HomeMy WebLinkAboutPermit D06-226 - City View Estates - Lot 13CITY VIEW ESTATES
13058 34 LN S
EXPIRED 06 -03 -08
D06 -226
6 98188
Parcel No.: 7359600670 Permit Number: D06 -226
Address* 13058 34 LN S TUKW Issue Date: 10/04/2006
Suite No: Permit Expires On: 04/02/2007
Tenant:
Name: CITY VIEW ESTATES, LOT 13
Address' 13058 34 LN S, TUKW ILA WA
Owner:
Name: YOSHIKAWA TERRANCE
Address: 2416 32 AV W, SEATTLE WA, 98199
Phone:
Contact Person:
Name: GEORGE HIRAI
Address: 15615 NE 62 CT, REDMOND WA, 98052
Phone: 206 783 -2981
Contractor:
Name: BAZALA INC
Address' 2416 32ND AVE W, SEATTLE, WA 98199 -1031
Phone: 206 286 -3574
Contractor License No: BAZALI *163PR
DESCRIPTION OF WORK:
CONSTRUCTION OF 2018 SF SFR WITH 392 SF ATTACHED GARAGE.
PUBLIC WORKS ACTIVIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, DRIVEWAY ACCESS, AND
UNDERGROUNDING OF POWER.
WATER DIST. 125 & VAL -VUE SEWER DIST.
Value of Construction: $212,152.30 Fees Collected: $4,828.67
Type of Fire Protection: SPRINKLERS International Building Code Edition: 2003
Type of Construction: VB Occupancy per IBC: 22
doc: IBC - PERMIT
T
DEVELOPMENT PERMIT
**continued on next page**
PERMIT CENTER
Expiration Date:01 /11/2008
D06 -226 Printed: 10 -04 -2006
Public Works Activities:
Channelization / Striping: N
Curb Cut / Access / Sidewalk / CSS: Y
Fire Loop Hydrant: N Number: 0 Size (Inches): 0
Flood Control Zone: N
Hauling: N Start Time: End Time:
Land Altering: Y Volumes: Cut 20 c.y. Fill 20 c.y.
Landscape Irrigation: N
Moving Oversize Load: N Start Time: End Time:
Sanitary Side Sewer: N
Sewer Main Extension: N Private:
Storm Drainage: Y
Street Use: N Profit: N
Water Main Extension: N Private:
Water Meter: N
Permit Center Authorized Signature
I hereby certify that I have read and
ordinances governing this work will
The granting of this permit does not presume to give authority to violate or cancel the provisions of any otheF state or local laws
regulating construction or the perform ce of work. I am authorized to sign and obtain this development permit.
Signatui i Mir- an _ Date:g61y 06
Print Name: r��
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.
doc: IBC - PERMIT
-I
,,33
ed
PERMIT CENTER
Permit Number: DO6 -226
Issue Date: 10/0412006
Permit Expires On: 04/02/2007
Public:
Non - Profit: N
Public:
Date: 1Dj14 jolt
his permit and know the same to be true and correct. All provisions of law and
i with, whether specified herein or not.
D06 -226 Printed: 10-04 -2006
Parcel No.: 7359600670
Address 13058 34 LN S TUKW
Suite No:
Tenant: CITY VIEW ESTATES, LOT 13
1: ***BUILDING DEPARTMENT CONDITIONS***
8: All wood to remain in placed concrete shall be treated wood.
doc: Conditions
City &Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 -431 -3665
Web site: ci.tukwila.wa.us
PERMIT CONDITIONS
Steven M. Mullet, Mayor
Steve Lancaster, Director
Permit Number: D06 -226
Status: ISSUED
Applied Date: 06/12/2006
Issue Date: 10/04/2006
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 mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center
(206/431- 3670).
4: 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.
5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall
bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site
and available to the building inspector for inspection purposes.
6: 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.
7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any
requirements for special inspection.
9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building
inspector. No exception.
10: 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.
11: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the
International Building Code and the Washington State Ventilation and Indoor Air Quality Code.
12: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances
shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms,
bathrooms, toilet rooms, storage closets, surgical rooms.
13: Equipment and appliances having an Ignition source and located in hazardous locations and public garages, PRIVATE
GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that
the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests.
14: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall
be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum
distance of 4- inches shall be maintained above the controls with the strapping.
006 -226 Printed: 10 -04 -2006
City &Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 - 431 - 3665
Web site: ci.tukwila.wa.us
Steven M. Mullet, Mayor
Steve Lancaster, Director
15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila
Permit Center.
16: 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).
17: 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.
18: ***FIRE DEPARTMENT CONDITIONS***
19: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the
following concerns:
20: New and existing buildings shall have approved address numbers, building numbers or approved building identification
placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers
shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a
minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1)
21: Every building shall be accessible to Fire Department apparatus by way of access roadways with all- weather driving
surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided width
an approved turn - around area. Access shall be within 150' of all portions of the buildings. (City Ordinance #2047) (As
modified in letter dated 12/08/2004)
22: FIRE LANE - NO PARKING areas were declared at your complex because of less than minimum clearances for fire department
vehicle access. Fire apparatus access roads "Fire Lanes" shall be identified by painting the curb yellow and a four
inch wide line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO
PARKING ", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING ", and painting the curb.
Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by
eighteen inches and shall have letters and background of contrasting color, readily readable from at least a fifty foot
distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the
ground. (City Ordinance #2047) ( Install signs and 4" yellow strip on access drive.)
23: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of
construction. (IFC 503.1, 508.1)
24: Fire hydrants shall conform to American Water Works Association specifications C- 502 -54; it shall be compression type,
equipped with two 2 -1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 -1/4" Pentagon
open -lift operating nut. (City Ordinance #2052)
25: Fire hydrant installation requires a Public Works permit.
26: The minimum fire flow and flow duration requirements for one- and two- family dwellings having a fire area which does
not exceed 3,600 square feet (344.5 m2) shall be 1,000 gallons per minute (3785.4 Umin.). Fire flow and flow duration
for dwellings having a fire area in excess of 3,600 square feet (344.5 m2) shall not be less than that specified in
Table A- III -A -1. Exception: A reduction in required fire flow of 50 percent, as approved by the chief, is allowed when
the building is provided with an approved automatic sprinkler system. (IFC Appendix B105.1)
27: In lieu of a fire hydrant, an approved residential fire sprinkler system may be installed when vehicular travel
distance from the nearest hydrant exceeds 150 feet.
doe: Conditions
006 -226 Printed: 10-04 -2006
City Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206431 -3670
Fax: 206431 -3665
Web site: ct.tukwila.wa.us
Steven M. Mullet, Mayor
Steve Lancaster, Director
28: Adequate ground ladder access to rescue windows shall be provided.
29: ***ELECTRICAL*** - IFC - NFPA 70 - NEC
30: Each circuit breaker shall be legibly marked to indicate it's purpose. (NEC 110 -22)
31: Aboveground gas meters, regulators and piping exposed to vehicular damage due to proximity to alleys, driveways or
parking areas shall be protected in an approved manner. (IFC Ch. 312, sec. 312.1 thru 312.3)
32: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of
such condition or violation.
33' These plans were reviewed by Marshal 51. If you have any questions, please call Tukwila Fire Prevention Bureau at
(206)575 -4407.
34: "'PUBLIC WORKS DEPARTMENT CONDITIONS***
35: Contractor shall notify Public Works Project Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and
completion of work at least 24 hours in advance.
36: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans
shall be submitted to the Inspector for prior approval.
37: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be
underground from the point of connection on the pole to the house.
38: Any material spilled onto any street shall be cleaned up immediately.
39: 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.
40: The Land Altering Permit Fee is based upon an estimated 20 cubic yards of cut and 20 cubic yards of fill. If the final
quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference
in permit fee prior to the Final Inspection.
41: 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.
42: 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.
43: Downspouts, driveway, patio and drainage from other impervious areas shall be collected in an on -site storm drain
system. Drains shall be 4" minimum diameter, PVC schedule 40 or corrugated poly ethylene pipe with a minimum 1% slope
for gravity discharge to location approved by the Public Works Department. Downspouts shall not connect to footing
drains. Footing drain and downspouts may share a single discharge pipe downstream of the lowest footing drain.
44: Downspouts and driveway shall be connected to the proposed storm drainage system within 34th LN South. Provide catch
basins at connection points. Coordinate with Public Works Inspector in the field.
45: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope
shall be a maximum of 15 %. Turning radii shall be a minimum of 5'.
doc: Conditions
006 -226 Printed: 10 -04 -2006
doc: Conditions
City fir' Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 -431 -3665
Web site: ct.tukwila.wa.us
* *continued on next page **
Steven M. Mullet, Mayor
Steve Lancaster, Director
D06 -226 Printed: 10-04 -2006
10 -411. IMO"
Sig e:
Print Name: -71,0 o k dire
doc: Conditions
City ' Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 -431 -3665
Web site: ci.tukwila.wa.us
Steven M. Mullet, Mayor
Steve Lancaster, Director
I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances
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 cancel the provision of any other work or local laws
regulating construction or the performance of work.
006 -226 Printed: 10- 04-2006
W f ► lir 1(JA /1A
Community Developmenr "'pertinent
Public Works Departmer‘si
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
htto://www.ci.tukwila.wa.us
Contact Person: v0241 Poo t Lt I FLL
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.: 73s — %/) t- (4
Site Address: 1 615 34, (*l 6 ( i-0 t 13) Suite Number: Floor:
Tenant Name: New Tenant: ❑ .... Yes ❑..No
Property Owners Name: 6-, /- H/ Q /}-/ r TN° /�.�.,.�
Mailing Address: /S� I c NC (o2uh �` 7 / /2nt7/7L t/t) t4A- `!S' b 1. oZ
State Zip
City
Name: (- 152.1,£ f< . f'/ /F-A - 1 Day Telephone: ,-1. 0(.9 - 714 - afg I
Mailing Address: / / f 1 C A2/,r 0 CT. kr.O h bg A WA— 9 rS' QC7.
City State Zip
E -Mail Address: & ere( 6 , f {/ P-A- /@ (p ' cA-s-T. Fax Number: )
GENERAL CONTRACTOR INFORMATION
r (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)
Company Name: 84-7 A- I— A- Zx/ n
Mailing Address: ESL / ( ,32 X D A-t to . SLj -77LF I .t) IY 18/0/0(
City State Zip
Contact Person: GC b P-&F il--/ /Q/}- I Day Telephone: 020 C — 7t (- -22,v /
E-Mail Address: &aP-/ -1Em . f i I R - A 1 e cob-in-cr. 'ICI Fax Number:
Contractor Registration Number.. f f R keZ- A L - I .4e 103 Pic Expiration Date: / - 1/ -4
ARCIITI'ECT OF RECORD' All plans must be yv stamped by-Architect ofRecut
Company Name: EC/ 1T/•/ S te/ 14 >U / / m I - rem
Mailing Address:
City State Zip
Day Telephone: as - x 7a al
E -Mail Address: Fax Number: - 3 - $ 7a - 36 4?
