HomeMy WebLinkAboutTRUSS SPECS - 20-00489 - Rockwell House - 4 plex34-00-00
13400-00 21-00-00
24" C 24" oC
Fi
M
13
U 2
Y'
o
I
00
!
�
fffff—
4 v
-00-- '
27
1p
_ 3
10.00-00
4 v
-0 08
u
D
$ o
g
-0 08 -0 0
I
-
-0 08 2-0 001
W
A
Wq
Y
N
< T
M
Z
� r
-I
m
IZ
12-06-00 21-06.00
34-00-00
SPAN CHANGED TO 34' AS
REQUESTED
1153-23-A
MiTek-
MiTek, Inc.
400 Sunrise Ave., Suite 270
Roseville, CA 95661
916.755.3571
Re: 1153-23-A
Glen Holmes -
The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision
based on the parameters provided by Snake River.
Pages or sheets covered by this seal: R78896081 thru R78896092
My license renewal date for the state of Idaho is May 31, 2025.
Idaho COA: 853
�S\ONAL
E NsF
a 9
15935
O tP O
October 13,2023
Baxter, David
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs comply with ANSI/TPI 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
given to MiTek or TRENCO. Any project specific information included is for MiTek's or
TRENCO's customers file reference purpose only, and was not taken into account in the
preparation of these designs. MiTek or TRENCO has not independently verified the
applicability of the design parameters or the designs for any particular building. Before use,
the building designer should verify applicability of design parameters and properly
incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2.
Job
Truss
Truss Type
Qty
Ply
Glen Holmes-
R78896081
1153-23-A
Al G
Common Supported Gable
1
1
Job Reference (optional)
Snake River Truss and Components, Idaho Falls, ID - 83401, 8.720 s Aug 11 2023 MiTek Industries, Inc. Fri Oct 13 09:51:10 2023 Page 1
ID:GdvY2d9OVgAVbPnQcuJIMfyZINx-3SoW8QLCIXs9Ybgg56rcVF_Clz?uhlUD6FD2MbyTseV
2-0-0 17-0-0 34-M 36-0-0
2-0-0 17-0-0 17-0-0 2-0-0
Scale = 1:61.3
04 =
10
36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20
3x4 = 3x4 =
34-0-0
Plate Offsets (X,Y)— [4:0-3-0,0-3-0] 116:0-3-00-3-0]
LOADING (pso
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft L/d
PLATES GRIP
TCLL 35.0
Plate Grip DOL 1.15
TC 0.26
Vert(LL) -0.04
19 n/r 120
MT20 2201195
TCDL 8.0
Lumber DOL 1.15
BC 0.10
Vert(CT) -0.05
19 n/r 120
BCLL 0.0
Rep Stress Incr YES
WB 0.19
Horz(CT) 0.01
18 n/a n/a
BCDL 8.0
Code IRC2018/TP12014
Matrix-SH
Weight: 198 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
OTHERS 2x4 DF Stud/Std
WEBS
1 Row at midpl 10-28
REACTIONS. All bearings 34-M.
(lb) - Max Horz 2=175(LC 11)
Max Uplift All uplift 100 Ib or less at joints) 29, 30, 32, 33. 34, 35, 36, 27, 26, 24, 23, 22, 21, 20 except
2=-117(LC 12), 18=117(LC 12)
Max Grav All reactions 250 lb or less at joint(s) 28, 29, 30, 32, 33, 34, 35, 36. 27, 26, 24, 23, 22, 21, 20
except 2=391(LC 1), 18=391(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 9-10=-107/295, 10-11=-107/295
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 8=45ft; L=24ft; eave=2ft; Cat.
11; Exp C; Enclosed; MWFRS (directional) and C-C Corner(3E)-2-0-13 to 0-11-3, Exterior(2N) 0-11-3 to 17-0-0, Corner(3R) 17-M to
20-0-0, Exterior(2N) 20-0-0 to 36-0-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) 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) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 29, 30, 32, 33, 34,
35, 36, 27, 26, 24, 23, 22, 21, 20 except Qt=lb) 2=117, 18=117.
10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2.
11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
/S\pNAL Fjy
15935
O N O
\O�,,T� O F \O
\FR R 10-�
October 13,2023
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 11212023 BEFORE USE. MiTek"
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 400 Sunrise Ave., Suite 270
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria and DSB-22 available from Truss Plate Institute (www.lpinst.org) Roseville, CA 95661
and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 916.755,3571 1 MiTek-US.com
Job
I ru55
Truss Type
Qty
Ply
Glen Holmes-
1153-23-A
A413
COMMON SUPPORTED GAB J_
2
1
Job Reference (optional)
nun. o, r uu s i gar c< cuta rani: o. (uu s mar [[ Lu— mi i eK mausines, Inc. I ue Jep Za 13:5b:bu 2UZ3 Pagel
ID:GdvY2d9DVgAVbPnQcuJlMfyZlNx-dFtdPE3DRkNa2HFr17rZZHvjNMdobSthAOg7Ky
2-0.0 16-9-0 33-6-0 35 6-0
2-0-0 16-9-0 16-9-0 2-0.0
Scale = 1:59.2
4x4 =
3x4 = 3x4 =
33-6-0
LOADING(psf) TCLL 3
TOLL 5.0
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Ildefl L/d
PLATES GRIP
(Roof Snow=38.0)
Plate Grip DOL 1.15
TC 0.50
Vert(LL) 0.00
21 n/r 120
MT20 220/195
BCDL
Lumber DOL 1.15
BC 0.26
Vert(CT)-0.01
21 n/r 120
.0
BCDL 0.0`
Rep Stress Incr YES
WB 0.28
Hor(C0.01
20 n/a n/a
BCDL
Code IRC201 BITP12014
Matrix-R
Weight: 193 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No. 1&Btr
TOP CHORD
2-0-0 oc purlins (6-0-0 max.).
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 DF Stud/Std
WEBS
1 Row at midpt 11-30
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 33-6-0.
(lb) - Max Horz2=-191(LC 12)
Max Uplift All uplift 100 lb or less at joint(s) 31, 33, 34, 35, 36, 37, 28, 27, 26, 25, 24, 23 except 2=-123(LC 14),
38=129(1_C 18), 22=-129(LC 18), 20=-123(LC 14)
Max Grav All reactions 250 lb or less atjoint(s) 30, 35, 36, 37, 38, 25, 24, 23, 22 except 2=516(LC 18), 31=314(LC
19), 33=309(LC 19), 34=282(LC 19), 28=314(LC 20), 27=309(LC 20), 26=282(LC 20), 20=516(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 10-11=-104/291, 11-12=-104/291
WEBS 10-31=-282/78, 9-33=-277/103, 12-28=-282178, 13-27=-277/103
NOTES-
1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=34ft; eave=2ft; Cat. II; Exp C;
Enclosed; MWFRS (directional) and C-C Corner(3E)-2-0-13 to 1-3-7, Exterior(2N) 1-3-7 to 16-9-0, Comer(3R) 16-9-0 to 20-1-3, Exterior(2N)
20-1-3 to 35-6-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1,60 plate grip DOL=1.60
2) 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) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C. Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent
with other live loads.
6) All plates are 2x4 MT20 unless otherwise indicated.
7) Gable requires continuous bottom chord bearing.
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 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 100 lb uplift atjoint(s) 31, 33, 34, 35, 36, 37, 28, 27
, 26, 25, 24, 23 except Ot=lb) 2=123, 38=129. 22=129, 20=123.
12) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S)Standard
Job
Truss
rus5 Type
Uty
Fly
Glen Holmes-
1153-23-A
A4
ATTIC
3
1
Job Reference (optional)
o mi i eR inausuies, mc. ue aep m -i a:oa:ga zuzi rage I
I D: GdvY2d9DVgAVb PnQcu JIMfyZINx-93J FB u3bgRFjQ7gfTP KK04M R2zKa315jTWeH bui
19-2-14
-2-0-0 5.6-6 10-6-5 15-4-4 16-9-0 7-10-. 25-7-12 2&1-10 33-6-0 35-6-0
2-0-0 5-8-6 4-9-15 4-9-15 1-4-1Z 1-1-9 1-4-5 6-4-14 3-5.14 2-0-0
Scale = 1:59.2
5x6 =
7
6.00�2 5x6 i � 3x6 =
2Io
3x4 = 8xl2 MT20HS= 5x6 = 8x10 =
TCLADING(ps35.0 SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP
(Roof Snow=35.0) Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.58 14-15 >680 360 MT20 220/195
TCDL 8.0 Lumber DOL 1.15 BC 0.96 Vert(CT) -0.93 14-15 >425 240 MT20HS 165/146
BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(CT) 0.09 11 n/a n/a
BCDL 8.0 Code IRC2018/TPI2014 Matrix-R Wind(LL) 0.20 14-15 >999 240 Weight: 206 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1 &Btr *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
T3: 2x6 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x6 DF 1800F 1.6E *Except* MiTek recommends that Stabilizers and required cross bracing be
B2: 2xl0 DF SS installed during truss erection, in accordance with Stabilizer
WEBS 2x4 DF Stud/Std *Except* Installation guide.
