2006, 08-10 Permit App: 06003146 GarageProject Number: 06003146 Inv: I Application Date: 8/10/2006 Page 1 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Proiect Information:
Permit Use: REPLACING GARAGE Contact: MANION, ELIZABETH
Address: 18410 EMISSION AVE
C - S - Z: SPOKANE VALLEY, WA 99016
Setbacks: Front Left: Right: Rear: Phone: (509) 535-7857
Group Name:
Project Name
Site Information:
Plat Key: 002730 Name: VALLEY VIEW ADD District: G
Parcel Number: 55181.1932 Block: Lot:
SiteAddress: 18410 E MISSION AVE Owner: Name: MANION, ELIZABETH
Address: 18410 EMISSION AVE
Location:: CSV SPOKANE VALLEY, WA 99016
Zoning: UNKN Unknown
Water District: Hold: ❑
Area: .00 Acres Width: 190 Depth: 213 Right Of Way (ft): 0
Nbr of Bldgs: 1 Nbr of Dwellings: 1
Review Information:
Review
Building Plan Review Released By: T~ UL
Driveway/Approach Released By: —�
Lanc
-54wer Review
[Released By: - — - -- 1
Permits:,,a:
Building Permit —
Contractor: OWNER Firm: OWNER
Phone: (000) 000-0000
Operator: AMB Printed By: AMB Print Date: 8/10/2006
ct � ���6►
Spc lain
,;,OValley
Community Development
Permit Center
11707 E Sprague Ak, Mute 106
Spokane Valley, WA X9206
(509)688-0036 F- :(509)688-0037
uww.s�okaneva `�: r / '
PERMIT NUMBER: 61
PERMIT FEE:
Residential Construction New Construction Accessory Bldg
Permit Application ❑ Addition/Remodel ❑ Deck
❑ Other:
,.i SITEADDRESS lgylr� r rU SLb'►-�
ASSESSORS PARCEL NO:
LEGAL DESCRIPTION:
-Building Owner:
Name: -1 Z ,d`
A A)17)
,^
Address: efto Yk
City5w, 0 StatetjI Zip:
Phone: __
x: c=GQQ_
Contact Person
Name: Z c-eJ
Phone: 2-1 Z LL 3
Describe the scope of work in detail:
Contractor:
Name:
Address:
City: State: Zip:
Phone: Fax:
Contractor Lic No: Exp Date:
City Business Lic. No:
Cost of Project: is
**************The lollowin2 MUST bO( omplete: (write N/A if not applicable)**********************
HEIGHT TO PEAK:
DIMENSIONS:
# OF STORIES:
TOTAL HABITABLE SPACE:
MAIN FLOOR TO SQ.
FTG:
2 FLOOR SQ. FTG:
UNFIN BASEMENT SQ. FTG:
IMPERVIOUS SURFACE
AREA:
FINISHED BASEMENT
SQ. FTG:
A�Q. FTG:
0(4-
DECK/COV. PATIO SQ. FTG:
30% SLOPES
PROPERTY
# OF BEDROOMS:
CONSTRUCTION TYPE:
HEAT SOURCE:
SEWER O EPTIC?
The permitee verifies, acknowledges and agrees by their signature that: 1) If this permit is for construction of or on a dwelling, the
dwelling is/will be served by potable water. 2) Ownership of this City of Spokane Valley Permit inure to the property owner. 3) The
signatory is the property owner or has permission to represent the property owner in this transaction. 4) All construction is to be done
in full compliance with the City of Spokane Valley Development Code. Referenced codes are available for review at the City of
Spokane Valley Permit Center. 5) This City of Spokane Valley Permit is not a permit or approval for any violation of federal, state or
local laws, codes or ordinances. 6) Plans or additional information may be required to be submitted, and subsequently approved before
this application can be processed.
