2008, 09-16 Permit App 08003489 GarageProject Number: 08003489 Inv: I
Application
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Project Information:
Permit Use: NEW GARAGE 26 X 38
Setbacks: Front
Left: Right: Rear:
Site Information:
Plat Key: 002704 Name: UNIVERSITY PLACE
Date: 9/16/2008 Page 1 of 2
Contact: OSBORN, MICHAEL & MARY
Address: 10409 E 9TH AVE
C - S - Z: SPOKANE VALLEY, WA 99206
Phone: (509) 844-4884
Group Name:
Project Name:
District: Sout
Parcel Number: 45204.0334 Block:
SiteAddress: 10409 E 9TH AVE
Location:: CSV
Lot:
Owner: Name: OSBORN, MICHAEL & MARY
Address: 10409 E 9TH AVE
SPOKANE VALLEY, WA 99206
Zoning: R-3 SF Res District
Water District: 101 SPO CO WATER DIST#3B Hold: ❑
Area: 20,625 Sq Ft
Nbr of Bldgs: 1
Review Information:
Width: 0
Nbr of Dwellings: 1
Depth: 0 Right Of Way (ft): 0
Review
Building Plan Review
L Released By:
Originally Released: 9/15/2008 By: tmelbourn
Landuse/Zoning/HE Conditions
Released By:
Originally Released: 9/15/2008 By: jdavis
Permits:
Operator: jmm Printed By: JD Print Date: 9/16/2008
Project Number: 08003489 Inv: 1
Application
Date: 9/16/2008 Page 2 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Contractor: OWNER
Building Permit
Firm: OWNER
Phone: (000) 000-0000
This Application: Total Project:
Description Grp Type Notes Sa Ft Valuation Su Ft Valuation
GARAGE U-1 VB 988 $18,772.00 988 $18,772.00
Item Description
RESIDENTIAL PERMIT FEE
ACCESSORY PLANS REVIEW
WSBC SURCHARGE
Totals: 988 $18,772.00 988 $18,772.00
Units Unit Desc Fee Amount
1 SELECT $307.25
1 SELECT $76.81
1 SELECT $4.50
Permit Total Fees: $388.56
SEE EMAIL DATED 9/10/08 FROM SPOKANE CLEAN AIR IN FILE BEFORE ISSUING THE
DEMOLITION.
Payment Summary:
Permit Type
Building Permit
Fee Amount Invoice Amount Amount Paid Amount Owing
$0.00 $388.56
$388.56 $388.56
$388.56 $388.56 $0.00 $388.56
Disclaimer:
Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information
contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be
complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of
the provisions of the code or of any other state or local laws or ordinances.
Signature:
Operator: jmm Printed By: JD
Print Date: 9/16/2008
Spokane
.Valleys
Community Development
Residential Construction
Permit Application
SITE ADDRESS: D `t 0q
ASSESSORS PARCEL NO:
Permit Center
11703 E Sprague Ave, Suite B-3 = A t p BY
Spokane Valley, WA 99206;NE VALLEY
(509)688-0036 FAX: (037
www.spokanevalley.org SEP 0 5 2008
Y•
PERMIT NUMBER: g :7
PERMIT FEE:
PEIRT1 New Construction
f] Addition/Remodel
Other:
LEGAL DESCRIPTION:
Building Owner:
1 Name: � \�,\ ,\`; . SLI
p
(2)
1 1 c)5)
Address: i `ik\U ��
C c \ .
Cit3 ob+_x
State:
Zip:
Phone: Ny R�
Fax:
Contact Person
Name:
Phone:
-tidy' 213
Describe the scope of work in detail:
Accessory Bldg
n Deck
Contractor:
Name: 3n(\ ' \CD C)S- G'''L
Address:
City: State:
Zip:
Phone: Fax:
Contractor Lic No: Exp Date:
City Business Lic. No:
Cost of Project: $
�( )r -\-k('C, - 02OUL
Proposed Use: OA v2 6, -' (o p
**************The following MUST be complete: (write N/A if not annlicable)**********************
HEIGHT TO PEAK:
/ `
,DIMENSIONS: /
oho -0 X. 3e -6
# OF STORIES:
TOTAL HABITABLE SPACE:
MAIN FLOOR TO SQ.
FTG:
2ND FLOOR SQ. FTG:
UNFIN BASEMENT SQ. FTG:
IMPERVIOUS SURFACE
AREA:
FINISHED BASEMENT
SQ. FTG:
GARAGE SQ. FT :
eV— • `ij` '
DECK/COV. PATIO SQ. FTG:
30% SLOPES ON
PROPERTY:
# OF BEDROOMS:
CONSTRUCTION PE:
HEAT SOURCE:
SEWER OR SEPTIC?
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 car}.pe ocessed.