W4: 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr
REACTIONS. (lb/size) 2=2068/0-5-8 (min. 0-2-3), 11=2160/0-5-8 (min. 0-2-6)
Max Horz2=190(LC 13)
Max Uplif2=-214(LC 14), 11=-153(LC 14)
Max GraJ2=2070(LC 20), 11=2253(LC 24)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-18=-3525/210, 3-18=-3419/229, 3-4=-3250/198, 4-19=-3114/206, 5-19=-3099/207,
5-20=-2831/143, 6-20=-2741/158, 6-7=0/761, 7-8=-14/282, 8-21=-2593/153, 21-22=-2752/136,
9-22=-2837/109, 9-10=-3072/22, 10-23=-4158/85, 11-23=-4275/70
BOT CHORD 2-16=-97/3172, 15-16=0/2876, 14-15=0/2615, 13-14=-1/3732, 11-13=-3/3750
WEBS 3-16=-370/148, 5-16=-46/331, 5-15=-825/168, 6-15=0/1452, 9-14=-362/469, 10-14=-1483/140,
6-17=-3182/189, 8-17=-3229/189, 7-17=0/255, 10-13=-57/964
NOTES-
1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C;
Enclosed; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 1-3-7, Interior(1) 1-3-7 to 16-9-0, Exterior(2R) 16-9-0 to 20-1-3, Intenor(1)
20-1-3 to 35-6-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent
with other live loads.
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) Ceiling dead load (7.0 psf) on member(s). 8-9, 6-17, 8-17; Wall dead load (5.0psf) on member(s).6-15, 9-14
9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 14-15
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=214,
11=153,
11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
LOAD CASE(S)Standard
Job
Type
Qcy
Ply
Glen Holmes-
�1'4���ATT
R78896084
1153-23-A
3
1
Job Reference (optional)
Snake River Truss and Components, Idaho Falls, ID - 83401, 8.720 s Aug 112023 MiTek Industries, Inc. Fri Oct 13 09:51:14 2023 Page 1
ID:GdvY2d9OVgAVbPnQcuJIMfyZINx-yE11_nO6pmMb1D7bKywYg591SaBndzLpltBFVMyTseR
2-0-0 5-2-3 10.11-2 15-11L4 17-0-0 16-2-9 19-&14 26-1-12 29-4-14 34-p-p 36-D-0
2-0-0 5-2-3 5-&15 4-11-2 1-1-12 1-2-9 1-6-5 6-4-14 33-2 4-7-2 2-0.0
Scale = 1:61.3
5xfi =
7x8 i b 3x6 =
3x4 = Bx12 MT20HS = 5x6 = 8x10 =
LOADING (psf)
TCLL 35.0
TCDL 8.0
BCLL 0.0
BCDL 8.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2018/TPI2014
CSI.
TIC 0.89
BC 0.87
WB 0.71
Matrix-SH
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) I/deft Ud
-0.56 13-14 >714 360
-0.92 13-14 >436 240
0.10 10 n/a n/a
0.20 13-14 >999 240
PLATES
MT20
MT20HS
Weight: 209 lb
GRIP
220/195
1651146
FT = 20
LUMBER- BRACING -
TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No. 1&Btr `Except` TOP CHORD
Structural wood sheathing directly applied or 2-2-0 cc purtins.
6-9: 2x6 OF 180OF 1.6E BOT CHORD
Rigid ceiling directly applied or 5-0-5 cc bracing.
BOT CHORD 2x6 OF 180OF 1.6E *Except`
12-14: 2x10 DF SS
WEBS 2x4 OF Stud/Std *Except*
5-7: 2x4 OF 180OF 1.6E or 2x4 DF No.1 &Btr
REACTIONS. (size) 2=0-5-8, 10=0-5-8
Max Horz 2=-174(LC 10)
Max Uplift 2=-217(LC 12), 10=-154(LC 12)
Max Grav 2=2094(LC 1), 10=2262(LC 19)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3603/248, 3-4=-3260/197, 4-5=-2820/158, 5-6=0/723, 6-7=0/254, 7-8=-2894/148,
8-9=-3117/13, 9-10=-4301180
BOT CHORD 2-15=-120/3224, 14-15=0/2862, 13-14=0/2646, 12-13=0/3763, 10-12=0/3781
WEBS 3-15=-417/169, 4-15=-44/361, 5-14=-8/1485, 8-13=-232/524, 9-13=-1511/144,
9-12=-70/932, 5-16=-3205/162, 7-16=-3247/161, 4-14=-755/172
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph-, TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -2-0-13 to 0-11-3, Interior(1) 0-11-3 to 17-", Exterior(2R) 17-0-0 to
20-", Interior(1) 20-" to 36-0-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) 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) Ceiling dead load (7.0 psf) on member(s). 7-8, 5-16, 7-16; Wall dead load (5.0psf) on member(s).5-14, 8-13
7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 13-14
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
2=217, 10=154.
9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
LF
15935
O N O �
OF\O���v
"FRR10-
October 13,2023
WARNING - Verify design parameters and READ NOTES ON
[a THIS AND INCLUDED parameters
REFERENCE PAGE Mvidual rev. ng co 23 BEFORE USE. i �� �@
Design valid for use only with M7ek®connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent cellapse, with possible personal injury and property damage. For general guidance regarding the 400 Sunrise Ave., Suite 270
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlrrPl1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Roseville, CA 95661
and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcsoomponants.com) 916.755.35711 MiTek-US.-m
Job
Truss
Truss Type
Qty
Ply
Glan Holmes-
R78896D85
1153-23-A
A4D
COMMON SUPPORTED GAB
2
1
Job Reference (optional)
Snake River I russ and Components, Idaho Falls, ID - 83401, 8.720 s Aug 11 2023 MiTek Industries, Inc. Fri Oct 13 09:51:15 2023 Page 1
ID:GdvY2d90VgAVbPnQcuJlMfyZlNx-QQbPB7Pla3USfMiotgRnCli30JFMZmyFXxp 1 oyTseQ
2-0-0 I 17-M 34-0-0 36-M
2.0-0 17-0-0 17-0-0 2-0-0
Scale = 1:61.3
4x4 =
10
n
911
x 60 34 33 32 31 3U 29 26 27 26 25 24 23 22 21 20
3x4 = 3x4 =
34-0-0
Plate Offsets (X Y)-- [4:0-3-00-3-0] [16:0-3-0 0-3-0]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Udell Ud
PLATES GRIP
TCLL 35.0
Plate Grip DOL 1.15
TC 0.26
Vert(LL) -0.04
19 n/r 120
MT20 220/195
TCDL 8.0
Lumber DOL 1.15
BC 0.09
Vert(CT) -0.05
19 n/r 120
BCLL 0.0
Rep Stress Incr YES
WB 0.19
Horz(CT) 0.01
18 n/a n/a
BCDL 8.0
Code IRC2018/TPI2014
Matrix-SH
Weight: 197 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No. 1&Btr
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr
BOT CHORD
Rigid ceiling directly applied or 10-" oc bracing.
OTHERS 2x4 DF Stud/Std
WEBS
1 Row at midpt 10-28
REACTIONS. All bearings 34-0-0.
(Ib) - Max Horz 2=-175(LC 10)
Max Uplift All uplift 100 lb or less at joint(s) 29, 30, 32, 33, 34, 35, 36. 27, 26, 24, 23, 22, 21, 20
except
2=-120(LC 12), 18=-120(LC 12)
Max Grav All reactions 250 lb or less at joint(s) 28, 29, 30, 32, 33, 34,
35, 36, 27, 26, 24, 23, 22,
21, 20
except2=390(LC 1),18=390(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 9-1 0=-1 07/295, 10-11 =-1 07/295
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat.
II; Exp C; Enclosed; MWFRS (directional) and C-C Corner(3E) -2-0-13 to 0-11-3, Exterior(2N) 0-11-3 to 17-M, Corner(3R) 17-M to
20-0-0, Extericr(21N) 20-M to 36-0-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) 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) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for live load 20.Opsf the bottom in
QNA� F
a of on chord all areas where a rectangle 3-6-0 tall by 2-M wide
fit between
S�
G/2
will the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 29, 30, 32, 33, 34,
�� f
35, 36, 27, 26, 24, 23, 22, 21, 20 except Qt=lb) 2=120, 18=120.
10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
15935
O v, O �
�TF
O F \OPT �k
�FR R 10-
October 13,2023
a WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 11212023 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not MiTek"
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 400 Sunrise Ave., Suite 270
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.lpinsl.org) Roseville, CA 95661
and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcsccmponents.com) 916.755.3571 I MiTek-US.com
Job
Nss
Qty
Ply
Glen Holmes-
1153.23-A
B1G
Common Supported Gable
1
1
Job Reference (optional)
nun. o.rvu s mnr — cu— rnnc o.ivu s mar [e zv[a mi i eK inaustnes, inc. i ue Sep Z6 13:b6:b1 2023 Page 1
ID:GdvY2d9OVgAVbPnQcuJIMfyZINx-5SR?ca4rB2VRgRg2agMo5VRuUmBwX5JOwq7Ogmy
-2-0-0 10-9-0 21-6-0 23-6-0
2-0.0 10-9-0 10-9-0 2-0-0
3x4 =
G(psf)
SPACING-
2-0-0
CS1.
TCLL
TCLL 35.0
(Roof Snow=38.0)
plate Grip DOL
1.15
TC 0.48
BCDL
Lumber DOL
1.15
BC 0.26
0.0
BCDL `
Rep Stress Incr
YES
WB 0.11
8.0
BCDL 8.0
Code IRC2018/TP12014
Matrix-R
Scale = 1:40.4
44 =
DEFL. in (loc) I/defl L/d PLATES GRIP
Vert(LL) 0.00 13 n/r 120 MT20 220/195
Vert(CT) -0.01 13 n/r 120
Horz(CT) 0.00 12 n/a n/a
Weight: 105 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
REACTIONS. All bearings 21-6-0. Installation guide.
