HomeMy WebLinkAboutTRUSS SPECS - 21-00766 - Yellowstone Heights Condos - Bldg 1 - 12 Plexm- o
L7..
C C cC
A
I
--__-_ _— A02
-A02 - - -�
A02
ii
— AU
8
_
A02
.A02
- - A02
A02
—A02 -
�I
LU524- _ - --.__ A00
I
't • LU524
y
m
b LUW4
LU524 v-maz P03
LU Ate. ' z•ae y
A02
—M2
Aff
8
2
_ _A02.
A02- - -
Aaz
I
--. -- A02
A01
N [O lNl N N N N N N r 'N 41 N b, �I) NN 1NV N N N
N A P P A P
A A
A N a A a a N P A A P
A A
I
fO
v m m m m
m m o v O o O C
o v a v O O o oP O
C O O O O o
v w
M m m F
`e�D�O➢
G1NvzMM
N O m
'Idaho Falls ob Number: 21-033328T der. New Peak
' Builders DESIGNER: Ron Davis ate: 05-16-2022 Name: Yellowstone Heights Unit D
[ddrew.
W• FirstSource PHONE: 208.227-0846 tale: N.T.S. 238 Ella UnitD
E -MNL: Ron.Davis2@BLDR.com , St.: Rexburg, ID
MiTek USA, Inc.
MiTek USA, Inc.
400 Sunrise Avenue, Suite 270
Roseville, CA 95661
Telephone 916-755-3571
Re: 21-033328T
The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision
based on the parameters provided by BMC West -Idaho Falls, ID.
Pages or sheets covered by this seal: R70840911 thru R70840918
My license renewal date for the state of Idaho is May 31, 2023.
Idaho COA: 853
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the Judsdicfion(s) identified and that the
designs comply with ANSIMPI 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 ANSUTPI 1, Chapter 2.
Job
Truss
Truss Type
Qty
Ply
r -ow
20-103108T
A01
Common Structural Gable
2
2
Job Reference (optional)
FIELD REPAIR:
SEE PAGE 2/2 OF THIS TRUSS
CALCULATION FOR NOTE
ASSOCIATED WITH THIS REPAIR
1-6-0 6-85 6-5-0 65-0
4r
7xss 22
4
2x40 20 4
3 2
19
2
0-6-1 1
18 30 31 3217 33 3415 36 16 338
5x8= LU524LUS246.
LUS24 US24LUS24LUS24 LUS24LUS24
2-3-12 8-10-3 15-11-8
2_3-12. 6-B-7 7-15
nu. c.
Run: 8.53 5 Dee 172021 Vnnl: 6.wu 5 uec r r lull -11 ex inousa�us, ,, w rv,ay ,..��. •� •••ate
ID:Uogh_YuoTQylbyHeaeb?UzJUbA-ZyRKblTyfASW ow17588zlxLlFHodEKMQIUjaMZDFEW
36'
6-5-0
36—AWOSB 1 5x8-1
CUT Tr 8
OF(
6k8s 23
2x8 DF N
Insert
U
21-1/2' TO
CENTER OF
BEARING
.0
(psf)
6-5-0
6-5-0
o -n -a
r -ow
4
5x8'
goc)
Udell
Ld
PLATES
36'
7
35.0
Plate Grip DOL
1.15
TC
0.46
Vert(LL)
2516
7x8'
-999
360
MT20
2201195
TOLL
8
Lumber DOL
1.15
BC
0.65
Ved(CT)
27
2x44
-871
80
MT20HS
165/146
(Roof Snow =35.0)
9
Rep Stress Ina
NO
38'X88'
0.86
3
28
15
n1a
OSB
1
0.0
Code
IBC2018/TPI2014
Matrix -SH
Wind(U-)
10
15-16
>999
240
Weight: 731 lb
FT=20°/
11
444546
47
14
48 490 51 1352
534 55
12 56
20=
LUS24LUS24
LU524 8= LUS24LUS24
5x8=
US2A
LUS24LUS24LUS24
35-11-8
43-0-13
49-7-4
51-11-0
7-1111
7-15
6-6-7
2$12
Scale =1:89.3
Plate Offsets (X, Y): [4:04 -0,0-4-81,[8:0-4-0,0-4-8].[13:0-4-0.0-5-01,114:0-M,0-6-01, [15:0-10-0,0-6-12], [16:0-8-0,0.6-0]
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 6-M oc bracing.
I Row at mldpt 5-15
REACTIONS Al bearings 2-5-8. except 15=0-7-9(inpub 0-5-8), 18=0-3.8,12=0-3-8
(lb) - Max Hertz 2=162 (LC 14)
Max Uplift All uplift 100 (lb) or less at joints) except 2=239 (LC 6),
10=233 (LC 82),12=-507 (LC 11), 15=2831 (LC 6), 18=664
(LC 10)
Max Grav All reactions 250 (lb) or toss at joint(s) except 2=767 (LC 17),
10=351 (LC 18), 12=2447 (LC 18),15--14158 (LC 1), 18=3252
(LC 17)
FORCES Ob) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-19=580111210.3-19=-5666/1225 3-20-642211124,4-20=535311134,4-2i=-22 60/435, 21-22=-2165!442,
5.22=2052/450, 523=1087!5663, 6-23=-107715748, 6-24=128516826,7-24=129516673,7-2 5=486Y2512,
25 -26= -49312475,8 -26=50212447,8.27=26731652,9 -27=27421642,9-28=-3040-451,10-28=-3157/735
BOTCHORD 2-29=1245/5385,18-29-- 1830=-1245/5385, 30-31=1124515385 31-32--124515385,17-32=124515385, November 16, 2022
17-33=646/3148, 33-34=64613148, 34-35=646/3148, 35-36=-646/3148, 16-36=-64613148, 16-37=15311535,
37-38=15311535,38-39=15311535 , 3940=-1531/536,4041=-1531/535,41-42-1531/535.42-43=15311535,
1543=1531/535,15 -44= -4370/102049 -50=123C)1342,50 -5i=12301342,13-51=12301342,13-52---63612890,
44-45=-437011020, 45-06=-4370!1020, 46-47=-437011020,14-47=4370/1020.
1448=12301342, 48-49=12301342,
52-53=636/2890, 53-54=-63612890, 54-55=63612890,12-55=-636/2890.12-56--63612890,10-56=-6361289O
WEBS 4-17=-62812865, 3-17=-4091267, 6-1 5=4 53 6192 3, 7-15=4190/943, 5-16=1142/5621, 5-15=566311221, 9-13=479/267,
8-13=-815/3888,7-14=97814607.4-16=1957/547,8-14=-24151629
NOTES
1) 2 -ply truss to be connected together with 10d (0.131"x3•') nails as follows:
Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc.
Web connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to
distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-16; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=4.2psf, BCDL=4.2psf; h=25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left
and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
4) TCLL: ASCE 7-16; Pf=35.0 psf (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Fully Exp.; Ce=0.9; Cs --1.00; Ct=1.00; IBC 1607.11.2 minimum roof live load applied
where required.
5) Unbalanced snow loads have been considered for this design.
co�,w�mo,ww�
(psf)
Spacing
2-0-0
CSI
TOP CHORD
DEFL
in
goc)
Udell
Ld
PLATES
GRIP
Loading
35.0
Plate Grip DOL
1.15
TC
0.46
Vert(LL)
-0.28
15-16
-999
360
MT20
2201195
TOLL
Lumber DOL
1.15
BC
0.65
Ved(CT)
-0.35
15-16
-871
240
MT20HS
165/146
(Roof Snow =35.0)
7.0
Rep Stress Ina
NO
WB
0.86
Horz(CT)
0.02
15
n1a
n1a
TCDL
BCLL
0.0
Code
IBC2018/TPI2014
Matrix -SH
Wind(U-)
0.11
15-16
>999
240
Weight: 731 lb
FT=20°/
BCDL
7.0
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 6-M oc bracing.
I Row at mldpt 5-15
REACTIONS Al bearings 2-5-8. except 15=0-7-9(inpub 0-5-8), 18=0-3.8,12=0-3-8
(lb) - Max Hertz 2=162 (LC 14)
Max Uplift All uplift 100 (lb) or less at joints) except 2=239 (LC 6),
10=233 (LC 82),12=-507 (LC 11), 15=2831 (LC 6), 18=664
(LC 10)
Max Grav All reactions 250 (lb) or toss at joint(s) except 2=767 (LC 17),
10=351 (LC 18), 12=2447 (LC 18),15--14158 (LC 1), 18=3252
(LC 17)
FORCES Ob) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-19=580111210.3-19=-5666/1225 3-20-642211124,4-20=535311134,4-2i=-22 60/435, 21-22=-2165!442,
5.22=2052/450, 523=1087!5663, 6-23=-107715748, 6-24=128516826,7-24=129516673,7-2 5=486Y2512,
25 -26= -49312475,8 -26=50212447,8.27=26731652,9 -27=27421642,9-28=-3040-451,10-28=-3157/735
BOTCHORD 2-29=1245/5385,18-29-- 1830=-1245/5385, 30-31=1124515385 31-32--124515385,17-32=124515385, November 16, 2022
17-33=646/3148, 33-34=64613148, 34-35=646/3148, 35-36=-646/3148, 16-36=-64613148, 16-37=15311535,
37-38=15311535,38-39=15311535 , 3940=-1531/536,4041=-1531/535,41-42-1531/535.42-43=15311535,
1543=1531/535,15 -44= -4370/102049 -50=123C)1342,50 -5i=12301342,13-51=12301342,13-52---63612890,
44-45=-437011020, 45-06=-4370!1020, 46-47=-437011020,14-47=4370/1020.
1448=12301342, 48-49=12301342,
52-53=636/2890, 53-54=-63612890, 54-55=63612890,12-55=-636/2890.12-56--63612890,10-56=-6361289O
WEBS 4-17=-62812865, 3-17=-4091267, 6-1 5=4 53 6192 3, 7-15=4190/943, 5-16=1142/5621, 5-15=566311221, 9-13=479/267,
8-13=-815/3888,7-14=97814607.4-16=1957/547,8-14=-24151629
NOTES
1) 2 -ply truss to be connected together with 10d (0.131"x3•') nails as follows:
Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc.
Web connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to
distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-16; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=4.2psf, BCDL=4.2psf; h=25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left
and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
4) TCLL: ASCE 7-16; Pf=35.0 psf (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Fully Exp.; Ce=0.9; Cs --1.00; Ct=1.00; IBC 1607.11.2 minimum roof live load applied
where required.