SIGNATURE:
Method of Payment:
❑ Cash
Bankcard #:
Check
DATE:
❑ Mastercard ❑ VISA
Expires: VIN#:
Authorized Signature:
REVISED 2/15/07
RESIDENTIAL CHECK LIST DIRECTION
Place a check mark in box next to each document required for complete submittal.
o SITE PLAN
o Property lines and dimensions
o Direction arrow pointing North and orientation to streets
❑ Proposed/existing buildings (footprint and dimensions)
o Utilities, septic tank/drain field locations and distances
o Setbacks to property lines
o Distance between buildings
o Right of way/easement location & sizes
o Driveway approach size and location
BUILDING PLANS (3 SETS) (minimum 1/8 inch scale or completely dimensioned)
0 Elevations (Front/Rear/Sides) with roof peak and wall height including basement:
❑ Foundation Plan (crawlspace, basement or slab on grade):
o Footing sizes and locations
o Perimeter concrete foundation wall sizes
o Crawlspace ventilation
o Supporting wood cripple walls or beams
o Thickened concrete pads supporting
beams or girder trusses
O Floor Plan of each level (finished or unfinished) with dimensions:
o Floor Joist direction, size and spacing
o Header, beam or concrete lintel sizes
o Brace wall panel locations
o Water heater and furnace locations
o Exhaust fan locations
❑ Deck or concrete patio sizes and locations
❑ Roof Plan:
o Engineered truss direction and spacing
o Rafter and over frame direction, size and spacing
❑ Wall Section Detail including:
Roof
o Slope/ roofing material/ underlayment/ ice dam protection
o Sheathing size and type
Ceiling
o Joist size and spacing
Wall
o Height/ top plate/ stud size and spacing/ sole plate
o Exterior sheathing size and type
Floor
o Joist size and spacing
Foundation Wall
o Concrete or Masonry unit width
o Earth to wood separation distance
Footing
o Size
Radon
o Passive system with 6mil vapor barrier
Miscellaneous Construction Details
O Deck:
o Floor plan/ side view/ dimensions
o Floor Joist/ decking direction, size and spacing
0 Stairway tread rise & run and nosing
o Window and door location and sizes
o Window well locations if applicable
o Room usage labels
o Smoke detector locations
o Attic and crawl space access locations
o Fire Wall construction
o Ridge, eave and valley lines
o Beam and girder size and location
o Truss or rafter size, spacing & connection
o Attic insulation/ air space baffle/ ventilation
o Size of ceiling gypsum wall board
o Siding/ exterior house wrap/ anchor bolts
o Insulation, vapor barrier, gypsum wall board
o Sheathing or concrete floor size/ insulation
o Footing bottom to finished ground level depth
o Horizontal & vertical reinforcement if any
❑ Reinforcement if any
o Active system with 6 mil vapor barrier
o Footings/ post/ and beam size and locations
O Handrail / Guard height & spacing
00"4%.„,,,
*Wane
Valley
Site Address: 10409 E 9TH AVE
Parcel Number: 45204.0334
Zoning: R-3
Fire District: FD 01
Project
transmittal
City of Spokane Valley
Community Development
Department
11703 E. Sprague Ave, Suite B3
Spokane Valley, WA 99206
Phone: 509.688.0036
New project ❑
Previous pre-app meeting 0
Plan revisions ❑
Transmittal Date:
Friday, September 05, 2008
Project Number: 08003489
Water District: SPO CO WATER DIST#3B
Applicant: OSBORN, MICHAEL & MARY
10409 E 9TH AVE
SPOKANE VALLEY, WA 99206
(509) 844-4884
e-mail: e-mail:
Contact: OSBORN, MICHAEL & MARY Occupant:
10409E 9TH AVE e-mail:
SPOKANE VALLEY, WA 99206
(509) 844-4884
e-mail:
Contractor: OWNER
( ) - 0
Arch / Engineer:
e-mail:
Owner: OSBORN, MICHAEL & MARY
10409 E 9TH AVE
SPOKANE VALLEY, WA 99206
U
C
�J f
SEP 0 -_. 2008
Project NEW GARAGE 26 X 38
Description:
Building
Landuse
Engineer
Utilities
Health
Fire Dist
Assessor
APPLICATIO
CONSTRUCTION PLAN
SITE PLAN
S
TD
S
Please send all plan review and project comments via e-mail to the
highlighted individuals.
Spokane
Valley®
For City Use Only
PLUS Project Number i 3-7
Project Address "cc? C7
11703 E Sprague Ave Suite B-3 • Spokane Valley WA 99206
509.688.0036 • Fax: 509.688.0037 • permitcenter@spokanevattey.org
As part of our on -going commitment to customer service during the review process of your project
application, we are providing you with a TARGET DATE for the initial technical application review. If for
any reason we cannot meet this date, we will contact you with a revised target date.
Cj///
Your application review TARGET DATE is
The TARGET DATE is the date we estimate your project application will have had its initial technical
review. It is not the date for approval or permit issuance.
Tips for a Smoother Project Application Review
➢ Submit complete, accurate plans and documents.
Extra time may be required for re -submittals as project application reviewers work on multiple applications and it
may be several days before they can look at your new or revised information.
> Designate a specific contact person to communicate with the City.
While the person designated as the applicant's contact person with the City can be changed, one individual with the
expertise for dealing with reviewer comments would be the best choice for the entire review process.
> Call staff regarding the status of your project only after the target date shown at the top of the page.
Although you should be contacted on or by the target date, please feel free to contact us if you haven't heard from us
by your target date. Staff may contact you before the target date if the initial review is complete. By following this
procedure, you will save time and allow the reviewers to complete the work more expeditiously.