Signature
Method of Payment:
❑ Cash
Bankcard #:
Authorized Signature:
REVISED 8/25/2005
X_
❑ Check ❑ Mastercard
Expires:
Date
❑ VISA
VIN#:
17tS/ 1 // L1717b 177: b4 '177.7L41'b !rM
TO 3241567 P.01iO3
Project Ntuilt e « 06003146 Inv: I Application Dow: 8/10/2006 Page 1 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
ect lLelnati n:
Pem* Us!: S EPLACING GARAGE Contact: MANION, ELIZABETH
Address: 18410 EMISSION AVE
C - S - Z: SPOKANE VALLEY, WA 99016
Setback;: ':cont Left: Right Rear: Phone: (509) 539-7857
Group Nsmee:
Us I1R ofiyll{ ttioa: Project Nntne: --
Plat Ke:yr 002730 Name. VALLEY VIR W ADD - District G
Parc; i : dumber: 55181.1932 Block Lor -
:ii zAddress: 18410E MISSION AVE Owner: Name: MANION, ELIZABETH
Location: CSV
Zoning: UNKN Unknown
Water District:
Area: .00 Acres Width: 190
Nbr of Bldgs: i Nbr of Dwellings: I
Address: 18410 EMISSION AVE
SPOKANE VALLEY, WA 99016
Hold: El
Depth 213 Right Of Way (ft): 0
Buil d :ng Plan Reviewe':�s.
D ri, a way/Approach
Lsnduse/ZoningAM Conditions
<,C< --
Sisk r Reviewre
erini&
_. _. ..� a"ikiWgPermit
Contra cr xc : OWNER Firm OWNER
Phone: (000) 000-0000
Open * or. AMB Prix ted By: AMB Print Date: 8/10/2006
AUG 17'2006 10:24 5093241567 PAGE.01
ID
n L -C
eol t
BL+t C)
LAIN UIINU requlrea on nom siaes or exit 000rs Wim min. size of
3 ft. measured in direction of travel by 3 ft. or width of door if
greater, and not lower than 1 '/Z in. below threshold. Landing
required at other exterior doors is a minimum size of 3 ft travel
distance by width of door, and not lower than 7 3/4 in. below
threshold provided the door does not swing over the landing.
Na�c�t
5
X13" X `z)' S
Min. 4 ft Brace Wall Panel per R602.10.3 & R602.10.4
Min. 2 ft 8 in. Alternate Brace Wall Panel per R602.10.6
Min. 16, 18 or 20 in. APA Portal Frame Bracing
/! Engineered Shear Wall Bracing
� v
I-Nz4rL-
� _ tc
J
City of
SPOKANE VALLEY BUILDING DEPARTMENT
11707 E. Sprague Avenue x106, Spokane Valley, Washington 99206 - Tel 509-688-0036 -Fax 509-68B-0037
Following is a typical cross-section for a residential garage. It may not represent the proposed project If you are using this detail
as a portion of your plan submittal, please complete the requested inforrnation in the boxes provided on both sides of this sheet
This completed sheet, along with any additional infomtation needs to be submitted with your aplfication and be on site at the time
of inspection.
PROTECTION AND OPENINGS BETWEEN
DWELLINGS AND PRIVATE GARAGES SHALL HAVE:
1) MATERIALS APPROVED FOR ONE HOUR FIRE
RESISTIVE CONSTRUCTION ON THE GARAGE SIDE:
SW TYPE W GYP BOARD (HABITABLE SPACE ABOVE)
• 112' GYP BOARD (RESIDENCE/ATTIC, FLOORICEILING)
2) OPENINGS BETWEEN GARAGE AND RESIDENCE
SHALL BE EQUIPPED WITH SOLID WOOD DOOR, SOLID OR
HONEYCOMB CORE STEEL DOORS NOT LESS THAN 13/8%
OR 20 MINUTE FIRE RATED DOORS.
ALTERNATE FOUNDATION FOR
ACCESSORY BUILDINGS FROM
400 SQ. FT. TO 3000 SQ. FT.
SECTION A -A
NOTE:
Diagonal wap bracing required on
each comer and every 25 feet of wad.
Wads within 3 feet of a property fine or
within 6 feet of a dwelling must be 1 hour
rated. (513" type W gypsum sheathing
on both sides of wad). Openings are not
permitted in these wads. Garages over
3,000 sq. ft. require protection when
closer than 20 feet to the property One.
Parapets may be required.