5) Unbalanced snow loads have been considered for this design.
co�,w�mo,ww�
BRACING
LUMBER
TOP CHORD
2x6 OF 180OF 1.6E or 2x6 OF SS
TOP CHORD
BOT CHORD
2x8 DF 195OF 1.7E or 2x8 OF SS
BOT CHORD
WEBS
2x4 OF Stud/Std `Except- W6:2x6 OF 180OF 1.6E or 2x6 DF SS,
WEBS
W7,W4,W5:2x4 OF 180OF 1.8E or 2x4 OF No.1&Btr or 2x4 DF -N 1800F
1.6E
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 6-M oc bracing.
I Row at mldpt 5-15
REACTIONS Al bearings 2-5-8. except 15=0-7-9(inpub 0-5-8), 18=0-3.8,12=0-3-8
(lb) - Max Hertz 2=162 (LC 14)
Max Uplift All uplift 100 (lb) or less at joints) except 2=239 (LC 6),
10=233 (LC 82),12=-507 (LC 11), 15=2831 (LC 6), 18=664
(LC 10)
Max Grav All reactions 250 (lb) or toss at joint(s) except 2=767 (LC 17),
10=351 (LC 18), 12=2447 (LC 18),15--14158 (LC 1), 18=3252
(LC 17)
FORCES Ob) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-19=580111210.3-19=-5666/1225 3-20-642211124,4-20=535311134,4-2i=-22 60/435, 21-22=-2165!442,
5.22=2052/450, 523=1087!5663, 6-23=-107715748, 6-24=128516826,7-24=129516673,7-2 5=486Y2512,
25 -26= -49312475,8 -26=50212447,8.27=26731652,9 -27=27421642,9-28=-3040-451,10-28=-3157/735
BOTCHORD 2-29=1245/5385,18-29-- 1830=-1245/5385, 30-31=1124515385 31-32--124515385,17-32=124515385, November 16, 2022
17-33=646/3148, 33-34=64613148, 34-35=646/3148, 35-36=-646/3148, 16-36=-64613148, 16-37=15311535,
37-38=15311535,38-39=15311535 , 3940=-1531/536,4041=-1531/535,41-42-1531/535.42-43=15311535,
1543=1531/535,15 -44= -4370/102049 -50=123C)1342,50 -5i=12301342,13-51=12301342,13-52---63612890,
44-45=-437011020, 45-06=-4370!1020, 46-47=-437011020,14-47=4370/1020.
1448=12301342, 48-49=12301342,
52-53=636/2890, 53-54=-63612890, 54-55=63612890,12-55=-636/2890.12-56--63612890,10-56=-6361289O
WEBS 4-17=-62812865, 3-17=-4091267, 6-1 5=4 53 6192 3, 7-15=4190/943, 5-16=1142/5621, 5-15=566311221, 9-13=479/267,
8-13=-815/3888,7-14=97814607.4-16=1957/547,8-14=-24151629
NOTES
1) 2 -ply truss to be connected together with 10d (0.131"x3•') nails as follows:
Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc.
Web connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to
distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-16; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=4.2psf, BCDL=4.2psf; h=25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left
and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
4) TCLL: ASCE 7-16; Pf=35.0 psf (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Fully Exp.; Ce=0.9; Cs --1.00; Ct=1.00; IBC 1607.11.2 minimum roof live load applied
where required.
5) Unbalanced snow loads have been considered for this design.
co�,w�mo,ww�
job
1
Truss
Truss Type
Qty
Ply
20-103108T
A01
Common Structural Gable
2
2
Job Reference (optional)
+...... , ••.
Run: 8.535 Dec itzuri Print 8.530SD.2021 mnn,nuusn"u, nn:., uea••
-17 u -
ID.Uogh_YWTOylbyHeaeb?UzJUbhTyRKb1TyfxBWow17588z1 z1-IFr10 EKMQ1UJ81VIzDFEW
1) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 pat on overhangs non -concurrent with other live loads.
') All plates are MT20 plates unless otherwise Indicated.
I) This truss has been designed for a 10.0 psf bottom chord live load nonwricunent with any other live loads.
I) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tell by 240-00 wide will Lt between the bottom chord and
any other members, with BCDL = 7.Opsf.
l0) WARNING: Required bearing size at joint(s) 15 greater than input bearing size.
I t) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 232 lb uplift at joint 10, 239 Ib uplift atjoint 2, 2831 Ib uplift atjoint 15, 664 lb uplift
at joint 18 and 506 Ib uplift at joint 12.
12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIlTPI 1-
13) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,
nonconcurrenl with any other live loads.
14) Use Simpson Strong -Tie LUS24 (4SD9112 Girder, 2-SD9212 Truss, Single Ply Girder) or equivalent spaced at 36-0-0 oc max. starting at 3-164 from the left end to 47-10-4 to
connect Wss(es) B02 (1 ply 2X4 DF or DF -N) to front toe of bottom chord.
15) Use Simpson Strong -Tie LUS24 (4-1 Od Girder, 2-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 9-10-4 from the left and to 41-10-4 to connect
truss(es) B03 (1 ply 2x4 DF or DF -N) to front lace of bottom chord.
16) Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
1) Dead +Snow (balanced): Lumber Increase=1.15, Plate Increase= -1.15
Uniform Loads (lb/ft)
Vert: 1-6=-84, 6.11=-84,2-10=-14
Concentrated Loads (Ib)
Vert 14=586 (F), 16=-586 (F), 15=586 (F), 30=-875 (F), 31=875 (F), 32=875 (F), 33=586 (F), 34=586 (F), 36-=586 (F), 37=-586 (F), 39=586 (F), 40=586
(F), 42=586 (F), 43=-586 (F), 44=586 (F), 46=586 (F), 47=-586 (F), 48=-586 (F), 50=-586 (F), 51=586 (F), 52=875 (F), 53=875 (F), 55=875 (F)
INSERT 2X8 DF No. 2 WEB MEMBERS
ABOVE AND BELOW WEB 5-14 AS
SHOWN. DO NOT CUT TRUSS MEMBERS.
INSERT NEW 2X8 TIGHT FIT.
ATTACH 1/2" OSB(Plywood not allowed) TO
EACH FACE OF TRUSS AS SHOWN USING
2 ROWS IN 2X4,3 ROWS IN 2X6, AND 4 ROWS
IN 2X8 OF 10d COMMON NAILS AT MIN. 8" O.C.
IN EACH FACE WITH MIN. NUMBER OF NAILS
IN EACH FACE AS SHOWN CIRCLED.
STAGGER NAILS IN MAIN MEMBER.
November 16, 2022
lob
Truss
Tms3 Type
Qty
Ply
870640911
I
?1-033328T
A01
Common Structural Gable
2
2
In Reference
ellders Fincsou" (Idarm Falls, III Idaho Falls, ID- 83402,
412
7x8>
4 -
2x46
3 -
Rurr.8.535 Apr 272022 Print 853U 5 Apr 27 zuu MIlex Imusmue. HU. me„ May 15A3
ID:Bogh_VuOTC10byHaaeb7USJUbA-RfC1PsB7OHg3NSgPgnL8WluITXbGKWrCDm7J4zlC7f
&B.
29 1� 321733 3415 36 16 378 39 4041 42 43
6x6. LUS24LUS24 6x12= LUSULLIS2410x16- LUS241-1.15241-11824 M
LUS24LUS24 LUSPALUS24 LUS;
5xBa,
7
7x6.
8
2x4#
CM.�j
10
444546 47 14 48 480 51 1352 534 5556
12 9 SH
QO=LUS24W524LUS24LUS24LUS24 LUS24LUS24 5a-
LUS24LUS24
=1:92.7
Plate Offsets (X, Y): [4:0-4-0,04-8). [8:0-0-0.0-"], [13:0-0-0,05-0), [14:0-8-0,046-0], [15:0-10-0,08-12], [16:0-8-0,08-0)
LUMBER
TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS
BOT CHORD 2x8 DF 1950F 1.7E or 2x8 DF SS
WEBS
2x4 OF Sbrd/SW eExcepr 15-6:28 OF
CSI
DEFL
in
(loc)
Utleft
Lid
PLATES
GRIP
Loading
(psf)Spacing
35.0
Plate Grip DOL
2-0-0
1.15
TC
0.46
VerKU-)
-0.28
15-16
>999
360
MT20
2201195
TCLL
(Roof Snow =35.0)
Lumber DOL
1.15
BC
0.65
Vert(CT)
-0.35
15-16
>871
240
MT20HS
1651146
TCDL
7.0
Rep Stress Ina
NO
WB
0.86
Ha z(CT)
0.02
15
Ina
Na
7-9=2742r2512,9-10-31571751,
BCLL
0.0'
Code
18C2018/TPI2014
MatdxSH
Wind(LL)
0.11
15.16
>999
240
Weigh: 7311b
FT=20%
BCDL
7.0
LUMBER
TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS
BOT CHORD 2x8 DF 1950F 1.7E or 2x8 DF SS
WEBS
2x4 OF Sbrd/SW eExcepr 15-6:28 OF
1800F 1.6E or 2x6 OF SS,
15-7,163,155,14.7:2x4 DF 180OF 1.6E or
a truss syerem. entire ss, Me building designer must verify y,
q on,design. emdngIMireWistopreventbuckA gofindividualtrayvreband/ ap membersm]Y. AddNonallempuaryandpennanerdorating
2x4 OF No.188tr or 2x4 DF -N 1800171.6E
BRACING
Is ehaays raguiredfaerebl4y anti roprevenl wllepaa vdm poesLle persorml injury end prppady damage. Forgeneml guidanra mgaNug iha
febdcagon, storage, delivery, erecdon and aping of trances and truss BYslmn,nee ansvrF1J Duardy Cmafa, Dsa49 and ecsf Building componaat
TOP CHORD
Structural wood sheathing directly applied or
safarybdormadon ova lefmm Tmm PlelelneB .N7o Crain Hkol y,SUn n3Waldad.MD20601
6-0-0 oc pudins.
BOT CHORD
Rigid Ceiling directly applied or 6-0-0 oc
bracing.
