HomeMy WebLinkAboutAPPROVED REVISION, DS_KHOV ASPIRE MODEL LEILA MASTER ENGDAp E RUsS
COMPANY, INC.
Re : T108-86966: ASPIRE AT
Dade Truss Company, Inc.
6401 NW 74th Avenue
Miami, FL 33166
Tel: (305) 592-8245
Fax: (305) 477-8092
Site Information: Project Customer K HOVNANIAN HOMES Job Name: ASPIRE AT WATERSTONE
Lot/Blcck: Model: Leila
Site Name.
Site Address: 5125 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 Hoof Load: 0.0 psf Floor Load: NIA
Wind Code: wind Speed: 165 mph
This package includes 43 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.
Dale
Truss IDS
Seaw
1
09/09121
CJ1
A0238136
2
MOM
CJ3
A0238137
3
09109n1
CJ3A
A0239138
4
0910921
CJ5
A0238139
5
09109n1
CJSA
A0238i40
B
09109121
EJ2
A0238141
7
09/0921
EA
A0238142
a
09109Mi
EJ7
A0238143
9
MOM
HJ2
A0238144
10
0910921
HA
A0238145
11
091090
HJ6
A0238146
12
09/09121
HJ7
A0238147
131
09/0921
T01
A0238i48
14
1 0910921
T02
A0238149
15
MOM
T03
A0238150
16
0910921
T04
A0238151,
17
0910921
T05
A0239152
18
09/09n1
T06
A0238153
19
0810921
T07
A0239154
201
09/09/21
T08
A0238155
21
1 0910921
T09
A0238156
22
1 09/0921
T10
A0238157
23
MOM
T11
A0238158
24
09109n1
T12
A0238159
26
09109n1
T13
A0238180
26
091092i
T14
A0238161
No.
Date
Truss IDS
Seal#
27
09109121
T14A
A0238162
28
0910921
T15
A0238163
29
0910921
T16
A0238164
30
09N921
T17
A0238165
31
09/0921
T18
A0238166
32
09/0921
T19
A0238167
33
09/09/21
T20
A0238168
34
MOM
T21
A0238169
35
0910921
T22
A0238170
36
0910921
T23
A0238171
37
OW921
T24
A0238172
38
09109n1
-25
A0238173
39
09M921
T26
A0239174
40
09/0921
Vol
A0238176
41
0910921
V02
A0238176
42
09/0921
V03
A0238177
43
0910821
VO4
A0238178
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 ANSIITPI 1-2014 Section 2.
Digitally signed by Salvador
lurado
Salvado l=Mc=t15,Florida,
1=Miami, o=C=Components
Management Systems Inc,
ou=President, c—Salvador
rJuradoemaa II= I=sj urado@bcg.bz
Date: 2021.09.15 11:19:37
-04'00'
Page 1 of 1
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401
Job Truss Truss Type aty Ply
34296-4-5 CJ1 JACK TR @ 45 24 1 A0238136
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc Thu Sep 9 13:34:45 2021 Page 1
lO:JbsSUYEphcZuYTshvwE3BRyhOBX-tqW kvZotZoV4wTnVKZ1 ya33T5h?TZpcZK6RNxgyfMX6
-1-0-0 1 0-0
1-0-0 1-0-0
2x4 = NOP2X STP=
Plate Offsets (X,Y)-- -(2:0-1-14,0-0-10)
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/dell
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.09
Vert(LL)
-0.00
2
>999
240
TCDL
7.0
Lumber DOL
1.25
BC 0.0'.
Vert(CT)
-0.00
2
>999
180
BCLL
0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n..a
wa
BCDL
10.0
Code FBC2020/TP12014
Matnx-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 20 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. (lb/size)
3 =
-8/Mechanical
2 =
125/0-8-0
4 -
9/Mechanical
Max Horz
2 =
40(LC 12)
Max Uplift
3 =
-8(LC 1)
2 =
-97(LC 12)
Max Grav
3 -
18(LC 12)
2 =
125(LC 1)
4 -
18(LC 3)
FORCES. (lb)
Max. Comp.IMax. Ten. - All forces 250 (lb) or less
except when shown.
NOTES- 18)
1) Wind, ASCE 7-16; Vult 165mph 1,3-second
gust} Vasd=128mph; TCOL=4.2psf;
BCDL=3.0psf; h 15ft; B=45h; L=280; eave=4ft;
Cat. II; Exp B; Encl., GCpi=O.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 1 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 8
lb uplift at joint 3 and 97 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."
Scale = 1:6.0
PLATES GRIP
MT20 244/190
Weight: 5 lb FT = 20%
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 ally Ply
34296-4-5 CJ3 JACK TR @ 45 19 1 A0238137
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:34:47 2021 Page 1
ID:JbsSUYEphcZuYTshvwE3BRyh0BX- pDeWFp75QIo9nxuS_30gU9otUfr1 i6soOwUciyIMX6
-1-0-03-0-0 ,
1 0 00 3-0-0
2x4 =
NOP2X STP=
Plate Offsets (X,Y)-- [2:0-1-140-0-10]
LOADING (psf)
SPACING-
2 0-0
CSI.
DEFL.
in
(loc)
Vdefl
Ltd
TCLL
20.0
Plate Grip DOL
1 25
TC 0.14
Vert(LL)
0.01
2-4
>999
240
TCDL
7.0
Lumber DOL
1.25
BC 0.14
Vert(CT)
-0.01
2-4
>999
180
BCLL
0.0
Rep Stress Incr
YES
W B 0.00
Horz(CT)
-0.00
3
Na
n/a
BCDL
10.0
Code FBC20201TP12014
Matrix-P
LUMBER -
TOP CHORD 2x4 SIP 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 =
18710-8.0
4 =
26/Mechanical
Max Horz
2 =
71(LC 12)
Max Uplift
3 -
.32(LC 12)
2 =
-142(LC 12)
4 =
-28(LC 8)
Max Grav
3 -
54(LC 17)
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=15ft; B=45ft; L=28ft; eave=4ft;
Cat. II; Exp 8; 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 &
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 32
lb uplift at joint 3, 142 lb uplift at joint 2 and 28 lb
uplift at joint 4.
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 buitd.ng
designer per ANSI TPI 1 as referenced by the
building code.'
PLATES
MT20
Scale = 1.9 9
GRIP
244 190
Weight' 11 lb F r 20{:¢
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type Qty Ply
34296-4-5 CJ3A JACK TR @ 45 1 1 A0238138
__ Job Reference (optional) _
Run: 8.420 s Feb 10 202T Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:34:47 2021 Page 1
ID:JbsSUYEphcZuYTshvwE3BRyhOBx-pDeWFp750Io9nxuS 3QgU9olUgc1i6soQwUayfMx6
3-0-0
3-0-0
3xli = 3
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
6clefl
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.17
Vert(ILL)
-0.00
1-3
>999
240
TCDL
7.0
Lumber DOL
1.25
BC 0.09
Vert(CT;
-0.01
1-3
>999
180
BCLL
00 '
Rep Stress Incr
YES
WB 0.011
Horz(CT;
-0.00
2
n.:a
n.a
BCDL
10.0
Code FBC2020/TP12014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No-2
SOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3.0-0
oc purlins.
BOT CHORD
Rigid ceNng directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be insta'led during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (b:'size)
1
106%Mechanical
2 =
78?Mechanical
3 =
29. Mechanical
Max Horz
1 =
49(LC 12)
Max Uplift
1 =
-241C 12)
2 =
-54C 12)
Max Grav
1 =
106(LC 11
2 =
78(LC 1)
3 =
58(LC 3)
FORCES. ;Ib'l
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=15ft; B=45ft; L=28ft; eave=4ft;
Cat. It; 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 1 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 20.0psf on the bottom chord in all areas
where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other
members.
5) Refer to girder(s) for truss to truss
connections.
6) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 24
lb uplift at joint 1 and 54 fb uplift at joint 2.
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: 9 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
34296-4-5 CJ5 JACK TR @ 45 13 1 A0238139 i
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:34:48 2021 Page 1 I
ID:dbsSllYEphcZuYTshvwE3BRyhOBX-HPCsXbglsitfnx W4?ialChhuluzEm9M?04t289yfMX5
1 0 0 5-0-0 , II
1-0-0 5-0-0
Scale = 1:13,7
2x4 =
NOP2X STP=
Plate Offsets (X,Y)-- [2:0-1-14,0-0-10]
LOADING (psf)
SPACING-
2-0-0
CSi.
DEFL.
in
(loc)
Well
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.45
Vert(LL)
-0.03
2-4
>999
240
TCDL
7.0
Lumber DOL
1.25
BC 0.26
Vert(CT)
-0.05
2-4
>999
180
BCLL
0.0 '
Rep Stress Incr
YES
WS 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL
10.0
Code 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 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. (Iblsize)
3 -
114/Mechanical
2
253/0-8.0
4 =
46/Mechanical
Max Horz
2 =
103(LC 12)
Max Uplift
3 =
-77(LC 12)
2 =
-116(LC 12)
Max Grav
3 =
114(LC 17)
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 LOAD CASE(S)Standard
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opsf; h=15ft; 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 R 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 77
lb uplift at joint 3 and 116 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."
PLATES GRIP
MT20 244/190
Weight: 17 .b 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
A0238140
34296-4-5 CJ5A JACK TR @ 45 1 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:34:49 2021 Page 1
ID:JbsSUYEpheZuYTshvwE3BRyhOBx-mbmEkxrNdl ?WP45HZP5ulvE21 IJxVcb8FkPbgbyfMx4
5-0-0
Cols
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.54
Vert(LL)
-0.03
1-3
>999
240
TCDL
7.0
Lumber DOL
1.25
BC 0.29
Vert(CT)
-0.07
1-3
>863
180
8CLL
0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
2
n/a
n/a
BCDL
10.0
Code FBC202O/TPI2OI4
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SIP 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)
1 =
ISO/Mechanical
2 =
132/Mechanical
3 =
49/Mechanical
Max Horz
1 =
81(LC 12)
Max Uplift
1 =
-42(LC 12)
2 =
-91(LC 12)
Max Grav
1 =
180(LC 1)
2 =
132(LC 1)
3 =
98(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=15ft; B=45ft; L=2811; eave=oft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS
(directional) and C-C Exterior(2E) 0-0- 12 to
3-0-12, Interior(l) 3-0-12 to 4-11-4 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 capabte of withstanding 42
lb uplift at joint 1 and 91 lb uplift at joint 2.
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 = 1:13.7
PLATES GRIP
MT20 244/190
Weight: 16 lb FT = 20%
SALVADOR JURADO P.E STATE OF FLORIDA REO NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job
Truss Truss Type
aty Ply
A0238141
34296-4 5
EJ2 JACK TR 9 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:34;50 2021 Page 1
IDJbsSUYEphcZuYTshvwE3BRyhOBX-EoKdyC*OOL7N0EgT77c7H6nK6i9E3rlU088C1yfMX3
1-0-0 2-0-0
1-0-0 2-0-0
2x4 tt=VV
0-8-utBP1 M STP -
Plate Offsets (X,Y)-- [2:0-1-14,0-0-10)
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/dell
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.09
Vert(LL)
-0.00
2
>999
240
TCDL
7.0
Lumber DOL
1.25
BC 0.04
Vert(CT)
-0.00
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 FBC20201TP12014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No-2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-0-0
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)
2 =
145/0-8-0
4 =
19/Mechanical
3 =
36/Mechanical
Max Horz
2 =
56(LC 12)
Max Uplift
2 =
-87(LC 12)
3 =
-20(LC 9)
Max Grav
2 =
145(LC 1)
4 =
38(LC 3)
3 -
38(LC 17)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
NOTES- (10)
1) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opsf; h=15ft; 13=451t; 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 & MW FRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of
the truss only. For studs exposed to wind
(normal to the face), see Standard Industry
Gable End Details as applicable, or consult
qualified building designer as per ANSIfTF1 1.
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) Gable studs spaced at 2-0-0 oc.
6) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
7) ' This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas
where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other
members.
8) Refer to girder(s) for truss to truss
connections.
9) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 87
lb uplift at joint 2 and 20 lb uplift at joint 3.
Scale 1 5" .1'
PLATES GRIP
MT20 2441190
Weight: 8 lb FT = 20`0
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
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type
Oty Ply
34296.4-5 IEJ4
-1-0-0
1-0-0
Plate Offsets (X,Y)-- [2:0-1-14,0-0-10]
JACK TR 4 1 A0238142
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:34:51 2021 Page 1
ID.JbsSUYEphcZuYTshvwE3BRyhOBX-i t?9cte8eFEeOFfhq$MgKJT961czw5Ri2uiiUyfMX2
4-0-0 _
4-0-0
2x4
0-8-0(0-1-8)
NOP2X STP
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ltd
TCLL
20.0
Plate Grip DOL
1.25
TC 0.25
Vert(LL)
-0.01
2-4
>999
240
TCPL
7.0
Lumber DOL
1.25
BC 0.15
Vert(CT)
-0.02
2-4
a999
180
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL
10.0
Code FBC20201TP12014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No-2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheath ng directly applied or 4-0-0
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. (Ibtsize)
3 =
84r'Mechanical
2 =
219;0 8 0
4
36/Machan'cal
Max Horz
2 =
87(LC 12)
Max Uplift
3 =
-56(LC 12)
2 =
-110{LC 12)
Max Grav
3 =
85(LC 17)
2 =
219(LC 1)
4
72(LC 3)
FORCES. (Ib)
Max. Comp. Max. Ten. - Al forces 250 (Ib) 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=15ft; 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 3.11.4 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) 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 20.0psf 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) Refer to girder(s) for truss to truss
connections.
7) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 56
lb uplift at joint 3 and 110 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."
Scale = 1 11.8
PLATES GRIP
MT20 244/190
Weight: 14 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
34296-4.5 1 EJ7 JACK TR 31
A0238143
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 9.420 s Feb 10 2021 M Tek industries, Inc. Thu Sep 9 13:34:52 2021 Page 1
ID:JbsSUYEphcZuYTshvwE3BRyhOBX-AARNNytGvyN5GYgrEXfbMXsXEVHkizLbx dFHwyfMx 1
-1-0-0 7-0-0
1-0-0 7-0-0
3x4 Li
NOP2X STP=
Plate Offsets (X,Y)-- [2:0-0-13,Edge]
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
Vdefl
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.67
Vert(LL)
0.10
2-4
>773
240
TCDL
7.0
Lumber DOL
1.25
BC 0.48
Vert(CT)
-0.18
2-4
>431
180
BCLL
0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
nla
BCDL
10.0
Code FBC20201TPI2014
Matrix-SH
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 =
159/Mechanical
2 =
32410-8-0
4 -
78/Mechanical
Max Horz
2 =
136(LC 12)
Max Uplift
3
-103(LC 12)
2 =
-130(LC 12)
Max Grav
3
159(LC 1)
2 =
324(LC 1)
4 -
121(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=15ft; B=45ft; L=28ft; eave=oft;
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) 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 20.0psf 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) Refer to girder(s) for truss to truss
connections.
7) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
103 lb uplift at joint 3 and 130 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."
Scale r. 1.18 3
PLATES GRIP
MT20 244+190
Weight: 23 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
A0238144
34296-4-5 HJ2 CORNER JACK 2 1
Job Reference (optional)
Run- 8 420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 M Tek Industries, Inc. Thu Sep 9 13:34:53 2021 Page 1
ID:JbsSUYEphcZuY-rshvvvE3BRyhOBX•eN?IaluugGVyuiO2oFAgvlPpSvj7RQbkAMNppMyfMXO
-1-5-0 2-9-3
1-5-0 2-9-3
2x4
3.s4 P-2
71
B1
e 4
A
L
/1a
0-10-15(0-1-8)
le _ 1:7.9
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 0.20
Vert(LL)
-0.00
2-4
a999
240 MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.09
Vert(CT)
-0.00
2-4
>999
180
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC20201TPI2014
Matrix-P
Weight: 11 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 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 =
36/Mechanical
2 =
236/0-10-15
4 =
32/Mechanical
Max Horz
2 =
55(LC 8)
Max Uplift
3 -
-19(LC 5)
2 =
.152(LC 8)
Max Grav
3
36(LC 1)
2 =
236(LC 1)
4 =
53(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten, - All forces 250 (lb) or less
except when shown.