OINEER' ()T' 2ECORD =All plans mustbe wet stamped by Engineer of Record_
Company Name: h, C D /14 Or O0 NS l 1 1-71 N (?- &/G-/q CFRf> -/ ( -nee
Mailing Address: P. 0 /3 DI ,rA Sr2-9- 8/ / e i/LtC Ufli g eOic
State
City
contact Person:" 4-t EM 14 14 Day Telephone: ie2S-_ 6 44/ -hinS
E -Mail Address f kA1 JC 11'(10 h/ 14A Cf/r114CCQ . Fax Number: tt-C - 6 4" - 443
QMppliatbm'Fo nu- Appliatiom On Linet3-2006 - Permit Appliation.doc (AAA
Revised: 4-2006 .
bh
Zip
Page 1 of 6
Valuation of Project (contractor's bid price): $ Zp J 2 97O0
Existing Building Valuation: $
Scope of Work (please provide detailed information): 1
n'sl twoo .. J`n p.i '/ b v✓ne ex- 13 -n r ® rt. (1ttlA nit acrn�e
c' -�' AO� 1 �1+�1 (' y o Qom, 17 AD et o sAt -- ina `jl entit
Will there be new rack storage? ❑ .. Yes ❑ .. No (If yes, a separate permit and plan submittal will be required)
Provide All Building Areas in quare Footage Below.>
2"iFloor
Floors
Basement('
I
Accessory Str tcture
Attached Garage
Detached Garage -
Attached Gatport
Detached Carport
Covered Deck
Uncovered Deck
Existing
= >lnterior'
Remodel
Addition to
Exists
eture
3 % '�rCr
4-
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) -t7 7.() S
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling:
*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:
.Sprinklers 0 ..Automatic Fire Alarm ❑..None ❑. Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑..Yes 0.. 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:
0 On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
Q Appliaaons\Fe,m,- Applicmiom On LincU -2006 - Permit ApplicMion.doc
Rciscd: 4 -2006
Page 2 of 6
UBLIC WORKS PERMIT. INFORMATION -206-433-0179
Scilye Sc of Work (please provide detailed in rmation):
Water District
0 .. Water District #125
'Q Water Availability Provide
Sewer District
❑...TukwilaVaiVue
o ...Sewer Use Certificate Sewer Availability Provided
Su§stitted with Application (mark boxes which apply):
e Civil Plans (Maximum Paper Size - 22" x 34 ")
❑ ...Technical Information Report (Storm Drainage)
❑ ...Bond ❑ .. Insurance ❑ .. Easement(s)
Proposed Activities (mark boxes that apply):
❑
...Right-of-way Use • Nonprofit for less than 72 hours
❑..Rightof- -way Use - No Disturbance
11 ...Construction/Excavation/Fill - Right-of-way _
Non Right -of -way
Total Cut 2,0 cubic yards
...Total Fill 2.O cubic yards
(Vet le Vvs
❑-Sanitary Side Sewer
Call before you Dig: 1- 800424 -5555
Please refer to Public Works Bulletin #1 for fees and estimate sheet.
❑ ...Cap or Remove Utilities
❑...Frontage Improvements
❑...Traffic Control
❑ ...Backflow Prevention • Fire Protection
Irrigation
Domestic Water
...Permanrn t 1fre 12 s ".
Water Meter Si
❑...Temporar Water Meter Size..
❑...Water Only Meter Size
❑...Sewer Main Extension Public
o ...Water Main Extension Public
Of
QMpplic. on.Wmmn- Appliutima On LineU -2006 - Permit Applieetion.de°
Revised: 42006 •
M
❑ .. Abandon Septic Tank
❑ .. Curb Cut
❑ .. Pavement Cut
❑ .. Looped Fire Line
It
Private
Private
❑ .. Highline
El ...Renton
❑ .. Renton ❑ ...Seattle
❑ .. Approved Septic Plans Provided
'rGeotechnical Report ❑...Traffic Impact Analysis
❑ .. Maintenance Agreement(s) — ❑...Hold Harmless - (SAO)
❑...Hold Harmless - (ROW)
❑ .. Right -of -way Use - Profit for Tess than 72 hours
❑ .. Right-of-way Use - Potential Disturbance
❑ .. Work in Flood Zone
Stone Drainage
❑ .. Grease Interceptor
❑ . Channelization
Trench Excavation
Utility Undergrounding
0. Deduct Water Meter Size
FINANCE INFORMATION
Fire Line Size at Property Line
❑...Water ❑...Sewer
Monthly Service Billing to:
Name: r!Y. AL, HID r / , n
Mailing Address: / 5 (., / r Kr,
Number of Public Fire Hydrant(s)
❑ ...Sewage Treatment
Water Meter RefundBilling:
Name: ear /l HI /G-I 7 /-5-r ls_
CT
Mailing Address: /s /., /r J ' �-( 1o21-4p
Day Telephone: - 757 & " pZ 9 O v
121 z 4— '1'$ ns"
Cit State Zip
Day Telephone:
tsa,h_ow 1 ni— 9R 60—
Cit
State Zip
Page 3 of 6
Unit Type:
Qty'
Unit Type: _
Qty '
Unit:Type:
Qty -
goiter /Compressor:
CZty ,
Ftunace<lO K BTU
' A ir
0
Handling Unit >10,000
CFM
Fire Damper
J
0-3 HP/100,000 $T.�
O .$'
..
Fumace>100K BTU
Evaporator Cooler
Diffuser
3.15 HP/500,000 H , „ I
AV
Floor Furnace
1
Ventilation Fan Connected
to Single Duct
Thermostat
15 -30 HP /1,0O;0&) B` BTU
Suspended/Wall/Floor
Mounted Heater
Ventilation Systyrtl
Wood/Gas Stove
30 -50 HP/I,750,000 BTU
Appliance Vent
Hood and Duct
Water Heater
b
50+ HP /1,750,00 BTU
Repair or Addition to
Heat/Refrig/Cooling
System
Incinerator - Domestic
Emergency
Generator
I.
Air Handling Unit
<10,000 CFM
Incinerator — Comm/Ind
Other Mechanical
Equipment
g1 • r� +C[ , .}1J�
MECHANICAL CONTRACTOR INFORMATION
Company Name:
Mailing Address:
City State Zip
Day Telephone:
Fax Number:
Contact Person:
E -Mail Address:
Contractor Registration Number: Expiration Date: I
Valuation of Project (contractor's bid price): $ 6 0
�
Scope of Work (please provide detailed informatiod):_MA $etc.cl Aft!" !" rri?�"�c � Lyre
vV �� 11 \i
Use: Residential: New Replacement ....0
Commercial: New ....0 Replacement ....0
Fuel Type: Electric Pd' Gas Other:
Indicate type of mechanical work being installed and the quantity below:
Q: ApplicationsWorms- Applications On Linen- 2006 -Permit Appliation.doc
Revised. 4-2006
bh
Page 4 of 6
Fixture Type:
Qty
. Fixture Type:
Qty
Fixture Type:
Qty
Fixture Type:
Qty
Bathtub or combination
bath/shower
-9
Drinking fountain or water
cooler (per head)
Wash fountain
Gas piping outlets
Bidet
Food -waste grinder,
commercial
Receptor, indirect
waste
Clothes washer, domestic
1
Floor drain
Sinks
Dental unit, cuspidor
Shower, single head trap
Urinals
Dishwasher, domestic,
with independent drain
Lavatory
2/
Water Closet
Building sewer or trailer
park sewer
Rain water system — per
drain (inside building)
Water heater and/or
vent
I
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
kLVMBING .AND GAS PIPING PERMIT INFORMATION - 206-431-307,
Contact Person:
E-Mail Address:
Contractor Registration Number:
Q:Uppl WnonsWonn,- Applicadau On LineU•3006 - Permit Appliuuon.doc
Revised'
m
PLOMBING AND GAS PIPING CONTRACTOR INFORMATION
Company Name:
Mailing Address:
City State Zip
Day Telephone:
Fax Number:
Expiration Date:
r
Valuation of Project (contractor's bid price): $
Scope of Work (please provide detai ed information): A dk W4,1 y L9 es a l ✓ / v c . t . 4 , . 0c1/.4
1
Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below:
Page 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 AUTHORIZED AGE
Signature: — l.
G
Print N- co RUc' k . 1- J � 121i-/
Mailing Address: / 51.2 /
Date Application Expires:
I Date Application Accepted:
Q: ApplicnionsWomu- Applications On LineV -2006- Permit Applicatioa.doc
Revised. 0-2006
bM1
Date: /f(C
Day Telephone: 206 - g 6 - 0
'Park en yg6 S - 7 --
City State Zip
Staff Initials:
Page 6 of 6
QUANTITY IN CUBIC
YARDS
RATE
Up to 50 CY
Free
51
— 100
$23.50
101
—1,000
$37.00
1,001
— 10,000
$49.25
10,001
— 100,000
$49.25 for 1 s' 10,000,
PLUS $24.50 for each additional 10,000 or fraction thereof.
100,001
— 200,000
$269.75 for l 100,000,
PLUS $13.25 for each additional 10,000 or fraction thereof.
200,001 or more
$402.25 for 1 200,000,
PLUS $7.25 for each additional 10,000 or fraction thereof.
L o'r is\
PROJECT NAME VIEW E st 5 PERM # .boa— 224
(x /3018 - 34.N, 4v sevrx)
If you do not provide contractor bids or an engineer's estimate with your permit
application, Public Works will review the cost estimates for reasonableness and may adjust
estimates.
1. APPLICATION BASE FEE
2. Enter total construction cost for each improvement category:
Mobilization
Erosion prevention
Water /Sewer /Surface Water
Road/Parking /Access
A. Total Improvements
3. Calculate improvement -based fees:
B. 2.5% of first $100,000 of A.
C. 2.0% of amount over $100,000, but less than $200,000 of A.
D. 1.5% of amount over $200,000 of A.
4. TOTAL PLAN REVIEW FEE (B +C +D)
5. Enter total excavation volume Z 0 cubic yards
Enter total fill volume 20 cubic yards
Use the following table to estimate the grading plan review and permit fee.
Use the greater of the excavation and fill volumes.
GRADING Plan Review and Permit Fees
TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION
(1 +4 +5) $ '2,50t?_
The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the
application/plan and 2) a follow -up review associated with a correction letter. Each additional review, which is
attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee.
Approved 09.25.02
Last Revised Jan. 2006
BULLETIN A2
TYPE C PERMIT FEE ESTIMATE
PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION
PW may adjust estimated fees
1
/000 /f o % too 0
/o so
4000-
$
/00.
SNP
$250 ( 1)
$ / 0 0 . (4)
(5)
RECEIPT NO: R06 -01567
Initials: JEM
User ID: 1165
Payee: G K HIRAI, LLC
SET ID: 1004 SET NAME: CITY VIEW ESTATES
SET TRANSACTIONS:
Set Member Amount
D06 -223
D06 -224
D06 -226
TOTAL:
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 - 431 - 3670
Fax: 206 - 431 -3665
3,047.40
3,047.40
3,193.14
9,287.94
SET RECEIPT
Payment Date: 10/04/2006
Total Payment: 9,287.94
TRANSACTION LIST:
Type Method Description Amount
Payment Check 1054 9,287.94
TOTAL: 9,287.94
ACCOUNT ITEM LIST:
Description
BUILDING - RES
PW LAND ALT PERMIT FEE
PW PERMIT /INSPECTION FEE
PW PLAN REVIEW
STATE BUILDING SURCHARGE
TRAFFIC MITIGATION FEES
Account Code Current Pmts
000/322.100 5,757.12
000/342.400 70.50
000/342.400 300.00
000/345.830 75.00
000/386.904 13.50
104.367.120 3,071.82
TOTAL: 9,287.94
0400 10/05 9710 TOTAL 9287.94
Steven M. Mullet, Mayor
Steve Lancaster, Director
RECEIPT NO: R06 -00851
Initials: JEM
User ID: 1165
Payee: G K HIRAI, LLC
SET ID: 0612
SET TRANSACTIONS:
Set Member
D06 -222
D06 -223
D06 -224
D06 -225
D06 -226
M06 -117
M06 -118
M06 -119
M06 -120
M06 -121
PG06 -055
PG06 -056
PG06 -057
PG06 -058
PG06 -059
TOTAL:
Amount
1,455.09
1,540.80
1,540.80
3,989.30
1,635.53
38.70
38.70
38.70
38.70
38.70
32.00
32.00
32.00
32.00
27.00
10,510.02
TRANSACTION LIST:
Type Method Description
Payment check
ACCOUNT ITEM LIST:
Description
1033
PLAN CHECK - RES
PW BASE APPLICATION FEE
PW LAND ALT PLAN REVIEW
PW PLAN REVIEW
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #I00
Tukwila, Washington 98188
Phone: 206431 -3670
Fax: 206- 431 -3665
SET RECEIPT
SET NAME: CITY VIEW ESTATES
TOTAL:
Account Code
Payment Date: 06/12/2006
Total Payment: 10,510.02
Amount
10,510.02
10,510.02
Current Pmts
000/345.830 6,436.52
000/322.100 1,250.00
000/345.830 23.50
000/345.830 2,800.00
TOT 6380 06/13 9716 1 9itk? 0 1 $ 510.Q 2
Steven M. Mullet. Mavor
Steve Lancaster, Director
h DESIGNS,UNLIMITED
A STOCK PLANS • CUSTOM DESIGN
FILE COPY
Gravity Load Analysis
PLAN 1294R/A/DB/2
Beam Calculations using
Beam Chek 2.4 Software and/or
TJBeam 6.16 Software
NDS 97
5/23/2005
RECEIVED
CITY OFTUKWIIA
JUN 12 2008
PERMIT CENTER
■
COD C VIEWED FOR
MPLIA CE
AUG 15 2006
BUI Tic' °-kW
DIVISION
PG
•
19613.81st Ave S • Suite F -2580 • Fax: (253) 872 -3649 ■
• Email: designstudio @designsuniimited.com ■
BeamChek v2.4 licensed to: Designs Unlimited Reg # 8101 -1456
/2.q? iejta/Z-.