WEBS
1 Row at midpt 5-15
REACTIONS
(Ib/aiz) 2=66M -6-8,10=23312-5A,
12=2360/0-&8, 15=141571033,
(req. 0-7-9),18=3152W-8
Max Horiz 2=162 (LC 14)
Max Uplift 2=239 (LC 6),10=232 (LC 82),
12=506 (LC 11),15=2831 (LC 6),
18--664 (LC 10)
Max Grav 2-766 (LC 17),10=350 (LC 18),
12=2446 (LC 18),15=14157 (LC
1),18=3251 (LC 17)
FORCES
Ob) - Maximum GompressionlMaximum
Tension
TOP CHORD
1-2=0182, 2.3=580111225, 3-5=-542217134,
6-6=-1067/5748,6-7=1295/6826,
7-9=2742r2512,9-10-31571751,
10.11/82
BOT CHORD
2-18=124515385,17-18=1245/5385,
13-17=-437013148,12-13=63612890,
1012-63612890
WEBS 4-17-62812865, 3-17=4091167,
6-15=4536/923,7-15=1190/943,
5-16=114215621, 515-566311221.
9-13=4791267, 8-13=815/3888,
7-14--97814607,4-1 6=-i 957/547,
8-14=2415/629
NOTES
1) 2 -ply truss to be Connected together with 1 Od
(0.1315x3-) nails as follows:
Top chords Connected as follows: 2x6 - 2 rows
staggered at 0-9-0 oC.
Bottom chords Connected as follows: 2x8 - 2 rows
staggered at 0-9-0 Dc.
Web Connected as follows: 2x4 -1 row at 0.9-0 Dc, 2x6 -
2 rows staggered at 0-9-0 Do.
2) All Toads are considered equally applied to all plies,
except if noted as front (F) or back (B) face in the LOAD
CASE(S) section. Pty to ply Connections have been
provided to distdbute only loads noted as (F) or (B),
unless otherwise indicated.
3) Wind: ASCE 7-16; Vult=115mph (3-secood gust)
Vasd=91 mph; TCDL=42pst BCDL:F42psf; h=25ft; Cat.
II; Exp C; Enclosed; MWFRS (envelope) exterior zone;
Cantilever left and fight exposed ; and vertical left and
fight exposed; Lumber DOL=1.33 plate grip DOL=1.33
4) TCLL: ASCE 7-16; Pf=35.0 psr (Lum DOL=1.15 Plate
DOL=1.15); Is=1.0; Rough Cat C; Fully Exp.; C-0 9;
Cs=1.00; Ct=1.00; IBC 1607.11.2 minimum roof live load
applied where required.
5) Unbalanced snow loads have been Considered for this
design.
6) This truss has been designed for greater of min roof live
load of 20.0 psf or 2.00 times flat roof load of 35.0 Pat on
overhangs nonconcunent with other live loads.
7) All plates are MT20 plates unless otherwise Indicated.
8) This truss has been designed for a 10.0 Pat bottom
chord live load nonconcurrent with any other live loads.
9) a This truss has been designed fora live load of 20.Opsf
on the bottom chord in a4 areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members, with BCDL = 7.Opsf.
10) WARNING: Required bearing size at joint(s)15 greater
Nan input bearing size.
11) Provide mechanical Connection (by others) of truss to
bearing plate Capable of withstanding 232 lb uplift at
joint 10, 239 lb uplift adjoint 2,2831 to uplift atjoint 15,
664 lb uplift adjoint 18 and 506 lb uplift at joint 12.
12) This truss is designed in accordance with the 2018
International Building Code section 2306.1 and
referenced standard ANSI/TPI 1.
13) This truss has been designed for a moving concentrated
load of 250.01b live located at all mid panels and at all
panel points along the Top Chord and Bottom Chord,
nonconcunent with any other live loads.
14) Use Simpson Strong -Te LUS24 (4SD9112 Girder, 2-
SD9212 Truss, Single Ply Girder) or equivalent spaced
at 36-0-0 oc max. starling at 3-10-4 from the left end to
47-104 to connect truss(es) to front face of bottom
chord.
May 16,2022
n rlu on page
l d on pa - Venly design nara,nNars and HEAD NOTES ON THIS AND INCLUDED MITErc REFERENCE PAGE MII-0/]3,ev. 9192020 BEFORE USE.
Dealgnvalid for use onlyann MITeesconna�rs Tres design b bead o* upon Nnuou nd sho I and h toren indWMlsl bulldog canpnnent rot
the appli®bi of deegn painnlalrs and Monti g0aPorr istleatledpl Irdoe,e.11
a truss syerem. entire ss, Me building designer must verify y,
q on,design. emdngIMireWistopreventbuckA gofindividualtrayvreband/ ap membersm]Y. AddNonallempuaryandpennanerdorating
iTek'
Is ehaays raguiredfaerebl4y anti roprevenl wllepaa vdm poesLle persorml injury end prppady damage. Forgeneml guidanra mgaNug iha
febdcagon, storage, delivery, erecdon and aping of trances and truss BYslmn,nee ansvrF1J Duardy Cmafa, Dsa49 and ecsf Building componaat
MRek USA. Inc.
409 sunrise A... Sure 270
safarybdormadon ova lefmm Tmm PlelelneB .N7o Crain Hkol y,SUn n3Waldad.MD20601
fioaeville LA 1
lob
Truss,
Truss TypeQtr
PIY
870840911
7t 033328T
A01
Common Structural Gable
2
2
Job Reference o . n I
uso.m fgnru ume (Maho Falls, to), Moho Falls, ID -83402, Run: 8.53 S Apr 27 2022 Print: 8.830 S Apr 212822 MlTelt Induamea, Inc. mon May 10 15:45.50 P, 2
IDdbgh YUUTDylbyHeeeb7t1z61bA-M?Ps670Hg3NSgPgnL8-3uIDO>GKWrCDMJ4zIC7f
5) Use Simpson Strong -Tie LUS24 (4-104 Girder, 2-10d
Truss, Single Ply Gilder) or equiWalent spaced at 2-"
cc max. sterling at 9-10-4 from the left end to 41-10.4 to
conned truss(es) to front face of bottom chord.
6) Fill all nail holes where hanger is In contact with lumber.
OAD CASE(S) Standard
Dead + Snow (balanced): Lumber Increase=1.15, Plate
Increase=1.15
Uniform Loads (Iblft)
Vert:1-6=-84,6-11=-84,2-10-14
Concenlrated Loads (lb)
Vert: 14=-5136 (F), 16=586 (F), 15=586 (F), 30=-875
(F), 31=875 (F), 32=875 (F), 33=-W6 (F), 34=586
(F), 36=586 (F), 37=586 (F), 39=586 (F), 40=586
(F), 42=588 (F), 43=586 (F), 44=586 (F), 46=586
(F), 47=-586 (F), 48=586 (F), 50=586 (F), 51=586
(F), 52=875 (F), 53=-875 (F), 55=-875 (F)
A WARNING - VO4 deagn amrwurs aM READ NOTES ON THIS AND INCLUDED MITEM REFERENCE RAGE MII-7473,w. 9192020 BEFORE USE.
Dago IoM In, ummy W,, Mm mnneI This design b bead o* upon prameMrs shorn. -6 Is ror a IrMMdlutl buMna cmr "t ml
a bun sy eIIA. Berne use, eq buldirg lie ignar nnnt verify Ma appliwkHity of dasgn prowlers ad properly NOTmmele Ibis dmgn iMo to smell _
buildigdesgn.&a lindhaled i$Wp nthu ngorindlvidualbuawebandlaMWmembnswy-Addiaowltempmaryand parmenanc Credre Mi7ek
is prays regulyd Mrstebllhyand Mpmrenl mllapae wNlpasibie pemowlinlary and pmpmy damage. Fmgewrel guiwnw regaNlrg Ne MR`*USA,Im
Seedy lnrmme�dan dsailebk fmnTwa PMle in gsElute,2870 CaaNl Highway, Suite 203 WeidwfAN MD OB�aley Cr(irle, 0.5B2Y and BCSl Building Compownf 400 Sunrise Avenue, Surce 270
R.Me G 1
ullders Fu Source (Idaho Falls, ID), Idaho Falls, ID -83402,
Rw:8.53S. Apr 272022 Print a.53e a Apr zr zuu mires muuaaies,— ..,—y"--
IO:GxsOuFyzvW13P4xbshNKv3z1Ul_RIC?Pa WOHg3NSgPgnLew3un GKWrCDo17J4zIC?f
24'
21-12" TO
CENTER OF
BEARINGS
Scale =1:92.7
'late Offsets (X, Y): [4:0-0--0.0-4-81, t8:0 -0-0.0a-81, [13:0-4-0.04-8]. [14:0-4-0.64-8], [15:0-4-0,0a-8)
Loading (pat) Spacing 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.22 14-15 >999 360 MT20 220/195
(Roof Snow =35.0) Lumber DOL 1.15 BC 0.39 Vert(CT) -029 14-15 >999 240
TCDL 7.0 Rep Suess Incr YES WB 0.77 Horz(CT) 0.03 14 We Na
BCU- 0.0• Code IBC2018/TPI2014 Matrix -SH Wind(LL) 0.05 15-16 >999 240
Weight 3281b FT=20%
RCDL 7.0.
LUMBER
Truss
Truss Type
TOP CHORD
Ply
Vasd=91 mph; TCDL=4.2psf; 8CDL=42psf; h=25ft; Cat.
II; Exp C; Enclosed; MWFRS (envelope) exterior zone
ob
2x6 OF 180OF 1.6E or 2x6 OF SS
and CC Exterior(2E)-1-6-14 to 3-7-7, Interior (1) 3-7-7
WEBS
I
870840824
to -103108T
A02
Common
I
24
24
1Illy
b Ref rence o tional
ullders Fu Source (Idaho Falls, ID), Idaho Falls, ID -83402,
Rw:8.53S. Apr 272022 Print a.53e a Apr zr zuu mires muuaaies,— ..,—y"--
IO:GxsOuFyzvW13P4xbshNKv3z1Ul_RIC?Pa WOHg3NSgPgnLew3un GKWrCDo17J4zIC?f
24'
21-12" TO
CENTER OF
BEARINGS
Scale =1:92.7
'late Offsets (X, Y): [4:0-0--0.0-4-81, t8:0 -0-0.0a-81, [13:0-4-0.04-8]. [14:0-4-0.64-8], [15:0-4-0,0a-8)
Loading (pat) Spacing 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.22 14-15 >999 360 MT20 220/195
(Roof Snow =35.0) Lumber DOL 1.15 BC 0.39 Vert(CT) -029 14-15 >999 240
TCDL 7.0 Rep Suess Incr YES WB 0.77 Horz(CT) 0.03 14 We Na
BCU- 0.0• Code IBC2018/TPI2014 Matrix -SH Wind(LL) 0.05 15-16 >999 240
Weight 3281b FT=20%
RCDL 7.0.
