CASE(S) section, loads applied
to the face of the truss are noted as front (F) or
back (B).
9) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-54, 2-5=-20
Concentrated Loads (lb)
Vert: 6=-884(F) 7=-1185(F) 8, 886(F)
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 "E. MIAMI FL. 33166
Job Truss Truss Type Oly Ply
EMERALD TO6 GIRDER TR 1 A0239974
2 Job Reference (optional)
Run: 8.420 s Feb 10 2021 Pr nt: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:38:57 2021 Page 1
ID,YH W DrOmBnrebgkOSNfKX?FyquAG-9tHXPc_T59v_i6RgDYxmx7TClhnJODhV RS?IoyQgai
7 D D 10 3 4 13-10-8 17-4-0 22.8.0 29 6 0 35-0-0 3 -0 0
1 0 0 7-0.0 3-3.4 3-7-4 3-5-8 5 4-0 6-10-0 5-6-0 1-0-
Scale = 1:61.2
4V9
3x10 = 16 15 13 " " 11 3x4
0-3-8(0-1-13) 2x4 I 3x8 = 5x8 = 400 =
3x6 = 30 =
m
M
0
0.3.8(0-1.81
7-0 0
10-3-4
, 12-6-0113-10-8 17-4-0
26-2-1
_
35-0-0
7-0-0
3-34
2-2-12 1-4-8: 3-5-8
8-10-1
8-9-15
Plate Offsets (X,Y)--
13:0-3-8,0-2-0], [6:0-1-12,0-2-12]. [7:0-2-12,0-1-0], [9:0-1
-8, Edge],[13:0-1-8,0-1-12],
[15:0-3-0,0-1-8]
LOADING (psf)
SPACING-
2-0.0
CSI.
DEFL.
in (loc)
I/defl
Ud
PLATES GRIP
Tri L 20.0
P ate Grip DOL
125
TC 0.80
Vert(LL)
0.42 13-15
>985
240
MT20 244/190
TCDL To
Lumber DOL
1.25
BC 0.90
Vert(CT)
-0.66 13-15
>634
180
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.63
Horz(CT)
0.12 9
n/a
n/a
BCDL 10.0
Code FBC2020/TPi2014
Matrix-SH
Weight; 354 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 "Except"
81, 2x6 SP No.2
B2: 2x4 SP 2250F 1.9E
WEBS 2x4 SP No.3'Except*
W7: 2x4 SP No.2
OTHERS 2x4 SP No-3
BRACING -
TOP CHORD
Structural wood sheathing directly appl ed or 3-7-11
oc purlins.
BOT CHORD
Rigid coiling directly applied or 8-5-0 oc brac ng
REACTIONS. (lb/size)
2 =
3091+0-3-8
9 =
2003/0-3-8
Max Horz
2 _
125(LC 7)
Max Uplift
2 =
-1436(LC 8)
9
-932(LC 8)
Max Grav
2 =
3091(LC 1)
9 =
2008(LC 2)
FORCES. (lb)
Max, Comp)Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-3_ 7279/3265,3-18=-8635/3953,
4-18= 8635/3953, 4-19=-8635/3953,
19-20=-863513953,5-20=-8635/3953,
5-6=-7618/3461,6-7=-810713721,
7-8=-4180/1870, 8-9=-444712015
TOP CHORD
2-3=-7279 3265, 3-18=-8635 3953,
4-18=-8635/3953,4-19=.8635/3953,
19-20= 8635.3953, 5 20=-8635r'3953,
5-6=-761813461,6-7=-8107+3721,
7-8=-4180/1870, 8-9m-4447'2015
SOT CHORD
2-16=-2897+6643,16-21-2899/6649,
15-21=-2899/6649,
14 15=-3620r8247,
13-14=-3625.8251,
13-22=-1434+3512,
22 23= 1434/3512,
12-23=-1434/3512,
11-12=-1434/3512, 9-11=-1765:4049
WEBS
3-16=-143/613, 5.13=-943:702,
6-13=-330611580, 7-13=-2519/5568,
7-11=-160/668, 8-11=-371.146,
3.15=-119012655, 5-15-9691909
NOTES (11)
1) 2-ply truss to be connected together with f 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: 2x6 - 2
rows staggered at 0-9.0 oc, 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
pl es, except if noted as front (F) or back (8)
face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute
only loads noted as (F) or (B), unless otherw se
indicated.
3) Unbalanced roof live loads have been
considered for this design.
4) Wind: ASCE 7.16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opsf; h=25h; B=45ft; L=28ft; eave=4ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS
(directional); Lumber DOL=1.60 plate grip
DOL=1.60
5) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
6) Provide adequate drainage to prevent water
ponding.
7) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
8) ' This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas
where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other
members, with BCDL = 10.Opsf.
9) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
1436 lb uplift at joint 2 and 932 lb uplift at joint 9.
Continued on page 2
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE- MIAMI FL- 331611
Job Truss Truss Type Oty Ply
A0239974
EMERALD T06 GIRDER TR 1
2 Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:38:57 2021 Page 2
ID:YHWDromBnrebgkOSNfKX?FyquAG-9tHXPc TS9v_i6RgDYxmx7TC hnJtfDhVRS?IOyQgai
NOTES (11)
10) Hanger(s) or other connection device(s) shall
be provided sufficient to support concentrated
load(s) 151 lb down and 150 Ito up at 7-0-6, and
151 Ito down and 147 lb up at 9-0-12 on top chord,
and 292 Ib down and 125 lb up at 7-0-0, and 85 lb
down at 9-0-12, and 1826 lb down and 864 lb up
at 10-3-4 on bottom chord. The design/selection
of such connection device(s) is the responsibility
of others.
11) 'This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
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, 6-7=-54, 7.10=-54,
2-9=-20
Concentrated Loads (lb)
Vert: 3=-111(F)16=-292(F)15=-1826(F)
18=-111(F) 21=-61(F)
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type Oty Ply
A0239975
EMERALD T07 SPECIAL TR 1 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:38:59 2021 Page 1
I D.YH W DrOmBn rebgkOSNfKX-+Fyqu AG-5GPHq H?k-n9ixObD Lz_EOYZXrVSM LYQ_ylx6pHyQgag
0 5-8-11 9-0-0_ 1 14-2-0 19-4-0 22-8-0 29-6-2 _ 35-0-0 36-0.0
W1 0-0 5-8-11 3-3-5 5-2-0 5 2-0 3-4-0 6-10-2 5-5-14 -0
06 =
4X8
r - I died _ 7
Scale = 1:61.2
3x6 = 15 14 "' 12 .• 3x6 =
0-3-8(0-1-9) 3x4 = 3x$ = 4x6 = 4x4 = 3x4 — 0.3-8(0-1.9)
9-0-0
14.2 0
19-4-0
26-2-2
35-0-0
9-0-0
5-2-0
5-2-0
6102
8-9-14
Plate Offsets (X,Y)--
[4:0-3-8,0-2-0], [6:0-1-12,0-2-0], [7.0-2.12.0.1-12],
[12;0-1 12,0-2-0]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in ( oc)
?dell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 115
TC 0.86
Ver LL)
0.30 12-14
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.92
Vert(CT)
-0.50 12-14
>834
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.65
Horz(CT)
0.14 9
n/a
n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Weight: 174 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No-2
WEBS 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 2.2.0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
2 _
134610-3-8
9 W
1346/0-3-8
Max Horz
2 =
124(LC 11)
Max Uplift
2 =
-627(LC 12)
9 =
-627(LC 12)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-16=-274411361, 3-16=-2705M373,
3-17=-249811248,4-17=-2489/1258,
4-18=-285911494, 18-1 9=-2859/1494,
19-20— 285911494, 5-20=-2859/1494,
5-6=-285911494, 6-21=-3123/1620,
7-21=-3061/1630,7-22=-2406/1230,
8-22=-2489/1220, 8-23=-271511401,
9-23=-2805/1390
BOT CHORD
2-15=-1199/2481, 14-15=-994/2269,
BOT CHORD
2-15= 1199/2481, 14-15=-994/2269,
13-14=-1295/2913,
12-13=-1295/2913, 11-12=-83511969,
9-11 =-1 22012547
WEBS
3-15=-2661249, 4-15=-1011377,
4-14=-381/734, 5-14=-3191245,
6-12=-1332/763, 7-12= 856/1701,
7-11 =-1 68/479.8-1 1=-4041346
NOTES- (8)
1) Unbalanced roof live loads have been
considered for this design.
2) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opsf; h=25ft; B=45ft; L=28ft; eave=4ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS
(directional) and C-C Exterior(2E) -1-0-0 to 2-0-0
, Interior(1) 2-0-0 to 9-0-6, Exterior(2R) 9-0-6 to
12-0-6, Interior(1) 12-0-6 to 22-8-0, Exterior(2R)
22-8-0 to 25-8-0, Interior(1) 25-8.0 to 36-0-0
zone;C-C for members and forces 8 MWFRS
for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water
ponding.
5) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
6) ' This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas
where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other
members.
7) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
627 lb uplift at joint 2 and 627 lb uplift at joint 9.
8) 'This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
CAI %#ARno ereonnn 0 C CVATG nIe wit npma rsFrt Nn I0A'4A - ftdnl UW 7d AUF MIIAMII Fill VAIAR
job Truss Truss Type City P y
A0239976
EMERALD T08 SPECIAL TR 1 1
,lob Reference (optional)
Run: 8.420 s Feb 10 2021 Pr nt: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:39:00 2021 Page 1
ID:YHWDrOmBnrebgkOSN11tX?Fygu0.G.ZSzg1 dOM14HYZaAPugVTZ15jlup14287BPh1Mv)qaf
-0-I} 6-6-5 _ 11-0-0 16-2-0 21-4-0 22-8- 29-6-1 35-0-0 360.0
-0-0 6-6-5 4-5-11 T 5-2-0 5-2-0 1 4- 6-10-1 5-5-15 1-0-C
4x6 =
46
2x4 I 4x4 =
T
Scale - V61.2
0
3x5 ; 16 Is 14 " 12 " 3x6 =
0-3-8(0-1-9) 2x4 i 3x4 = 3x8 = 3x6 = 3x5 = 3x4 = 0-3-8(0-1-9)
6-6-5 1 1-0-0
16 2-0
21-4-0
26-2-2
35-0-0
I
6-6-5 4-5-11
5-2-0
5-2-0
4-10-2
+
B-9-14
I Plate Offsets (X,Y)_ [4:0 3=8,0 2-0],.[7:0-3-0,0-1-12]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grp DOL 125
TC 0.78
Vert(LL)
0.25 14 >999
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.89
Vert(CT)
-0.42 12-14 >999
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.49
Horz(CT)
0.13 9 n..a
Na
BCDL 10.0
Code FBC2020/TPI2014
Matrix-SH
Weight 183 lb
FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 1-7-8
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 5-4-2 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
2 _
1346/0-3.8
9 =
1346/0-3-8
Max Horz
2 =
124(LC 11)
Max Uplift
2 =
-627(LC 12)
9 =
-627(LC 12)
FORCES. (lb)
Max. Comp./Max. Tan. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-17=-2777/1309, 3-17=-271311324,
3.18=-2308/1183. 4-18=-2252/1196,
4-19=-2427/1306, 19-20=-2427/1306,
5.20=-2427/1306, 5-6=-2427/1306,
6-7=-2382/1290, 7-21 =-2403/1239,
8-21=-2486/1230,8-22=-2709/1407,
9-22=-2799/1396
BOT CHORD
2-16=-1121/2491, 15-16=-1121/2491,
BOT CHORD
2-16=-l121/2491,15-16=-1121/2491,
14-15=-883/2081,13-14=-992/2290,
12-13--992/2290, 11-12=-844/1980,
9-11 =-1 224/2542
WEBS
3-15-498/300, 4-15=-130/356,
4-14=-231/466, 5-14=-3211247,
6-14=-93/309, 6-12=-1114/599,
7-12=-590/1216, 7-11 =-1 69/447,
8.11=-3991341
NOTES (8)
1) Unbalanced roof live loads have been
considered for this design.
2) Wind: ASCE 7-16; Vuft=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opsf; h=25ft; 6=45ft; L=28ft; eave=4ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS
(directional) and C-C Exterior(2E) 1-0-0 to 2-0.0
, Interior(1) 2-0-0 to 11-0-6, Exterior(2R) 11-0-6
to 14-0-6, Interior(1) 14-0-6 to 22-8-0,
Exterior(2R) 22-8 0 to 25-8-0, Interior(1) 25-8-0
to 36-0-0 zone;C-C for members and forces &
MW FRS for reactions shown; Lumber DOL-1.60
plate grip DOL=1.60
3) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water
ponding.
5) This truss has been designed for a 10.0 psi
bottom chord live load nonconcurrent with any
other live loads.
4
6) ' This truss has been designed for a live load
of 20.0psf on the bottom chord in all areas
where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other
members
7) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
627 lb uplift at joint 2 and 627 lb uplift at joint 9.
8) 'This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 6401 NW 74 AVE. MIAMI FL. 33166
Job
Truss
Truss Type
Oty Ply
A0239977
EMERALD
T09
HIP TR
4 1
Job Reference (optional)
Run: 8.420
s Feb 10 2021 Pr nt: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:39-02 2021 Page 1
ID:YHWDrOm8nrebgkOSNfKX?FyquAG-Wr50SJ1 cHiYGouKoO5XxeAB3iiS1 YxJOejAmOcyQgad
- _0 0
_7-7-12
* 13-0-0 _
17-6-0 1 22-0-0 27-4-4 35-0-0 - 3 -0,0
0-0
7-7-12
5-4-4
4-6-0 4-6-0 5-4-4 7-7-12 0-0
Scale . 1:60.0
4x4 --
3x4
414 =
3x5 := 15 " 13 — 12 " 10 3x5 v
0.3-8(0-1-8)
2x4 11 4x6 =
3x8 -
3x8 = ZX4
4x6 =
0-3-8(0-1.8)
7-7-12
13-0-0
22-0-0
27-4-4
35-0-0
7-7-12
5-4-4
9-0-0
5-4-4
7-7-12
LOADING (psf)
SPACING-
2-0.0
CS1.
DEFL.
in (loc)
Vdefl
Vd
PLATES GRIP
TCLL
20.0
Plate Grip DOL
1.25
TC 0.82
Vert(LL)
-0.34 12-13
>999
240
MT20 244/190
TCDL
7.0
Lumber DOL
1.25
BC 0.99
Vert(CT)
-0.61 12-13
>687
180
BCLL
0.0
Rep Stress Incr
YES
WB 0.51
Horz(CT)
0.12 8
n/a
n/a
BCDL
10.0
Code FBC2020/TP12014
Matrix-SH
Weight: 173 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP N0.2
BOT CHORD 2x4 SP 225OF 1.9E 'Except'
B2: 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
2 =
134610-3-8
8 =
1346/0-3-8
Max Horz
2 =
130(LC 11)
Max Uplift
2 -
-627(LC 12)
8 =
-627(LC 12)
Max Grav
2 =
1460(LC 17)
8 =
1460(LC 18)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-16=-2962/1264, 3-16=-2904/1282,
3-17=-2364/1067, 4-17=-2346/1083,
4-5=-214911049, 5.6=-2149/1049,
6-18=-234611083,7.18=-2364/1067,
7-19=-2904/1282, 8-19=-2962/1264
TOP CHORD
2-16=-296211264, 3-16=-290411282,
3-17=-2364/1067, 4-17=-2346/1083,
4-5=-2149/1049,5-6=-2149/1049,
6-18=-2346/1083, 7-18=-2364/1067,
7-19=-2904/1282, 8-19=-2962/1264
BOT CHORD
2.15=-1068/2743, 14-15=-1068/2743,
13-14=-106812743,
13-20=-84012232, 20-21� 84012232,
12-21=-840/2232,11-12=-1080/2669,
10-11 =- 108012669,
8-10=-1080/2669
WEBS
3-15=0/260, 3-13= 6721373,
4-13=-2351705, 5-13=-295/141,
5-12=-295/141, 6-12=-2351705,
7-12=-673/373, 7-10=01260
NOTES (8)
1) Unbalanced roof live loads have been
considered for this design.
2) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opsf-, h=250; B=45ft; L=28ft; save=4ft;
Cat. II; Exp B, Encl., GCpi=0.18; MWFRS
(directional) and C-C Exterior(2E) -1-0.0 to 2-0-0
, Interior(1) 2-0-0 to 13.0-0, Exterior(2R) 13-0-0
to 17-6-0, Interior(1) 17-6-0 to 22-0-0,
Exterior(2R) 22-0-0to 26-2-15, Interior(1)
26-2.15 to 36.0-0 zone;C-C for members and
forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water
ponding.
5) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
6) ' This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas
where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other
members, with BCDL = 10.Opsf.
7) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
627 lb uplift at joint 2 and 627 lb uplift at joint 8.
8) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 OVF MIAMI FI VAIRR
Job Truss Truss Type Qty Ply
A0239978
EMERALD T10 HIP TR 4 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:39:03 2021 Page 1
ID:YH WDrOmBnrebgkOSNfKX?FyquAG-.-1 fogf2E2?g7Q1 v_ao2AS0jl26p5HKXZINvKy2yQgac
0 ;0 8 9-1 15-0-0 20-0-0 26-2-15 35-0-0 36-0-0
f 0-0 8-9-1 6-2-15 5-0-0 6-2-15 8-9-1
Scale = 1:61.2
6,00 52 4x6 =
4x4 =
5 is a 19
3x5 = 15 14 "' 12 11 3x5
0-3-8(0-1.9)
2x4 1 3" = 3x6 = 3x8 = 2xa
8-9-1
15-0-0
20-0-0
26-2-15
8-9-1
16-2-15
5-0-0
6-2-15
Plate Offsets (X,Y)--
[5:0-3-8,0-2-0]
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
0oc.. Vdefl
L/d
TOLL 20.0
Plate Grip DOL
1.25
TC 0.53
Vert(LL)
0.20
9-11 >999
240
TCDL 7.0
Lumber DOL
1.25
BC 0.94
Vert(CT)
-0.39
2.15 >999
180
BOLL 0.0 '
Rep Stress Incr
YES
WB 0.77
Horz(CT)
0.13
9 n/a
nla
BCDL 10.0
Code FBC20201TP12014
Matrix-SH
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T1: 2x4 SP 2250F 1.9E
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-9-10
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
2 .-
134610-3-8
9 m
1346/0-3-8
Max Horz
2 =
149(LC 11)
Max Uplift
2 =
-627(LC 12)
9 -
.627(LC 12)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-16=-2665/1229, 3-16=-2584!1251,
3-4=-1968/1008, 4-17=-194211010,
5-17=-1887/1026, 5-18=-1746/998,
18-19=-1746I998, 6-19=-1746/998,
6-20=-1881/1023,7-20=-1936/1007,
7-8=-1962/1005, 8-21=-2584/1251,
9-21= 2665/1228
TOPCHORD
2-16=-2665/1229, 3-16=-2584/1251,
3-4=-1968/1008, 4-17=-1942/1010,
5-17=-1887/1026, 5-18=-1746/998,
18-19=-1746/998, 6-19=-1746/998,
6-20=-1881/1023, 7.20=-193611007,
7-8=-1962/1005, 8-21=-2584/1251,
9-21=-266511228
BOTCHORD
2-15=-1030/2376, 14-15=-1030/2376,
13-14=-66211744, 12-13=-662/1744,
11-12=-1042/2376,
9-11 =-1 042/2376
WEBS
3-15=01337, 3-14� 741/426,
5-14=-180/465, 6-12=-184/466,
8-12=-744/428, 8-11=0/337
NOTES- (8)
1) Unbalanced roof live loads have been
considered for this design.
2) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opsf; h=25ft; B=45ft; L=28ft; eave=oft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS
(directional) and C-C Exterior(2E) -1-0-0 to 2-0-0
, Interior(1) 2-0-0 to 15-0-6, Exterior(2R) 15-0.6
to 19-3-4, Interior(1) 19-3-4 to 20-0-0,
Exterior(2R) 20-0-0to 24-2-15, Interior(l)
24-2-15 to 36-0-0 zone;C-C for members and
forces $ MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
35-0-0
8.9-1
PLATES GRIP
MT20 244/190
Weight: 171 lb FT = 20%
3) Building Designer I Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water
ponding.
5) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live toads.
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
627 lb uplift at joint 2 and 627 lb uplift at joint 9.
8) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
sat vannR J111Rann P F ATATF OF FLORIDA REG NO. 19939 - 6401 NW 74 "E. IIMIAMI FL. 33166
Job j Tru86 Truss Type Oty Ply
EMERALD IT11 HIP TR 4 1 A0239979
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, !nc. Fri Oct 22 15:39:05 2021 Page 1
I D:YH WDrOmBnrebgkOSNIKX?FyquAG-wOmZ5L4VadwrfL2MhD5eGppbpvVpIF4sKhOO1 wyOgaa
180.0
1 fi 10.12 12.3-13 17-0-0 11760 22-8.3 281 4 35.0.0 36.0-0
-0.0 fi 10 12 5 5 1 4-8-3 0.6=0 4-8-3 5-5-1 6.10.12 t-0.3
0-6.0
Scale = 1:60.8
4x8 —
5-00 12
3x5 = '° 10 - " 14 CO ro LY is 3x5 s
0-3-8(0-1-8)
3x1= 4x6= 34=
18.0-0
8.9-9 17-0-0 17.6-0
8.9.9 8.2-7 0.6=0
0.6-0
4x6 = 3x4 =
0-3-8(0-1-8)
i
26-2-7 35-0-0
8-2-7 8-9-9
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in ;Ioc)
Vdefl
L/d
TCLL
200
Plate Grip DOL
1.25
TC 0.70
Vert(LL)
-0.27 14-16
>999
240
TCDL
7.0
Lumber DOL
1.25
BC 0,92
Vert(CT)
.0.47 14 16
>891
180
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.70
Horz(CT)
0.11 10
Wa
n/a
BCDL
10.0
Code FBC2020/TP12014
Matrix-SH
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP 225OF 1.9E 'Except*
132: 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-5-1
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
2 =
1346/0-3-8
10 =
1346/0-3-8
Max Horz
2 =
-172(LC 10)
Max Uplift
2 =
-627(LC 12)
10 =
-627(LC 12)
Max Grav
2 =
1462(LC 19)
10 =
1462(LC 19)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-17=-2991/1216, 3-17=-295311232,
3-4=-2834/1181, 4-5=-278011197,
5-18=-1925/889, 6-18=-1879/904,
6-19=-1879/904, 7-19=-1925/889,
7.8=-2780/1197,8-9=-2834/1181,
TOP CHORD
2-17=-299111216, 3-i7=-2953/1232,
3-4=-2834/1181,4-5=-2780/1197,
5-18=-1925/889, 6-18=-1879/904,
6-19=-1879/904, 7-19=-1925/889,
7-8=-2780/1197, 8-9=-2834/1181,
9-20=-2953/1232, 10-20=-299111216
BOT CHORD
2-16=-1029/2773, 16-21=-768/2209,
15-21=-768/2209,15-22= 768/2209,
14-22=-768/2209,14-23=-781/2183,
13-23=-781/2183, 13-24=-781/2183,
12.24=-781/2183,10-12= 1041/2713
WEBS
3-16=-3081259, 5-16=-20 1714,
5-14=-686/391, 7-14=-686/391,
7-12=-203/714, 9.12=-308r259,
6-14=-480/1224
NOTES (7)
1) Unbalanced root live loads have been
considered for this design.
2) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opsf; h=25ft; B=45ft; L=28ft; eave=41`1;
Cat. II; Exp B; Encl., GCpi=O.18; MWFRS
(directional) and C-C Exterior(2E) -1-0-0 to 2-0-0
Interior(1) 2-0-0 to 17-6-0, Exterior(2R) 17 6 0
to 21-8-15, Interior(1) 21-8-15 to 36-0-0
zone;C-C for members and forces 8 MW FRS
for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
PLATES GRIP
MT20 244/190
Weight: 171 lb FT = 20%
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 = IO.Opsf.
6) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
627 lb uplift at joint 2 and 627 lb uplift at joint 10.
7) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
*Ar »Anna 111aAnn a a CTATC nC CI narnA DIM& Mn 40a20 9An4 Mw 7n A►io GANAMAN er 494RR
Job Truss Truss Type Oty Ply
EMERALD T12 COMMON TR 4 1
Job Reference (optional) A0239980
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:39:06 2021 Page 1
ID YHWDrOmBnrebgkOSNtKX?FyguAG-OcKxlh57Lw2iHVdZFxcipOLmYJi2UiKOZL8. ZNyQgaZ
-Q 6-10-i l 12-3-12 17-6-0 22-8-4 28.1 5 35-0 0 36 0 0
6-10-11 5-5-1 5 2-4 f 5-24 5-5-1 6-10-11 1-0-0
4x4 =
5-o0 F12
Scale - 1,58.5
0-3-8(0-1.8)
3x4 —
4x6 —
4x6 =
3x4 =
0.3.8(0.1-8)
8-9-9
17-6-0
26-2-7
35-0-0
8-9-9 —
t
8-8-7
8-8-7
8-9-9
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) I/dell
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.70
Vert(ILL)
-0.27 12-14 >999
240
MT20
2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.92
Vert(CT)
-0.47 12-14 >890
180
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.70
Horz(CT)
0.11 10 n/a
nla
BCDL 10.0
Code FBC2020/TPI2014
Matrix-SH
Weight: 171 lb
FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP 2250F 1.9E 'Except'
132: 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-5-1
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb(size)
2 =
134610.3-8
10 =
1346/0-3-8
Max Horz
2 =
-172(LC 10)
Max Uplift
2 =
-627(LC 12)
10 =
-627(LC 12)
Max Grav
2 =
1462(LC 19)
10 =
1462(LC 19)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2.17=-2991/1240, 3-17=-295311256,
3-4=-2835/1205,4-5=-2780/1221,
5-18=-1925/920, 6-18=-1879/929,
6-19=-1879/929,7-1gm- 19251920,
7-8=-2780/1221, 8-9=-2835/1205,
TOP CHORD
2-17=-2991/1240,3-17=-2953/1256,
3-4=-2835/1205, 4-5=-278011221,
5-18=-1925/920,6-18=-1879/929,
6-19=-1879/929, 7-19=-1925/920,
7-8=-2780/1221, 8-9=-283511205,
9-20=-2953/1256,10-20=-2991/1240
BOT CHORD
2-16=-1051/2773, 16-21=-792/2210,
15-21=-79212210, 15-22=-792/2210,
14-22— 792/2210, 14-23=-798/2183,
13-23=-79812183,13-24=-798/2183,
12-24=-798/2183,10-12=-1057/2713
WEBS
6-14=-47911223, 7-14=-6861391,
7-12=-203/714, 9-12=-3081259,
5-14=-686/391, 5-16=-2031713,
3-16=-308/259
NOTES (7)
1) Unbalanced roof live loads have been
considered for this design.
2) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opsf; h=25ft; B=45ft; L=28ft; eave=4ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS
(directional) and C-C Exterior(2E) -1-0-0 to 2-0-0
, Interior(1) 2-0-0 to 17-6.0, Exterior(2R) 17-6-0
to 20.6-0, Interior(1) 20-6-0 to 36-0-0 zone;C-C
for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer I Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
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 rby others) of
truss to bearing plate capable of withstanding
627 lb uplift at joint 2 and 627 lb uplift at joint 10.
7) 'This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type Oly Ply
EMERALD T13 HIP TR 3 1 A0239981
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:39:07 2021 Page 1
10,YHWDrOmBnrebgk(iSNIKX'+FyquAG-souJV1516EAZvfClpe76LEuyLiDLDFP9o?UC5pyogaY
0S. 6-6-5 + 11-0-0 17-6-0 24-0-0 28-5-11 35-0-0 36-0-10
-0.0 6-6-5 4-5-11 6.6-0 6-6-0 4-5-11 6-6-5 f-0-0
46 =
2x4
4x6 =
Scale = 1,60.0
3x5 = 15 14 13 11 10 3x5 =
0-3-8(0-1-9) 2x4 ax4 =
3x6 =
3x8 =
3X4 = 210 II
0-3-8(0-1,9)
6-6-5 11-0-0
17-6-0
24-0-0
r_ 28-5-11
35-0-0
6-6-5 4-5-11
6-6-0
6-6-0
4-5-11
6-6-5
Plate Offsets (X,Y)-- [4:0-3.8,0-2-0]1[6:0-3-8,0-2-0], [12:0
2 0,0-1-8]
_
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.63
Vert(ILL)
0.24 13
>999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.79
Vert(CT)
-0.40 11-13
>999 180
BCLL 0.0 "
Rep Stress Incr YES
WB 0.26
Horz(CT)
0.13 8
nla n/a
BCDL 10.0
Code FBC2020:T P12014
Matrix-SH
Weight: 174 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied or 2.8-6
oc pur!ins.
BOT CHORD
Rig d ceiling directly applied or 5-5-12 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/slze)
2 =
1346/0-3.8
8 =
1346/0-3-8
Max Harz
2 =
112(LC 11)
Max Up'ift
2
-627(LC 12)
8 =
-627(LC 12)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-16=-277411290, 3-16=-2710/1305
3.4=-231511152, 4-17=-2465/1274,
17-18■-2465l1274, 5-18=-2465/1274,
5-19=-2465/1274,19-20=-2465/1274,
6-20=-2465/1274,6-7=-2315/1152,
7-21=-2710/1305, 8-21=-2774/1290
BOT CHORD
2-15=-1100!2488, 14.15=-1100/2488,
BOT CHORD
2-15=-110012488, 14-15=-1100/2488,
13-14=-84512090,12-13=-856/2090,
11-12=-85612090,
10-11=-111212488, 8-10=-1112/2488
WEBS
3-14=-473/300, 4-14= - 124/384,
4-13=-225/580, 5-13=-403/296,
6-13=-225/580, 6-11=-1241384,
7-11=-473/300
NOTES- (8)
1) Unbalanced roof live loads have been
considered for this design.
2) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opsf; h=25ft; B=45ft; L=28ft; eave=4ft;
Cat. II; Exp B; Encl., GCp1=0.18; MWFRS
(directional) and C-C Exterior(2E) -1-0-0 to 2-0-0
, Interior(1) 2-0-0 to 11-0-6, Exterior(2R) 11-0-6
to 15-3-4, Interior(1) 15-3.4 to 23-11-10,
Exterior(2R) 23-11-10 to 28-5-11, Interlor(1)
28-5-11 to 36-0-0 zone;C-C for members and
forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Building Designer I Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water
ponding.
5) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
6) ' This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas
where a rectangle 3-6.0 tall by 2-0-0 wide will fit
between the bottom chord and any other
members.
7) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
627 lb uplift at joint 2 and 627 lb uplift at joint 8.
8) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
SALVADOR JURADO P.IF STATIF InF FLARinA RFA Un 4QQIQ . fian'4 UW 7n AVF MIAMI I O a-44aa
Job Truss Truss Type Oty Ply
A0239982
EMERALD T14 H.P TR 3 1
Job Reference (optional)
Run: 8.42C s Feb 1 C 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:39:08 2021 Page i
Ir7:YHWDiOmBnrebgkOSNfKX?FyquAG-K?ShjM6NIYIQWpnxMMcLuRR2L7Wgyl610fd5eFyQgaX
] C 3 5 8 11 9-0-0 13-4-12 21-7-4 26-0-0 29-3-5 35-0-0 36-0-0
5-8-11 3-3-5 4-4-12 8-2-8 4-4-12 3-3-5 5-8 11 1-0 0
Scale = 1.60.0
ix4 _
= 4x4=
5-0012 4 11 ,a r It is Pn 7
e
0
3x6 = 14 13 12 11 3x6 =
0 3 8{0 1 9) 3irB = 4x6 — 31 = 0.3-6(0-1-91
3x4 =
9-0-0
17-6-0
26-0-0
35-0-0
9-0-0
8-6-0
860
9-0-0
T4
LOADING (pst)
SPACING-
2.0-0
CSI.
DEFL.
in (loc)
I/defl
L/d
PLATES
GRIP
TCLL
20.0
Plate Grip DOL
1.25
TC 0.94
Vert(LL)
0.29 13
>999
240
MT20
244/190
TCDL
7.0
Lumber DOL
1.25
BC C-.96
Vert(CT)
-0.49 11-13
>847
180
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.49
Horz(CT)
0.15 9
Na
n/a
BCDL
10.0
Code FBC2020/TP12014
Matrix-SH
Weight: 164lb
FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
2 =
1346/0-3-8
9 =
1346/0-3-8
Max Horz
2 =
93(LC 11)
Max Uplift
2 =
-627(LC 12)
9 =
-627(LC 12)
FORCES. (lb)
Max. Comp./Max- Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-15=-2749/1314, 15-16=-2710/1317,
3-16=-2656/1326, 3-4 2491/1193,
4-17=-2286/1140,17-18=-2286/1140,
5-18=-2286/1140, 5-6=-2894/1400,
6-19=-2286/1140, 19-20=-2286/1140,
7-20= 2286/1140, 7-8=-2491/1193,
8-21= 2656/1326,21-22=-2710/1317,
9-22=-2749/1314
BOT CHORD
2-14=-112612486, 13-14=-1225/2810,
BOT CHORD
2-14=-112612486,13-14=-1225,2810,
12-13=-1215/2810,
11-12=-1215.`2810, 9-11=-1138.,2486
WEBS
3-14=-279/262, 4-14=-3481813,
5-14=-773/402, 6-11 w-7731402,
7-11=-348r813, 8-11 =-2791261
NOTES- (8)
1) Unbalanced roof live loads have been
cons'dered for this design.
2) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.0psf; h=25ft; B=45ft; L=28ft; eave=4ft;
Cat. II; Exp B; Encl., GCpi=0.18, MWFRS
(directional) and C-C Exterior(2E) -1-0-0 to 2-0-0
, Interior(1) 2-0-0 to 9-0-0, Exterior(2R) 9-0-0 to
13-4-12, Interior(1) 13-4-12 to 26-0-0,
Exterior(2R) 26-0-0 to 30-2-15, Interjor(1)
30-2-15 to 36-0-0 zone;C-C for members and
forces & MW FRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water
ponding.
5) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurreni 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 tali by 2-0-0 wide will fit
between the bottom chord and any other
7) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
627 lb uplift at joint 2 and 627 lb uplift at joint 9.
8) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type Qty Ply
A0239983
EMERALD T15 HIP GIRDER TR 2
2 Jab Reference (optional)
Run: 8.420 s Feb 10 2021 Print. 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:39:12 2021 Page 1
ID:YH WDrOmBnrebgkOSNfKX?FyquAG-DmhCZk9uwmor?Q5jbBjH2Hbkikw6uSPuxGbinOyQgaT
Oda 7-0-0 12-3-14 17-6-0 22-8-2 28-0-0 35-0-0 36-0-0
1-iJ . 7-0-0 5-3-14 5-2-2 5-2-2 5-3-14 7-0-0 1-0-0
4X6 =
5.40
3x8 =
2x4 3x6 2x4 II 4x6 =
Scale = 1:60.0
0
3x5 17 30 f6 15 31 32 33 14 34 35 36 37 13 12 38 39 11 3x5 ::-
2x4 4x6 = 2x4 3x8 2x4 0.3.6(0-14)
3x8 4x6 —
7-0-0 12-3-14
17-6-0
, _ 22-8-2 _
28-0-0
35-0-0
7-0-0 5-3-14
5-2-2
5-2-2
5-3-14
7-0-0
Plate Offsets (X,Y)--
[3:0 3 8,0 2.0], [8:0.3-8,0-2-0], (13:0-1-8,0.1-8],
[15:0-3-0,0-1-8]
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL. in (loc)
Vdefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.91
Vert(LL) 0.44 14
>940
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.81
Vert(CT) -0.69 13-14
>602
180
BCLL 0.0 '
Rep Stress Incr NO
WB 0.53
Horz(CT) 0.16 9
nia
n.a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Weight: 325 'b FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No-2 'Except*
B2: 2x4 SP 225OF 1.9E
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 8-1-12 oc bracing.
REACTIONS. (lb/size)
2 =
2629:'0-3-8
9 =
2689'0-3-8
Max Horz
2 =
75(LC 7)
Max Uplift
2 =
-1220(LC 8)
9 =
.1260(LC 8)
FORCES. (lb)
Max. Comp., -'Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-3=-5989I2656, 3-18=-780813568,
18.19=-7808/3568,19-20=-7808/3568,
4.20=-7808?3568, 4.21=-7808/3568,
21-22=-7808r3568, 5-22=-7808/3568,
5 23= 7808r;3568, 6-23=-7808/3568,
6-24-7877/3614,24-25=-7877/3614,
25-26=-7877/3614,7-26=-7877/3614,
7-27=.787713614,27-28=-7877/3614,
28-29-787713614, 8-29=-7877/3614,
8-9=-6139/2757
BOT CHORD
2-17-233115434,17-30=-2331/5439,
BOT CHORD
2-17=-2331/5434, 17-30=-2331/5439,
30-31=-2331/5439,
16-31 =-2331/5439,
15-16=-2331/5439,
15-32=-3790/8649,
32-33=-3790/8649,
33 34=-3790/8649,
14-34=-3790/8649,
14-35=-3790/8649,
35 36=-3790/8649,
36-37=-379018649,
13-37=-379018649,
12 13= 2424/5577,
12.38=-2424/5577,
38-39=-2424/5577,
11 -39=-242415577, 9-11= 2423/5572
WEBS
3-17=-64/605, 3-15=-1228.2804,
4 15=-611/472, 6 15=-1002/447,
6-14=01473, 6-13=-9111392,
7-13=-611/472, 8-13=-1176/2714,
8 11=-63/604
NOTES- (11)
1) 2-ply truss to be connected together with I 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 7-16; Vult 165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opsf; h=25ft; B=45h; L=28111; save=4ft;
Cat. II; Exp B; Encl., GCpi 0.18; MWFRS
(directional); Lumber DOL=1.60 plate grip
DOL=1.60
5) Building Designer / Project engineer
responsible for verifying applied roof I ve load
shown covers rain loading requ.remenis specific
to the use of this truss component.
6) Provide adequate drainage to prevent water
pond ng.
7) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurreni with any
other live loads.
8) ' This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas
where a rectangle 3.6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other
members.
9) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
1220 lb uplift at joint 2 and 1260 lb uplift at joint
9.