DINING/KIT
Selection 14x 6 HF #2
Conditions NDS '91
Min Bearing Area R1= 2.7 in' R2= 2.7 in'
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
R1 = 1091
t�
Section (in') Shear (1n TL Deb (in)
Fb (psi)
BM (1)
Prepared by: LA. Date: 4/29/05
Beam Span
Beam Wtperft
Bm Wt Included
Max Moment
TL Max Dell
4.5 ft
4.68 #
21 #
1227 It
L/240
Reaction 1 TL
Maximum V
Max V (Reduced)
TL Actual Dell
1091 #
1091 #
868 #
L /763
Reaction 2 TL
1091 #
17.65
13.32
OK
76%
19.25
17.37
OK
90%
0.07
0.23
OK
31%
Fv (psi)
Lu = 0.0 Ft
E (psi x mil)
Uniform TL: 480 = A
Uniform Load A
SPAN =4.5FT
Uniform and partial uniform loads are Ibs per lineal ft.
R2 = 1091
Fc (psi)
Base Values
850
Base Adjusted 1105
75
75
1.3
1.3
405
405
CF Size Factor
Cd Duration
Cr Repetitive
Ch Shear Stress
Cm Wet Use
1.300
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
CI Stability
1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0
1 _ "°iRE _3 -16 -U/
/Z 1liQ /004 B
4x8 HF#2 /
NDS'91
Min Bearing Area
BED 2
Selection
Conditions
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
R1 = 1337
BeamChek v2.4 licensed to: Designs Unlimited Reg # 8101 -1456
R1= 3.3 in R2= 3.3 in'
BM (2)
Prepared by: I.A. Date: 4/29/05
Lu =0.OFt
Beam Span
Beam Wtperft
Bm Wt Included
Max Moment
TL Max Defl
5.5 ft
6.17 #
34 #
1838 W
L / 240
Reaction 1 TL
Maximum V
Max V (Reduced)
TL Actual Defl
1337 # Reaction 2 TL 1337 #
1337 #
1043 #
L / 954
Section (In Shear (n TL Defl (in)
30.66
19.96
OK
65%
25.38
20.86
OK
82%
0.07
0.28
OK
25%
Fb (psi)
Fv (psi)
E (psi x mil)
Base Values
Base Adjusted
850
1105
75
75
1.3
1.3
405
405
CF Size Factor
Cd Duration
Cr Repetitive
Ch Shear Stress
Cm Wet Use
1.300
1.00
1.00
1.00
1.00
1.00
1.00
1.00 1.00
CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0
Uniform TL: 480 =
Uniform Load A
SPAN = 5.5 FT
Uniform and partial uniform loads are Ibs per lineal ft.
R2 = 1337
Fc 1 (psi)
35473
ratir
1924R/A/DB/2 BM
GARAGE Prep by: LA. Date: 5 /17/05
ele I 3 -I /Bx 10-1 /2 GLB 24F -V4 DF /D Lu = 0.0 Ft
Conditions
ata
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Loads
RI = 891
BeamChek v2.4 licensed to: Designs Unlimited Reg # 8101 -1456
Mtn Bearing Area
RI = 1.4 in 1.4111
Beam Span
Beam Wt per ft
Bm Wt Included
Max Moment
TL Max Defl
16.5 ft
7.97 # Reaction 1 TL
132 # Maximum V
3674'# Max V (Reduced)
L / 240 TL Actual Defl
891 #
891 #
796 #
L / 598
Reaction 2 TL 891 #
Section fin Shear (inz) TL Dell (in)
57.42
18.37
OK
32%
32.81
6.29
OK
19%
0.33
0.83
OK
40%
Fb
Fv (psi)
E (psi x mil)
Uniform TL: 100 = A
Uniform Load A
SPAN = 16.5 FT
Uniform and partial uniform loads are Ibs per lineal ft.
Fc 1 (psi)
(psl)
Base Values 2400
Base Adiusted 2400
190
190
1.8
1.8
650
650
Cv Volume
Cd Duration
Cr Repetitive
Ch Shear Stress
Cm Wet Use
1.000
I.00
1.00
1.00
1.00
1.00
1.00
1.00 1.00
CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0
R2 = 891
/z
BSMT
Selection
Conditions
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
BeamChek v2.4 licensed to: Designs Unlimited Reg # 8101 -1456
4x10 HF#2
Lu = 0.0 Ft
NDS '91
Min Bearing Area
R1= 4.7 in' R2= 4.7 in'
Beam Span
Beam Wt per ft
Bm Wt Included
Max Moment
TL Max Dell
8.5 ft
7.87 #
51 #
3105'#
L/ 240
Reaction 1 TL
Maximum V
Max V (Reduced)
TL Actual Dell
1911 # Reaction 2 TL
1911 #
1457 #
L / 993
1911 #
Section (in') Shear (in') TL Dell (in)
49.91
36.53
OK
73%
32.38
29.15
OK
90%
0.08
0.33
OK
24%
Fb (psi)
BM (5)
Prepared by: IA.
Fv (psi)
E (psi x mil)
oads Uniform TL: 580 = A
Uniform Load A
SPAN = 6.5 FT
Uniform and partial uniform loads are Ibs per lineal ft.
Date: 4/29/05
Fol. (
Base Values
850
Base Adjusted 1020
75
75
1.3
1.3
405
405
CF Size Factor
Cd Duration
Cr Repetitive
Ch Shear Stress
Cm Wet Use
1.200
1.00
1.00
1.00
1.00
1.00
1.00
1.00 1.00
CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0
R2 =1911 e /tio•-
c �su.
It::; PINES 03 -16 -07
BSMT
Selection
Conditions
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
R1 = 1586
BeamChek v2.4 licensed to: Designs Unlimited Reg # 8101 -1456
BM (4)
Prepared by: IA.
Date: 4/29/05
4x10 HF#2
Lu = 0.0 Ft
NDS '91
Min Bearing Area
R1 =3.9in' R2 =3.9in'
Beam Span
Beam Wtperft
Bm Wt Included
Max Moment
TL Max Deft
6.5 ft
7.87 # Reaction 1 TL 1586 # Reaction 211
51 # Maximum V 1586 #
2577'# Max V (Reduced) 1210 #
L / 240 TL Actual Defl L / >1000
1586 #
Section (in') Shear (n') TL Dell (in)
49.91
30.31
OK
61%
32.38
24.19
OK
75%
0.07
0.33
OK
20%
Fb (psi)
Fv (ps)
E (psi x mil)
Base Values
850
Base Adjusted 1020
75
75
1.3
1.3
405
405
CF Size Factor 1.200
Cd Duration 1.00
Cr Repetitive 1.00
Ch Shear Stress
Cm Wet Use 1.00
1.00
1.00
1.00
1.00 1.00
CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0
Loads Uniform TL: 480 = A
Uniform Load A
SPAN = 6.5 FT
Uniform and partial uniform loads are Ibs per lineal ft.
R2 = 1586
Fc I (psi)
1294R/A/DB/2
PORCH
Selection
lido
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
RI = 393
BeamChek v2.4 licensed to: Designs Unlimited Reg # 8101 -1456
NDS '97
Min Bearing Area
RI= 1.01n 1.0 in
Section (in Shear (in TL Dell (in)
Fb
BM
Prepared by: I.A.
Fv (psi)
E (psi x mil)
Loads Uniform TL 140 = A
Uniform Load A
SPAN = 5.5 FT
Uniform and partial uniform loads are lbs per lineal ft.
Date: 5/19/05
4x 4 HF #2
Lu = 0.0 Ft
Beam Span
Beam Wt per ft
Bm Wt Included
Max Moment
TL Max Deli
5.5 ft
2.98 # Reacdon 1 TL 393 # Reaction 2 TL
16 It Maximum V 393 It
541 '11 Max V (Reduced) 351 it
L / 240 TL Actual Defl L / 365
393
7.15
5.09
OK
71%
12.25
7.03
OK
57%
0.18
0.28
OK
66%
(psi)
Base Values
Base Adiusted
850
1275
75
75
1.3
1.3
405
405
CF Size Factor
Cd Duration
Cr Repetitive
Ch Shear Stress
Cm Wet Use
1.500
1.00
1.00
1.00
1.00
1.00
1.00
1.00 1.00
CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0
Zcs
R2 = 393
Fc (psi)
•
1294R/A/DB/2
BACEMENT
election
Conditions
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
RI = 1669
BeamChek v2.4 licensed to: Designs Unlimited Reg # 8101 -1456
3 -1 18x 9 GLB I 6F-V3 DF /DF
Lu = 0.0 Ft
Min Bearing Area R I = 3.0 in R2= 3.0 in
Beam Span 5.5 ft
Beam Wt per ft 6.83 # Reaction 1 TL 1669 # Reaction 2 TL 1669 #
Bm Wt Included 38 # Maximum V 1669 #
Max Moment 2295 '# Max V (Reduced) 1214 #
TL Max Defl 1. / 240 TL Actual Dell L / >1000
Section fin Shear (ins) TL Defl (in)
42.19
17.21
OK
41%
28.13
9.58
OK
34%
0.04
0.28
OK
16%
Fb
BM
Prepared by: I.A.
E (psi x mil)
Fv (psi)
Base Values
Base Adjusted
1600
1600
190
190
1.5
1.5
560
560
Cv Volume
Cd Duration
Cr Repetitive
Ch Shear Stress
Cm Wet Use
1.000
1.00
1.00
1.00
1.00
1.00
1.00
1.00 1.00
0 Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0
Uniform TL 600 = A
Uniform Load A
SPAN = 5.5 FT
Uniform and partial uniform Toads are Ibs per lineal ft.
Date: 5/19/05
R2 = 1669
Fe l_ (psi)
cS C - -Q'[:
INTRODUCTION
This report presents the results of our geotechnical engineering investigation and evaluation of the Hirai
Short Plat project in Tukwila, Washington. The site is located at the northwest corner of the intersection
of South 132 Street and Pacific South; as shown on the Vicinity Map in Figure 1. The purpose of
this study is to explore and characterize the site's surface and subsurface conditions, and to provide
geotechnical reconunendations for site development. For our use in preparing this report, we were
provided with an undated site plan titled "Hirai Site Plan," prepared by Medina Consulting Engineers,
Inc., showing the existing site topography and the planned lot layout.
Project plans include developing this 0.58 -acre site into five single - family residential lots with associated
pavement and utilities. Daylight basement retaining walls may be incorporated into some of the
structures constructed on mildly sloping ground. Stormwater management plans will likely consist of on-
site detention, via either a vault or pipes. The proposed lot alignments and existing topography are shown
on the Site Plan in Figure 2.