Steps in the Permit Process
1. Counter Complete. Your application has been accepted as counter complete. This means all of the required
documents, as indicated on your Pre -Application Checklist have been submitted or have been approved for deferred
submittal. This does not prevent technical staff from requesting additional information as a result of their technical review.
2. Quality Check. The next step in the process is a quality check to make sure that the application is reviewable and free
from substantive flaws that would prevent technical staff from completing the technical review once it is started. When
this step is complete, your application will be routed to the appropriate staff and remain in their review queue until it
comes up for review.
3. Technical Compliance. Once an application is administratively complete, it is routed to technical staff for compliance
review. Depending on the type of project, technical staff may include multiple reviewers. You should be contacted by
phone, fax, email, or mail by your TARGET DATE once the initial technical compliance review is complete.
4. Permit Issuance. When the technical compliance review of the application is complete, including any subsequent re -
submittals, each reviewer will approve their section of the application and route it to the Permit Center. When all sections
of the application are received, a Permit Specialist will process the application and contact the person specified on your
application for permit pick-up. Information regarding fees and pre -construction meetings (if required) will be provided by
the Permit Specialist at that time.
WHITE -APPLICANT PINK - BUILDING FILE REV 9/07
Spokane
,„00Valley
"T R MIT CENTER
Project Transmittal
11703 E Sprague Ave. Suite B-3 Spokane Valley WA 99206
Phone: 509.688.0036 Fax: 509.688.0037
New Application/Pre-Application
Response to Review Comments
Revisions to Application
Other (Describe Below):
❑ Provide one of the following (REQUIRED FOR ACCEPTANCE):
❑ PLUS Project #:
❑ Parcel Number:
❑ Site Address: ()- CP R
Route to (Please check all that apply):
Division
# of Sheets/ Type of Document/ # of Copies
Received by:
El
Building
Ct
0SS S �v>,VJO�/L.� 1
/� SI�(� -,C‘N. - /
f_'-, (
'
w,VERIFIED/INITIALS
❑
/..N) 'Cc- \ L."1+-4_,A_ o /
❑
❑
/ DLLs:.__A- /
❑
/ /
QC Check by:
❑
Development Engineering
/ /
VERIFIED/INITIALS
0
/ /
0
/ /
0
/ /
0
QC Check by:
❑
Planning
/ /
VERIFIED/INITIALS
❑
/ /
❑
/ /
❑
/ /
❑
QC Check by:
El
SV Fire Department
/ /
VERIFIED/INITIALS
0
/ /
❑
/ /
0
/ /
❑
QC Check by:
Project Contact Information:
Name: ? r Q
Email:
aC) es
Phone:
Fax:
5<-Lk ? •-I
Relationship to Project:
❑ Architect El Engineer 0 Other Design Professional 0 Contractor CS. Owner/Applicant
DATE STAMP:
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Demolition at 10409 E. 9th, Spokane Valley
Matt Holmquist to you (cc) and permitcenter - 40 min ago More Details
20080910133555480.pdf
Spokane Valley Permit Center,
Please be advised that Michael and Mary Osborn (copied on this messag
are not required to file a Notice of Intent (NOI) with our office for
demolition of the 11'6 " x17'0 " structure at 10409 E. 9th, Spokane
Valley that occurred on or before August 28, 2008, because the issue
being address under Notice of Violation (NOV) 40009 (i.e., a "Notice
Intent #" will not be assigned to this demolition). NOV 40009 was iss
on September 3, 2008 for failing to comply with asbestos survey
requirements, asbestos notification requirements, and asbestos
notification period and fee requirements. As such, a civil penalty wi
be assessed for these failures. Among other things, the civil penalty
will include the economic benefit associated with not obtaining an
asbestos survey and not submitting a NOI with the applicable fee. In
lieu of a NOI #, you may reference our enforcement case (i.e., NOV
#0009).
Do not hesitate to contact me at 477-4727 ext. 102 if you have any
questions. Thank you.
Matt
Prepare To Be Shocked -
How lLost 55 Pounds Michael & Mary Osborn,
Basic Version I Accessible Version
http://webmail.aol.com/38575/aol/en-us/Suite.aspx 9/10/2008
R602.10.6.1 Absconds braced wall paeelg. Alternate
braced wall panels constructed in accordance with one of
the following provisions shall be permitted to replace each
4 feet (1219 mm) of braced wall panel as required by
Section R602.10.4. The maximum height and minimum
width of each panel shall be in accordance with Table
R.602.10.6.
1. In one-ybuildings. each panel shall be sheathed
on one face with 3/8-inch-minimum-thickness (9.5
mm) wood structural panel sheathing nailed with 8d
common or galvanized box nails in accordance with
Table R602.3(1) and blocked at all wood structural
panel sheathing edges. Twe•anchor bolts installed in
accordance with Figure R403.1(1) shall be provided
in each panel. Anchor bolts shall be placed in from
each end of the panel a horizontal distance of one-
fourth the panel width. Each panel end stud shall
have a tie -down device fastened to the foundation,
capable of providing an uplift capacity in accordance
with Table R602.10.6. The tie -down device shall be
installed in accordance with the manufacturer's
recommendations. The panels shall be supported
directly on a foundation or on floor framing
supported directly on a foundation which is
continuous across the entire length of the braced wall
line. This Loum.rttion shall be romfotced with not less
than ore No. 4 bar top and bottom. When the
continuous foundation is required to have a depth
greater than 12 inches (305 mm), a minimum 12-inch
by 12-inch (305 mm by 305 mm) continuous footing
or turned down slab edge is permitted at door
openings in the braced wall line. This continuous
footing or•tumed down slab edge shall be reinforced
with not less than one No. 4 bar top and bottom. This
reinforcement shall be lapped 15 inches (381 ram)
with the reinforcement required in the continuous
foundation located directly under the braced wall
line.