Continued on page 2
5ALVADnR .IIIRA1117 P F STATF nF FI ARinA RFr. Nn iggiq . Rdni NW 7d dVF MIAM1 FI z14aa
Job Truss Truss Type Oty Ply
AD239983
EMERALD T15 HIP GIRDER TR 2
2 Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:39:12 2021 Page 2
I D:YH W D rOmBnre bgkOSNfKX?Fyqu AG. DmhCZkguwmor?05jb Bj H2 Hbkjkw6uSPu xGbl nOyOgaT
NOTES- (11)
10) Hanger(s) or other connection device(s) shall
be provided sufficient to support concentrated
load(s) 130 lb down and 150 lb up at 7-0-6, 111 lb
down and 147 lb up at 9.0-12, 111 lb down and
147 lb up at 11-0-12, 111 lb down and 147 lb up
at 13-0-12, 111 lb down and 147 lb up at 15.0-12,
111 lb down and 147 lb up at 17-0-12, 111 lb
down and 147 lb up at 17-11-4, 111 lb down and
147 lb up at i 9-11-4, 111 lb down and 147 lb up
at 21-11-4, 111 lb down and 147 lb up at 23-11-4,
and 111 lb down and 147 Ito up at 25-11-4, and
258 lb down and 296 lb up at 27-11-10 on top
chord, and 292 lb down and 125 lb up at 7-0-0, 85
Ib down at 9-0-12, 85 lb down at 11-0-12, 85 Ib
down at 13-0-12, 85 lb down at 15-0-12, 85 Ib
down at 17-0-12, 85 lb down at 17-11-4, 85 Ib
down at 19-11-4, 85 lb down at 21-11-4, 851b
down at 23-11.4, and 85 lb down at 25-11-4, and
292 lb down and 125 lb up at 27-11-4 on bottom
chord. The design/selection of such connection
device(s) is the responsibility of others.
11) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
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, 2-9=-20
Concentrated Loads (lb)
Vert: 3=-111(B) 8= 210(B) i7=-292(B)
11=-292(B) 18=-111(B) 19=-111(B) 21=-I I I (B)
22=-111(B)23=-111(B)24=-111(B)25=-111(B)
26=-111(B)28=-111(B) 29=-111(B) 30=-61(B)
31=-61(B) 32=-61(B) 33=-61(B) 34=-61(B)
35=-61(B) 36=-61(B) 37=-61(B) 38=-6t(B)
39=-61(B)
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job ! Truss Truss Type Qty Ply
I A0239984
EMERALD T16 COMMON TR 1 1
Job Reference {options)
Run:8,420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek IndusVies, Inc. Fri Oct 22 15:39:13 2021 Page 1
ID:YHWOrOmBnrebgkOSNfKX?FyquAG-hyl am4AWh4Wdatv9vEWhV85a8RKdOT1AwKrJTyQgaS
-1=0-0 , 5-6-0 11-0 0
1-0-0 5-6-0 5-6-0
4x4 =
4x4 = 2t41 Zx4 2x4 9 U4
Scale - 1.19.7
s{Y1.
5-6-0
11-0-0
5-6-0
5-6-0
Plate Offsets (X,Y)--
(2:0-0-12,0-1-13], [8:0.0-12,0-1-12], (8:0.0-12,0-1-13]
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.14
Vert(LL)
-0.00
1
n/r
120 MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.11
Vert(CT)
0.00
1
n/r
120
BCLL 0.0 '
Rep Stress Incr YES
WB 0.10
Horz(CT)
0.00
8
Na
n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Weight: 44 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied or 10-0-0
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 6.0-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 11-0-0.
(lb) - Max Horz
2= 54(LC 11)
Max Uplift
All uplift 100 lb or less at
joint(s) 8, 10 except 2=-108(LC
12), 11=-116(LC 12), 9=-133(LC 12)
Max Grav
All reactions 250 lb or less at
joint(s) 8, 2, 11, 10 except
9=259(LC 22)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
WEBS
4-11 =-1 74/304, 6-9=-183/330
NOTES- (10)
1) Unbalanced roof live loads have been
considered for this design.
2) Wind: ASCE 7-16; Vult=i65mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opsf; h=25ft; 13=45ft; L=28ft; eave=2ft;
Cat. 11; Exp B; Encl., GCpi=0.18; Gable Roof;
Common Truss; MW FRS (directional) and C-C
Corner(3E) -1.0-0 to 2-0-0, Exterior(2N) 2-0-0 to
5-6-0, Corner(3R) 5-6-0 to 8-6-0, Exterior(2N)
8-6-0 to 11-0-0 zone;C-C for members and
forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of
the truss only. For studs exposed to wind
(normal to the face), see Standard Industry
Gable End Details as applicable, or consult
qualified building designer as per ANSI/TPI 1.
4) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
5) Gable requires continuous bottom chord
bearing.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
8) ' This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas
where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other
members.
9) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
100 Ib uplift at joint(s) 8, 10 except (jt=1b) 2=108,
11=116, 9=133.
10) "This manufactured product is designed as
an individual building component. The
suitability and use of this component for any
particular building is the responsibility of the
building designer per ANSI TPI 1 as
referenced by the building code."
LOAD CASE(S)
Standard
SAI VAnnR-111RAAi1 P F STATF AF Fit ARIIIA RFf; NA Iqq'lq - C%AA4 NW 7A AVF MIAMI FI 11499
' Job j Truss Truss Type
Qty Ply
j EMERALD T17
-1-0-0
1-0-0
COMMON TR
A0239985
Job Reference (opt onal)
Run: 8.420 s Feb 10 2021 Print: 6.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:39:15 2021 Page 1
ID:YHWDromBnrebgkC SNIKX?FyquAG-dLNLBmCmDhAQsupHHKG—gwDMyx2M5w?KdEpyOLyQgaQ
5-6-0 _ 1 1-0-0
5-6-0 5-6-0
Scale = 1 19 0
4x4
3x5
2x4 II 3x5 s
0-3.8(0-1-8)
5-6-0
11-0-0
5-6-0
—4
5-6-0
Plate Offsets (X,Y)--
[3:0-2-0,0-2-4]
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
Ud PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.47
Vert(LL)
0.04
4-5
>999
240 MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.33
Vert(CT)
-0.06
4-5
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.10
Horz(CT)
0.01
4
Na
Na
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Weight: 39 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 8-6-11 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (1b/size)
4
396/Mechanical
2 =
464/0-3-8
Max Horz
2 _
61(LC 11)
Max Uplift
4 _
-169(LC 12)
2
-248(LC 12)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2.6=-636/526, 6-7=-5861528.
3-7=-579/538,3-8=-570/552,
8-9=-5781543, 4-9=-634/542
BOT CHORD
2-5=-407/531, 4-5=-407/531
WEBS
3-5=-33/253
NOTES- (8)
1) Unbalanced roof live loads have been LOAD CASE(S)
considered for this design. Standard
2) Wind: ASCE 7.16; Vult=165mph (3-second
gust) Vasd=128mph, TC0L=4.2psf;
BCDL=3.Opsf; h=25ft; B=4511; L=28ft; eave=4ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS
(directional) and C-C Exterior(2E) -1-0-0 to 2-0-0
Interior(1) 2-0-0 to 5-6-0, Exterior(2R) 5-6.0 to
8-6-0, Interior(1) 8-6-0 to 10-11-4 zone;C-C for
members and forces 8 MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
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
100 lb uplift at joint(s) except (jt=1b) 4=169,
2=248.
8) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job
EMERALD
Truss Truss Type
T18
10 7-0-0
1 D 7-0-0
i nnF—iq-
Qty Ply
A0239986
GIRDER TR 1 2 -ob Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fr Oct 22 15:39:17 2021 Page 1
ID:YH WDrOmBnrebgkOSNIKx?FyquAG-ZjV5cRD01JQ85BzgOIISILlbblbgZgfd5Yl3SEyQgaO
11-0-12 12-51 16-3-4 _ 19-8-12 23-4-0 25-8-0 29-1-1230-0-2 35-0-0 3P-0-0
4-0-12 -4 3 9-15 3-5-8 I 332 4-0 3-5-12 0-10-5 4 11-i4 1-0-0
Scale = 1:60.9
US = 30 = 2x4 3x4 =
4x4 =
4x4 —
7
t
4x6 =: 18 17 16 22 23 15 14 13 12 15x0
0.3.8(0.1.11) 2x4 6x8 = 3X8 = 3x4 = 3x8 = 0-3-8(0-1-$)
34
5x6
7-0-0 11-0-12
15-2-0 16-3-4
23-4-0
25-8-0
29-1-12
35-0-0
7-0-0
4-0-12
4-1-4 1-1-4
7-0-12
2-4-0
3-5-12
5-10-4
Plate Offsets (X,Y)--
[3:0-4-0,0-1-12], [7:0-2.4,0-2-0], [12:0-2-12,0-1-8],
[17:0-1-12,0-1-8]
LOADING (pst)
SPACING- 2-0-0
CS1.
DEFL. in (loc)
Ildefi
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.90
Vert(LL) 0.49 14-15
>854
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.91
Vert(CT) -0.75 14-15
>559
180
BCLL 0.0 "
Rep Stress Incr NO
WE 0,73
Horz(CT) 0.13 10
nla
n/a
BCDL 10.0
Code FBC20201TPI2014
Matrix-SH
Weight: 396 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied or 2-8-1
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 7-9-12 oc bracing.
REACTIONS. (lb/size)
2 =
2904/0.3-8
10 =
2408/0-3-8
Max Harz
2 =
96(LC 24)
Max Uplift
2 =
.1384(LC 8)
10 =
-1140(LC 8)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-3=-678313121,3-4=-924814371,
4.19=-10681 /5010,
19.20=-10681/5010,
20-21=-1068115010,
5-21=-10681 /5010, 5.6=-10681 /5010,
6-7=-7711 /3601, 7-8=-5224/2431,
8-9=-525912430,9-10=-5518/2545
BOT CHORD
2-18=-2762/6184, 17-18=-2762/6185,
16-17=-420419248,16-22— 420419248,
22-23=-4204/9248,
15-23=-420419248, 14-15=-4201/9293,
BOT CHORD
2-18=-2762/6184, f 7-18=-276216185,
16-17=-4204/9248,
16.22=-4204/9248,
22-23=-4204M248,
15-23= 4204/9248,
14-15=420119293,
13-14=-340317642,
12-13=-340317642,
10-12=-2247/5031
WEBS
4-15=-73011637, 6-14=-2132/999,
7-14=-627/1407, 4-17= 1160/624,
3-17=-177313763. 5-15=-384/301,
6-15=-882/1881,8-12=-1740/3808,
7-12=-4476/2131, 9-12=-285/264
NOTES- (11)
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
0.7-0 oc.
Bottom chords connected as follows: 2x6 - 2
rows staggered at 0-9.0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0
oc.
2) All loads are considered equally applied to all
plies, except if noted as front (F) or back (B)
face in the 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 7-16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opst; h=25ft; 6=45ft; L=28ft; eave=oft;
Cat. II; Exp B; Encl„ GCpi=0.18; MWFRS
(directional); Lumber DOL=1,60 plate grip
DOL=1.60
5) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
6) Provide adequate drainage to prevent water
ponding.
7) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
8) ` This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas
where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other
members.
9) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
100 lb uplift at joint(s) except (jt=lb) 2=1384,
10=1140,
10) Hanger(s) or other connection device(s)
shall be provided sufficient to support
concentrated load(s) 151 lb down and 147 lb up
at 13-0-12, and 151 lb down and 147 lb up at
15-0.12 on tap chord, and 889 lb down and 460
lb up at 11-0-12, 85 lb down at 13-0-12, and 85
1b down at 15-0-12, and 1388 lb down and 679
lb up at 16-3-4 on bottom chord. The
designtselection of such connection device(s) is
the responsibility of others.
Continued on page 2
0Al 1k1Annd 119oAnn 0 F cTATF nF Pi nRlnA RF1R NA. 19939 - 6401 NW 74 AVE MIAMI FL. 33166
Job Truss Truss Type Qty Ply
A0239986
EMERALD T18 GIRDER TR 1
2 Job Reference (optional)
Run: 8,420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. "Fri Oct 22 15:39:17 2021 Page 2
I D:YHWDrOm8nrebgkOSNfKX?FyquAG•ZjV 5cRD01J085BzgOIISILlbblbgZgfd5Yl3SEyOgaO
NOTES~ (11)
11) 'This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-3=-54, 3-7=-54, 7-8=-54, 8-11=-54,
2-10=-20
Concentrated Loads (lb)
Vert: 15= f 388(F) 17=-889(F) 20=-111(F)
21=-111(F) 22=-61(F) 23=-61(F)
f-11WhliI+IAP111.71+Iv7;141F.111.1%II410Iisjx+ITlIT\:1*2:roMU-1141'II.-Ei4N"Vl&ZW-,%Tl45J,IT3iE19;1WYKUTI
Job Truss
EMERALD T19
a
I
I�
i
0-3-8(0-1-8)
Plate Offsets (X,Y)-- [3:0-3-0,0-1-0]
Truss Type
Oty Ply
GIRDER TR 1 1 A0239987
Job Reference ;optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, ;nc. Fri Oct 22 15:39:18 2021 Page 1
iD YHWDrOmBnrebgkOSNfKX?FyquAG-2w3TpnEfwcZ?jLYsySghlYrrag i m IEnKG2c_gyOgaN
7-0-0
7-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.63
Vert(LL)
0.14
1-3
>590
240
TCDL
7.0
Lumber DOL
1.25
BC 0.54
Vert(CT)
-0,21
1-3
>376
180
BCLL
0.0 '
Rep Stress Incr
NO
WB 0.00
Horz(CT)
0.00
3
n/a
nla
BCDL
10.0
Code FBC2020/TP12014
Matrix-SH
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP DSS
WEBS 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0
oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 9-4-3 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
1 =
718/0-3-8
3
909/Mechanical
Max Horz
1 =
130(LC 8)
Max Uplift
1 _
-298(LC 8)
3 =
-440(LC 8)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
NOTES- (9)
1) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf;
h=25ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp B;
Encl., GCpj=0.18; MWFRS (directional); Lumber
DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
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
100 lb uplift at 1nint(s) except Ut=1b) 1=298,
3=440.
7) Hanger(s) or other connection device(s) shall
be provided sufficient to support concentrated
loads; 376 lb down and 189 lb up at 2-0-12,
and 376 lb down and 189 lb up at 4.0-12, and
378 lb down and 187 lb up at 6-0-12 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).
9) -This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
3�dt I I Scale = 1:18.0
2
4x6 it
PLATES GRIP
MT20 244/190
Weight: 31 lb FT = 20%
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-2=-54, 1-3=.20
Concentrated Loads (lb)
Vert: 4=-376(6) 5=-376(B) 6=-378(B)
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type Oly Ply
A0239988
EMERALD T20 GIRDER TR 1 1
Job Relerence (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:39:19 2021 Page 1
ID:YH WOrOmBnrebgkOSNIKX?FyquAG-W6dr17FHHwhsLV73WALwgrnOzAYIRO"YsoAX7yQgaM
3-8-3 _ 7-0-0
3-8-3 3-3-13
2x4
5x6 =
0-3-8(0-1-8)
Plate Offsets (X,Y)-- [4:Edge,0-2-4]
Scale = 1 A8 0
LOADING (psf)
SPACING-
2-0.0
CS1.
DEFL,
in
(loc)
I/defl
Ud PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.77
Vert(LL)
0.18
1-4
>450
240 MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.83
Verl(CT)
-0.29
1-4
>275
180
BCLL 0.0
Rep Stress Incr
NO
WB 0.17
Horz(CT)
0.00
4
n/a
n/a
BCDL 10.0
Code FBC2020ITP12014
Matrix-SH
Weight: 37 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP 225OF 1.9E
BOT CHORD 2A SP DSS
WEBS 2x4 SP No.2 *Except*
W1: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0
oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 5-9-12 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (Iblsize)
1 =
1074/0-3-8
4 =
1408/Mechanical
Max Horz
1 =
130(LC 21)
Max Uplift
1 =
-454(LC 8)
4 =
-659(LC 8)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
1-2=-669/277
BOT CHORD
1-5=-383/666, 5-6=-383/666,
6-7=-383/666,4-7=-383/666
WEBS
2-4=-587/356
NOTES- (9)
1) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opsf; h=25ft; B=45ft; L=28ft; eave=4ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS
(directional); Lumber DOL=1.60 plate grip
DOL=1, 60
2) Building Designer 1 Project engineer
responsible for verifying applied root live load
shown covers rain loading requirements specific
to the use of this truss component.
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
100 lb uplift at joint(s) except Ot=lb) 1=454,
4=659.
7) Hanger(s) or other connection device(s) shall
be provided sufficient to support concentrated
load(s) 661 lb down and 313 lb up at 2-0-12,
and 661 lb down and 313 lb up at 4-0-12, and
663 lb down and 311 lb up at 6-0-12 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).
9) 'This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 1-4=-20
Concentrated Loads (lb)
Vert: 5=-661(F) 6=-661(F) 7= 663(F)
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL.. 33166
vob Truss Truss Type Qty Ply
A0239989
EMERALD T21 COMMON TIR 1 1
,fob Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:39:21 2021 Page 1
1D:YH WDrOmBnrebgkOSN1KX?FyquAG-SVkcRpGXpXxaapHRdaNOvBTTrMAVUdoDOAGHb?yQgaK
9-4-0 _ 18-8-0
1-0-0 9-4-0 9 4-0
Scale = 1:33.4
4x4 —
4x4 20 19 18 17 t6 15 14 13 40
3x4 — 3A
9-4-0
18-8-0
9-4-0
9-4-0
Plate Offsets (X,Y)--
[2:0-0-12,0-1-13], [12:0-0-12,0-1-12],
[12:0-0-12,0-1-13]
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 0,12
Vert(LL)
-0.00 1
nlr
120 MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.09
Vert(CT)
0.00 1
n/r
120
BCLL 0.0 '
Rep Stress Incr YES
WB 0.08
Horz(CT)
0.00 12
n/a
n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Weight: 82 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 20 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 10-0-0
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 18-8.0.
(lb) - Max Horz
2= 90(LC 11)
Max Uplift
All uplift 100 lb or less at
joint(s) 12, 18, 19, 16, 14
except 2=-106(LC 12), 20=-103(LC
12), 13=-122(LC 12)
Max Grav
All reactions 250 lb or less at
joint(s) 12, 2, 18, 19, 20, 16, 14,
13,17
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
WEBS
10-13_ 1711259
NOTES- (12)
1) Unbalanced roof live loads have been
considered for this design.
2) Wind: ASCE 7-16, Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opsf; hw251t; B=45ft; L=28ft; eave=2ft;
Cat. II; Exp B; Encl., GCpi=0.18; Gable Roof;
Common Truss; MW FRS (directional) and C-C
Corner(3E) -1-0-0 to 2-0-0, Exterior(2N) 2.0-0 to
9.4-0, Corner(3R) 9-4-0 to 12-4-0, Exterior(2N)
12-4-0 to 18-8-0 zone;C-C for members and
forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of
the truss only. For studs exposed to wind
(normal to the face), see Standard Industry
Gable End Details as applicable, or consult
qualified building designer as per ANSI/TPI 1.
4) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
5) All plates are 2x4 MT20 unless otherwise
indicated.
6) Gable requires continuous bottom chord
bearing.
7) Gable studs spaced at 2-0-0 oc.
8) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
9) ' 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.
10) Provide mechanical connection (by others)
of truss to bearing plate capable of withstanding
100 lb uplift at joint(s) 12, 18, 19, 16, 14 except
(jt=lb) 2=106, 20=103, 13=122,
11) Beveled plate or shim required to provide full
bearing surface with truss chord at joint(s) 12.
12) "This manufactured product is designed as
an individual building component. The
suitability and use of this component for any
particular building is the responsibility of the
building designer per ANSI TPI 1 as
referenced by the building code."