SCOPE
FILE Copy
Permit No.
Geotechnical Engineeringr Evattiatatim
Hirai Short Plat .
Tukwila, • Washington '
CODE REVIEWED COMPLIANCE
,eeoonru►1`n
AUO 15 2006
Of a
BVILtTNG DIVISION
The purpose of this study is to explore and characterize the site subsurface conditions, and provide
general recommendations for site development. Specifically, our scope of services includes the
following:
1. Review available soils and geologic maps of the area.
2. Explore the subsurface soil and groundwater conditions within the site with trackhoe-
excavated test pits. Trackhoe was subcontracted by NGA.
3. Map the surficial slope conditions and produce cross - sections.
4. Perform grain -size sieve analysis on soil samples.
5. Provide our opinion regarding slope stability.
RECEIVED
6. Provide recommendations for earthwork, foundation support, and slabs- on- grad 6 JTY OFTI)KWILA
7. Provide recommendations for subgrade preparation and pavements. JUN 1 2 2006
8. Provide recommendations for site drainage and erosion control. PERMITCENTER
9. Document the results of our findings, conclusions, and recommendations in a written
geotechnical report.
ado -240
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Hirai Short Plat
Tukwila, Washington
March 30, 2006
NGA File No. 733906
Page 2
SITE CONDITIONS
Surface Conditions
The property is an irregularly shaped parcel covering approximately 0.58 acres. The property is bordered
to the north and west by developed residential property, to the east by Pacific Hwy South, and to the south
by South 132 Street. The site slopes gently down toward the eastern property line, where the slope then
becomes moderate to steep over a vertical relief of less than 10 feet, buttressed by a 3.5 -to 8.0 -foot high
rockery retaining wall. Profiles of the existing ground surface and the interpretive subsurface conditions
are shown on Cross Sections A -A', B -B', and C-C', in Figures 3 through 5, respectively. Access to the
property is currently from a gravel driveway off South 132 Street along the southwest corner of the site.
The site is currently undeveloped, covered with grass, blackberries, and a few conifer and fruit trees. The
northeast corner of the site in particular is heavily vegetated. We observed ponding water within the site
during our site visit on March 15, 2006. This water appeared to be collecting on the surface of a
previously graded building pad, where a structure was likely located in the past. The approximate
location of the ponding water is shown on the Site Plan, Figure 2.
Subsurface Conditions
Geology: The geologic units for this area are shown on the Preliminary Geologic Map of Seattle and
Vicinity, Washington, by Howard H. Waldron, Bruce A. Liesch, Donald R. Mullineaux, and Dwight R.
Crandell (U.S.G.S., 1962). The site is mapped as Vashon till (Qt), and the area just east of the site is
mapped as undifferentiated deposits of the Pleistocene age (Qtr). The till is described as a nonsorted
mixture of clay, silt, sand, pebbles, cobbles, and boulders. Our explorations generally encountered
glacially consolidated silt with trace fine sand. We interpreted this material to be an interglacial deposit,
likely consolidated during the Vashon age glaciation.
Explorations: The subsurface conditions within the site were explored on March 15, 2006 by excavating
eight test pits to depths ranging from 2.0 to 11.0 feet below the existing ground surface using a trackhoe.
The approximate locations of our explorations are shown on the Site Plan in Figure 2. An engineer from
NGA was present during the explorations, examined the soils and geologic conditions encountered,
obtained samples of the different soil types, and maintained logs of the test pits.
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Hirai Short Plat
Tukwila, Washington
March 30, 2006
NGA File No. 733906
Page 3
The soils were visually classified in general accordance with the Unified Soil Classification System,
presented in Figure 6. The logs of our test pits are attached to this report and are presented as Figures 7
and 8. We present a brief summary of the subsurface conditions in the following paragraph. For a
detailed description of the subsurface conditions, the logs of the test pits should be reviewed.
Test Pits 2, 4, and 8 exposed a 1.3 -to 2.0 -foot thick layer of dark brown to black silt with trace fine sand
and roots, which was interpreted as topsoil/modified ground. Test pits 1, 3, and 5 through 7 exposed a
1.0-to 2.8 -foot thick surficial layer of dark brown silt with trace fine sand, roots, bricks, and other
miscellaneous rubble. We interpreted this material to be undocumented fill. Underlying the topsoil and
fill, our explorations exposed stiff to very stiff, brown -gray to blue -gray silt with trace fine sand extending
to the bottom of the explorations. We interpreted this material to be native glacially consolidated
material.
Hydrologic Conditions
Groundwater seepage was not encountered in any of our explorations, however, we would expect that a
perched groundwater condition may develop on this site during the wet season. Perched water occurs
when surface water infiltrates through less dense, more permeable soils, such as topsoil and fill, and
accumulates on top of a relatively impermeable material, such as the very stiff to stiff native silt soils.
Perched water does not represent a regional groundwater "table" within the upper soil horizons. Perched
water tends to vary spatially and is dependent upon the amount of rainfall. We would expect the amount
of groundwater to decrease during drier times of the year and increase during wetter periods.
LABORATORY ANALYSIS
We performed two grain -size analyses on selected soil samples obtained from the explorations, located in
the central section of the development area, as shown on the Site Plan in Figure 2. The results of the
sieve analyses are presented as Figures 9 and 10. The analyses indicated that the soils underlying the site
are predominately composed of silt.
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Hirai Short Plat
Tukwila, Washington
March 30, 2006
NGA File No. 733906
Page 4
SENSITIVE AREA EVALUATION
Seismic Hazard
We reviewed the 2003 International Building Code (IBC) for seismic site classification for this project.
Since very stiff to stiff silt was encountered underlying the site at depth, the site conditions best fit the
IBC description for Site Class D.
Hazards associated with seismic activity include liquefaction potential and amplification of ground
motion. Liquefaction is caused by a rise in pore pressures in a loose, fine sand deposit beneath the
groundwater table. It is our opinion that the competent glacially consolidated deposits interpreted to
underlie the site have a low potential for liquefaction or amplification of ground motion.
Erosion Hazard
The criteria used for determination of the erosion hazard for affected areas include soil type, slope
gradient, vegetation cover, and groundwater conditions. The erosion sensitivity is related to vegetative
cover and the specific surface soil types, which are related to the underlying geologic soil units. The Soil
Survey of King County Area, Washington, by the Soil Conservation Service (SCS) was reviewed to
determine the erosion hazard of the on -site soils. The site was mapped just beyond the boundaries of the
Soil Survey; however, the surface soils are closely associated with the mapping unit of Kitsap Silt loam, 8
to 15 percent slopes. The erosion hazard for this material is listed as moderate to severe. It is our opinion
that the erosion hazard for site soils should be low in areas where vegetation is maintained, and severe in
areas of exposed silt.
Landslide Hazard/Slope Stability
The criteria used for evaluation of landslide hazards include soil type, slope gradient, and groundwater
conditions. The overall site inclinations are gentle to moderate, however, a slope below the five
residential lots has inclinations of up to 30 degrees, with a vertical relief of less than 10 feet. This slope is
buttressed by a 3.5 -to 8.0 -foot high rockery retaining wall.
The core of the site slope is inferred to consist of stiff to very stiff glacially consolidated silt. Relatively
shallow failures as well as surficial erosion are natural processes and could be expected on the slope
below the site during severe rainstorms. However, these processes would be limited through the
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Hirai Short Plat
Tukwila, Washington
March 30, 2006
NGA File No. 733906
Page 5
maintenance of a vegetative cover and proper stormwater management. It is our opinion that there is not
a significant potential for deep- seated slope failure under current site conditions. Proper site grading and
drainage as well as vegetation management as recommended in this report should help maintain current
stability conditions. Also, the recommended effective structure setback should reduce the potential
adverse impacts of site development on the slope and vice versa.
CONCLUSIONS AND RECOMMENDATIONS
General
It is our opinion from a geotechnical standpoint that the site is compatible with the planned development.
Our explorations indicated that the planned development area is generally underlain by a one -to three -foot
thick surficial layer of very soft topsoil and fill, underlain by competent silt deposits. The medium stiff or
better native soils should provide adequate support for the planned structures and roadways. We
recommend that the structures be designed utilizing shallow foundations. Footings should extend through
any undocumented fill, or loose materials, and be founded on the underlying medium stiff or better native
soils or structural fill extending to these soils. Our explorations generally encountered medium stiff or
better native soils at depths of two feet below the existing ground surface.
Adequate structure setbacks should be maintained in relationship to the locally steep sloping ground and
rockery retaining wall. To protect the existing slope and rockery from development, we recommend that
the downhill structure footing lines be set back at least 10 feet from a line drawn at 27 degrees from the
horizontal, starting at the base of the rockery and extending upwards into the slope, intersecting the site
ground surface above. NGA should be retained to evaluate fmal structure placement on each lot.
Under no circumstances should water be allowed to flow over or concentrate on the steep slope, both
during construction and after construction has been completed. The yard areas should be graded to direct
runoff away from the top of steep slope, if possible. We recommend that stormwater runoff from the
roofs, driveway, footing drains, and yard drains be collected in catch basins and tightlined into an
approved stormwater management system.
We understand that an underground detention vault or pipe will likely be considered for stormwater
management on this project. If the vault will be located in an unexplored area of the site, or will extend to
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Hirai Short Plat
Tukwila, Washington
March 30, 2006
NGA File No. 733906
Page 6
a depth below the depths explored, we should observe additional explorations in the area of the planned
vault to confirm that the subsurface conditions are consistent with our design recommendations. Grading
for the vault should be in accordance with the recommendations found in the Site Preparation and
Grading and Temporary and Permanent Slopes subsections of this report.
We would expect wet surficial soil conditions during the wetter times of the year We recommend the use
of footing drains around structures, and wall drains behind stem/retaining walls. Specific drainage
recommendations are given in the Site Drainage subsection of this report.
The site soils are considered extremely moisture - sensitive and will disturb easily even in moderately wet
conditions. We strongly recommend that construction take place during the drier summer months and
suspended during wet periods. If construction is to be attempted in wet conditions, major additional
expenses and delays should be expected due to the wet conditions. Additional expenses could include the
need for placing a blanket of rock spalls and/or geo -fabric on exposed subgrades, construction traffic
areas, and paved areas prior to placing structural fill, and the need for using all - weather material for
structural fill. The use of the native on -site soils as structural fill will likely be unfeasible, but will depend
on the moisture content of the soil at the time of construction. NGA should be retained to determine if the
on -site soils could be used as structural fill material prior to construction. We should also note that major
erosion control expenses and delays may be incurred if the site is to be developed in wet weather.
Erosion Control
The erosion hazard for the on -site soils is considered severe for exposed soils but actual erosion potential
will be dependent on how the site is graded and how water is allowed to concentrate. Best Management
Practices (BMPs) should be used to control erosion. Areas disturbed during construction should be
protected from erosion. Erosion control measures may include covering exposed soils with a layer of
crushed rock, diverting surface water away from the stripped or disturbed areas, and limiting construction
traffic on prepared subgrades. Silt fences or straw bales should be erected to prevent muddy water from
leaving the site. Disturbed areas should be planted as soon as practical and the vegetation should be
maintained until it is established. Other erosion control measures may include the use of a temporary
sediment control pond or Baker's tanks to store muddy water prior to leaving the site. This can be
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Hirai Short Plat
Tukwila, Washington
March 30, 2006
NGA File No. 733906
Page 7
evaluated at the time of construction based on the actual site conditions. The erosion potential of areas
not stripped of vegetation should be low.
Temporary and Permanent Slopes
Temporary cut slope stability is a function of many factors, including the type and consistency of soils,
depth of the cut, surcharge loads adjacent to the excavation, length of time a cut remains open and the
presence of surface or groundwater. It is exceedingly difficult under these variable conditions to estimate
a stable, temporary, cut slope angle. Therefore, it should be the responsibility of the contractor to
maintain safe slope configurations since he is continuously at the job site, able to observe the nature and
condition of the cut slopes, and able to monitor the subsurface materials and groundwater conditions
encountered.