2. In the first story of two-story buildinzs, each braced
wall panel shall be in accordance with Item 3 above.
except that the following:
2.1 The wood structural panel sheathing shall be
provided on both faces;
2.2 Sheathing edge nailing spacing shall not exceed
4 inches on center; and
2.3 Anchor bolts shall be placed at the center of the
panel width and in from each end of the panel a
horizontal distance of one -fifth the panel width
(three total).
Steep capacity
Per Table
Footing per
R403.1.4
Thesiewns
installed in
accordance with
manufacturer
DETAILS OF
BRACED WALL
PANEL WITH
HOLD DOWNS
ALTERNATIVE
(DETAIL FOR
SECTION
RW:0.6i.1)
(2) Anchor bolts — 1/2-inch diameter — at one quarter points
TABLE P602.10.6
MINIMUM WIDTHS AND TIE -DOWN FORCES OF ALTERNATE BRACED WALL PANELS
Min. 3/8" (10 mm)
wood structural panel
sheothing attached with
8d (0.131" x 2.5") nails
at 6" o.c. at panel edges
and 12" o.c. in field
Length per Table 5.3
Curb may be
required to
position untreated
wood minimum 8"
above grade
Atittbers top and
bottom -`required
fody,,aracing
keipiereen 12" x 12'
f or turned down
alb at opening, if any.
Reinforced with #4 bars
top and bottom.
SEISMIC DESIGN
CATEGORY AND
WINDSPEED
TIE -DOWN
FORCE (lb)
HEIGHT OF BRACED WALL PANEL
Sheathed Width
eft.
, it. 4"
9 ft.
2' - 8"
10 ft.
2' - 8"
11 ft.
3' - 2"
12 ft.
3' - 6"
SDC A, B, and C
Windspeed < 110
mph
R602.10.6.1, Item 1
1800
1800
1800
2000
2200
R602.10.6.1, Item 2
3000
3000
3000
3300
3600
City of
SPOKANE VALLEY BUILDING DEPARTMENT
11707 E. Sprague Avenue #105, Spokane Valley, Washington 99206 - Tel 509-668-0036 - Fax 509-688-0037
Following is a typical cross-section for a residential garage. It may not represent the proposed project If you are using this deli
as a portion of your plan submittal, please complete the requested information in the boxes provided on both sides of this sheet
This completed sheet, along with any additional information needs to be submitted with your aplfication and be on site at the time
of inspection.
PROTECTION AND OPENINGS BETWEEN
DWELLINGS AND PRNATE GARAGES SHALL HAVE:
1) MATERIALS APPROVED FOR ONE HOUR FIRE
RESISTIVE CONSTRUCTION ON THE GARAGE SIDE:
* 5/8' TYPE')' GYP BOARD (HABITABLE SPACE ABOVE)
• 1/2' GYP BOARD (RESIDENCE/ATTIC, FLOOR/CEILING)
2) OPENINGS BETWEEN GARAGE AND RESIDENCE
SHALL BE EQUIPPED WITH SOLID WOOD DOOR, SOLID OR
HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1 3/8',
OR 20 MINUTE FIRE RATED DOORS.
ALTERNATE FOUNDATION FOR
ACCESSORY BUILDINGS FROM
400 SQ. FT. TO 3000 SQ. FT.
SECTION A -A
1 /8" GAP 3
B i vVEEN SHEATHING
ROOF
SHEATHING
(2) 4 REBAR
al
1-1 2"--I
24" MIN.
6" MIN.
24"MIN.
(2) #4 REBAR
SOLID -BLOCKING
BETWEEN.TRUSSES
NOTE:
Diagonal wall bracing required on
each comer and every 25 feet of wall.
Waits within 3 feet of a property line or
within 6 feet of a dwelling must be 1 hour
rated. (5/8" type x gypsum sheathing
on both sides of wall). Openings are not
permitted in these walls. Garages over
3,000 sq. ft require protection when
closer than 20 feet to the property line.
Parapets may be required.
ENGINEERED TRUSS OR
RAFTER SIZE AND SPACING
x @24"O.C.
ROOFING MATERIAL
ROOFING PAPER
/ WALL SHEATHING -
SIDING
8' MIN.
DOUBLE TOP PLATE
WALL HEIGHT
2x 7
PRESSURE TREATED
ZSOLE PLATE
I( 3-1/2* CONCRETE SLAB
24" MIN.
Fz-1
6"x12'
FOOTING
ANCHOR BOLTS
1t2"x 91M►N.
(7" INTO CONCRETE)
6' O. C. OR APPROVED
ANCHOR INSTALLED
PER MANUFACTURER.