LOAD CASE(S)
Standard
cal uannn 111RAnn P tF cTATF nF F1 nRIDO RFC NO 19939 - 6401 NW 74 AVE- MIAMI fFL. 33166
Job Truss Truss Type Qty Ply
A0239990
EMERALD T22 COMMON TR 3 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:39:22 2021 Page 1
ID•YHWDrOmBnrebgkOSNIKX?FyquAG-whl f9H8ar3RCyseBludSOOZTmJWD21MEgOg7RyOgaJ
-1-0-0 5.11-10 9-4-0 12--8-6
1-0-0 5-11-10 3-4-6 f 3-4-6 5-11-10
Scale - 1 31 3
4x4 =
3x5 •; 36 m
I*i?18
0-3-8(0.1.8)
9-4-0
18-8-0
9-4-0
9-4-0 {
F Plate Offsets (X,Y)-- 1T0-4-0,0-3-0]
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(toe)
Ildefl
Ud PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.45
Vert(LL)
-0.15
6-7
>999
240 MT20 244.190
7CDL 70
Lumber DOL
1.25
BC 0.87
Vert(CT)
-0.32
6-7
>702
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.23
Horz(CT)
0.03
6
nla
n/a
BCDL 100
Code FBC2020/TPI2014
Matrix-SH
Weight: 77 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-5-2
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 6-10-12 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
6
681/Mechanical
2 =
747.+0-3-8
Max Horz
2 =
97(LC 11)
Max Uplift
6 =
-293(LC 12)
2 =
-369(LC 12)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-8=-12491848, 3-8=-1209/821.
3-9=-972/637, 4-9=-961 /647,
4-10=-9621658, 5-10=-973/648.
5-11 =-1 210/831, 6.11=-1262/821
BOT CHORD
2.7=-68211110, 6-7=-680/1126
WEBS
4-7=-362/599, 5-7=-344/365,
WEBS
4-7= 3621599, 5-7=-344/365,
3-7=-326/350
NOTES- (8)
1) Unbalanced roof live loads have been
considered for this design.
2) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opsf; h=25ft; B=45h; L=28ft; eave=oft;
Cat. ll; Exp B; Encl., GCpi=0.18; MWFRS
(directional) and C-C Exterior(2E) -1.0-0 to 2-0-0
, Interior(1) 2-0-0 to 9-4-0, Exterior(2R) 9-4-0 to
12-4-0, Interior(1) 12-4-0 to 18-7-4 zone;C-C for
members and forces & MWFRS for reactions
shown; Lumber DOL=i .60 plate grip DOL=1.60
3) Building Designer/ Project engineer
responsible for verifying applied roof live ;oad
shown covers rain loading requirements specific
to the use of this truss component.
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 Wde will fit
between the bottom chord and any other
members.
6) Refer to girder(s) for truss to truss
connections.
7) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
100 tb uplift at joint(s) except (jt=lb) 6=293,
2=369.
8) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss russ Type Qty Ply
A0239991
EMERALD T23 COMMON TR 1 1
Job Reference (optional)
Run: 8 420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:39:24 2021 Page 1
10:YHW DrOmBnrebgkOSNfKX?FyquAG-s4Qk4rlP5SJSRG?Dliw5Xp5ySZBvhzQfiBVxCKyQgaH
-1-0-0 3-4-0 { 6-8-0 7-8-0
1-0-0 3 4 0 3-4-0 1-0-0
Scale = 1:16.5
4x4 =
4
i 3�4
6018
3TST1
2
4 .
g
�
Ti B
7
4xd —
2X4 —
6-8-0
6-8-0
Plate Offsets (X,Y)-- [2:0-0-8,0-1-9], [2:0-2.8,Edge], [6:0-0-8,0-1-9], [6:0.2-8,Edge]
4x4 — 294 —
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.22
Vert(LL)
0.00
7
n/r
120 MT20 244/190
TCI)L 7.0
Lumber DOL
1.25
BC 0.11
Vert(CT)
0.00
7
n/r
120
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.15
Horz(CT)
0.00
6
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix-P
Weight: 30 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-8-0
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (Iblsize)
2 =
135/6-8-0
6 =
135/6.8-0
8 =
332/6-8-0
Max Horz
2 =
51(LC 11)
Max Uplift
2 =
-106(LC 12)
6 =
-106(LC 12)
8 =
-124(LC 12)
Max Grav
2 =
150(LC 21)
6 =
150(LC 22)
8 =
332(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less
except when shown.
BOT CHORD
2-8=-134/358, 6-8=-134/358
WEBS
4.8=-248/496
WEBS
4-8=-248/496
NOTES (11)
1) Unbalanced root live loads have been
considered for this design.
2) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.0psf; h=25ft; B=45ft; L=28ft; eave=2ft;
Cat. II; Exp B; Encl., GCpi=0.18; Gable Roof;
Common Truss; MWFRS (directional) and C-C
Corner(K) -1-0-0 to 2-0-0, Exterior(2N) 2.0-0 to
3-4-0, Corner(3R) 3-4-0 to 6-4-0, Exterior(2N)
6-4-0 to 7-8-0 zone;C-C for members and forces
& MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of
the truss only. For studs exposed to wind
(normal to the face), see Standard Industry
Gable End Details as applicable, or consult
qualified building designer as per ANSI/TPI 1.
4) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
5) Gable requires continuous bottom chord
bearing.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
8) ' This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas
where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other
9) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
100 lb uplift at joints) except Ot=lb) 2=106,
6=106, 8=124.
10) Beveled plate or shim required to provide full
bearing surface with truss chord at joint(s) 6.
11) "This manufactured product is designed as
an individual building component. The
suitability and use of this component for any
particular building is the responsibility of the
building designer per ANSI TPI 1 as
referenced by the building code."
LOAD CASE(S)
Standard
SALVADOR JURADO P-E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE- MIAMI FL- 33166
Job Truss Truss Type Qty Ply
EMERALD T24 COMMON TR 2 1 A0239992
Job Reference',optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, i no. Fri Oct 22 15:39:25 2021 Page t
ID:YHW1lXm8nrebgk0SNfKX?FyquAG•KG7HAJ2smR�30aCsGSK41e5PzWB=pxoEUkmyQgaG
-1-0-0 _ 3-4-0 6-8-0 7-8-0
1-0-0 3-4-0 3-4-0 1 0 0
4x4
NOP2X STP = NOP2X STP c
3x4 := 3x4 mt
0-8-0(0-1-8) 0-8-0(0-1-8)
3-4-0
3-4-0
6-8-0
3-4-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Well
TCLL
20.0
Plate Grip DOL
1.25
TC 0.34
Vert(LL)
0.02
2-6
>999
TCDL
7.0
Lumber DOL
1.25
BC 0.17
Vert(CT)
0.02
2-6
>999
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.06
Horz(CT)
-0.00
4
n/a
BCDL
10.0
Code FBC2020/TP12014
Matrix-P
LUMBER -
TOP CHORD 20 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 8-6-8 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
2
294/0-8-0
4 -
294/0-8-0
Max Horz
2 =
60(LC 11)
Max Uplift
2 =
-275(LC 12)
4 =
-275(LC 12)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2.7=-251/676, 3-7=-203/680,
3.8=-2031680, 4-8=-251 /676
BOT CHORD
2.9=-439/177, 6-9=-439/177,
6-10= 439/177, 4-10=-439/177
WEBS
3.6=-412/146
NOTES (8)
Scale: 3r4"= V
Ud PLATES GRIP
240 MT20 244/190
180
Na
1) Unbalanced roof live loads have been LOAD CASE(S)
considered for this design. Standard
2) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opsf; h=25ft; B=45ft; L=28ft; eave=4ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS
(directional) and C-C Exterior(2E) -1-0-0 to 2-0-0
, Interior(1) 2-0-0 to 3-4-0, Exterior(2R) 3.4.0 to
6-4-0, interior(1) 6-4.0 to 7-8-0 zone; porch left
exposed;C-C for members and forces &
MW FRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
3) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
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
100 lb uplift at joint(s) except Qt=lb) 2=275,
4=275.
8) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI t as referenced by the
building code."
Weight: 27 lb FT = 20%
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type Oly Ply
A0239993
EMERALD T25 HIP GIRDER TR 2 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:39:26 2021 Page 1
ID:YHWDromBnrebgkOSN1KX%FyquAG-pSYVVVVKgd4Zsga9Po8zZcEAGUNoggu"S_i GDyQgaF
-1-0-0 5-0-0 7 0 0 12-0-0 13-0-0 -
1-0-0 5-0-0 2-0-0 5-0-0 1-0-0
Scae-1:225
4xd —
4 00 s
T�
4x4 =
NOP2X STP = ti5a4 II 274 1I N0P2X STP=
0-8-OR-4 --I� 0-8jP40;1-8)
5-0-0
7-0-0
12-0-0
5-0-0
2-0-0
5-0-0
Plate Offsets (X,Y)--
[2:0-2-9,Edge], [5:0-2-9,Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Ildefl
Ud
TCLL 20.0
Plate Grip DOL 1.25
TC 0.38
Vert(LL)
0.09
5-7
>999
240
TCDL 7.0
Lumber DOL 1.25
BC 0.44
Vert(CT)
-0.09
5-7
>999
180
BCLL 0 0
Rep Stress Incr NO
WB 0.10
Horz(CT)
-0.02
5
n/a
n/a
BCDL 10.0
Code FBC20201TPI2014
Matrix-SH
LUMBER -
TOP CHORD 2x4 SP N0.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No-3
BRACING
TOP CHORD
Structural wood sheathing directly applied or 4-10-3
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 5-9-7 oc bracing.
MiTek recommends that Stabilizers and
requ red cross bracing be instal ed during
truss erection, in accordance with Stabilizer
Installation gu,de.
REACTIONS. (lb/size)
2 =
649;0-8-0
5 =
663.+0-8-0
Max Horz
2 =
-35(LC 23)
Max Uplift
2 =
-607(LC 8)
5 =
-621(LC 8)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-3=-1245/1114, 3-4=-114211096.
4-5=-1251/1119
BOT CHORD
2-8=-978/1127, 7-8=-99511142,
5-7=-98311132
WEBS
3-8=-201/256
NOTES- (11)
1) Unbalanced roof live loads have been
considered for this design.
2) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opsf; h=25ft; B=45ft; L=28ft; eave=4ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS
(directional); porch left exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water
ponding.
5) All plates are MT20 plates unless otherwise
Indicated.
6) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
7) " This truss has been designed for a live load
of 20.0psf on the bottom chord in all areas
where a rectangle 3-6-0 tall by 2-0.0 wide will fit
between the bottom chord and any other
members.
8) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
1001b uplift at joint(s) except (jt=1b) 2=607,
5=621.
PLATES GRIP
MT20 244/190
Weight: 44 Ito FT = 20%
9) Hanger(s) or other connection device(s) shall
be provided sufficient to support concentrated
load(s) 79 lb down and 105 lb up at 5-0-0, and
185 lb down and 257 lb up at 7-0-0 on top chord
, and 110 lb down and 173 lb up at 5-0-0, and
110 lb down and 173 lb up at 6-11-4 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).
11) "This manufactured product is designed as
an individual building component. The
suitability and use of this component for any
particular building is the responsibility of the
building designer per ANSI TPI 1 as
referenced by the building code."
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, 2-5=-20
Concentrated Loads (lb)
Vert: 3=-60(B) 4=-138(B) 8=-66(B) 7=-66(B)
AM VADnR J11RAD0 P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 "E. M11AMI FL. 3311166
Job
Truss Truss Type Oty Ply
EMERALD
T26 COMMON TR
A0239994
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fr Oct 22 15:39".27 2021 Page 1
IC;YHWDromBnrebgkOSNfKX?FyquAG-H15bsLIONhjlkkb_rUo8SjK6n6LuLm5o6jbpfyOgaE
-1-0-0 6.0-0 12-0-0 13-0-0
1-0-0 6-0-0 6-0-0 1-0-0
Scale = 1:22 1
46 =
NOP2X STP= 2x4 I NOP2X STP=
0.8.0mA) 0- -8)
6-0-0
6-0-0
Plate Offsets (X,Y)-- (2:0-2-4,Edge], [4:0-2-4 Edge]
12-0-0
6-0-0
LOADING (psf)
SPACING-
2-0.0
CSI.
DEFL.
in
floc)
Udefl
Ltd
TOLL
20.0
Plate Grip DOL
1.25
TC 0.77
VertrLL)
0.16
2-6
>859
240
TCDL
7.0
Lumber DOL
1.25
BC 0.58
Vert(CT)
0.14
2-6
>939
180
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.11
Horz(CT)
-0.02
4
nla
Na
BCDL
10.0
Code FBC2020/TP12014
Matrix-SH
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 4-0-11 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
2 =
491 /0-8-0
4 =
491/0-8-0
Max Horz
2 =
41(LC 11)
Max Uplift
2 =
.446(LC 12)
4 =
.446(LC 12)
FORCES. (Ib)
Max. Camp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-7=-742/1700, 7-8=-693/1702,
3-8=-690/1711, 3-9=-690/1711,
9-10=-693/1702, 4-10=-742/1700
BOT CHORD
2-11 =-I 502/649, 11-12=-1502/649,
6-12=-15021649, 6-13=-15021649,
13-14=-15021649, 4-14=-1502JS49
WEBS
3-6=-696/262
WEBS
3-6=-696/262
NOTES- (8)
1) Unbalanced roof :ive loads have been
considered for this design.
2) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opsf; h=25ft; B=45ft; L=28ft; save=oft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS
(directional) and C-C Exterior(2E) -1.0-0 to 2-0-0
, Interior(1) 2-0-0 to 6-0-0, Exterior(2R) 6-0-0 to
9-0-0, Interlor(1) 9-0-0 to 13-0-0 zone; porch left
exposed;C-C for members and forces &
MWFRS for react ons shown; Lumber DOL=1.60
plate grip DOL=1.60
3) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
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
100 lb uplift at joint(s) except gt=lb) 2=446,
4=446.
PLATES GRIP
MT20 244.190
Weight: 43 lb FT = 20%
8) 'This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type Oty Ply
A0239995
EMERALD Vol VALLEY TR 1 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Indusir es, Inc. Fri Oct 22 15:39:28 2021 Page 1
ID:YHwDr0mBnreNk0SNtKX7FyquAG-IrfFvCMw9hpaw1JnXZ?1 1fGedBVxdplFdmT8L5yQgaD
3-2-0 6-4-0
3-2-0 3 2-0
Scale - 1:11.5
3x4
5.00 12
2x4
2x4
_
6-4-0
6-4-0
Plate Offsets (X,Y)--
[2:0-2-0,Edge]
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/dell
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.21
Vert(LL)
n/a
nla
999
TCDL 7.0
Lumber DOL
1.25
BC 0.30
Vert(CT)
n/a
nra
999
BCLL 0.0 "
Rep Stress Incr
YES
WB 0,00
Horz(CT)
-0.00 3
n:a
n/a
BCDL 10.0
Code FBC2020(TP12014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
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.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
1 =
179/6.2-13
3 =
179/6-2-13
Max Horz
1 =
-23(LC 10)
Max Uplift
1 =
-77(LC 12)
3 =
-77(LC 12)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
1-2=-188/313, 2-3=-188/325
NOTES- (8)
1) Unbalanced roof live loads have been
considered for this design.
2) Wind: ASCE 7.16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opsf; h=25ft; B=45ft; L=28ft; eave=4ft;
Cat. II; Exp B: Encl., GCpi 0.118; MWFRS
-directional) and C-C Exterior(K) zone;C-C for
members and forces & MWFRS for reactions
shown: Lumber DOL■1,60 plate grip DOL=1.60
3) Building Designer 1 Project engineer
responsible for verifying applied roof live load
shown covers rain load ng requirements specific
to the use of this truss component.
4) Gable requires continuous bottom chord
bearing.
5) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads
6) ' This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas
where a rectangle 3-6-0 tall by 2-0-0 wide w II fit
between the bottom chord and any other
members.
7) Provide mechanical connection (by others) of
truss to bearing plate capab a of withstanding
100 lb uplift at joint(s) 1, 3.
8) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particu'ar
building is the responsib'.lity of the building
designer per ANSI TP I 1 as referenced by the
building code."
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
We;ght: 17 Ito FT = 20%
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 "E. MIAMI FL. 33166
Job Truss Truss Type Iaty Ply
A0239996
EMERALD V02 VALLEY TR 3 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15.39:29 2021 Page 1
ID:YHwDrOmBnrebgkOSN1KX?FyquAG-Dt Dd7YMYw?xRXSu_5GVVGEtomwaseMGyOrOCAXyOgaC
5-0-0
5-0-0
2x4 2x4
LOADING (psf)
SPACING-
2-0.0
CSI.
DEFL. in (loc) Ildefl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.43
Vert(LL) nra n: a
999
TCDL 7.0
Lumber DOL
1.25
BC 0.20
Vert(CT) n.:a n,a
999
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT) 0.00 n.:a
ma
BCDL 10.0
Code FBC2020/TPI2014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5.0-0
oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
1 =
152/4-11-6
3 -
152/4-11-6
Max Horz
1 =
80(LC 12)
Max Uplift
1 =
-49(LC 12)
3 =
-82(LC 12)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
NOTES- (7)
1) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf;
h=25ft; B=45ft, L=28ft; eave=4ft; Cat. II; Exp B;
Encl., GCpi=0.18; MWFRS (directional) and C-C
Exterior(2E) 0-9-1 to 3-9-1, Interior(l) 3-9-1 to
4-10-4 zone;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
2) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
3) Gable requires continuous bottom chord
bearing.
4) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
5) ' This truss has been designed for a live load
of 20.0psf on the bottom chord in all areas
where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other
members.
6) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
100 lb uplift at joint(s) 1, 3.
7) "Th's manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
Scale: V=V
PLATES GRIP
MT20 244/190
Weight: 16 b FT = 20%
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss -ype Oty Ply
A0239997
EMERALD V03 VALLEY TR 3 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Fri Oct 22 15:39:30 2021 Page 1
ID:YHWDrOmBnrebgkOSNlKX?FyquAG-hEnOKuNAhl3igSTAfz1 Vn4L0s-FI5jCY44yFP_yOga8
_ 3-0-0
3-0-0
2x4 20
2-11-6(0-1-8) 2 11-6(0-1-8)
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Well
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.10
Vert(LL)
n/a
n/a
999
TCDL 7.0
Lumber DOL
1.25
BC 0.05
Vert(CT)
n/a
n/a
999
BCLL 0.0 '
Rep Stress Incr
YES
W B 0.00
Horz(CT)
0.00
n/a
nla
BCDL 10.0
Code FBC2020/TP12014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-0-0
oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
1 =
78/2-11-6
3 =
7812.11.6
Max Horz
1 -
41(LC 12)
Max Uplift
1 -
-25(LC 12)
3 =
-42(LC 12)
FORCES. (lb)
Max. Comp./Max. Ten, - All forces 250 (lb) or less
except when shown.
NOTES (7)
1) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf;
h=25ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp B;
Encl., GCpi=0.18; MWFRS (directional) and C-C
Exterior(2E) zone;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
2) Building Designer / Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
3) Gable requires continuous bottom chord
bearing.
4) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
5) ' This truss has been designed for a live load
of 20.Opst on the bottom chord in all areas
where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other
members.
6) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
100 lb uplift at joint(s) 1, 3.
7) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building is the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
Scale = 1:8.3
PLATES GRIP
MT20 244/190
We ght. 9 lb FT = 20%
cal► vAnOR .Ift RADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 "E. MIAMI FL,. 33166
. '
Th s sty alert symboluse to attract your
A
attentlonl PERSONAL SAFETY ISINVOLVEDI When
you ese this symbol - BECOME ALERT - HEED ITS
MESSAGE.
14ACAUTION: A CAUTION Identifies safe operating
practices or Indicates unsafe conditions that could
result In personal Injury or damage to structures.
