Plans (2) •
MOM MST 2o21 - Oo39sf
13275 A-5H- b12_
MiTek
MiTek USA, Inc.
250 Klug Circle
Corona,CA 92880
951-245-9525
Re: 2882613
Probuild Contractors-SW Ash 24'Vault
The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision
based on the parameters provided by Builders FirstSource(Beaverton,OR).
Pages or sheets covered by this seal: K10004554 thru K10004555
My license renewal date for the state of Oregon is December 31,2021.
RECEIVED-
'AUG 2 4 2021
CITY OF TIGAI-tL
BUILDING DIVISIOI
44tNE %
PROp
p
`r 89200PE
4fOREGON 4a
M'14 20 '}-
July 23,2021
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/TP'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 ANSIITPI 1,Chapter 2.
1
}
Job Ttuss Truss Type Qty Ply Ptobuild Contractors-SW Ash 24'Vault
K10004554
12882613 A01 SCISSORS 10 1
Job Reference„(optional)__
BuIlders FlrstSource(Beaverton,OR), Beaverton,OR-97005, 8.430 s Jun 2 2021 MiTek Industries,Inc. Fri Jul 231224:22 2021 Page 1
ID:G5adsbthY4 FkLTjUVXGMyXyyNow-o907msUviU?bCUC18n19811se1 ng85aluDkJcRyvBAt
i -2-6-0 j 8-0-0 I 12-0-0 18-0-0 24-0-0 ( 26-6-0
2-6-0 6-0-0 6-0-0 T__ 6-0-0 6-0.0 2-6-0
Scale=1:47.2
4x12-
4
5.00 112 19 20
3x4 D 3x4
3 5 21
ex12= l c
IS
. d
17 10 6 "'��` 22 6 A
2 2x4 II 2x4 II \� j
7
1�
300 9.00 12
300
1 8-0-0 12-0-0 I 18-0-0 j 24-0-0 I
6-0-0 6-0-0 6-0-0 8-0-0
Plate Offsets(XY)— 19: -0,0-3-8)
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft lid PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.40 9-10 >718 360 MT20 220/195
(Roof Snow 25.0) Lumber DOL 1.15 BC 0.80 Vert(CT) -0.98 9-10 >294 240
TCL 7.0 Rep Stress InaYES WB 0.85 Horz(CT) 0.59 6 n/a n/a
BCLL OA Code IBC2018fTP12014 Matrix-AS Wind(LL) 0.27 9-10 >999 240 Weight:99 lb FT=20%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied.
WEBS 2x4 DF Std G
REACTIONS. (size) 2=0-5-8,6=0-5-8
Max Horz 2=111(LC 12)
Max Uplift 2=-273(LC 12),6=-273(LC 13)
Max Gray 2=1217(LC 19),6=1217(LC 20)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-4397/754,3-4=3142/523,4-5=-3142/523,5-6=-4397/668
BOT CHORD 2-10=-723/4110,9-10=-732/4137,8-9=-505/4137,6-8=-493/4110
WEBS 4-9=-178/1933,5-9=-1207/426,3-9=-1207/400
NOTES-
1)Wind:ASCE 7-16;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCOL=.opsf;h=25ft;Cat.II;Exp B;Enclosed;
MWFRS(envelope)gable end zone and C-C Exterior(2E)-2-6-0 to 0-6-0,Interior(1)0-0-0 to 9-0-0,Exterlor(2R)9-0-0 to 15-0-0,
interior(1)15-0-0 to 23-6-0,Exterior(2E)23-6-0 to 26-6-0 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)TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat B;Fully Exp.;Ce=0.9;Cs=1.00;Ct=1.10
3)Unbalanced snow loads have been considered for this design. '\` tD PR OFtS
4)This truss has been designed for greater of min roof live load of 19.0 psi or 2.00 times flat roof load of 25.0 psf on overhangs rC• C
non-concurrent with other live loads. Gj NG 1 NE - tS 00
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t� 9 2
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 ,...--.4 17
will fit between the bottom chord and any other members. 89200PE
7)A plate rating reduction of 20%has been applied for the green lumber members.