Non Itemized QUOTE Estimate
DATE09/11/08 I'AGt 1
REQ. QUOTE DATE / /
ORDER DATE / /
ORDER #
QUOTE # I 081826
P110
10310 E MONTGOMERY DR
SPOKANE VAI I.FY, WASHINGTON 99206
PHONE: (509) 924-2420
FAX: (509) 924-2583
s
0
L
D
OSBORN, MIKE
T
(509) 844-4884
s
H
x
P
T
0
10409 E. 9TH
SPOKANE VALLEY, WA
BUILDING DEPARTMENT
Unassigned
DELIVERY DATE , / /
DATE OF INVOICE I / /
ORDERED BY
CUSTOMER ACCT # 000002133
CUSTOMER PO #
MIKE
SUPERINTENDENT I MIKE
JOBSITE PHONE #
JOB NAME:OSBORN, MIKE
MODEL:26' COMMONS W/ TAG:
INVOICE #
TERMS
SALES REP
SALES AREA
LOT # SUBDIV:
JOB CATEGORY:
HOUSE TC
DELIVERY INSTRUCTIONS:
SPECIAL INSTRUCTIONS:
BY
DATE
OVERHANG INFO
HEEL HEIGHT
00-03-12
REQ. LAYOUTS
REQ. ENGINEERING
QUOTE
TC
09/11/08
END CUT
I RETURN
NONE
LAYOUT
TC
09/11/08
PLUMB
I YES
GABLE STUDS
24 IN. OC
NONE
DESINGED
TC
09/11/08
ROOF TRUSSES LOADING
INFORMATION
PITCH TYPE
PROFILE
QTY
PLY TOP I BOT ID
12
2
2 6.00
ITEMS
6.00
6.00
6.00
TCLL-TCDL-BCLL-BCDL ISTRESS INCR.
30.0,7.0,0.0,10.0 I 1.15
BASE
SPAN
0/A
SPAN
ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)
LUMBER OVERHANG
TOP BOT LEFT 1 RIGHT
CANTILEVER
LEFT 1 RIGHT
0.00
0.00
0.00
0.001
FAN
Al
FAN
A2
FAN
A2G
GABLE
AG
26-00-00 26-00-00 L2 X 412 X 4 01-00-00 101-00-00
26-00-00 26-00-00 2 X 4 2 X 4 01-00-00 ; 01-00-00
26-00-00 4 26-00-00 2 X 4 2 X 4 01-00-00 01-00-00
i 26-00-00 26-00-00 2 X 4 2 X 4
01-00-00
01-00-00
STUB
LEFT RIGHT
1
QTY
ITEM TYPE
SIZE
LENGTH
FT-IN-16
PART NUMBER
NOTES
30
HANGERS
H2.5
ACCEPTED BY SELLER
BY:
TITLE:
DATE OF ACCEPTANCE:
ACCEPTED BY BUYER
PURCHASER:
BY:
ADDRESS:
PHONE:
DATE:
Truss Price:
Misc. Items:
SUB -TOTAL:
Delivery:
Sales Tax:
Selling Price:
$1,403.71
- $11.70
$1,415.41
$250.00
$0.00
$1,665.41
Price good until 10/01/08
WARNING: We warn that trusses can cause property damage or personal injury if improperly installed or braced. Customer's or his
agent's acceptance hereof shall constitute his affirmative representation that he is fully trained in the proper and safe methods of truss
installation and bracing. Refer to the provided pamphlet entitled "Bracing Wood Truss: Commentary and Recommendations",
published by Truss Plate Institute, Inc. Do not cut, alter, or use damaged trusses without engineering approval. It is the customer's
responsibility to provide access to the job site. Trusses remain our property until full payment is made.
! C•
R•O:
' DOR
L
O.H.:
BID
I 1'
MI
• N
#:
OSBORN
O
PI
E
IN
1' P
08
S W/
C
PI
: 30-7-0
UMB
826
SHED
•6/
C
2
: 2.7/12
10
DORMER
J
0
0
1 (6)
A2
(5)
.A1
(t
)
13'0"0
12'0"0
38'0"0
13'0"0
Job
C81826
Truss
Al
Truss Type
ROOF TRUSS
Qty
12
Ply
1
MIKE OSBORN
PRO -BUILD, SPOKANE,WA., TONY CARON
I.1-0.01
1-0-0
6-9-4
6-9-4
8-10-3
13-0-0
6-2-12
4x4 =
8-10-3
1-
I
4x6 =
4
3x6 =
17-1-13
Job Reference (optional)
7.050 s May 22 2008 MiTek Industries, Inc. Thu Sep 11 09:14:15 2008 Page 1
19-2-12
6-2-12
4x4 =
26-0-0
26-0-0
6-9-4
127.0.01
1-0-0
Scale =1:50.1
8-3-11
8-10-3
Plate Offsets (X,Y):[2:0-9-0,0-0-10], [6:0-9-0,0-0-10]
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC2006/TPI2002
CSI
TC 0.52
BC 0.62
WB 0.36
(Matrix)
DEFL in (loc) I/deft L/d
Vert(LL) -0.24 8-10 >999 240
Vert(TL) -0.36 8-10 >855 180
Horz(TL) 0.07 6 n/a n/a
PLATES GRIP
MT20 185/148
Weight: 98 Ib
LUMBER
TOP CHORD 2 X 4 HF 1800F 1.6E
BOT CHORD 2 X 4 HF 1800F 1.6E
WEBS 2 X 4 DF Stud/Std LOAD CASE(S)
BRACING Standard
TOP CHORD
Structural wood sheathing directly applied or 4-4-8 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)
2 =
6 =
Max Horz
2 =
Max Uplift
2 =
6 =
1357/0-5-8
1357/0-5-8
63(LC 7)
-14(LC 7)
-14(LC 8)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = 0/58 2-3 = -2250/0 3-11 =-1989/0
4-11 =-1882/1 4-12 =-1882/0 5-12 =-1989/0
5-6 =-2250/0 6-7 = 0/58
BOT CHORD
2-8 = 0/1906 8-13 = 0/1293 9-13 = 0/1293
9-14 = 0/1293 10-14 = 0/1293 6-10 = 0/1906
WEBS
3-8 =-499/107 4-8 = 0/811 4-10 = 0/811
5-10 =-499/107
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. 11; Exp B;
enclosed; MWFRS (low-rise); cantilever left and right exposed ; Lumber DOL=1.33
plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.;
Ct= 1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00
times flat roof load of 30.0 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 Toads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and
any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 14 Ib uplift at joint 2 and 14 Ib uplift at joint 6.