NOTES (11)
1) Wind: ASCE 7.16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opsf; h=15ft; 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) 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.
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) Gable studs spaced at 2-0-0 oc.
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) Refer to girder(s) for truss to truss
connections.
8) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 19
b uplift at joint 3 and 152 lb uplift at joint 2.
9) Hanger(s) or other connection device(s) shall
be provided sufficient to support concentrated
load(s) 8 lb down and 3 lb up at 1-5-0, and 8 lb
down and 3 lb up at 1-5-0 on top chord, and 9 lb
down and 3 lb up at 1-5-0, and 9 lb down and 3
lb up at 1-5-0 on bottom chord. The
design/selection of such connection device(s) is
the responsibility of others.
10) In the LOAD CASE(S) section, loads applied
to the face of the truss are noted as front (F) or
back (8).
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 i 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=-16(F=-8, B=-8) 6=-18(F= 9, B=-9)
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type Oty Ply
A0238145
34296-4-5 HJ4 CORNER JACK 1 1
Job Reference (optLonal)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:34:54 2021 Page 1
10:JbsSUYEphcZuY-FshvwE3BRyhOBx-6ZZ7neyWRZdpVszEMyh3SpxzeJ?dAirtPo6MLcyIMx?
-1-5-0 5-7-2
1-5-0 5-7-2
2x4 =
0.10.15(0.1-8)
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Ildefl
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.30
Vert(LL)
-0.04
2-4
>999
240
TCDL
7.0
Lumber DOL
1.25
BC 0.33
Vert(CT)
-0.08
2-4
>818
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 5-7-2
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 =
f 20/Mechanical
2 =
19310-10-15
4 =
50/Mechanical
Max Horz
2 -
66(LC 8)
Max Uplift
3 =
-70(LC 8)
2 -
-112(LC 8)
Max Grav
3 =
120(LC 1)
2 -
193(LC 1)
4 _
102(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
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4h;
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 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 70
lb uplift at joint 3 and 112 lb uplift at joint 2.
7) In the LOAD CASE(S) section, loads applied
to the face of the truss are noted as front (F) or
back (B).
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
Sca'e= 1:130
PLATES GRIP
MT20 244+190
Weight: 19 lb FT = 20%
Standard
1) Dead + Roof Live (balanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-5=-54
Trapezoidal Loads (plf)
Vert: 5=0(F=27, B=27)-t0-3=-76(F=- 11, B=-11)
, 2=-2(F=9, B=9)-to-4=-28(F=-4, B=-4)
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 "E. MIAMI FL. 33166
Job Truss Truss Type Qty Ply
3429645 HJ5 CORNER JACK 2 1 A0238146
Job Reference (optional)
RLin: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:34:55 2021 Page 1
1D.JbsSUYEphcZuY-rshvwE3BRyhOBX-al7W?. w8CtIA?YQwgCI_AU2njINKRldgsvuFyfMX_
_ 6-9-6 7-0-14
6-9-6 0-3-8
Scale = 1:15.6
2x4
3 4
2x4
1-5.0(0-1.8) 0.5-5(0.1.8)
7-0-1
-3-8
LOADING Ipsf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I,defl
Ud
PLATES GRIP
TCLL 200
Plate Grip DOL
1.25
TC 065
Vert(LL)
0.17 2-6
>492
240
MT20 244/190
TCDL 70
Lumber DOL
1.25
BC 0.52
Vert(CT)
-0.18 2-6
>443
180
BOLL 0.0 '
Rep Stress Incr
NO
WB 0.04
Horz(CT)
0,00
n.a
nia
BCD- 10.0
Code FBC2020' I
P12014
Matrix-SH
Weight: 26 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 10-0-0 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Insta lation guide.
REACTIONS. (Wsize)
2 =
226+1-5-0
6 =
302/0-5-5
Max Horz
2 =
94(LC 8)
Max Uplift
2 =
-200(LC 8)
6 =
-206(LC 8)
FORCES. (lb,
Max. Comp..Wax. Ten. - All forces 250 (lb) or less
except when shown.
NOTES- 49)
1) Wind: ASCE 7-16; Vuitw165mph (3-second
gust) Vasd=128mph; TCDL.4,2psf; BCDL■3,0psf;
h-151t; 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) 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.
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) Gable studs spaced at 2-0-0 oc.
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 al. 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
200 lb uplift at joint 2 and 206 lb uplift at joint 6,
8) In the LOAD CASE(S) section loads appl ed
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 (pit)
Vert: 1-2=-54
Standard
Trapezoidal Loads (plf)
Vert: 2=0(F=27, B=27)-to-3=-92(F=-19, B=-19)
3=-52(F=-19, B=-19)-to-4= 55(F=-21, B=-21),
2=0(F=10, B=10)-to-5=-35(F--8, B=-8)
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss
34296-4-5 HJ7
I
I
8 2
t
G'
- s
2x4 =
0.10.15(0-1-8)
Truss Type Oty Ply
CORNERJACK 7 1 A0238147
Job Reference (optional) w _
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:34:55 2021 Page i
IDObsSUYEphcZuYTshvwE3BRyhOBX-al7W? wBCIlf7?YQwgCI_AU81jMAvHFldgsvuFyfMX
5-8-1 9-7-5 9-,1 q-1
5-8-1 3-11-4 0-'2-I2 I
Scale 1:20.6
2x4 it '
4 5
3.54 i 2
3x4 =
E
5-8-1
5-8-1
2x4 11
3x4 ,.
9-7-5 9-1 1
3-11-4 -- 0V2- 2
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Ildefl
Vd
TCLL
20.0
Plate Grip DOL
1.25
TC 0.32
Vert(LL)
-0.02
2-7
>999
240
TCDL
7.0
Lumber DOL
1.25
BC 0.31
Verl(CT)
-0.04
2-7
>999
180
BCLL
0.0 '
Rep Stress Incr
NO
WB 0.25
Horz(CT)
0 01
6
n/a
n/a
BCDL
10.0
Code FBC2020ITP12014
Matrix-SH
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No-3 *Except*
W3: 2x4 SP No.2
BRACING-
TOPCHORD
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)
2 = 37010-10-15
6 = 583/Mechanical
Max Horz
2 = 166(LC 8)
Max Uplift
2 145(LC 8)
6 247(LC 8)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-3=-690/110
BOT CHORD
2-7=-229/639, 6-7=-2291639
WEBS
3-6=-701/252
NOTES- (8)
1) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opst; h=15ft; 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 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 psi
bottom chard live load nonconcurrent w,th 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
145 lb uplift at joint 2 and 247 lb uplift at joint 6.
7) In the LOAD CASE(S) section, loads applied
to the face of the truss are noted as front (F) or
back (B).
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 244+190
Weight: 44 lb FT = 20%
Standard
1) Dead + Roof Live (balanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-8=-54
Trapezoidal Loads (pit)
Vert: 8=0(F=27, B=27)-to-5=-133(F=-39,
B=-39), 2=-2(F=9, B=9)-to-6=-47(F=-14,
B=-14)
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
-ob Truss Truss Type Qty Ply
A0238148
34296-4-5 T01 HIP GIRDER TR 1 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 M Tek Industries, Inc. Thu Sep 9 13:34:56 2021 Page 1
ID.JbsSUYEphrZuYTshvwE3BRyhOBX-2xhuCKwmzBtW197dTNjXXNi F57bXejAAsKbTPhylMWz
7-0-0 1180 18-8-0 19-8-0
7-0-0 4-8-0 7-0-0 1-0-0
4x6
110
44
Scale: IT-
I
3x6 = 5x6 WB= 3x4 — 4X5 = NOP2X STP=
2x4 I
7-0-0
_ 11-8-0
_
18-8-0
7-0-0
4-8-0
7-0-0
Plate Offsets (X,Y)--
[1:0-0-14,0-0.21, [2:0.2-12,0-2-4], [3:0-2.13,0.1-14]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL,
in
(loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL 1.25
TC 0.55
Vert(LL)
-0.11
7-8
>999
240
TCDL 7.0
Lumber DOL 1.25
BC 0.74
Vert(CT)
-0.21
7-8
>999
180
BCLL 0.0 "
Rep Stress Incr NO
W B 0.27
Horz(CT)
0.07
4
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix-SH
LUMBER -
TOP CHORD 2x4 SP 225OF 1.9E
BOT CHORD 2x4 SP 225OF 1.9E "Except*
82: 2x6 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-9-7
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 7-7-12 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
1 -
1518/Mechanical
4 =
1621/0-8-0
Max Horz
1 -
-79(LC 6)
Max Uplift
1 -
-495(LC 8)
4 -
-576(LC 8)
FORCES. (lb)
Max. Comp./Max. Ten. - Ali forces 250 (lb) or less
except when shown.
TOP CHORD
1-2=-3431/1105, 2-10=-3005/1029,
3-10=-300511029, 3-4=-3397/1087
BOT CHORD
1-9= 924/3090, 8-9=-920/3086,
7-8=-917/3057, 6-7=-896/3033,
4-6=-900/3038
BOT CHORD
1-9=-924/3090, 8-9=-92013086,
7-8=-917/3057, 6-7=-89613033,
4-6= 900/3038
WEBS
2-8=-146/654, 3-7=-149/698
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; h=1511; B=45ft; L=28ft; eave=4ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS
(directional); Lumber D0L=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.Opsf on the bottom chord in all areas
where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other
members.
8) Refer to girder(s) for truss to truss
connections.
PLATES
MT20
0.8*&-f-8)
GRIP
244/190
Weight: 81 lb FT = 20%
9) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
495 lb uplift at joint i and 576 lb uplift at joint 4.
10) Hanger(s) or other connection device(s)
shall be provided sufficient to support
concentrated load(s) 199 lb down and 68 lb up
at 7.0-0, and 199 lb down and 68 lb up at
11-8-0 on top chord, and 375 lb down and 128 lb
up at 7-0.0, and 375 lb down and 128 lb up at
11-8-0 on bottom chord. The design/selection of
such connection device(s) is the responsibility of
others.
11) In the LOAD CASE(S) section, loads applied
to the face of the truss are noted as front (F) or
back (B).
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
1) Dead + Roof Live (balanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-54, 2-3=-134(F=-80), 3-5=-54,
1-8=-20, 7-8=-59(F=-39), 4-7=-20
Concentrated Loads (lb)
Vert: 3=-199(F) 8=-375(F) 7=-375(F)
2=-199(F)
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type City Ply
A0238149
34296-4-5 T02 GIRDER TR 1 1
Job Reference (optional%
Run: 8.420 s Feb 10 2021 Pr nt: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:34;57 2021 Page t
ID:JbsSUYEphcZuYrshvwE3BRyhOBX-X8FGQgxPkU'NW pi 5Fm3bZdbWuwND0K5_L0x7yfMWy
5-0-12 7-0-0
f 5-0-12 1-11-4
2x4 Scale = 1:19.0
3x4 — #".. I I 2s4
NOP2XW104-8:
5-0-12
7-0-0
5-0-12
1-11-4
Plate Offsets (X,Y)--
[1:0-4-5,0-1-2}
LOADING (psf)
SPACING- 2-0-0
CS].
DEFL,
in (loc)
Vdefl Ltd
TCLL 20.0
Plate Grip DOL 1.25
TC
0.57
Vert(LL)
-0.18 1-5
>433 240
TCDL 7.0
Lumber DOL 1.25
BC
0.93
Vert(CT)
-0.33 1-5
>239 ISO
BCLL 0.0 '
Rep Stress Incr NO
WB
0.09
Horz(CT)
0.00
nla wa
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
LUMBER -
TOP CHORD 2x4 SP 225OF 1.9E
BOT CHORD 2x6 SP DSS
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0
oc purlins.
BOT CHORD
Rigid calling directly applied or 3-0-9 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (Ibdsize)
1 =
822/0-8-0
4 =
1405r'Mechanical
Max Horz
1 =
108(LC 8)
Max Uplift
1 =
-247(LC 8)
4 =
-489(LC 8)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
WEBS
2-5=-2191298, 3-4=-2811100
NOTES- (10)
1) Wind: ASCE 7-16; Vult=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf;
h=15ft; B=45ft; L=28ft; save=oft; 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 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 nonroncurrent 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
247 lb uplift at joint 1 and 489 lb uplift at joint 4.
8) Hanger(s) or other connection device(s) shall
be provided sufficient to support concentrated
loads) 861b down and 44 Ib up at 1-1-1, and
160 lb down and 62 lb up at 3-1-1, and 1498 lb
down and 515 lb up at 5-0-12 on bottom chord.
The design/selection of such connection
device(s) is the responsibility of others.
9) In the LOAD CASEfS) section, loads applied
to the face of the truss are noted as front (F) or
back (B).
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."
PLATES GRIP
MT20 244.+190
Weight: 34 lb FT = 20 a
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: 5-1498(F) 6=-86(F) 7=-160(F)
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job
34296-4-5
Truss Truss Type
T03 GIRDER TR
Qty Ply
A0238150
Job Reference (optional)
R.ln* 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:34:58 2021 Page 1
ID:JbsSUYEphoZuYTshvwE3BRyhOBX-?Kped?yl Vo8E TH?b0rn?c06aXwF?6UmTJe4ZUay1Mwx
21.0.0
1 4 0 4 3.7 7.0.0 11.11 14 15-4-13 18 $•0 20.8-0 21 4.0 24.5.13 30-4-0 31.4-0
0 0 3.7 2.8 9 4•ti 14 3 5 0 3-3 3 2.0-00 4-0 3-1.13 5-10-3 0 0
0-4.0
Scale = 1:57.6
46 =
5-00 FfT
3x8 - 2x4 1 4x4 =
4x4
0-8-0"A 3x4 = 8x10 WB 3x8 = "= US = 0-84 54-14)
2x4
21-0-0
11-11-14
15-4.13 18-8-0
20-8-0 21.4-0
7-0-0
_
4-11-14
_ _
3-5-0 3-3-3
2-0-o- 4-�
0-4-0
Plate Offsets (X,Y)--
[2:0-3-12,Edge], [3:0-3-8,0-2-0],
[7:0-2-0,0-1-12],
[16:0-1-12,0-1-8]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFI_. in
floc) Well
Ud
1 CLL 20.0
Plate Grip DOL 125
TC 0.62
Vert(LL) -0.27
13 >999
240
TCDL 7.0
Lumber DOL 125
BC 0.81
Vert(CT) -0.49
13 >720
180
BCLL 0.0
Rep Stress Incr NO
WS 0.84
Horz(CT) 0.11
9 nla
n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
LUMBER -
TOP CHORD 2x4 SP 225OF 1.9E *Except"
T314: 2x4 SP No.2
80T CHORD 2x6 SP DSS *Except*
B3: 2x6 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-9-7
oc pur'ins.
BOT CHORD
Rigid ceiling d rectly applied or 6-4-14 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, ;n accordance with Stabilizer
,nstallat-on guide.