LUMBER
11 Wind: ASCE 7-16; Vul1=115mph (3 -second gust)
TOP CHORD
2x6 OF 180OF 1.6E or 2x6 DF SS
Vasd=91 mph; TCDL=4.2psf; 8CDL=42psf; h=25ft; Cat.
II; Exp C; Enclosed; MWFRS (envelope) exterior zone
BOT CHORD
2x6 OF 180OF 1.6E or 2x6 OF SS
and CC Exterior(2E)-1-6-14 to 3-7-7, Interior (1) 3-7-7
WEBS
2x4 OF Stud/Std *Except'
148,14-7,15-5,14-5;13-7:2x4 OF 180OF 1.6E
to 20-9-3, Exterior(2R) 20-9-3 to 31-1-13, Interior (1)
or 2x4 OF No.18Btr or 2x4 DF -N 1 BOOF 1.6E
31-1-13 to 48-3-9. Exledor(2E) 48-3-9 to 53-5-14 zone;
cantilever left and right exposed ; end vertical left and
BRACING
right exposed;C-C for members and forces 8 MWFRS
TOP CHORD
Structural wood sheathing directly applied or
for reactions shown; Lumber DOL=1.33 plate grip
5-4-3 oc purlins.
DOL=1.33
BOT CHORD
Rigid ceiling directly applied or 64-0 oc
2) TCLL ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate
bracing, Except:
DOL=1.15); Is=1.q Rough Cat C; Fully Exp.; Ce=0.9;
10-0-0 oc bracing: 2-16.
C5=1.00; Ct=1.00; IBC 1607.11.2 minimum roof live load
WEBS.
1 Row at midpl 6-14.7-14.5-14
applied where required.
REACTIONS
(Ib/size) 2=1020/0-5-8, 10=741/0-5-8,
3) Unbalanced snow loads have been considered for this
14=3585/0-5-8
design.
Max Hors 2=162 (LC 12)
4) This truss has been designed for greater of min roof live
Max Uplift 2=-309 (LC 8). 10=-273 (LC 9),
load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on
14=649 (LC 8)
overhangs non-concument with other live loads.
Max Grev 2=1223 (LC 19), 10=943 (LC 20),
5) This truss has been designed for a 10.0 psf bottom
14=3609 (LC 2)
chord live load nonconcunenl with any other live loads.
FORCES
(lb) - Maximum Compression/Maximum
6) • This truss has been designed for a live load of 20.0psf
Tension
on the bottom chord in all areas where a rectangle
TOP CHORD
1-2=0173, 2-3=2392/507, 38=1964/411,
3-06-00 tall by 2-00-00 wide will fit between the bottom
58=189/1513, 6-7=26811877,
chord and any other members, with BCDL = 7.Opsf.
7-9=-1133/985, 9-10=-1572/424, 10-11=0173
7) Provide mechanical connection (by others) of truss to
BOT CHORD
2-16=-570/2179,12-16=1 13811331,
bearing plate capable of withstanding 309 lb uplift at
10-12=33011406
joint 2, 649 Ib uplift at joint 14 and 273 It, uplift at joint
WEBS
4-16=151/707, 3-16=5661243,
6-14=1545/380, 7-14=16191414,
10.
8) This truss Is designed in accordance with the 2018
5-15=19611135, 5-14=1905/452,
International Building Code section 2306.1 and
9-12=-588248, 8-12=140/8021
referenced standard ANSUTPI 1.
7-13'226/996,4-15=-885J309,
9) This truss has been designed for a moving concentrated
8-13=-0021302
load of 250.011h live located at all mid panels and at all
panel points along the Top Chord and Bottom Chord,
NOTES
nonconcunent with any other live loads.
LOAD CASE(S) Standard
ZING AT JOINT 14 REMOVED.
TIONAL BEARING ADDED AS SHOWN.
BEARINGS ARE 3-1/2" WIDE WITH A 1"
BETWEEN
INSERT 2X6 DF No. 2 WEB MEMBERS
ABOVE AND BELOW WEB 5-14 AS
SHOWN. DO NOT CUT TRUSS MEMBERS.
INSERT NEW 2X6 TIGHT FIT.
ATTACH 1/2" OSB(Plywood not allowed) TO
EACH FACE OF TRUSS AS SHOWN USING
2 ROWS IN 2X4 AND 3 ROWS IN 2X6 OF
10d COMMON NAILS AT MIN. 8" O.C. IN
EACH FACE WITH MIN. NUMBER OF NAILS
IN EACH FACE AS SHOWN CIRCLED.
STAGGER NAILS IN MAIN MEMBER.
November 16, 2022
Db
Truss
Truss Type
Ohl
PIy
870840912
1-033328T
A02
Common
24
1
Job R erenca o lona/
ricers FirslSourte (taho Fags, ID), Idaho Falls, ID -83402
Run: 3.535 PPI Lt 2U"< ra.aauanlaa cvm.=.......... ........-...._.....-, ._._._.
ID:GzsQuFyZM13P4drshNKy3zlUl_.R1C7PsB73Hg3NSCPgnL8w3urM,GKWrCDoi7JWC71
6-88
65-0
1) Wind: ASCE 7-16; Vult=115mph (3 -second gust)
65-0
OS -0
65-0
BOT CHORD
2x6 OF 1800E 1.6E Or 2x6 OF SS
II; Exp C. Enclosed; MWFRS (envelope) exterior zone
and C -C Extedor(2E) -75-14 to 3-7-7, Interior (1) 3-7-7
WEBS
1.6-0
to 20-93, Extedor(2R) 20-9-3 to 31-1-13, Interior (1)
febdcMlon, slomge,d:1Na,,ae'. and bmtlng of busses erM baso systema. sea
SarNy lMarmaflon evaltblefmm Trvm Pct lm0tt.2970 Cmin Ygghway, Sude 203 WddoIf, MD 20fim
or 2x4 DF Na.18Btr of 2x4 DF -N 1800F 1.6E
31-143 to 48-3.9, Extedgr(2E) 483-9 to 53fr14 zone;
cantilever left and right exposed; end vertical left and
5xBx
right exposed;C-C for members and forces 8 MWFRS
TOP CHORD
Structural wood sheathing directly applied or
for reactions shown; Lumber DOL=1.33 plate grip
643 ce pudins.
DOL=1.33
BOT CHORD
6
2) TCLL: ASCE 7-16; Pf--35.0 PSI` (Lum DOL=1.15 Plate
bracing, Except
DOL=1.15); Is=1.0; Rough Cat C; Fully Exp.; Ce=0.9;
10-0-0 ca bracing: 2-16.
Cs=1.00; Ct=1.00; IBC 1607.112 minimum roof live load
WEBS
4x5a 22
23
4x5a
(lb/size) 2=1020/058,10=741/0-5.6,
3) Unbalanced snow loads have been considered for this
14=3585/0 -SS
design.
4V
Max Horiz 2=162 (LC 12)
5 21
74 7
load of 20-0 psf or 2.00 times flat roof load of 35.0 psf on
14=-649 (LC 8)
overhangs non -concurrent with other live loads.
7x6.
190
14=3609 (LC 2)
chord live load nonconcument with any other live loads.
2816
7x8=
6) -This truss has been designed for a live load of 20.Opsf
Tension
4
TOP CHORD
1-2=003,2-3-23921507. 3-5-1964/411,
3-08-00 tall by 2-0000 wide will fit between the bottom
55-189/1513, 07=26811877,
8
_
7) Provide mechanical connection (by others) of truss to
BOT CHORD
2-16=-570/2179,12-16=1 13811331,
bearing plate capable of withstanding 309 lb uplift at
1012=-330/1408
joint 2, 649 lb uplift atjoint 14 and 273 to uplift atjoint
27
2x4a
r 204
18
515=-19611135. 514=19051452,
International Building Code section 2306.1 and
9-12-688/248,8-12=1401802,
referenced standard ANSUTPI 1.
7-13-22&996,4-16--8851309.
9
d a 3
8-13-9021302
load of 250.01b live located at all mid panels and at all
panel points along the Top Chord and Bottom Chord,
NOTES
nonooncument with any other live loads.
28
17
LOAD CASE(S) Standard
10
2
1
S
16
30
15
31 3233
14
34 35 36
13
37 12
38 415-
29
4x5-
4x5=
7x6=
7x8.
7x8=
4x5=
8.10-3
15-11-8
27-11-6
28-D-8
35_11.8
43-D-13
51-11.0
8-10-3
T D
12-0-0
p_1-0
7-11-0
7-1-5
8-10-3
Seale =1:927
'late Offsets MY): [4:04 0,0-0-8L /8:04 -0.04 -Bb [13:0-40.01AL [14:0-0-0,0-4-81,115:0-4-0.0-4-e1
Loading (psf) Spacing 2-0-0 CSI DEFL in (Ioc) I/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.22 14-15 >999 360 MTM 2201195
(Roof Snow =35.0) Lumber DOL 1.15 BC 0.39 Ven(CT) -029 14-15 >999 240
TCDL 7.0 Rep Stress Ina YES WS 0.77 HOrz(CT) 0.03 14 We n/a
BCLL 0.0' Code IBC2018/TPI2014 MatdxSH Wind(LI-) 0.05 15-16 >999 240 Weight: 328 lb FT=20%
BCDL 7.0
1) Wind: ASCE 7-16; Vult=115mph (3 -second gust)
LUMBER
TOP CHORD
2x6 OF 180OF 1.6E or 2x6 DF SS
VaW--9lmph; TCDL=42W BCDL-4.2psf; h=25ft; Cat.