ENGINEERED TRUSS OR
RAFTER SIZE AND SPACING
ROOFING MATERIAL
ROOFING PAPER
ROOF
SHEATHING
J SOLID BLOCKING
24' MIN. BETWEEN.TRUSSES
(2)#4 REBAR _.�
1t�_"
- 12-• --I
WALL SHEATHING
SIDING
.4 • ; • ~ _�
• • 'F6' MIN.
s • w 6' MIN. 1
'
TOP PLATE
WALL HEIGHT
PRESSURE TREATED
SOLE PLATE
CONCRETE SLAB
••24"MIN. ANCHOR BOLTS
• . 24 MIN. 6' MIN. ; 1/2'x9' MIN.
% '• • • (T INTO CONCRETE)
•
6'0. C. OR APPROVED
--1r—•� (2) f4 REBM 6'x12- ANCHOR INSTALLED
` FOOTING PER MANUFACTURER.
a
5 rw�, S o v's -91, � 1�5"Ouv ViL�v
e_ 'A+ +� ('S `s� rvne.'Let/
FOUNDATION PLAN
PLEASE COMPLETE THE FOLLOWING INFORMATION AND ADD ON THE DRAWING BELOW.
BUILDING DIMENSIONS: L ��
GARAGE OPENING AND HEADER SIZE:
INDICATE THE LOCATION AND SIZE OF ALL WINDOWS AND DOORS ON THE PLAN.
�r 6G ��f �(--� DoE) � WIDTH
RIDGE Lf 0
L7' L
S
/ I
� I �
l I I
=accuracy.This
Please noteto assure the acccuracy of the information contained in this brore Is 1not warrante is not intended to address all aspects or regulatory requirements for a i� "�`�" a �'
project and should serve as a starling point for your investigation. For detailed information on a particular project,
permit, or code requirement refer directly to applicable file and/or code/regulatory documents or contact the
appropriate division.
t
Residential Permit
Application Packet
DOCUMENTS ENCLOSED
RESIDENTIAL CONSTRUCTION PERMIT APPLICATION
MINIMUM SITE PLAN REQUIRMENT
MECHANICAL PERMIT APPLICATION
PLUMBING PERMIT APPLICATION
APPROACH PERMIT APPLICATION
RESIDENTIAL PERMIT PROCESS FLOW CHART
HOW TO REQUEST A BUILDING INSPECTION
L & I INFORMATION
Re: 1242-06
MiTek Industries, Inc.
7777 Greenback Lane
Suite 109
Citrus Heights, CA, 95610
Telephone 916/676-1900
Fax 916/676-1909
The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision
based on the parameters provided by Coeur D'Alene Bldrs Supply.
Pages or sheets covered by this seal: R22221796 thru R22221799
My license renewal date for the state of Washington is August 1, 2008.
S. 771vrj�
WASy/
��(30496�\�� r
I' July 31,2006
Tingey, Palmer
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer, per ANSUTPI-2002 Chapter 2.
Job
russ
Truss Type
Oty
Ply
RON HARDGROVE
TCLL 40.0
SPACING 2-0-0
822221796
1242-06
A
FINK
6
1
1
Plates Increase 1.15
TC 0.73
Vert(LL)
0.09
Job Reference (optional)
1. ,,.,...ppy, , r,, ., — opo ,,e
2.0-0
5-3-4
10-0-0 1 14-8-12 20-0-0 22-M
4-8-12 4-8-12 5-3-4 2-0-0
4x6 =
Scale = 1:42.1
6-10-3
6-10-3
3x4 = 3x6 = 3x4 =
6-3-11
6-10-3
LOADING (psf)
TCLL 40.0
SPACING 2-0-0
CSI
DEFL
in
(loc)
I/defl
L/d
PLATES GRIP
Plates Increase 1.15
TC 0.73
Vert(LL)
0.09
6-8
>999
240
MT20 220/195
TCDLSnow=40.0
Lumber Increase 1.15
BC 0.33
Vert(TL)
-0.14
8-10
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.34
Horz(TL)
0.04
6
n/a
n/a
BCDL 10.0
Code IRC2003/TPI2002
(Matrix)
Weight: 87 lb
LUMBER
TOP CHORD 2 X 4 DF 1800F 1.5E
BOT CHORD 2 X 4 DF 180OF 1.5E
WEBS 2 X 4 DF Stud/Std
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-9-4 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) 2=1323/0-5-8, 6=1323/0-5-8
Max Harz 2=-71 (load case 8)
Max Uplift2=-77(load case 7), 6=-77(load case 8)
Max Grav2=1655(load case 2), 6=1655(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/154, 2-3=-2074/1, 3-4=-1677/12,4-5=-1677/12, 5-6=-2074/1, 6-7=0/154
BOT CHORD 2-10=0/1681,9-10=0/1063,8-9=0/1063,6-8=0/1681
WEBS 3-10=-627/84, 4-10=0/770, 4-8=01770, 5-8=-627/84
NOTES
1) Wind: ASCE 7-98; 95mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS interior zone; cantilever left and
right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 40.0 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
,7', ER S. TIN,:7N
7
i
SSIONALE"��
C� EXPIRES: 08 -01 -
July 31,2006
WARNING -Verify design 7777 Greenback Lane
,/y g parameters and READ NOTES ON THIS AND INCLUDED MITEX REFERENCE PACE MN -7473 BEFORE USE. Suite 109
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and a for on individual building component. Citrus Heights, CA, 95610
Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown l
is for lateral supportof individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M iTekm
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.