REACTIONS. (lb/size)
2
2227.+0-8-0
9 =
1611),080
Max Horz
2 =
-103(LC 6)
Max Upl ft
2 =
-773(LC 8)
9 -
-571(LC 8)
FORCES. (lb)
Max. Comp -Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-3=-4932/1590, 3-17=-4524/1518,
4-17=-452311518, 4-18=-5005/1681,
5-18- 500511681, 5-19=-5005/1681,
6-19=-5005/1681, 6-7=-309311038,
7-8=.312511036, 8-9=-3367/1120
Continued on page 2
TOP CHORD
2-3=-493211590, 3-17=-452411518,
4-17=-4523/1518, 4-18=-5006/1681 I
5-18=-500511681, 5-19=-5005/1681,
6-19=-5005/1681,6-7=-3093/1038,
7-8=-3125/1036, 8-9=-3367/1120
BOT CHORD
2-16=-1363/4461, 15-16=-1713/5520,
15-20=-171315520,
14-20=-1713/5520,
13-14=-1713/5520,
12-13=-133614373,
11.12=-1336/4373,9.11=-943/3035
WEBS
3-16=-33111229, 6-13=-275/925,
6-11 =-2421/848, 4-13=-753/282,
7-11=-704/2195, 4-14=-133/560,
4-16=-1159/387
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=150; 8=45ft; L=28ft; eave=oft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS
(directional); 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.
30-4-0 1
9-0-0
PLATES GRIP
MT20 244/190
Weight: 170 lb FT = 20%
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
773 lb uplift at joint 2 and 574 lb uplift at joint 9.
9) Hanger(s) or other connection device(s) shall
be provided sufficient to support concentrated
load(s) 199 lb down and 65 lb up at 7-0-0 on top
chord, and 375 lb down and 123 lb up at 7-0-0,
and 375 lb down and 123 lb up at 11 -8-0 on
bottom chord. The design/selection of such
connection device(s) is the responsibility of
others.
10) In the LOAD CASE(S) section, loads applied
to the face of the truss are noted as front (F) or
back (B).
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)
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type Qty Ply
A0238150
34296-4-5 T03 GIRDER TR 1 >
Jab Reference ;.optiona)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc Thu Sep 9 13:34:58 2021 Page 2
ID:JbsSUYEphcZuYTstwwE3BRyhOBX-'2Kped?y1Vo8E TH7.bom')co6aXwF?6JmTJe4ZUayfMWz
LOAD CASE(S)
Standard
Uniform Loads (plf)
Vert: 1-3=-54, 3-17=-134(F=-80), 6-17=-54,
6-7=-54, 7-10=-54, 2-16=-20, 16-20=-59(F=-39),
9-20=- 20
Concentrated Loads (Ib)
Vert: 3=-199(F) 16=-375(F) 20=-375(F)
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job
Truss Truss Type
Oty Ply
A0238151
34296-4-5
T04
140 "-11 9-0.0
Zo 6-841 3-3-5
HIP TR 1 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print- 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:34:59 2021 Page 1
ID:JbsSUYEphczuYTshvwE3BRyhOBX-TWMOrLzfG6G5adsC9VHE90fn3Kb.-r5gdYlg700y(M Ww
21-4-0
4JO5
15-1-8 20-8.0 21-0 24-7-6 30-4-0 31-4-D
6-1-8 5-6 8 0 4=0 3-3-6 5-8-10 ti-O-c
0-4-0
Scale = 1:55.1
Ax6 =
0-8-"-1-8) 3x4 = 3X8 = 3x6 = 3x4 = 0-8-80-1-s)
21-4.0
9-0.0 {
15-1-8
20-8-0
2135
30-4-0
9-0.0
6-1-8
5-6-8
d-7-t
9.0-0
0-0-11
Plate Offsets (X,Y)--
[4:0-3-8,0-2-0],[6:0-3-8,0-2-0]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
floc) 1/deft
L/d
TCLL 20.0
Plate Grip DOL 1,25
TC 0.44
Vert(LL) -0.16
2-13 >999
240
TCDL TO
Lumber DOL 1.25
BC 0.82
Vert(CT) -0.36
2-13 >976
180
BCLL 0.0 '
Rep Stress Incr YES
W B 0.21
Horz(CT) 0.09
8 Na
nla
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
LUMBER -
TOP CHORD 2x4 SP No.2
HOT CHORD 2x4 SP No2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-5-4
oc purlins.
HOT CHORD
Rigid ceiling directly applied or 6-7-14 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 =
1170/0-8-0
8 =
1170/0-8-0
Max Horz
2 =
.100(LC 10)
Max Uplift
2 =
-427(LC 12)
8 =
.427(LC 12)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-14=-2222/913, 3-14=-2183/925,
3-15=-2001/823, 4-15=-1991/833,
4-16=-2192J960, 16-17=-2192/960,
5-17=-21921960, 5-18=-2192/960,
18-19=-2192/960, 6-19=-2192/960,
6-20=-1992/833, 7-20=-20011823,
7-21=-2183/925, 8-21=-2222/913
BOT CHORD
2-13=-770/1991, 12-13=-612/181 1,
BOT CHORD
2-13=-770/1991, 12-13=-612/1811,
11-12=-617/1812, 10-11=-617/1812,
8.10=-775/1991
WEBS
4-13=-65/373, 4-12=-201/547,
5.12=-382/236 6-12=-200/545,
6-10=-64/374
NOTES- (9)
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=15ft; B=45ft; L=281t; 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) 12-0-6to21-3.10,
Exterior(2R) 21-3-10 to 24-3-10, Interlor(1)
24-3-10 to 31-4-0 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) 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.
PLATES
MT20
GRIP
2441190
Weight: 144lb FT = 20%
71 ' This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas
where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other
members.
8) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
427 lb uplift at joint 2 and 427 lb uplift at joint 8.
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
SALVADOR JURADO ME STATE OF FLORIDA REG NO, 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type Oty Ply
A0238152
34296-4-5 T05 HIP TR i 1
Job Reference (optional)
Run. 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:35:00 2021 Page 1
IDJbsSUYEphcZuYTshvwE36RyhOBX-xiwP2h H1POyDnRC4DoThDBwCkzDaYLmnyzgYSyfMWv
6-6-5 , 11-0-0 15-2-0 _ 19-4-0 23-9-1 i 30-4-0_ 31-4-,0
6-6-5 4-5-11 4-2-0 4-2-0 4-5-11 6-6-5 ;b
Scale-1:54.8
4x4 = 34xa =
x4 =
2x4 3Z5 = 3x6 = 2x4 0-8-w-i=8}
KaER"W= 3x8 =
6-6-5 11-0-0
19-4-0
23-9-11
30-4-0_
_
6-6-5 4-5-11
8-4-0
4-5-11
6-6-5
Plate Offsets (X,Y)--
11:0- 1 -8,Edge], [7:0-1-8,Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.55
Vert(LL)
-0.15 10-12 >999
240
MT20 244.190
TCDL 7.0
Lumber DOL 1.25
BC 0.70
Vert(CT)
-0.36 10-12 >999
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.26
Horz(CT)
0.09 7 Na
n1a
BCDL 10.0
Code FBC2020/TPI2014
Matrix-SH
Weight: 147 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 3-1-9
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 6-9-5 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 =
109610-8-0
7 =
1171/0-8-0
Max Horz
1 =
-119(LC 10)
Max Uplift
1 =
-357(LC 12)
7 =
-428(LC 12)
FORCES, (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
1-14=-22771874,2-14=-2211/886,
2-3=-18291764, 3-4=-16501736,
4-15=-16481741, 5-15=-1648/741,
5-6=-1826/763, 6-16=-21981885,
7-16=-22621869
BOT CHORD
1-13=-725/2024, 12-13=-725/2024,
11.12=-594/1755, 10-11=-59411755,
BOT CHORD
1-13=-725/2024, 12-13=-72512024,
11-12=-594/1755, 10-11=-59411755,
9-10=-73312009, 7-9=-73312009
WEBS
2-12=-4611252, 3-12=-1631486,
4-12=-2671113, 4-10=-269/117,
5-1 0=- 1601484, 6-1 0=-446/244
NOTES- (9)
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=15ft; B=45ft; L=280; eave=4tt;
Cat.11; Exp B; Encl., GCpi=0.18; MWFRS
(directional) and C-C Exterior(2E) 0-4-0 to 3-4-0,
Interior(1) 3-4-0 to 11-0.0, Exterior(2R) i 1-0-0 to
15-2.0, Interior(1) 15-2-0 to 19-4-0, Exterior(2R)
19-4-0 to 23-9-11, Interior(1) 23-9-11 to 31-4-0
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) All plates are MT20 plates unless otherwise
indicated.
6) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
7) ' This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas
where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other
members.
8) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
357 lb uplift at joint 1 and 428 lb uplift at joint 7.
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
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type Oty Ply
A0238153
34296-4-5 T06 HIP TR 1 1
Job Reference (optional)
Run 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:35:01 2021 Page 1
ID:JbsSUYEphcZuYTshvwE3BRyhOBX-PvUnFt voiWpcAGaGwJiERk2l8H4JxTvOcJE4vyfMWu
7-7-12 _ 13-0-0 _ 17-4-0 22-8-4 30-4-0 31-4-0
7-7-12 5-4-4 4-4-0 5-4-4 7-7-12 1-0-6
Scale = 1:54.8
46 =
4x4 =
Qj��t�•J' 2x4 3x4 = 3x6 = 2x4 I
3x8 =
7-7-12
13-0-0
17-4-0
22-8-4
30-4-0
7-7-12
5-4-4
4-4-0
5-4-4
1
7-7-12
Plate Offsets (X,Y)--
[1:0-1-2,Edge], [3:0-3-8,0-2-0], [6:0-1-8,Edge]
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/de0
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.72
Vert(LL)
-0.13 10-11
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.78
Vert(CT)
-0.27 1-12
>999
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.46
Horz(CT)
0.09 6
n/a
n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Weight: 147 lb FT = 200%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No-2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheath..ng directly applied or 2-7-4
oc purins.
BOT CHORD
Rigid ceiling directly appFed or 6-9-6 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be instal ed during
truss erection, in accordance with Stab lizer
Installation guide.
REACTIONS. (lb/size)
1 = 1096/0-8-0
6 = 1171r'080
Max Horz
1 =-139(LC 10)
Max Uplift
i-357(LC 12)
6 =-428(LC 12)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOPCHORD
1 13= 2234/850, 2-13— 2163/865,
2.14=-1658/707, 3-14=-1589/722,
3-15=-1469/708, 15-16=-1469/708,
4-16= 14691708, 4-17=-15891726,
5-17=-1657/710, 5-18=-2150/866,
6-18:-2223/847
BOT CHORD
1-1 2=-696/1980,11.12=-696/1980,
BOT CHORD
1-1 2=-696/1980,11.12=-696/1980,
10-11=-450/1468, 9-10=-70611967,
8-9=-70611967, 6-8=-706/1967
WEBS
2-12=0/290, 2-11=-606/292,
3-11=-118/391, 4-10=-1211391,
5-1 0= -591/285, 5-8=0/288
NOTES- (9)
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=15ft; B=45ft; L=28ft; eave=4ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS
(directional) and C-C Exterior(2E) 0-4-0 to 3-4-0,
Interior(1) 3-4-0 to 13-0-6, Exterior(2E) 13-0-6 to
17-3-10, Exterior(2R) 17-3-10 to 21-6-9,
Interior(1) 21-6-9 to 31-4-0 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) Alf plates are MT20 plates unless otherwise
indicated.
6) This truss has been designed for a 10.0 psi
bottom chord live load nonconcurrent with any
other live loads.
Im
7) ' This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas
where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other
members.
8) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
357 lb uplift at joint 1 and 428 lb uplift 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
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type Oty Ply
A0238154
34296-4-5 T07 HIP TR 1 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, ' nc. Thu Sep 9 13:35:02 2021 Page 1
ID:JbsSUYEphcZuYTshvwE3BRyhOBX-t529TN?XZ1egT4amgegxmeG9eXbV2Ks3EF2ndLyfMWt
15-4-0
8-9-6 15-0-0 15-2 0 21.6-10 30-4-0 31-4-0
8-9-6 6.2-10 0-2 0 8 2 10 8-9.6 1-0-d
0.2-0
Scale = 1:54,8
NBRT%..
20
4x4 =
3x9 = 3x6 = 2x4
0-81*1-8)
15.4.0
8-9.6 _
15.0-0
15,L2,t}
21.6- I :1
30-4.0
i
B-9-6
6.2,10
0-M
6-2-'0
8-9-6
0-2-0
Plate Offsets (X,Y)--
[1:0-1-2,Edgej
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Weil
Ltd
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
1.00
Vert(LL)
0.18 1-10
>999
240
MT20
2441190
TCDL 7.0
Lumber DOL
1.25
BC
0.90
Vert(CT)
-0.38 1-10
>931
180
BCLL 0.0 '
Rep Stress Incr
YES
W B
0.77
Horz(CT)
0.09 5
nr'a
n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
We,ght: 136lb
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 6-11-6 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
1096/0-8-0
5 =
1171/0-8-0
Max Horz
1 =
-160(LC 10)
Max Uplift
1 =
-357(LC 12)
5 =
-428(LC 12)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
1 -11 =-2179/789, 2-11=-20971808,
2-12=-1482/614, 3-12=-14001632,
3-13=-1400/626, 4-13=-1481/607,
4-14=-20871798, 5-14=-2170/776
BOT CHORD
1 -1 0=-631/1922, 9-10=-63111922,
8-9=-63511912, 7-8=-635/1912,
5-7=-635/1912
WEBS
2-10=01338, 2-9=-742/350,
WEBS
2-10=0/338, 2-9=-742/350,
4-9= 731 /345, 4-7=01337,
3-9=-296+812
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=15ft; B=45ft; L=28111; eave=4ft;
Cat. II; Exp B; Encl., GCpi=0A8; MWFRS
(directional) and C-C Exterior(2E) 0-4-0 to 3-4-0,
Interior(1) 3-4-0 to 15-2-0, Exterior(2R) 15-2-0 to
19-4-15, Interior(1) 19.4-15 to 31-4-0 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 I.ve 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
357 lb uplift at joint 1 and 428 ib uplift at joint 5.
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
A0238155
34296.4-5 T08 SPECIAL TR 2 1
Job Reference (optional)
Run: 8 420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:35:03 2021 Page 1
ID:JbsSUYEphr-ZuYTshvwE3BRyhOBX-Llcx9109KKmX4E9zOLLAJspP Wx?vngFCTVOK9nyfM Ws
- -0-0 5-0-0 9 8 0 .12-2-8 } 19-10-0 I 27-5-8 35-0-0 36-0-0
1-0 5-0-0 4-8-0 2-6-9 7-7-8 7-7-8 7-6-8 1-0-0
Scale = 1:65.1
r
4xfi —
L° 15 14 '" " — ' ' — NOP2X STP=
NOWC�TP= "_ 3x4 —_ 3x6 = 3x4 = 2xA 0-8-g l-B)
3x4 x 3x4 = 3x4 =
5-0-0 _ 9-8-0
16-3-11
23-4-5
29-9-13_
5-0-0 4-8-0
6-7-11
7-0-11
6-5-8
Plate Offsets (X,Y)--
[2:0-1-8,Edge], [3:0-2-0,0-2-8)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in floc)
Well Vd
TCLL 20.0
Plate Grip DOL 1.25
TC 0.67
Vert(LL) -0.17 11.13
>999 240
TCDL 7.0
Lumber DOL 1.25
BC 0.70
Vert(CT)-0.2911-13
>999 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.56
Horz(CT) 0.06 8
nla n/a
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 3-4-5
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 4-11-0 oc bracing.