BOT CHORD
2x6 OF 1800E 1.6E Or 2x6 OF SS
II; Exp C. Enclosed; MWFRS (envelope) exterior zone
and C -C Extedor(2E) -75-14 to 3-7-7, Interior (1) 3-7-7
WEBS
2x4 OF StuNStd "ExcePC
14-6,114-7,15-5.14-5,13-724 OF 1800E 7.6E
to 20-93, Extedor(2R) 20-9-3 to 31-1-13, Interior (1)
febdcMlon, slomge,d:1Na,,ae'. and bmtlng of busses erM baso systema. sea
SarNy lMarmaflon evaltblefmm Trvm Pct lm0tt.2970 Cmin Ygghway, Sude 203 WddoIf, MD 20fim
or 2x4 DF Na.18Btr of 2x4 DF -N 1800F 1.6E
31-143 to 48-3.9, Extedgr(2E) 483-9 to 53fr14 zone;
cantilever left and right exposed; end vertical left and
BRACING
right exposed;C-C for members and forces 8 MWFRS
TOP CHORD
Structural wood sheathing directly applied or
for reactions shown; Lumber DOL=1.33 plate grip
643 ce pudins.
DOL=1.33
BOT CHORD
Rigid calling directly applied or 6-0-0 oc
2) TCLL: ASCE 7-16; Pf--35.0 PSI` (Lum DOL=1.15 Plate
bracing, Except
DOL=1.15); Is=1.0; Rough Cat C; Fully Exp.; Ce=0.9;
10-0-0 ca bracing: 2-16.
Cs=1.00; Ct=1.00; IBC 1607.112 minimum roof live load
WEBS
1 Row at midpt 6-14.7-14,6-14
applied where required.
REACTIONS
(lb/size) 2=1020/058,10=741/0-5.6,
3) Unbalanced snow loads have been considered for this
14=3585/0 -SS
design.
Max Horiz 2=162 (LC 12)
4) This lass has been designed for greater of min roof live
Max Uplift 2=-309 (LC 8), 10=273 (LC 9),
load of 20-0 psf or 2.00 times flat roof load of 35.0 psf on
14=-649 (LC 8)
overhangs non -concurrent with other live loads.
Max Grav 2=1223 (LC 19),10=943 (LC 20),
5) This truss has been designed for a 10.0 psf bottom
14=3609 (LC 2)
chord live load nonconcument with any other live loads.
FORCES
(lb) - Maximum Compression/Meximum
6) -This truss has been designed for a live load of 20.Opsf
Tension
on the bottom chord in all areas where a rectangle
TOP CHORD
1-2=003,2-3-23921507. 3-5-1964/411,
3-08-00 tall by 2-0000 wide will fit between the bottom
55-189/1513, 07=26811877,
chord and any other members, with BCDL = TOO.
7-9=1133/985, 9-10-1672/424,10-11=0173
7) Provide mechanical connection (by others) of truss to
BOT CHORD
2-16=-570/2179,12-16=1 13811331,
bearing plate capable of withstanding 309 lb uplift at
1012=-330/1408
joint 2, 649 lb uplift atjoint 14 and 273 to uplift atjoint
WEBS
4-16=1511707,3-18=566/243,
6-14=15451380,744=16191414,
10.
8) This truss is designed in accordance wflh the 2016
515=-19611135. 514=19051452,
International Building Code section 2306.1 and
9-12-688/248,8-12=1401802,
referenced standard ANSUTPI 1.
7-13-22&996,4-16--8851309.
9) This truss has been designed for a moving concentrated
8-13-9021302
load of 250.01b live located at all mid panels and at all
panel points along the Top Chord and Bottom Chord,
NOTES
nonooncument with any other live loads.
LOAD CASE(S) Standard
AwMNIrvG.VmiN daslgnW�an,eters am READ NOTES ON THIS AND INCLUDED MR REFERENCE PAGE M1140]mv. 51192020 BEFORE USE.
This OWgn b timed Dory Wan perealatm abaw^. erd b toren bWNNuaI buMirg aanpunmL ml
��-
oMY� NLTekemm,edare.
Oedgnvalk for -r- ra bwtding tlmigmr must vergyme epplkaGMy otdmgn parameters and propedY inmpaattl,ls design Info Me 0aemg
a buss systm. arore um, Ir-b"
mmsvreb aMlar ohoM membam Dory. Additlawl EsmDmary and pamunent bmdng
MiTek-
buiMing dmlgn. Brtlng iiltlimttl is to preven[buclding of iMhiduel
is always mqulred for stability arM -prevent a>Ikpae wgh poastle persenai InjuryaM ptaperiy damage. For general guidanrx mgating gm
ANBVIPN OwIay Criteria, 0.5fMBarM8L31 BUMing Compt
NI11'ek USA, Iro.
febdcMlon, slomge,d:1Na,,ae'. and bmtlng of busses erM baso systema. sea
SarNy lMarmaflon evaltblefmm Trvm Pct lm0tt.2970 Cmin Ygghway, Sude 203 WddoIf, MD 20fim
qpp Sunrise Avenue. Suit 27D
85861
ob
Torus
Tmas TypeQy
TOP CHORD
Ply
25-115
32-4-8
38-95
45-25
51-9.8
2-0-0
870640913
1-033328T
A03
Common
Il
1
Job Reference ional
Aders Firdfoonal(Idaho Falls, ID), Idaho Falls, ID -53402, ten: n.ann wprzr ase cant o.aw�•y„�• ,.,,,�...-w-•--....�..._..-._, ._._.._.__
IDI]&iodMpARyx731a_,SAw yWUY4RIC?PsB70Hp3NSgPgnLWUITXbGKWICD07J42JC?f
-1-6-0
65-8
13-1-8
TOP CHORD
19-65
25-115
32-4-8
38-95
45-25
51-9.8
2-0-0
CS1
655
65-0
in
6-5-0
6-5-0BS-0
IJd
650
850
6-7-0
Plate Gdp DOL
1.6-0
TO
0.40
Vert(LL)
-0.22
13-14
6x80
360
MT20 220/195
,Roof Snout=35.0)
Cs=1.00; Ct=1.00; IBC 1607.112 minimum roof live load
Lumber DOL
1.15
BC
0.39
Vert(CT)
-029
6
>999
240
rCDL
7.0
Rep Stress Ina
YES
WB
0.75
axso 30
31
4x5=
nra
We
BCLL
0.0'
Code
18C2018rTP12014
412
6 29
0.05
32 7
>999
240
"=205/1528,6-7=299111895.
chord and any other members, with BCDL = 7.0psf.
7-9=11631972.9-10=1614/430
7x6#
28
2-15-=574/2151,11.16=112711298,
8) Provide mechanical connection (by others) of truss to
3144
Tae:
bearing plate capable of withstanding 655 lb uplift at
322111 FT=20
Weight 96
<
7.0
514=19611126,4-14= 8721309.
4
4-15=151807, 3-15=5661243,
9) This truss is designed in accordance with tl3e 2018
8
International Building Code section 2306.1 and
o
referenced standard ANSVrPI 1.
27
10) This truss has been designed for a moving concentrated
Icad of 250.0111 live located at all mid panels and at all
NOTES
35
2x4#
d d
noncancument with any other live loads.
2x4 ♦
LOAD CASE(S) Standard
9 36
28
g
37
4x5=
10c
2
o
16
15
17
14
18 1820
13
21 22 23 12
24 11
25
4x5 -c'
415=
4x5=
7x8=
7x8=
7x8=
4x5=
scale = 1:91.9
slate Onsets (X Y):
[4:04-0,0-"]. [8:04-0.0-0-81, (10:0-iS.EdgeL [12.0-4.O,G4-8], [13:64 -0.0+151, [14:04 -0,04$1
1) Wind: ASCE 7-16; Vu1r115mph(3second gust)
TOP CHORD
2x6 OF 180OF 1.6E or 2x6 DF SS
Vasa=91mph; TCDL=42psb BCDL=4.2p5t h=258; Cat.
BOT CHORD
2x6 DF 1800F 1.6E or 2x6 DF SS
(psi)
Spacing
2-0-0
CS1
SareHlnrormatlon a %biefmm Turas PlalelnstiWle CCmin Highmay.Sulle203WaHod.M020601
DEFL
in
(loo)
Udell
IJd
PLATES GRIP
-caning
rCLL
35.0
Plate Gdp DOL
1.15
TO
0.40
Vert(LL)
-0.22
13-14
>999
360
MT20 220/195
,Roof Snout=35.0)
Cs=1.00; Ct=1.00; IBC 1607.112 minimum roof live load
Lumber DOL
1.15
BC
0.39
Vert(CT)
-029
1314
>999
240
rCDL
7.0
Rep Stress Ina
YES
WB
0.75
Ho2(CT)
0.03
13
nra
We
BCLL
0.0'
Code
18C2018rTP12014
Matrix -SH
Wlnd(LL)
0.05
14-15
>999
240
"=205/1528,6-7=299111895.
chord and any other members, with BCDL = 7.0psf.
7-9=11631972.9-10=1614/430
7) Refer to girder(s) for truss to truss connections.
BOT CHORD
2-15-=574/2151,11.16=112711298,
8) Provide mechanical connection (by others) of truss to
1011=-35511452
bearing plate capable of withstanding 655 lb uplift at
322111 FT=20
Weight 96
BCDL
7.0
514=19611126,4-14= 8721309.
10.
4-15=151807, 3-15=5661243,
9) This truss is designed in accordance with tl3e 2018
5-13=18691452. 8-11=159/834,
International Building Code section 2306.1 and
LUMBER
1) Wind: ASCE 7-16; Vu1r115mph(3second gust)
TOP CHORD
2x6 OF 180OF 1.6E or 2x6 DF SS
Vasa=91mph; TCDL=42psb BCDL=4.2p5t h=258; Cat.
BOT CHORD
2x6 DF 1800F 1.6E or 2x6 DF SS
II; Ext C; Enclosed; MWFRS (envelope) exterior zone
and C -C Exterbf(2E)-1-614 to 3.74, Interior (1) 374
WEBS
2x4 DF Stud1Std'Excepr
13-6,14-5,135,12-7,137:2x4 DF 180OF 1.6E
to 205-6, Exterior(2R) 20-9-6 to 31-1-10, Interim (1)
SareHlnrormatlon a %biefmm Turas PlalelnstiWle CCmin Highmay.Sulle203WaHod.M020601
or 2x4 DF No.18.Btrm 2x4 DF -N 1800F 1.6E
31-1-10 to 485-10, Exterior(2E) 46-640 to 51-8-12
zone; cantilever left and right exposed ; end vertical left
BRACING
and rightrQosed; for members end tortes 8
TOP CHORD
Structural wood sheathing directly ectly applied or
MWFRS reactions shown; Lumber DOL=1.33 plate
5-0-11 oc purlins.
grip DOL=1.33
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oC
2) TCLL: ASCE 7-16; Pf--35.0 psf (Lum DOL=1.15 Plate
bracing, Except:
DOL=1.15); Is=1.0; Rough Cat C; Fully Exp.; Ce=0.9;
10-0-0 0o bracing: 2-15.