(lb) - Max Horz2=-118(LC 12)
Max Uplift All uplift 100 lb or less at joint(s) 19, 20, 22, 17, 16, 15 except 2=-138(LC 14), 23=-130(LC 18), 14=-130(LC
18). 12=-138(LC 14)
Max Grav All reactions 250 lb or less at joint(s) 18, 23, 14 except 2=516(LC 1 B), 19=316(LC 19), 20=304(LC 19),
22=297(LC 19), 17=316(LC 20), 16=304(LC 20), 15=297(LC 20), 12=516(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown.
WEBS 6-19=-284/88, 5-20=-275/99, 4-22=-253/103, 8-17=-284/87, 9-16=-275/99, 10-15=-253/103
NOTES-
1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C;
Enclosed; MWFRS (directional) and C-C Corner(3E)-2-0-13 to 0-11-3, Exterior(2N) 0-11-3 to 10-9-0, Corner(3R) 10-9-0 to 13-9-0, Exterior(2N)
13-9-0 to 23-6-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) 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 ANSIITPI 1.
3) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent
with other live loads.
6) All plates are 2x4 MT20 unless otherwise indicated.
7) Gable requires continuous bottom chord bearing.
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 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 100 lb uplift at joint(s) 19, 20, 22, 17, 16, 15 except
Qt=lb) 2=138, 23=130, 14=130, 12=138.
12) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSIITPI 1.
LOAD CASE(S)Standard
Job
I russ
russ Fype
Qty
Ply
Glen Holmes-
1153-23-A
132
Common
7
1
Job Reference (optional)
nR inuuuro,inc. I ue Jep L. IJ:JO:J22u2J VageI
ID:GdvY2d90VgAVbPnQcuJlMfyZlNx-Ze?Nq.;TyMdIHbPEBYt1 ei_t PAXQGVbA9UtxCD'
2-0-0 5-7-1 10-9-0 15-10-15 21-6-0 23 6-0
2-0 0 5-7-1 5-1-15 5-1-15 5-7-1 2-0 0
Scale = 1:40.4
46 =
G(ps TCLL 3
TOLL 5.0
(Roof Snow=38.0}
TCDL
BCLL 0.0
BCDL 8.0 *
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC201 B/TP12014
CSI.
TC 0.60
BC 0.31
WB 0.30
Matrix-R
DEFL. in (loc) I/deft L/d
Vert(LL) 0.09 6-8 >999 360
Vert CT) -0.12 8-10 >999 240
Horz(CT) 0.04 6 n/a n/a
Wind(LL) 0.04 8-10 >999 240
PLATES GRIP
MT20 220/195
Weight: 93lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr
TOP CHORD
Structural wood sheathing directly applied or 4-7-8 oc purlins.
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 DF Stud/Std
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 2=1270/0-5-8 (min. 0-1-8), 6=1270/0-5-8 (min. 0-1-8)
Max Horz2=-118(LC 12)
Max Uplif2=-253(LC 14), 6=-253(LC 14)
Max Grav2=1367(LC 19), 6=1367(LC 20)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-11=-1991/357, 11-12=-1890/366, 3-12=-1778/376, 3-13=-1696/370, 4-13=-1530/381,
4-14=-1530/381, 5-14=-1696/370, 5-15=-1778/376, 15-16=-1890/366, 6-16=-1991/357
BOT CHORD 2-10=-214/1663, 9-10=-87/1021, 8-9=-87/1021, 6-8=-237/1663
WEBS 4-8=-107/677, 5-8=-551/174, 4-10=-107/677, 3-10=-551/174
NOTES-
1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C;
Enclosed; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 10-9-0, Exterior(2R) 10-9-0 to 13-9-0, Interior(1)
13-9-0 to 23-6-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent
with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 2=253, 6=253.
8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S)Standard
Job
Truss
Truss Type
Qty
Ply
Glen Holmes-
R78896092
1153-23-A
M1
Monopitch
13
1
Job Reference (optional)
rcivar t rubs anu �,omponems, wano rails, lu - aavul, 8.720 s Aug 11 2023 MiTek Industries, Inc. Fri Oct 13 09:51:23 2023 Page 1
ID:GdvY2d90VgAVbPnQcuJIMfyZINx-By4QtsVmhXVJcbJKLLafX_1SXCRpEBV75ntEJLyTsel
1-0 0 4.6-0
1-0-0 4-6-0
2x4 11
4-6-0
2x4 11 4
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL,
in
(loc)
I/defl
Ud
TCLL 35.0
Plate Grip DOL
1.15
TC 0.23
Vert(LL)
-0.01
6-7
>999
360
TCDL 8.0
Lumber DOL
1.15
BC 0.11
Vert(CT)
-0.03
6-7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.08
Horz(CT)
-0.00
6
n/a
n/a
BCDL 8.0
Code IRC2018/T 12D14
Matrix-P
Wind(LL)
0.00
7
""
240
LUMBER- BRACING -
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.18Btr TOP CHORD
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr
WEBS 2x4 OF Stud/Std BOT CHORD
REACTIONS. (size) 6=Mechanical, 7=0-5-8
Max Horz 7=125(LC 9)
Max Uplift 6=-55(LC 9), 7=-73(LC 12)
Max Grav 6=202(LC 1), 7=327(LC 1)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-7=-295/201
BOT CHORD 6-7=-272/152
Scale = 1:20.0
PLATES GRIP
MT20 220/195
Weight: 24lb FT=20%
Structural wood sheathing directly applied or 4-6-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-0-13 to 1-11-3, Interior(1) 1-11-3 to 4-6-0 zone; cantilever left and
right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 7.
6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSl/TPI 1.
NAL F,
15935
7,
9TF OF
MFR R 10-
October 13,2023
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 11212023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek3
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 400 Sunrise Ave., Suite 270
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlrrPl1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.lpmst.org) Roseville, CA 95661
and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 916.755.3571 / M7ek-US.com
CO
Vv
0 n Z W • ro�
0 ao � N D .p o m r- r Cl)m D
"' �� z � X m �o m
_ r N I I O g.
�g-aWogg n o0 m =o 0
(D y -a
C > 'O 7 Q
(D (ll ❑. O. y. W O i O d D
Oo (p o (70 ( O N N 7 N O O
fD N 7 w 0 Q Z .O cn
D X o o j 2. =3 .0 -CO: (0- n� m o O CD m a� m °<' :3 N I w o ov � a o D
n (n a (1 () (� N. CJ ": S1j = .X. G1 r y 7 _- CD CD (D 7
fD N (D N CD O O �j " CD O S a .+ [U. (D N y 'A �"< j (p Z
< N 0 O a [n CD (D NCD D, y CD CA 7 0_ n (O y 0 0 d< O O
0 7 p �� o CD 0 ^m o 0 0 �� D 7 CD 01 n CD no n o (D 7 (D N O
a(° cnWa f o �'i �Qy o 3 y 0 N �:� �CD
y m
W o m o
c2 CD 90 T. 3
N O= N �. O (D Q O S w (O (D 7 CD x ° ry O j N 7• 5-0
�'
(on co no no O(DmNm �CDo si oy No Sys' _ 0
p. 7
7 (a CO�. u0i < (D (� ^. `L O y. 7n N m m f1 (D N (p O
N 7 N [S CD O 7 y 0 _ (D CD y K Cn Z
(D f0 O, 7 N 7 C �_ 7 CD
p N N
N j n y ta N (S r 0 7 y (D CD X
m o 00 C(n a �m �» �
0 7 0 N CD cn
(D y
X, N _ c Q n c m = x O TOP CHORD 7
n (A0 COD(3)a cn N� in 48 V mo Tz(n
7 CL ram. CJ oo ID C '� D -( -1;
m Qw� v, m mm o ii rr xm �� rn
o_ a cn cn � c -1 m o 74
o +,
< 7 N �� y /� --4 -( m O o,
.i7 O f0/7 < SN -'fV ♦I mm Az co m
=r v m co OD N m ((D ;a O n
C (D O N D [n cn r J W2-7 O N �.
-� a m ♦♦ X �r O a
CD N v cn cn m D{ K 0
n- CD O CDCD 7 N3 /Q^� o z n m cn m (Q
m C, N• 7 rn CL m z 3 2 cn
W O vO ♦♦AA
itrw 3 ?a 0900 Dm Z01 5.Ch V/
N 0 o m m i m o o �� 0
_j (D O N U) 0 1 p Cn m ' (nn = t o
a CD .� Q. 7u 0 x R 0 o M
w O o m Z w '� ` m ° 0
7 co m 1
CD D 7 _ m }� z O -{ o
< c o S Q N V v_ Zm n 3
CD " � m W3_6 (' N
N�- '''' Q 2 T a
N CD Sll f V z D
y 7 C -+ a
W O CD v z m x o 9� 6 CD
N �A Cn C4-5 .0. y
CD m V Om TOP CHORD
j N .... .�
O (° (b V !n (T A W N -+ O (O � V Cn N A W N C) -n
os DO a�C d0 n °[A N-i Cn5r �1�- o_':9 n mna c^Z -3i-
�o'o 0o m y° �-gID 03 Fm 3 a -,a -m S��y on v
o ca v, m ( 3 `° J °' •nc„ •' (O. ° a v n `-" m » o �' m uJi o' m 3 m x c N m �p (D �/��j
W J to O rD (O fD fD n p O J J' d o y N _ O O' N =w X (D Er O to N CD Q O tl S - rn A 0 Y'�
. J CD J o _a m a x J m m3. m _m cD o O
a °m Dm J o- m w o n J m �.vni m !� m fD ry m o J v�i m 3 3 cD o m' n N D' �- n°'mfO X°' -n
O O S n O^ rn (D J' 3 m a -•• O N ai » 3 (D n J 0 N to N Q. Q O'
ma C°1 mo fp61no
m �. `�� o �n OI mQ 30 D°0ICnN mo coo w� mom° m .a =.n nn`-°f:.' �Q (p O
mJ o. °°�' m '2^ F c" m' a S° 3» n N co ^ m � m m� n S ,_ p1 v �' d� o
J F m co ? o m J m° o m n .o rs m a, O o T. m a; m -- °-� rn g G
�n mm3 m m mm c=. Q� m�� w? 33 aF �Nm » wN.y .00 m�my moo 5 n
om a,Q 3 mp1 cg m �o ni° cDv, cDo. F- D 0 On mm m� Fo O
m� 33 N ° °d ° �m m°.°� mN °� ym c-aN m �co� �p1-
J F J
�m (d� n� od o N no a Er ao G)a <� m� Zm �fw 9 of v omQ y ` ^Q �.