WEBS
1 Row at midpt 4-15
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
2 =
-330/0-8-0
15
193910-8-0
8 =
1076/0-8-0
Max Horz
2 -
162(LC 11)
Max Uplift
2 =
-451(LC 18)
15 =
-686(LC 12)
8 =
-398(LC 12)
Max Grav
15 =
2115(LC 2)
8 =
1197(LC 18)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2.16=-477/1501,3-16=-47211556,
TOP CHORD
2-16=-477/1501, 3-16=-472/1556,
3-17=-38511382, 17-18=-385/1382,
18-19=-385/1382,4-19=-386/1382,
4-5=-1124/425, 5-20=-15221582,
6-20=-14441593, 6-21 =-1 616/640,
7-21 =-1 6941629, 7-22=-2289F751,
8-22=-23451732
BOT CHORD
2-23=-13661498,15-23=-13661498,
14-15=-26311078, 13-14=-423/1453,
12-13=-283/1199,12-24=-28311199,
24-25=-28311199, 1 t-25=-283/1199,
10-11=-620/1911, 8-10= 607/2083
WEBS
3-15=-8721404, 4.15=-2606/844,
4-14— 152/611,5-14=-552l285,
6-13=-67/388, 6-11=-1731709,
7-11=-574/321, 7.10=0/303
NOTES- (9)
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=15ft; B=45ft; L=28ft; eave=4ft;
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 5-0-6, Exterior(213) 5-0-6 to
8-0-6, Interior(1) 8.0-6 to 19-10-0, Exlerior(2R)
19-10-0 to 22-10-0, Interior(1) 22-10.0 to 36-0-0
zone; porch left exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3535
5-2-3
PLATES GRIP
MT20 244/190
Weight: 171 lb FT = 20%
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.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.
8) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
451 lb uplift at joint 2, 686 lb uplift at joint 15 and
398 lb uplift at joint 8.
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
SALVADOR JURADO ME STATE OF FLORIDA REG NO, 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss
34296-4-5 T09
{} 7-0-0
Q•{t 7-0-0
Truss Type oty Ply
SPECIAL TR 2
A0238156
Job Relerence (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 M Tek Industries, Inc. Thu Sep 9 13:35:04 2021 Page 1
ID:JbsSUYEphcZuYTshvwE3BRyhOBX•pUAw31o5euOiOk9x3tPs3MbuLdtWF?M ZXuh[44MWr
11-8-0 12.2.1016-3-11 19-10-0 27-5-7 29-9-12, 35-0-0 36-0-0
4-8-0 0-6- 0 4-1-1 3-6 5 7-7-7 2 4-5 5-2.4 1-0-b
44
5
Scale - 1 65.1
1�
21 22 14 13 iZ 1 1 ids 9'it 'u ' NOP2X STP=
N0646STP= b1@Wgtr= 4x4 = 3x6 = 3x4 = W 0-8-gale)
3x4 �1 3x4 // 3x4 =
5-0-0 7-0-0 11-8-0
16-3-11
19-10-0
23-4-5
29-9-12
_35-0-0 i
5-0-0 2-0-0i 4-8-0
4-7-11
3-6-5
3-6-5
6-5-7
5-2-4
Plate Offsets (X,Y)--
[3:0-3-0,0-1-12], [4:0-3-0,0-2-4]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Well Ltd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.63
Vert(LL)
-0.18 10-12
>999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.73
Vert(CT)
-0.31 10-12
>999 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.66
Horz(CT)
0.06 7
n..a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix-SH
Weight. 170 lb FT - 20%,
LUMBER -
TOP CHORD 2x4 SP No.2 'Except'
T3: 2x4 SP 225OF 1.9E
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-4-8
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 5-1-4 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
2 =
-21610-8-0
14 =
1797/0-8-0
7 =
1104/0-8.0
Max Horz
2 =
-162(LC 10)
Max Uplift
2 =
-346(LC 18)
14 =
-620(LC 12)
7 =
-409(LC 12)
Max Grav
14 =
1973(LC 2)
7 =
1228(LC 18)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-15=-426/11258,15-1(3=-4113/1311,
3-16=-413/1365, 3-17=-15321635,
TOP CHORD
2-15=-426/1258, 15-16=-41311311,
3-16=-413/1365, 3.17=-15321635,
4-17=-1532/635, 4-18=-1617/626,
5-1 8=- 1530/640, 5-19=-1695/680,
6-1 9=-1 7731670. 6-20=-2361 /790,
7-20=-24171771
BOTCHORD
2-21=-I1861467,21-22=-1186/467,
14-22=-1186/467, 12-13=-501/1640,
11 -1 2=-324/1267,11-23=-324/1267,
23-24=-324/1267, 10-24=-32411267,
9-10=-655/1979, 7-9=-64212149
WEBS
3-14=-21321835, 4-13=-794/369,
5-12=-77/416, 4-12=-304/167,
5-10= 167/713, 6-10=-566/316,
6-9=01298, 3-13=-556/1759
NOTES- (9)
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=15ft; B=45ft; L=28ft; eave=4ft;
Cat. 11; Exp B; Encl., GCpi=O.18; MWFRS
(directionat) and C-C Exterior(2E) -1-0-0 to 2-0-0
, Interlor(1) 2-0-0 to 7-0-0, Exterior(2R) 7-0.0 to
10-0-0, Interior(1) 10.0-0 to f 9.10-0,
Exterior(2R) 19-10-0 to 22-10-0, Interior(1)
22-10-0 to 36-0-0 zone; porch left exposed;C-C
for members and forces & MW FRS for react ons
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer Y Project engineer
responsible for verifying applied roof live load
shown covers rain loading requirements specific
to the use of this truss component.
4) Prov;de adequate dra nags to prevent water
ponding
5) All plates are MT2(] 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.Ops1 on the bottom chord in all areas
where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other
members, with BCDL 10.Opsf.
8) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
346 lb uplift at joint 2, 620 lb uplift at joint 14 and
409 lb uplift at joint 7.
9) "This manufactured product is designed as an
indiv,dual 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. MIAM1 FL, 33166
Job Truss Truss Type
Oty Ply
34296-4-5 T10
0- 5-5-0
1-0 5-5-0
A0238157
SPECIAL TR 2 1
Job Reference (optional)
Run- 8.420 s Feb 10 2021 Print: 8 420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:35:05 2021 Page 1
ID:JbsSUYEphcZuYrshvwE3BRyhOBX-Igk15P1 WFKYJLVmOeOHuijleJFgJVwDHRDgyfMWq
F 9-0-0 13-8-0 19-10-0 26-0-0 27-1-2 35-0-0 36-0.0
3-7-0 4-8 0 6-2-0 6-2-0 1-1-2 7-10-14 7-0-0
04 —
Scale = 1:55.1
" 15 14 ""` — — — NOP2XSTP=
N0b%X(PTP= b9FO-W= 3x10 —_ 3x6 = 3x4
3x4 = 2x4 if 30 -
5-0-0 9-0-0
13-8-0
16-3-11
19-10-0�
23-4-5
27-1-2
29-4-1 it
35-0-0
5-0-0 4-0-0
4-8-0
2-7-11
3-6-5
3-6-5
3-8-13
2-3-9
5-7-5
Plate Offsets (X,Y)-- [5:0-2-0,0-2-4], [14:0-3-12,0-1-8]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Ildefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.88
Vert(LL)
-0.17 11-13
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.83
Vert(CT)
-0 29 11-13
>999
180
BCLL 0.0 '
Rep Stress Incr YES
WB
0.78
Horz;CT)
0.05 8
nla
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix-SH
Weight: 176 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 5-6-15 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 =
-205/0-8-0
8 =
1101/0-8-0
15 =
178810-8-0
Max Horz
2 =
162(LC 11)
Max Uplift
2 =
-319(LC 18)
8 -
-406(LC 12)
15 =
-638(LC 12)
Max Grav
8 =
1231(LC 18)
15 =
1953(LC 17)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less
except when shown.
TOP CHORD
2-16=-400/1186, 3-16=-395/1248,
3-17=-726/300, 4-17=-717/310,
4-18=-639/303, 5-18=-639/303,
5.19=-1629/657, 6-19=-1576/667,
TOP CHORD
2.16=-400/1186,3-16=-395/1248,
3-17-726/300, 4-17=-7171310,
4-18=-639/303, 5-18=-639/303,
5.19=-1629/657,6-19=-1576/667,
6-20-1737/716, 7-20=-1801/698,
7-21=-22971763, 8-21=-2370/737
BOT CHORD
2-22=-1100/421,15-22=-1100/421,
14-15= 758/281,13-14=-474/1576,
12.13-310/1248,12-23=-31011248,
23-24=-310/1248, 11-24=-310/1248,
10-11= 596/1860, 8-10=-60012090
WEBS
3-14=-47011568, 6-11=-231/777,
7-11=-524/305, 7-10=-6/338,
6-13=-128/491, 5-13=-252/184,
5-14=-11651465, 3-15=-18631715
NOTES- (9)
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=1511t; B=45ft; L=28ft; eave=4ft;
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 9-0-0, Exterior(2R) 9-0.0 to
12-0-0, Interior(1) 12-0-0 to 19-10-0,
Exterior(2R) 19-10-0 to 22-10-0. Interior(1)
22-10-0 to 36-0-0 zone; porch left exposed;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) All plates are MT20 plates unless otherwise
indicated.
6) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
7) ' This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas
where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other
members, with BCDL = 10.Opsf.
8) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
319 lb uplift at joint 2, 406 lb uplift at joint 8 and
638 lb uplift at joint 15.
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
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type Oty Ply
A0238158
34296-4-5 T11 SPECIAL TR 2 1
Job Reference (options )
Run; 8.420 s Feb 10 2E21 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:35:07 2021 Page 1
ID:JbsSUYEphcZuYTshwrE3BRyhOBX-E32w43gNZGyZrTkdB061',_2NYKgIafoOXmYIYy{M Wo
6-8-2 11-0-0 15-8-0 19-10-0 26-0-0 35-0-0 36-010
6-8-2 4-3-14 480 4-2-0 6-2-0 9-0-0 f-0 0
4x4
rrr F
Sea e - 1:65 1
zz 15 14 13 is rI 'u N0132X STP=
NOC%X6';TP= "IW{n7Q 3x6 = 3x4 = 3x4
3x4 = 2x4 3x4 =
5-0-0 11-0-0
15-8-0
23-4-5
29-4-11
35-0-0
5-0-0 6-0-0
4-8-0
7-8-5
6-0-6
5-7-5
Plate Offsets (X,Y)--
[3.0-1-12,0-1 81. [14:0-2-8,0-1-8)
LOADING (psf)
SPACING- 2.0-0
CSI.
DEFL.
in (loc)
Ildefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 11.25
TC 0.87
Vert(LL)
-0.20 11-13
>999 240
MT20 244;190
TCDL 7.0
Lumber DOL 1.25
BC 0.83
Vert1CT)
-0.34 11-13
>999 180
BCLL 0.0 '
Rep Stress Incr YES
W B 0.73
Horz(CT)
0.06 8
n/a Na
BCDL 10.0
Code FBC2020/TPI2014
Matrix-SH
Weight; 181 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 5-7-9 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
2 =
-158/0-8-0
15 =
1731/0-8-0
8 =
1111 /0-8-0
Max Horz
2 =
162(LC 11)
Max Uplift
2 =
-278(LC 18)
15 =
-613(LC 12)
8 =
-410(LC 12)
Max Grav
15 =
1899(LC 17)
8 =
1245(LC 18)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2.16=-397/1089, 3-16=-390/1171,
3-17=-1061/445, 4-17=-1015/458,
4-18=-939/445, 5-18=-9391445,
5-19=-17151752. 6-19=-1681 /762,
TOP CHORD
2-16=-39711089, 3-16-390.1171,
3-17= 1061/445, 4-17=-1015/458,
4-18=-939/445, 5-18=-939 445,
5-19=-1715/752, 6-19-16811762
6-20= 1779/736,7-20=-1844l718.
7- 21--2328/785, 8-21=-2400/759
BOT CHORD
2-22=-1023/423,15-22=-11023/423,
13-14=-453/1587, 12-13=-327.+1260,
12-23=-32711260, 23-24=-327:'l260.
11-24=-32711260, 10 11= 616/1897.
8-1 0=-621/2119
WEBS
3-15=-1977/80113-14= 286/1093.
5-14=-897/320, 5-13=-322/230,
6-13=-238/596, 6-11=-232/805,
7-11-521/309, 7-10=-7/325
NOTES- (9)
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=151t; 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 0.0to 11-0-6, Exteriorl2R) 11-0-6
to 14-0-6, Interior(1) 14-0-6 to 19-10 0,
Exterior(2R) 19.10-0 to 22-10-0, Interior(1)
22-10-0 to 36 0-0 zone; porch left exposed;C-C
for members and forces & MWFRS for react ons
shown; Lumber DOL .1.60 plate gr p DOI. =1.60
3) Building Des gner : 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, with BCDL = I O.Opsf.
8) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
278 lb uplift at joint 2, 613 Ib uplift at joint 15 and
410 lb uplift at joint 8.
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
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type Qty Ply
A0238159
34296-4-5 T12 SPECIAL TR 2 1
Job Reference (optional)
Run, 8 420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:35:08 2021 Page 1
ID.JbsSUYEphcZuYTshvwE3BRyh0BXJFPQjQ418t0p8?2wAuxLOvWD?ytvS1gxdBVSq?yIMWn
10 4 7-9-7 13-0-0 17-8-0 19-10-0 26-0-0 35-0-0 36-0-0
.0 } 7-9-7 5-2-9 4-8-0 2-2-0 6-2 0 9-0-0 1-0-0
Scale = 1:65.1
18(mb W dp1w1S R
3x4 3x4
5-0-0
13-0-0
5-0-0
8-0-0
LOADING (psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
1.25
BCLL
O.0 '
Rep Stress Incr
YES
BCDL
10.r"
Code FBC2020/TP12014
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
Rig!d 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. (lb/size
2
-65?0.8-0
15 -
162110-8-0
8 =
1128r0-8-0
Max Horz
2 =
162(LC 11)
Max Uplift
2 =
-160(LC 11)
15 =
-564(!-C 12)
8
-417(LC 12)
Max Grav
2 =
19(LC 21)
15 -
1621(LC 1)
8 =
1128(LC 1)
FORCES. (lb)
Max- Comp./Max. Ten. - At forces 250 (lb) or less
except when shown.
TOP CHORD
2-16-3091714, 3-16=-298/860,
3-17=-11851542, 4-17=-1118/558,
4-18-1037/542,18-19=-1037/542,
5 19=-1037/542, 5-6=-1454/749,
44 =
4x4 = 4x4 =
6
31tl9 = 3x6 3"
3x4 =
17-8-0
23-4-5
4-8-0
5-8-5
CSI.
DEFL. in (10c)
TC
0.88
Vert(LL) -0.11 14-15
BC
0.84
Vert(CT)-0.2214-15
WB
0.74
Horz(CT) 0.06 B
Matrix-SH
TOP CHORD
2-16=-309/714, 3-16=-2981860,
3-17=-11851542, 4-17=-1118/558,
4-18=-1037/542, 18.19=-1037/542,
5-19=-1037/542, 5-6=-1454/749,
6-20=-15891767,7-20=-1669/749,
7-21=-20761814, 8-21=-2166/788
BOT CHORD
2-22=-712/358, 15-22=-712/358,
14-15=-218/575, 13.14=-429/1334,
12-13=-429/1334,11-12=-354/1180,
10-11=-644/1746, 8-10=-647/1903
WEBS
3-15=-1899/831, 3-14= 1i0/562,
4.14=-441251, 5-14=-466/218,
5-12=-414/249, 6-12=-249/526,
6-11=-2361598, 7-11=-497/309,
7.10=-41340
NOTES- (9)
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=15111; 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 13-0.0, Exterior(2R) 13-0-0
to 16-0.0, Interior(1) 16-0-0 to 19-10-0
Exterior(2R) 19.10-0 to 22-10.0, InteZr(1)
22-10-0 to 36-0-0 zone; porch left exposed;C-C
for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
i8
2x4 0.8-9*1=8)
29-4-11 35-0 0
6-0-6 5-7-5
I/dell Ud PLATES GRIP
>999 240 MT20 2441190
>999 180
nla n/a
Weight: 186 lb FT = 200/6
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.Opsf on the bottom chord in all areas
where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other
members.
8) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
160 lb uplift at joint 2, 564 lb uplift at joint 15 and
417 Ito uplift at joint 8.
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
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job
Truss
Truss Type
ally Ply
A0238160
34296-4-5
T13
HIP TR
2 1
Job Reference (optional)
Run: 8.420 s Feb
10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:35:09 2021 Page 1
ID:JbsSUYEphcZuYTshvwE3BRyhOBX-ASzoxm4wvAWgo9d7kcSaZ73PrM04BbB5rrF1MRyIMWm
20-0.0
51 0-_0_
7-d-i1
15.0-0
_ 19-8 0 19- -0 27-7-6 35-0-0 36-0.0
4 Q p
Ti-11
7.7.5
4 8-0 0- 0 7-7-6 7-4-10 1-0-0
0-2-0
Scale: 3i 16"=1'
4xs =
4x4 =
NOP2X STP= 13 12 ' ' 10 9 NOP2X STP=
0-8-M-1v9) 2x4. 3x4 = 3x6 = M = 2x4 i 0-8-m-iq)
20-0.0
_
7.4-1' 1 1541 09-8-0
19-ai-5
27-7
35 Q
7-4-11 7-7.5
14-8-0
0-3,-5
74-6
7-4-10
0.0-11
Plate Offsets (X,Y)-- 14.0-3-8 0-2-01.[5:0-2-0 0-2-4]
LOADING (psf)
SPACING- 2.0-0
CSI.
DEFL.
in (loc)
Well
L/d
PLATES GRIP
TCLL 200
Plate Grip DOL 1.25
TC 0.81
Vert(LL)
-0.17 12
>999
240
MT2i: 244190
TCDL 7.0
Lumber DOL 1.25
BC 0.78
Vert(CT)
-0.37 12-13
>999
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.28
Horz(CT)
0.13 7
n/a
nla
BCDL 10.0
Code FBC20201TP12014
Matrix-SH
Weight: 173 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 6-2-4 oc bracing.
WEBS
1 Row at midpt
3.12, 6.10
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
2 =
1342/0-8-0
7
1342/0-8-0
Max Horz
2 =
-160(LC 10)
Max Uplift
2 =
-483(LC 12)
7 =
-483(LC 12)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-14=-268611034, 3-14=-2621/1053,
3-15=-19461836, 4-15=-1850/847,
4-16=-1717/843, 16-17=-17171843,
5-17=-1717/843, 5-18=-1850/847,
6-18=-19461836, 6-19=-2620/1053,
7-19=-2685/1034
TOPCHORD
2-14=-268611034, 3-14=-2621!1053,
3-15=-1946/836, 4-15= 1850r847,
4-16=-17171843, 16-17=-1717'843,
5-17=-1717/843, 5-18=-1850/847,
6-18=-1946/836, 6-19= 2620.1053,
7- 1 9=-2685/1034
BOT CHORD
2-13=-88012398, 12-13=-880 2398.
11-12=-553/1716, 10.11-5531716,
9-10=-884/2397,7-9=-884/2397
WEBS
3-13=0/325, 3-12=-747F353,
4-12=-96/443, 6-9=0 324,
5- 1 0=-1 051443, 6-10=-7461353
NOTES- (9)
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=15ft; B=45h: L=28ft: save=4ft;
Cat. 11; 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 18-0-6, Interior(1) 18-0-6 to 19 11 10.
Exterior(2R) 19-11-10to22-11-10, Interior(1)
22-11-10 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) 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
483 lb uplift at joint 2 and 483 lb uplift at joint 7.
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
SALVADOR JURADO PX STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMII FL. 33166
Job Truss Truss Type Qly Ply
A0238161
34296-4-5 T14 HIP TR 2 1
Job Reference (options)
R.in: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries Inc Thu Sep 9 13:35:10 2021 Page 1
ID: JbsSUYEphcZuYTshvwE3BRyhOBX-eeXB865YgUeXQJCJIJzp5KcfCmKtwxbE4V?CvtyfMW I
18.0-0
1 0 0 5 t 3 12-3-13 17-0-0 17-q-0 22-8 3 28 10 13 35-0-0 *-010
C Go- 1 3 T 6 2 10 4-8.3 0-6-0 4 8-3 6-2 10 6-f-3 0-6
0-6-0
Scale ■ 1-68,1
5.00 12
4x8 =
6
NOP2X STP= "4 ' ° - � " 14 " `Y NOP2X STP=
0-WWA.8) 3x4 = 46 = 3x8 = 4x6 = 3x4 = 04b9p,�_81
18-0-0
8-9-9
17.0-0
17 :6 0
26-2-7
8-9-9
8-2-7
0-6-0
8-2-7
0-6-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I?dell
L/d
I CI L
20.0
Pate Grip DOL
1.25
TC
OA5
Vert(LL)
-126 12-14
>999
240
TCDL
7.0
Lumber DOL
1.25
BC
0.93
Vert(CT)
-D.45 12-14
>906
180
BCLL
0.0 '
Rep Stress Incr
YES
WB
0.72
Horz(CT)
0.11 10
nla
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'
B2: 2x4 SP No.2
WEBS 2x4 SP No-3
BRACING -
TOP CHORD
Structural wood sheathing d rectly applied or 3-0-7
cc 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 ere::tion, In accordance with Stab lizer
Installation guide.
REACTIONS. (lb/size)
2 -
1342JO-8-0
10 =
1342'0-8-0
Max Horz
2 =
-185(LC 10)
Max Uplift
2 -
.483(LC 12)
10 =
-483(LC 12)
Max Grav
2 =
1493(LC 17)
10 =
1493(LC 18)
FORCES. (lb)
Max. Comp., -'Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2 17=-29471972 3-17=-2917;986,
3-4=-2739/906. 4-5=-2671 /917,
5-18-1884/711, 6-18=-18351726,
6 19=-1835f726, 7-19=-1884/711,
7-8=-2671 -916, 8-9=-2740,'906,
TOPCHORD
2-17=-2947/972, 3-17=-2917:'986,
3-4=-27391906, 4-5=-2671;'917,
5-18=-1884/711, 6-18=-1835/726,
6-19=-1835/726, 7-1 9=-1 8841711,
7-8=-2671/916,8-9=-2740/906,
9-20=-2917/986,10-20=-2948/972
BOT CHORD
2-16=-82012793, 16-21m-598/2226,
15-21=-598/2226, 15-22=-59812226,
14-22=-598/2226, 14-23--609/2132,
13-23=-609/2132, 13-24=-609/2132,
12-24=-609/2132, 10-12= 830/2655
WEBS
3-16=-293/213, 5-16=-1101639,
5-14=-702/323, 7-14=-7021323,
7-12=-110/639, 9-12=-293/213,
6-14=-389/1208
NOTES- (8)
1) Unbalanced roof live loads have been
considered for this design.
2) Wind: ASCE 7-16; Vuit 165mph ,3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opsf; h=15111; 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 17-6-0, Exterior(2R) 17-6-0
io 21-8-15, Interior(1) 21-8-15 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.
35.0-0 T�
8-9 9
PLATES GRIP
MT20 244/190
Weight: 172 lb FT = 20%
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 chard 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
483 lb uplift at joint 2 and 483 lb uplift at joint 10.
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
34296-4-5
w.l
Truss Truss Type City Ply
T14A SPECIAL TR 2
A0238162
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:35:12 2021 Page 1
I D:JbsSUYEphcZuYTshvwE3BRyhOBX-aOfxZo7pC5uFldLhPkOHAlhzcZ1,IOo2XYpUJzmyfMW j
-j-0-0 4-10-13 11-3-4 17-0-0 f8-01020.8-0 23 5 6 27-1-12 9 1 1 35-0-0 36-0 0
00 4-1013 647 5812 -00 2.80 2-9-6 385 11 1 5106 00
5.00 12 4x4 = 4x4 =
6— 7
3x8
3x6 % 23
4
2x4 x�
22 - TL
1 2
NOP2X STP= 21 20
0-W(PA-9) 3x4 = 3x8 =
�x4
8
�1�x1Q� 16��
3x4 5x8
19 15
2x4 i, 2x4
24 3x6
9 3x4
10 2x4 ;
11
1R
2 W13
W
14
400 =
Scale = 1:66.5
n
25 0
`13
NOP2X STP=
0-13A(9 -9)
7-2-10 11-3-4
17-0-0
, 20-8-0
, 27-1-12
35-0-0
7-2-10 4-0-10
h 5-8-12
3-8-0
_
6-5.12
7-10-4
Plate Offsets (X,Y)--
[16:0-5.8,0-3.8],[18:0-5-8,0-3-4j1(20:0-3-4,0-1-8j
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.58
Vert(LL)
-0.23 18 >999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.80
Vert(CT)
-0.45 19-20 >925
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.91
Horz(CT)
0.19 12 n'a
n:a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Weight:209 lb FT 2C1{n
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 2-9-1
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 6-4-12 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
12 =
1342/0-8-0
2 =
1342/0-8-0
Max Horz
2 =
180(LC 11)
Max Uplift
12 =
-483(LC 12)
2 =
-483(LC 12)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-22=-2704/1009,3.22=-2625/1019,
3-4=-2509/944, 4-5=-2384/955,
5-23=-2365/901, 6-23=-2295/917,
6-7=-2145/886, 7-8=-2341/939,
8-24=-2889/1112, 9-24=-2923/1102,
9-10=-2988/1099, 10-11— 2507/957,
11 -25=-2606/980, 12-25=-2664/967
BOT CHORD
12-14=-823/2378, 17-18=-573/2140,
BOT CHORD
12-14=-823/2378, 17.18=-573/2140,
16-17=-823/2711, 2-21=-861?2436,
20-21=-643/2034
WEBS
5-21 =-1 10/351, 6-18=-244.-741,
8-16=-215l749, 5-20=-608/258,
18-20=-678/2144, 10-14= 499`219,
14-16=-789/2396, 10-16-631436,
7-17=-336/814, 8-17=-983/431
NOTES- (9)
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=15ft; B=45ft; L=28ft; eave=oft;
Cat. II; Exp B; Encl., GCpl=0.18; MWFRS
(directional) and C-C Exterior(2E) -1 -0-0 to 2-0-0
, interior(1) 2-0-0 to 17-0-0, Exterior(2E) 17-0-0
to 18-0-0, Exterior(2R) 18-0-0 to 22-2-15,
Interior(1) 22-2-15 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 ;ive 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.Opsf on the bottom chord in al areas
where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other
members.
8) Provde mechanical connection (by others) of
truss to bearing plate capable of withstanding
483 lb uplift at joint 12 and 483 lb uplift at joint 2.
9) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
build:ng 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
.ob Truss Truss Type Qty Ply
A0238163
34296-4-5 T15 COMMON TR 20 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.42n s Feb 10 2021 MiTek Industries Inc. Thu Sep 9 13:35:13 2021 Page 1
ID:JbsS UYEphcZuYTshvwE3BRyhOBX-3DDJn88RzPi 6HmwuzSXwjzEARzLa7lLgmTDSVCyfMW
18-0-0
1.0• 6 12-3-13 17-0 0 17.6.0 221 3 28-10-13 35-0-0 a6-P-P
0 6 I 6 2-10 4.8-3 0-6 D 4 8-3 6-2-10 6-1-3 0
0-6-0
Scale = 1:62.3
4x4 =
5-00 12
6
3x4
18
19 30
3x6
5
7
3x6
4
8
20 Z�
2x4
3
W4
s
w2
w3\
w3
17
�
\�
\
i
20
10
2
1
1
131
11
rn
NOP2X STP=
16
15 21
22
14
23 13
24
12
NOP2X STP=
0-8300Dd-8)
3xd =
06 =
3x6 _
06 =
3x4
f
18-0-0
8.9.9
17_0-0_
17.-q-6
26.27
35-0-0
8.9.9
8-2-7
0-6-'0
82 7
8-9.9
0-6-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Udefl
Ud
PLATES
GRIP
TCLL
20.0
Plate Grip DOL
1.25
TC
0.45
Vert(LL)
-0.26 14A 6
>999
240
MT20
2441190
TCDL
7.0
Lumber DOL
1.25
BC
0.93
Vert(CT)
-0.45 14-16
>906
180
BCLL
0.0 '
Rep Stress Incr
YES
WB
0.72
Horz(CTi
0.11 10
n/a
n/a
BCDL
10.0
Code FBC2020.TP12014
Matrix-SH
Weight: 172
lb FT = 201/6
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-
TOPCHORD
Structural wood sheathing directly applied or 3-0 7
oc purlins.
B07 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 Stab lizer
Installation guide.
REACTIONS. (lb/size)
2 =
134210-8-0
10 -
1342/0-8 0
Max Horz
2 =
-185(LC 10)
Max Uplift
2 =
-483(LC 12)
10 =
-483(LC 12)
Max Grav
2 =
1493(LC 17
10 =
1493(LC 18)
FORCES. (b)
Max. Comp.:Max. Ten. - All forces 250 ('b) or less
except when shown.
TOP CHORD
2 17=-2947:'986, 3-17=-2917/1002,
3-4=-2739/923, 4-5— 2671/933,
5-18-1884.'732, 6-18=-1835/747,
6 19=-1835/747, 7-19=-1884(732,
7-8=-2671/933, 8-9=-2740/923,
TOP CHORD
2-17=-2947/986, 3-17=-2917/1002,
3-4=-2739/923, 4-5=-2671/933,
5-1 8=-1 8841732, 6-18=-I835/747,
6-19=-1835/747, 7-19=-1884/732,
7-8=-2671/933, 8-9=-2740/923,
9-20=-2917/1002,10-20=-2948/986
BOT CHORD
2-16— 839/2793, 16-21=-619.:2226,
15-21=-619/2226, 15-22— 619/2226,
14-22=-619/2226, 14-23= 623/2132,
13-23=-623/2132, 13-24=-623/2132.
12.24=-623/2132, 10-12=-84312655
WEBS
3-16=-293/213, 5-16= 109/639,
5-14=-702/323, 7-14=-702/323,
7-12=-109/639, 9-12=-293/213,
6-14=-388/1208
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=15ft; B=45ft; L=28ft; eave=4ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS
(directional) and C-C Exter or(2E) -1-0 0 to 2-0.0
, Interior(1) 2.0-0 to 17-6-D, Extedor(2R) 17-6-0
to 20-6-0, Interior(1) 20-6-0 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) 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, with BCDL = 10.Opsf.
7) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
483 lb uplift at joint 2 and 483 lb uplift at joint 10.
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
A0238164
34296-4-5 T16 HIP TR 2 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:35:14 2021 Page 1
ID:Jbs$UYEphcZuYTshvwE3BRyhOBX-XPmh U83kiSzvwV4X921GAmFaNjFssRq?7z02eywWh
0 0 7-4-11 15-0-0 20-0-0 27-7-5 35-0-0 3fi-0-0
f 0 7-4-11 7-7-5 5-0-0 7 7-5 7-4-11 1-0-C
Scale' 3;16"-'
4x6 = 4x4 =
4 is i 17
NOP2X STP= 13 17 " 10 0 NOP2X STP=
0-8-M-1=9) 2" 3x4 = exa = 3ye= 2x4 0-84A%-1=9)
7-4-11 15-0-0
20-0-0
27-7-5
35-0-0
7 4-11 7-7-5
5-0-0
7-7-5
7-4-11
Plate Offsets (X,Y)--
[4:0-3-8,0-2-0]. [5:0-2-0,0-2-4]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Udell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.81
Vert(LL)
-0.17 12
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.78
Vert(CT)
-0.37 12-13
>999
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.28
Horz(CT)
0.13 7
n/a
Na
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Weight: 173 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 6-3-8 oc bracing
WEBS
1 Row at micipt
3-12, 6-10
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
2 =
134210-8-0
7 =
1342/0-8-0
Max Horz
2 =
160(LC 11)
Max Uplift
2 =
-483(LC 12)
7 =
-483(LC 12)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less
except when shown.