HIB-91 Summary Sheet
COMMENTARY and RECOMMENDATIONS for
HANDLING, INSTALLING & BRACING METAL
PLATE CONNECTED WOOD TRUSSES°
It Is Me reg2 aslbllltyr of fhe Instapsr lbuNder, bulldlrtt7 contractor, licensed
r ffecdon contractor to PMPGFIV race".unload stain
handle. inabadland brace metaiolafe connected wood trusses to amtect Na and
gMeerbLTheinsteller must exerelse the same high degree of safely awareness as
with any other structural material. TPI does not intend these recommendations to
beirdetpretedas euperlwtothepro]ectArchitect's or Engineer a design specification
for handling, Installing and bracing wood trussesfor a particular roof orfloor. These
recornmendatlons are based upon the collective experience of leading technical
CAUTION: The builder, building contractor, licensed
contractor, erector or erection contractor Is ad-
vised to obtain and read the entire booklet "Com-
mentary and Recommendations for Handling, In-
stalling a Bracing Metal Plate Connected Wood
Trusses, HIB-91' from the Truss Plate Institute.
DANGER: A DANGER designates a condition
Awhere falluretotollowInstructions orhood warn.
Ing will moat likely resit to serious personal
Injury or death or damage to structures.
WARNING: A WARNING describes a condition
I A where fallureto follow Instructions could result in
TRUSS PLATE INSTITUTE
tfe3 D•Ortvkio Dr., Suite 200
Madison, Wisconelri 53719
(e08) 9334900
personnel Inthe wood truss Industry. but mustdueto the nature of responsibilities
Invoived, be presented as a guide forthe use of a qualified building designer or
Inslaller. Thus, theTruss Plate Inelitute. Inc. expressly diselalms any responsibility
fordamages stioing from theuse.*Mcadonorrelance ontherecommendations
and Information contained herein by building designers, insulters, and others.
Copyright O by Tnma Plata institute. Inc. All rights reserved. This deoument or
any part thereof must not be reproduced In any form without written permission
of the publisher. Printed in the United Slates of America.
UAu tfUN: AfftenlpOrary Draoing should bdno Ives
,than2x4 grade marked lumber. All connections
should be made with minimum of 2-1sd nails. All
trusses assumed 2' on -center or less. All multi -ply
trusses should be connected together In accor-
dance with design drawings prior to Installation.
TRUSS STORAGE -
CAUTION: Trusses should not
Abe unloaded on rough terrain or
uneven surfaces which could
cause damage to the truss.
Trusseesstored horlmntally should be sup-
ported on blocking to prevent excessive
lateral bending and lessen moisture gain.
WARNING: Do not break banding until Installa-
tion begins or Iift bundled trusses by the bands.
[A:: WARNING: Do not use damaged trusses.
Trusses stored vertically should be
braced to prevent toppling or tipping.
DANGER: Do not store bundles upright unless
properly braced.
ADANDER: Walking on trusses which are lying
flat Is extremely dangerous and should bestric ly
prohlbited.
Frame 1
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MAIMI FL. 33166
Tay
WARNING: Do not attach cables, chains, or WARNING: Do not lift singletrusseswith spans
hooks to the web memberc greater than 30' by the peak.
MECHANICAL
/Omx IINSTAU ATION
Approldmately Approximately Tay=- _~
%trues length %lrusa length Line - -
Truss spans loss then 3W.
Lilting devices should be connected Slrongback/
Spreader Bar to the truss top chord with a closed- Spreaderftr
loop attachment utilising materials to•
Toe to Toe In such as olings, chains, cables, nylon
strapping, etc. of sufficient strength
to carry the weight of the truss.
I Approximately Approximately
Less than or equal to Bo' ` Tag
Una
Spreader Bar
Toe In --\ /—Toe In
ApproxlmMly
Tag
Une
At or aborri
mid•helgM
Less than or equal 10 60' une TLUM Greater than W
CAUTION: Temporary bracing shown In this summary sheet Is adequate for the Installation a4
Atrusses with similar configurations. Consult a regisiered professional engineer d a dMerent
bracing arrangement Is desired. The engineer may design bracing in accordance with TPI's
Rec9ainvended Design SpeaNkmdon for Temporary Bracing of Metal Plate Connected Wood
Trusses; DS849, and M some cases determine that a wider spacing Is possible.
GROUND BRACING: BUILDING INTERIOR jdROLJNb BRACING: BUILDING EXTERIOR
TOP err TO" wAk+N
8004 nl PIwFi.iWar i
F e d' >
1@taaw
Drlwa
woww .uw....
CAUTION: Ground bracing required for all installations.
TvP'0d h-W"" W WM"WWM
rrld 1P104ftk . a1q
r�sii Wan
wpdt" M
(W
Frame 2
SALVADOR .IURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MAIMI FL. 33166
'a'
Topetwrdwadwe kftrolyIrraede tw We
t*Vmw wwssoeeooeepeeettwnlenodleeo-
nNNreWo 01* a broWna4w"wnw.+
lathe uedereldesrtrrteoelordwseaaur{Irmo
we aft*" togo Icpwa elvw Imo sherd
It 1 4 or Omelet
r
7i
T' 1
'r �,V
TOP Ci
Z
TOP�AOb
b LIRACH
itMi mum
p,
LA U 'ACE
� ��
$Md- d (09
SPA
Cif-
SPACIiII
� tr'usletis
G•
i
I. 'il
l
over 3Y - 4!
4
0'
7
Over 4B' ' 60'
EE 2
b'
Over 60'
Sea a re•phlered professional nlylneer
OF
-- 8PF -- SpPhFir
All lateral braces
lapped at least 2
trusses.
Continuoue Top Chord
Literal &ace
Required
1W or Greater
Attachment
Required
WARNING: Fellurstotollowthesereoonsmondattonecould result In
setters pera mall Injury or damage to uussea or buildings.
PITCHED TRuss
TOP C(tORD
MINIMUM TOP CHORD DIAGONALBRACE
Pack LATERAL BRACE spACING (D 12
SPAN DIFFERENCESPACINO(LBS) $ J►trrtss. - - s r—
me to 26' 1
Over 28' - 42' 3.0 6' 9 6
Over 2' - W 3.0 S S 3
Over so' See a registered professional engineer
OF: Douglas Fir -Larch SP - Southern Pine
MirHen►-Fir 8PP- Spruce-PlwFir
Continuow Top Chord
Lateral Brace All lateral braces
Required lapped at least 2
trusses.
10" yr Greater 4
Attachmerrt • y =
Required
0.
\ tY
�r ; _. - _ t_ �•� ��� TprdradatlNsnlstareeybaadesn4rrolN
�ti :.. toeaB.reade.w.oaueO.arewrelwdieeo-
. �- ` _ 1. �, y� nrer ppaww+aneeueuwaneuw
At ry 10OW' n-11 QFNwtoechadwheaow1WA
ems Mteehed to eN balls of On toy clad
SCISSOR$ TR�lS8
Frame 3
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. IMAAIMI: FL. 33166
IMs
4 or greater
Bottom chord diagonal bracing repeated `
at each end of the building and at same
spacing as top chord diagonal bracing.
SPAN
MINIMUM
PITCH
BOTTOM CHORD
'LATERAL BRACE
SPACING(LBW
BOTTOU CHORD
DIAGONAL BRACE
SPACING (D
IaI►trrteaer<
Up 10 32'
4112
1 g'
20
15
0V0r 22' - 48'
4 12
13'
10
7
Over 49' - 90'
4 12
I is,
s
e
Over 60'
See a f ieiered ratesalonal
ea Inner
WF - H�enraFlr mr-Larcn SPPF southern PGre
SPnwe-Pine-Fir
All lateral braces
tapped at 1008112
trusses.
BOTTOM CHORD PIANE
WARNING: Failure to follow thesarecommandatlonscouIdreeultIn
E: severe personal injury or damage to trusses or buildings. A
Permanent
continuous �.
lateral bracing
as specified by the -
truss engineering.
WEB MEMBER PLANE
Cross bracing repeated
at each end of the
building and at 20'
Intervals.
Frame 4
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 640
74 AVE. MAIMI FL. 33166
SPAN
MINIMUM
DEPTH
TOP CHORD
LATERAL BRACE
SPACING(LBs)
TOP CHORD
DIAGONALBRACE
SPACING (OBE
t#o u"Oes
SPIDF
iPFJNF
U to 32'
3V
8'
18
10
OW 32' - 48,
4r
e'
8
Over 48' • i.41r
1 8'1
4
2
Over ow
Sae a
registered professional vVinser
DF - Douglas F1r•Larch SP - Southern Pine
HF - Ran%-FIr SPF - Spruce -Pine -Fir
d -
[2fx412Nx16 PARALLEL
ORD TRUSS
Topchorda Dwtare lahranr iraead oarr bueMtr
teea8taeand oasateollapaa 1f tMan la no dlatia
adbradro Diaeonatbraolneahouldbeneow
to the who"" of ato lap ehardwbae purlieu
m et %W so the sopeld* N the top *herd.
Continuous
Top Chord
LateralBrac Requir e
Regarir ed
1tYofareate
r
Attachment
Required
roh+r 20yassJ
3W or
greater
brawk lapod
it IrttYVo
The end trusser.
diagonal brace
for cantilevered End diagonals ari iaeemkiior
trusses must be stability and must be dupilci&W on
placed on vertical both ends of the truss system.
rebe In line with
the eupporc .
AWARNING: Failure to follow the" recommendations could result In
Severe Personal Injury or damage to trusses or bulldings. A&
4X2 PARALLEL CHORD TRUSS -TOP CHORD Corttinuoue
Top Chord --\
Top cherdaawtareMstrlraerbraoadcan bwkla Lateral &eCe
t°put!'aandoauaeoollap'aplbanau"°°ipp Required 1
nalbraeft. DaaranarWWi"altouubana0e0
loth' u,&r"&ee tk-'°peh"rd"I guar"* ur or Greater
are eaaohad tvele Iopaldaol lla lop a ItorrR
AuachmsM
16 Required
is r 300
roSs1
31/a
Truss" muethavelurn-
bar oriented in the hort-
Itlit zornal direction to use
breoel! I - wn We brace a oin aPAed � pe g.
at least i+rlo � - x.
End diagonals sr! f l lisetrrilMl.for
stability and must be dupl`:Hl on
both ends of the truss system.
Frame 5
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MAIMI FL. 33166
SPAN
MINIMUM
PITCH
TOP CHORD
LATERAL BRACE
SPACING(LHg)
TOP CHORD
DIAGONAL BRACE
SPACING (DOS)
I# truas"I
Up to 24'
3/12
S.
1 T
1 12
Over 24' - 42'
3112
7'
10
1 6
Over 42' - 54'
S 12
$
DF- Douglas Fir -Larch
HF - Hem -Fir
' s
a
SPSSpruc�s Pins
F- PirwFir
Diagonal brace
also required on
end verticals.
Tap chordm UW*rn latarity broeod an bu"
4900"W41W a"uwaeaap"Nume lawrrdlaer
rwbr&&4 Diago"IbradnyahouldbomM d
b IM undarakaot 1tN bD Oherd when purlme
era dtadnd 10 dw topNOu of Ow top abord.
MONO TRUSS
PLUM
12 �
gor
rWer s• 4
s•
ii
All lateral braces
lapped at least 2
trusses.
Continuous Top chord
Lateral Brace -
Requlred
10' or Greater
Attachment
Required
WARNING: Failure to follow these recommendations could result In
severe personal Injury or damage to truaees or buildings. A
I
I
Truss I
Depth 1
I
Dos) I
1
Lesser of
Ir
D/60 or 2'
IMaxlmunt
Plumb
Misplacemsm
Line
INSTALLATION TOLERANCES so
�th
Lon)
1 4' 1' Lesser of
Ll200 or 2-
Don}
12"
r
38"
3 4"
3'
so"
1.1 4"
S'
72"
1-1
8'
"
1- r
Sep
f
e'
1 o8"
r
T
Lon)
Lon) L=0 L(ft)
so*11
'
1 W
3/4-
12.6'
Lon)
' Lessor of
L/200 or 2"
L(In) L1200 L(ft)
20(r'
1-
16.71
2ti("
1.1 4•
20.8'
300"
14/2"
25.0'
OUT -OF -PLUMS INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES.
DANGER:: Under no circumstances should
JAWARNING: Do not cut trusses. construction load* of anydeacriptionbepfaced
IlAon unbraced trusses.
Frame 6
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MAIMI FL. 33166
Hanger Index
HangerOptionsMatrix................... ...... ............. 98-99
Solid Sawn Joist Hangers
• Face Mount ............................................. 100-119
• Sloped and Skewed ................................ 114-119
• Top Flange ............................................... 122-134
• Specialty ........................................... 120,136-137
Fire Wall Hangers ......................................... 229--233
Hanger Load Table Explanation
' ' This icon identifies products
approved for installation
with Simpson Strong -Tie
Strong -Drive SD Connector
screw. See pp. 335-337 for
more information.
Gauge:
Min./Max.: Refers to min.
or max, nailing for products
with round and triangle holes.
Min. nailing uses round holes.
and max, nailing uses round
and triangle holes to achieve
maximum load.
I
Joist Size:
Model No.:
Product
Nails: This shows
This shows
This is the
material
the fastener
the size of
Simpson
thickness.
quantity and type
joist member.
Strong -Tie
required to
product name.
achieve the
table loads.
v
i
SIMPSON
Strong. -Tie
I -Joist, Glulam and Structural Composite
Lumber Connectors
• Face Mount ............................................. 139-150
• Adjustab e........................................................ 151
• Sloped and Skewed ................................ 152-155
• Top Flange ............................................. 159-183
Plated Truss Connectors .............................. 186-228
Masonry and Concrete Connectors ............. 234-259
Load Duration:
Installed Cost Index:
Assumed duration factor used
This indicates the
to determine the allowable load.
products relative
installed cost
(combined cost and
Allowable Design Loads: The
inslallatK,n cost).
maximum load that a-..:cti,�
is designed to provide
Uplift Floor, Snow, Roof,
Da
I A_`�
Dimensions (in.}
Faste rs (in.)
DF/SP Allowable Loads
installed
Joist
Model
Ca'
MinJ
Cost Index
Code
Size
Na.
Max.
Header
Joist
UpliftTF,17oorinow
Roof
(ICI)
Ref.
(160}115)
(i25)
Sawn Lumber Sizes
LUS26-2
18
31 s
4'/4
2
-4' 0162 x 31/2
(410.162 x 311
1,060 1.030
1,170
1.265
Laresl
U26-2
16
31/8
5
2
(8 0,162 x 31/2
(4) 0.148 x 11/2
535 1.150
1.305
1.410
+65%
2X6
HUS26-2
14
31s
5416
2
I —
14) 0162 x 3'h
(4) 0.162 x 3'1h
1.165 11055
1.195
1.290
+172%
IBC,
L LA
14
314
53A
2'k
Min
18) 0162 x 31,,
(4) 0148 x 1'k
755 1190
1.345
1.440
+233%
HU26.21HUC26-2
14
I 1 s
5Vs
1 2'h
Max
112) 0.162 x 3,5
(6) 0148 x i '1h
1 135 1185
2,015
2,165
+254%
This icon identifies
products that are
available with additional
corrosion protection.
See p.12 for additional
information.
94
\V
Dimensions W, H, B:
This shows the product
dimensions (width, height and
bearing length in this case.)
referenced in the product drawrin
g.
Nails: 0.162" x 31/2", 0.148- x 1 %2".
Code Ref.:
See pp. 21-22 for other nail sizes aril information.
See p.12 for the
Code Reference
Throughout this catalog, the table
Key Chart, to
fastener size indicates the required nail
determine wh'ch
diameter and length. See pp. 21-22 for
code reports
load adjustment factors for alternative
include this
fasteners used with some connectors.
product
All installations should be designed
only in accordance with the allowable
load values set forth in this catalog.
Product Drawing:
Provides a graphic presentation of the
product with dimensional information
(often cross referenced to the table).
74
Simpson Strong-T;el Wood Construction Connectors
Multiple Truss Hip/Jack Hanger
The THJU hip/jack hanger offers the most
flexibility and ease of installation without
sacrificing performance. The U-shaped hanger
works for rrght- and left-hand hips and can be
ordered to fit a range of hip skews (up to 67'/x°)
as well as various single and 2-ply hip/jack
combinations. Also can be installed before
or after the hip and jack.
THJt126 is sized for the standard hip/jack
combination with a 45' left- or right hand hip,
The wide seat of THJU26-W accommodates a
2-ply hip and 2-ply jack combination with a 45'
maximum hip skew, or a standard single ply
hiprjack configuration with a maximum 67'/s°
hip skew. Intermediate seat widths are available
for ether hipjack or hip/hip combinations.
Material' 12 gauge
Finish: Galvanized
installation:
• Use all specified fasteners; see General Notes
Options:
• THJU is available in intermediate seat widths
between 51/a" (THJU26 width) and fir/a'
(THJU26 W width) with no load reduction,
• For double -hip installation, divide the total
allowable load by 2 to determine the allowable
load for each hip. Order as THJU26X and
specify width; see table for reference.
• Allowable download and uplift for all
intermediate widths is 100% of the THJU26-W
table loads.
Codes, See p.12 for Code Reference Key Chart
THJU26
1'h' -t
I':-. 1Yp.
work ng
point
THJU26-W Top View
Two -Ply Hip/Two-Ply Jack Installation
THJU Intermediate Width
Options
SIMPSON
Strong -Tie
Typical THJU26 Installation
, N 1W typ.
ti working
45° point
THJU26 Top View
Right -Hand Hip Installation
Carried Member Combination
Hip Skew
Width (W)
2-ply hip and single -ply jack
45'
63A
Single -ply hip and 2-ply lack
45°
63',
Double (terminal) hip
45'
73f;
2-ply hip and 2-ply jack
45'
Use THJU26-W
Single -ply hip
and single -ply jack
44'— 46'
Use THJU26
47`-49'
51/2
50°- 52°
531.
53°- 55'
6
56'- 57°
6%
58°-59°
1 6ya
60°-61°
7
620-63°
1 7-%
64'-65°
1 Use THJU26-IN
+ W
THJU Top View Installation
Dimensions (in.)
Fasteners (in,)
DFlSP Allowable Loads
SPFIHF Allowable Loads
Model
Min.
Carried
Download
Download
Code
No,
Member
WTH
Carrying
Member
Hip
Jack
Uplift
(160)
Floor
Snow
Roof
Wind
Uplift
(160)EF
Snow
Roof
Wind
Ref.
(100)
(115)
(125)
(160)
(115)
(125)
(16D)
2x4
3
(4)0.148x3
(4) 0.148 x 3
780
1,915
1,915
1,915
1.915
670
1,645
1,645
1,6452x6
THJU26
5'!a
5:Y
3'/i(1610.148x
or end. vert.
(16)0.148x3
(7)0.148x 3
(7) 0.148 x 3
1,310
2,255
2.350
2,350
2.350
1,125
2.020
2.020
2,020
18C
THJU26-W
2x4
8'/e
538
31k
(16) 0.148 x 3
(4) 0.148 x 3
(4) 0.148 x 3
685
1.825
1,825
1,825
1,825
590
1,570
1,570
1.570
1,570
FL
(16) 0.148 x 3
(7) 0.148 x 3
{7) 0.148 x 3
1,240
t,965
1,965
1,965
1.965
1.065
1.690
1.690
1,690
1,690
2x6 ar end. veil?
1. Tabulated loads are the total allowable loads of the hip and jack members combined; 655. 8Yq of the total ladd shall be distributed to the hip member, and
the remaining percentage of the total oad shall be distributed to the jack. The combined hip and pack load may not exceed the published total load.
2. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce wtkre other loads govern.
3. For full -oad. the lack requires either a minimum 2x6 bottom chord or a minimum 2x4 end verticat the hip requires either a minimum 2x6 bottom chord or a minimum
2x6 end vertical for hip skews up to 50 For hip skews greater than 60' (THJU26- W onh-i, a minimum 2x6 bottom chord or minimum 2x3 end vertical is required
4. With single 2x carrying members, use 0,148' x 11/2' nails and use t00-c of the table value.
5. For single 2x jacks. 0.148' x 11/2' nails may be substituted for the specified 0.148' x 3- with no reduction in load.
6. Truss chord cross -grain tension may limit ailovrable loadz, in accordance with ANSlrTPI 1.2014, Simpson Strong -Tie' Connector Selector' software
includes the evaluation of cross -grain tension in its hanger ailovrable toads. For additional information, contact Simpson Strong -Tie,
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21 22 for fastener information.
LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers
This product is preferable to similar connectors because
W of a) easier installation, b) higher loads, c) lower
installed cost, or a combination of these features.
T ho r1QLA Q sheer hangf,' :i4'ms, ranging frotn the light Capacity
LUS halige:s to the highost•capa:itvd Hf SUS hangers, feitt,re
innovative double shear nailing that distriE utes the load through
Nvo points on each joist nail for greatL3r Strength, This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAX" coating. See Corrosion Information, pp. 13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
• Not designed for welded or nailer applications.
Options:
• LUS and MUS hangers cannot be modified
• Concealed flanges are not available for HGUS and HHUS
• Other sizes available; consult your Simpson Strong -Tie
representative
Cedes: See p.12 for Code Reference Key Chart
6
Double -Shear
Nailing
Top View
Double -Shear Nailing
Side View
Do not bend tab
Dome Double -Shear
Nailing Side View
(Available on
some models)
V 1or 2x's
f Vk, for 4Xs
e Z-
I I}
a
C O e 0 HI
C
c �
I s
W . 8
LUS28
6 HHUS210-2
e�tr
ol� �
6
6
ha. w
G
4
c
�•
� � • gulri
C g •
G•
2 �`L
6MUS28
I •
o i
d
.e
OHUS210 '
(HUS26, HUS2$
and HHUS similar)
T
0at_
B
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
12
a
0
"M93
4
IL
0
LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers (cont.)
Model
No.
Min.
Height
Ga.Heel
Dimensions (in,)
Fasteners
W
H
I g
Carrying
Member
Carried
Member
Single 2x Sizes
LUS24
2%
18
13is
3 %6
1 V.
(4) 0.148 x 3
(210.148 x 3
LUS26
4h.
1%6
4VA
13/.
(4)0.148x3
(410.148x3
MUS26
4'Ye
18
11t6
51tb
2
(6) 0.148x3
M 0148 x 3
HUS26
06
16
1 sib
5%
3
04) 0,162 x 3 �i
(6) 0.162 x 3'h
HGUS26
4Vs
12
1 %
5%
5
{20) 0.162 x 31h
(8) 0.162 x 3'A
LUS28
06
18
1 �16
6%
1 Y4
(6) 0.148 x 3
(4) 0.148 x 3
MUS28
13%
18
19A6
61,i6
2
(8) 0148 x 3
(8)0.148 x 3
HUS26
6Fk
16
1 %
7
3
12211l 0.162 x 31b
(8) 0.162 x 31/z
HGUS28
6%
12
1 %
71/e
5
(36) 0162 x 31h
(12) 0162 x 31/2
LUS210
4+/4
18
1 i6
714'ie
1 ]4
(8) 0.148 x 3
(410.148 x 3
H US210
83'6
16
1 %
9
3
(30) 0.162 x 3'h
(10) 0162 x 31k
H' S210
8;,,
12
1 %
914
5
(46) 0.162 x 3'/k
1 (16) 0.162 x 3'k
1. See table below for allowable loads.
SIMPSON
Strong -Tie
These products are available with additional corrosion
protection For more information, see p.15,
Q For stainless -steel fasteners, see p. 21.
Many of these products are approved for installation
Mwith SlroRg-Drivel SD Connector screws.
See pp. 335-337 for more information.
Mode!
DF Allowable Loads Allowable Loads
SPF/HF Allowable Loads
Code
No.
Uplift
(160)
Floor
(100)
Snow.
(115)
Roof
{125)
Wind Uplift
(164) (160))
EF1,11r
Snow
(115)
Roof
(125}
Wind
(160}
Uplift
(160)
Floor Snow
(100} 1(115)
Roof
(125)
Wind
(160)
Ref.
Single 2x Sizes
LUS24
435
670
765
820
1.045
435
725
825
890
1,120
360
495 1
565
(305
770
LUS26
1,165
865
990
1,070
1.355
1.165
935
1,070
1,150
1.475
865
635
725
785
1,000
113C. FL,
MUS26
930
1.295
1,480
1.560
-1,560
930
1,405
1,560
1,5G0
1,560
810
955
1,090
1,180
1,350
LA
HUS26
1,320
2.735
3.095
3.235
3235
1,32.0
2.960
3.20.0
3,2.60
3.280
1,151)
2.350
2.660
2,780
2,760
HGUS26
875
4.340
4.850
5.170
5,390
875
4.690
5,220
5,390
5,390
180
3,225
3,610
3,810
3,985
113C. FL
LUS28
1,165
1.100
1,260
1,350
1.725
1.165
1,195
1.360
1,465
1.730
865
810
925
1,000
1.270
MUS28
1.320
1.730
1,975
2,125
2,255
1.320
1,875
2,135
2,255
2,255
1.150
1,270
1,455
1,575
1,955
IBC, fL.
LA
HUS28
1.760
4.095
4.095
4.095
4.095
1.760
4,095
4.095
4.095
a i#95
1.380
3.520
3,520
3,520
3,520
HGUS28
1.650
7.275
7.275
7.275
7.275,
1,650
7,275
7.275
7,275
7,275
1,325
3.670
3,820
3.915
4.250
IBC. FL
LUS210
1,165
1.335
1.530
1.640
2,090
1,165
1,450
1.655
1.775
2.270
865
985
1,120
1,215
1.500
18C, FL.
HUS210
2,635
5,450
5,795
5.830
5.830
2.635
5,395
5.780
5.830
5.830
2.220
4,685
4,965
5.015
5,015
LA
HGUS210
2,090
9.100
9.100
9.100
9100
2.090 9100
9.100
9.100
9.1a?0
1.145
6.340
6,730
5.730
6.730
1 19C. FL
1. For dmensions and fastener information. see table ab(ve. See table footnotes on p. 195.
HHUS/HGUS
See Hanger Options information on pp.98-99.
HHUS - Sloped and/or Skewed Seat
• HHUS hangers Can be skewed to a maximum of 45" and;'or Sloped to a maximum of 45'
• For skew only, maximum allowable download is :).85 of the table load
• For sloped only or sloped and skewed Clangers, the maximum allowable download
is 0.65 of the table load
• Uplift loads for sloped/skewed conditions are 0 72 of the tattle load, not to exceed 2 4i'S lb.
• The joist must be bevel -cut to allow for double shear na ng
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45`. Allowable loads are
HGUS Seat Width
Joist
Down Load
Uplift
W < 2"
Square cut
0.62 of table load
0.46 of table load
W < 2"
Bevel cut
0.72 of table bad
0.46 of table load
2" < W < 6"
Bevel cut
0.85 of table load
0.41 of table load
2" < W < 6"
Square cut
0.46 of table load
0.41 of table load
W > 6"
Bevel cut
0.85 of table load
0.41 of table load
Acute
- side
Specify angle
Top View HHUS Hanger
Skewed Right
{foist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
154
UPDATED 12/01/20
LUS/MUS/HUS/HHUS/HGUS
These products are available with For stainless
additional corrosion protection. ,ti steel fasteners.
For more information, see p. 15, see p. 21.
Many of these products are approved for installation
®1 with Strong -Drives SD Connector screws.
See pp. 335-337 for more information,
SIMPSON
Strong. -Tie
Model
Min.
Dimensions (in.)
Fasteners (in.)
DF/SP Allowable Loads
SPF/HF Allowable Loads
Heel
Height
Ga.
W
H
g
Carrying
Member
Carried
Member
Uplift
(i60)
Floor
{100}
Snow oof
(115) 1('125)
Wind
(160)
Uplift
(160)
Floor
(100)
Snow
(115)
Root
(125)
Wind
(160)
Code
Ref.
Double 2x Sizes
LUS24-2
2Y,
18 1
3%
31'A
2
(4) 0.162 x 3'h
(2) 0.162 x 35h
410
800
905
980
1.245
355
690 1
780
845 11,0701
LUS26.2
4s/6
18
3'/e
4'A
2
(4) 0.162 x 31h
(4) 0.162 x 3'h
1.060
1,030
1,170
1,265
1,595
910
885 11,005
1,090 11.370
HHUS26-2
43i6
14
3?i6
5311
3
(14) 0.162 x 3 h
(6) 0.162 x 31h
1.329
2.830
3.190
3.415
4.250
1,135
2,435
2,745
2.935
3,655
HGUS26-2
06
12
N6
5'/16
4
(20) 0.162 x 3112
(8) 0.162 x 31/2
2,155
4.340
4,850
5.170
5,575
1,855
3.730
4.170
4,445
4.795
LUS28.2
43i6
18
31/e
7
2
(6) 0.162 x 3'h
(4) 0.162 x 3'h
1.060
1,315
1,490
1,610
2,030
910
1.130
1,280
1.385
1,745
IBC. FL,
HHUS28-2
6%
14
3316
71/4
3
122) 0.162 x 31h
(8) 0.162 x 31h
1,760
4,265
4,810
5.155
5.980
1.515
3.670
4.135
4,435
5,145
LA
HGUS28-2
69A6
12
39i6
7346
4
(36) 0.162 x 31h
(12) 0.162 x 31h
3,235
7,460
7,460
7,460
7.460
2,780
6,415
6.415
6.415
6,415
LUS210-2
06
18
31/e
9
2
(8) 0.162 x 3112
(6) 0.162 x 31h
1.445
1.830
2,075
2.245
2.830
1,245
1.575
1,785
1.930
2,435
HHUS210-2
81h
14
3Yi6
8'/e
3
130) 0,162 x 31h
(10) 0.162 x 316
3. ,50
5,705
6.435
6.185
6.485
3.33
4.905
5.340
5.060
5,190
HGUS210-2
89A6
12
33i6
9316
4
(46) 0.162 x 31h
(16) 0.162 x 31h
4.095
9.100
9,100
9.100
9.100
3,520 17.460
7,825
7,825
7.825
Triple 2x Sizes
HGUS26 3
41346
12
4IV,
0.162 x 31h
(8) 0.162 x 3
2,155
4,340
4,850
5.170
5.575
1,855
3,73D
4,170
4,445
4,795
IBC, FL.
HGUS28-3
61346
12
410.162
x 31h
(12) 0.162 x 3'h
3235
7,460
7.460
7,460
7.460
2,780
6.415
6,415
6,415
6,415
LA
HHUS210.3
83'a
14
4
0.162 x 31k
(10) 0.162 x 31h
3.405
5.630
6,375
6,485
6,485
2,930
4,840
5,485
5.575
5.575
FL
HGUS210-3
8'3i6
12
40.162
Js5
t4(20)
x 31h
(16) 0.162 x 31h
4.095
9.100
9,100
9.100
9.100
3.520
7.825
7.825
7,825
7,825
HGUS212-3
10%
12
40.162
x 31h
(20) 0.162 x 3'h
5,695
9,045
9,045
9.045
9.045
4.900
7,780
7,780
7.780
7. 880
lBC FL.
LA
HGUS214.3
12%
12
410.162
x 31h
(22) 0.162 x 3 h
5,695
10,125
10,125
10,125
10.125
4,900
8,190
8,190
8.190
8,190
Ouadruple 2x Sizes
HGUS26-4
516
12
63i6
5%6
4
(20) 0.162 x 31h
8) 0.162 x 3'/s
2,155
4,340
'4,850
5,170
5,575
1,855
3.730
4,170
4,445
4,795
IBC. FL,
HGUS28-4
7'/a
12
6V%
73i6
4
(36) 0.162 x 31h
(12) 0.162 x 316
3.235
7,460
7.460
7,460
7,460
2.780
6,415
6.415
6,415
6.415
LA
HHUS210-4
Re
14
6'/s
8'/e
3
(30) 0.162 x 3112
(10) 0.162 x 31h
3,405
5,630
6.375
6.485
6,485
2,930
4.840
5.485
5,575
5.575
FL
HGUS210-4
9'/4
12
69/4
9Y%
4
(46) 0.162 x 3'h
(16) 0.162 x 31h
4.095
9,100
9,100
9.100
9.100
3.520
7.825
7,825
7,825
7.825
HGUS212.4
10%
12
6%e,
10%
4
(56) 0.162 x 31h
(20) 0.162 x 31h
5.695
9,045
9.045
9.045
9,045
4.900
7.780
7,780
7.780
T780
IBC FL.
LA
HGU5214-4
126%
12
63'+6
12%
4
(66) 0.162 x 3'h
(22) 0.162 x 31h
5.695
10,125
10.125
10.125
10.125
4,900
8,710
8,710
8.710
8,710
4x Sizes
LUS46
4%
18
3%
43r4
2
(4) 0.162 x 31h
(4) 0.162 x 3 h
1.060
1,030
1,170
1,265
1,595
010
885
1,005
1,090
1.370
IBC. FL
HGUS46
4'h6
12
3%
4T/16
4
(20) 0.162 x 31h
(8) 0.162 x 3'k
2,155
4.340
4,850
5.170
5,575
1,855
3,730
4.170
4,445
4,795
HHUS46
45/%
14
3%
53i6
3
(14) 0.162 x 31h
(6) 0.162 x 31h
1,320
2,830
3,190
3,415
4,250
1.135
2.435
2.745
2,935
3.655
LUS48
43A
18
39iis
63/4
2
(610.162 x 3'h
(4) 0.162 x 31h
1.060
1,315
1,490
1.610
2,030
910
1,130
1,280
1,385
1,745
16C, FL.
HUS48
0'•`.4
14
34116
7
2
(6) 0.162 x 31h
(6) 0.162 x 3'h
1,320
1.580
1.790
1,930
2,415
1,135
1.360
1.540
1,660
2.075
LA
HHUS48
61/5
14
3%
71h
3
(22) 0.162 x 3112
(8) 0.162 x 3'h
1:; iii)
4.265
1 4,810
5.155
5,980
1.515
3,670
4,135
4,435
5,145
HGUS48
06
12
3%
7'`is
4
(36) 0.162 x 31h
(12) 0.162 x 31h
3.235
7.460
17.460
7,460
7,460
2.780
6,415
6.415
6,415
6,415
LUS410
61/4
18
334e
83'4
2
(8) 0.162 x 31/z
(6) 0.162 x 31h
4,445
1.830
2,075
2.245
2,830
1,245
1.575
1.785
1,930
2.435
HHUS410
8%
14
3%
9
3
(30) 0.162 x 31h
(10) 0,162 x 31h
3,550
5.705
6,435
6.485
6,485
3,265
4.905
5.535
5.575
5,575
HGUS410
8'/16
12
3%
9Y6
4
(46) 0.162 x 31h
(16) 0.162 x 3 Si
4.095
9,100
9,100
9,100
9,100
3,520
7,825
7,825
7,825
7,825
IBC. FL,
LA
HGU5412
10%6
12
311/9
101A6
4
(56) 0.162 x 31h
(20) 0.162 x 31h
5 695
9.045
9.045
9.C1145
..045
4,900
7,780
7.7,'X)
7.780
7.780
HGUS414
11 %
12
3%
12%6
4
(66) 0.162 x 31h
(2210.162 x 31/2
5,695
10,125
10.125
10.125
10.i25
4.90D
8.190
8.190
8.190
8,190
Double 4x Sizes
7,820
7.820
HGOS7.37/10 8'/16 12 1 73i
8%,
J 4 J (46) 0.162 x 3'h
(16) 0.162 x 31/r 3.430
9,095 9.095
9.095
9,095
2,950
7.820
7,820
HGUS7.37/12 10'/6 12 73fr
10s
4 1 (56) 0162 x 31h
(20) 0.162 x 31h 1 3,835
9,295 9,295
9,295
9,295
3.300
7,995
7,995 7,995 7,995 FL
HGUS7.37114 11 ?F6 12 1 735
123,E
4 1 (66) 0.162 x 31h
(22) 0.162 x 31h 5,080
10,50010,500
10,500
10,500
4,370
9,030
9,030 9.fl30 9,D30
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full tab€e loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/TPI 1-2014. Simpson Strong -Tie- Connector SefectW software includes
the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie,
5. Loads shown are based on a Nvo-ply 2x carrying member minimum for nailed hangers. with 3x carryng members, use 0.162' x 21h' nails in the header
and 0.162' x 3'h' in the joist, with no load reduction. With single 2x carrying members, use 0.148' x 1 h* nars in the header and 0.148' x 3' in the joist.
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
IL
I
195
UPDATED 12/01/20
HTU
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/a'. Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Altemate allowable loads are prov ded for gaps
between the end of the truss and the carrying member
up to 1/2" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is'/V per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
12
Finish: Galvanized
06
Installation:
• Use all specified fasteners; see General Notes
C
C
• Can be installed filling round holes only, or filling
U
round and triangle holes for maximum values
• See alternate installation for applications
3
using the HTU26 on a 2x4 carrying member or
H
HTU28 or HTU210 on a 2x6 carrying member
'd
for additional uplift capacity
Options:
d
• HTU may be skewed up to 67 Y. See Hanger
Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HTUSD at strongtie.com
for installation with Strong -Driver SD fasteners.
Cotles: See p.12 for Code Reference Key Chan
Mm, heel
height
per table
t3Many of these products are approved for installation wth EArong-orn;e'
SD Connector screws. See pp. 325-337 fw more information
HTU26
truss and carrying member
HTU Installation for
Standard Allowable Loads
go('h' manmum gap,
use Alternate Allowable Loads.)
Standard Aliowable Loads (1/8" Maximum Hanger Gap)
SIMPSON
Strong -Tie
Typical HTU26
Minimum Nailing
Installation
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HI'U210 s+milar)
Model
Min.
Dimensions (in.)
Fasteners (in.)
DF/SP Allowable Loads
SPF/HF Allowable Loads
Cade
No.
Heel
Height
W
H
g
Carrying
Member
Carried
Member
Uplift
(160}
Floor
(100) 1
Snow
(115)
Roof
(125)
Wind
(160)
Uplift
(1601
Floor
(100)
Snow Roof
(115)1 (125)
Wind
(160}
Ref.
Single 2x Sizes
HTU26
3V6
14%
5'/rb
3'h
(20) 0.162 x 3 �i
(11) 0.148 x 11h
640
2.070 1
2,670
2,670
2,670
550
1.68{}
1,680
1,680
1.680
HTU26 (Min.)
3%
14%
51A6
31h
(20) 0.162 x 31/2
(14) 0.148 x 1 Vi
1,250
2,940
3,200
3,200
3,200
1,075
1,852
2,015
2015,
2,015
HTU26 (Max.)
5Vi
15.%
57%
3'h
(20) 0.162 x 31h
(20) 0.148 x 11h
1,555
.2,940
3,320
3,580
4.010
1,335
2.530
2.855
3.080
3,450
IBC.
HTU28 (Min.)
3'h
1 %
7 y1a
31h
(26) 0.162 x 31h
(14) 0.148 x 1 Va
1,235
3,820
3.895
3,895
3,895
1,060
2,865
2,920
1 2.920
2,920
FL,
HTU28 (Max.)
