HomeMy WebLinkAboutPermit D06-330 - Ketcherside Residence - GarageKETCHERSIDE GARAGE
4740 S 164 ST
D06 -330
Parcel No.: 5379800450
Address: 4740 S 164 ST TUKW
Suite No:
City o Tukwila
Tenant:
Name: KETCHERSIDE GARAGE
Address: 4740 S 164 ST, TUKW ILA WA
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 -431 -3665
Web site: cttukwila.wa.us
Owner:
Name: ANDERSEN MARK S
Address: 4740 S 164TH ST, TUKWILA WA, 98188
Phone:
DEVELOPMENT PERMIT
Contact Person:
Name: JIM LAMKE
Address: 9792 EDMONDS WY, #239, EDMONDS WA, 98036
Phone: 425- 778 -3151
Contractor:
Name: CUSTOM BUILT STRUCTURES INC
Address: 9792 EDMONDS WAY #239, EDMONDS
Phone: 98020
Contractor License No: CUSTOBS950KB
doc: IBC - PERMIT
"continued on next page"
Expiration Date:05 /02/2007
Steven M. Mullet, Mayor
Steve Lancaster, Director
Permit Number: D06 -330
Issue Date: 09/21/2006
Permit Expires On: 03/20/2007
DESCRIPTION OF WORK:
CONSTRUCTION OF A 504 SQ FT DETACHED GARAGE. PUBLIC WORKS ACTIVITY INCLUDES PAVING THE RESIDENTIAL
DRIVEWAY
MINIMUM 20 -FT FROM THE ROAD ASPHALT EDGE.
Value of Construction: $17,226.72 Fees Collected: $884.21
Type of Fire Protection: NONE International Building Code Edition: 2003
Type of Construction: VB Occupancy per IBC: 26
006 -330 Printed: 09-21 -2006
Public Works Activities:
Channelization / Striping: N
Curb Cut / Access / Sidewalk / CSS: Y
City Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 -431 -3665
Web site: cttukwila.wa.us
Fire Loop Hydrant: N Number: 0 Size (Inches): 0
Flood Control Zone: N
Hauling: N Start Time: End Time:
Land Altering: N Volumes: Cut 0 c.y. Fill 0 c.y.
Landscape Irrigation: N
Moving Oversize Load: N Start Time: End Time:
Sanitary Side Sewer: N
Sewer Main Extension: N Private: Public:
Storm Drainage* N
Street Use: N Profit: N Non - Profit: N
Water Main Extension: N Private: Public:
Water Meter: N
Permit Center Authorized Signature:, fj/VIVLi
I hereby certify that I have read and
ordinances governing this work will b
doc: IBC - PERMIT
Steven M. Mullet, Mayor
Steve Lancaster, Director
Permit Number: D06 -330
Issue Date: 09/21/2006
Permit Expires On: 03/20/2007
Date: 011 Idp
his permit and know the same to be true and correct. All provisions of law and
with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws
regulating construction or thee rformance of work. I am authorized to sign and obtain this development permit.
Signature: G' c Date: F'�!- 04"
Print Name: 10.0/7 20
This permit shall become null and void if the work is not Commenced within 180 days from the date of issuance, or if the work is
suspended or abandoned for a period of 180 days from the last inspection.
D06-330 Printed: 09 -21 -2006
Parcel No.: 5379800450 Permit Number: D06 -330
Address: 4740 S 164 ST TUKW Status: ISSUED
Suite No: Applied Date: 08/31/2006
Tenant: KETCHERSIDE GARAGE Issue Date: 09/21/2006
1: "`BUILDING DEPARTMENT CONDITIONS***
2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the
Building Official.
3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to
start of any construction. These documents shall be maintained and made available until final inspection approval is
granted.
4: All construction shall be done in conformance with the approved plans and the requirements of the International
Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code.
5: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any
requirements for special inspection.
6: All wood to remain in placed concrete shall be treated wood.
7: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building
inspector. No exception.
8: Manufacturers installation instructions shall be available on the job site at the time of inspection.
9: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be
obtained at City Hall In the office of the City Clerk.
10: All electrical work shall be inspected and approved under a separate permit issued by the Washington State Department
of Labor and Industries (206/248- 6630).
11: VALIDITY OF PERMIT: The issuance or granting 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 building code or of any other ordinances of the City of Tukwila. Permits
presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila
shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the
Building Official from requiring the correction of errors in the construction documents and other data.
12:
CilY Ct TUk \7!' A
DEPT. CF CC:' '.' :J.:: i Y GEV tor: TNT
6300 TUKWIW, WA 1 98188 D.
13: ***PUBLIC WORKS DEPARTMENT CONDITIONS***
doc: Conditions
PERMIT CONDITIONS
14: The applicant must notify the City Utility Inspector at (206)433 -0179 upon commencement and completion of work at least
24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance.
PERMIT CENTER
15: Contractor shall notify Public Works Utility Inspector at (206)433 -0179 of commencement and completion of work at least
24 hours in advance.
16: Any material spilled onto any street shall be cleaned up immediately.
D06 -330 Printed: 09 -21 -2006
CITY OF TUKW'Ii A
DEPT. OF co '.;:::u L fY D'EW LO^MENT
6300 SuU FICCN I ER 6LVD.
TUKWILA, WA 98188
PERMIT CENTER
17: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation
off -site or into existing drainage facilities.
18: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1 V or steeper and have a vertical rise of
10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed
areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this
period. Inspect and maintain this stabilization weekly and immediately before, during and following storms.
19: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All
disturbed areas of the site shall be permanently stabilized prior to final construction approval.
20: The site shall have permanent erosion control measures in place as soon as possible after final grading has been
completed and prior to the Final Inspection.
21: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope
shall be a maximum of 15 %. Tuming radii shall be a minimum of 5'.
22: The driveway shall be designed and sloped so that drainage from the driveway does not flow onto the existing road
surface.
23: Driveways shall be paved for a minimum distance of 20' from the edge of the existing road pavement.
doc: Conditions
* *continued on next page**
D06 -330 Printed: 09 -21 -2006
art of TU1CV!�Ar ^MLtJi
DEPT. OF Cu . U, 31 D.= ` I
6500 ;,,,UTF;C:.Idl9a168vD.
TUKWIIA, WA
I hereby certify that I have read these conditions and will comply with them
goveming this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or
regulating construction or the performance of work.
Signature:
Print Name: -/j)0 2/50'4
doc: Conditions 006 -330
`- PERMIT CENTER
as outlined. All provisions of law and ordinances
cancel the provision of any other work or local laws
Date: 9-6
Printed: 09 -21 -2006
Site Address: '1 7 }r d
Tenant Name:
Property Owners Name:
CITY OF TUKWILA
Community Developmff ,D,epartment
Public Works Departmai!
Permit Center
6300 Southcenter Blvd., Suite 100 -
Tukwila, WA 98188
htto://www.ci.tukwila.wa.us
Mailing Address: t 7 4' 0 s /6Y 4 "Sr - 7T.iE /o
Day Telephone: r 778 • .3
Mailing Address: 7 7f F , /',1727 447.9 catinotic ec.1g P846
City State Zip
Name: T m /.a'/e
Applications and plans must be complete in order to be accepted for plan review.
Applications will not be accepted through the mail or by fax.
* *Please Print **
King Co Assessor's Tax No.: f37 9 80 QY.S` O
--T /6Y` 7iike /a ea( Suite Number: Floor:
/60,v IC =4 ;Iei - s2c
E -Mail Address: Fax Number: cent- 771' -, ?A0
GENERAL CONTRACTOR INFORMATION
(Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)
Company Name: Oci.sEn> Be' //f
Mailing Address: Ma? td ileVic / • et-dby I'a3
Contact Person: till `. Atli tP
E -Mail Address:
Contractor Registration Number: e c 9Qfl /�Yl
Building Pe
'Mechanical Permit it).
Plumbirig/Gas Permi No.
Public. Works Permit No.
Project No.
City
New Tenant: .... Yes ..No
State
%8/x@
Zip
Aetiair 0/ fl9
City State Zip
Day Telephone: k 9c- 728'-3 /S/
Fax Number: 0 C - 77Y
Expiration Date: D. (- O 9 • 07
ARCIUTECT;OF RECORD - All plans must be wet stamped by Architect of Record
Company Name:
Mailing Address:
City
Contact Person: Day Telephone:
E -Mail Address: Fax Number:
State
Zip
ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record
Company Name: A Cpltitre C-7 ;Awe
Mailing Address: ;7 6415 o,met 9r`,t>C
Contact Person: �'r be }l e r y Ford
E -Mail Address: D' (DO t. rlebwfcc/ACPfrQr ip° fri[!,e'i
Q:UpplieetiomWonm- Appliatiaa On Linty -2006 - Remit Application.doc
Revised: 14006
bh
9-c-a/o tA 9 no/
City State Zip
Day Telephone: SS9 (7*Z 7
Fax Number: SetS SS t / 702 e4
Page 1 of 6
Valuation of Project (contractor's bid price): $ // 606 Existing Building Valuation: $
Scope of Work (please provide detailed information): Or ? Or NicA
Will there be new rack storage? ❑ .. Yeso (If yes, a separate permit and plan submittal will be required)
vide All Building Areas in Square Footage Below.
I" Floor
2' Floor
3` Floor
Floors
Basement
Accessory Structure'
Attached Garage
Detached Garage
Attached Carport
Detached Carport
Covered. Deck
Uncovered Deck
Existing
670
,Addition to
Facisting
Structure
Type of
Cionslruction,
per iBC
err
Occupancy per
IBC
PLANNING DIVISION:
Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): ( .70 Floor area of principal dwelling: 6 70 Floor area for accessory dwelling: 1
"Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard: Compact: Handicap:
Will there be a change in use? ❑ ....Yes ..No If "yes ", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
0.. Sprinklers ❑ ..Automatic Fire Alarm ❑..None ❑ . Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑..Yes ❑..No
If "yes", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material Safety Data Sheets.
SEPTIC SYSTEM:
❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
Q:Upplicauons\Fotms- Application On LiaM3 -2006 - Permit Application doe
Revised 4-2006
bb
Page 2 of 6
Fixture Type:
Qty
Fixture Type:
Qty
Fixture Type:
Qty
Fixture Type:
Qty
Bathtub or combination
bath/shower
Drinking fountain or water
cooler (per head)
Wash fotmtain
Gas piping outlets
Bidet
Food -waste grinder,
commercial
Receptor, indirect
waste
Clothes washer, domestic
Floor drain
Sinks
Dental unit, cuspidor
Shower, single head trap
Urinals
Dishwasher, domestic,
with independent drain
Lavatory
Water Closet
Building sewer or trailer
park sewer
Rain water system — per
drain (inside building)
Water heater and/or
vent
Industrial waste
pretreatment interceptor,
including its trap and vent,
except for kitchen type
grease interceptors
Repair or alteration of water
piping and/or water treating
equipment
Repair or alteration
of drainage or vent
piping
Medical gas piping system
serving one to five
inlets/outlets for specific
gas
Additional medical gas
inlets/outlets — six or more
pL BING AND GAS PIPIN C ERMIT INFORMATION = 206431M70
PLUMBING AND GAS PIPING CONTRACTOR INFORMATION
Company Name:
Mailing Address:
City
Contact Person: Day Telephone:
E -Mail Address: Fax Number:
Expiration Date:
Contractor Registration Number:
Valuation of Project (contractor's bid price): $
Scope of Work (please provide detailed information):
Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below:
Q: AppliatimuWorm.-Applications On LineU-2006 - Permit Appliation.doe
Revhed: 4-2006 •
6h
state
Zip
Page 5 of
Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject
to possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation.