C n (0 i O `G D_ (D J d N (D J [S l� N- N \ J
y d a' » N 00 N to 61 3 j O N (D N N» Q _a N fDS.
N:lE Q j N ti
M N O 1n W n O J O] J (Dpl p O j �_`G N o S p CD n J a
N `G CD N n bFi C O F �' N °_ N J 0 0 O 0 j Q C w N (p 3 (n r•� N (D N x C7 N J' S FP O< CD . N ° O. O a o .-J.. 5 N C. N n J N fD T
GL w �' p F j o 7 CD C 0 .� ID N lJn (1 N {0 an 3 O N J VI (D fD N (O V
o. s m' a c a FU 'o J- J �. v n J N• � m y � n ncO � m TI (% �
(D N (D (O N p J N 0 < O
m n c o 3 `�"
Z
m `G
Q
f"'Ec
�!F�w
Job
Truss
Truss Type
Qty
Ply
Holmes-
R78896088
1153-23-A
B2
Common
7
Tj
eference (optional)
onaRes nrver Truss and Components, Nano Fans, lu - tsdqui, 8.720 s Aug 11 2023 MiTek Industries, Inc. Fri Oct 13 09:51:20 2023 Page 1
ID:GdvY2d9OVgAVbPnQcuJIMfyZINx-nNPIErTtPc6kl8blgD1yvLPA?N31pfhPpe74OyTseL
Z-0 0 5-7-1 10.9-0 15.10-15 21 6-0 23 6-0
2 0-0 5-7-1 5-1-15 5-1-15 5-7-1 2-
4x4 =
Scale = 1:41.3
v
I}
7-10-5
13-7-11
21-6-0
7-1M
5-9-5
7-10-5
Plate Offsets (X,Y)7 [9:0-3-0,0-3-0]
LOADING (psf)
SPACING- 2-M
CSI.
DEFL. in
(loc) I/deft L/d
PLATES GRIP
TCLL 35.0
Plate Grip DOL 1.15
TC 0.33
Vert(LL) -0.08
6-8 >999 360
MT20 220/195
TCDL 8.0
Lumber DOL 1.15
BC 0.30
Vert(CT) -0.16
6-8 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.21
Horz(CT) 0.04
6 n/a n/a
BCDL 8.0
Code IRC2018/TPI2014
Matrix-SH
Wind(LL) 0.03
8-9 >999 240
Weight: 94lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 OF No.1&Btr
TOP CHORD
Structural wood sheathing directly applied or 4-11-5 oc purlins.
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
WEBS 2x4 DF Stud/Std
REACTIONS. (size) 2=0-5-8, 6=0-5-8
Max Horz 2=-118(LC 10)
Max Uplift 2=-253(LC 12), 6=-253(LC 12)
Max Grav 2=1270(LC 1), 6=1270(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1772/385, 3-4=-1474/364, 4-5=-14741364, 5-6=-1772/385
BOT CHORD 2-9=-223/1469, 8-9=-76/1008, 6-8=-246/1469
WEBS 4-8=-104/475, 5-8=-413/190, 4-9=-104/475, 3-9=-413/190
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -2-0-13 to 0-11-3, Interior(1) 0-11-3 to 10-9-0, Exterior(2R) 10-9-0 to
13-9-0, Interior(1) 13-9-0 to 23-6-13 zone; cantilever (eft and right exposed ; end vertical left and right exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
2=253, 6=253.
6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
15935
OF \9
MFR M O-
October 13,2023
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 11212023 BEFORE USE.
Design valid for use only with MiTak® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTeko
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 400 Sunrise Ave., Suite 270
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.lpinst.org) Roseville, CA 95661
and BCSI Building Component Safety Information available from the Structural Building Component Association (wvvw.sbcscomponents.com) 916.755.3571 / MITek-US.corn
Job
Truss
Truss Type
City
Holmes-
R78896089
1153-23-A
CJ1
Roof Special Girder
2
�7job
Reference (optional)
snaKe River I fuss and Components, Idaho Falls, ID - 83401, 8.720 s Aug 11 2023 MiTek Industries, Inc. Fri Oct 13 09:51:212023 Page 1
ID:GdvY2d9OVgAVbPnQcuJlMfyZINx-FaygSBUV9vEbNHAxEwYBSZx7upmzmlTgeTO7FSyTseK
1-5-0 3-2-7 6-2-14
1-5-0 3-2-7 3-0-7
Scale = 1:19.8
4 5
9
6
2x4
11
i
3-2-7
6-2-14
327
3-07
LOADING (psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/defl L/d
PLATES GRIP
TCLL 35.0
Plate Grip DOL
1.15
TC 0.18
Vert(LL)
-0.00
8
>999 360
MT20 2201195
TCDL 8.0
Lumber DOL
1.15
BC 0.07
Vert(CT)
-0.01
8-9
>999 240
BCLL 0.0
Rep Stress Incr
NO
WB 0.11
Horz(CT)
-0.00
7
n/a n/a
BCDL 8.0
Code IRC2018/TPI2014
Matrix-P
Wind(LL)
0.00
8
>999 240
Weight: 34lb FT = 20
LUMBER- BRACING -
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.t&Btr TOP CHORD
BOT CHORD 2x4 DF 180OF 1.6E or2x4 DF No.1&Btr
WEBS 2x4 OF Stud/Std BOT CHORD
REACTIONS. (size) 7=Mechanical, 9=0-7-6
Max Horz 9=124(LC 5)
Max Uplift 7=-162(LC 5), 9=-130(LC 8)
Max Grav 7=437(LC 1), 9=460(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-304/74, 2-9=-440/137
WEBS 3-7=-294/92, 2-8=-38/276
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph: TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb)
7=162, 9=130.
6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANS11TPI 1.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 57 lb down and 35 lb up at
2-9-8, 57 lb down and 35 lb up at 2-9-8, and 70 lb down and 73 lb up at 5-7-7, and 70 lb down and 73 lb up at 5-7-7 on top chord,
and 7 lb down and 15 lb up at 2-9-8, 7 lb down and 15 lb up at 2-9-8, and 27 lb down and 16 lb up at 5-7-7, and 27 lb down and 16
lb up at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-86, 2-4=-86, 4-5=-16, 6-9=-16
Concentrated Loads (lb)
Vert: 11=-122(F=-01, B=-61) 12=6(F=3, B=3) 13=-40(F=-20, B=-20)
L F,
E
15935
�TF O F \O
MFR R I it -\-
October 13,2023
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 11212023 BEFORE USE. i �� �ao
Design valid for use only with MIT connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual trues web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 400 Sunrise Ave., Suite 270
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPl1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.lpinst.org) Roseville, CA 95661
and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.00m) 916.755,3671 / MITek-US.Com
Job
Truss
___7
Truss Type
Ply
Glen Holmes-
Qty
R78896090
1153-23-A
J1
Jack -Open
1
Job Reference (optional)
Snake River Truss and Components, Idaho Falls, ID - 83401, 8.720 a Aug 11 2023 MiTek Industries, Inc. Fri Oct 13 09:51:22 2023 Page 1
ID:GdvY2d90 VgAVb PnQcuJI"ZlNx-jm W2f W V8wDNS?Rk8oe3Q?m UH?p7PVIQ_s 77gnuyTseJ
i -1-0-0 1-11-11
2x4 11
LOADING (psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 35.0
Plate Grip DOL
1.15
TC 0.22
Vert(LL)
-0.00
5
>999
360
TCDL 8.0
Lumber DOL
1.15
BC 0.06
Vert(CT)
-0.00
5
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.01
3
n/a
n/a
BCDL 8.0
Code IRC2018/TPI2014
Matrix-R
Wind(LL)
0.00
4-5
>999
240
LUMBER- BRACING -
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 OF No.1 &Btr TOP CHORD
BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1 &Btr
WEBS 2x4 DF Stud/Std BOT CHORD
REACTIONS. (size) 5=0-5-8, 3=Mechanical, 4=Mechanical
Max Horz 5=82(LC 12)
Max Uplift 5=-40(LC 12), 3=-28(LC 12), 4=-8(LC 12)
Max Grav 5=231(LC 1), 3=49(LC 1), 4=30(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
ri
Scale = 1:13.8
PLATES GRIP
MT20 220/195
Weight: 8 lb FT = 20%
Structural wood sheathing directly applied or 1-11-11 oc pudins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4.
6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
NAL
15935
7Z A9TFF \Ov
O
MER R 10-
October 13,2023
WARNING - Verify design paremcr eland READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mvidual rev. component
BEFORE USE.