TOPCHORD
2-14=-2686/1002, 3-14=-2621/1020,
3-15=-1946/797, 4-15=-1856/810,
4-16=-1717/805, 16-17=-1717/805,
5-17=-1717I805, 5-18=-1858/810,
6-18=-19461797, 6-19=-2620/1020,
7-i 9=-2685/1001
TOP CHORD
2-14=-2686/1002, 3-14=-2621/1020,
3-15-1946/797, 4-15=-1858/810,
4 16=-17171805, 16-17=-1717/805,
5-17=-1717/805, 5-18=-18581810,
6.18=-1946/797, 6-19=-2620/1020,
7 19=-268511001
BOT CHORD
2-13=-844/2398,12-13=-844/2398,
11-12=-516/1716, 10-11=-516/1716,
9-10=-854/2397,7-9= 854/2397
WEBS
3-13=0/325, 3-12=-747/355,
4-12-961443, 5-1 0=-1 04/443,
6-10=-746/355, 6-9=0/324
NOTJES- (9)
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=15ft; 8=45ft; L=28ft; eave=4ft;
Cat. 11; 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 19-11-10.
Exterior(213) 19-11.10 to 24-2-9, Interior(1)
24-2-9 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) All plates are MT20 plates unless otherwise
indicated.
6) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
7) ' This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas
where a rectangle 3-6-0 tali by 2-0-0 wide will fit
between the bottom chord and any other
members.
8) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
483 lb uplift at joint 2 and 483 lb uplift at joint 7.
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
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MMIAMI FL. 33166
Job Truss Truss Type Oty Ply
A0238165
34296-4-5 717 HIP TR 2 1
Job Reference (optional)
Rk,n: 8 420 s Feb 1 C 2021 Print, 8.420 s Feb 10 2021 MiTek Industries, Inc Thu Sep 9 13:35:16 2021 Page 1
I D :J bsSUY EphcZu YTshvwE3 B RyhOBX.Tou SP9AJG KP hSErrea4 E L bsaN BM HKj W 7SR S W6XyfM Wf
-D 7-7-12 13-0-0 1760 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 1-0-
Scale: 31'1$-=1,
I�1
40 —
3>� = 4xa
4 c 18
NOP2X STP= 14 13 `1 " ;i 11 10 NOP2X STP=
0-8-tk1--12) 2x4 1 M = 43d6 = 33(6 = 2x4 0-8-%Q31-32)
7-7-12
13-0-0
22-0-0
_ 27-4-4
_
7-7-12
5-4-4
9-0-0
5-4-4
LOADING (psf)
SPACING
2-0-0
CSI.
DEFL.
in (loc) I/dell
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.85
Vert(ILL)
-0.35 11-13 >999
240
TCDL
7.0
Lumber DOL
1.25
BC 1.00
Vert(CT)
-0.62 11-13 >664
180
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.50
Horz(CT)
0.14 8 n/a
n/a
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 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. (Ib/size)
2 =
1342/0-8.0
8 -
1342/0-8-0
Max Horz
2 =
-140(LC 10)
Max Uplift
2 =
-483(LC 12)
8 =
-483(LC 12)
Max Grav
2 =
1490(LC 17)
8 =
1490(LC 18)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-15=-2916/989, 3-15=-2859/1008,
3-16=-23071846,4-16=-2251/862,
4-17=-21021837, 5.17=-2101/837,
5-18=-2101/837, 6-18=-2102/837,
6-19=-2251/862,7-19=.23081846,
7-20=-2859/1008,8.20=-2916/989
TOP CHORD
2-15=-2916/989, 3-15=-2859/1008,
3-16=-2307/846,4-16=-2251/862,
4.17=-2102/837, 5.17=-2101/837,
5-18=-2101/837, 6-18=-2102/837,
6-19=-2251/862, 7-19=-2308/846,
7.20=-2859/1008,8-20=-2916/989
BOT CHORD
2-14=-826/2709,13-14=-826/2709,
13-21=-65412209, 12-21=-654/2209,
12-22=-654/2209,11-22=-65412209,
10-11 =-837/2605, 8-1 0=-837/2605
WEBS
3-14=0/252, 3-13— 654/290,
4.13=-178/682,5-13=-293/119,
5-11=-2931119, 6.11=-178/682,
7-11=-655/290, 7-10=0/252
NOTES- (9)
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=15ft; 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 13.0-0, Exterior(2R) 13-0-0
to 17-6-0, Interior(1) 17-6-0 to 22-0-0,
Exterior(2R) 22-0-0 to 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.
35-0-0
7-7-12
PLATES GRIP
MT20 244/190
Weight: 173 lb FT = 20%
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, with BCDL = 10.0psf.
8) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
483 lb uplift at joint 2 and 483 lb uplift at joint 8.
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
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job
Truss
Truss Type
Oly Ply
A0238166
34296-4-5
T18
HIP TR
2 1
Job Reference (opt onal)
Run: 8.420 s Feb 10 2021 Pr nt: 8.420 s Feb 10 2021 MiTek Industries, Inc, Thu Sep 9 13:35:17 2021 Page 1
ID:JbsSUYE phcZuYTshvwE3BRyhOBX-x-.SgcVBxleXYmOEtCHbT"Ma W3EzGh5B4ezyfMWe
6-6-5
11-0-0 17-6-0
24-0-0 28-5-11 35-0-0 3 -0-0
.Oy0
0-0
6-6-5
_
f 4-5-11 6 6 0
r 6-6-0 4-5-11 6-6-5 1-0-
Scale: 3116"=1'
4%* — 2011 06 _
F nn
f
NOP2X STP= 15 14 1,1 12 11 10 NOP2X STP=
0-84A-1=6) 2x41 11 3x4 = 3x6 = 3x4 = 2x4 I 0-87M- t=9}
3x8 =
6-6 5 11-0-0 ,
17-6-0
24-0-0 _
28-5-11
35-0-0 ,
6-6-5 4-5-11
6-6.0
6-6-0
4-5-11
6-66-6 5
Plate Offsets (X,Y)-- [4:0-3-8,0-2-0],[6:0-3-8,0-2 0],[13:0-2-0,0-1-81
_
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 0.58
Vert(Lt) -0.20 12
>999 240
MT20 244.190
TCDL 7.0
Lumber DOL 1.25
BC 0.74
Vert(CT) -0.38 11-12
>999 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.23
Horz(CT) 0.13 8
n/a nra
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Weight: 174 lb F i = 20°a
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 20 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-10-9
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 6-3-8 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 =
134210-8-0
8 =
134210-8-0
Max Horz
2 =
120(LC 11)
Max Uplift
2 =
-483(LC 12)
8 =
-483(LC 12)
FORCES. (lb)
Max. CompJMax. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-16=-2681/1006, 3-16=-2616/1021,
3-4=-2256/913, 4-17=-2410/1014,
17-18=-241011014,5-18=-2410/1014,
5-19=-2410/1014, 19-20=-2410/1014,
6-20=-2410/1014, 6-7=-2256/913,
7-21 _ 261611021, 8-21=-268111006
BOT CHORD
2-15=-848/2391, 14-15=-848/2391,
BOT CHORD
2-15=-848/2391, 14-15=-848/2391,
13-14=-65312036,12-13=-65312036,
11-12=-663/2036,10-11=-857/2391.
8-10=-857/2391
WEBS
3-14=-428/22814-14=-87/368,
4-12=-182/576, 5-12=-403/247,
6-12=-1821576, 6-11=-87/368,
7-11=-429/228
NOTES- (9)
1) Unbalanced roof live loads have been
considered for this design.
2) Wind: ASCE 7-16; Vuit=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.Opsf; h=15ft; B=45ft; L=2611; eave=4ft;
Cat. II; Exp B; Encl., GCpi=O.i8-, 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) 15-3-4to 23-11-10,
Exterior(2R) 23-11-10to 28-5-11, Interior(l)
28-5-11 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) All plates are MT20 plates unless otherwise
indicated.
6) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
7) ' This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas
where a rectangle 3 6 0 to I by 2-0 0 wide wil fit
between the bottom chord and any other
members.
8) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
483 lb uplift at joint 2 and 483 lb uplift at joint 8.
9) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
buildng 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
Jab ; Truss Truss Type Qty Ply
A0238167
`34296-4-5 T19 HIP TR 2 1
Job Reference (optional)
Rrn: 8.42r s Feb 10 2021 Print- 8.420 s Feb 10 2021 MiTek Industries Inc. Thu Sep 9 13:35:18 2021 Page 1
ID:JbsSUYEphcZuY rshvwE3BRyhOBX-PAOCgrBaoxfPNYprm?7iOOxvr-2iod8OwixdBPyfMWd
5-8-11 9-0-0 13-4-12 21-7-4 26-0-0 29-3-5 35-0-0 30-0.0
-0-0 5-8-11 33 3- 4-4-12 r 8-2-8 Y 4-4-12 3-3-5 5-8-11 1-0-0
44 =
5.00 12 3x4 =
4 R 17
3xill = 4x+I =
A 18 t
Scale: 316"-1
0
NOP2X STP= 14 13 12 11 NOP2X STP=
0-87M-1~9) 3x9 = 4x6 = 0.87M49)
3x4
9-0-0
17-6-0
26-0-0
9-0-0
8-6-0
8-6-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Udell
Ltd
TCLL
20.0
Plate Grip DOL
1.25
TC 0.92
Vert(LL)
-0.24 12
>999
240
TCDL
7.0
Lumber DOL
1.25
BC 0.94
Vert(CT)
-0.47 12-14
>881
180
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.49
Horz(CT)
0.14 9
nla
n/a
BCDL
10.0
Code FBC20201TP12014
Matrix-SH
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No-2
WEBS 2x4 SP No 3
BRACING-
TOPCHORD
Structural wood sheath ng direct y applied.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing
MiTek recommends that Stabil.zers and
required cross braving be insta led during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size.
2
1342JO 8 0
9 -
134210-8-0
Max Horz
2 =
100(LC 11)
Max Uplift
2 =
483(LC 12)
9 =
-483(LC 12)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-15=-264611023, 15-16=-260611026,
3.16=-255311035, 3-4=-2418/938,
4-5=-2219/899, 5-17=-2828/1106,
17-18=-282811106, 6-18=-2828/1106,
6-7=-22191899, 7-8=-2418/938,
B-19=-255311035, 19-20=-2606/1026
9-20=-264611023
BOT CHORD
2-14=-86512377, 13-14=-957/2743,
12-13=-957/2743, 11-12=-950/2743,
BOT CHORD
2-14=-865/2377,13-14=-957/2743,
12-13=-957/2743,11-12=-950/2743,
9.11=-875/2377
WEBS
4-14=-2661781,5-14=-772/331,
6-11=-772/331,7-11=-2661781
NOTES- (9)
i) 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=15ft; B=450; L=28ft; eave=4ft;
Cal. 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, Interior(1)
30-2-15 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) 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.
35-0-0
9-0-0
PLATES GRIP
MT20 2441190
Weight: 164 lb FT = 200%
7) ' This truss has been designed for a live load
of 20.Opsf on the bottom chord in all areas
where a rectangle 3-6-0 tall by 2.0.0 wide will fit
between the bottom chord and any other
members.
8) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
483 lb uplift at joint 2 and 483 lb uplift at joint 9.
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
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE- MIAMI FL. 33166
Job Truss Truss Type Qty Ply
34296-4-5 T20 HIP GIRDER TR 2 2
11
A0238168
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:35:20 2021 Page 1
ID.JbsS'-,YEphtZuYTshvwE3BRyhOBX-LZ8yFxDgJZvBdrzEtODAVROEaolHGUNi N3QkFlyfMWb
t}-p�7-0-0 ,_ 14-0-9 20-11-7 28-0-0 _ 35-0-0 36-0-0
Woo--
7-0-0 7-0-9 6-10-13 7-0-9 7-0.0 I.0 C
5.00, 12
lin:"
2x4 3x6 —
3x4
prvlla
Scale: 316"-1'
NOP2X STP= 18 17 16 16 14 13 12 11 10 NOP2X STP=
0-8-QM1 ::A 4) 3x10 3x5 0-8-1M1�4)
4x6 — 4x6 = 2x4
2x4
5x8
4x6 � - 4x6 —
20-11-7
7.0-0
14-0-9
19-6-0 20-6-0 28-0-0
35.0-0
7.0-0
7-0-9
5-5-7 1-0-6 7-0-9
7-0.0
0.5.7
Plate Offsets (X,Y)-- (3:0-3-12,0-2-8], [7:0-3-12,0-2-8], [13:0-2-0,0-1-8],
[14:0-4-0,0-3-0], [15:0-4-0,0-1-8]
_
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in (loc) I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.97
Vert(LL) -0.40 13-15 >999
240
MT20 244.190
TCDL 7.0
Lumber DOL
1.25
BC 0.86
Vert(CT) -0.75 13-15 >550
180
BCLL 0.0 '
Rep Stress Incr
NO
W B 0.70
Horz(CT) 0.16 8 n/a
n/a
BCDL 10.0
Code FBC20201TP12014
Matrix-SH
Weight: 323 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2 "Except"
T233: 2x4 SP 2250F 1.9E
BOT CHORD 2x4 SP No.2 'Except'
82: 2x6 SP No.2
B4,83: 2x4 SP 225OF 1.9E
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 8-11-9 oc bracing.
REACTIONS. (lb/size)
8 =
316110-8-0
2 =
3161 /0.8-0
Max Horz
2 =
80(LC 7)
Max Uplift
8 =
-1078(LC 8)
2 =
-1078(LC 8)
FORCES. (lb)
Max. Comp.IMax. Ten. - All forces 250 (1b) or less
except when shown.
TOP CHORD
2-3=-7221/2332,3-4=-9827/3262,
4-5=-9827/3262,5-6=-9827/3262,
6-7=-9829/3263,7-8=-7221/2332
BOT CHORD
2-18=-2041/6539,17-18=-2035/6528,
16-17=-203716540,15-16=-2042/6547,
14-15=-3126/9829,
13-14=-3126/9829, 12-13=-204216546,
11-12=-2036/6540,
BOT CHORD
2-18— 2041/6539,17-18=-2035/6528,
16-17=-2037/6540,
15-16=-2042/6547,
14-1 S=-3126/9829,
13-14=-312619829,
12-13= 204216546,
11-12=-2036/6540,
10-11=-2034/6528,8-10=-2041/6539
WEBS
3-17=-1411701, 3-15=-1175/3666,
4-15=-9951411, 6-13=-1017/41 1,
7-13=-1177/3669, 7-11=-141/701
NOTES- (12)
1) 2-ply truss to be connected together with 1 Od
(0.131 "x3") nails as follows:
Top chards connected as follows: 2x4 1 row at
0-7-0 oc.
Bottom chords connected as follows. 2x4 - 1 row
at 0-9-0 oc, 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,Opsf; h=15ft; B=45ft; L=28ft; eave=4h;
Cat. 11; Exp B; Encl., GCpi=4.18; MW FRS
(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) All plates are MT20 plates unless otherwise
indicated.
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) Provide mechanical connection (by others)
of truss to bearing plate capable of withstanding
1078 lb uplift at joint 8 and 1078 lb uplift at joint
2.