Building and Mechanical Permit
The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be
requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition).
Plumbing Permit
The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested
in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing code (current edition).
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
BUILDING OWNER O OR T�RIZED AGENT:
Signature: C
Print Name: '17,
Mailing Address: 979,2 !�r,/,eseic tilt #0279
Date Application Expires:
2'28
I Date Application Accepted:
Q \ Applications \Forms-Applications On Lina3 -2006 - Permit Application.doc
Revised. 4-2006
bh
Day Telephone:
iota
Date: p rJ/•C C
�a s 7783/..CT
am( flc2:
State Zip
Staff Initials:
Page 6 of 6
ACCOUNT ITEM LIST:
Description
Current Pmts
City of Tukwila
6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
Parcel No.: 5379800450
Address* 4740 S 164 ST TUKW
Suite No:
Applicant: KETCHERSIDE GARAGE
Payee: CUSTOM BUILT STRUCTURES, INC.
TRANSACTION LIST:
Type Method Description
Amount
BUILDING - RES
PW BASE APPLICATION FEE
PW PERMIT /INSPECTION FEE
PW PLAN REVIEW
STATE BUILDING SURCHARGE
000/322.100
000/322.100
000/342.400
000/345.830
000/386.904
RECEIPT
Payment Check 5507 647.96
Account Code
Permit Number: D06 -330
Status: APPROVED
Applied Date: 08/31/2006
Issue Date:
Receipt No.: R06 -01483 Payment Amount: 647.96
Initials: JEM Payment Date: 09/21/2006 02:29 PM
User ID: 1165 Balance: $0.00
363.46
250.00
15.00
15.00
4.50
Total: 647.96
9976 09/21 9716 TOTAL 647.96
doe: Receipt Printed: 09 -21 -2006
City of Tukwila
6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
Parcel No.: 5379800450 Permit Number: D06 -330
Address: 4740 S 164 ST TUKW Status: PENDING
Suite No: Applied Date: 08/31/2006
Applicant: KETCHERSIDE RESIDENCE Issue Date:
Receipt No.: R06 -01374 Payment Amount: 236.25
Initials: BLH Payment Date: 08/31/2006 01:39 PM
User ID: ADMIN Balance: $367.96
Payee: CUSTOM BUILT STRUCTURES INC
TRANSACTION LIST:
Type Method Description
Amount
RECEIPT
Payment Check 5306 236.25
ACCOUNT ITEM LIST:
Description
Current Pmts
PLAN CHECK - RES
Account Code
000/345.830 236.25
Total: 236.25
9190 08/31 9716 TOTAL 236.25
doc: Receipt Printed: 08-31 -2006
Project:
■
Type of Inspection:
Address:
Date Called:
Specia Instructions:
Date Want s& /
/T 9�
r, �
Requester:
Phone l7 7y7K/A3
pproved per applicable codes.
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
(206)431 - 3,6{0
Corrections required prior to approval.'..?
COMMENTS:
og - 7;5 kA
Wratrailll
$58.00 REIN °CTION FEE REQUIRED. Prior o inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection.
Receipt No.:
'Date:
Project:. //'�
Ker de (xs /al
Type of Ins.s ection:�—'
f o R ico C
Address: v
V1940 S 165 V St
y7
Date Called:
0 7
011031
Special Instructions:
Date Wanted: a.rt
PSatl , O 1)O5 /o7 P.m.
Reques r:
Ken Tholh itetc /s 1%
Phone No:
ccA
P
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
El Approved per applicable codes.
INSPECTION RECORD
Retain a copy with permit
- D06-330
PERMIT NO.
(206)431 -3670
Corrections required prior to approval.
COMMENTS:
3 61o)
7
u5/° 7
Inspector:
Date: I ic.7 o 7
r $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection.
Receipt No.:
(Date:
Proj cr p, 4..-k aoPSl �
�
Type of Inspection:
�r�wtti Y��
- \
Add ess:
4-7 n S. r44
Date Called:
Special Instructions:
Date Wanted:
«. / 7-2.10 6,
(
`'PYtf'
Reque is er:
M
Phone No:
1 - 4S6
3
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
PERMIT
(206 43 -36
I xl Approved per applicable codes. El Corrections required prior to approval.
COMMENTS:
Pip. �A ■ t■
u3 ,\A ko o
$58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection.
Receipt No.:
Date:
COMMENTS:
Type of Inspection:
F/•vq
` /2.i1/n, / 5
( c/1/0 - 2 f0
L./
/mac/ / - 7 11 7 £V4 / /i5 nA.. - ,
/2. move / s 4-
O &v e A nl A .09// 700
,/;-#3"17,v / NS/�
Special Instructions:
6
gLelri it i4-4/ /- 7.7 - 7 jii ✓ ✓ems
4 ,tt" F /.. /r, -r/ /0)'
/a , /n/5
Ca up ? tt d ,o /
A're//%7 ,C,4141 ,ht
/ ,vs 10( 7 so
3/5")
/l
■
Project: -
/ « '%CttcR 9 ,0 6nn4o
Type of Inspection:
F/•vq
/
"
Address:
Date Called:
Special Instructions:
Date Wanted:
1/- /3 - o
a.m.
p•
Requester:
r
Phone No:
725 - 72 0 °-
3/5")
Z
Approved per applicable codes.
Iptpet or
eceipt No,:
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
b I'✓
(206)431-
Corrections required prior to approval. a '
Date:
/A 44f
58.00 REINSPECrION FpCREQUIRED. Prior to inspection, fee must be
paid at 6300 Sou enter Blvd., Suite 100. Call to sechedule reinspection.
Date:
Project
It.( e
Type of Inspection:
217/ /co/l7Li,-�{t
Addr ss: S (
g90 .S,
Date Called: l �
Special Instructions:
Date Wanted:
"C4n
Requester:
Phone No
INSPEG I ION NO.
INSPECTION RECORD
Retain a copy with permit
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, Wei 98188
•
PER
206)431 -3670
COMMENTS:
v ride
Approved per applicable codes. ❑ Corrections required prior to approval.
ri $58.0WREINSPECTION ILE REQUIRED. Prior to inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection.
Receipt No.:
'Date:
AL IMCE ENGI NEERING
"The Pole Building Engineering Company"
POST FRAME BUILDING
STRUCTURAL CALCULATION
(This structure has been analyzed and designed for structural adequacy only.)
PROJECT No.
180456 Rev. 1
BUILDING OWNER LOCATION:
Ken Ketcherside
4740 S 164th St
Tukwila, WA 98188
CLIENT:
Custom Built Structures, Inc
6520 212th St SW Ste 205
Lynnwood, WA 98036
ENGINEER:
ESE COPY \.
Property of Alliance Engineering of Oregon, Inc. Unauthorized duplication prohibited.
Copyright ® Alliance Engineering of Oregon, Inc.
RECEIVED
CITY OFTUKWILP
AUG 312006
PERMIT CENTER
2700 Market Street N.E. Alliance Engineering of Oregon, Inc. Phone: (503) 589 -1727
Salem, OR 97301 www.polebuildingengineering.com
Fax (503) 589 -1728
S50
8/25/2006 180456R1 (Kelcherside) 24x21x9'4.mcd 1
POST FRAME BUILDING SUMMARY:
This is a post -frame building with wooden trusses or rafters and preservately treated posts that
are pressure treated for ground contact. Post size, post embedment depth, post hole diameter
and backfill is given in the body of the calculation. The building will depend on the diaphragm
action of the roof and wall sheathing for lateral stability. The posts will be modeled as propped
cantilevers that are fixed at the base and propped by the deep beam action of the roof. The roof
structure spans horizontally between the wall diaphragms where it is simply supported. The
post frames will be assumed to act as a unit. Wind bads will be imposed on the windward and
leeward sides of the building simultaneously. The actual post length for bending will be
assumed to be measured from top of the post hole backfill to the top of the corbel block. If
there is no concrete floor, the concrete backfill will provide lateral constraint in the windward
and leeward direction. If a concrete floor is used, lateral restraint for the post will be provided
at the ground line by the concrete floor.
REFERENCES:
1. 2003 Edition of the International Building Code
2. ASCE 7-02 - Minimum Design Loads for Buildings and Other Structures
American Society of Civil Engineers, 2003
3. 2001 Edition, National Design Specification (NDS) Supplement For Wood
Construction, American Wood Counsel
SUMMARY OF DESIGN VALUES:
Building Dimensions
Whldg:= 24 ft (Width of Building)
1 -614 := 21 ft (Length of Building)
Hbld := 9.33 ft (Eave Height of Building)
( Overhang
:= 0 in (Length of Eave Overhang)
Rpueh := 4 112 (Roof pitch)
B = 10.5 ft (Greatest spacing between eavewall posts)
Wgableopenings 21
Fb1 = 575
1 - post_bndg = 99.9E in (Bending length of post)
Purlin Properties:
Purlin_spacing 24 in
Spurlin:= Sx26
I'purlin = FbDF2dim
ft (Total width of openings in one gable wall)
Weaveopenings = 4 ft (Total width of openings in one eave wall)
Post Properties:
Pwidth := 6 in (Post width y -axis) POST SIZE
Pdepth 6 in (Post depth x -axis)
Grade := "2" (Grade of Post ( 2, 1, or SS = Select Structural))
psi (Allowable bending stress for the posts)
F = 575 psi (Allowable compression stress for the posts)
E = 1100000 psi (Allowable modulus of elasticity for posts)
8/25/2006 180456R1 (Ketcherside) 24x21x9'4.mcd 2
Vertical Girt Properties:
Girt_spacing 24 in
Sgirt = Sx26
Fgirt := FbDF2dim
SUMMARY OF DESIGN VALUES (Continued):
8/25/2006 180456R1 (Ketcherside) 24x21x9'4.mcd 3
Footing and Post Hole Design Values:
gsoil 1500 psf (Assumed soil vertical bearing capacity)
dua_lboting 1.5 ft (Diameter of footing)
8 soi1 = 150 psf (Assumed soil lateral bearing capacity)
Design Loads for Building:
Wind Design Values: Roof Load Design Values:
Fastest wind speed (3 second gust) p g 25 Ibs (Ground snow load)
Vwind := 85 MPH pd := 3 Ibs (Roof dead load)
Wind Exposure:
E xposure "B"
Seismic Design Values:
S := 133.7 Mapped spectral acceleration for short period
S1 := 46.0 Mapped spectral acceleration for 1 second period
IE:= 1.0 Importance factor
W = Dead load of building (See analysis below)
R := 7 Response modification factor
(GO TO LAST PAGE FOR SUMMARY OF RESULTS)
SNOW LOAD ANALYSIS:
Design per IBC 2003
For roof slopes greater than 5 degrees, and less than 70 degrees.
p = 25 psf Ground Snow Load (from above)
C 1.0 Exposure factor
C := 1.0 Thermal Factor
C = 1.00 Roof slope factor
I := 1.0 Importance factor
Pr= Flat roof snow Toad, psf (see analysis below)
P Sloped roof snow load, psf (see analysis below)
1. Determine p
Ff .7'Ce•Cr1s•pg
pr= 17.5 rsf
Ps PfCs
Ps = 17.5 psf
2. Determine the unbalanced snow Toad
Equation 3
( Ps
)
Psul 15 / / II
C
Equation 4
Psu2 := 1.2(1 + p I91`e
Equation 1
Equation 2
This is the balanced snow Toad on the roof.