D i Te k5
Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an Individual buildingng component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 400 Sunrise Ave., Suite 270
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTP11 Quality Criteria and DSB-22 available from Truss Plate Institute (www.lpinsl.org) Roseville, CA 95661
and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.cem) 916.755.3571 1 MiTek-US.00m
Job
Truss
Truss Type
Qty
Ply
Glen Holmes-
R78896091
1153-23-A
J2
Jack -Open
4
1
Job Reference o tional
Snake River Truss and components, Idaho Falls, ID - 83401, 8.720 s Aug 11 2023 MiTek Industries, Inc. Fri Oct 13 09:51:22 2023 Page 1
ID:GdvY2d9OVgAVbPnOcuJlMfyZlNx jm W2f VvV8wDNS?Rk8oe3Q?m UDBp5tVIQ_s77gnuyTseJ
-1-0-0 3-11-11
1-0-0 3-11-11
3x4 11
0M
Scale = 1:18.7
LOADING (psf)
TCLL 35.0
TCDL 8.0
BCLL 0.0
BCDL 8.0
SPACING- 2-"
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2018fTP12014
CSI.
TC 0.46
BC 0.15
WB 0.00
Matrix-R
DEFL. in
Vert(LL) -0.01
Vert(CT) -0.02
Horz(CT) -0.03
Wind(LL) 0.02
floc) I/deft L/d
4-5 >999 360
4-5 >999 240
3 n/a n/a
4-5 >999 240
PLATES GRIP
MT20 220/195
Weight: 14 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.18,Btr
TOP CHORD
Structural wood sheathing directly applied or 3-11-11 oc purlins,
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 RBtr
except end verticals.
WEBS 2x4 OF StudlStd
BOT CHORD
Rigid ceiling directly applied or 10-" oc bracing.
REACTIONS. (size) 5=0-5-8, 3=Mechanical, 4=Mechanical
Max Horz 5=113(LC 12)
Max Uplift 5=-47(LC 12), 3=-58(LC 12)
Max Grav 5=313(LC 1), 3=139(LC 1), 4=64(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less
except when shown.
TOP CHORD 2-5=-289/177
NOTES-
1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; save=4ft; Cat.
11; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -1-0-13 to 1-11-3, Interior(1) 1-11-3 to 3-10-15 zone; cantilever left
and right exposed ; end vertical left and right exposed;C-C for members and forces B MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 5, 3.
6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
15935
p4�FOF \p�(v
FR R 10-
October 13,2023
D WARNING -Verity dosign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mvdual rev. ng co 23 BEFORE USE. MiTek"'
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 400 Sunrise Ave., Suite 270
fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANSIrrP11 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Roseville, CA 95661
and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomPonents.com) 916.755.35711 MiTek-US.com
Job
Truss
fuss ype
y
1153-23-A
A1G
Common Supported Gable
1
1(optional)
=Holmes-
.. W wii CR inousines, Inc. I ue Jep Co 1J:oo:4/ zuz i rage i
ID:GdvY2d90VgAVbPn4cuJlMfyZlNx-DgCUnD1LBp??BgXGL_HsxfHCU9q_bEdR?C9AY?y
2-0-0 16-9-0 33-6-0 35 6-0
2-0-0 16-9-0 16-9-0 2-0-0
Scale=1:59.2
4x4 =
3x4 = 3x4 =
LOADING(psf)
TCLL 35.0
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
(Roof Snow=35.0)
Plate Grip DOL 1.15
TC 0.48
Vert(LL)
0.00
21
n/r
120
MT20 220/195
Lumber DOL 1.15
BC 0.26
Vert(CT)
-0.01
21
n/r
120
BCLL 0.0 `
Rep Stress Incr YES
WB 0.28
Horz(CT)
0.01
20
n/a
n/a
BCDL 8.0
Code IRC2018/TPI2014
Matrix-R
Weight: 194 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 OF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 DF Stud/Std WEBS 1 Row at midpt 11-30
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
REACTIONS. All bearings 33-6-0. Installation guide.
(lb)- Max Horz2=-191(LC 12)
Max Uplift All uplift 100 lb or less atjoint(s) 31, 33, 34, 35, 36, 37, 28. 27, 26, 25, 24, 23 except 2=-120(LC 14),
38=-130(LC 18), 22=-130(LC 18), 20=-120(LC 14)
Max Grav All reactions 250 lb or less at joint(s) 30, 35, 36, 37, 38, 25, 24, 23, 22 except 2=516(LC 11B), 31=314(LC
19), 33=309(LC 19), 34=282(LC 19), 28=314(LC 20), 27=309(LC 20), 26=282(LC 20), 20=516(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 10-11=-105/291, 11-12=-105/291
WEBS 10-31=-282/78, 9-33=-277/103, 12-28=-282/78, 13-27=-277/103
NOTES-
1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=34ft; eave=2ft; Cat. 11; Exp C;
Enclosed; MWFRS (directional) and C-C Corner(3E)-2-0-13 to 1-3-7, Exterior(2N) 1-3-7 to 16-9-0, Comer(3R) 16-9-0 to 20-1-3, Exterior(2N)
20-1-3 to 35-6-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) 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) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent
with other live loads.
6) All plates are 2x4 MT20 unless otherwise indicated.
7) Gable requires continuous bottom chord bearing.
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 20.0psf 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.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 31, 33, 34, 35, 36, 37, 28, 27
, 26, 25, 24, 23 except Ot=lb) 2=120, 38=130, 22=130, 20=120.
12) This truss is designed in accordance with the 201 a International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S)Standard
o
russ
russ ype
y
Glen Holmes-
1153.23-A
CJ1
Roof Special Girder
2
1
Job Reference (optional)
vu a IV- - cu- rvu i - mousines, inc. I we pep Go 1.xoo:o4 zu dj rage 1
I D:GdvY2d9OVgAVbPn Q cu JIMfyZINx-V 178 Fc6kUztOXuZdGyvVj73TJ_HtkS6ScoM 2H E
1-5 0 3-1-7 6-2-14
1-5-0 3-1-7 3-1-7
2x4 11
5 6
Gx9 I
3x12 11 46 = 7
Scale = 1:20.8
LOADING(psf) TCLL 3
TOLL 5.0
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
(Roof Snow=3
Plate Grip DOL 1.15
TC 0.25
Vert(LL)
-0.01
9
>999
360
MT20 220/195
8.0)
BCDL
Lumber DOL 1.15
BC 0.06
Vert(CT)
-0.01
9
>999
240
.0
BCDL *
Stress Incr NO
WB 0.11
Horz(CT)
0.00
8
n/a
n/a
.0
BCDL 8.0
Code IRC2018ITP12014
Matrix-Wind(ILL)
Wind(ILL)Rep
0.00
9
>999
240
Weight: 39 lb FT = 20
LUMBER- BRACING -
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr TOP CHORD
BOT CHORD 2x6 DF 180OF 1.6E
WEBS 2x4 DF Stud/Std BOT CHORD
SLIDER Left 2x8 DF SS 1-8-8
REACTIONS. (lb/size) 8=613/Mechanical, 2=46110-7-6 (min. 0-1-8)
Max Horz2=109(LC 9)
Max UplifB=-160(LC 7), 2=-126(LC 10)
Max GraW=663(LC 15), 2=653(LC 15)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-541/63, 3-10=-403/72, 4-10=-331f73, 5-8=-370/112
BOT CHORD 2-12=-98/341, 9-12=-98/341, 9-13=-98/341, 8-13=-98/341
WEBS 4-8=-410/91
Structural wood sheathing directly applied or 6-0-0 oc purlins, except end
verticals.
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.
NOTES-
1) Wind: ASCE 7-15; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C;
Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent
with other live loads.
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 100 Ib uplift at joint(s) except Qt=lb) 8=160, 2=126.
9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSIlTPI 1.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 57 lb down and 35 lb up at 2-9-8, 57 lb
down and 35 lb up at 2-9-8, and 181 lb down and 73 lb up at 5-7-7, and 181 lb down and 73 lb up at 5-7-7 on top chord, and 7 lb down and 15
lb up at 2-9-8, 7 lb down and 15 lb up at 2-9-8, and 27 lb down and 16 lb up at 5-7-7, and 27 lb down and 16 lb up at 5-7-7 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).
LOAD CASE(S)Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-5=86, 5-6=-86, 2-7=-16
Continued on page 2
o
fuss
pe
y
y
Glen Holmes-53-23-A
CA
���
cial Girder
2
1
Job Reference (optional)
mun: a.ruu s mar zz zuzu rrmc o.iuu s mar zz euzj mi i eK Inausiries, Inc. I ue Sep 26 13:56:b4 2023 Page 2
ID:GdvY2d9OVgAVb Pn QcuJIMfyZI Nx-V 178 Fc6kUztOXuZdGyvVj73TJ_HtkS6ScoM2 H5
LOAD CASE(S)Standard
Concentrated Loads (Ib)
Vert: 11=-263(F=-131, B=-131) 12=2(F=1, B=1) 13=-51(F=-25, B=-25)
o
Truss
Truss Type
y
y
Glen Holmes-
1153-23-A
J1
Jack -Open
4
1
Job Reference (optional)
vll - inousines, Inc. t ue Jep [o "I3:Da:o4 2uz i vage i
ID:GdvY2d90VgAVbPn Qcu JIMfyZINx-V 17BFc6kUztOXuZdGyvVj73Tp_HukTmS CoM2 H5
1-0-0 1-11-11
1.0-0 1-11-11
Scale = 1:13.6
2x4 II
LOADING(psf)
TOLL 35.0
SPACING.
2-0-0
CSI.