8)Bearing at joint(s)2,6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify .41P.001�.-/
capacity of bearing surface. 4+ :
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=Ib)
2a273,6=273. Q �OREGON 4/10)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 7G Lk
1. /O41142P\ 4
11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2'gypsum P R
sheetrock be applied directly to the bottom chord. MRE p I`\ V
RENEWAL DATE:12-31-2021
July 23,2021
t t
A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19f2020 BEFORE USE i"
Design veld for use only with MffeleS 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 appficabifty 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 iT k'
is always required for stability end to prevent collapse wdh possible personal injury and property damage For general guidance regarding the s�
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSV1P11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle
Safety information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20801 Corona,CA 92880
•
'Job Truss Truss Type t]ty Ply Probuild Contractors-SW Ash 24`Vault
K10004555
2882613 A02 GABLE COMMON 1 1
�.__ _ Job Reference(optional.
Builders FirstSource(Beaverton,OR), Beaverton.OR-97005, ""_._._ ...._. .. . _.. . ._.._ _._ -...- 8,430 a Jun 2 2021 MiT Industries,Inc. Fri Jul 2312:24:23 2021 Page 1
lD:G5adsbthY4FkLTJUVXGMyXyyNow-HMyV_CVXTn7SgenulVgOgFq1 OR73tYpS7tTt9tyvBAs
-2-6-0 j 6-0-0 ( 12-0-0 18-0-0 ( 24-0-0 28-8-0 {
2-6-0 6-0-0 6-0-0 6-0-0 6-0-0 2-60
Stale=1:47.2
4x12=
2x4 I: 4 2x4 h
5.00 rii 23 t� 24
3x4 4 3x4
3 5 25
6x12= o
2z a
10 a 26 A
2 21 2x4 II 2x4 II 6 [$
7
1
3x10 3.00 111
3x10
6-0-0 12-0-0 18-0-0 24-0-0
i 6-0-0 6-0-0 ( 6-0-0 i 6-0-0 ( —
Plate Offsets(X,Y)- [9:0-6-0,0.3-81
LOADING (psf) SPACING- 2-0-0 CSI. DEPL. in (100) I/defl Uri PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.40 9-10 >718 360 MT20 220/195
(Roof Snow=25.0) Lumber DOL 1.15 BC 0.80 Vert(CT) -0.98 9-10 >294 240
TCDL 7.0 Rep Stress Ina YES WB 0.85 Horz(CT) 0.59 6 n/a n/a
BCLL 0.0 ' Code IBC2018ITPI2014 Matrix-AS Wind(LL) 0.27 9-10 >999 240 Weight:102 lb FT=20%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural Wood sheathing directly applied.
BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied.
WEBS 2x4 DF Std G
OTHERS 2x4 DF Std G
REACTIONS. (size) 2=0-5-8,6=0-5-8
Max Horz 2=111(LC 12)
Max Uplift 2=-273(LC 12),6=-273(LC 13)
Max Gray 2=1217(LC 19),6=1217(LC 20)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-4397/754,3-4=-3142/523,4-5=-3142/523,5,6=-4397/668
BOT CHORD 2-10=-723/4110,9-10=-732/4137,8-9=-505/4137,6-8=-493/4110
WEBS 4-9=-176/1933,5-9=-1207/426,3-9=-1207/400
NOTES-
1)Wind:ASCE 7-16;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6Apsf,h=25ft;Cat.II;Exp B;Enclosed;
MWFRS(envelope)gable end zone and C-C Exterior(2E)-2-6-0 to 0-6-0,Interior(1)0-6-0 to 9-0-0,Exterior(2R)9-0-0 to 15-0-0,
Interior(1)15-0-0 to 23-6-0,Exterior(2E)23-6-0 to 26-6-0 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 OOL=1.60 p
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 �GIAD r R OFFss
Gable End Details as applicable,or consult qualified building designer as per ANSIfTPI 1.
3)TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat B;Fully Exp.;Ceeo,9;Cs=1.00;Ct=1.10 NCO !\AGM 'k. /0�
4)Unbalanced snow loads have been considered for this design. V R
5)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 4, -f9
non-concurrent with other live loads. 92 OP l
6)Gable studs spaced at 1-4-0 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 20.0psf 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.
9)A plate rating reduction of 20%has been applied for the green lumber members. O it/ ��k/"
/ 10)Bearing at joint(s)2,6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify '>'`
,ti
tj capacity of bearing surface. /^ 4 14 2p
g 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=1b) �1 Q"-
i 2=273,6=273. MFRR1V.A-
12)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI
I 1.