8/25/2008 180456R1 (Ketcherside) 24x21x9'4.mcd 4
Psu = 26 psf This is the unbalanced snow load on the leeward side of the roof.
WIND ANALYSIS:
Design per IBC 2003
Method 2 - Analytical Procedure
I := 1.0 Importance factor
Vwind = 85 Basic Wind Speed
kd :_ .85 Wind Directionality Factor
k = 1.0 Topographic Factor
k = 0.701 Wind Exposure Factor
1
qh := .00256 kz kz kd Vwina •lw Velocity Pressure
qh = 11.01 psf
Calculated Wind Pressures:
Windward Eave Wall: Leeward Eave Wall:
qww 9h'GCpfww 91w 9h'CTCpfw
Windward Gable Wall: Leeward Gable Wall:
qwwg 9h'GCpfwwg
qwwg = 4.41 psf
Windward Roof:
9wr := gh'GCpfwr
qwr = -7.60 psf
Wall Elements:
qwc gh'GCpfw
9wc = -10.68 Psi
Internal Wind Pressure ( +1 -):
9i 9h•GCpi
9i = 1.98 psf
8/25/2006 180456R1 (Ketcherside) 24x21x9'4.mcd 5
qww = 5.69 Psi 9iw = -4.58 psf
91wg 9h
91wg = -3.19 psf
Leeward Roof:
91r = 9h'GCpffr
qtr = -5.16 psf
Roof Elements:
9r 9h
q = -14.87 psf
BUILDING MODEL:
STEP 1: CALCULATE THE SHEAR STIFFNESS OF THE TEST PANEL
This procedure relies on tests conducted by the National Frame Builders Association.
The test was conducted using 29 gauge ribbed steel panels. These ribbed steel panels are similar
to Strongpanel, Norclad, and Delta -Rib which are in common use by builders in this area. The
material and section properties for the test panels are thus reasonable and will be used throughout.
The stiffness of the test panel was calculated to be: c = 2166 lb/in
STEP 2: CALCULATED ROOF DIAPHRAGM STIFFNESS OF THE TEST PANEL
c' = (E X t) / (2 X (1+V) X (gip) + (K2
Where: E _
t=
V=
9/p =
b' =
STEP 2.1
This equation was set equal to the stiffness of the test panel (2166 lb/in) and the unknown value
(K was solved for.
STEP 2.2:
Use new building width to determine stiffness of new roof diaphragm (ci):
«'bldg' 12
hueµ.
cos(0)
(Et)
K2
2.961 + //
`bncw -t
27.5x10 ^6 psi (modulus of elasticity for steel)
0.017" (thickness of 29 gauge steel)
0.3 (Poisson's Ratio for steel)
1.139 ratio of sheathing corrugation length to corrugation pitch
144" (12' -0" length of test panel)
K2= 1275 in sheet edge purlin fastening constant
K� = 1275 ibf /ft
bum = 152 in E _ 27500000
t := 0.017 in e = 18.435 deg (Angle of roof pitch from horizontal)
c = 2404 Ibf / in
8/25/2006 180456R1 (Ketcherside) 24x21x9'4.mcd 6
STEP 2.3 & 2.4:
Calculate the equivalent horizontal roof stiffness (ch) for the full roof:
Since ch is for the full roof, the roof length must be ratioed by the aspect ratio of the roof panel (b / a)
where "a" is the truss spacing in inches.
a: =B
a = 126 in
STEP 3: CALCULATE THE STIFFNESS OF THE POST FRAME (k):
Since the connection between the posts and the rafters can be assumed to be a pinned joint, the model
for the post frame can be assumed to be the sum of two cantilevers (the posts) that act in parallel. The
stiffness of the post frame can be calculated from the amount of force required to deflect the system one
inch. The spring constant (k) in pounds per inch of deflection results directly.
k = 714 Ibf/in
STEP 4: CALCULATE TOTAL SIDE SWAY FORCE (R):
Apply wind Toads to the walls to determine moment (Mwind), fiber stress (fwind) and end reaction at
prop point (R).
Calculate Total Wind Pressure:
qe if`gww – qlw 5 10,10, qww – qlw) qe = 10.27 )5f
a
gwwpost: ge 12.12)
q wwpos t = 8.98 pli
'wind=
Mwind
2 •Sxpost
R := 3' [h ' Lpost
8
— = 0.137
ch
bnew
ch := 2.c- cos(0)
a
ch = 5214 Ibf / in
gtot = gwwpost
9tot = 8.98 plt
2
Lpost bndg
Mwind 9tot' 8 Mwind = 11219 in - Ibf
'Wind = 156
R = 337 Ibs
8/25/2006 180456R1 (Ketcherside) 24x21x9'4.mcd 7
psi
STEP 5: CALCULATE THE RATIO OF THE FRAME STIFFNESS TO THE ROOF STIFFNESS:
This ratio (k/ ch) will be used to determine the side sway force modifiers.
STEP 6: DETERMINE SIDE SWAY RESISTANCE FORCE:
mD =0.93
STEP 7: CALCULATE THE ROOF DIAPHRAGM SIDE SWAY RESISTANCE FORCE:
Q: =mI R Q =314 Ibf
Since not all of the total side sway force (R) is resisted by the roof diaphragm, some translation will
occur at the top of the post. The distributed load that is not resisted by the roof diaphragm will apply
additional moment and fiber stress to the post.
Mdfl = 3071 in -Ibt
fan = 43 psi
Calculate the total moment (M and the total fiber stress (ftot).
Mtot mD Mwind + Mdfl Mtot = 13522 in - Ibf
ftot = mnfwind + fdfl ftot = 188
8/25/2006 180456R1 (Ketcherside) 24x21x9'4.mcd 8
psi
POST DESIGN:
Calculate allowable unit stress (compression F
Fel = 575 psi F:= F 15
F = 661 psi (Allowable compression stress including bad factors)
Itost_bndg = 99.96in (Bending length of post)
K =0.8 c:= 0.8
le := Ke l- post_bndg
.95 . Ewood
FcE
K.
2 le (dpost%
F = 1765
Calculate Column Stability Factor, C
C
2
1 + FcE � + F c E \ FcE
F F F
2.c ■ 2 -c j c
F := Fc•'Cp Fee = 600 psi
K := 0.3 E = 1100000 psi
I = 79.97 in
Wroof = 29.25 psf (Total roof loading)
r'snowpost = 3308 Ibs (Axial loading per post due to roof snow load)
1 'deadpost = 378 Ibs (Axial loading per post due to roof dead load)
8/25/2006 180456R1 (Ketcherside) 24x21x9'4.mcd 9
dpost = 6 in (Minimum unbraced dimension of post)
C = 0.91
Fb := Fbl 1.6 Fb = 920 psi (Allowable bending stress per post including Toad factors)
•
Check Load Cases:
Load Case 1: Dead Load + .75 • Wind Load + .75 • Snow Load
f :_ .75f
f :_
- 75 Psnowpost+ Pdeadpost
CCFALII :_
fbl = ftot
Pdeadpost
r e
Apost
CCFALI2
fb1 := 0
f
CCFALI3 :_
Apsst
Fee,
Psnowpost + Pdeadpost
Apsst
fbI = 141
fb l
f
Fb' 1 - —
FeE
Load Case 2: Dead Load + Wind Load
lb]
f
Fb. 1 - —
F eE
Load Case 3: Dead Load + Snow Load
—
re 2 fbl
Fcc Fb.11 — f c �—
F
8/25/2006 180456R1 (Ketcherside) 24x21x9 10
psi (Actual bending stress on post)
f = 79 psi (Actual compression stress per post)
CCFALII = 018
£ I = 188 psi (Actual bending stress on post)
f = 11 psi (Actual compression stress per post)
CCFALI2 = 0.21
fbl = 0 psi (Actual bending stress on post)
f = 102 psi (Actual compression stress per post)
CCFALI3 = 0.03
CCFALI = 0.21 Less than or equal to 1.00 thus OK
POST EMBEDMENT FOR CONSTRAINED CONDITION:
Calculate the required post depth. The concrete floor will provide a constrained condition for the post.
Mtot = 13522 in - Ibs
Ph = applied lateral force (P) and distance from ground to applied lateral force (h).
Mtot
ph .-
2-12
Ssoil = 150 [psf] (Assumed soil lateral bearing capacity)
83 = 1397 (calculated using a trial depth of embedment)
depths := J4.25 (Ph)
$ 3 bpost
"roof
12
µ'bldg
tame) "roof = 4.0 ft
2
0.375.mD• (Hbldg) 1 bldg9c
Veave wind
2
Veave_wind = 351 Ibs (Total load transferred into each gable wall)
Veave_wutd•Hbld
µ'bldg — Wgableopenings
post
Assume a total weight of roof and wall area to be 2.0 psf. The area of the roof and wall that will tend
to keep the gable wall post in the ground will be as follows:
1 -bldg
Eave_wall:= Hblde 2 2
Eave wall = 196 Ibf
Posts \ "bldg + depths)• Wpost
Posts = 95 Ibf
Wit
µ'bldg Bay
Roof 2 / .2
R = 126 Ibs
= East wall 1 Cable wall + Roof + Posts + Post hole
Wtt = 1437 Ibf
8/25/2006 180456R1 (Ketcherside) 24x21x9'4.mcd 11
depths = 1.6 [ft] (Minimum required post embedment depth for
lateral loading)
Cpost = 1093 Ibf (This is the uplift load on one gable wall post)
Wbldg
Gable wall = "Nu.-- 2
Fable wall = 223.91bf
1.5` Apost
Post_bole
:= 150 'depth.postc' 3.14' 4 144
Post hole = 796 Ibs
(Note that Wt is greater than C Thus OK.)