Cs=1.00; Ct=1.00; IBC 1607.112 minimum roof live load
WEBS
1 Raw at micipt 6-13,5-13.7-13
applied where required.
REACTIONS
(lb/size) 2=1015/055,10=581/ Mechanical,
3) Unbalanced snow loads have been eonaidered for this
13=360210-55
design.
Max Hortz 2=170 (LC 16)
4) This nous has been designed for greater of min roof live
Max Uplift 2=307 (LC 8),10=195 (LC 13),
load of 20.0 psf or 2.00 groes flat roof load of 35.0 Pat on
13--655 (LC 8)
overhangs non-concunent with other live loads.
Max Grav 2=1212 (LC 19),10--782 (LC 20),
5) This truss has been designed for a 10.0 psf bottom
133623 (LC 2)
chord live load nonconcunent with any other live loads.
FORCES
(lb) - Maximum Compreseion/Mammum
6) a This brings has been designed for a live load of 20.Opsf
Tension
on the bottom chord in all arees where a rectangle
TOP CHORD
1-2--0173,2-3--2362J503. 35=19321406,
3-06-00 tall by 2-00-00 wide will fit between the bottom
"=205/1528,6-7=299111895.
chord and any other members, with BCDL = 7.0psf.
7-9=11631972.9-10=1614/430
7) Refer to girder(s) for truss to truss connections.
BOT CHORD
2-15-=574/2151,11.16=112711298,
8) Provide mechanical connection (by others) of truss to
1011=-35511452
bearing plate capable of withstanding 655 lb uplift at
WEBS
6-13=1555/399, 9.11=612/258,
joint 13, 307 lb uplift at joint 2 and 195 lb uplift at joint
514=19611126,4-14= 8721309.
10.
4-15=151807, 3-15=5661243,
9) This truss is designed in accordance with tl3e 2018
5-13=18691452. 8-11=159/834,
International Building Code section 2306.1 and
7-12-230/1004, 8-12=917/307,
referenced standard ANSVrPI 1.
7-13=16271417
10) This truss has been designed for a moving concentrated
Icad of 250.0111 live located at all mid panels and at all
NOTES
panel points along the Top Chord and Bottom Chord,
noncancument with any other live loads.
LOAD CASE(S) Standard
May 16,2022
OWARNING-Varity design Da rnhnrsaM READ NOTES ON THIS AND INCLUDED MPEK REFERENCE PACE Mll-74732v 511912020 BEFORE USE.
shoran. and is furan In"" boading canpmnnl net
Design valid for um ontywiN MnekWcansdara.lNsdesign is based onlyupan pasmNars
eWassystem.Baronuse,the building daegna mus verify Ne applxaMay Adasgn paramramers yinasporobthisdesign iMo tlIa avaall
bracing
M!Tek'
Only.
Willing design. amsing intliralatlisbpmveM burJdiryr otlMividual buss vrob aM/orchoN members only. Atlditlonal tamporrary antl pamrenau
iryury eM property tlemage. Forgenmalguidanonna mingthe
H aiweys reguimtl bstablity end ropravant collapse wire possible pasanal
fadiratlon, slaege. tlelivay. mecb0n end bracing oltruaaae and true systems.sea ANSMIt Ouellry cararle, 0.5& a band SCSI Suadina Cormponmt
MITex Uski..
400 Sumbe Avenue, Sute 270
SareHlnrormatlon a %biefmm Turas PlalelnstiWle CCmin Highmay.Sulle203WaHod.M020601
ftaildle,CA,05681
1b
Truss
Truss TypeOlY
MiTek-
PIY
411-5
baiwey,squired! f sbbiley and t pevent mllepee seMp xSMle pxxx.1 injury and pmp" Manage. Fa general guidance mgeNlng Me
tsmi.tion,ninnies. dsPrcery, ereDMv, aid Medmosses NW N mossand trues sy Awns. eee "surreI1asses, entad* aeai➢ and BCS! eeadmB Compomnt
AETak USA, Ins.
Ogg Sunrise Avenue, SuM270
SeMylrrr6rmatl6n awliabie ham Truss plat InNtle, 2870 Crain Higt w . Sui* M3 Waldsd, MD 20801
4-11-5 4-0-11
R70840915
I
1-033328T
802
Jack -Closed
12
1
Job Reference (optional)
II&M Fnsldox rce (Idaho Falls, ID), Idaho Falls. ID -83402,
Run: 8.53 S Apr 272022 print &53U a Apr 2f � Be h ex mpuemes. Inc, mon Nu,y 16,5.4e.w
ID:HV6tx IGNm?DH3gVmt3KWUbw4lfC4PS87OHg3NSgPgnL6w3ulTXbGKWrCDa17J4ZJC7f
-15-0 4-11-5 9-0-0
1-8-0 4-11-5 4-0-11
12
1.5X1 a
NOTES
1) Wind: ASCE 7-16; Vult=115mph (3 -second gust)
Vasd=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat.
II; Exp C; Enclosed; MWFRS (envelope) exterior zone
and C -C Extedor(2E) -1-6-9 to 15-7, Interior (1)187 to
689. Exterior(28t) 689 to 10-11-7 mine; cantilever led
and right exposed ; end vertical left and right
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-16; Pf=35.0 psf (Wm DOL=1.15 Plate
DOL=1.15); is=1.0; Rough Cat C; Fully Exp.; Ce=0.9;
Cs=1.00; Cb -1.00; tBC 1607.11.2 minimum roof live load
applied where required.
3) Unbalanced snow loads have been considered for this
design.
May 16,2022
WARNING Varity design piramati,a. READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -W3 rev. 919!1020 BEFORE USE.
3x4= 1.5x4u
®x8=
MiTek-
building designamong indxaled is t prevent bupkgng of individual truss web andfor dxx,1 member,-IY. M.Inl
411-5
baiwey,squired! f sbbiley and t pevent mllepee seMp xSMle pxxx.1 injury and pmp" Manage. Fa general guidance mgeNlng Me
tsmi.tion,ninnies. dsPrcery, ereDMv, aid Medmosses NW N mossand trues sy Awns. eee "surreI1asses, entad* aeai➢ and BCS! eeadmB Compomnt
AETak USA, Ins.
Ogg Sunrise Avenue, SuM270
SeMylrrr6rmatl6n awliabie ham Truss plat InNtle, 2870 Crain Higt w . Sui* M3 Waldsd, MD 20801
4-11-5 4-0-11
Scale =1:315
milling
(ps)
Spacing 2-0-0
CSI
DEFL in
(loo) Well L/d
PLATES GRIP
'CLL
35.0
Plate Grip DOL 1.15
TC 0.47
Vert(LL) -0.08
2-7 >999 360
MT20 220/195
Roof Snow = 35.0)
Lumber DOL 1.15
BC 0.44
Ven(CT) -0.09
2-7 >999 240
-CDL
7.0
Rep Suess lncr YES
WB 0.26
Horz(CT) 0.01
6 Na n1a
3CLL
0.0'
Code ISC201BTP12014
Matrix -SH
Wind(LL) 0.01
7 >999 240
Weigh: 421b Fr = 20
3CDL
7.0
4) This truss has been designed for greater of min roof live
.UMBER
-OP CHORD
2z4 DF 180OF 1.6E or 2x4 OF No.1&Btra
load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on
2x4 DF -N 180OF 1.6E
overhangs non -concurrent with other live loads.
30T CHORD
2x4 DF 180OF 1.6E or 2x4 OF No.1&Btr or
5) This thus has been designed for a 10.0 psf bottom
2x4 DF -N 1800F 1.6E
chord live load nonconcurient with any other live loads.
NESS
2x4 DF Stud/SW
6) `This truss has been designed for a live load of 20.Opsf
on the bottom chord in all areas where a rectangle
!RACING
rOP CHORD
Structural wood sheathing directly applied or
3-06-00 tall by 2-00-00 wide will fit between the bottom
6-0-0 oc purlins, except and verticals.
chord and any other members.
30T CHORD
Rigid ceiling directly applied or 6-0-0 Dc
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to
bracing.
plate Capable of withstanding 178 lb uplift at
TEACTIONS
2=566/0.5-e, 6=605! Mechanical
(lb/Size)=178
joint 6 and 166 Ib uplift at joint 2.
joint
Max z 2(LC 9)
9) This truss is designed in accordance with the 2018
Max Uplift2-176
(LC 8), 6=178 (LC e)
Cade section 2306.1 and
Max: Gmv 2-657 LC 19), 6=889 LC 19)
( (
referenced standard ANSIlTPI 1.
RefrecedInternational standard
=ORCES
(Ib) - Maximum Compression/Maxlmum
10) This truss has been designed for a moving concentrated
Tension
load of 250.0Ib 11" located at all mid panels and at all
rOP CHORD
1-2=0147,2-3=790(1`1, 34=-94189,
panel points along the Top Chord and Bottom Chord,
4.5=10210, 4-8=552/335
nonconcurrent with any other live loads.
30TCHORD
2-7=107/661.60=107/661
LOAD CASE(S) Standard
NESS
3-6--731/164,3-7--01320
NOTES
1) Wind: ASCE 7-16; Vult=115mph (3 -second gust)
Vasd=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat.
II; Exp C; Enclosed; MWFRS (envelope) exterior zone
and C -C Extedor(2E) -1-6-9 to 15-7, Interior (1)187 to
689. Exterior(28t) 689 to 10-11-7 mine; cantilever led
and right exposed ; end vertical left and right
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-16; Pf=35.0 psf (Wm DOL=1.15 Plate
DOL=1.15); is=1.0; Rough Cat C; Fully Exp.; Ce=0.9;
Cs=1.00; Cb -1.00; tBC 1607.11.2 minimum roof live load
applied where required.
3) Unbalanced snow loads have been considered for this
design.
May 16,2022
WARNING Varity design piramati,a. READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -W3 rev. 919!1020 BEFORE USE.