1242-06 IA1 IFINK
-2-0-0 1 5-3-4 10-0-0 14-8-12 20-0-0 22-M
2-0-0 5-3-4 4-8-12 4-8-12 5-3-4 2-0-0
4x6 =
R22221797
Scale = 1:42.1
3x4 = 5x6 = 3x4 =
6-10-3 6-3-11 6-10-3
Iv
0
LOADING
4
SPACING 2-0-0
CSI
DEFLT
in
(loc)
I/dell
Ud
PLATES GRIP
(Roof Snow --40.0)
Plates Increase 1.15
TC 0.73
Vert(LL)
0.09
6-8
>999
240
MT20 220/195
TCDL 7,0
Lumber Increase 1.15
BC 0.33
Vert(TL)
-0.14
8-10
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.34
Horz(TL)
0.04
6
n/a
n/a
BCDL 10,0
Code IRC2003/TPI2002
(Matrix)
Weight: 117 Ib
LUMBER
TOP CHORD 2 X 4 DF 1800F 1.5E
BOT CHORD 2 X 4 DF 1800F 1.5E
WEBS 2 X 4 DF Stud/Std
OTHERS 2 X 4 DF Stud/Std
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-9-4 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) 2=1323/0-5-8,6=1323/0-5-8
Max Horz 2=-71 (load case 8)
Max Uplift2=-77(load case 7), 6=-77(load case 8)
Max Grav2=1655(load case 2), 6=1655(load case 3)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/154, 2-3=-2074/1, 3-4=-1677/12,4-5=-1677/12,5-6=-2074/1, 6-7=0/154
BOT CHORD 2-10=0/1681, 9-10=0/1063, 8-9=0/1063, 6-8=0/1681
WEBS 3-10=-627/84, 4-10=0/770, 4-8=0/770, 5-8=-627/84
NOTES
1) Wind: ASCE 7-98; 95mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS interior zone; cantilever left and
right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
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 1-2002.
3) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp.
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 2.00 times flat roof load of 40.0 psf on overhangs
non -concurrent with other live loads.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4
7) All plates are 2x4 MT20 unless otherwise indicated.