11) Hanger(s) or other connection device(s)
shall be provided sufficient to support
concentrated load(s) 199 lb down and 65 lb up
at 7-0-6, and 199 lb down and 65 lb up at
27-11-10 on top chord, and 375 lb down and 123
lb up at 7-0-0, and 375 Ito down and 123 lb up at
28-0-0 on bottom chord. The design/selection of
such connection device(s) is the responsibility of
others.
Continued on page 2
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMII FL. 33166
Job Truss Truss Type City Ply
A0238168
34296-4.5 T20 HIP GIRDER TR 2
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek nd.isires, Inc. Thu Sep 9 13:35:20 2021 Page 2
ID:JbsSUYEphcZuYTshvwE3BRyhOBX--Z6yFXDgJZv6drzE1Q9AV ROEaoIHGUNiN3QkFtyUWb
NOTES- (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
1) Dead + Roof Live (balanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 3-7=-134(F=-80), 7-9=-54,
2-17=-20, 11-17=-59(F=-39), 8-11=-20
Concentrated Loads (lb)
Vert: 3=-199(F) 7=-199(F) 17=-375(F)
11=-375(F)
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job
Truss Truss Type
Oty
Ply
A0238169
34296-4-5
T21 COMMON TR
1
1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:35:21 2021 Page 1
ID-JbsS,)Yk phcZuY-rshvwE3BRyhOBX-glhLStES4slzF?XQR7gP2tZxFB9R?1Hsg9HokylMWa
1-41 04 -11-14 6.0-14 9-4-0
_
12 7-2 13-8-2 _ 18-8-0 19-8-0,
1-4-0 3-7-14 1-1.0 3-3-2
3-3-2 �� 4-11-14 1-0-0
Scale ■ 1:35,1
40 —
9
3x4 "
$
0112 4x8 =
4x8 =
3x4 = T _
W5
2 3x4
3
10
Cq
2
3 g 11 37
36
f
1
12 cv
13
NOP2
�-LJ
FT-1-1 38 19 t8
17
i6 15 14 39
4x6
4x6 =
3x4 = 4xA
44 =
3x4 -':' 3x4 =
4x4 0-8-0(0-1-8)
2-9-13
1 4-0 2 0-1 t - 4-11-14 6o-1.� _ 9 4.0
_
12-7.2 .13-8-2 , 15-10.3 16-7-� 18-8-0
Y1-1-0
1-4-0 8 ti 2-2-2 i0 9 3-2
3-3-2 2-2-2 0-9-2- 2-07i1
0-9-2
Plate Offsets (X,Y)-- [1:0-1 -4,0-1-15],[1:0-3-13,Edge]. [3:0-4-12,Edge], [4:0-0-8,0-1-8],
[7:0-5-0,0-2-8), [9:0-0-8,0-1-8], [10:0-4-12,Edge], [12:0-1 -4,0-1 -15],
[12:0-3-13,Edgej
LOADING
(psi) SPACING- 2-0-0 CSI.
DEFL.
in (loc) Irdefl i.-d PLATES GRIP
TCLL
20.0 Plate Grip DOL 1.25 TC 0.46
Vert(LL)
-0.08 18 >999 240 MT20 244.190
TCDL
7.0 Lumber DOL 1.25 BC 0.61
Vert(CT)
0.15 18 >999 180
BCLL
0.0 " Rep Stress Incr NO WB 0.27
Horz(CT)
0.05 12 n,'a Na
BCDL
10.0 Code FBC2020/TPI2014 Matrix-MSH
Weight: 128 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 3-6-4
oc purlins. Except:
1 Row at ml 3-10
BOT CHORD
Rigid ceiling directly applied or 7-5-13 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 =
943/0-8-0
12 =
100210-8-0
Max Horz
1 =
-94(1-C 6)
Max Uplift
1 =
-307(LC 8)
12 =
-362(LC 8)
FORCES. (lb)
Max. Comp.IMax. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
1-36=-21891709, 2-36= 2166/707,
2-3=-2163/706, 3-4=-1582/562,
4-6=-1238/396, 6-9=-1238/396,
9-10=-1580/562, 10-11=-2135/671,
11-37=-2135/670,12-37=-2160/672,
TOPCHORD
1-36=-2189/709,2-36=-2166/707,
2-3=-2163/706, 3-4=-1582/562,
4.6=-12381396, 6-9=-1238/396,
9-1 0=-1 580/562, 10-11=-2135/671,
11 -37=-2135/670,12-37=-2160/672,
3-5=-531/129, 8-1 0=-530/1 11
BOT CHORD
1-38=-622/2058,19-38=-622/2058,
18-19=-62612043, 17-18=-574/1993,
16-17=-556/1977, 15-16=-55611977,
14-15=-59212013,14-39=-585/2027,
12-39=-58512027
WEBS
7-9=-371/223,4-7=-377/223,
7-17=-43/495, 5-17=-604/95,
8.17=-579177, 6-7=-1821712
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.Opsf; h=15ft; 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
ponding.
6) All plates are MT20 plates unless otherwise
indicated.
7) All plates are 2x4 MT20 unless otherwise
indicated.
8) Gable studs spaced at 2-0-0 oc.
9) This truss has been designed for a 10.0 psi
bottom chord live load nonconcurrent with any
other live loads.
10) ' 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 tali by 2-0-0 wide will fit
between the bottom chord and any other
members.
11) Provide mechanical connection (by others)
of truss to bearing plate capable of withstanding
307 lb uplift at joint 1 and 362 lb uplift at joint 12.
12) Graphical purlin representation does not
depict the size or the orientation of the purlin
along the top and/or bottom chord.
13) Hanger(s) or other connection devices!
shall be provided sufficient to support
concentrated load(s) 37 lb down and 12 lb up at
2-0-0, and 37 lb down and 12 lb up at 16 8 0 on
top chord, and 32 lb down and 10 lb up at 2-0-0,
and 32 lb down and 10 lb up at 16-8-0 on
bottom chord. The design/selection of such
connection device(s) is the responsibility of
others.
Continued on page 2
SALVADOR JURADO P,E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type Qty Ply
A0238169
34296-4 5 T21 COMMON TR 1 1
Job Reference (optional)
Run: 8 420 s Feb 10 2021 Print: 6.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:35:21 2021 Page 2
ID:JbsSUYEphcZuYTshvwE3BRyhOBX-glhLStES4s1 zF?X0R7gP22XF89R?1 Hscj9HokyfMWa
NOTES (15)
14) In the LOAD CASE(S) section, loads applied
to the face of the truss are noted as front iF) or
back (B).
15) 'This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particu•ar
bui'ding 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 (balancedi: Lumber
Increase= 1 .25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3= 54, 3-6=-54, 6-10=-54, 10-13= 54,
26-38=-20, 38-39=-30(F=-10), 31-39 -20,
3 10=-18(F)
Concentrated Loads (Ib)
Vert: 36=-37(F) 37=-37(F) 38=-32(F) 39-2(F)
SALVADOR JURADO P.E. STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Hype Oty Ply
A0238170
34296-4-5 T22 COMMON TR 1 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:35:22 2021 Page i
1 D:JbsSUYEphrZuYTshvwE313Ryh0Bx-IyFjgDF4(A9gs96c?rBeas5'BbRrkVK?rNvrKByfMwz
5 11-10 9-4-0 12-8-6 18-8-0 19-8-0
5-11-10 3-4-6 3-4-6 5-11-10 �1-0 00
Scale: 318"=1'
4x a
3x5
0-8-0co-1-8}
9-4-0
18-8-0
9-4-0�
9-4-0
Plate Offsets ,X,Y)--
[1:0-1-2,Edge1. [7:0-4-0,0-3-01
I
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 0,45
Vert(LL)
-0.15
1-7
>999 240
MT20 244.190
TCDL 7.0
Lumber DOL 1.25
BC 0.86
Vert(CT)
-0.32
1-7
n685 180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.22
Horz(CT)
0 03
5
wa n/a
BCDL 10.0
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 4-5-9
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 7-10-12 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.
(lb/size)
1 =
673/Mechanical
5 _
751/0-8-0
Max Horz
1 =
-102(LC 10)
Max Uplift
i -
-218(LC 12)
5 =
-291(LC 12)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
1-8=-1241/668, 2-8=-1190/678,
2-9=-9521524, 3-9=-942/534,
3-10=-9391524, 4-10=-950/514,
4-11 =-1 169/658, 5-11 1210/645
BOT CHORD
1-7=-52611107, 5-7=-514/1067
WEBS
3-7=-2861579, 4-7=-301/278,
WEBS
3-7=-2861579, 4-7=-301 /278,
2-7=-3451307
NOTES- (9)
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=15ft; B=45h; L=28ft, eave=4ft:
Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS
(directional) and C-C Exterior(2E) 0-0-12 to
3-0-12, Interior(1) 3-0-12 to 9-4-0, Exterior(2R)
9-4-0 to 12-4-0, Interior(1) 12-4-0 to 19-8-0
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 eng-neer
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 :oad
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) Refer to girder(s) for truss to truss
connections.
8) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
218 lb uplift at joint i and 291 lb uplift at joint 5.
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 bu Iding
designer per ANSI TPI 1 as referenced by the
building code."
LOAD CASE(S)
Standard
SALVADOR JIIRADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job
Truss Truss Type
Oty Ply
A0238171
34296 4-5
T23 GIRDER TR 1 1
Job Reference (optional)
Run- 8 420 s Feb 10 2021 Print: 8 420 s Feb 10 2021 MITek Indusir es, Inc. Thu Sep 9 13:35:23 2021 Page 1
ID:JbsSUYEphcZuYTshvwE3BRyhOBX-m8p5tZFicUHhUJhpZY074exW?pOT?j93 i eOsdyfMWY
4-0-0
4-0-0
3x4 = 2x4 II
0.8-0(0-1-8)
NOP2X STP=
Plate Offsets (X,Y)-- [1:0-4-5,0-1-2)
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defi
', d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.22
Vert(LL)
-0.02 1-3
a999
240
TCDL
7.0
Lumber DOL
1.25
BC 0.65
Vert(CT)
-0.04 1-3
a999
180
BCLL
0.0
Rep Stress Incr
NO
WB 0.02
Horz(CT)
0.00
n.:a
nla
BCDL
100
Code FBC20201TP12014
Matrix-P
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 4-0-0
oc purlins.
BOT CHORD
R.gid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stab-lizers and
required cross bracing be instafed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. ;Ibtsize)
1 =
46310 8-0
3 =
451 Wechanical
Max Horz
1 =
60;LC 8)
Max Uplift
1 =
-144?1-C 8)
3 =
-166(LC 8)
FORCES. (lb)
Max. Comp.?Max Ten. - All forces 250 (lb) or less
except when shown.
NOTES (10;
1) Wind: ASCE 7 16: Vult=165mph (3-second
gust) Vasd=128mph. TCDL=4.2psf; BCDL=3.Opsf;
h=15ft; B=45ft; L=28ft; eave=4ft; Cat. If: Exp B;
Encl., GCpi=0.18; MWFRS (directional); Lumber
DOL=1.60 plate gr p DOL=1.60
2) Building Designer 1 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
144 lb uplift at joint 1 and 166 lb uplift at joint 3.
8) Hanger(s) or other connection device(s) shall
be provided sufficient to support concentrated
load(s) 653 lb down and 238 lb up at 2-0-12 on
bottom chord. The design/selection of such
connection device(s) is the responsibii ty of
others.
9) In the LOAD CASE(S) section, loads applies
to the face of the truss are noted as front (F) o•
back (B).
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."
Scale = 1:11.8
PLATES GRIP
MT20 2441190
Weight; 18 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=-653(F)
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job
34296-4-5
Truss Truss Type Oty Ply
A0238172
T24 COMMON TR 1 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:35:24 2021 Page 1
ID:JbsSUYEphcZuYTshvwE3BRyhOBX-EKNT4uGKNnPY6TG?6GE6fHBzdPCICKillhOyO3yfMwX
23-2-0
t-0 0 4-0-11 9-7-13 15-2 0 20-8-0_ 21 4 26.3-5 30-4-0 31-4-C
1-3-0 4-0-11 5-7.1 5 6 3 5 6-0 f) 4 - 3-1-5 t 4 0 11 1-0-*
2.1-12 Scale - 157.6
44
5x10 .70 21 20 is - 1$ I' 16 I5 NOP2XSTP=
ht#'-fttb$Tf1Y
3x4 =
3x4 ' ' 800 WB - 4x8 = 4x6 = 3x4
4-0-11 4-9-13
9-7-13
15 2.0
20-8-0
26-3-5
r
4-0-11 �-9-2
4-10-0
5-6-3
I
5-6-0
5-7-4
Plate Offsets (X,Y)--
[2:0.5.0 0-1-12]. [2-0-8-10,Edge],
[4:0-4-12,Edge], [8:0-5-0,0 2 8], [11:0-5-0,0-1-0]
LOADING (pst)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Well
Ltd
TCLL 20.0
Plate Grip DOL
1.25
TC 0.77
Vert(LL)
-0A8 18-20
>999
240
TCDL 7.0
Lumber DOL
1.25
BC 0.45
Vert(CT)
-0.36 16
>978
'180
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.48
Horz(CT)
0.07 13
Na
n/a
BCDL 10.0
Code FBC2020ITP12014
Matrix-SH
LUMBER -
TOP CHORD 2x4 SP N0.2 *Except*
T5: 2x4 SP 225OF 1.9E
BOT CHORD 2x6 SP DSS
WEBS 2x4 SP No-3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-5
cc purlins.
BOT CHORD
Rigid ceiling directly applied or 7-10-5 oc bracing.
WEBS
1 Row at midpt 6-18
JOINTS
1 Brace at Jt(s): 8, 10, 6
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
2 =
1700/0-8-0
13 =
1398/0-8-0
Max Harz
2 =
.154(LC 6)
Max Uplift
2 =
-600(LC 8)
13 =
-501(LC 8)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-35=-4071 /1286. 3-35=-3963/1274,
3-4=-3943/1271, 4.5=-24941881,
Continued on page 2
TOPCHORD
2-35=-4071/1286,3-35=-3963/1274,
3-4=-3943/1271, 4-5=-24941881,
5-7=-20671671, 7-9=-2003/670,
9-11=-2002/627,11-12=-2647/931,
12-13=-2905/913,4-6=-1598/466,
6-8= 5121198
BOT CHORD
2.33=-1137/3766,21.33=-1137/3766,
20-21 =- 1142/3743,
20-34=-1150/3871,
19-34=-1150/3871,
18-19=-1150/3871, 17-18=-74112464,
16-17=-74112464,15-16=-768/2604,
13-15=-768/2604
WEBS
8-11=-6491361, 5-8=-456,:299,
12-15=0/334, 6-20=-1141451,
8-18=-1271979, 6-18=-1641+423,
7-8=-336/1226, 4-20=-53/369
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.Opsf; h=1511; B=45ft; L=281t; save=411;
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.
04wk" -8)
30-4-0
4-011
PLATES GRIP
MT20 244.190
Weight: 237 lb FT = 200%
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
ponding.
6) Alt plates are MT20 plates unless otherwise
indicated.
7) All plates are 2x4 MT20 unless otherwise
indicated.
8) Gable studs spaced at 2-0-0 oc.
9) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any
other live loads.
10) ' This truss has been designed for a live
load of 20.Opsf on the bottom chord in all areas
where a rectangle 3-6-0 tall by 2-0-0 w,de will fit
between the bottom chord and any other
members.
11) Provide mechanical connection (by others)
of truss to bearing plate capable of withstanding
600 lb uplift at joint 2 and 501 lb uplift at joint 13.
12) Graphical purlin representation does not
depict the size or the orientation of the purlin
along the top and/or bottom chord.