FOOTING DESIGN:
Check the soil bearing capacity of the intermediate truss post footings
2
r dia_ footing
Afooting := 3.14. Z /I
9soil = 1500 psf
dio_ footing = 1.5 ft
depth poste = 3.5 ft (Embedment depth)
Pfooting := Afooting' 4soil'dfactor
Psnow = 3686 Ibf
8/25 /2006 180456R1 (Kelcherside) 24x21x9'4.mcd 12
ft This is the area of the footing)
Pfooting = 3974 Ibf (End bearing capacity of footing)
Note that the end bearing capacity (P) is greater than the snow load (P This is OK.
SEISMIC CALCULATIONS
Design per IBC 2003
s = 133.7 Mapped spectral acceleration for short periods (from above)
SI = 46 Mapped spectral acceleration for 1- second period (from above)
Ig = 1.0 Importance factor
W = Dead load of building
R = 7 Response modification factor (from above)
1. Determine the Seismic Design Category
a. Calculate Sips and SD1
For S
For S = 1.34
F = 1.00
SMS := S
SMS = 1.34
SDS = (3)'SMS SD] := 1 ,
Sips = 0.89 SP1 = 0.47
Seismic_Design_Category = "D"
2. Determine the building parameters
Building dead Toad weight, W:
T(WbldgLbldg�' (Pr .2)l + [ g) + [2.(WbId8 + Lb1dg�' 112dglj.Pd
W = 2771.55 Ibf JJ
Building area, Ab:
Ab Lbldg Wbldg
Ab = 504 ft
8/25/2006 180456R1 (Ketcherside) 24x21x9 13
For S
For Si = 0.46
F 1.54
SM] := Sl
SMl = 0.71
3. Determine the shear force to be applied
a. Determine the structural period, T
T Hbldg.
b. Detemine the Seismic Response Coefficient, Cs:
Cs is calculated as:
SDS
Cs2
Cs3 :_
10
rmax
L w
Rs) 1 E
But shall not be less than:
But need not exceed:
SDl
rmax = 1
T: =T T =0.19
Cs2 = 0 . 127
Csl := .044 Sj g II Cs1 = 0.039
Cs3 = 0.362
c. Detemine the Seismic Base Shear:
8/25/2006 180456R1 (Ketcherside) 24x21x9'4.mcd 14
C = 0.127
Vbase shear Cs W
4. Determine the seismic load on the building:
Per IBC, for Seismic Design Category's A, B, and C, p =1.0. For Seismic Design Category D, E, or F, p
shall be calculated using r,,,,,,.
V base shear = 353 Ibf
4a. Determine p for Seismic Design Category D, E or F (only if required).
Determine the shortest shear panel, L
Lwg Wbldg Wgableopenings
Lwe Lbldg - Weaveopenings
L := rf(L < Lwc,Lwg,Lwe) Iry = 3
20
p`2
rmax'V TAT,
p = 1.11
E = p • V base_shcar
E = 391 Ibf This is the seismic load on the building
p = 1.11
ANALYSIS FOR GABLE WALL: ft
1. Check Wind Loads:
13 roof = 4 ft H Lbld bldg g = 21 = 9.33 ft
0 . 375. mD . {Hbldg)'Lhldgi 9e
Veave wind
2
Veave aired = 351 Ibf
2. Check Seismic Loads:
Veave seismic :=-
Veave seismic = 196 lbf
8/25/2006 180456R1 (Ketcherside) 24x21x9 15
9e = 10.3 psf
The controlling load = "Veave_wind" . Therefore, V gable_shear = 351 Ibf
This is the lateral load that is transmitted to each gable wall. This load will be transmitted through
the roof diaphragm to the gable walls. Normalize the load to a per foot basis.
vgablewall
If vgablewall < 145 Of
V gable_ shear
Wbldg — Wgableopeniugs
vgablewall = 117 plf
The gable wall diaphragms can resist the shear loads as follows:
Then install 5/16" Hardipanel vertical siding with 6d nails at
6" o.c. boundary and 12" o.c. field. Provide 2X blocking at
all panel edges.
ANALYSIS FOR EAVE WALL:
1. Check Wind Loads:
Hroof = 4 ft
Wbldg = 24 ft
V gablc_wind :
Vgable_wind = 631 Ibf
2. Check Seismic Loads:
Vgable seismic := E
veavewall
Lbldg — Weaveopenings
If veavewall < 145 pif
Hbldg = 9.33 ft
Lbldg = 21 ft
0375- mD . OHbldg) . Wbldg 9g + O.54Hroof)'Wbldg'9g
2
Veave shear
V gable_seismie = 196 Ibf
9g = 10 psf
The controlling load = "Vgable_wind" . Therefore, Veave shear = 631 Ibf
8/25/2006 180456R1 (Ketcherside) 24x21x9'4.mcd 16
This is the lateral load that is transmitted to each eave wall. This load will be transmitted through
the roof diaphragm to the eave walls. Normalize the load to a per foot basis.
veavewall = 37 pif
The eave wall diaphragms can resist the shear Toads as follows:
Then install 5/16" Hardipanel vertical siding with 6d nails at
6" o.c. boundary and 12" o.c. field. Provide 2X blocking at
all panel edges.
VERTICAL GIRT DESIGN:
The vertical girts will simple span between plates. Calculate bending stress (fbgirt)due to wind
loading (q„cgin) and determine the required vertical girt size.
tiirt_spacing
gwegir, l gwe - gi1 1212
2
Lairs span
Mgirt wegirt
8
Mgirt
fbgin
Sgin
Determine the allowable member stress.
4wegirt = 211
Lpurlin_span = 117 in (Bending length of purlin)
2
wpurl in' Lpurlin span
Mpurlin 8
Mpurlin
fbpurlin
Spurlin
8/25/2006 180456R1 (Ketchersidej 24x21x9'4.mcd 17
pli
M = 2332 in -Ibf
Lgirt_span = 94
Fb LDFwind Fbgin= 2153 > fbgin
w'purlin = 4.62 p11 (Distributed snow load along top edge of purlin)
Mpurlin = 7914 in -Ibf
in
fb� = 308 psi (Stress applied to the girt due to wind loading)
LDFwind 1.6 Cfugirt = 1.00 Cg = 1.30 C := 1.15 F = 900 psi
psi This is OK.
PURLIN DESIGN:
Assume that the purlins simply span between pairs of trusses or rafters. Determine the required purlin
size.
fbpurlin = 1047 psi (Stress applied to the purlin due to
snow and dead load)
Determine the allowable member stress.
IfF sttow := 1.15 CFpurlin = 1.30 C := 1.15 Crupurlin = 1.00 Fpurlin = 900 psi
Fbpurlin = LDFsnow 'CFpurlin*Cr'Cfupurlin'Fpurlin
Fbpurlin = 1547 psi > fbpurlin This is OK
GABLE RAFTER AT OVERHEAD DOORS:
Determine the required section for the rafter. The rafters will simple span between posts. It will
be assumed that both ends are pinned.
Lrafter_span 116 10
Sraller Sx212
wittier = 146 plf
Mratler = 20420 lb
Determine fiber stress:
Mrafter
fbrafter
Sratter
Furrier := FbDF2dim
Fbratler LDFsnow'Frafter
fbrafter = 645
Frafler = 900
Fbrafter = 1035
8/25/2006 180456R1 (Ketcherside) 24x21x9'4.mcd 18
psi Note: Use single rafter an each side
of each post.
psi (Allowable bending stress)
psi > (fbrafter)
HEADER/KING POST:
Determine the header size for the king post.
Header span 111
in
P := 21 in. Location of load from nearest end of beam
Pb Header span — P
B Overhang Header_span
Pking _post if + 12 ) 2-12
Pb = 90 in. Location of load from farthest end of beam
roof]
Pking_post = 710 Ibf This is the load on the beam from the king post
Mheader Pking post Mheader 12093 in - Ibf
Header_span header =
Sxheader Sx26 Sxheader = 7.56 in Section for 2x6 headers
fb header •
Mheader
3. Sxheader
P %
fb header = 533
Fb allow = 1547 Psi > fb header This is OK
8/25/2006 180456R1 (Ketcherside) 24x21x9'4.mcd 19
psi Use 3 -ply header
GABLE RAFTER:
Determine the required section for the rafter. The rafters will simple span between posts. It will
be assumed that both ends are pinned.
1- s 144 in
Srafter •— Sx212
`rafter = 146 plf
Mrafter = 31467 lb
Determine fiber stress:
fbrafter
Mra fler
Srafter
Frafter = FbDF2dim
Fbrafter LDFsnow Frafter
fbrafter = 995
Frafter = 900
Fbrafter = 1035
8/25/2006 180456R1 (Ketcherside) 24x21x9'4.mcd 20
psi Note: Use single rafter on each side
of each post.
psi (Allowable bending stress)
Psi > (fbrafter)
SUMMARY OF RESULTS:
Building Dimensions
''bldg = 24 ft (VVidth of Building)
I.bldg = 21
Hb ldg = 9.33 ft
ft (Length of Building)
(Eave Height of Building)
Overhang = 0 in (Length of Eave Overhang)
Rpiteh = 4 / 12 (Roof pitch)
Post Details
Post size = "6x6"
Post_grade = "No. 2 Hem -Fir"
Usage = 21 % (Combined stress usage of post)
Shear Wall Details:
°gablewall = 117 plf (Max. shear in gable wall)
veavewall = 37 plf (Max. shear in eave wall)
Vertical Girt Details:
Girt_usage = 14 % (Stress usage of wall girt)
Orientation = "Commercial"
8/25/2006 180456R1 (Ketcherside) 24x21x9'4.mcd 21
Building Design Loads
Purlin Details:
Purlin_usage = 68 % (Stress usage of roof purlin for snow loading)
Wind_speed = 85 MPH Ground_snow_load = 25 psf
Wind_exposure = "B" Roof snow_load = 26 psf
Roof dead load = 3 psf
Seismic_Design_Category = "D"
Footing Details:
Postdepth = 3.5 ft (Design Post Depth)
dia_footing = 1.5 ft (Design Footing Diameter)
Footingusage = 93 % (Stress usage of footing)
SPECIAL NOTE:
The drawings attendant to this calculation shall not be modified by the builder unless authorized in
writing by the engineer. No special inspections are required. No structural observation by the
design engineer is required.
06-04 -2007
JIM LAMKE
9792 EDMONDS WY, #239
EDMONDS WA 98036
RE: Permit No. D06 -330
4740 S 164 ST TUKW
Dear Permit Holder:
In reviewing our current records the above noted pernrit has not received a final inspection by the City of Tukwila Building Division.
Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the
provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not
commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or
abandoned at any time after the work is commenced for a period of 180 days.
Based on the above, you are hereby advised to:
Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection.
This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if
the project should be considered abandoned.
If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for
additional periods not exceeding 90 days each. Extension requests must be In writine and vrovide satisfactory reasons why
circumstances beyond the applicants control have prevented action from being taken.