��-
Desi WW tr u,s nsy wnM MmBes rcedas. This design is baesd only upon penendens doom. aM b tr an individual Wildbg sanpwwn4 RA
a truss syskm. 6alme uas, Me building designer must wrgy Me BW1kBNMY of design parmnalers and MpeM inmrye®t Mb design int Bm pwmll
M Mona) bmpmary ed bracing
MiTek-
building designamong indxaled is t prevent bupkgng of individual truss web andfor dxx,1 member,-IY. M.Inl
baiwey,squired! f sbbiley and t pevent mllepee seMp xSMle pxxx.1 injury and pmp" Manage. Fa general guidance mgeNlng Me
tsmi.tion,ninnies. dsPrcery, ereDMv, aid Medmosses NW N mossand trues sy Awns. eee "surreI1asses, entad* aeai➢ and BCS! eeadmB Compomnt
AETak USA, Ins.
Ogg Sunrise Avenue, SuM270
SeMylrrr6rmatl6n awliabie ham Truss plat InNtle, 2870 Crain Higt w . Sui* M3 Waldsd, MD 20801
Roseville.CASS661
Truss Truss Type 134 I 1
R70B40916
1 033328T 603 Jack -Closed 34 1Fly Job Reference (optin)
o
aders Flowource(Idaho Falls. ID), Idaho Fa3s. ID-8MZ Run:8.53S Apr 272022 Print 8.530$Apr 272022 MITek Industries, Inc. Mon May 161549Ji4 Poem. 1
ID:HWVh)glNm?DH3gVML3NzJUbw-RfC7PsB7OHg3NSgPgnLft3uITXbGKWrCDm7J4mJGW
r%7
-150 411-5 30-0
1-6-0 1 4115 1 4-0-11
12
41-
1.5x4 s
314= 1.5x4• 30=
T
1
scale =1:30.7
4-115
4115
9-0-0
4-0-11
.oading
(Pat) Spacing 2-0-0
CSI DEFL in
0.38 Vert(LL) -0.08
(loo) Well L/d PLATES GRIP
2-6 >999 360 MT20 220/195
TCLL
35.0 Plate Grip DOL 1.15
1,15
TC
BC 0.44 Verl(CT) -0.09
2-6 >999 240
Roof Snow=35.0)
Lumber DOL
YES
WB 0.32 Horz(CT) 0.01
5 n/a n/a
TCDL
BCLL
7.0 Rep Stress Ina
0.0- Code IBC20181TP12014 Matrix -SH Wind(LL) 0.01
6 >999 240 Weight: 39 th FT=20%
BCDL
7.0
4) This truss has been designed for greater of min roof live
LUMBER
load of 20.0 psf or 2.00 fimes flat mof load of 35.0 psf on
TOP CHORD
2x4 OF 180OF 1.8E a 2x4 OF No.I&Btr or
overhangs non-amounent with other We loads.
2x4 DF -N 180OF 1.6E
5) This truss has been designed for a 10.0 psf bottom
BOT CHORD
2x4 OF 1800E 1.6E or 2x4 OF No.18Btr or
chord live load nonconcunent with any other live loads.
2x4 DF -N 1800F 1.6E
6) -This truss has been designed for a live load of 20-Opsf
WEBS
2x4 OF Stud/Std
on the bottom chord in all areas where a rectangle
BRACING
3-06-00 tall by 2-00-00 wide will fit between the bottom
TOP CHORD
Structural wood sheathing directly applied or
chord and any other members.
6-0-0 oc purlins, except end verticals.
7) Refer to girder(s) for truss to truss connections.
BOT CHORD
Rigid ceiling directly applied or 10A0 M
8) Provide mechanical connection (by others) of truss to
bracing.
bearing plate capable of withstanding 106 Ib uplift at
REACTIONS
(Ib/size) 2=587/058.51071 Mechanical
joint 5 and 183 to uplift atjoint 2.
Max Horiz 2=147 (LC 9)
g) This truss is designed in accordance with the 2018
Max Uplift 2=183 (LC 8), 5=106 (LC 8)
International Building Code section 2306.1 and
Max Grev 2=780 (LC 19), 500 (LC 19)
referenced standard ANSI/TPI 1.
um CompressbNMeximum
traFORCES ncen
10) This has been designed fare movings end
load ooff 2260.01b live located at all mid paneluss
at all
TOP CHORD
Tension
1-2=0/47,2-3=9811W, 3A=100/43,
panel points along the Top Chord and Bottom Chord,
45=271194
nonooncunent with any other live loads.
BOT CHORD
2-6=2181819.5-6=2181819
LOAD CASES) Standard
WEBS
3,5-9061310.3-641320
NOTES
1) Wind: ASCE 7-16; Vult=115mph(3-second gust)
Vasd=9lmph; TCDL=4.2psf, BCDL=4.2psf. h=25ft; Cat
II; Exp C; Enclosed; MWFRS (envelope) exterior zone
and C -C Exterior(2E) -159 to 157, Interior (1)157 to
47-5, Extedor(2R) 475 to 8-104 zone; cantilever left
and right exposed ; end vertical left and right
exposed;C-C for members and forces R MWFRS for
reactions shown; Lumber DOL --1.33 plate grip
DOL=1.33
2) TCLL ASCE 7-16; Pf=35.0 Psr (Lum DOL=1.15 Plate
DOL=1.15); Is=1.0; Rough Cat C; Fully Exp.; 06=0 9;
C,1.00; Ct=1.00; IBC 1607.11.2 minimum roof live bad
applied where required.
3) Unbalanced snow loads have been considered for this
design.
Venry desyn pera, Sr aryl REM NOTES ON TNIS ANO INCLUDED MITEK RET`/ CE PAGE M0.7471,ea. b�12.(1'8,- "'-
and b tar so indMdual bvidhg ttvnponent cols
6 and b,adng efinraaes and tw
Truss Pure Inablute. 2870 Crain
May 16,2022
M�.
Job Truss Truss
21-033328T I Cal I CommoneStructural Gable I ah I Ply I Job Reference (optional)
R70840917
aAedera Firstaaume (Idaho Falls, ID), Idaho Falk, ID -83402,
Run: 8.53 S Apr 27 2022 Print 8.530 S Apr 2] 2022 MRek Industries, Ina Mon May 1615:49:%
ID:YhhnmOAUnnQegCJWhKdXzJU204tMPsB7OHn3NSgPenL8a3u(1XbOKWrCDOI7J4zIC'tf
I 4-9-8 I 9-7-0 _
4-9-8
4x6 0
616= 4X12. 6x8=
Page: t
LUMBER
TOP CHORD 2x4 DF 1800F 1.6E or 2X4 DF No.t&BtrW
2X4 DF -N 180OF 1.6E
BOT CHORD
2x6 DF 1800F 1.6E or 24 DF SS
LUS24
LUS24
LUS24
2x4 DF -N 180OF 1.6E
LUS24
Lett 2x4 SP No.3
Right 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied or
355 oc pudins.
LUS24
Rigid ceiling directly applied or 10-0-0 OC
bracing.
REACTIONS
(Ib/size) 1=2367/05-8, 3=236705-8
Max Hodz 1=-90 (LC 4)
Mex Uplift 1=-587 (LC 8), 3=587 (L(3 9)
FORCES
4-9-8
Tension
TOP CHORD
1-2=2789/707, 2-3=2789(707
BOT CHORD
1-"1712158,'4 4- q17/2158
WEBS
2-4-71412850
4-9-6
scale =1:35.8
Loading
(psf)
Spacing
2-0-0
CSI
DEFL
in
poc)
Vdafl
Lid
PLATES
GRIP
TCLL
35.0
Flats Gdp DOL
1.15
TC
0.66
Vert(LL)
4.07
3-4
>999
360
MT20
2201195
(Roof Snow =35.0)
Lumber DOL
1.15
BC
0.75
Vert(CT)
-0.09
3-4
>999
240
TCDL
7.0
Rep Stress Ina
NO
WE
0.40
Horc(CT)
0.02
3
n/a
his
BCLL
0.0"
Code
IBC2018rTP12014
MatdxSH
Wlnd(LL)
0.04
1-4
>999
240
Weight: 42 lb
Ff=20-A
BCDL
7.0
LUMBER
TOP CHORD 2x4 DF 1800F 1.6E or 2X4 DF No.t&BtrW
NOTES
1) Wind: ASCE 7-16; Vu8=115mph (3 -second gust)
Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25$ Cat
II; Exp C; Enclosed; MWFRS (envelope) exterior zone;
Derdlever left and right "posed; end vertical left and
Tight exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL ASCE 7-16; PF --35.0 psf (Lum DOL=1.15 Plate
DOL=1.15); Is= -1.0; Rough Cat C; Fully Exp.; Ce=0.9;
Cs=1.00; Ct=1.00; IBC 1607.11.2 minimum roof live load
applied where required.
3) This truss has been designed for a 10.0 psr bottom
chord live load nonconcurrent with any other live loads.
4) "This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
5) Provide mechanical connection (by others) of lass to
bearing plate Capable of withstanding 5871b uplift at
joint 1 and 587 lb uplift atjoint 3.
6) This truss is designed in accordance with the 2018
International Building Code section 2306.1 and
referenced standard ANS1rrPI 1.
7) This truss has been designed for a moving concentrated
load of 250.Olb live located at all mid panels and at all
panel points along the Top Chord and Bottom Chord,
nonconcunent with any other live loads.
8) Use Simpson Strong -Te LUS24 (4SD9112 Girder, 2-
SD9212 Truss. Single Ply Girder) or equivalent spaced
at 2-0-0 oc max. starting at 1-7-0 from the left end to
7-11.12 to connect truss(es) to back face of bottom
chord.
9) Fill all nail holes where hanger is in contact with lumber.
10) in the LOAD CASE(S) section, loads applied to the face
of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead+ Snow (balanced): Lumber Increase=1.15, Plate
Increase=1.15
Uniform Loads (IhIR)
Vert 1-2=-84,2-3---84,1-3--14
Concentrated Loads (Ib)
Vert 4=768 (B). 7=768 (B), 9=768 (B),10=-768
(B), 12-768 (B)
May 16,2022
A WARNING - Vent, deslgn pae„=lers and READ NOTES ON THIS AND INCLUDED MITEx REFERENCE PACE MII-74T3 rev. 51151w ii^,Ca"P!"_.-
2X4 DF -N 180OF 1.6E
BOT CHORD
2x6 DF 1800F 1.6E or 24 DF SS
WEBS
2x4 OF 180OF 1.6E or 2x4 OF N0.1&Bt- or
abut'•systam. Before use. me bu0ding designer mustvedfy
building design.erredngindicakdkkpreventbuGlingofiM dualmusvreban&mrh membersonV. AddNonal temporary erM pemunwd braG�g
2x4 DF -N 180OF 1.6E
WEDGE
Lett 2x4 SP No.3
Right 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied or
355 oc pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 OC
bracing.