13) Hanger(s) or other connection device(s)
shall be provided sufficient to support
concentrated load(s) 120 lb down and 39 lb up
at 4-0-6 on top chord, and 50 lb down and 16 lb
up at 4-0-0, and 451 lb down and 148 lb up at
11-8-0 on bottom chord. The design/selection of
such connection device(s) 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).
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type Oty Ply
A0238172
34296-4-5 T24 COMMON TR 1 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print- 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:35:25 2021 Page 2
ID.JbsSUYEphcZuYTshvwE3BRyhOBX-iXxrlENz85XPjc ftzlLCVjBNpYyxnzRXK7VxVyfMW W
NOTES- (15)
15) "This manufactured product is designed as an
individual building component. The suitability
and use of this component for any particular
building 's the responsibility of the building
designer per ANSI TPI 1 as referenced by the
building code-"
LOAD CASE(S)
Standard
1) Dead + Root Live (balanced): Lumber
Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 2-33=-20, 33-34=-38(F= 18), 13-34=-20,
1-4=-54, 4-7=-54, 7-14= 54
Concentrated Loads (lb)
Vert: 33=-50(F) 34=-451(F) 35=-120(F;
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type Oty Ply
34296-4-5 T25 COMMON TR 3 1 A0238173
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:35:26 2021 Page 1
ID:JbsSUYEphuZuYTshvwE3BRyhOBx-AIVEVaibvPnLm00EgGaliGKzCmYgHsbm t2Tyyf AWV
-1-0- 7-10-14 15-2-0 22-5-2 30-4-0 31-4-10
1-0 7-10-114 7-3-2 7-3-2 7-10-14 1.0-0
Scale n 1 53,9
5.00 12
4x6 =
0-8 06-4.8) SM = SX9 0.83005.8)
10-5-8
19-10-8
30-4-0
10-5-8
9 5-0
10-5-8
Plate Offsets KY) -
[10:0 4 0.0 3.4j. [11.0 4 0 0 3-4j
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (ioc)
Ildefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.72
Vert(LL)
-0.25 10-11
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 1.00
Vert(CT)
-0.49 8-10
>720
180
BCLL 0.0
Rep Stress Incr YES
W B 0.31
Horz(CT)
0.07 8
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix-SH
Weight: 132 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SIP No.2
BOT CHORD 2x4 SIP 225OF 1.9E 'Except'
B2: 2x4 SIP No.2
WEBS 2x4 SIP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0
oc purlins.
BOT CHORD
Rigid ceiling directly applied or 1-4-12 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
2 =
1170/0-8-0
8 -
1170/0-8-0
Max Horz
2 =
-162(LC 10)
Max Uplift
2 =
-427(LC 12)
8 =
-427(LC 12)
Max Grav
2 =
1299(LC 17)
8 =
1299(LC 18)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD
2-12=-2369/816, 3-12=-2331/835,
3-4=-2147/759, 4-13=-20761769,
5-13=-2073/780, 5-14=-2073/780,
6-14=-2076/769, 6-7=-21471759,
TOP CHORD
2-12=-2369/816, 3-12=-2331/835,
3-4=-2147/759, 4-13=-20761169,
5-13=-2073/780, 5-14=-2073/780,
6-14=-2076/769, 6-7=-2147/759,
7-15=-2331/835, 8-15=-2370/816
BOT CHORD
2-11=-675/2244, 11-16=-358/1460,
16-17=-358/1460, 10-17=-358/1460.
8-10=-680/2123
WEBS
5-10=-2251890, 7-10=-416/299,
5-11=-225/890, 3-11=-4161299
NOTES- (8)
1) Unbalanced roof live loads have been
considered for this design.
2) Wind: ASCE 7-16; Vul1=165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf;
BCDL=3.opsf; h=15ft; B=45ft; L=28ft; eave=4ft;
Cat. 11; 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 15-2-0, Exterior;2R) 15.2-0
to 18-2-0, Interior(1) 18-2-0 to 31-4-0 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 eng near
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, with BCDL = 10.0psf.
7) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
427 lb uplift at joint 2 and 427 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 AVE. MIAMI FL. 33166
Job Truss Truss Type Oty Ply
A0238174
34296-4-5 T26 COMMON TR 3 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Pr nt: 8.420 s Feb 10 2021 MiTek Indusir es, Inc. Thu Sep 9 13:35:27 2021 Page 1
D.JbsSUYEphcZuYTshvwE3BRyhOBx-ev3gwlDgin7zw?aoOnpHwpV6c6kPk3k ecc?OytMwU
7-10-14 15-2-0 22-5-2 30-4-0 31-44)
7-10-14 7-3-2 7-3-2 7 1014 1-0-0
Scale = 1:53.7
UY1X J I V =
0-6-6?0=1-8)
5.00 12 4x6 =
4
3x6 % 12 2 13 3x6
2x4 3
2 6
11 J\ �ti42 W2\
10 is 16 9
54 `.016 =
14
4OP2X STP=
0-0-00=1-8)
10-5-8
19-10-8
30-4-0
F
10-5-8
9-5-0
10-5-8
Plate Offsets (X,Y)--
[9:0-4-0,0-3-4],[10:0-4-0,0-3-4]
I
LOADING (psf)
SPACING- 2.0-0
CSI.
DEFL.
in
(loc)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1,25
TC 0.76
Vert(LL;-
-0.25
9-10
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 1.00
Vert(CT)
-0.51
1-10
>695
180
BCLL 0.0 '
Rep Stress Incr YES
WB 0.32
Horz(CT)
0.07
7
n/a
n/a
BCDL 10.0
Code FBC20201TPl2Oi4
Matrix-SH
Weight: 131 lb FT = 200%
LUMBER -
TOP CHORD 2x4 SP No.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 1-4-12 oc bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)
1 =
1096/0-8-0
7 =
117110-8-0
Max Horz
1 =
-160(LC 10)
Max Uplift
1 =
-357(LC 12)
7 =
-428(LC 12)
Max Grav
1 =
1236(LC 17)
7 =
1300(LC 18)
FORCES. (lb)
Max. Comp,/Max. Ten. - All forces 250 (lb) or less
except when shown.
TOPCHORD
1 -11� 23791841, 2-11=-23401856,
2-3=-2155/780, 3-12=-2083/791,
4-12=-2081/802,4-13=-2076/786,
5-13=-2079/776, 5.6=-2150/765,
TOP CHORD
1 11=-23791841, 2-11=-2340/856,
2-3=-21551780,3.12=-2083/791,
4-12=-2081/802, 4-13=-2076f786,
5 13=-20791776, 5-6=-2150/765,
6-14=-23331843, 7.14=-2371/824
BOT CHORD
1 -1 0=-681/2254,10-15=-366/1463,
IS- 16= 366/1463, 9.16=-366/1463,
7-9=-68712126
WEBS
4-9=-223/890, 6-9=-416/300,
4-10=-229/89812-10=-421/301
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=15ft; B=45ft; L=28ft; eave=4ft;
Cat. II; Exp B; Encl„ GCpi=0.18; MWFRS
(directional) and C-C Exterior(2E) 0-4-0 to 3-4.0,
nterior(1) 3-4-0 to 15-2-0, Exterior(2R) 15-2-0 to
18-2-0, Inierior(1) 18-2-0 to 31-4-0 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) 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, wish BCDL = I O.Opsf.
7) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding
357 lb uplift at joint 1 and 428 lb uplift at joint 7.
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
A0238175
34296-4-5 Vol VALLEY TR 2 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Pr nt: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:35:28 2021 Page 1
ID:JbsSUYEphe2uYTshvwE3BRyhOBX-65d_wGJrROv a4amL512g7LoHofF8FFu41M9xgyfmwr
r 4-6-3
4-6-3
Scale = 1:11.2
S
2x4 2x4
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.28
Vert(LL)
n/a
nla
999
TCDL 7.0
Lumber DOL
1.25
BC 0.15
Vert(CT)
n.+a
nla
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
0.00
nla
nla
i 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 4-6-3
oc purlins, except end verticals.
SOT 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 =
134/4-5-9
3 =
134/4-5-9
Max Horz
1 =
59(LC 12)
Max Uplift
1 =
-31(LC 12)
3 =
-56(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=15ft; 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(1) 3-9-1 to
4-4-7 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'oad
shown covers rain loading requirements spec;fic
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.Opsf on the bottom chord in a I 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 31
lb uplift at joint 1 and 56 lb uplift at joint 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
PLATES GRIP
MT20 244,190
Weight. 15 lb FT = 20%
SALVADOR JURADO R.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job Truss Truss Type Oty Ply
A0238176
34296-4-5 V02 VALLEY TR 2 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:35:29 2021 Page 1
ID:JbsSUYEphcZuYTshvwE3BRyhOBX•blAMScKTCK2rCE9zvppHMLuotQ1 UOV1 Sy%4HyfMW `s
2-6-3
2-6-3
SCa'B 1 :7.4
2
2z4
2-5-9(0-1-8)
Fxa
2-5-9(0-1.8)
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (lac)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.05
Vert(LL)
n/a
n/a
999
TCDL 7.0
Lumber DOL
1.25
BC 0.03
Vert(CT)
nla
n/a
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
0.00
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
WEBS 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-6-3
oc purlins, except end verticals.
SOT 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 =
60/2-5-9
3 =
60/2-5-9
Max Horz
1
26(LC 12)
Max Uplift
1 =
-14(LC 12)
3 =
-25(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=15ft; B=45ft; L=28ft; eave=oft; 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.Opsf on the bottom chord in all areas
where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other
members.
6) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 14
lb uplift at joint 1 and 25 lb uplift at joint 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
PLATES GRIP
MT20 244.190
Weight: 7 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
A0238177
34296-4-5 V03 VALLEY TR 1 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:35:30 2021 Page 1
ID �JbsSUYEphcZuYTshvwE38RyhOBX-3UkkLyL5zdAicIQ9TWK WvYR5ogJzc9lBgcrGcjyfM WR
_ 5-0-0
5-0-0
2x4 2x4
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) Udefi
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.37
Vert{LL)
ma nr'a
999
TCDL 70
Lumber DOL
1.25
BC 0.20
Vert;CT)
n,:a nia
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz;CT)
0.00 n/a
n/a
BCDL 10.0
Code FBC20201TPI2014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-0-0
oc purlins, except end verticals.
BOTCHORD
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 =
15214-11-6
3 =
15214-11-6
Max Horz
1 =
66(LC 12)
Max Uplift
1
-36(LC 12)
3 =
.64(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=1511; B=45tt; L=28ft; save=4ft; Cat. II; Exp B;
Encl., GCpi=0.18; MWFRS (directional) and C-C
Exterior(2E) 0-9-1 to 3-9-1, Interior(i) 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 requ-rements spec fic
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 nonconcurreni with any
other live loads.
5) ' This truss has been designed for a I ve 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 36
lb uplift at joint 1 and 64 lb uplift at joint 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 TIP 1 as referenced by the
building code."
LOAD CASE(S)
Standard
Scale: 1 "m V
PLATES GRIP
MT20 244/190
Weight:16 b FT 20°�
SALVADOR JURADO P.E STATE OF FLORIDA RES NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166
Job
Truss Truss Type
Oly Ply
A0238178
34296-4-5
VO4 VALLEY TR 1 1
Job Reference (optional)
Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Thu Sep 9 13:35:30 2021 Page 1
ID'JbsSUYEphcZuYTshvwE3BRyhOBX-3UkkLyLszdPugOj9T W KWvYR9ggMOc916gcrGciyiMW R
3-0-0
3-0-0
2x4 2x4
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 0.09
Vert(LL)
n/a
nla
999
TCDL 7.0
Lumber DOL
1.25
BC 0.05
Vert(CT)
n/a
nla
999
BCLL 0.0 "
Rep Stress Incr
YES
WB 0.00
Horz(CT)
0.00
n/a
n/a
BCDL 10.0
Code FBC2020'TP'2014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No,2
BOT CHORD 2x4 SP Na.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
781,2-11-6
3 =
78,'2 11-6
Max Horz
1 N
341LC 12)
Max Up ift
1 =
-18(LC 12)
3
-33(LC 12)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
NOTES- (7)
11 Wind: ASCE 7-16; Vuh 165mph (3-second
gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf;
h=15ft; B=45ft; L 28h; eave=4ft; Cat. 11; 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.Opsf on the bottom chord in all areas
where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other
members.
6) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 18
lb uplift at joint 1 and 33 lb uplift at joint 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%
SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. 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
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$IECKED BY : �
TOP DEAD : 15 JACK DETAIL (7'-Q" SETBACK) Hang TRUSS STATE OF ; t
TT: 0�10121
BOAON 10 6101 ILA- 74 A` R YIAW. 1A. S11 .���i�`'•;�1ORID� .•'r��� RAWING
- -- u,oc w� G,aer1 te n.: • ... •:.1,C)� _.,- JO8 No.
Minimun Grade Of Lumber PLATES ARE MIIEY, M20-249,200 MANUFACTURE) FROM ASTM A 466 GRID 4 GALVANIZED STEEL (EXCEPT AS SHOWN)
2X.4 Syp. No. 2 SP PL4"E MUST BE INSTALLED ON EA FACE OF JOINT SYMMETRICALLY (EXCEL'' AS SHOWN) DESIGN CONFORMS WADS SPECS. FBC 2020
THIS DESIGN IS FOR TRUSS FABRICATION ONLY. FOR PERMANENT BRACING (WHICH IS ALWAYS REOD.) CONSULT BLDG. ARCI ITEC
I
IC, C
USF 1" 20G CALVE. METAL STRAP NAILED W/2-10d NAILS
ON EA. MEUBER, PER FACE, OR 2 HURRICANE Cl IPS.
ONE ON E.A. FACE OF TRUSS. (BY BLDR.) TYP,
VALLEY SET CONNECTION DETAI
PITCH VARIES
6' WEDGE NAILED TO TRUSS
W/2-1Gd NAILS. (BY BLDR.)
TYP.
ae,52�!�
0400 DADE TRUSS
cam.,
6401 N V 74 AVE- MIAMI. PTA 33166
DA 130) %2-824S IIRIYMR 0%) %-
curs: ,-sae-YA-7842 W: 0014 AM
qr.
VERTICALS 9 6'-0"
O C Vd X. OVER 24'-Q"
20-0' AND OVER
VAL
E
2'
MAS-151DI
TRUSS SYMMETRICAL ABOUT
CENTER LINE EXCEPT AS SHCOWN
SPL.
00F C F
�o I'oR rI 1 3 S6. 'INC.
S
STATE OF
�.aa ONAL ��.a�``;�
y
2X4 WI LEY CATS (EY SLRR.)
IRUSS
Es. By NIM
jH;:CKED BY SJ
FATE _ 01101121
"RAWING
JOB No.
Minimun Grade Of Lumber
2X4 Syp. No. 2 SP
PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 466 GRD A GALVANIZED STEEL (EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED ON EA. FACE OF JOINT SYMMETRICALLY (EXCEPT AS SHOWN) DESIGN CONFORMS W/NDS SPECS, FBC 2020
THIS DESIGN IS FOR TRUSS FABRICATION ONLY. FOR PERMANENT BRACING (WHICH IS ALWAYS READ.) CONSULT BLDG. ARCHITEC
iZLC BC CONNECTED TO A FIXED
RICIO PONT OR X-BRACED AS NOTED
ON THIS DETAIL.
lIN a 213 LATERAL BRACE
PER TRUSS DESIGN TOTH 2-104
NAILS PER WES FOR FORCES
UP TG 4600 lws- FORCES IN
EXCESS OF 4600 Ibs RE009MS
2116 /J OR BETTER.
NOTE
PROVIDE X-BRACING AT 29Y-O'
INTERVAL$ 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.
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).
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
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.