In the event you do not call for the above inspection and receive an extension prior to 07/04/2007 , your permit will become null and
void and any further work on the project will require a new permit and associated fees.
Thank you for your cooperation in this matter.
Sincerely,
04
fer Marshall,
Permit Technician
xe: Permit File No. 006 -330
City of Tukwila
Steven M. Mullet, Mayor
Department of Community Development Steve Lancaster, Director
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206- 431 -3665
ACTIVITY NUMBER: D06 -330
PROJECT NAME: KETCHERSIDE GARAGE
SITE ADDRESS: 4740 S 164 ST
X Original Plan Submittal
Response to Correction Letter #
DATE: 08 -31 -06
Response to Incomplete Letter #
Revision # After Permit Issued
DEPARTMENTS: 4 -0(0
Buildin Division � '
Publi Works
(te Lux- q- s�4
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Complete
Comments:
Approved ❑
Notation:
Documents/routing slip.doc
2 -28 -02
APPROVALS OR CORRECTIONS:
REVIEWER'S INITIALS:
, PERMIT COORD LuP' '�
PLAN REVIEW /ROUTING SLIP
01/C ( Of
Fire Prevention
Structural ❑
Incomplete ❑
DUE DATE: 09-5-06
Permit Center Use Only
INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
TUES/THURS ROU ING:
Please Route Structural Review Required
REVIEWER'S INITIALS:
Approved with Conditions
No further Review Required
DATE:
P31 M' 01-0 Plannn ng Division
Permit Coordinator ❑
Not Applicable ❑
DUE DATE: 10 -03 -06
Not Approved (attach comments) ❑
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
1.
CITY OF SEATAC
CERTIFICATE OF WATER AVAILABILITY
PART A: (TO BE COMPLETED BY APPLICANT)
Owner Name KENNETH KETCHERSIDE
Address: 4740 So 164th St., Seatac, WA 98188
Phone: 206 - 243 -8618
Agent/Contact: Jim Lamke
Phone: 425- 778 -3159
Site Address (Attach map and legal description showing hydrant location and size of main:
See attached map for hydrant and main locations 4740 So 164th St Seatac
2. This certificate is submitted as part of an application for:
Residential Building Permit 0 Preliminary Plat
0 Short Subdivision El Rezone
El Commercial/Industrial Building Permit MI Detached Gargage
One - existing 5/8" meter
3. Estimated number of service connections and meter size(s):
4 • Vehicular distance from nearest hydrant to: 20' +-
5.
Minimum needs of development for fire flows
ICI
Fire Marshall
Tuesday, August 29, 2006
Insurance Underwriter
6. Area is served by:
1000
PROJECT #
gpm at a residual pressure of 20 psi.
City
Oth Detached Gargage
HIGHLINE WATER DISTRICT
(Utility)
Owner /Agent's Signature: Date: 8/29/2006
RECEIVED pa
CITY OF TUKWILA
AUG 31.2006
Page 1 of 2
PERMIT CENTER
-330
PART B (TO BE COMPLETED BY WATER UTILITY)
1. This proposed project is located within
1.
Agency
Phone
SEATAC /KING
(City/County)
2. Improvements required to upgrade the water system to bring it into compliance with the utilities'
comprehensive plan or to meet the minimum flow requirements of the project before connection:
3. Based upon the improvements listed above, water can be provided and will be available at the site with a
residual pressure of 43.68 psi 2065.58 gpm for a duration of 2 hours at a velocity of
10 fps as documented by the attached calculations.
PART C: (TO BE COMPLETED BY GOVERNING JURISDICTION)
I hereby certify that the above information is true and correct. ce p. ation $ 11 be valid for one year from date
of signature.
HIGHLINE WATER DISTRICT 206 -824 -0375
2. Minimum water system improvements: (At least equal to B2 above)
By: THOMAS KEOWN
DISTRICT ENGINEER
Water Availability - Check one:
Acceptable service can be provided to this project.
Acceptable service cannot be provided to this project unless the improvements listed in Item #B2 are met.
System is not capable of providing service to this project.
Customer recognizes that the water pressure/fire flow information provided pursuant to this request is general in nature
and may not be accurate for any specific location at any specific time. Customer remains solely responsible for
determining the specific water pressure/flow Information available for Customer's intended use. The general Information
provided by the District Is not Intended for and should not be relied upon to design a water system or fire supresslon
system for a specific location. Customer Is responsible to fleld verify the specific water pressure and fire flow at
Customer's specific location for Customer's specific needs.
Agency Phone By Date
Tuesday, August 29, 2006 - Page 2 of 2
8/29/2006
Date
4715
M1582
47231
M653
49 17
CO
M1206
r
X (I) o
as
.
M15126
M8501
718
CA M1176
141162
TROJtAN
M4570
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TUKWILA ORD.
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Print Report for 4740 S. 164th St. (tD, hydrant #H2613
1
ID
Static
Pressure
(psi)
2021 52.75
Date: Tuesday, August 29, 2006, Time: 13:02:56, Page 1
Fire -Flow
Demand
(gPm)
1,000.00
Residual
Pressure
(psi)
43.68
Available Available
Flow Flow
@Hydrant Pressure
(Om) (Psi)
2,065.58 20.04
Part A: (To Be Completed by Applicant) ,
Purpfr of Certificate:
Building Permit ❑ Preliminary Plat or PUD ❑ Other
❑ Short Subdivision ❑ Rezone
Proposed Use: 3 jt - no Se tar co.m4rCc
❑ Residential Single Family ❑ Residential Multi- Family ❑ Commercial IO Other
Applicants Name\ La c 4�t
r y„ e_ Phone: / 7g l.c/
Property Address or Approximate Location: Tax Lot Number.
WI Lr, 5 1(nq .Si 5319RO - 0450
Legal Description(Attach Map and Legal Description if necessary): Acv # Z / �� 1 /�� O f
i.o+ 2 1E:4_ V_ 5 W Iwn.•,cic_en l eiq h f s , V
t:.ndeec)ed &f a at 141 ley s mr,e.) i in 71 co Lot 1/a.1 S 190 0-F
g 10 F6 .
Part B:. (To ; Be Completed by Sewer Agency
K
1. ® a. Sewer Service will be provided by side sewer connection only to an existing 6 size sewer
n feet from the site and the sewer system has the capacity to serve the proposed use.
OR ❑ b. Sewer service will require an improvement to the sewer system of:
❑ (1) feet of sewer trunk or lateral to reach the site; and /or
❑ (2) the construction of a collection system on the site; and /or
❑ (3) other (describe):
2. (Must be completed if 1.b above is checked)
❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive
plan,
OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment.
3. 4 a. The proposed project is within the corporate limits of the District, or has been granted Boundary
Review Board approval for extension of service outside the District,
OR ❑ b. Annexation or BRB approval will be necessary to provide service.
4. Service is subject to the following: PERMIT: $
a. District Connection Charges due prior to connection:
GFC: $ SFC: $ UNIT: $ TOTAL: $
(Subject to Change on January 1st)
King County/METRO Capacity Charge: Currently, $4250.70 /residential equivalent, will be billed
directly by King County after connection to the sewer system. (Subject to change by King Co /Metro
without notice.)
b. Easements: ❑ Required ❑ May be Required
c. Other
p ;ty r rkr ° a r0,W
CER TIFICATE OF SEWER AVAILABILITY /NON - AVAILABILITY,,;
❑ Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability
I hereby certify that the above seweragency information is true. This certification shall be valid for one year
fro e date of signature.
By
nest si w
Title RLCEIVED
CITYOFTUKWILP
AUG 312005
PERMIT CENTER
14816 Military Road South
P.O. Bo,,,
Tukwila, WA 98168
Phone: (206) 242 -3236
Fax: (206) 242 -1527
•
Date
-33o
ATTACHMENT TO
VAL VUE SEWER DISTRICT
CERTIFICATE OF SEWER AVAILABILITY/NON- AVAILABILTT
The following terms and conditions apply to the attached Val Vue Sewer District ( "District ")
Certificate of Sewer Availability/Non - Availability ( "Certificate ").
1. This Certificate is valid only for the real property referenced herein ( "Property "), which is in
the District's service area, for the sole purpose of submission to the King County Department of Development
and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City
of Burien and/or City of SeaTac. This Certificate is between the District and the applicant only, and no third
person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or
otherwise.
2. This Certificate creates no contractual relationship between the District and the applicant and
its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that
sewer service will be available at the time the applicant may apply to the District for such service.
3. As of the date of the-District's signature on this Certificate, the District represents that sewer
service is available to the Property through sewer systems that exist orthat may be extended by the applicant.
The District makes no other representations, express or implied, including without limitation that the applicant
will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle,
City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can
utilize the sewer service which is the subject of this Certificate.
4. If the District or the applicant must extend the District's sewer system to provide sewer
service to the Property, the District or applicant may be required to obtain from the appropriate governmental
agency the necessary permits, approvals and authorizations. In addition, the goverrunental agency may
establish requirements that must be satisfied as a condition of granting any such permits, approvals or
authorizations, which may make impractical or impossible the provision of sewer services to the Property.
5. Application for and possible provision of sewer service to the Property shall be subject to and
conditioned upon availability of sewer service to the Property at the time of such application, and compliance
with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such
application.
I acknowledge that I have received the Certificate of Sewer Availability/Non and this Attachment,
and fully un1 stand the terms and/ , itions herein.
icant's Si
ture
Date
License Information
License
CUSTOBS950KB
Licensee Name
CUSTOM BUILT STRUCTURES INC
Licensee Type
CONSTRUCTION CONTRACTOR
UBI
602490064
Ind. Ins. Account Id
#1
Business Type
CORPORATION
Address 1
9792 EDMONDS WAY # 239
Address 2
City
EDMONDS
County
SNOHOMISH
State
WA
Zip
98020
Phone
4254183909
Status
ACTIVE
Specialty 1
GENERAL
Specialty 2
UNUSED
Effective Date
5/2/2005
Expiration Date
5/2/2007
Suspend Date
Separation Date
Parent Company
Previous License
MJGILCCO 18R9
Next License
Associated License
Bond Information
Bond
Bond
Company
Name
Bond
Account
Number
Effective
Date
Expiration
Date
Cancel
Date
Impaired
Date
Bond
Amount
Received
Date
#1
ACCREDITED
SURETY &
CAS CO
10037702
04/25/2005
Until
Cancelled
$12,000.00
05/02/2005
Business Owner Information
Name
Role
Effective Date
Expiration Date
GILDEA, MICHAEL 1
PRESIDENT
05/02/2005
Look Up a Contractor, Electririan or Plumber License Detail Page 1 of 2
Washington State Department of Labor and Industries
General/Specialty Contractor
A business registered as a construction contractor with L &I to perform
construction work within the scope of its specialty. A General or Specialty
construction Contractor must maintain a surety bond or assignment of
account and carry general liability insurance.
https: // fortress. wa. gov /lni/bbip /printer.aspx ?License= CUSTOBS950KB 09/21/2006
Ilk
a
$ma9mms
No changes shall be made to the scope
of worit without prior approval of
Ti ukWila Building Division.