The following information is provided solely for the benefit of the owner and other design consultants and
should not be construed to imply that Nelson Geotechnical Associates, Inc. assumes responsibility for job
site safety. Job site safety is the sole responsibility of the project contractor.
For planning purposes, we recommend that temporary cuts in any undocumented fill and loose soils be no
steeper than 2.0 Horizontal to 1.0 Vertical (2H:1 V). Cuts in the native silt could stand at inclinations as
steep as 11-1: 1V. If significant groundwater seepage is encountered, we would expect that flatter
inclinations would be necessary. We recommend that cut slopes be protected from erosion. These
erosion protection measures may include covering cut slopes with plastic sheeting and diverting surface
runoff away from the top of cut slopes. We do not recommend vertical slopes for cuts deeper than four
feet, if worker access is necessary. We recommend that cut slope heights and inclinations conform to
appropriate OSHA/WISHA regulations.
We recommend that permanent cuts in the native silt, as well as any permanent fill slopes to be
constructed on site be no steeper than 2.0 unit Horizontal to 1.0 unit Vertical (2.0H:1V). We recommend
that permanent cut and fill slopes be protected from erosion. Vegetation should be planted on permanent
slopes and maintained until established. To reduce the potential for erosion, surface water runoff should
not be allowed to flow uncontrolled over the permanent slopes.
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Hirai Short Plat
Tukwila, Washington
March 30, 2006
NGA File No. 733906
Page 8
Site Preparation and Grading
After erosion control measures are implemented, site preparation should consist of stripping the
development areas of organics, any fill, and loose soils to expose medium stiff or better native soils for
— the structural fill subgrade, and in foundation, slab, and pavement areas. Our explorations generally
encountered medium stiff or better native soils at depths of two feet below the existing ground surface.
However, additional stripping may be required in unexplored areas of the site or if the exposed subgrade
becomes disturbed due to wet weather. The stripped materials should be removed from the site or
stockpiled for later use as landscaping fill. If the stripped material is to be stockpiled on site, the
stockpiles should be kept away from the steeper portions of the slope and covered with plastic at all times.
We recommend that any undocumented fill encountered in the structure and pavement areas be removed
and replaced with structural fill or rock spalls extending to competent native material.
Depending on subgrade and weather conditions, pavement and slab subgrade should be compacted to a
non - yielding condition using static rollers then proof - rolled with a heavy rubber -tired piece of equipment.
Areas observed to pump or weave during the proof -roll test should be reworked to structural fill
specifications or over - excavated and replaced with properly compacted structural fill or rock spalls. For
better pavement and slab -on -grade performance, especially in wet conditions, a one -foot thick layer of
crushed rock may be placed over the prepared subgrade prior to placing asphalt or concrete. Final
subgrade preparation recommendations can be provided at the time of construction.
If significant surface water flow is encountered during construction, this flow should be diverted around
areas to be developed and the exposed subgrade maintained in a semi -dry condition. If wet conditions are
encountered, alternative site stripping and grading techniques will be necessary due to the highly sensitive
nature of the site soils. These methods could include using large excavators equipped with wide tracks
and a smooth bucket to complete site grading and covering exposed subgrade with a layer of crushed rock
for protection. If wet conditions are encountered or construction is attempted in wet weather, the
subgrade should not be compacted as this could cause further subgrade disturbance. In wet conditions it
may be necessary to cover the exposed subgrade with a layer of crushed rock as soon as it is exposed to
protect the moisture sensitive soils from disturbance by machine or foot traffic during construction. The
prepared subgrade should be protected from construction traffic and surface water should be diverted
around prepared subgrade.
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Hirai Short Plat
Tukwila, Washington
March 30, 2006
NGA File No. 733906
Page 9
The site soils are considered extremely moisture - sensitive and will disturb easily even in moderately wet
conditions. We strongly recommend that construction take place during the drier summer months. If
construction takes place during the wet season, additional expenses and delays should be expected due to
the wet conditions. This may include the need for installing an interceptor drain along the uphill side of
the site. Additional expenses could also include the need for placing a blanket of rock spalls and/or geo-
fabric on exposed subgrades, construction traffic areas, and paved areas prior to placing structural fill.
The use of on -site soils as structural fill will likely be unfeasible, but will be highly dependent on the
moisture content of the soil at the time of construction. NGA should be retained to determine if the on-
site soils could be used as structural fill material at the time of construction. For planning purposes, the
use of the on -site material as structural fill should be considered unfeasible.
Foundations
Conventional shallow spread foundations should be placed on undisturbed medium stiff or better native
soils or be supported on structural fill extending to those soils. Where undocumented fill or less dense
soils are encountered at the planned footing elevation, the subgrade should be over - excavated to expose
suitable bearing soil. The over - excavation may be filled with structural fill, or the footing may be
extended down to the native bearing soils. If footings are supported on structural fill, the fill zone should
extend outside the edges of the footing a distance equal to one -half of the depth of the over - excavation
below the bottom of the footing.
Footings, including interior footings, should extend at least 18 inches below the lowest adjacent finished
ground surface for frost protection and bearing capacity considerations. Foundations should be designed
in accordance with the 2003 IBC. Footing widths should be based on the anticipated loads and allowable
soil bearing pressure. Standing water should not be allowed to accumulate in footing trenches. All loose
or disturbed soil should be removed from the foundation excavation prior to placing concrete. It might be
prudent to place a layer of crushed rock on prepared foundation subgrade to limit subgrade disturbance by
foot traffic.
For foundations constructed as outlined above, we recommend an allowable design bearing pressure of
not more than 2,000 pounds per square foot (psf) be used for the design of foundations supported on the
medium stiff or better native soils or structural fill extending to the competent native soils. A
representative of NGA should evaluate the foundation bearing soil. We should be consulted if higher
NELSON GEOTECHN /CAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Hirai Short Plat
Tukwila, Washington
March 30, 2006
NGA File No. 733906
Page 10
bearing pressures are needed. Current 1BC guidelines should be used when considering increased
allowable bearing pressure for short-term transitory wind or seismic loads. Potential foundation
settlement using the recommended allowable bearing pressure is estimated to be less than one -inch total
and 1/2-inch differential between adjacent footings or across a distance of about 20 feet based on our
experience with similar projects.
Lateral loads may be resisted by friction on the base of the footing and passive resistance against the
subsurface portions of the foundation. A coefficient of friction of 0.30 may be used to calculate the base
friction and should be applied to the vertical dead load only. Passive resistance may be calculated as a
triangular equivalent fluid pressure distribution. An equivalent fluid density of 200 pounds per cubic foot
(pcf) should be used for passive resistance design for a level ground surface adjacent to the footing. This
level surface should extend a distance equal to at least three times the footing depth. These recommended
values incorporate safety factors of 1.5 and 2.0 applied to the estimated ultimate values for frictional and
passive resistance, respectively. To achieve this value of passive resistance, the foundations should be
poured "neat" against the native medium dense/stiff soils or compacted fill should be used as backfill
against the front of the footing. We recommend that the upper one -foot of soil be neglected when
calculating the passive resistance.
Structural Fill
General: Fill placed beneath foundations, pavement, or other settlement- sensitive structures should be
placed as structural fill. Structural fill, by definition, is placed in accordance with prescribed methods and
standards, and is monitored by an experienced geotechnical professional or soils technician. Field
monitoring procedures would include the performance of a representative number of in -place density tests
to document the attainment of the desired degree of relative compaction. The area to receive the fill
should be suitably prepared as described in the Site Preparation and Grading subsection prior to
beginning fill placement.
Materials: Structural fill should consist of a good quality, granular soil, free of organics and other
deleterious material and be well graded to a maximum size of about three inches. All- weather fill should
contain no more than five- percent fines (soil finer than U.S. No. 200 sieve, based on that fraction passing
the U.S. 3/4 -inch sieve). The use of on -site soils as structural fill will likely be unfeasible, but will be
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Hirai Short Plat
Tukwila, Washington
March 30, 2006
NGA File No. 733906
Page 11
highly dependent on the moisture content of the material at the time of construction. Most of the on -site
soils will be virtually impossible to compact to structural fill specifications in wet conditions. We should
be retained to evaluate proposed structural fill materials prior to construction.
Fill Placement: Following subgrade preparation, placement of structural fill may proceed. All filling
should be accomplished in uniform lifts up to eight inches thick. Each lift should be spread evenly and be
thoroughly compacted prior to placement of subsequent lifts. All structural fill underlying building areas
_ and pavement subgrade should be compacted to a minimum of 95 percent of its maximum dry density.
Maximum dry density, in this report, refers to that density as determined by the ASTM D -1557
Compaction Test procedure. The moisture content of the soils to be compacted should be within about
two percent of optimum so that a readily compactable condition exists. It may be necessary to over -
excavate and remove wet soils in cases where drying to a compactable condition is not feasible. All
compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree
of compaction.
Slab -on -Grade
Slabs -on- grade, if used, should be supported on subgrade soils prepared as described in the Site
Preparation and Grading subsection of this report. We recommend that all floor slabs be underlain by
at least six inches of free - draining sand or gravel for use as a capillary break. We recommend that the
capillary break be hydraulically connected to the footing drain system to allow free drainage from under
the slab. A suitable vapor barrier, such as heavy plastic sheeting (6-mil minimum), should be placed over
the capillary break material.
Pavements
Pavement subgrade preparation, and structural filling where required, should be completed as
recommended in the Site Preparation and Grading and Structural Fill subsections of this report. Any
undocumented fill should be removed and replaced with structural fill or thoroughly compacted prior to
placing the pavement section. The pavement subgrade should be proof -rolled with a heavy, rubber -tired
piece of equipment, to identify soft or yielding areas that require repair. The ability to leave some of the
undocumented fill in the payment subgrade will be dependent on the nature of the fill and expected
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Hirai Short Plat
Tukwila, Washington
March 30, 2006
NGA File No. 733906
Page 12
pavement performance. We should be retained to evaluate any fill to be left in pavement areas, observe
the proof - rolling, and recommend repairs prior to placement of the asphalt or hard surfaces.
Stormwater Management
The soils exposed in our explorations on this site consisted of silt with trace fine sand. These soils have
extremely low permeability and are not considered suitable for stormwater infiltration. A detention vault
or pipe may provide a more practical alternative for stormwater management on this site. The possible
location of a detention vault for this project had not been established at the time that this report was
prepared. Preliminary recommendations for excavation and retaining walls of an underground vault are
included in the following subsections of this report. However, if the vault will be located in an
unexplored area of the site, or will extend to. a depth below the depths explored, we should observe
additional explorations in the area of the planned vault to confirm that the subsurface conditions are
consistent with our design recommendations.
We understand that stormwater may also be handled using a detention pipe, rather than a detention vault.
If a detention pipe is used, the bottom of the trench should be cleared of any loose or sloughing material
prior to placing the pipe. The pipe should be underlain by one to two feet of washed rock and surrounded
with washed rock at least halfway up the pipe, placed evenly in small lifts on both sides of the pipe. The
top of the washed rock fill should be covered with filter fabric (Mirafi 140 N or equivalent) prior to
placing native material. We recommend that construction equipment not be operated over the pipe until
at least three feet of fill is placed over the pipe, or as recommended by the manufacturer. If native
material is used over the washed rock, it should be clear of particles over 3 inches in diameter and be
placed in thin lifts (no more than 6 inches in thickness). The fill should be compacted using walk behind
vibratory plate compactors. We should be retained to review the layout and design of any detention pipe
systems.