DEFL, in
(loc)
I/deft
L/d
PLATES GRIP
(Roof Snow=38.0)
Plate Grip DOL
1.15
TC 0.22
Vert(LL) 0.00
4-5
>999
360
MT20 220/195
D
Lumber DOL
1.15
BC 0.06
Vert(CT) 0.00
5
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Ho(CT) -0.01
3
n/a
n/a
BCDL 8.0
Code IRC20181TP12014
Matrix-R
Wind(LL) 0.00
4-5
>999
240
Weight: 8 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.1&Btr TOP CHORD
BOT CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1 &Btr
WEBS 2x4 OF Stud/Std BOT CHORD
REACTIONS. (lb/size) 5=231/0-5-8 (min. 0-1-8), 3=49/Mechanical, 4=9/Mechanical
Max Horz5=82(LC 14)
Max Uplifti=-40(LC 14), 3=-30(LG 18), 4=-8(LC 14)
Max Gravy=331(LC 19), 3=71(LC 19), 4=30(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-309/136
Structural wood sheathing directly applied or 1-11-11 oc purlins, except
end verticals.
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.
NOTES-
1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf, BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C;
Enclosed; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent
with other live loads.
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 100 lb uplift atjoint(s) 5, 3, 4.
9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSUTPI 1.
LOAD CASE(S)Standard
o
Iruss
fuss ype
y
y
Glen Holmes-
1153-23-A
J2
Jack -Open
4
1
.lob Reference (nntinnal)
Run. o. r vv s mar cc zvzo rani: e. ruu s mar zz zuza mi i eK Inaustnes, Inc. I us Sep 25 13:S6:b5 2023 Pagel
0-0
ID:GdvY2d9OVgAVbPnQcuJlMfyZINx- DhWSy7MFHOt928ppgRkGLcalNabTwOcrS5bpXy
-1-3-11-11
1-D O 3-11-11
Scale = 1:18.4
3x4 11
3-11-11
LOADING(psf)3
TOLL 5.0
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/deft
L/d
PLATES GRIP
(Root Snow=35.0)
Plate Grip DOL
1.15
TC 0.46
Vert(LL) -0.01
4-5
>999
360
MT20 220/195
TCDL
Lumber DOL
1.15
BC 0.15
Vert(CT) -0.02
4-5
>999
240
0.0
BCLL *
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.03
3
n/a
n/a
BCDL 8.0
Code IRC2018/TP12014
Matrix-R
Wind(LL) 0.02
4-5
>999
240
Weight: 14 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&13tr TOP CHORD
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr
WEBS 2x4 DF Stud/Std BOT CHORD
REACTIONS. (lb/size) 5=313/0-5-8 (min. 0-1-8), 3=139/Mechanical, 4=36/Mechanical
Max Horz5=113(LC 14)
Max UplifS=-47(LC 14), 3=-58(LC 14)
Max Grae6=479(LC 19), 3=219(LC 19), 4=64(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-461/177
Structural wood sheathing directly applied or 3-11-11 oc purlins, except
end verticals.
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 vide.
NOTES-
1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C;
Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-0-13 to 1-11-3, Interior(1) 1-11-3 to 3-10-15 zone; cantilever left and right exposed ; end
vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent
with other live loads.
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 (try others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 5, 3.
9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S)Standard
JOD
Truss
Truss Type
ty
ply
Glen Holmes-
1153-23-A
A5SG
GABLE
1
1
Job Reference o tional
nun. u.iuu — rr inr. o. iuu s mar Z[ <uZa mi i eK inaustries, Inc, i ue oep zo l3:=ou 2ULH Page 1
I D: GdvY2d90VgAVbPnQcu JIMfyZINx-dFtdP E3DRkNa2HFr17rzzHvhvMoHoVpthAOq 7Ky
2-0-0 510.6 11-3-11 16-9-0 22-2-5 27-7-10 33-6-0 35-6-0
2-0.0 5-10-6 5-5-5 5-5-5 5-5-5 S 5 5 5-10-6 2-0-0
48 =
6.00 12
21 20 19 18 17 16 3x4 = 3x4 = 3x4 =
48 =
LOADING(pso
TCLL 35.0
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
1/defl
L/d
(Roof Snow=35.0)
Plate Grip DOL
1.15
TC 0.60
Vert(LL)
-0.14 12-14
>999
360
8.0
Lumber DOL
1.15
BC 0AB
Vert(CT)
-0.20 12-14
>999
240
BCDLL 0.0 t
Rep Stress Incr
YES
WB 0.70
Horz(CT)
0.02 10
n/a
n/a
BCDL 8_0
Code IRC201 B/TP12014
Matrix-R
Wind(LL)
0.0312-14
>999
240
LUMBER -
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.1 &Btr
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr
WEBS 2x4 OF Stud/Std
OTHERS 2x4 DF Stud/Std
REACTIONS. All bearings 12-5-8 except Qt=length) 10=0-5-8,
(lb) - Max Horz2=-191(LC 12)
Max Uplift All uplift 100 lb or less at joint(s) 17, 21
14)
Max Grav All reactions 250 lb or less atjoint(s) 1 i
16=1296(LC 1), 16=1296(LC 1)
Scale = 1:61.5
PLATES GRIP
MT20 220/195
Weight: 218 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-10-0 cc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing, Except:
10-0-0 cc bracing: 12-14,10-12.
WEBS 1 Row at midpt 6-14, 7-14
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
16=0-3-8, 16=0-3-8.
except 2=-160(LC 14), 18=-173(LC 14), 10=-250(LC 14), 16=-177(LC
, 19, 20, 21 except 2=479(LC 18), 18=839(LC 19), 10=1296(LC 20),
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-40=-47/301, 3-4=-12/390, 4-41=-1/456, 5-41=0/539, 5-42=-516/185, 6-42=-371/197,
6-43=-420/203, 7-43=-594/184, 7-44=-1288/253, 8-44=-1375/242, 8-9=-1475/240,
9-45=-1694/273, 10-45=-1805/253
BOT CHORD 17-18=-267/149, 16-17=287/149, 15-16=-541/196, 14-15=541/196, 13-14=-38/1032,
13-46=-38/1032, 46-47=-38/1032, 12-47=-38/1032, 10-12=157/1491
WEBS 7-14=-955/205, 7-12=-39/636, 9-12=-406/149, 5-14=-132/1273, 5-18=-544/89, 3-18=-450/162,
5-16=-1257/227
NOTES-
1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C;
Enclosed; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 1-3-7, Interior(1) 1-3-7 to 16-9-0, Exterior(2R) 16-9-0 to 20-1-3, Interior(1)
20-1-3 to 35-6-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) 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) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent
with other live loads.
6) All plates are 2x4 MT20 unless otherwise indicated.
7) Gable studs spaced at 2-0-0 cc.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-5-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 8.0psf.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17, 21 except Qt=lb) 2=160,
18=173, 10=250, 16=177.
Continued on page 2
Job
Truss
Truss Type
city
Ply
Glen Holmes-
1153-23-A
BIG
Common Supported Gable
1
1
R78896087
Job Reference tionaf
ri.r20 s Aug 11 2023 MiTek Industries, Inc. Fri Oct 13 09:51:19 2023 Page 1
ID:GdvY2d90VgAVbPnQcuJIM1yZlNx-JBrw1VSFel I8 OZ6VWjN8sl0b4uIOTYA9v0AZyTseM
-2-0-0 10-9-0 21-6-0 — — 23-6-0
2-0-0 10-9-0 10-9-0 2.0-0
44 =
3x4 =
Scale = 1:41.7
21-6-0
21.6-0
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) 1/deft L/d
PLATES GRIP
TCLL 35.0
Plate Grip DOL 1.15
TC 0.26
Vert(LL) -0.04
13 n/r 120
MT20 2201195
TCDL 8.0
Lumber DOL 1.15
BC 0.11
Vert(CT) -0.05
13 n/r 120
BCLL 0.0
Rep Stress Incr YES
WB 0.08
Horz(CT) 0.00
12 n/a n/a
BCDL 8.0
Code IRC2018fTP12014
Matrix-SH
Weight: 105 lb FT = 20
LUMBER-
BRACING -
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.18Btr
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
OTHERS 2x4 OF Stud/Std
REACTIONS. All bearings 21-6-0
(lb) - Max Horz 2=-118(LC 10)
Max Uplift All uplift 100 lb or less at joint(s) 19, 21, 22, 23, 17, 16, 15, 14 except 2=-138(LC 12),
12=-138(LC 12)
Max Grav All reactions 250 lb or less atjoint(s) 18, 19, 21, 22, 23, 17, 16, 15, 14 except 2=387(LC 1),
12=387(LC 1)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat.
II; Exp C; Enclosed; MWFRS (directional) and C-C Corner(3E) -2-0-13 to 0-11-3, Exterior(2N) 0-11-3 to 10-9-0, Comer(3R) 10-9-0 to
13-9-0, Exterior(2N) 13-9-0 to 23-6-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) 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 ANSIITPI 1.
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2-M oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide
will fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19, 21, 22, 23, 17,
16, 15,14 except (jt=lb) 2=1 38,12=138.