NOTE: Revisions will require a new plan submittal
and may include additional plan review fees.
*
OR
SEPARAW PERMIT
'REQUIRED FOR:
l] JNechanical
Electrical
0 Plumbing
O Gars Piping
City of Tukwila
BUILDING DMSION
1 , 1
S
J :zr Tj
(I °0 oD L• �' lv
f
t Q%
lip
r
Permit No. O
PIS tleview approval is subject to errors and cmLssiM
Approval of construction documents does not aut1wrtm
the vblatlon of any accepted code or ordinance. Receipt
Of approved Fie;J C
:;0 �C::Y en cond° ns is acl'•nowledged.
gY •
City of Tukwila
BUILDING DIVISION
o
Ok too
IS
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Works Department for conformance with current
City standards. Acceptance is subject to errors and
omissions which do not authorize violations of
adopted standards or ordinances. The responsibility
for the adequacy of the design rests totally with the
designer. Additions, deletions or revisions to these
drawings after this date will void this acceptance
and will require a iesubmittal of revised drawings
for subsequent approval.:':`
Final acceptance is subject to field inspection by
the Public Works utilities inspector. =
Date: By:
= 91 -
W
REVIEWED FOR
CODE COMPLIANCE
SEP 19 2006
Cl ,y Of iukwiie)
131.11LDI G.01VISTON
RECEIVED
CITY OF TIJKWIU
AUG 312006
PERMIT CENTEN
PC* -33b
POST / BRACING NOTES
ITEM
DESCRIP11ON
6X6 P.T. #2 H -F POST
O
USE 3' -6" (MIN) EMBEDMENT DEPTH,
18 "0 FOOTING AND CONCRETE
BACKFILL
3 -PLY 2X6 #2 H -F KING POST
OB
INSTALL PER DETAILS ON FRAMING
DETAILS DRAWING
d
1
O
I
0
0
i
GENERAL NOTES
1. ALL POSTS EMBEDDED IN GROUND SHALL BE PRESSURE TREATED
FOR BURIAL.
2. PERSONNEL DOOR(S) AND WINDOW(S) SHOWN MAY BE LOCATED BY
THE BUILDER IN THE WALL(S) SHOWN UNLESS SPECIFICALLY
LOCATED ON THIS DRAWING.
3. CONTRACTOR TO VERIFY DOOR DIMENSIONS AND CLEARANCES
PRIOR TO BUILDING CONSTRUCTION AND DOOR INSTALLATION.
4. CALL 1- 800 - 424 -5555 BEFORE YOU DIG.
ENGINEERING OF OREGON, INC. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR
21' -0"
10' -6" 10' -6"
0
sneo un
O
O- - - - - - --- - - - - -- — —
O EXISTING RETAINING WALL O
[n o o (DO NOT ATTACH TO BUILDING)
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SCALE: 1 /4 " =1' -0"
TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN.
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( nrer T11PTI14 nSIV(? I,('.t'It rNrirtivY.lT I,V 11([: 1- 11mil.
REVIEWED FOR
CODE COMPLIANCE
SEP 19 2006
City Of lti�l ^JfI� �
RECEIVED , rv" N P
CITY OFTUKWILA
s
AUG 312006 NNW- '
F.�.P,RES;
PERMIT CENTEC� X- I t ;+
1 IREMSED DRAWING SCALE 24 AUG 06
REV DESCRIPTION DATE
PLAN VIEW
ALtIAINCE ENGtNEE P1
www.polebuildingengineering.com
2700 Market St NE • Salem, Ore on 97301 503 589 -
CLIENT OWNER BUILDING LOCAW
CUSTOM BUILT STRUCTURES KEN KETCHERSIDE
6520 212TH ST SW STE 205 4740 S 164TH ST
LYNNWOOD, WA 98036 TUKWILA, WA 98188
DATE: 10 AUG 06 DWG. NO.: JOB NO.:
DRAWN BY: JW IPLOT V. 48 PFB -01 of 08 1 180456
I
\
STUD FRAME WALL
SEE DETAILS ON PFB -05
TYP EA EAVE WALL
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STUD FRAME WALL
SEE DETAILS ON PFB -06
TYP THIS GABLE WALL
,
0
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N
O- - - - - - --- - - - - -- — —
O EXISTING RETAINING WALL O
[n o o (DO NOT ATTACH TO BUILDING)
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SCALE: 1 /4 " =1' -0"
TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN.
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( nrer T11PTI14 nSIV(? I,('.t'It rNrirtivY.lT I,V 11([: 1- 11mil.
REVIEWED FOR
CODE COMPLIANCE
SEP 19 2006
City Of lti�l ^JfI� �
RECEIVED , rv" N P
CITY OFTUKWILA
s
AUG 312006 NNW- '
F.�.P,RES;
PERMIT CENTEC� X- I t ;+
1 IREMSED DRAWING SCALE 24 AUG 06
REV DESCRIPTION DATE
PLAN VIEW
ALtIAINCE ENGtNEE P1
www.polebuildingengineering.com
2700 Market St NE • Salem, Ore on 97301 503 589 -
CLIENT OWNER BUILDING LOCAW
CUSTOM BUILT STRUCTURES KEN KETCHERSIDE
6520 212TH ST SW STE 205 4740 S 164TH ST
LYNNWOOD, WA 98036 TUKWILA, WA 98188
DATE: 10 AUG 06 DWG. NO.: JOB NO.:
DRAWN BY: JW IPLOT V. 48 PFB -01 of 08 1 180456
iin�nnWnniiu
�1
21--0 3068 MD
REAR EAVE VIEW
FRONT EAVE VIEW
i
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o�
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21' -0"
FRONT EAVE VIEW
i
d-
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o�
\\— EXISTING RETAINING WALL
(DO NOT ATTACH TO
BUILDING)
SCALE: 3/16 " =1' -0"
ENGINEERING OF OREGON, INC. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN,
24' -0"
LEFT GABLE VIEW
-0„
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•
9.
iliiIzi . i :
1J I I I I I I lIlW� l I ii iiiiii iiiiii�.i
FOR
OODECOMPLIANCE REVIEWED
SEP 19 2006
CIt/ Of 11. kvv -iid
R.I ITI, °T=INC r?T�Ii5TO.I
RECEIVED
CITY OFTOKWILP
AUG 3 12006
Z PERMIT CENTER
f 1 IREVISED DRAWNG SCALE 124 AUG 061 RL
REV DESCRIPTION I DATE I BY
ELEVATION VIEWS
ALtIANCE ENGINEERI www.polebuildingengineering.com 1\ I
2700 Market St NE Salem, Oregon 97301 503 589 -1727.
CLIENT OWNER BUILDING LOCATION
CUSTOM BUILT STRUCTURES KEN KETCHERSIDE
6520 212TH ST SW STE 205 4740 S 164TH ST
LYNNWOOD, WA 98036 TUKWILA, WA 98188
DATE: 10 AUG 06 IDWG. NO.: JOB NO.: REV.
DRAWN BY: JW PLOT ®: 64 PFB -02 of 08 180456 L
i' i; i' I" jiiillill •!i;���l�lll��illli2��i�f
0
I
I
CM
C"
\\— EXISTING RETAINING WALL
(DO NOT ATTACH TO
BUILDING)
SCALE: 3/16 " =1' -0"
ENGINEERING OF OREGON, INC. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN,
24' -0"
LEFT GABLE VIEW
-0„
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0•tip,S
11, Ti
Inch 1�4�iiI�I .II�I�I�P�5I���1 ►i���>>�'i�6J
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•
9.
iliiIzi . i :
1J I I I I I I lIlW� l I ii iiiiii iiiiii�.i
FOR
OODECOMPLIANCE REVIEWED
SEP 19 2006
CIt/ Of 11. kvv -iid
R.I ITI, °T=INC r?T�Ii5TO.I
RECEIVED
CITY OFTOKWILP
AUG 3 12006
Z PERMIT CENTER
f 1 IREVISED DRAWNG SCALE 124 AUG 061 RL
REV DESCRIPTION I DATE I BY
ELEVATION VIEWS
ALtIANCE ENGINEERI www.polebuildingengineering.com 1\ I
2700 Market St NE Salem, Oregon 97301 503 589 -1727.
CLIENT OWNER BUILDING LOCATION
CUSTOM BUILT STRUCTURES KEN KETCHERSIDE
6520 212TH ST SW STE 205 4740 S 164TH ST
LYNNWOOD, WA 98036 TUKWILA, WA 98188
DATE: 10 AUG 06 IDWG. NO.: JOB NO.: REV.
DRAWN BY: JW PLOT ®: 64 PFB -02 of 08 180456 L
i' i; i' I" jiiillill •!i;���l�lll��illli2��i�f
0
INrT 20d NAILS 2" DEEP
FACE ® MID —SLAB
POST CONSTRAINT
PERIMETER POST
/—SKIRT BOARD
DETAIL 1
BUIL DING DATA:
WIDTH:
24' -0"
LENGTH:
21' -0"
EAVE HT:
9' -4"
ROOF SLOPE:
4 IN 12
.TRUSS SPACING: ,
10' -6"
BUILDING CODE:
WIND LOAD:
85 MPH
EXPOSURE:
B
SNOW LOAD:
25 PSF
DEAD LOAD:
3 PSF
SOIL BEARING:
1.5 KSF
SEISMIC ZONE:
D
IBC:
2003
ENGINEERING OF
rGENERAL NOTES
i
2X6 #2 D —F PURLINS ®24" (MAX) O.C.
NAIL TO BLOCKS W/ (3) 16d OR (2) 20d NAILS
NAIL 2X6 BLOCKS TO TRUSSES
• W/ (2) 16d OR 20d NAILS EA SIDE
PURLINS MAY BE INSTALLED WITH SIMPSON
LU26 HANGERS (OR EQUAL) SEE NOTE 15 ON
THE CONSTRUCTION NOTES, OVER— LAPPED, OR
BUTTED ON THE TRUSSES AS REQUIRED BY
THE CONTRACTOR.
3�8 —1 —0
�2. CALL 1- 800 - 424 -5555 BEFORE YOU DIG.
INC. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN.