7 /.
13%
7 Yie
31/2
(26) 0.162 x 31f2
(26) 0.148 x 1 Yz
2,02ii
3,820
4.315
4.655
5.435
1,l35
3,2$5
3,T 1(1
4,Oi}5
4,675
LA
HTU210 (Min.)
3'/1
13%
9f5s
3'h
(32) 0.162 x 31h
(14) 0.148 x 116
1.330
4.300
4,300
4.300
4.300
1,145
3,225
3,225
1 3,225
_1225
HTU210 (Max.)
9Vi
15A
9A,
3'h
{32) 0.162 x 3'h
(32) 0.148 x 1 Fh
3.315
4,705
5.310
5,730
5,995
2,850
4,045
4,54335
1 41930
5,155
Double 2x Sizes
HTU26-2 (Min.)
37/8
34i6
5'tis
3'h
(20) 0.162 x 31h
(14) 0.148 x 3
1.515
2.940
3.320
3.580
3,910
1.305
1.850
2.090
2.255
2,465
HTU26-2 (Max.)
5'h
3#e
5%
3'h
{20) 0.162 x 31h
(20) 0.148 x 3
2,175
2,940
3,320
3.580
4,480
1,870
2,530
2.855
3,080
3.855
HTU28-2 (Min.)
3'/s
3` T6
7 %e
3 h
(26) 0.162 x 314
(14) 0.148 x 3
1.530
3,820
4.310
4.310
4,310
1,315
2.865
3.235
3,235
3,235
IBC.
HTU28-2 (Max.)
7'ii
31As
7%6
3 r5
(26) 0.162 x 3'h
(26) 0.148 x 3
3.485
3.820
4,315
4,655
5 325
2.995
3.285
3,710
4.005
5.01p
LA
LA
HTU210-2 (Min.)
3'A
3%6
9AG
3Vr
(32) 0.162 x 3 �
(14) 0.148 x 3
1.755
4,705
4.815
4,815
4,815
1.510
3.530
3,610
3.610
3,610
HTU210-2 (Max.)
9V,
3`✓s
9Vrs
31h
(32) 0.162 x 3Vi
(32) 0.148 x 3
4,110
4.705
5.310
5,730
1 6.515
3.535
4.045
4,565
4.930
5.605
1, The maximum hanger gap is measured between the joist (or truss} end and the carrying member,
2. Minimum heel heights required for full table loads are based on a minimum 2 12 pitch.
3. Uplift loads have been increased for earthquake or wind loading with no lurther increase allowed. Reduce where other loads govern.
4. Wind (160) is a download rating.
3. For hanger gaps between 'A' and %V. ise the Alternate Allowable Loads.
t;. Truss chard cross -grain tension may linrt allowable oads in accordance with ANSIITPI 1-2014, Simpson Strong-Tre° Connector Selector° software
includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Stfong-Tie.
1, Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148' x 11/2" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table load
B. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
196
HTU
Face -Mount Truss Hanger (cont.)
MMany of these products are approved for installation with Strong -Drive°
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
Strong -Tie
Min.
Minimum
Fasteners (in.)
DF/SP Allowable Loads
SPF/HF Allowable Loads
Model No.
Heel
Height
Carrying
Cade
Ref.
Carrying
Carried
Uplift
Floor
Snow
Roof
Wind
Uplift
Floor
Snow
Roof
Wind
(in.)
Member
Member
Member
(160)
(100)
(115)
(125)
(160)
(160)
(100)
(115)
(125)
(160)
HTU26 (Min.)
37/s
(2) 2x4
(10) 0.162 x 3112
(14) 0.146 x 1'h
647,
1.470
1,660
1.790
1.875
795
1,265
1,430
1,540
1.615
HTU26(Max.)
5'h
(2) 2x4
(10) 0.162 x 31h
(20) 0.148 x 1 h
1.240
1.470
1.660
1.790
2.220
101d5
1,265
1,430
1.540
1.910
IBC,
HTU28 (Max)
71/4
(2) 2x6
(20) 0,162 x 31/2
1 (26) 0.448 x 11h
1.920
21940
3.320
3,580
3,905
1 1.650
1 2,530
1 2.855
3.080
3,360
FL.
LA
HTU210 (Max.)
9'/.
(2) 2x6
(20) 0.162 x 31h
1 (32) 0.148 x 1 &1
2,860
2,940
3,320
1 3,580
1 3,905
1 2,475
1 2,530
1 2.855
13,080
1 3.360
1. See table below for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is W.
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21 22 for fastener snforrnaiiiiDL
Alternative Allowable Loads (1/2" Maximum Hanger Gap)
Min.
Dimensions (in.)
Fasteners (in.)
DF/SP Allowable Loads
SPFIHF Allowable Loads
Model No.
Heel
Height
W
H
D
Carrying Carried
Member Member
Uplift
(160j
Floor
(100)
Snow
(115)
Roof
(125)
Wind
(160)
Uplift Floor
(160j (100)
Snow
(115)
Roof
(125)
Wind
(160)
Code
Ref,
Single 2x Sizes
HTU26
3'h
I %
5?A6
31h
(20) 0.162 x 3'/a
(11) 0.148 x 1 %z
635
2,395
2.395
2 395
2.395
545
1510
1 510
1.510
1,510
HTU26 (Min.)
3'/s
1 %5'/a
3'h
(20) 0.162 x 31h
(14) 0.148 x 11h
1.175
2,940
3,100
3.100
3,100
1.010
1,955
1,955
1.955
1.955
HTU26 (Max.)
51h
1 %
5'A5
3%
(20) 0.162 x 3'h
(20) 0.148 x 11h
1.215
2.940
3.320
3,580
3.630
1.045
1.850
2.090
2,285
2,285
IBC,
HTU28 (Min.)
3'/s
15/e
7 s16
3'h
(26) 0.162 x 3'h
(14) 0.148 x 11/2
1,110
3.770
3.770
3,770
3.770
955
2.825
2,825
2.825
2,825
FL.
HTU28 (Max,l
7'/.
1 %
711+6
31h
(26) 0.162 x 31/s
(26) 0,148 x 1'/2
1,920
3,820
:.:i15
1.655
5,015
1,695
2.865
:!,235
3,490
3.765
LA
HTU210 'Min)
3'/s
1 %
9Y+s
31h
(32) 0.162 x 31h
(14) 0.148 x 1 h
1,250
3,600
3,600
3.600
3.600
1,075
2.700
2.700
2,700
2,700
HTU210 ;Max ;,
9'/4
15fa
9Ys6
3'h
(32) 0.162 x 31z
(32) 0.148 x 1'h
3,255
4,705
5,020
5,020
5 020
2.800
3.530
3,765
3,765
3,765
Double 2x Sizes
HTU26-2 ;Min.)
3'/6
3�i6
5h6
31z
(20) 0.162 x 3 t,�
(14) 0,148 x 3
1,515
2,940
3.32C
3,500
3,500
1,305
2205
2205
2.205
2.205
HTU26 2 (Max.)
51h
3Na
59is
3 h
(20) 0.162 x 3 h
(20) 0.148 x 3
1,910
2,940
3.3ft.
3.500
3.500
1,645
2,205
2205
2.205
2.205
HTU28 2 ;Min.)
3'/9
3-166
7 Yi6
3'/z
(26J 0.162 x 3 1h
(14) 0.148 x 3
1.490
3.820
3,980
3.980
3,980
1.280
2,865
2,985
2,985
2,985
IBC
FL
HTU28-2 (Max)
71/4
3Vis
7Yi6
31h
(26) 0.162 x 3'h
(26) 0.148 x 3
3,035
3.820
4.315
4.655
5,520
2,610
2.865
3.= ? i
9.490
4 14;;
LA
HTU210-2 (Min)
3'/a
35/i6
9 vs
3'h
(32) 0.162 x 31h
(14) 0,148 x 3
1 1,755
4.255
4.255
4,255
4.255
1,510
1 3,190
3,190
3,190
3,190
HTU210.2 (Max.)
9114
Vie,
9 Ys
316
(32) 0.162 x 31h
(32) 0.148 x 3
3,855
4.705
1 5,310
5,130
6,470
3.315
1 3.530
3.980
4,300
4,855
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table loads are based on a minimum 2:12 pitch.
3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern
4. Wind (160) is a download rating.
5. For hanger gaps between'/' and'/', use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable loads in accordance with ANSIfTPI 1-2014. Simpson Strong -Tie' Connector Selector software
includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie.
7. Loads shrnvn are based on a minimum two-pty 2x carrying member. For single 2x carrying members. use 0.149- x 16 i nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table load.
B. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
L
197
UPDATED 06/01/19
■
HTU
Face -Mount Truss Hanger (cont.)
Options: See Hanger Options information on pp, 98-99,
Skewed Seat
• Skewable up to 67 h°
• Available in single and two-ply size
• No bevel cut required
Allowable Loads for Skewed HTU Hangers
Model
No.
Skew Angle
(Degree)
Fasteners (in,)
DFISP Allowable Loads
SPF/HF Allowable Loads
Carrying
Member
Carried
Member
Uplift
(160)
Download
(10011151125)
Uplift
(160)
Download
(10011151125)
< 51
(20) 0.162 x 31h
(14) 0.148 x 1'h
1.315
2,945
1,130
2.530
HTU26
51-671h
(20) 0.162 x 3 h
(12) 0.148 x 11h
970
2.595
835
2,230
< 51
(26) 0.162 x 3 h
(20) 0.148 x 1'h
2.015
3 060
1730
2.630
HTU28
51.67 h
(26) 0.162 x 3 h
(17) 0.148 x 1 !6
1,485
2.815
1280
2,420
< 51
(32) 0.162 x 31h
(26) 0.148 x 1 th
2.715
3,175
2,335
2,730
HTU210
51-671h
(32) 0.162 x 3 h
(22) 0.148 x 1'h
2.005
3,040
1.725
2,615
< 51
(20) 0.162 x 3'h
(14) 0.148 x 3
1,335
2-555
1.145
2,200
HTU26-2
51-671h
(2010]62 x 3'h
(12) 0.148 x 3
1,110
2.700
955
2,320
< 51
(26) 0.162 x 31h
(20) 0A48 x 3
2.470
3 890
2.120
3.345
HTU28-2
51-671h
(26) 0.162 x 31h
(17) 0.148 x 3
1,710
3.775
1,470
3,245
< 51
T
(32) 0.162 x 3'h
(26) 0.148 x 3
3,600
4 935
3.100
4.245
HTU210-2
51-671h
(32) 0162 x 3 h
(22) 0.148 x 3
1 2,255
4.790
1.940
4,120
1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed.
Reduce where other bads govern.
2. Allowable downloads may not be increased.
2. Maximum hanger gap between end of joist (truss) and face of carrying member is 1/8'.
3. Fasteners: Nait dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information
"A^ 'Acute
flange side
Specify angle
Top View HTU Hanger
Skewed Right < 510
"A„
Specify angle 7
5V to 671/2°
Top View HTU Hanger
Skewed Right:, 51'
Strong -'fie
198
a
IJ
Simpson Strong -Tie' Wood Construction Connectors
a �
Adjustable Truss Hangers
This product is preferable to similar connectors because
11 of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern M the
straps, which provides more installation options and allows for
easy top flange installation.
Material: See table
Finish: Galvanized. Some products available iri ZMAX11 coaitrg.
See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
The following installation methods may be used:
• Top -Flange Installation — The Soaps must he field fanned
r.ver the header 2' rnininium (27,'rfi " for the f HA29). li ,stal! top a id
':ace nails accoidinel to the tabk lop n all5 shall riot be witl n -A'
from the et:ige of the top flange rnenikiers, For a I tr>I�-flan'Je rnac
:0II(litHms, nails liSf4d for I01St allaChIMIll nW ,t be driven :it al I
angle so that thoy (tonetrate through the joist and into thr: header
For top flange (min.) installations (not applicable to the THA2a).
straighten the dnuble-shea: nailing tabs and install the; nails stmnght
into the joist. Top -flange (max.) 61Stalla ions rrquia, it backing 1(
allow for joist slanted fasteners to be prepe0l. installx].
• Face -Mount (Min,) Installation — install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 'h' edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
entirely below the header.
• Face -Mount (Max.) Installation — Install face nails according to
the table. Not al nag holes in the straps will be filled except fr,r the
following models: THA29, THA213, THA218 and THA413. Tor a
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed Into the face and top of the header
The lowest four face holes must be filled. Nails used for the ;fast
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift ;,iads.
Options:
• THA hangers available with the header flanges turned in for
Syr' (except THA413) and larger, with no load reduction —
order THAC hanger.
Cedes: See p. 12 for Code Reference Key Chart
1 }ti for
THAC422
for
422-2
426-2
6THAC422
-- 1-4- t;pical
'--► 21-:' for THA422-2.
oho dntl THA426-2
IDIFjT�
,
�q
CiTHA29
rf'
a(THA418
Double 4x2 - 2 face nails
Use lull table value (total)
Face nabs Top nails Single 4x2 - 4 top nai s
per table per table See
;total 1
nailertable
e
Straighten the double Straighten the
shear nailing tabs and install double shear nailing tabs
nails straight into the joist and install nails straight
Typical THA Top Flange Typical THA422 Top
(Min.) Installation on a Nailer Flange (Min.) Installation
(oy(,opt TH;Ar=:,i on a 4x2 Floor Truss
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated
face nails installed into top
and face of header.
' Double -Double Shear Dome Double -Shear
Nailing Nailing Side View
Shear Side View: (Available on
Nailing Do not some models)
Top View bend tab
THA422 Face -Mount
(Min.) Installation
THA413 Top Flange
(Max.) Installation
Typical THA29
Top Flange Installation
ler to
Note 5
p.187
106
UPDATED 12/01/20
Simpson Strong -Tie' Wood Construction Connectors J
THA/THAC
Adjustable Truss Hangers (cont.)
S These products are available with additional corrosion protection. For more information, see p.15.
SIMPSON
Strong -Tie
Model
No.
Ga.
Dimensions
(in.)
Min.
Header
Fasteners
(in.)
OF/Sp
Allowable Loads
SPFIHF
Allowable Loads
Code
W
H C
Depth
(in.)
Carrying Member Carried
Top Face Member
Uplift
(160)
Floor
(100)
Snow
(115)
Roof /
Wind
(i251160)
Uplift
(160)
Floor
(100)
Roof/
Snow Wind
(115) (125/160)
Ref.
Tap-Flange_InitaltivOF13
1 HA29 Max.
18
1 %
91YI6
5'/a
51/2
(4-10.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
: 25
2.610
2,610
2, 510
450
1,9t 5
1,985
1.985
1 HA213 Min.
18
1%
13356
5'h
-
(4) 0.148 x 3
j2) 0.148 x 3
(4) 0.148 x 1 h
-
1.470
1,470
1,470
-
1:110
1.110
1,110
THA2131 im.
77/s
(410.148 x 3
(6) 0,148 x 3
(4) 0.148 x 3
855
2,090
2,090
2,090
760
1,540
1,540
1.540
THA213 41in.
18
1 %
17/16
5112
-
(4) 0.148 x 3
(2) 0.148 x 3
(4) 0,148 x 11/1
-
1,4171
1.4:0
1,470
-
1.135
1.135
1,135
THA218 Max.
:'-a
(4) 0.118 x.3
(610.'.48 3
(4) r0.145 %3
8 5
2.091r
2.090
21090
i60
1.540
1,540
1,540
THA218-2 Min.
16
3Ya
171Y+
8
-
(4) 0.162 x 31h
(2) 0.162 x 3'h
(6) 0.148 x 3
---
2.245
2.245
2.245
-
1.4901
1.515
1,515
IBC,
FL,
THA218-2 Max,
11'r>•
(4) 0.162 x 3'h
(0) 0L162 x 3!h
(6) 0.162 x 3 rz
1,855
3,670
3,670
3.670
1,595
2,745
2,745
2,745
THA222-2 Min.
16
3'/e
22�e
8
-
(4) 0A62 x 3Iii
(2) 0.162 x 31h
(6) 0.148 x 3
-
2.245
2.24-3
2,245
-
1.490
1,515
1,515
LA
THA222-2t:1ax,
11:_
1.40.1ti2x3':z
I
#F.)0.162•.3)-:fiQi0.162•.3!2
1.8:i5
3.6'r'0
3.6;10
5.670
1,5�JFi
2.7,15
2,75:
2.745
THA413 Min.
i8
33/e
13�is
4'fz
-
(4) 0.148 x 3
(2) 0.148 x 3
(4) 0,148 x 3
-
1.530
1.530
11,530
-
1.165
1.165
1.165
VHA413 Max.
7 vr:
(4) o t48 x 3
(6) 0.148 x 3
(4) 0.148 x 3
855
2,090
2,090
2.090
76+J 1
1.5401
1,540
1,540
THA418 Min,
lfi
3%
171h
7'h
-
(4) 0.162 x 31h
(2) 0,162 x 31/2
(6) 0.148 x 3
---
2.245
2.245
2,245
-
1.490
1.5155
1.515
1HA418 f:13>..
11'::
(410.1F`l t 3'•
?G! OA62, ti?'/
IGi 0.1F.'r'2 <3!
1,855
.3.670
3.670
; 670
1,5E15
2,745
1.,74E
1,745
TI IA422 Mir.
16
3%
22
l rh
(4) 0.162 x 31/5
(2) 0.162 x 31/2
(6) 0.148 x 3
-
2,245
2,245
2.245
-
1,490
1.515
1.515
THA422 Max.
11 -:
(4t 0.162 x 31,�
(6) 0.162 x 31n
(6) 0.162 x 31,rr
1.855
3.670
3,6701
3,670
1.595
2.735
2,735
2.735
THA426 Min.
14
3%
26
7/e
(4) 0.162 x 31h
(4) 0.162 x 31h
j6) 0.162 x 3 ih
-
2,435
2,435
1 2.435
-
2.095
2.095
2.095
THA426 Max.
11 ? ;
t4) 0.162 x 3 i
t6) 0162 x:
16) 0.162 x J, 2
1,855
3.755
3.755
3."1
1.595
2,810
2,810
2,610
THA422-2 Min.
14
71/.
22'fh
-
(4) 0.162 x 31h
(4) 0.162 x 31h
(6) 0.162 x 3 !,1
---
3.330
3,330
3.330
-
2,865
2, 865
2,865
FL
THA422-2 Max.
9Y.
it +r:
(410.162 x 31i
j810.162 x 1,i
(6) 0.162 x 3',z
1.855
4,210
4,210
4.210
1,595
3.120
3,120
3.120
THA426-2 f:lin.
14
71/4
26YI4
s�/.
-
(4) 0.162 x 31/2
(410.162 x 31h
h (6) 0.162 x 3'
-
3,330
3.330
3,330
-
2,865
2.865
2,865
THA426-2 Max
11 ! 4
(4) 0.162 x 3'-x
(5) 0-162 x 3 t�r
i6i 0.162 x 3'.
1,655
4,2114
21-)l
4.210
1.595
3.120
3.120
3,120
Face=Mount(Mix.) Installation'
THA29
18
1%
9'Ys
51/s
91Yb
--
(16) 0.148 x 3
(4) 0.148 x 3
525
2.265
2,265
2,265
450
1950
1 1950
1950
THA213
18
1 %
1N61
51h
131i,
-
(14) 0.148 x 3
(4) 0,148 x 3
855
2,045
2.340
2,450
735
1760
2010
2105
THA218
18
1 %
172Ar,
51h
17�Ss
-
(18) 0.148 x 3
(4) 0.148 x 3
851
2.450
2,450
2,4G1)
735
2105
2105
210E
THA218-2
16
3Ye
171Y
8
14%,
-
(22) 0,162 x 31h
(6) 0.162 x 31h
1,855
3.310
3,310
3,310
1.595
2,845
2,845
2,845
IBC.