Retaining Walls
Retaining walls may be incorporated into project plans in the form of daylight basement stem -walls for
the new structures and for any detention vault. The lateral pressure acting on subsurface retaining walls is
dependent on the nature and density of the soil behind the wall, the amount of lateral wall movement
which can occur as backfill is placed, wall drainage conditions, the inclination of the backfill, and other
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Hirai Short Plat
Tukwila, Washington
March 30, 2006
NGA File No. 733906
Page 13
possible surcharge loads. For walls that are free to yield at the top at Least one thousandth of the height of
the wall (active condition), soil pressures will be less than if movement is limited by such factors as wall
stiffness or bracing (at -rest condition). We recommend that walls supporting horizontal backfill and not
subjected to hydrostatic forces be designed using a triangular earth pressure distribution equivalent to that
exerted by a fluid with a density of 45 pcf for yielding (active condition) walls, and 65 pcf for non-
yielding (at -rest condition) walls.
_ These recommended lateral earth pressures are for a drained granular backfill and are based on the
assumption of a horizontal ground surface behind the wall for a distance of at least the subsurface height
of the wall, and do not account for surcharge loads. Additional lateral earth pressures should be
considered for surcharge loads acting adjacent to subsurface walls and within a distance equal to the
subsurface height of the wall. This would include the effects of surcharges such as traffic loads, floor slab
and foundation Loads, slopes, or other surface loads. Also, hydrostatic and buoyant forces should be
included if the walls could not be drained. We could consult with you and your structural engineer
regarding additional loads on retaining walls during final design, if needed.
The lateral pressures on walls may be resisted by friction between the foundation and subgrade soil, and
by passive resistance acting on the below -grade portion of the foundation. Recommendations for
frictional and passive resistance to lateral loads are presented in the Foundations subsection of this
report.
All wall backfill should be well compacted as outlined in the Structural Fill subsection of this report.
Care should be taken to prevent the buildup of excess lateral soil pressures, due to over - compaction of the
wall backfill. This can be accomplished by placing wall backfill in thin loose lifts and compacting it with
small, hand - operated compactors within a distance behind the wall equal to at least one -half the height of
the wall. The thickness of the loose lifts should be reduced to accommodate the lower compactive energy
of the hand - operated equipment. The recommended level of compaction should still be maintained.
Permanent drainage systems should be installed for retaining walls. Recommendations for these systems
are found in the Subsurface Drainage subsection of this report. We recommend that we be retained to
evaluate the proposed wall drain backfill material and drainage systems.
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Hirai Short Plat
Tukwila, Washington
March 30, 2006
NGA File No. 733906
Page 14
Site Drainage
Surface Drainage: Final site grades should allow for drainage away from the planned structures. We
suggest that the finished ground be sloped at a minimum gradient of three percent for a distance of at least
— 10 feet away from the buildings. Surface water should be collected by permanent catch basins and drain
lines, and be discharged into an appropriate discharge system. Water should not be allowed to collect in
any area where footings, slabs, or pavements are to be constructed. Surface water generated from paved
areas and roof drains should be routed into permanent catch basins and then tightlined into appropriate
stormwater facilities. Water should not be allowed to flow over the slopes or adjacent rockery.
Subsurface Drainage: If groundwater is encountered during construction, we recommend that the
contractor slope the bottom of the excavations and collect the water into ditches and small sump pits
where the water can be pumped out and routed to a suitable discharge point.
We recommend the use of footing drains around the planned structures and wall drains behind retaining
walls. Footing drains should be installed at least one foot below planned finished floor elevation. The
drains should consist of a minimum four - inch - diameter, rigid, slotted or perforated, PVC pipe surrounded
by free - draining material, such as washed rock, wrapped in a filter fabric. We recommend that an 18-
inch -wide zone of clean (less than three- percent fines), granular material be placed along the back of the
walls above the drain. Pea gravel is an acceptable drain material or a drainage composite may be used
instead. The free - draining material should extend up the wall to one foot below the finished surface. The
top foot of backfill should consist of impermeable soil placed over plastic sheeting or building paper to
minimize surface water or fines migration into the footing drain. Footing drains should discharge into
tightlines leading to an appropriate collection and discharge point with convenient cleanouts to prolong
the useful life of the drains. Roof drains should not be connected to footing drains. If a detention vault or
pipe is used and these elements can not be effectively drained, they should be designed to withstand
hydrostatic forces.
USE OF THIS REPORT
NGA has prepared this report for Mr. George Hirai, and his agents, for use in the planning and design of
the development planned on this site only. The scope of our work does not include services related to
construction safety precautions and our recommendations are not intended to direct the contractors'
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Hirai Short Plat
Tukwila, Washington
March 30, 2006
NGA File No. 733906
Page 15
methods, techniques, sequences, or procedures,, except as specifically described in our report for
consideration in design. There are possible variations in subsurface conditions between the explorations
and also with time. Our report, conclusions, and interpretations should not be construed as a warranty of
subsurface conditions. A contingency for unanticipated conditions should be included in the budget and
schedule.
We recommend that NGA be retained to provide monitoring and consultation services during
construction to confirm that the conditions encountered are consistent with those indicated by the
explorations, to provide recommendations for design changes should the conditions revealed during the
work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation
activities comply with contract plans and specifications. We should be contacted a minimum of one week
prior to construction activities and could attend pre - construction meetings if requested.
Within the limitations of scope, schedule, and budget, our services have been performed in accordance
with generally accepted geotechnical engineering practices in effect in this area at the time this report was
prepared. No other warranty, expressed or implied, is made. Our observations, findings, and opinions are
a means to identify and reduce the inherent risks to the owner.
o-O -o
NELSON GEOTECHNICAL ASSOCIATES, INC.
Geotechnical Engineering Evaluation
Hirai Short Plat
Tukwila, Washington
March 30, 2006
NGA File No. 733906
Page 16
It has been a pleasure to provide service to you on this project. If you have any questions or require
further information, please call.
Sincerely,
NELSON GEOTECHNICAL ASSOCIATES, INC.
(
A. McCaughan, EST
Senior Staff Engineer
Khaled M. Shawish, PE
Principal
CAM: KMS:lam
Ten Figures Attached
NELSON GEOTECHNICAL ASSOCIATES, INC.
j
VICINITY MAP
Not to Scale
Protect Number
733906
Figure 1
Hiral Short Plat
Vicinity Map
Tukwila, WA
NELSON GEOTECHNICAL No. Date Revision
NN A ASSOCIATES, INC.
3.20/06 Original
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Existing Rockery
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Scale: 1 Inch = 40 feet
Project Number
733906
Figure 2
Hirai Short Plat
Site Plan
NELSON GEOTECHNICAL
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Reference: Cross Section is based on a topographic site plan dated June 1, 2005, titled "Hirai Site Plan; prepared by Medina Consulting Engineers, Inc.
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Reference: Cross Section is based on a topographic site plan dated June 1, 2005, titled 'Hirai Site Plan; prepared by Medina Consulting Engineers, Inc.
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Reference: Cross Section Is based on a topographic site plan dated June 1, 2005, titled "Hirai Site Plan prepared by Medina Consulting Engines, Inc.
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UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
GROUP
SYMBOL
GROUP NAME
COARSE -
GRAINED
SOILS
- MORE THAN 50 %
RETAINED ON
NO. 200 SIEVE
•
GRAVEL
MORE THAN 50 %
OF COARSE FRACTION
RETAINED ON
NO. 4 SIEVE
CLEAN
GRAVEL
GW
WELL - GRADED, FINE TO COARSE GRAVEL
GP
POORLY - GRADED GRAVEL
GRAVEL
WITH FINES
GM
SILTY GRAVEL
GC
CLAYEY GRAVEL
SAND
MORE THAN 50 %
OF COARSE FRACTION
PASSES NO. 4 SIEVE
CLEAN
SAND
SW
WELL-GRADED SAND, FINE TO COARSE SAND
SP
POORLY GRADED SAND
SAND
WITH FINES
SM
SILTY SAND
SC
CLAYEY SAND
FINE -
GRAINED
SOILS
MORE THAN 50 %
PASSES
NO. 200 SIEVE
SILT AND CLAY
LIQUID LIMIT
LESS THAN 50 %
INORGANIC
ML
SILT
CL
CLAY
ORGANIC
OL
ORGANIC SILT, ORGANIC CLAY
SILT AND CLAY
LIQUID LIMIT
50 % OR MORE
INORGANIC
MH
SILT OF HIGH PLASTICITY, ELASTIC SILT
CH
CLAY OF HIGH PLASTICITY, FLAT CLAY
ORGANIC
OH
ORGANIC CLAY, ORGANIC SILT
HIGHLY ORGANIC SOILS
PT
PEAT
NOTES:
1) Fleld classification Is based on visual SOIL MOISTURE MODIFIERS:
examination of soil In general
accordance with ASTM D 2488-93. Dry - Absence of moisture, dusty, dry to
the touch
2) Soil classification using laboratory tests
Is based on ASTM D 2488 -93. Moist - Damp, but no visible water.
3) Descriptions of soli density or Wet - Visible free water or saturated,
consistency are based on usually soil is obtained from
Interpretation of blowcount data, below water table
visual appearance of soils, and/or
test data.
Zg
Project Number
733906
Hirai Short Plat
Soli Classification Chart
_ %. NE LSON GEOTECHNICAL
N� - Gq�1. ASSOCIATES, Inc.
GEC/TECHNICAL ENGINEERS & GEOLOGISTS
^ a . ;� ,,,� 1 y , ��.�..
,
l ate
Revision
t K 0
J
1 q •
V
Figure 6
IItaMHW /In441ilp �xb,p.uYNm�_
DEPTH(FEET)
TEST PIT ONE
TEST PIT THREE
TEST PIT FOUR
0.0 - 1.3
1.3 - 2.0
TEST PIT FIVE
0.0 -1.0
1.0 - 5.5
ACO:CAM
LOG OF EXPLORATION
USC SOIL DESCRIPTION
0.0- 2.0 ML DARK BROWN SILT WITH TRACE FINE SAND, DARK ORGANICS, BRICK, AND TIMBER
(VERY SOFT, MOIST) Mk)
2.0 -8.0 ML BROWN-GRAY, IRON -OXIDE STAINED, SILT WITH TRACE FINE SAND (STIFF, MOIST)
8.0 -10.0 ML BLUE -GRAY SILT WITH TRACE FINE SAND (VERY STIFF, MOIST)
SAMPLES WERE COLLECTED AT 1.8, 3.0, AND 9.0 FEET
GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED
MODERATE TEST PIT CAVING WAS ENCOUNTERED BETWEEN 0.0 AND 2.0 FEET
TEST PIT WAS COMPLETED AT 10.0 FEET ON 3/15/06
TEST PIT TWO
0.0 -1.3 DARK BROWN TO BLACK SILT WITH TRACE FINE SAND AND ROOTS (TOPSOIL)
1.3 -7.0 ML BROWN -GRAY, IRON -OXIDE STAINED, SILT WITH TRACE FINE SAND (STIFF, MOIST)
7.0 -8.5 ML BLUE -GRAY SILT WITH TRACE FINE SAND (VERY STIFF, MOIST)
SAMPLES WERE COLLECTED AT 0.8, 2.5, AND 8.0 FEET
GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED
MODERATE TEST PIT CAVING WAS ENCOUNTERED BETWEEN 0.0 AND 1.3 FEET
TEST PIT WAS COMPLETED AT 8.5 FEET ON 3/15/06
0.0 -32 ML DARK BROWN SILT WITH TRACE FINE SAND, ROOTS, BRICK, AND CONCRETE
(VERY SOFT, MOIST TO WET) (F111)
3.2 - 10.5 ML BROWN -GRAY, IRON -OXIDE STAINED, SILT WITH TRACE FINE SAND (STIFF, MOIST)
10.5 -11.0 ML BLUE -GRAY SILT WITH TRACE FINE SAND (VERY STIFF, MOIST)
SAMPLES WERE COLLECTED AT 3.0, 4.0, AND 10.8 FEET
GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED
MODERATE TEST PIT CAVING WAS ENCOUNTERED BETWEEN 0.0 AND 3.2 FEET
TEST PIT WAS COMPLETED AT 11.0 FEET ON 3/15/06
DARK BROWN TO BLACK SILT WITH TRACE FINE SAND AND ROOTS (TOPSOIL)
ML BROWN -GRAY SILT WITH TRACE FINE SAND (STIFF, MOIST)
SAMPLES WERE NOT COLLECTED
GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED
TEST PIT CAVING WAS NOT ENCOUNTERED
TEST PIT WAS COMPLETED AT 2.0 FEET ON 3/15/06
ML DARK BROWN SILT WITH TRACE FINE SAND, TOPSOIL, AND GARBAGE
(VERY SOFT, MOIST TO WET) (FILL?