0
POST
SEE DETAIL 1
• a
d'
e
• .d
REVIEWED FOR
CODE COMPLIANCE
SEP 19 2006
CitY Of Tukwila
rUILOPIC- °)TI /ISTOni
RECEIVED
INSTALL 2X6 P.T. CLEATS r%rnl TUKw1tJ�
FOR POST STANDOFF
rn' , AUG 312006
PERMIT CENTER
>_
1 IREVISED DRAWING SCALE IM AUG 06
EXNIIIES: w ��11z/
lil ICI lil lei Iil'I�I lil lil IIIp �I lil ICI I,il I I-j►j111T111]7q-1111-
Inch II1 "III I.I'I 1�111�7� i
3I , I 114 I �„ 5I ...1
1/16
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tEV DESCRIPTION I DATE
SECTION A
AttIANCE ENGINEERI,
www.polebuildingengineering.com
2700 Market St NE • Salem, Ore on 97301 503 589 -1
CLIENT OWNER BUILDING LOCATOOP
;USTOM BUILT STRUCTURES KEN KETCHERSIDE
320 212TH ST SW STE 205 4740 S 164 -TH ST -
.YNNWOOD, WA 98036 TUKWILA, WA 98188
,ATE: 10 AUG 06 DWG. NO.: JOB NO.:
,RAWN BY: JW IPLO T ®32 PFB -03 of 08 180456
PRE— ENGINEERED TRUSSES BY OTHERS
STUD WALL
SEE DETAILS ON
EAVE STUD WALL DETAILS DRAWING
d' X
INSTALL STRUCTURAL HARDI PANEL VERTICAL SIDING OR EQUAL
NAIL HARDI PANEL W/ 6d NAILS® 6" O.C. BOUNDARY, 12" O.C. FIELD
PROVIDE 2X BLOCKING ® ALL PANEL EDGES
TYP WALLS
2X8 P.T. SKIRT BOARD
ATTACH TO POST W/ SIMPSON LU28 HANGER
OR EQUAL ® EA END
4" (MIN) CONCRETE FLOOR
N
BACKFILL PER POST /BRACING NOTES ON PFB -01
a
(SEE CONSTRUCTION NOTES & GENERAL NOTE 2)
a
6" THICK CONCRETE FOOTING
°
(SEE CONSTRUCTION NOTES & GENERAL NOTE 2)
SCALE'
PURLINS MAY BE INSTALLED WITH SIMPSON
LU26 HANGERS (OR EQUAL) SEE NOTE 15 ON
THE CONSTRUCTION NOTES, OVER— LAPPED, OR
BUTTED ON THE TRUSSES AS REQUIRED BY
THE CONTRACTOR.
3�8 —1 —0
�2. CALL 1- 800 - 424 -5555 BEFORE YOU DIG.
INC. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN.
0
POST
SEE DETAIL 1
• a
d'
e
• .d
REVIEWED FOR
CODE COMPLIANCE
SEP 19 2006
CitY Of Tukwila
rUILOPIC- °)TI /ISTOni
RECEIVED
INSTALL 2X6 P.T. CLEATS r%rnl TUKw1tJ�
FOR POST STANDOFF
rn' , AUG 312006
PERMIT CENTER
>_
1 IREVISED DRAWING SCALE IM AUG 06
EXNIIIES: w ��11z/
lil ICI lil lei Iil'I�I lil lil IIIp �I lil ICI I,il I I-j►j111T111]7q-1111-
Inch II1 "III I.I'I 1�111�7� i
3I , I 114 I �„ 5I ...1
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tEV DESCRIPTION I DATE
SECTION A
AttIANCE ENGINEERI,
www.polebuildingengineering.com
2700 Market St NE • Salem, Ore on 97301 503 589 -1
CLIENT OWNER BUILDING LOCATOOP
;USTOM BUILT STRUCTURES KEN KETCHERSIDE
320 212TH ST SW STE 205 4740 S 164 -TH ST -
.YNNWOOD, WA 98036 TUKWILA, WA 98188
,ATE: 10 AUG 06 DWG. NO.: JOB NO.:
,RAWN BY: JW IPLO T ®32 PFB -03 of 08 180456
NOTE: GABLE SHEATHING & OVERHEAD
DOORS NOT SHOWN FOR CLARITY.
INSTALL SIMPSON LSTA12 STRAP
ACROSS RAFTER SPLICE
FILL ALL HOLES W/ 6d NAILS
TYP 7
2X6 FLAT COLLAR TIE
NAIL TO EA END OF 2X6 LEDGER A
W/ (6) 16d NAILS
2X6 PURLINS ® 24" O.C. TYP
TOE— NAILED W/ (2) 16d NAILS
TO RAFTER
2X12 RAFTER \
NAIL TO GABLE POSTS &KING POST
W/ (6) 16d OR 20d NAILS \
SINGLE 2X6 FLAT GIRT TYP •� \
OVER OVERHEAD DOOR
NAIL TO POST
W/ (6) 16d OR 20d NAILS EA ENDS �ol
CORNER
POST
TOE —NAIL TO HEADER & COLLAR TIE
W/ (3) 16d NAILS EA SIDE
NAIL TO POST W/ 16d OR 20d NAILS \- -GABLE POST
® 6" O.C. STAGGERED, VERTICALLY
PLACE NAILS AT 1 -1/4" (MIN) FROM BLOCK EDGE
& AT 2 -1/2" (MIN) O.C. HORIZONTALLY
TYP ON EA LEFT GABLE WALL POST UNDER
2X6 FLAT GIRT & OUTER PLY OF 3 —PLY 2X6 HEADER
r1 KING POST /BOX BEAM CONNECTION
W104/
SCALE: 1/2"=V-0"
RAFTER
KING POST
NOTCH AS REQUIRED
FOR ATTACHMENT TO
COLLAR TIE & RAFTER
3 —PLY 2X6 KING POST HEADER
NAIL — LAMINATE ® 12" O.C. STAGGERED
TYP EA SIDE
NAIL OUTER PLY TO GABLE POST
W/ (6) 16d NAILS
TERMINATE INNER PLYS ® GABLE POSTS
PURLIN
I
COLLAR TIE
2X6 LEDGER
NAIL TO RAFTER
"' 'Od NAILS ® 6" O.C. STAGGERED
(2X6 HEADER
JAMB FASCIA
SIDE JAMB
VIEW A -A
i:`'P43CS• _......1/12/ _
INEERING OF OREGON, INC. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN.
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REVIEWED FOR
CODE COMPLIANCE
SEP 19 2006
City Of Takwila
91JIe D e cif ? I�lI T ICI
ti RECEIVED
�• CITY OFT101VILP
AUG 3 12005
PERMIT CENTER
1 IREMSED DRAWING SCALE 24 AUG O6 NBY
REV DESCRIPTION DATE
FRAMING DETAILS
ALtIANCE ENGtNFER j
www.polebuildingengineering.com
2700 Market St NE • Salem, Ore on 97301 503 589 -1727
CLIENT OWNER BUILDING LOCATION
CUSTOM BUILT STRUCTURES KEN KETCHERSIDE
6520 212TH ST SW STE 205 4740 S 164TH ST
LYNNWOOD, WA 98036 TUKWILA, WA 98188
DATE: 10 AUG 06 IDWG. NO.: JOB NO.: EV.
DRAWN BY: JW IPLOT ®24 PFB -04 Of 08 1 Rn4c;r
2X6 FULL LENGTH TRIMMER STUD
ATTACH TO POST W/ 16d OR 20d NAILS POST ATTACH TRUSS TO POST
® 8" O.C. STAGGERED W/ (6) (MIN) 16d OR 20d NAILS EA SIDE
TYP EA SIDE OF EA POST (1) 3/4 "0 A -307 BOLT 2X6 #2 D -F TOP GIRT
TRIM FOR 11GHT FIT BETWEEN EACH PLATE W/ NUT & FLAT WASHERS EA SIDE ATTACH TO POST
W/ SIMPSON LU26 HANGER OR EQUAL ® EA END
PROVIDE SIMPSON LSTA18 PERFORATED STEEL STRAPPING
OR EQUAL 0 ALL TOP GIRT SPLICES
NAIL STRAPPING TO TOP GIRT /FASCIA BOARD
W/ (10) 8d NAILS ON EA SIDE OF EA SPLICE
TYP
CONTINUOUS 2X6 #2 D —F TOP PLATE
TRUSSES TO FULLY ATTACH TO POST W/ SIMPSON U26 -2 HANGER
BEAR ON TRIMMER STUDS OR EQUAL 0 EA END
TYP
2X8 SKIRT BOARD
CONNECT TO POST
W/ SIMPSON L50 ANGLE
OR EQUAL 0 EA END
TYP-
GENERAL NOTES
1. ATTACH STUDS TO TOP PLATE W/ (2) 16d NAILS. ATTACH
STUDS TO SILL PLATE W/ (2) 16d HOT— DIPPED GALV. NAILS.
(DALLIANCE ENGINEERING OF OREGON, INC. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED
`— CONTINUOUS P.T. SILL PLATE
ATTACH TO POST W/ SIMPSON LU26 HANGER
OR EQUAL P EA END
TYP
SCALE: 3/8'=V-0"
OTHER BUILDING LOCATION THAN
#2 D —F STUDS 0 24" (MAX) O.C.
EXTERIOR WOOD SHEATHING OR SUBSHEATHING
INSTALL PER DETAILS ON SECTION VIEW DRAWING
REVIEWED I OR
CODE COWiaLIANCE
SEP 19 2006
atv of 1-i *vviia
" -�I ,r MIITSTN RECEIVED
0 CITY OFTI IKIIUILA
�r� �� AUG 312(�I�S
.Z 1
PERMIT CENTEFi
. 1 IREVISED DRAWING SCALE 24 AUG 06 RL
REV DESCRIPTION DATE BY
r.I EAVE STUD WALL DETAILS
AttlAINCE ENGINE
A7L ww. olebu' I d' ngenglneering.com
N1
Market St NE • Salem, Ore on 97301 503 589 -1727
EXPIRES: _ 1/12/ CLIENT OWNER BUILDING LOCATION
CUSTOM BUILT STRUCTURES KEN KETCHERSIDE
6520 212TH ST SW STE 205 4740 S 164TH ST
LYNNWOOD, WA 98036 TUKWILA, WA 98188
DATE: 10 AUG 06 DWG. NO.: JOB NO.: REV.
DRAWN BY: JW PLOT @ 32 PFB -05 of 08 180456 L
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LE CONTINUOUS 2X6 #2 D —F TOP PLATE
ATTACH PURLINS -TO RAFTER W/ SIMPSON U24 -2 HANGER "OR EQUAL 6 EA END
W/ SIMPSON L026 HANGER OR EQUAL (SEE NOTE 2 BELOW)
PLACE RAFTER ON TOP.PLATE
TOP PLATE MUST PROVIDE FULL BEARING FOR OUTER RAFTER
r
TYP ABOVE GABLE STUD WALL.
_ AFTER
ATTACH TO POSTS
W/ (6)'16d OR 20d NAILS
I\
P.T. SILL PL
ATTACK! TO POST W/ SIMPSON LU24 HAN
OR EQUAL ® EA
GENERAL NOTES
1. ATTACH STUDS TO TOP PLATE W/ (2) 16d NAILS. ATTACH STUDS
TO SILL PLATE W/ (2) 16d HOT— DIPPED GALV. NAILS.
2. INSTALL STUD FRAMING FLUSH WITH OUTSIDE OF 2X12 RAFTER
TYPICAL AT GABLE ENDS.
J. INSTALL ALL SIMPSON HARDWARE PER MANUFACTURER'S
SPECIFICATIONS.