FL.
THA222-2
16
3 Ye
2211s
8
14 Y6
-
(22) 0.162 x 3 h
(6) 0.162 x 31h
1.855
13.310
3,310
3.310
1,595
2.845
2.845
2.845
LA
THA413
18
3%
13416
41h
13%
1-
(14)0.1480
(4)0.148x3
855
12,045
2.340
2.450
735
11,760
2.010
2,105
THA418
16
3%
17'h
1 7%
14 Ys
-
(2210.162 x 31/2
(6) 0.162 x 3'h
1,855
3.69�
3.695
3.695
15)5
3.180
3.180
3,180
THA422
16
3%
22
71.4
14 Ye
-
(22) 0.162 x 31h
(6) 0.162 x 31h
1.855
3,695
3.695
3.695
1595
3,180
3.180
3.180
THA426
14
3%
26
71A
16'he
-
(30) 0.162 x 3112
(6) 0.162 x 31h
1,855
14.415
4,480
4,480
1,595
3,795
3.8551
3.855
THA422-2
14
71/4
22'Y
93/4
163'ie
-
(300,1620 'h
(6) 0.162 x 3 h
1,855
5,170
5,520
5,520
1,595
4.445
4,745
4,745
FL
THA426-2
14
71/4
26 Y6
93/4
18
-
(38) 0.162 x 3'h
(6) 0.162 x 3Y2
1,855
5,520
5.520�5520
1,595
4,745
4,7451
4,745
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern.
2. Wind (160) is a download rating.
a, Top llange Instaliation loads al.: oasoJ on it rninio iurn hvo pl; 2% cal r;inq rixi i luer. Fc,r top Ilangi: (rn;n 1 installation on 4 <2 truss carrying
rlv;mlr rs %:Jth doublet lop chord;, use tho spoci i,;d lastom r5 I--, full tahulk1`, J •values. rc:r Siagte 4x210p' lI Iced or "I&Or applcation;. rMei t•.,
the Naliler T bit;.
4. Face -mount installation loads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148' x 11h' nails
in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge. and 0.68 of the table
value for 16 gauge and 14 gauge.
5.F(X tli? TR.+ »Y m, fiat,, r;ne strap m:t I's lnmalletl :er1iC,:)Ily a1'r,c dcrl4 t , me fit; F-r11(1 1t nadir,) iniuir-frLnls and thF ori,r strap .vf!<ppoid
over the truss chord acrordi;ig t(, the V--i -11 �rige irllin'I niillln 3 r£,gwren'r?r't:. ? t r, ail%wiing Url p I sta; wad rt: hie +rs lull tAbil.ttrM irp fiarigg Emm.
insta!lation kinds.
I$. Refer to installation instructions regarding fastener installation into carried (joist) member. Based on the installation condition, nails will be
installed either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
8 TI in?9 seta; bE ln;taltcd Gn a single 2xo or - L2rr,in:1 m!rr=t:,etfke r�ai€s and id3 0 i 4%.' 3'
stark nails wim an allokiabie r1winload fit 1 '70Ib. tr)r CiFrSP and 1.`•1-511) lrtr SPF3 iF.
IL
0
167
UPDATED 12/01/20
0.
Simpson Strong -Tie" Wood Construction Connectors SIMPSO�N
StrongTlie
Adjustable Truss Hangers (cont.)
Nailer Table
Model
No.
Nailer
Top Nailing
(in.}
Face Nailing
(in.)
Joist Nailing
(in.)
Allowable Loads
(10011151125)
Code
Ret,
DFISP
SPFlHF
THA218-21
2x
t21 0143 x 1' _
i61 i4.143 . 1 i-_
1.3,0
1.245
(4) 0.148 x 1'h
(2) 0.162 x 31/2j6)
0.162 x 31/21,415
1.245
THA222.2
1 j 2.;
t410.148 x 3
i2i 0.148 t 3
(6) W. 41 x 3
1.835
1.630
4x
(4) 0.162 x 31h
(2) 0.162 x 3112
(6) 0.148 x 3
2.245
1.930
IBC,
THA418/
2x
(4) 0,148 x 114
(2) 0,148 x t h
(6) 0.148 x I', R
1.335
1.2,10
1=L. LA
(4)0.148x1112
(2)0.162x31h
{6}0.162x311
1,415
1.2•iJ
THA422
(2) 2x
(4) a 14 8 x 3
1 (2)0.1-18 x 3
1 (6) 0.148 x 3
1,835
1,680
4x
{4) 0162 x 3112
(2) 0.162 x 31h
1 (6) 0.148 x 3
2,245
1.930
I•li 0.145 x 1 ":
(2) 0.148 x 1 +i
(i1i u_l,ie x 1 i
1,1on
r..:nu
2x
(4) 0.148 x 11h
(210.162 x 31/2
(6) 0.162 x 3'r4
2,255
1.940
FL
THA426
(2) 2x
loll 0.1-18 r. 3
(210.148 x 3
(G) 0.143 x 3
1.fi35
1.680
4x
(4) 0.162 x 3'/7
(4) 0.162 x 31h
(6) 0.162 x 31/2
2.435
2.095
('1j 0.148 x 1 :4
(2) 0.148 x 114
(6) 0.148 x I ii�
1,375
1,325
THA422 21
2x
(8) 0.148 x 11h
(2) 0.162 x 31h
{6) 0.162 x 3lb
2,345
2,015
THA426-2
(2) 2x
(4) 0.148 x 3
(4) 0.148 x 3
(6) 0.14B x 3
1,970
1.970
4.
(4) 0.162 x 31h
(4) 0.162 x 31h
(6) 0,162 x 31h
3,330
2,665
1. Loads for 2x Nailers are applicable to single 4x2 top chord carrying members provided the
hanger is located a1 a top chord panel point and there is no splice at that panel pant-ocatlpn
2. Attachment of nailer to supporting member is the responsibility of the resigner.
3. Refer to table on P. 187 for hanger dimensions. minimum top flange requirements and
additional footnotes
AllrnAlahiP I nary for Facia -Mount (Min.) Nailina Installation
Dimensions
(in.)
Fasteners
(in.)
Allowable Loads
(lb.)
Model
No.
Ga.
WTI,
H
Header
(Face)3
Joist
DFISP
SPFIHF
Floor
(100) 1
Snow
(115)
Roof
(125)
Floor
(100)
Snow
(115)
Roof
(125)
THA213
18
1 %
13V,6
(10) 0,148 x 3
(4) 0.148 x 11h
1,180
1,200
1.200
1,020
1.160
1 200
THA218
18
1 %
17M6
(10) 0.148 x 3
(4) 0,148 x 11h
1,180
1.200
1,200
1.020
1,160
1200
THA218.2
16
3'/a
17'%ts
(20) 0.148 x 3
(6) 0.148 x 11h
2.440
2.485
2,465
2.100
2,140
2,140
THA222-2
16
31A
22156
(20) 0,148 x 3
(6) 0.148 x 11i
2.440
2,485
2.485
2,100
2,140
2,140
THA413
18
3%
133i
(10) 0.148 x 3
(4) 0.148 x 1112
1,180
1,200
1,200
1.020
1,160
1200
THA418
16
3%
171/2
(20) 0.148 x 3
(6) 0.148 x 11h
2,440
2,485
2,485
2,100
2,140
2,140
THA422
16
3%
22
(20) 0.148 x 3
(610.148 x 11h
2.440
2,485
2485
2,100
2.140
2.140
THA426
14
3%
26
(30) 0.148 x 3
(6) 0.148 x i 1h
3.225
3.225
3,225
2,770
2.770
2,770
1. Loads are based on a min. 2-ply Zx carrying member, u.14rs- x <n naus may ue useu 11 1 l u - 11,c
1 Od commons at 1.(A) of the table load. For single -ply 2x or 1 W wide carrying members, use 0,148' x 11h' nails
and use 0.77 of the table value. Alternately. So #9 x11h' screws may be used in place of the specified header and
joist nails for full table loads.
2. The joist nails should be installed straight into the carried member by straightening the THA double shear nailing
tabs. Vlhen used to support 2x4 joists. the THA213 or THA218 may be installed with j2) 0,148' x 1 IW nails into
the joist tone each side).
3. At least half of the face fasteners must be installed into the upper half of the header, unless some other means
of mechanical reinforcement is used to resist the tension perpendicular to grain stresses. Nails must have a
minimum 1h' edge distance.
4. For installations with fewer face fasteners than specified, reduce the allowable load as follows:
Allowable load = No, of Face Nails Used/No. Face Nails in Table x Table Load
5. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 tar fastener information.
Attachment Top nails per table
of nailer per
Designer
Face nails
per table
(min. 'A
from edge)
- Straighten the doable
shear nailing tabs and instal'
nails straight into the joist
Typical THA Face -Mount
Min, Nailing Installation for
Supporting a Suspended Joist
188
UPDATED 06/41/19
PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 466 GRD A GALVANIZED STEEL (EXCEPT AS
PLATE MUST BE INSTALLED ON EA. FACE OF JOINT SYMMETRICAL (EXCEPT AS SHOWN) DESIGN CONFORMS
WI NDS SPECS. FBC2020.THIS DESIGN IS FOR TRUSS FABRICATION ONLY. FOR PERMANENT BRACING
(WHICH IS ALWAYS READ.) CONSULT BLDG. ARCHITECT.
OVERHANG DETAILS
MAXIMUN OVERHANG
GRADE OF LUMBE
I 2X4
2X6
# 2 SO.PINE
2'-0"
3'-2"
S.S. SO -PINE
2'-2"
3'-4"
NOTES:
OPTIONAL VERTI
A) ALL CONNECTORS SPEC. MUST BE INSTALLED PER
MFG. SPECIFICATIONS.
C) FOR TRUSS DATA,LUMBER,PLATES, ETC. REFER TO
INDIVIDUAL ENG. DRAWINGS.
D) THIS HAS BEEN DESIGNED FOR THE LOADS
GENERATED BY 175 MPH. WINDS AT 26' ABOVE
GROUND LEVEL ASCE 7-16 COMPONENTS AND
CLADDING AND 7.0 PSF TOP CHORD AND 3.0 PSF B,
CHORD DEAD LOAD ARE BEING USED.THE DESIGN
ASSUMES OCCUPANCY CATEGORY II, TERRAIN
EXPOSURE C AND INTERNAL PRESSURE COEFFICI
CONDITION I.
2X4 OR
MAX. 1'-6"
WIOUT LEDGER
P'ER AND HANGER
(BY BLDR.)
A.
MAX. 4'-6"
4 s 2
APPRO f COMBgS �O.1JC. DES. BY �� M
oAOE rRuss = CHECKED BY-;—
Company Inc. * v DATE • 01101/21
6401 N.W. 74 AVE MIAMI, FLA. 33168 !+ 2
DADE {306} 6924245 BROWARD (305) 462MU � � �A� �F •* l � a~ DRAWING MM
WATW 14M.M.7842 FAX: (306) 4T743= p`T �'i JOB No.
7ah,, ANAL7
ti+ ��ierrrrlr111�N1N����
Minimun Grade Of Lumber PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 466 GRD A GALVANIZED STEEL (EXCEPT AS SHOWN)
2X4 Syp. No. 2SP PLATE MUST BE INSTALLED ON EA. FACE OF JOINT SYMMETRICALLY (EXCEPT AS SHOWN) DESIGN CONFORMS W/NDS SPECS, FBC 2020
THIS DESIGN IS FOR TRUSS FABRICATION ONLY. FOR PERMANENT BRACING (WHICH IS ALWAYS REGO.) CONSULT BLDG, ARCHITEC
INDICATES DEAD LOAD ON
U
i 8# 601 —' R 92-- tau 1
,42' .25'
oa'
O
12
A) ALL CONNECTORS SPEC. MUST BE INSTALLED PER MFG. SPECIFICATIONS.
B) HANGERS REQ'D FOR TRUSSES LESS THAN 12'-0•' SPAN (UNDER 650# (REACTIONS)
MUST BE SUPPLIED BY BLDR.
C) FOR TRUSS DATA, LUMBER, PLATES, ETC. REFER TO INDIVIDUAL ENG. DRAWINGS3.
D) THIS HIP SET HAS BEEN DESIGNED FOR THE LOADS GENERATED BY 146 MPH
WINDS AT 25 FT. ABOVE GROUND LEVELASCE 7-16 COMPONENTS AND CLADDINCG
AND 7.0 PS TOP CHORD AND 3.0 PSF BOTT. CHORD DEAD LOAD ARE 8EING USED.
THE DESIGN ASSUMES OCCUPANCY CATEGORY II, TERRAIN EXPOSURE C AND
INTERNAL PRESSURE COEFFICIENT CONDITION 1.
TO
303 THROUGH JO7)
'-0" TO 7'-0"
PA1 USP ANGLE (OR EQUAL) AND
-16d TOE NAILS (BY BLDR.)
0. 01-0417-11
tMAX. REACTION 395#
16d TOE NAILS]
q�11% 2-16d TOE NAILS
_ •i `'
V
LOADING. PS APPRO'I E TRIES CD. INC-- BY ; MM
TOP WE 30 r$IECKED BY : �
TOP DEAD : 15 JACK DETAIL (7'-Q" SETBACK) Hang TRUSS STATE OF ; t
TT: 0�10121
BOAON 10 6101 ILA- 74 A` R YIAW. 1A. S11 .���i�`'•;�1ORID� .•'r��� RAWING
- -- u,oc w� G,aer1 te n.: • ... •:.1,C)� _.,- JO8 No.
Minimun Grade Of Lumber
2X4 Syp. No. 2 SP
2X6 Seq. No. 2 SP
2X6 TREADEL
STRONGBACK
PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 466 GRD A GALVANIZED STEEL (EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED BC
THIS DESIGN S FOR TRUSS OFABRICATION ONLY. JOINTN EA. FACE OF OR PERMANENTL BRACING (WHICH(EXCTHOWNIS ALWAYS CONFORMS
CONSULT BLDG. ARCHITNDS SPECS,EC 2020
2X6 TREADED STRONGBACK MAS-14DT
2X4 CONTINUOUS BANDING w/2-16d NAIL
EACH TRUSS. {BY BLDR.}
2X4 BLOCK J
W/2-10d NAILS (IYP.)
STRONGBACK DETAILS
ITINUOUS LATERAL STRONGBACK
OPENING OR ! APPROX. 10`6
t FLOORS, 12'-0" Q.C. FOR ROOF
WHICHEVER IS LESS.
NOTE STRONGBACK MUST BE
INSTALLED BEFORE ANY LOAD
IS APPLIED TO TRUSSES.
2X6 TREADED
STRONGBACK
(ANYWARE ALONG VE
_CODE APPROVED ANCHOR
{BY BLDR.}
'L EXT. BEARING WALL
END WOOD WALL BEARING TRUSS
DIAGONAL BRACING AT ENDS ING VARIABLE
[AND EACH STRONGBACK (SEE PLAN}
—LOCATIONS. (LTY BLDR.)
4-10d NAILS
ed��
DMZ TRUSS
COMWX (poi SH—M MMM D" +a —OW
14 t-Om-36-7M FAQ (-" MAT
(�, LA s QNGBACK
r �' . • �Eiv$ I 14
D FOR
DTI El BY1�IM
El BY
01/01121
STATIM �RAwING
t
•• TE V•r OB No.
i
S;aNAL
Minimun Grade Of Lumber PLATES ARE MIIEY, M20-249,200 MANUFACTURE) FROM ASTM A 466 GRID 4 GALVANIZED STEEL (EXCEPT AS SHOWN)
2X.4 Syp. No. 2 SP PL4"E MUST BE INSTALLED ON EA FACE OF JOINT SYMMETRICALLY (EXCEL'' AS SHOWN) DESIGN CONFORMS WADS SPECS. FBC 2020
THIS DESIGN IS FOR TRUSS FABRICATION ONLY. FOR PERMANENT BRACING (WHICH IS ALWAYS REOD.) CONSULT BLDG. ARCI ITEC
I
IC, C
USF 1" 20G CALVE. METAL STRAP NAILED W/2-10d NAILS
ON EA. MEUBER, PER FACE, OR 2 HURRICANE Cl IPS.
ONE ON E.A. FACE OF TRUSS. (BY BLDR.) TYP,
VALLEY SET CONNECTION DETAI
PITCH VARIES
6' WEDGE NAILED TO TRUSS
W/2-1Gd NAILS. (BY BLDR.)
TYP.
ae,52�!�
0400 DADE TRUSS
cam.,
6401 N V 74 AVE- MIAMI. PTA 33166
DA 130) %2-824S IIRIYMR 0%) %-
curs: ,-sae-YA-7842 W: 0014 AM
qr.
VERTICALS 9 6'-0"
O C Vd X. OVER 24'-Q"
20-0' AND OVER
VAL
E
2'
MAS-151DI
TRUSS SYMMETRICAL ABOUT
CENTER LINE EXCEPT AS SHCOWN
SPL.
00F C F
�o I'oR rI 1 3 S6. 'INC.
S
STATE OF
�.aa ONAL ��.a�``;�
y
2X4 WI LEY CATS (EY SLRR.)
IRUSS
Es. By NIM
jH;:CKED BY SJ
FATE _ 01101121
"RAWING
JOB No.
Minimun Grade Of Lumber
2X4 Syp. No. 2 SP
PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 466 GRD A GALVANIZED STEEL (EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED ON EA. FACE OF JOINT SYMMETRICALLY (EXCEPT AS SHOWN) DESIGN CONFORMS W/NDS SPECS, FBC 2020
THIS DESIGN IS FOR TRUSS FABRICATION ONLY. FOR PERMANENT BRACING (WHICH IS ALWAYS READ.) CONSULT BLDG. ARCHITEC
iZLC BC CONNECTED TO A FIXED
RICIO PONT OR X-BRACED AS NOTED
ON THIS DETAIL.
lIN a 213 LATERAL BRACE
PER TRUSS DESIGN TOTH 2-104
NAILS PER WES FOR FORCES
UP TG 4600 lws- FORCES IN
EXCESS OF 4600 Ibs RE009MS
2116 /J OR BETTER.
NOTE
PROVIDE X-BRACING AT 29Y-O'
INTERVAL$ FOR wE6 FORCES UP
TO 2M III& AND AT 10'-0' FOR
FORCE GREATER THAN 2309 Ibc
'cFT'Ihr'-zw4)
LATERAL BRACING DETAIL
ALT. LATERAL BRACING DETAIL
toe o a'
j�—O.C. TlP
rt TRUSSES O 24'lrT-BRACE SAG( SIZE
O.N: LtP AND GRADE AS We
T-BRACE KITH WEB (24 µAx;
IOd NAYS O a'
O.C. TYP.
WEB SECTION DETAIL
NOTE;
BRACE LNTST BE 809 THE LENGTH
OF THE WES.
THIS DETAIL IS 70 BE USED AS AN
ALTERNATE FOR CONTINUOUS LATERAL
BRACE4.
LATERAL BRACING DETAIL 4ADcmem ,ass
Wl 11A. 74 ATE. 1Q1fQ. 1Ll 33166
s10E Ross W-M WIMM Rob) 40-IM
1:ATI5 1-900-3e-M2 Fix pQ 4n-M
E FOR DADVRUSS,Co:• III.
STATE G)P
,q
D . BY MM
C CKED BY SJ
D 1 : OvOvu
DRAWING
JOB No.