10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
0 N A L
cn�ll
15935
N O
v O F O
FRRI�L
October 13,2023
,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 112/2023 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek"
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 400 Sunrise Ave., Suite 270
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPl1 Duality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Roseville, CA 95661
and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponants.com) 916.755.3571 t MTek-US.com
Job
Truss
Truss Type
City
Ply
Glen Hoimes-
R78896086
1153-23-A
A5SG
Common Structural Gable
1
1
Job Reference o tional
Snake River Truss and Components, Idaho Falls, ID - 83401, 8.720 s Aug 11 2023 MiTek Industries, Inc. Fri Oct 13 09:51:17 2023 Page 1
I D:GdvY2d90 VgAVb PnOcuJl WyZI Nx-Mpj9cp R?6h kAugsA?5TF Ijn MFoHOgOwFj rQv6hyTseO
-2-" 5-2-3 10-11-2 17-0-0 23-0-14 28-9-13 34-0-0 36-0-0
2-0-0 5-2-3 5-8-15 6-0-14 6-0-14 5 8-15 5 Z-3 2-0 0
Scale = 1:63.3
4x6 =
a
I�
20 19 1 B 17 16 38 15 14 13 3x8 = 4x6 = 3x4 =
3x4 =
17-M
LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.19 10-12 >999 360 MT20 220/195
TCDL 8.0 Lumber DOL 1.15 BC 0.52 Vert(CT) -0.30 10-12 >837 240
BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.04 8 n/a n/a
BCDL 8.0 Code IRC2018ITP12014 Matrix-SH Wind(LL) 0.04 10-12 >999 240 Weight: 213lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF No. 1&Btr TOP CHORD Structural wood sheathing directly applied or 4-6-9 oc pudins.
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 DF Stud/Std WEBS 1 Row at midpt 6-12, 4-17
OTHERS 2x4 DF Stud/Std
REACTIONS. All bearings 12-11-8 except (jt=length) 8=0-5-8, 13=0-3-8, 13=0-3-8.
(lb) - Max Horz 2=-175(LC 10)
Max Uplift All uplift 100 lb or less at joint(s) 15 except 2=-145(LC 12), 17=-375(LC 12), 8=-281(LC 12)
Max Grav All reactions 250 lb or less at joint(s) 15, 16, 18, 19, 20, 13, 13 except 2=424(LC 23), 17=1912(LC
1), 8=1404(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1231433, 3-4=-65/773, 4-5=-8911266, 5.6=-8911267, 6-7=-1801/318,
7-8=-20831351
BOT CHORD 2-20=-365/96, 19-20=-365/96, 18-19=-365196, 17-18=-365/96, 16-17=-40/256,
15-16=-40/256, 13-15=-40/256, 12-13=-40/256, 10-12=118/1276, 8-10=-232/1759
WEBS 5-12=-71/323, 6-12=-8431222, 6-1 0=-1 3/567, 7-10=-3631139, 4-12=-30/712,
4-17=-1804/346, 3-17=4621164
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=41t; Cat.
II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 17-M, Exterior(2R) 17-M to
20-0-0, Interior(1) 20-0-0 to 36-0-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) 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) All are 2x4 MT20 indicated.
SS opNAL f
plates unless otherwise
5) Gable studs spaced at 2-M oc.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Q J�
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 = 8.Opsf.
15935
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except (jt=lb)
2=145, 17=375, 8=281.
9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and
(P O
�y �9 /��
/� TF
referenced standard ANSI/TPI 1.
OF SOP
P}
DERR10-
October 13,2023
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 11212023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek"
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 400 Sunrise Ave., Suite 270
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVfPl1 Quality Criteria and DSB-22 available from Truss Plate Institute (wNw.tpinst.org) Roseville, CA 95661
and SCSI Building Component Safety Information available from the Structural Building Component Association (wvvw.sbcscomponents.com) 916.75535711 MiTek-US.com
Job
I russ
Truss Type
y
Glen Holmes,
1153-23-A
A3
COMMON Is
1
1
Job Reference o tional
, nrno. ruu s mar cc cuca mi i eK mausmes, mc. i ue aep Zb ij:=:4a ZuZ9 rage I
I D: GdvY2d90VgAVb P nQ cuJlMfyZI Nx-htms_Z2zv77spz6Tvip5TspLzZ5n KcGa Esvj3Ry
2-0-0 5-11-5 11-4-3 16-9-D 22-1-13 27-6-11 33-6-0 35 Fro
2-0-0 5- 1-5 5-4-13 5 4 13 5 4 13 5-413 5 11-5 2-0 0
4x8 =
3x8 = — —
ax4 —
Scale = 1:59.2
LOADING(psf)
TCLL 35.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.24 14-16 >999 360 MT20 220/195
(Roof Snow=35.0) Lumber DOL 1.15 BC 0.61 Vert(CT) -0.36 14-16 >999 240
BCDDL 0.0 * Rep Stress Incr YES WB 0.58 Horz(CT) 0.11 10 n/a n/a
BCDL 8.0 Code IRC20181TP12014 Matrix-R Wind(LL) 0.0814-16 >999 240 Weight: 161lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD 2-0-0 oc purlins (3-6-2 max.).
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 DF Stud/Std WEBS 1 Row at midpt 7-14, 5-14
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
REACTIONS. (lb/size) 2=1882/0-5-8 (min. 0-2-0), 1 0=1 882/0-5-8 (min. 0-2-0) Installation guide.
Max Horz2=191(LC 13)
Max Uplif2=-344(LC 14), 10=-344(LC 14)
Max Gra V=1884(LC 19), 10=1884(LC 20)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-17=-3101/484, 3-17=-3018/504, 3-4=-2822/470, 4-18=-2736/473, 5-18=-2670/483,
5-19=-1983/414, 6-19=-1867/432. 6-20=-1867/432, 7-20=-1983/414, 7-21=-2670/483,
8-21=-2737/473, 8-9=-2822/470, 9-22=-3019/504, 10-22=-3101/484
BOT CHORD 2-16=-340/2800, 16-23=-224/2298, 23-24=-224/2298, 15-24=-224/2298, 14-15=-224/2298,
13-14=245/2191, 13-25=-245/2191, 25-26=-245/2191, 12-26=-245/2191, 10-12=-360/2657
WEBS 6-14=-209/1317, 7-14=-936/203, 7-12=-36/606, 9-12=-386/146, 5-14=-936/203, 5-16=-36/606,
3-16=-386/146
NOTES-
1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. 11; Exp C;
Enclosed; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 1-3-7, Interior(1) 1-3-7 to 16-9-0, Exterior(2R) 16-9-0 to 20-1-3, Interior(1)
20-1-3 to 35-6-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.16); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent
with other live loads.
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 20.0psf 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 = 8.0psf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=344, 10=344.
8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802,10.2 and referenced standard
ANSI/TPI 1.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S)Standard
0
NS5
y
y
Glen Holmes-
��USSIype
q2
COmmon
22
1
Job Reference (optional)
R., o, r w s mo Gd NW rrinl: a, ruu s mar [ 2u23 ml I eK InaustrleS, Inc. we Sep 28 13:56:48 2023 Pagel
I D:GdvY2d9OVgAVbP nQcuJIMfyZlNx-hlms_Z2zv77spz6Tvip5TspLPZSwKdLaEsvj3 Ry
10 6 11-3 11 16 9 0 22-2-5 27-110 33-6-0 35 6 0
2-0-05 10.6 5 5 5 5-5.5 5-5-5 5 5 5 5-I M 2-0.0
Scale = 1:59.2
48 =
6.00
3x4 = 46 = 3x8 = 46 = 3x4 =
LOADING(psf) TCLL 3 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 5.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.24 14-16 >999 360 MT20 2201195
(Roof Snow=35.0) 0Lumber DOL 1.15 BC 0.60 Vert(CT) -0.35 14-16 >999 240
BCDL .0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.11 10 n/a n/a
BCDL .0 BCDL B.0 Code IRC20181TP12014 Matrix-R Wind(LL) 0.0814-16 >999 240 Weight: 161Ib FT=20°/
LUMBER- BRACING -
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc purlins.
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 DF Stud/Std WEBS 1 Row at midpt 7-14, 5-14
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
REACTIONS. (lb/size) 2=1882/0-5-8 (min. 0-2-0), 10=11382/0-5-8 (min. 0-2-0) Installation guide.
Max Horz2=-191(LC 12)
Max Uplif2=-344(LC 14), 10=-344(LC 14)
Max Grav2=1885(LC 22), 10=1885(LC 23)
FORCES- (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-17=-3062/478, 3-17=-2980/498, 3-4=-2792/467, 4-18=-2707/469, 5-18=-2639/479,
5-19=-1973/413, 6-19=-1856/431, 6-20=-1856/431, 7-20=-1973/413, 7-21=-2640/479,
8-21=-2707/469, 8-9=-2793/467, 9-22=-2980/498, 10-22=-3062/478
BOT CHORD 2-16=-336/2755, 16-23=-225/2281, 23-24=-225/2281, 15-24=-225/2281, 14-15=-225/2281,
13-14=-243/2174, 13-25=-243/2174, 25-26=-243/2174, 12-26=-24312174, 10-12=-355/2612
WEBS 6-14=-207/1305, 7-14=-925/202, 7-12=-33/583, 9-12=-359/141, 5-14=-925/202, 5-16=-33/583,
3-16=-359/141
NOTES-
1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C;
Enclosed; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 1-3-7, Interior(1) 1-3-7 to 16-9-0, Exterior(2R) 16-9-0 to 20-1-3, Interior(1)
20-1-3 to 35-6-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent
with other live loads.
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 = 8.0psf.
7) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except Qt=lb) 2=344, 10=344.
8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S)Standard
Job
Truss
Truss Type
Qty
Ply
Glen Holmes-
R78896082
1153-23-A
A2
Common
22
1
Job Reference (optional)
Snake River Truss and Components, Idaho Falls, ID - 83401, 8.720 s Aug 11 2023 MiTek Industries, Inc. Fri Oct 13 09:51:11 2023 Page 1
ID:GdvY2d9OVgAVbPnQcuJIMfyZJNx-YfMuLmMEWr_0AIPOegMr2SXLZNDtQebMLvzbul yTseU
-2-0-0 5-2-3 10-11-2 17-0-0 23-0-14 28-9-13 34-0.0 36-0-0
2-0-0 5-2-3 5-8-15 6-0-14 6-0-14 5-8-15 5-2-3 2-0-0
Scale = 1:61.3
4x6 =
a
I$
3x4 = 4x6 = 3x8 _ 46 = 3x4 =
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 35.0
Plate Grip DOL 1.15
TC 0.42
Vert(LL) -0.27 10-12 >999 360
MT20 220/195
TCDL 8.0
Lumber DOL 1.15
BC 0.63
Vert(CT) -0.41 10-12 >990 240
BCLL 0.0
Rep Stress Incr YES
WB 0.58
Horz(CT) 0.12 8 n/a n/a
BCDL 8.0
Code IRC2018rrP12014
Matrix-SH
Wind(LL) 0.0910-12 >999 240
Weight: 163lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing
directly applied or 3-8-1 oc purlins.