REACTIONS
(Ib/size) 1=2367/05-8, 3=236705-8
Max Hodz 1=-90 (LC 4)
Mex Uplift 1=-587 (LC 8), 3=587 (L(3 9)
FORCES
(III)- Maximum CompressioNMlUdI um
Tension
TOP CHORD
1-2=2789/707, 2-3=2789(707
BOT CHORD
1-"1712158,'4 4- q17/2158
WEBS
2-4-71412850
NOTES
1) Wind: ASCE 7-16; Vu8=115mph (3 -second gust)
Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25$ Cat
II; Exp C; Enclosed; MWFRS (envelope) exterior zone;
Derdlever left and right "posed; end vertical left and
Tight exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL ASCE 7-16; PF --35.0 psf (Lum DOL=1.15 Plate
DOL=1.15); Is= -1.0; Rough Cat C; Fully Exp.; Ce=0.9;
Cs=1.00; Ct=1.00; IBC 1607.11.2 minimum roof live load
applied where required.
3) This truss has been designed for a 10.0 psr bottom
chord live load nonconcurrent with any other live loads.
4) "This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
5) Provide mechanical connection (by others) of lass to
bearing plate Capable of withstanding 5871b uplift at
joint 1 and 587 lb uplift atjoint 3.
6) This truss is designed in accordance with the 2018
International Building Code section 2306.1 and
referenced standard ANS1rrPI 1.
7) This truss has been designed for a moving concentrated
load of 250.Olb live located at all mid panels and at all
panel points along the Top Chord and Bottom Chord,
nonconcunent with any other live loads.
8) Use Simpson Strong -Te LUS24 (4SD9112 Girder, 2-
SD9212 Truss. Single Ply Girder) or equivalent spaced
at 2-0-0 oc max. starting at 1-7-0 from the left end to
7-11.12 to connect truss(es) to back face of bottom
chord.
9) Fill all nail holes where hanger is in contact with lumber.
10) in the LOAD CASE(S) section, loads applied to the face
of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead+ Snow (balanced): Lumber Increase=1.15, Plate
Increase=1.15
Uniform Loads (IhIR)
Vert 1-2=-84,2-3---84,1-3--14
Concentrated Loads (Ib)
Vert 4=768 (B). 7=768 (B), 9=768 (B),10=-768
(B), 12-768 (B)
May 16,2022
A WARNING - Vent, deslgn pae„=lers and READ NOTES ON THIS AND INCLUDED MITEx REFERENCE PACE MII-74T3 rev. 51151w ii^,Ca"P!"_.-
�-
Oak, wildfarusaonyv Mrrekboonnactme. TNsdestn k based only upon paremsknslroa=. anti lantern IntlNMual bMtling mmpalem,not
Ne applimbility of design parameters mM PrePaM inmlpaele duatleslgn ink tlae Dverell
m
abut'•systam. Before use. me bu0ding designer mustvedfy
building design.erredngindicakdkkpreventbuGlingofiM dualmusvreban&mrh membersonV. AddNonal temporary erM pemunwd braG�g
M
is always required for stedrAty and Peva, mllapse xilh possible personal iquy and property damage. Forgeneralguidanwro,ardingthe
ofsaes eM trues sysMna, sea ANBVNN Crrsab Crlhrfe, 0.S6A9 andaCSl Bu/Wkg Component
(ebdm8an.storage, tlelNy, merecban and Macin9W
rdrggt USA, ink
00 Swrice Avenue, Sade 270
SeMylnrormaaon availableaom Truss Plats Institute, M70 Cruln Hlptvat', Sube=Waldorf, MO206al
Rosalie. 6
Type
9-033328T 12� I T oPi I� I t ly I Job Reference (optional) 870840918
iidere FlrelSoume (Idaho Fags, ID), Idaho Fags, ID -63402 Run: &W S Al 2022 Print: 8.530 S Apr 212012 MTek Industries, Inc. Mon May 1815:49:54 Page: 1
ID:1SPcyvyAn6BNujo2DlnhgfzFvGd-ROC?PSB7OHg3NSgPgd.8w3urDbGKWrCDa17J4zIC?f
-1-8-0 2-5-8
1.6-0 2-5-8
41r2 1.5x4 0
3
5 vo
m 2 0
0 1 4
6
2x4= 2W o
2-5.8
22-3-12
-3-12
o --z
trale=1:12.9
ti..I, Wad Wuse only wgh MI rannactas. This design H Meed only upon Parnassian, shoos. and 1.far an ilaBvidud building comp ns nt, not
a Muse symem. Before uu. pre building designer must vedy Me aWlirabli , ddesign onareal and property Ncmpmeie Nis design Mdo Me overall
onal tepry areand permena,rt bating
bugling Mall among iadicned 15 to prevent buckling of indNidu81 Muss web andlor chord Iranians only. AddNm
WO_
is always required for stabiGly and in present onapsevnM possible personal injury and property damage. For genaal guidence'.gadding the
tabdpegm. vo,ago, delivary, erection and becas of busses and boas systems, see ANSr71P1f Queasily CRMs, deal and Al Bases, Component
MRek USN ft.
ride"Hdormetlon evall.We horn Tmsa Plate lnsUlub.2870 Crain Hghwey, Suite 2D9 WaMpd, MD ](ISOs
4008un ee Avenue, Sugg no
liosavina. CA Seen
late Offsets (X, Y):
(4:Edge,0-1.12)
oading
(psf)
Spacing
2-0-0
CSI
Ill
in
Qoc)
Odefl
Ud
PLATES GRIP
CLL
35.0
Plate Gdp DOL
1.15
TC
0.33
Vert(LL)
-0.01
24
>999
360
MT20 2201195
toof Snow =35.0)
Lumber DOL
1.15
BC
0.18
Vart(CT)
-0.01
2.4
>999
240
CDL
7.0
Rep Stress Ina
YES
WB
0.00
Hanel
0.00
4
n/a
n1a
CLL
0.0`
Cade
IBC20181TPI2014
Matrix -P
Wincil
0.00
2
>999
240
CDL
7.0
Weight: 10 lb FT=20%
UMBER
OP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.18Btr or
2x4 DF -N 180OF 1.6E
OT CHORD 2x4 DF 180OF 1.6E or 2x4 OF No.18Btr or
2x4 DF -N 180OF 1.6E
IEBS 2x4 DF Stud/Std
RACING
OP CHORD Structural wood sheathing directly applied or
2fs8ocpudins, exceptandvertirals.
OT CHORD Rigid ceiling directly applied or 10-M oc
bracing.
;FACTIONS Qb/size) 2=315/0-5-8.4=3910-1-8
Max Hall 2=46 (LC 9)
Max Uplift 2=141 (LC 8), 4=87 (LC 18)
Max Grdv 2=454 (LC 19).4--269 (LC 32)
ORCES (lb)- Maximum CompressionfMaximum
Tension
OP CHORD 1 -2 -0f72,2 -3--79/45,34--2W102
IOTCHORD 2-0=15/17
IOTES
Wind: ASCE 7-16; Vu1t=i 15mph (3 -second gust)
Vasd=91mph; TCDL=4.2pst, BCDL=4.2psf; h=25$ Cat.
II; Exp C; Endorsed; MWFRS (envelope) exteriazone
and C -C Extedor(2E) zone; pMilever left and right
exposed! ; and vertical left and right exposed;C-C for
members and forces 8 MWFRS for reactions shown;
Lumber DOL=1.33 plate grip DOL=1.33
Q TCLL: ASCE 7-16; PI -35.0 pal (Lum DOL=1.15 Plate
DOL=1.15); Is --1.0; Rough Cat C; Fully Exp.; Ce=O.e;
Cs=1.00; Ct-1.00; IBC 1607.112 minimum roof live load
applied Where required.
I) Unbalanced snow loads have been considered for this
design.
This truss has been designed for greater of min roof live
load of 20.0 psf or 2.00 times flat roof load of 35.0 pet on
overhangs non -concurrent With other live loads.
5) This truss has been designed for a 10.0 psf bottom
chord live bad nonconcument With any other five loads.
6) ' This truss has been designed for a live load of 20.Opsf
on the bottom chord in all areas Where a rectangle
3-06-00 tall by 2-00-00 Wide Will fit between the bottom
chord and any other members.
7) Bearing atjoint(s) 4 considers parallel to grain value
using ANSlrfPI l angle to grain formula. Building
designer should verify capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to
bearing plate atjoint(s) 4.
9) Provide mechanical connection (by others) of truss to
baadng plate Capable of Withstanding 87 Ib uplift at joint
4 and 141 Ib uplift at joint 2.
10) This truss is designed in accordance with the 2018
International Building Code section 2306.1 and
referenced standard ANSI/TPI 1.
11) This truss has been designed for a moving concentrated
load of 250.0111 live located at all mid panels and at all
panel points along the Top Chord and Bosom Chord,
nonccncunent with any other live loads.
LOAD CASE(S) Standard
A WARNING - Verify design wramelan and REM NOTES ON THIS ANO INCLUDED MITER REFERENCE PAGE M119473 rev L192020 0EFORE USE.
ti..I, Wad Wuse only wgh MI rannactas. This design H Meed only upon Parnassian, shoos. and 1.far an ilaBvidud building comp ns nt, not
a Muse symem. Before uu. pre building designer must vedy Me aWlirabli , ddesign onareal and property Ncmpmeie Nis design Mdo Me overall
onal tepry areand permena,rt bating
bugling Mall among iadicned 15 to prevent buckling of indNidu81 Muss web andlor chord Iranians only. AddNm
WO_
is always required for stabiGly and in present onapsevnM possible personal injury and property damage. For genaal guidence'.gadding the
tabdpegm. vo,ago, delivary, erection and becas of busses and boas systems, see ANSr71P1f Queasily CRMs, deal and Al Bases, Component
MRek USN ft.
ride"Hdormetlon evall.We horn Tmsa Plate lnsUlub.2870 Crain Hghwey, Suite 2D9 WaMpd, MD ](ISOs
4008un ee Avenue, Sugg no
liosavina. CA Seen