8) This truss is designed in accordance with the 2006 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
Job
081826
Truss
A2
PRO -BUILD, SPOKANE,WA., TONY CARON
Truss Type
ROOF TRUSS
Qty
Ply
5 1
MIKE OSBORN
Job Reference (optional)
7.050 s May 22 2008 MiTek Industries, Inc. Thu Sep 11 09:14:16 2008 Page 1
1.1-0-01 6-9-4
1-0-0
O
6-9-4
3x9
8-10-3
13-0-0
6-2-12
8
4x4 =
20
4x6 =
4x9
4
17-1-13
9 21
3x6 =
19-2-12
6-2-12
10
4x4 =
2.70112
26.0.0
26-0-0 127.01
6-9-4 1-0-0
3x9
8-10-3
8-3-11
8-10-3
Scale =1:52.3
Plate Offsets (X,Y): [2:0-9-0,0-0-10], [4:0-0-11,0-1-4]
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 7.0
BCLL 0.0 *
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC2006/TPI2002
[6:0-9-0,0-0-10],[1 2:0-2-0,0-1-6]
CSI
TC 0.61
BC 0.62
WB 0.36
(Matrix)
[13:0-2-0,0-1-6]
DEFL in (loc) I/deft
Vert(LL) -0.24 8-10 >999
Vert(TL) -0.36 8-10 >855
Horz(TL) 0.07 6 n/a
[Id
240
180
n/a
PLATES GRIP
MT20 185/148
Weight: 121 Ib
LUMBER
TOP CHORD 2 X 4 HF 1800F 1.6E
BOT CHORD 2 X 4 HF 1800F 1.6E
WEBS 2 X 4 DF Stud/Std
BRACING
TOP CHORD
Structural wood sheathing directly applied or 4-4-8 oc purlins,
Except:
4-5-0 oc bracing: 5-6
4-10-0 oc bracing: 4-5
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
JOINTS
1 Brace at Jt(s): 5
REACTIONS (Ib/size)
2 = 1357/0-5-8
6 = 1357/0-5-8
Max Horz
2 = 63(LC 7)
Max Uplift
2 = -14(LC 7)
6 -14(LC 8)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = 0/58 2-3 = -2250/0
4-18 =-1882/1 4-19 =-1882/0
5-6 =-2250/0 6-7 = 0/58
BOT CHORD
2-8 = 0/1906 8-20 = 0/1293
9-21 = 0/1293 10-21 = 0/1293
WEBS
3-8 =-499/107 4-8 = 0/811
5-10 =-499/107
except end verticals.
3-18 =-1989/0
5-19 =-1989/0
9-20 = 0/1293
6-10 = 0/1906
4-10 = 0/811
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise); cantilever left and right exposed ; Lumber DOL=1.33
plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.;
Ct= 1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00
times flat roof load of 30.0 psf on overhangs non -concurrent with other live Toads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
with any other live Toads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in
all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord
and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 14 Ib uplift at joint 2 and 14 Ib uplift at joint 6.
8) This truss is designed in accordance with the 2006 International Residential
Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1.
9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to
truss TC w/ 2-10d nails.
LOAD CASE(S)
Standard
Job
081826
Truss
A2G
PRO -BUILD, SPOKANE,WA., TONY CARON
Truss Type
ROOF TRUSS
Qty
2
Ply
1
MIKE OSBORN
Job Reference (optional)
7.050 s May 22 2008 MiTek Industries, Inc. Thu Sep 11 09:14:16 2008 Page 1
1"1"0"01
1-0-0
6-9-4
6-9-4
6.00 12
8-10-3
8-10-3
1
13-0-0
6-2-12
1
4x6 =
4x9
4
17-1-13
19-2-12
6-2-12
1
2.70112
26-0-0
127"0-01
6-94 1-0-0
4x4 II
9 25 10 3x9 =
3x6 = 4x4 =
26-0-0
8-3-11
8-10-3
1
Scale =1:52.3
Plate Offsets (X
Y):[2:0-9-0,0-0-10],[4:0-0-5,0-1-41,[6:0-9-0,0-0-10],[12:0-0-10,0-0-6], [13:0-2-0,0-1-8]
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 7.0
BCLL 0.0 "
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC2006/TPI2002
CSI
TC 0.61
BC 0.62
WB 0.36
(Matrix)
DEFL in (Ioc) I/defl
Vert(LL) -0.24 8-10 >999
Vert(TL) -0.36 8-10 >855
Horz(TL) 0.07 6 n/a
LUMBER
TOP CHORD 2 X 4 HF 1800F 1.6E
BOT CHORD 2 X 4 HF 1800F 1.6E
WEBS 2 X 4 DF Stud/Std
BRACING
TOP CHORD
Structural wood sheathing directly applied cr 4-4-8 oc purlins, except end verticals.