13)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum RENEWAL DATE:12-31-2021
;) sheetrock be applied directly to the bottom chord. July 23,2021
.I
1 � A WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mk 7473 rev.5/19/2020 BEFORE USE I
'1 Design vaid for use only with MTeke connectors.This design is based only upon parameters shown,and is for en individual building component,not
-I a truss system.Before use,the building designer must verily the applicability of design parameters and properly incorporate this design into the overall Pal
!i building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MWTek"
a always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
', fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTF9I Queen/Criteria,DSa•88 and SCSI Building Component 250 Klug Circle
(j Safety information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20801 Corona,CA 92880
,/
f)
ij
Symbols Numbering System A General Safety Notes
PLATE LOCATION AND ORIENTATION
Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in sixteenths Failure to Follow Could Cause Property
1 4 offsets are indicated. II (Drawings not to scale) Damage or Personal Injury
ima m Dimensions are in ft-in-sixteenths.
1. Additional stability bracing for truss system,e.g.
Apply plates to both sides of truss 1 2 3 diagonal or X-bracing,is always required. See BCSI.
and fully embed teeth.
TOP CHORDS 2. Truss bracing must be designed by an engineer.For •
wide truss spacing,individual lateral braces themselves
0-/16 r 4 may require bracing,or alternative Tor I
bracing should be considered.
,E p 3. Never exceed the design loading shown and never
2 O stack materials on inadequately braced trusses. •
r
App U U
11 a 4. Provide copies of this truss design to the building
O designer,erection supervisor,property owner and
For 4 x 2 orientation,locate ~ Q7-8 C6-7 Cs-e }O all other interested parties.
plates 0- tiis"from outside BOTTOM CHORDS
5. Cut members to bear tightly against each other.
edge of truss. 8 7 6 5
6. Place plates on each face of truss at each
joint and embed fully.Knots and wane at joint
This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/TPI 1
required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO Design assumes trusses will be suitably protected from
connector plates. THE LEFT. the environment in accord with ANSI/TPI 1.
Plate location details available in Milek 20/20
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 8. Unless otherwise noted,moisture content of lumber
NUMBERS/LETTERS. shall not exceed 19%at time of fabrication.
software or upon request.
9. Unless expressly noted,this design is not applicable for
PLATE SIZE PRODUCT CODE APPROVALS use with fire retardant,preservative treated,or green lumber.
f ICC-ES Reports: 10.Camber is a non-structural consideration and is the
The first dimension is the plate responsibility of truss fabricator.General practice is to
4 X 4 width measured perpendicular f ESR-1311,ESR-1352,ESR1988 camber for dead load deflection.
to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 11,Plate type,size,orientation and location dimensions
the length parallel to slots. indicated are minimum plating requirements.
LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and
in all respects,equal to or better than that
specified.
, Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the 13.Top chords must be sheathed or purlins provided at
by text in the bracing section of the truss unless otherwise shown. spacing indicated on design.
output. Use T or I bracing 14.Bottom chords require lateral bracing at 10 ft.spacing,
if indicated. Lumber design values are in accordance with ANSI/TPI 1 or less,if no ceiling is installed,unless otherwise noted.
section 6.3 These truss designs rely on lumber values
BEARING established by others. 15.Connections not shown are the responsibility of others.
16.Do not cut or alter truss member or plate without prior
41 Indicates location where bearings approval of an engineer.
(supports)occur. Icons vary but
reaction section indicates joint t 2012 MiTek®All Rights Reserved 17.Install and load vertically unless indicated otherwise.
__.__._�
l number where bearings occur. 18.Use of green or treated lumber may pose unacceptable
Min size shown is for crushing only. environmental,health or performance risks.Consult with
iii.- Mile project engineer before use.
Industry Standards: 19.Review all portions of this design(front,back,words
and pictures)before use.Reviewing pictures alone
ANSI/TPI1: National Design Specification for Metal is not sufficient.
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing. - 20.Design assumes manufacture in accordance with
BGSI: Building Component Safety Information, ANSI/TPI 1 Qua y Criteria.
Guide to Good Practice for Handling, el( 21.The design does not take into account any dynamic
Installing&Bracing of Metal Plate I or other loads other than those expressly stated. •
t Connected Wood Trusses. I MiTek Engineering Reference Sheet MII-7473 rev.5/19/2020