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied
or 10-0-0 oc bracing.
WEBS 2x4 OF Stud/Std WEBS 1 Row at midpt
6-12. 4-12
REACTIONS. (size) 2=0-5-8, 8=0-5-8
Max Horz 2=175(LC 11)
Max Uplift 2=-348(LC 12), 8=-348(LC 12)
Max Grav 2=1908(LC 1), 8=1908(LC 1)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3118/506, 3-4=-2861/475, 4-5=-2016/428, 5-6=-2016/428, 6-7=-2861/475,
7-8=-3118/505
BOT CHORD 2-14=-348/2797, 12-14=-241/2353, 10-12=-260/2266, 8-10=-367/2677
WEBS 5-12=-207/1329, 6-12=-810/220, 6-10=-9/519, 7-10=-339/133, 4-12=-809/220,
4-14=-10/518, 3-14=-339/133
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
ll; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -2-0-13 to 0-11-3, Interior(1) 0-11-3 to 17-M, Exterior(2R) 17-M to
20-0-0, Interior(1) 20-" to 36-0-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) 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-M wide
will fit between the bottom chord and any other members, with BCDL = 8.0psf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
2=348, 8=348.
��
6) is designed
SS\ONAL
�'
This truss in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
N
,Ln
15935
� N O
9TF OF
MFRRIL�
October 13,2023
g WARNING -Verify design p,, motcrs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII4473 rev. 1/2/2023 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek'
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 400 Sunrise Ave., Suite 270
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIlrPl1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Roseville, CA 95661
and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 916.755.3571 / MITek-US.com
Job
Truss
Truss Type
Oty
Ply
Glen Holmes-
R78896083
1153-23-A
A3
COMMON
6
1
Job Reference (optional)
Snake River I russ and Components, Idaho Falls, ID - 83401, 8.720 s Aug 11 2023 MiTek Industries, Inc. Fri Oct 13 09:51:13 2023 Page 1
ID:GdvY2dgOVgAVbPnOcuJIMfyZlNx-U 1 TemSOU2SEkP3YPmFPJ7tch1 AvJuY1 foDSizWyTseS
2-0-0 5-21
10-112 17-0-0 23.014 28-9-13 34-0-0 36-0-0
2-0-0 52-3 5-8-15 6-0-14 6-0-14 5-8-15 5.2-3 2-0-0
46 =
3x4 = 46 = 3x8 = 4x6 = 3x4 =
34-0-0
Scale = 1:61.3
LOADING (psf)
TCLL 35.0
TCDL 8.0
BCLL 0.0
BCDL 8.0
SPACING- 2-M
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2018/TP12014
CSI.
TC 0.42
BC 0.63
WB 0,59
Matrix-SH
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in (loc) Well L/d
-0.27 10-12 >999 360
-0.41 10-12 >974 240
0.12 8 n/a n/a
0.09 10-12 >999 240
PLATES GRIP
MT20 220/195
Weight: 163 lb FT = 20
LUMBER-
BRACING -
TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.18Btr
TOP CHORD
Structural wood sheathing directly applied or 3-7-11 oc puffins.
BOT CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1$Btr
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 DF Stud/Std
WEBS
1 Row at midpt 6-12, 4-12
REACTIONS. (size) 2=0-5-8, 8=0-5-8
Max Horz 2=-175(LC 10)
Max Uplift 2=-348(LC 12), 8=-348(LC 12)
Max Grav 2=1908(LC 1), 8=1908(LC 1)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3169/513, 3-4=-2897/479, 4-5=-2027/428, 5-0=-2027/428, 6-7=-2897/479,
7-8=-3169/513
BOT CHORD 2-14=-354/2856, 12-14=-243/2376, 10-12=-263/2289, 8-10=-376/2735
WEBS 5-12=-208/1339, 6-12=-822/221, 6-10=11/538, 7-10=-364/137, 4-12=-822/221,
4-14=-11/537, 3-14=-364/137
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) -2-0-13 to 0-11-3, Interior(1) 0-11-3 to 17-M, Exterior(2R) 17-" to
20-0-0, Interior(1) 20-0-0 to 36-0-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and
forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) 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, with BCDL = 8.0psf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb)
2=348, 8=348.
6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
15935
O 1 }A� O
�FR R 10-
October 13,2023
D WARNING -Verify design parameters and READ NOTES is THIS AND INCLUDED MITEK REFERENCE PAGE Mvidual rev. ng component,
BEFORE USE. MiTek"
Design valid for use only with MRek® connechxs. This desgn is based only upon parameters shown, and is for an individual building camporlenl, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 400 Sunrise Ave., Suite 270
fabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSIlrPl1 Quality Criteria and DSB-22 available from Truss Plate Institute (wwwApinst.org) Roseville, CA 95661
and BCSI Building Component Safety Informrtlon available fmm the Structural Building Component Association (www.sbcsoomponents.mm) 916.755.35711 MiTek-US.com
J013
Truss
Truss Type
_
Holmes 4 Plex
221936
Al
GABLE
j0ty
1
jPly
1
1
Job Reference (optional)
-- -- • �- —• •• - • •-•••r ••- -_--• n�u. o.w� o rnu w cuee nnu. o.00u s rev co tu[� mi erc Inous[rles, InC, i ue Apr 1u Uti:24:Ztl 2u22 "agge 1
ID: M7HLUrEMygzzK?mhvQc6Mmz WTVT-9fFu Mcbd VSzjOjiwy7MPC QfogBdOXcsJBa345 HzPDg 1
2-0 0 17-0-0 34-0-0 36-0-0
2 D-0 17-0-0 17-0-0 2-0-0
05 =
Scale = 1:59.9
38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20
3x6 II 3x6 = 3x6 =
LOADING (psf)
TCLL 35.0
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
(Roof Snow=3
Plate Grip DOL
1.00
TC 0.28
Vert(LL)
0.01
19
n/r
120
D7.0
Lumber DOL
1.15
SC 0.05
Vert(CT)
0.00
19
n/r
120
BCLL 0.0
Rep Stress Incr
YES
WB 0.27
Hor(CT)
0.01
20
n/a
n/a
orni A— „
Code IBC2018/TPI2014
Matrix-R
LUMBER -
TOP CHORD 2x4 DF No.1&Btr
BOT CHORD 2x4 OF No.1 &Btr
WEBS 2x4 DF Stud
OTHERS 2x4 DF Stud *Except*
STB,ST7: 2x4 DF No.2
REACTIONS. All bearings 34-0-0.
BRACING -
TOP CHORD
BOT CHORD
WEBS
(lb) - Max Horz 38=122(LC 11)
Max Uplift All uplift 100 lb or less at joint(s) 38, 20, 31, 32, 33, 34, 35, 36, 37, 28,
26, 25, 24, 23, 22, 21
Max Grav All reactions 250 lb or less at joint(s) 34, 35, 36, 37, 24, 23, 22, 21 except
38=369(LC 19), 20=369(LC 20), 29=250(LC 1). 31=324(LC 19), 32=303(LC 19),
33=272(LC 19), 28=324(LC 20), 26=303(LC 20), 25=272(LC 20)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-38=-329/205, 9-1 0=-1 32/271, 10-11 =-1 32/271, 18-20=-329/205
WEBS 9-31=-284/88, 8-32=-263/100, 11-28=-284/88, 12-26=-263/100
PLATES GRIP
MT20 220/195
Weight: 205 lb FT = 15%
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
1 Row at midpt 10-29
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS
(envelope) and C-C Comer(3E) -2-0-0 to 1-4-13, Exterior(2N) 14-13 to 13-7-3, Corner(3R) 13-7-3 to 20-4-13, Exterior(21NI) 204-13 to
32-7-3, Corner(3E) 32-7-3 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) 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) TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs
non -concurrent with other live loads.
6) All plates are 2x4 MT20 unless otherwise indicated.
7) Gable requires continuous bottom chord bearing.
8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
9) Gable studs spaced at 2-0-0 oc.
10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
11) * 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.
12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 38, 20, 31, 32, 33, 34
135, 36, 37, 28, 26, 25, 24, 23, 22, 21.
13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
pjepue3S(S)3Stl0 avo-I
L IdiASNV P]epue;s p93uWel8J pue Z•0 L"Z0M Pue L"L L-ZOSa suopes opoO laquaplsed leuol}ewa;ul S L0Z ay; 411M aouepj000e ul pau6lsep sl ssnj; s141(L L
-S31ON
(ZAJILbOt/41dnoHoWAC'L 07 d L an i e i said£ 3ui NO I I x0-7 7 J-19 dgAb'6AO6PZ l^P�J 01
7 a6¢a CZN OC:OCaL 97 daC an � 'Oul 'SaulSnoW 51a I IW cvn�» JR uI s nn i'o 'vuu c�n� iv icini e
IeuolL o aau-ejaa qor
L
L
318V°J
'JSSH
tl-£6-£SLL
saw[oH ua��
Aw
adAi ssni
ssrul
qof