8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
9) Gable studs spaced at 2-0-0 oc.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
,7- ,SER S. T/1;n'7,
77
170 6
Of �'C/sTc��� �1G
EXPIRES: 08 01-08
July 31,2006
WARNING - Verifydeaf 7777 Greenback Lane
design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MX -7473 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. Suite 109
Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
ANSI/TPI7 Quality Criteria, DSB-89 and BCSII Building Component
fabrication, quality control, storage, delivery, erection and bracing, consult E
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M Tek
-2-0-0 5-0-5 9-6-3 14-0-0 18-5-131 22-11-11 28-0-0 30-0-0
2-0-0 5-0-5 4-5-134-5-13 4-5-13 4-5-13 5-0-5 2-0-0
4x6 =
Scale = 1:53.1
6.00 12
3x4 = 3x6 = 3x8 = 3x4 =
7-3 1 14-0-0
7-3-4 20-8-12 28-0-0
6-8-12 6-8-12
LOADING (psf)
TCLL 40.0
(Roof Snow --40.0)
SPACING 2-0-0
Plates Increase 1.15
CSI
TC 0.73
DEFL in (loc) I/defl Ud
Vert(LL) 12-13
PLATES GRIP
TCDL 7.0
Lumber Increase 1.15
BC 0.41
-0.14 >999 240
Vert(TL) 0.26 13-15 >999
MT20 220/195
BCLL O,p
Rep Stress Incr YES
WS 0.80
180
HOrz(TL) 0.10 10 n/a
BCDL 10.0
Code IRC2003/TP12002
(Matrix)
n/a
Weight: 135 Ib
LUMBER
TOP CHORD 2 X 4 DF 180OF 1.5E BRACING
BOT CHORD 2 X 4 DF 180OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins.
WEBS 2 X 4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) 2=1779/0-5-8, 10=1779/0-5-8
Max Horz2=88(load case 7)
Max Uplift2=-79(load case 7), 10=-79(load case 8)
Max Grav2=2186(load case 2), 10=2186(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/154.2-3=-3197/8,3-4=-2725/0,4-5=-2579/5, 5-6=-1812/42, 6-7=-18j2/42,7-8=-2579/0, 8-9=-2725/0, 9-10=-3197/9,
10-11=0/154
BOT CHORD 2-15=-15/2672, 14-15=0/2064, 13-14=0/2064, 12-13=0/2064, 10-12=0/2672
WEBS 3-15=-534/75, 5-15=0/572, 5-13=-1031/72, 6-13=0/1107, 7-13=-1031/72, 7-12=0/572, 9-12=-534/76
NOTES
1) Wind: ASCE 7-98; 95mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and
right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 40.0 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced 44
standard ANSI/TPI 1.
LOAD CASE(S) Standard
WARNING -Verify design parameters and READ NO
Design valid for use only with MTES ON THIS AND INCLUDED MTTEE REFERENCE PAGE MU -7473
Applicability of design parame
BEFORE USE.
iTek connectors. This design is based only upon parameters shown, and is for an individual building component.
nters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI] Quality Criteria, DSB-89 and BCS11 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.
r, oEK 5. rive
>F �
•s�`J��N;� L.1 �``��
EXPIRES: 08 01 OK
July 31,2006
7777 Greenback Lane Suite 109
Citrus Heights, CA, 9561JOBS
MiTekm
-2-0-0 5-0-5 9-6-3 14-0-0
18-5-13 22-11-11 28-0-0
2-0-0 5-0-5 4-513 4-513 4-51330-0-0
4-513 5-0-5 2-0-0
4x6 = Scale = 1:53.1
6. 00 F12
5x6 = 3x8 =
3x4 =
7-3-4
7-3-4
14-0-0
20 2 28-0-0
Plate Offsets X,Y : 2:0-1-11 Ede 10:0-1-11 Ede
6-8-12
14:0-3-0,0-3-0
s 8 8-1z
1 7-3-4
LOADING (psf)
TCLL 40.0 SPACING 2-0-0
(Roof Snow=40.0) Plates Increase 1.15
CSI
TC 0.73
DEFL
in (loc) I/defl L/d PLATES GRIP
TCDL 7.0 Lumber Increase 1.15
BC 0.41
Vert(LL)
Vert(TL)
-0.14 12-13 >999 240 MT20 220/195
BCLL 0,0 Rep Stress Incr YES
WB 0.80
Horz(TL)
-0.26 13-15 >999 180
0.10 10
BCDL 10.0 Code IRC2003TTP12002
(Matrix)
n/a n/a
LUMBER
Weight: 188 Ib
TOP CHORD 2 X 4 DF 180OF 1.5E
BRACING
BOT CHORD 2 X 4 DF 180OF 1.5E
TOP CHORD
Structural wood sheathing directly applied or 3-9-8
WEBS 2 X 4 DF Stud/Std
BOT CHORD
oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2 X 4 DF Stud/Std
REACTIONS (Ib/size) 2=1779/0-5-8, 10=1779/0-5-8
Max Horz2=88(load case 7)
Max Uplift2=-79(load case 7), 10=-79(load case 8)
Max Grav2=2186(load case 2), 10=2186(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/154, 2-3=-3197/8,3-4=-2725/0, 4-5=-2579/5, 5-6=-1812/42, 6-7=-1812/42, 7-8=-2579/0, 8-9=-2725/0, 9-10=-3197/9,
10-11=0/154
BOT CHORD 2-15=-15/2672, 14-15=0/2064, 13-14=0/2064, 12-13=0/2064, 10-12=0/2672
WEBS 3-15=-534/75, 5-15=0/572, 5-13=-1031/72, 6-13=0/1107, 7-13=-1031/72, 7-12=0/572, 9-12=-534/76
NOTES
1) Wind: ASCE 7-98; 95mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category Il; Exp B; enclosed; MWFRS interior zone; cantilever left and
right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
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 1-2002.
3) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp.
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 2.00 times flat roof load of 40.0 psf on overhangs
non -concurrent with other live loads.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) All plates are 2x4 MT20 unless otherwise indicated.
8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
9) Gable studs spaced at 2-0-0 oc.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
, ' AF R S. ri,,r'(
QP ,ZFi��Sl7, �1_
ONAL
EXPIRES: 08-01-08~
July 31,2006
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building ding 73 FOEUScomponent. 7777 Greenback Lane ���
Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown Suite 109
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the designer.
ricin of the Citrus Heights, CA, 95610 ur
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �`
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and al guidance
Banding Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ■ w'Tok1d
Symbols
PLATE LOCATION AND ORIENTATION
3/4' *Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft -in -sixteenths.
Apply plates to both sides of truss
and securely seat.
0-1/11,
* For 4 x 2 orientation, locate
Plates 0-1a6,' from outside
edge of truss.
*This symbol indicates the
required direction of slots in
connector plates.
* Plate location details available In MiTek 20/20
software or upon request.
PLATE SIZE
The first dimension is the width
4 x 4
perpendicular to slots. Second
dimension is the length parallel
to slots.
LATERAL BRACING
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T, I or Eliminator bracing
if indicated.
BEARING
Indicates location where bearings
(supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Industry Standards:
ANSI/TPII: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI1: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
0
Qf
O
x
U
IL
O
Numbering System
6 4 8 dimensions shown in ft -in -sixteenths
1 2
TOP (-Hr)RhC
3
8 7 6
5
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
CONNECTOR PLATE CODE APPROVALS
BOCA 96-31, 95-43, 96-20-1, 9tf='6?, 84-32
ICBO 4922, 5243, 5363, 3907,
SBCCI 9667,9730,9604B,9511 I v 9432A
891
MiTek®
TES-Lt�K'
MITek Engineering Reference Sheet: Mll•7473
A General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
l . Additional stability bracing for truss system, e.g.
diagonal or X -bracing, is always required. See BCSI1.
2. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
3. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
0 all other interested parties.
W
O 4. Cut members to bear tightly against each other.
U 5. Place plates on each face of truss at each
a
0 joint and embed fully. Knots and wane at joint
locations are regulated by ANSI/TPI1.
6. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI1.
7. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
8. Unless expressly noted, this design is not applicable for
use with fire retardant or preservative treated lumber.
9. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
camber for dead load deflection.
10. Plate type, size, orientation and location dimensions
shown indicate minimum plating requirements.
11. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
12. Top chords must be -sheathed or purlins provided at
spacing shown on :design.
13. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiUhg 1sinstalled, unless otherwise noted.
14. Connections not shown are the responsibility of others.
15. Do not cut or alter truss member or plate without prior
approval of a professional engineer.
16. Install and load vertically unless indicated otherwise.
0 2004 MiTek®
P''n`✓iC DIAGRAMS AND
Ei ik_;ITJEERING LAYOUTS FOR
ROUF TRUSSES, REAMS AND
FLOOR SYSTEMS PRIOR TO FRAMING
INSPECTIONS
CITY COPY
THIS BUILDING SUBJECT
TO Fi ELD INSPECTION CORRECTIONS
REVIEWED FOR 000 CO PLIANCE
SPOKANE VALLEYS LDIN DMSION
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