Except:
4-5-0 oc bracing: 5-6
4-10-0 oc bracing: 4-5
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
JOINTS
1 Brace at Jt(s): 5
REACTIONS (Ib/size)
2 =
6 =
Max Horz
2 =
Max Uplift
2 =
6 =
1357/0-5-8
1357/0-5-8
63(LC 7)
-14(LC 7)
-14(LC 8)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = 0/58 2-3 = -2250/0
4-22 =-1882/1 4-23 =-1882/0
5-6 =-2250/0 6-7 = 0/58
BOT CHORD
2-8 = 0/1906 8-24 = 0/1293
9-25 = 0/1293 10-25 = 0/1293
WEBS
3-8 =-499/107 4-8 = 0/811
5-10 =-499/107
3-22 =-1989/0
5-23 =-1989/0
9-24 = 0/1293
6-10 = 0/1906
4-10 = 0/811
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.opsf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise); cantilever left and right exposed ; Lumber DOL=1.33
plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.;
Ct= 1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00
times flat roof load of 30.0 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) All plates are 2x4 MT20 unless otherwise indicated.
L/d
240
180
n/a
PLATES GRIP
MT20 185/148
Weight: 127 Ib
7)* This truss has been designed for a live load of 20.0psf on the bottom chord in
all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord
and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 14 Ib uplift at joint 2 and 14 Ib uplift at joint 6.
9) This truss is designed in accordance with the 2006 International Residential
Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened
to truss TC w/ 2-10d nails.
LOAD CASE(S)
Standard
Job .
081826
Truss
AG
Truss Type
GABLE
QH
2
Ply
1
MIKE OSBORN
Job Reference (optional)
PRO -BUILD, SPOKANE,WA., TONY CARON 7.050 s May 22 2008 MiTek Industries, Inc. Thu Sep 11 09:14:17 2008 Page 1
13-0-0 26-0-0 12740-01
I-1-0.01
1
1-0-0 13-0-0 13-0-0 1.0-0
Scale=1:50.1
4x4 =
8
7
9
6.00 Fir
10
28
29
s
9T1
11
ST2
ST7
-
sT3
sTe
1z
ST4
ST9
13
ST5
Sr
rv6
S"
2
14
0 0
4x4 = 16 17 18 19 20 21 22 23 24 25 26 27 4x4 =
3x6 _-
26-0-0
26-0-0
LOADING (psf)
30 0
TCLL (Roof Sncw=30.0)
SPACING 2-0-0
Plates Increase 1.15
CSI
TC 0.12
DEFL in (loc) I/defl L/d
Vert(LL) -0.01 15 n/r 120
PLATES GRIP
MT20 185/148
TCDL 7.0
Lumber Increase 1.15
BC 0.05
Vert(TL) -0.01 15 n/r 90
BCLL 0.0 *
Rep Stress Incr YES
WO 0.13
Hcrz(TL) 0.00 14 n/a n/a
BCDL 10.0
Code IRC2006/TPI2002
(Matrix)
Weight: 120 Ib
LUMBER
TOP CHORD 2 X 4 HF 1800F 1.6E
BOT CHORD 2 X 4 HF 1800F 1.6E Max Grav
OTHERS 2 X 4 DF Stud/Std 26 = 161(LC 1)
BRACING 27 = 267(LC 3)
TOP CHORD 14 = 213(LC 1)
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD FORCES (Ib) - Maximum Compression/Maximum Tension
Rigid ceiling directly applied or 10-0-0 oc bracing. TOP CHORD
1-2 = 0/56 2-3 = -68/34 3-4 = -57/38
REACTIONS (Ib/size) 4-5 = -49/53 5-28 = -52/61 6-28 = -14/68
2 = 213/26-0-0 6-7 = -65/83 7-8 = -69/96 8-9 = -69/93
21 = 172/26-0-0 9-10 = -65/71 10-29 = -14/46 11-29 = -52/39
20 = 188/26-0-0 11-12 = -49/26 12-13 = -57/14 13-14 = -68/34
19 = 187/26-0-0 14-15 = 0/56
18 = 195/26-0-0 BOT CHORD
17 = 161/26-0-0 2-16 = 0/65 16-17 = 0/65 17-18 = 0/65
16 = 266/26-0-0 18-19 = 0/65 19-20 = 0/65 20-21 = 0/65
23 = 188/26-0-0 21-22 = 0/65 22-23 = 0/65 23-24 = 0/65
24 = 187/26-0-0 24-25 = 0/65 25-26 = 0/65 26-27 = 0/65
25 = 195/26-0-0 14-27 = 0/65
26 = 161/26-0-0 WEBS
27 = 266/26-0-0 8-21 = -132/0 7-20 =-230/34 6-19 =-209/38
14 = 213/26-0-0 5-18 =-156/37 4-17 =-130/35 3-16 =-201/45
Max Horz 9-23 =-230/33 10-24 =-209/39 11-25 =-156/37
2 = -63(LC 8) 12-26 = -130/35 13-27 =-201/44
Max Uplift
2 = -8(LC 5) NOTES
20 = -10(LC 7) 1) Truss designed for wind loads in the plane of the truss only. For studs exposed
19 = -14(LC 7) to wind (normal to the face), see MiTek "Standard Gable End Detail"
18 = -12(LC 7) 2) TCLL: ASCE 7-05; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.;
17 = -15(LC 7) Ct= 1
16 = -11(LC 7) 3) Unbalanced snow loads have been considered for this design.