ENGINEERING OF OREGON, INC. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN.
1
2I
Inch
tax
since 18721
9 L 0�6IIgx' $ s
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LIANCE
9 UBSHEATHING -I VIEW DRAWING k,,Alila ,T��i�Tf'j�3 .
CITYOF UKWILA
AUG 312006
PERMIT CENTER
1 IREVISED DRAWING SCALE 124 AUG 061 RL I SH
REV I DESCRIPTION I DATE I BY I CHK
GABLE STUD WALL DETAILS
AttjANCE ENGINEEi RI
www.polebuildingengineering.com
2700 Market St NE • Salem, Ore on 97301 503 589 -1727
CLIENT OWNER BUILDING LOCATION
„F, {AIRES: I /12/ Y CUSTOM BUILT STRUCTURES KEN KETCHERSIDE
6520 212TH ST SW.STE 205. 4740 S 164TH ST
LYNNWOOD, WA 98036 TUKWILA, WA 98188
DATE: 10 AUG 06 IDWG. NO.: JOB NO.: REV.
DRAWN BY: JW IPLOT ®. 32 1 PFB -06 of 08 180456
i
NOTE: FOR METAL ROOFS
WITH ROOF SLOPE LESS 91.
29 GA METAL SHEATHING
THAN 3 IN 12 SEE NOTE 10 (MAX)
ON CONSTRUCTION NOTES.
2X (MIN) FRAMING MEMBER #9 X 1" LONG SCREWS ® 9" (MAX) O.C.
NOTE: NO STITCH SCREWS REQUIRED
FASTEN THE 29 GA METAL SHEATHING TO THE FRAMING MEMBERS USING #9 X 1" AT 9" O.C. ADJACENT TO
EACH OF THE MAJOR RIBS. THE FASTENERS SHALL BE 1/2" (MIN) FROM PANEL EDGES. INCREASE LENGTH
OF #9 SCREWS BY THICKNESS OF ANY APPLIED SUBSHEATHING.
TYPICAL SCREW SCHEDULE
N.T.S.
SCALE: 1"=l'—O'
ENGINEERING OF OREGON, INC. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN,
REVIEW D 0 iCE
CODE COMPLIANCE
sEP 19 2006
i o yy Of i zI mild
RECEIVED
(p CITY OFTWINIl.P
AUG 3 12006
�e PERMIT CENTEN
Ktv I UE5011' HON I DATE I BY I
STANDARD DETAILS
ALtF IA NC'E ENCINEERI N www.polebu11dingengineering.com
2700 Market St NE • Salem, Oregon 97301 503 589 -1727
CLIENT OWNER BUILDING LOCATION
CUSTOM BUILT STRUCTURES KETCHERSIDE
6520 212TH ST SW STE 205]KEN
4740 S 164TH ST
LYNNWOOD, WA 98036 TUKWILA, WA 98188
DATE: 10 AUG 06 DWG. NO.: JOB NO.: REV.
DRAWN BY. JW PLOT ®: 12 PFB -07 of 08 180456 L
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j
ABBREVIATIO
D —F
DOUGLAS FIR
EA
EACH
GA
GAUGE
GLB
GLUE LAM BEAM
H —F
HEMLOCK FIR
MD
MAN DOOR
MFR'S
MANUFACTURER'S
O.C.
ON CENTER
OPP
OPPOSITE
ENGINEERING OF
POLE BUILDING CON
I. UNLESS NOTED OTHERWISE, ALL CONCRETE f'c SHALL BE 2500 PSI MINIMUM
AT 28 DAYS. THE CONCRETE SHALL BE MIXED IN THE CORRECT
PROPORTIONS PRIOR TO PLACEMENT. NO SPECIAL INSPECTION IS REQUIRED.
2. ALL SOLID SAWN LUMBER 5 "X5" AND�LARGER SHALL BE ROUGH SAWN
VISUALLY GRADED'TIMBERS UNLESS OTHERWISE NOTED. ALL FRAMING
LUMBER SHALL BE AT LEAST THE MINIMUM NOTED ON THE DRAWINGS.
LUMBER NOT SPECIFICALLY CALLED OUT MAY BE STANDARD OR BETTER.
No. 2 DOUG —FIR MAY BE SUBSTITUTED FOR No. 2 HEM —FIR.
3. INSURE THAT ALL BRACING AND BEARING AREA REQUIRED BY THE
MANUFACTURER OF THE PRE — ENGINEERED TRUSSES HAVE BEEN INSTALLED
IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS.
4. THE POSTS SHALL BE CENTERED ON THE FOOTINGS. THE CONTRACTOR
SHALL INSURE THAT THE BACKFILL IN THE POSTHOLES IS CAST AGAINST
UNDISTURBED SOIL.
5. UNLESS NOTED OTHERWISE, GIRTS AND PURLINS HAVE BEEN DESIGNED FOR
STRESS ONLY. THEY HAVE NOT BEEN DESIGNED FOR THE DIRECT
ATTACHMENT OF INTERIOR FINISHES.
6.
7.
8.
S & SYMBOLS:
PLCS
PLACES
P.T.
PRESSURE TREATED
SP
SOUTHERN PINE
SYP
SOUTHERN YELLOW PINE
TYP
TYPICAL
W
WINDOW
W/
WITH
®
AT
0
DIAMETER
IF THE DRAWINGS SPECIFY CONCRETE BACKFILL IN THE POSTHOLES, THE
BACKFILL SHALL BE THE MINIMUM PSI AS SPECIFIED IN NOTE 1, UNLESS
OTHERWISE NOTED. THE CONTRACTOR SHALL INSTALL (10) 20d NAILS 2"
DEEP INTO (2) OPPOSITE POST FACES ON EACH POST BELOW GRADE. NAILS
MAY BE OMITTED IN BUILDINGS WITH A 4" (MIN) CONCRETE FLOOR. PROVIDE
6" THICK CONCRETE FOOTING TO MATCH HOLE DIAMETER.
IF THE DRAWINGS SPECIFY GRANULAR BACKFILL IN THE POSTHOLES, THE
BACKFILL SHALL BE 5/8" TO 3/4" ( —) GRAVEL OR CRUSHED ROCK. THE
CONTRACTOR SHALL INSURE THAT THE BACKFILL IS SATURATED PRIOR TO
BACKFILLING AND IS COMPACTED AFTER EACH 6" LIFT. PROVIDE 6" THICK
CONCRETE FOOTING TO MATCH HOLE DIAMETER.
IF THE DRAWINGS SPECIFY NATURAL BACKFILL IN THE POSTHOLES, THE
BACKFILL SHALL BE WELL— GRADED NATIVE SOIL (FREE FROM ALL ORGANICS
AND LARGE COBBLES). THE CONTRACTOR SHALL INSURE THAT THE
BACKFILL IS SATURATED PRIOR TO BACKFILLING AND IS COMPACTED AFTER
EACH 6" LIFT. PROVIDE 6" THICK CONCRETE FOOTING TO MATCH HOLE
DIAMETER.
INC. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN.
.ill ili� III Ijl I.�I,'III Ij -I Ill II p
2l ;_ I
Inch 1116
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IIIJ_ III�IIIIIIIII�IIIIIIIII�IIL1111 .II�LLIILIIII�LIIIIIIII�I
STRUCTION NOTES:
9. IF THE DRAWINGS SPECIFY SAND BACKFILL IN THE POSTHOLES, THE
CONTRACTOR SHALL INSURE THAT THE SAND IS SATURATED PRIOR TO
BACKFILLING AND IS COMPACTED AFTER EACH 6" LIFT. PROVIDE 6" THICK
CONCRETE FOOTING TO MATCH HOLE DIAMETER.
10. INSTALL ALL STEEL SHEATHING TO THE INTERIOR FRAMING MEMBERS
(GIRTS AND PURLINS) PER THE TYPICAL SCREW SCHEDULE GIVEN ON THE
STANDARD DETAILS DRAWING UNLESS NOTED OTHERWISE. FOR
NON— STANDING SEAM METAL ROOFS WITH ROOF SLOPE OF LESS THAN 3
IN 12 AND STANDING SEAM METAL ROOFS WITH ROOF SLOPE OF 1/4 IN
12, APPLY LAP SEALANT PER MANUFACTURER'S SPECIFICATIONS IN
ACCORDANCE WITH IBC SECTION 1507.4.2
11. ALL WOOD MEMBERS, FRAMING REQUIREMENTS AND CONNECTIONS SHALL
COMPLY WITH IBC SECTIONS 2303 & 2304.
12. ALL FASTENERS DRIVEN INTO PRESSURE TREATED WOOD SHALL BE HOT
DIPPED GALVANIZED.
13. OFF LOADING & HANDLING AND TEMPORARY & PERMANENT BRACING OF
ALL TRUSSES SHALL COMPLY WITH BUILDING COMPONENT SAFETY
INFORMATION PUBLICATIONS BSCI —Bt AND BSCI —B10.
14. IF THE DRAWINGS SHOW TRANSLUCENT LIGHT PANELS, BOTH ENDS OF
THE PANELS MUST TERMINATE AT A WALL GIRT. WALL GIRTS THAT LIGHT
PANELS ARE ATTACHED TO MUST BE FASTENED TO THE POSTS W/ (4)
16d OR 20d NAILS AT EACH END UNLESS COMMERCIAL GIRTS ARE USED.
15. IF PURLINS ARE INSTALLED WITH JOIST HANGERS, OMIT THE PURLIN
BLOCKS AND INSTALL 2X CONTINUOUS BLOCKING TO MATCH POST WIDTH
BETWEEN RAFTERS /TRUSS TOP CHORDS. LOCATE BLOCKING AT THE TOP
OF THE RAFTERS /TRUSS TOP CHORDS AND NAIL EA SIDE WITH 16d NAILS
AT 12" (MAX) O.C.. CONTRACTOR TO VERIFY THAT THE WIDTH OF THE
TRUSS TOP CHORD IS EQUAL TO OR GREATER THAN THE PURLIN WIDTH,
PRIOR TO CONSTRUCTION.
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REVIBIVED FOR 1
CODE CO'vlPLI�IqCE
SEP . � . ,
1 /..,!,
TC4ty It �"ukkiv;la
121ITj.trl.i�yr C7n N r
RECEIVED
CITY OFTIMILP
AUG 3 12006
PERMIT CENTER
ntv I DESCRIPTION I DATE I BY I CHK
CONSTRUCTION NOTES
ALLIANCE ENG1NEEDI
www.polebuildingengineering.com 1�
2700 Market St NE • Salem, Oregon 97301 (503) 589 -1727
CUSTOM BUILT STRUCTURES K
6520 212TH ST SW STE 205 4
LYNNWOOD, WA 98036 T
DATE: 10 AUG 06 DWG. NO.:
DRAWN BY: JW IPL OT 1 PFR -n
740 S 164TH ST
UKWILA, WA 98188
JOB NO.:
'.1