ML BROWN -GRAY, IRON -OXIDE STAINED, SILT WITH TRACE FINE SAND (STIFF, MOIST)
SAMPLE WAS COLLECTED AT 5.0 FEET
GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED
MODERATE TEST PIT CAVING WAS ENCOUNTERED BETWEEN 0.0 AND 1.0 FEET
TEST PIT WAS COMPLETED AT 5.5 FEET ON 3/15/08
NELSON GEOTECHNICAL ASSOCIATES, INC.
FILE NO 733808
FIGURE 7
TEST NT SIX
- 0.0 -1.5 ML DARK BROWN SILT WITH TRACE FINE SAND, BRICKS, AND GARBAGE (VERY SOFT, MOIST) (RLL)
1.5 -4.5 ML BROWN -GRAY SILT WITH TRACE FINE SAND (STIFF, MOIST)
- TEST PIT SEVEN
0.0 - 2.8
TEST PIT EIGHT
0.0 - 2.0 DARK BROWN TO BLACK SILT WITH TRACE FINE SAND AND ROOTS (TOPSOIL)
2.0 -2.4 ML BROWN -GRAY SILT WITH TRACE FINE SAND (STIFF, MOIST)
SAMPLES WERE NOT COLLECTED
GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED
TEST PIT CAVING WAS NOT ENCOUNTERED
TEST PIT WAS COMPLETED AT 2.4 FEET ON 3/15/00
DEPTH (FEET)
2.8 - 5.2 ML BROWN -GRAY SILT WITH TRACE FINE TO MEDIUM SAND AND FINE GRAVEL (STIFF, MOIST)
ACO:CAM
LOG OF EXPLORATION
USC SOIL DESCRIPTION
SAMPLES WERE NOT COLLECTED
GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED
HEAVY TEST PIT CAVING WAS ENCOUNTERED BETWEEN 0.0 AND 1.5 FEET
TEST PIT WAS COMPLETED AT 4.5 FEET ON 3/15/00
ML BROWN -GRAY, IRON -OXIDE STAINED, SILT WITH TRACE FINE SAND AND ROOTS
(VERY SOFT, MOIST) (BUJ
SAMPLES WERE COLLECTED AT 1.5 AND 4.5 FEET
GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED
MODERATE TEST PIT CAVING WAS ENCOUNTERED BETWEEN 0.0 AND 2.8 FEET
TEST PIT WAS COMPLETED AT 5.2 FEET ON 3/15/08
NELSON GEOTECHNICAL ASSOCIATES, INC.
FILE NO 733008
FIGURE 8
I I 1 1 1 1 1 1
I1
10
c
1
A
100
90
60
1-
70
m t0
z 60
LL
1-
w 40
U1
W 30
a
20
10
0
1000
11 11 1 I it!
Y1111i1211111■111
II- IIahhIatIII
111111 111111•111
11a11m1u1•1111
11111111111111101111
111111111111111111111
12111111111111112
11111111111111121111111
1111111111111111111
11111112111111112111
111111111111111111
11a111111u1 •1111
M•isi•1111
11.ilwi•l.1111
NRllSilPUII
TEN1111 1 1111
011
Alm
100
U.S. STANDARD SIEVE SIZE
sue s�' bg eo 4 eP 4
as 4 ' 4
•
10 1.0
GRAIN SIZE IN MILLIMETERS
0.1
0.01
0.001
COBBLES
GRAVEL
SAND
COARSE ( FINE !COARSE' MEDIUM
(
FINE
SILT OR CLAY
U.S.C.
SYMBOL
•ML
EXPLORATION
NUMBER
TP -1
SAMPLE
DEPTH
9.0 feet
SOIL DESCRIPTION
Gray silt with trace fine sand
SOIL
DISTRIBUTION
Gravel = 0%
Sand = 3%
SNUClay = 97%
Ix
ra cworan g
� I irar ca.
AS
uolsIney
_I10 saOQ/C 1
NUM
'ON
ea., MMI
Y11a RM AM OMWaM
":.mac oC
aow �'wn +iui
010/007010 9 •1111NION3 9V 1NN071O11e1
'ONI 'S31YI3O88y
1YOINHOS1030 NOSI
� V tJ N
3pj \�
slsAleuy analg
leld Jous I�w
0" aJn61U
906EEL
JagwnN Pajad
•
r
N
N
1
0
co.
C
in
P
m of
x�
8
T _
z
m
2
T
2
m
N
tr-
PERCENT FINER BY WEIGHT
0 0 8 8 O 8 8 O 8 `S
•
1
U1
t II i I i ±± —+ •
— --- y o g
J
J
O
0
0
O
8
I
Section 7
OTHER PERMITS
Technical InlnnaBOn Repoli (T11;905-251-2008
IMAM Consulting E glneess. N[.
IMEDINA PiojecfsWinal SPIEnpineaing
Other Permits:
The project owners will obtain for a Right -Of -Way Use permit from the City of Tukwila to
install drainage improvements in Pacific Highway (99), and will obtain the proper
permits from King County Water District No. 49 and Valvue Sewer District for the
installation of the proposed water and sanitary systems. The owners will also obtain a
Clearing Grading Permit from the City of Tukwila to clear and grade the sites, and for an
individual Building Permits to construct proposed homes.
Technical InMxmetion Report (TIR) 05-251 -2008
o0o
MIAMI Canwevg Engh¢ess. Inc
IMEDINA ProjectsWirei SPIEnginee,ing
L
FILE COPY
Perry. ?t No.
c . , rr.i mis51on$.
Lateral Load. AnalAis for
Design Unlimited
Plan 12941VA/1)D/2
Western Washington Default
Per 2003 IBC uringQlat v 4.0
Seismic Design Category
Site Class
SDs
R
Exposure
Wind Speed
Snow Load
D
D
0.865
6.5 (OSB)
`B,
85 mph (3 sec)
25 psf
May 9, 2005
CODE COMPLIANCE
Aboonyro
AU0 15 2006
Of BUILDING D IV SI
IEk IRES 03- 16 -0
This lateral has been personally reviewed by me and it is in full
compliance with the 2003 International Building Code.
CITVO TTIJKKWIIA
JUN 12 2006
PERMITCENTER
PO(o-22k
1
4
A
Walls
Holddowns
Struts
1 4 Story : 2
20
•
•
•
•
•
•
•
•
1
1
1
40.0
11
1
3
05 -09 -2005 1294RDB2
C 7/16" Wood Structural Panel w/ 1Od Box ECr III Species ]_
C Simpson Strong -Tie Holdown] [ Cr III Species
I Simpson Cnnctr ] x- Exceeds maximum table value
2
4
A
Walls
Holddowns
Struts
1 4 Story
2
20.0
3
40.0
05 -09 -2005 129411DB2
C 7/16" Wood Structural Panel w/ 1Od Box EGr III Species ]_
C Simpson Strong -Tie Holdown] C Gr III Species
[ Simpson Cnnctr ] Exceeds maximum table value
Designs Unlimited
Time : 03:06:05
Date : 05 -10 -2005
==me==s==a==
SUMMARY OF SHEAR WALL AND HOLDDOWN SELECTIONS
Walls Parallel to X axis
Story Line Wall SW LtHD RtHD
2 A 1 1
2 A 2 1
2 A 3 1
2 A 4 1
2 B 1 1
2 C 1 1 1 1
2 C 2 1 1 1
* Exceeds table capacity
- None required
1 A 1 1 1 1
1 A 2 1 - -
1 A 3 1 - 3.
1 B 1 2
1 C 2 1 -
WOODCAD QLAT (Pro V4.0)
File: 1294RDB2
Page: 1
SW selection based on file: W7HF10BW.TBL
HD selection based on file: HCWA.TBL
OCWA.TBL
Designs Unlimited
Time : 03:06:05
Date : 05 -10 -2005
======================== ta= a====== = = ==a = = = == = = == == ==a == = == = = = == == =
SUMMARY OF SHEAR WALL AND HOLDDOWN SELECTIONS
Walls Parallel to Y axis
Story Line Wall SW LtHD RtHD
2 1 1 1
2 2 2 1
2 3 1 1
2 3 2 1
1 1 1 1
1 2 1 3
1 3 1 1
* Exceeds table capacity
- None required
WOODCAD QLAT (Pro V4.0)
File: 1294RDB2
Page: 1
SW selection based on file: W7HF10BW.TBL
HD selection based on file: HCWA.TBL
OCWA.TBL
— L
o11cOL na111 ocneuuLc
[ 7/16" Wood Structural
. - -- - 0.71- 111 .7rc
Panel w/ 10d Box]
,
Shear Wall
Edge
Anchor
Bottom
Rim /Blk to
Allow
SW
Sheathing
Nailing
Bolts
Plate
Top plate
Shear
Notes
#
[Thick (side)]
(in oc)
(in oc)
(in oc)
(in oc)
(K1
7/16" OSB(1)
10d @ 6
5/8" @ 48
16d @ 5
A35 @24 w /12 -8d
0.
to N
M rn VD W VD
r♦ r! . I 1 I
ra r4 r4 r4rl
7/16" OSB(1)
10d @ 4
5/8" @ 32
16d @ 3
A35@16 w /12 -8d
0.
7/16" OSB(1)
l0d @ 3
5/8" @ 12
16d @ 2
A35 @12 w /12 -8d
0.
W
7/16" OSB(1)
10d @ 2
5/8" @ 8
16d @ 2
A350 9 w /12 -8d
0.
7/16" OSB(2)
10d @ 4
5/8" @ 24
2 -16d @ 3
2- A35 @15 w12 -8d
0.70
7/16" OSB(2)
10d @ 3
5/8" @ 18
2 -16d @ 2
2- A35 @12 w12 -8d
0.90
7/16" OSB(2)
10d @ 2
5/8" @ 12
2 -16d @ 2
2 -A35@ 9 w12 -8d
1.20
[ Shear Wall Notes ]
GENERAL NOTES (apply to all shear walls)
a) For Rated Sheathing panels, space nails @ 12 in (305 mm) oc along
intermediate framing members.
b) Block all panel edges with minimum 2x (51mm) blocking
c) Apply nailing to all studs, top and bottom plates and blocking.
d) Framing to be a maximum of 24 in (610mm) oc.
e) Fasteners shall be driven flush with surface of sheathing.
f) Provide solid blocking under the shear walls at the diaphragms to
accommodate the bottom plate attachment.
g) Offset panel joints on each side of wall minimum one stud bay.
SPECIAL NOTES FOR SHEAR WALLS (apply to walls specifically noted)
1) APA Rated Sheathing EXP1 /EXP2 /EXT or C- C /C- D /Struct II Plywood.
2) Provide 3x's (76mm) at adjoining panel edges w /nails staggered.
3) Provide minimum 3x (76mm) blocking or joists beneath bottom plate
with bottom plate nails staggered.
4) Walls >0.35 klf use a minimum of a 3x sill. For walls between 0.35
and 0.60 anchor bolt spacing has been decreased by 1/2 (use 2x).
5) Framing to be a maximum of 16 in (610 mm) o.c. for shear walls
1 and 2.
6) Provide nailing at intermediate supports the same as edge nailing
in shear walls that use GWB (shear walls 1 and 2).
7) For shear walls 2, 7, 8, and 9, panel joints shall be offset to
fall on different framing members or framing shall be 3" nominal
or thicker, and nails on each side shall be staggered.