23 = -9(LC 8) 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00
24 = -15(LC 8) times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads.
25 = -12(LC 8) 5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurren i
26 = -15(LC 8) with any other live Toads.
27 = -10(LC 8) 6) All plates are 2x4 MT20 unless otherwise indicated.
14 = -16(LC 8) 7) Gable requires continuous bottom chord bearing.
Max Grav 8) Gable studs spaced at 2-0-0 oc.
2 = 213(LC 1) 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in
21 = 172(LC 1) all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord
20 = 270(LC 2) and any other members.
19 = 248(LC 2) 10) Provide mechanical connection (by others) of truss to bearing plate capable of
18 = 199(LC 2) withstanding 8 Ib uplift at joint 2, 10 Ib uplift at joint 20, 14 Ib uplift at joint 19, 12 Ib
17 = 161(LC 1) uplift at joint 18, 15 Ib uplift at joint 17, 11 Ib uplift at joint 16, 9 Ib uplift at joint 23, 15
16 = 267(LC 2) Ib uplift at joint 24, 12 Ib uplift at joint 25, 15 Ib uplift at joint 26, 10 Ib uplift at joint 27
23 = 270(LC 3) and 16 Ib uplift at joint 14.
24 = 248(LC 3) 11) This truss is designed in accordance with the 2006 International Residential
25 = 199(LC 3) Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
Continued on •a•e 2
Job
081826
Truss
AG
Truss Type
GABLE
Qty
2
Ply
1
MIKE OSBORN
Job Reference (optional)
PRO -BUILD, SPOKANE,W,,., i un r ur,r<viv
LOAD CASE(S)
Standard
7.050 s May 22 2008 MiTek Industries, Inc. Thu Sep 11 09:14:18 2008 Page
138/ 0
Exrs7Heo
. =6
PatitrAy
1-•--io'-o1'1
i
RIAPt
3 -612 6" ,p
/I oust
9 Ave
PLANNING DEPT. APPROVED
BY'
DATE: 4 i6 Lt
rs.
LTh<15TINL
fr
g 0
b `-0-441
E)qSTIKLI-,
Si-F8P
DOSED
3 Uri/ CoPre.N0C-
k3s(-0"
OR( (4Si 7E
OtitkPOSeU'
£�2 �1ope
_26610= '�E� 2'/ � i;)6.
/c'��
1 iL (iss a(it, vs) / F(u liftt f IN s Tt k,J
t
t.) e_q.42- a1 i �u,fJ
b -litil
1 Sq Ft per =very 300 ttic Vent
ation
Ft of space
ventilated ith at least 56 'o in the upper
portion • roof area.
Attic Accessibl
by 22' ., 30"
WSi
CEILING: ''A" GWB allowed if
perpendicular to rafters or trusses
24" oc and no water based texture
used — otherwise 5/8" GWB.
t4 ?, EiTi f-
2-XI 1—
(2) 2 X (L
t.�
193
A
ff
SUO
Alternate
Brace Panel
•
P�a
R602.10.4 Brace Wall Panel min. 48 in.— 96 in.
R602.10.6.1 Alternate Brace Wall l Panel min.28in.-42in.
R602.10.6.2 Alternate Brace Wall Panel min.16in.-24in.
Engineered Shear Wall Bracing
Minimum depth for frost protection in the City of
Spokane Valley is 24 inches measured from the bottom
of the footing to finish grade. Grade slope away from
building a minimum 6 inches in first 10 feet.
CONCRETE TO COMPLY TO IRC TABLE 404.1.1(1)
FOUNDATION WALLS - 3000 # PSI
SLABS, GARAGES, CARPORTS
& PORCHES - 3500 # PSI
ALL FOOTINGS MUST BE -CONTINUOUS.
q
cf « i'`.il (s x-5 -
Fed
rt
ar}
•
i2g+ OO C - 23H3RO
Driveway Approach Deviations, relocations or alter-
ations to existing or designated driveway approaches in
subdivisions will require a right of way permit address-
ing storm water engineered configuration and sizing.
PROVIDE DIAGRAMS AND
ENGINEERING LAYOUTS FOR
ROOF TRUSSES, BEAMS AND
FLOOR SYSTEMS PRIOR TO FRAMING
INSPECTIONS
CITY COPY
THI.§ BUILDING SUBJECT
TO FIEl:D1NSPECTIQN CORRECTIONS
REVIEWED
FOR
CODE
I O �' IANCE
!VISION
M �'