=
L nuluvwll Dulle(luse
( Simpson Strong
[ Simpson 2004
J l l.L
-Tie Holdown]
Catalog ]
111 zpeCle9
1—
Foundation Level
HD
Type
Stud
Fastner
Anchor
Cap
Detail
#
'
Type
to Stud
Bolt
Kips
Number
STHDB
X X X X X X X X
N N N N N TN d' di LO
N N N N N
(24) 16d
- --
2.37
STHD1
(28) 16d
- --
2.99
STHD14
(38) 16d
- --
4.43
PHD6
(18)SDS3
7/8 "0
5.86
Lrl
PHDS
(24)SDS3
7/8 "0
6.73
HDQ8
(20)SDS3
7/8 "0
8.33
HD10A
(4)7/8 "t
7/8 "0
9.54
HD14A
(4) 1" 0
1" 0
11.08
HD15
(5) 1" 0
1 -1/4 "0
15.30
=
nosuowi1 .�. t.:ileuule 1
[ Simpson Strong -Tie
[ Simpson 2003 Catalog
l 1/411
Holdown ]
]
111 A (Jet
-lcb 1
Other Levels
Type
Stud
Fastener
Tie
Cap
Detail
Type
to Stud
Rod
Kips
Number
CS18(36 ")
N N N N N N
OIL) W W W N N N N
• X X X X X X X X X
(18)10d
- --
1.27
(2)CS20(36 ")
(18) 8d ea
- --
2.01
(2)CS18(36 ")
(18)10d ea
- --
2.54
(2)CS16(48 ")
(28) 8d ea
- --
3.30
MST72
(56)16d ea
- --
5.80
2)MST48
(42)16d ea
- --
7.63
2)MST60
(46)16d ea
- --
8.92
2)MST72
(56)16d ea
- --
11.60
HD15
(5) 1 "t
5/4
15.30
•
[ Holddown Notes ]
GENERAL NOTES
a) Minimum concrete compresive strength to be 2.5 ksi (17.2 MPa).
b) Refer to manufacturers' catalogs for minimum distance to foundation
corner.
c) Refer to manufacturers' catalogs for minimum backing member size.
d) Refer to manufacturers' catalogs for anchor bolt embedment depth.
e) Posts at holddewn: 2x & 4x (38mm x and 89mm x) - -- #2 or better
5:k ( 140mm x ) - -- #1 or better
f) The anchor type holddowns at other levels shall have a pair, one
above and one below, tied by a threaded rod.
g) Use STHDBRJ for STHDS, STHD1ORJ for STHD10, and STHDI4RJ for STHD14
where rim joists are installed.
The stud f astener ` -or STHD's shall oe 16d sinkers.
Minimum stem wall to be G" wide for - -story buil dings, 3" wide for
buildings haying _ or more stories
—
I uiay SLLUI.
[ Simpson Cnnctr
[ Simpson 1996
oeheaule 1 (Gr.
1
Catalog
s /i. aNcL:ic1
—
DS
Conn
Drag
Fastner
Thru
Ca
e
#
Type
Strut
to Cnnctr
Rod
Ki
D.
24 " -CS16
DBL TOP PL
(22) -l0d
--
1.
r- 4HrI.-1 HNNNN
(2)24 " -CS16
DBL TOP PL
(22) -l0d ea
--
3.
(3)24 " -CS16
4x 6
(22) -10d ea
--
4.
155 "- CMST14
4x 6
(88) -10d
--
6.
202 "- CMST12
4x 6
(118) -10d
--
9.
(2) -HD14A
4x 6
ea (4)- 1" 0
1" 0'
11.08
(2) -HD15
6x10
ea (5)- 1" 0
1 -1/4 "0
15.30
(4) -HD10A
6x10
ea (4) -7/8 "0
7/8 "0
19.80
(4) -HD15
6x10
ea (5)- 1" ¢
1 -1/4 "0
30.61
( Drag Strut Notes ]
GENERAL NOTES (apply to all drag struts)
a) Each listed drag strut is the minimum size for the design drag
force and may be replaced by members with larger cross sections.
b) Double top plates to be graded Standard or better (Ft critical).
c) 4x and 6x members to be graded No.2 or better (Ft critical).
SPECIAL NOTES FOR DRAG STRUTS (where specifically noted)
1) The length of the metal strap is the total nailing length, one half
applies within shear wall, the other half beyond shear wall on the
drag strut.
The number of nails to metal strap connector is the total number
of nails required, one half applies within shear wall, the other
half beyond shear wall on the drag strut.
2) The anchor tie shall have a pair, one applies within shear wall,
the other beyond shear wall on the drag strut.
Designs Unlimited
Time : 03:06:06
Date : 05 -10 -2005
==A=== r= = _ __ _ ____ z
Ht (ft)
8.0 -
9.0 -
SUMMARY SHEET
SEISMIC DATA: Manual
= = =
EPVRA = 0.33
EPA = 0.33
SHEG = I
Seis Perf Cat =
Soil Profile = S4
Period = 0.17
Snow Factor = 0.25
R Y -Axis = 4.5 BSF Y -Axis = 0.095
R X -Axis = 4.5 BSF X -Axis = 0.095
WIND DATA: Manual
Wind Exposure = B
Wind Speed = 85
Structure = Encl /Unencl
Imp Factor = 1.00
Story 2
Story 1
WOODCAD QLAT (Pro V4.0)
File: 1294RDB2
Page: 1 of 5
Load Summary II to Y (1 to X
Level (K) DL Seis Wind DL Seis Wind
2 - 31.5 3.7 3.6
33.1 4.1
6.4
1 - 20.4 1.3 3.2 30.1 2.0 3.7
Base Total 4.9 6.8 6.0 10.1
Designs Unlimited
Time : 03:06:06
Date : 05 -10 -2005
INPUT DATA - Walls
WOODCAD QLAT (Pro V4.0)
File: 1294RDB2
Page: 2 of 5
Calc Plot Wall Length Wall Lt Trib Rt
Dis Dis Dis Ht Shear Holddown DL Span Width Span
(ft) (ft) (ft) (ft) (ft) (ft) (Ksf) (ft) (ft) (ft)
WALLS Parallel to Y -Axis
X X Y
Story 2
Line 1
Wall 1 0.0 0.0 20.0 8.0 23.0 23.0 0.015 0.0 20.0 0.0
Line 2
Wall 2 20.0 20.0 26.5 8.0 16.5 16.5 0.015 0.0 1.0 0.0
Line 3
Wall 1 40.0 40.0 0.0 8.0 27.5 27.5 0.015 0.0 20.0 5.0
Wall 2 40.0 40.0 32.5 8.0 13.5 13.5 0.015 5.0 20.0 0.0
Story 1
Line 1
Wall 1 0.0 0.0 3.0 8.0 20.0 20.0 0.015 0.0 1.0 0.0
Line 2
Wall 1 20.0 25.0 38.0 8.0 8.0 8.0 0.150 0.0 1.0 0.0
Line 3
Wall 1 40.0 40.0 3.0 8.0 43.0 43.0 0.015 0.0 1.0 0.0
WALLS Parallel to X -Axis
Y Y X
Story 2
Line A
Wall 1 0.0 3.0 8.0 8.0 4.5 4.5 0.015 0.0 1.0 8.0
Wall 2 0.0 3.0 20.5 8.0 4.5 4.5 0.015 8.0 1.0 0.0
Wall 3 0.0 0.0 25.0 8.0 4.5 4.5 0.015 0.0 1.0 6.0
Wall 4 0.0 0.0 35.5 8.0 4.5 4.5 0.015 6.0 1.0 0.0
Line B
Wall 1 23.0 23.0 0.0 8.0 20.0 20.0 0.015 0.0 1.0 0.0
Line C
Wall 1 46.0 46.0 25.0 8.0 5.0 5.0 0.015 0.0 1.0 5.0
Wall 2 46.0 46.0 35.0 8.0 5.0 5.0 0.015 5.0 1.0 0.0
Story 1
Line A
Wall 1 0.0 3.0 8.0 8.0 4.5 4.5 0.015 0.0 8.0 6.0
Wall 2 0.0 3.0 18.5 8.0 11.0 11.0 0.015 6.0 8.0 6.0
Wall 3 0.0 3.0 35.5 8.0 4.5 4.5 0.015 6.0 8.0 0.0
Line B
Wall 1 23.0 23.0 0.0 8.0 20.0 20.0 0.150 0.0 1.0 0.0
Line C
Wall 2 46.0 46.0 25.0 8.0 15.0 15.0 0.150 0.0 3.0 0.0
Designs Unlimited
Time : 03:06:06
Date : 05 -10 -2005
_■_____ _____■ =____ === = = =___ ___
INPUT DATA - Diaphragms
WOODCAD QLAT (Pro V4.0)
File: 1294RDB2
Page: 3 of 5
Build Dead Part Live Start Cant Ext Roof Slope
Dimen Load Load Load Dia Dia Wall Front Back
(ft) (Ksf) (Rsf) (Ksf) (ft) (Ksf)
ems =__________________ = =e = === = ____ _ = =
LINES Parallel to Y -Axis
Roof Level
Lines 1 2 43.0 0.015 0.000 0.000 3.0 0.015 3.2 3.2
Lines 2 3 46.0 0.015 0.000 0.000 0.0 0.015 4 4
Level 1
Lines 1 2 20.0 0.010 0.000 0.000 3.0 N 0.015 3.5 3.5
Lines 2 3 43.0 0.010 0.000 0.000 3.0 N 0.015 0 0
LINES Parallel to X -Axis
Roof Level
Lines A B 40.0 0.015 0.000 0.000 0.0 0.015 4 4
Lines B C 40.0 0.015 0.000 0.000 0.0 0.015 3.54 3.5
Level 1
Lines A B 40.0 0.010 0.000 0.000 0.0 0.015 0 0
Lines B C 40.0 0.010 0.000 0.000 0.0 0.015
Designs Unlimited
Time : 03:06:06
Date : 05 -10 -2005
==.=====_ ______________________ = == = == === = = _ _
OUTPUT DATA - Shear Walls and Holddown Forces
story 2
Ln 1 0.9
Wall 1
Ln 2 1.8
Wall 2
Ln 3 0.9
Wall 1
Wall 2
Story 1
Ln 1 1.1
Wall 1
Ln 2 2.5
Wall 1
Ln 3 1.4
Wall 1
WOODCAD QLAT (Pro V4.0)
File: 1294RDB2
Page: 4 of 5
Line Shear Wall Shear H Drag Force Holddowns
Seis Wind Seis Wind - -- Lt Rt Left Rght
(K) (K) (kif) (klf) W (K) (K) (K) (K)
WALLS Parallel to Y -Axis
0.9
1.8
0.9
1.7
3.4
1.7
WALLS Parallel to X -Axis
Story 2
Ln A 1.0 1..6
Wall 1
Wall 2
Wall 3
Wall 4
Ln B 2.0 3.2
Wall 1
Ln C 1.0 1.6
Wall 1
Wall 2
Story 1
Ln A 1.5 2.5
Wall 1
Wall 2
Wall 3
Ln B 3.0 5.1
Wall 1
Ln C 1.5 2.5
Wall 2
0.039 0.039 0.3 0.4 0.0
0.111 0.109 0.5 1.0 0.0
0.023 0.022 0.3 0.0 0.0
0.023 0.022 0.6 0.0 0.0
0.055 0.085 0.4 0.0 0.0
0.308 0.425 1.0 1.5 0.0
0.032 0.040 0.2 0.0 0.0
0.056
0.056
0.056
0.056
== == = =
0.089
0.089
0.089
0.089
0.101 0.161
1.8
1.8
1.8
1.8
0.3
0.4
0.2
0.2
0.4 0.0
0.0
0.2
0.0
0.0
1.6
0.101 0.161 1.6 1.0 0.4 1.0 1.0
0.101 0.161 1.6 0.6 0.0 1.0 1.0
0.075 0.126 1.8 0.0 0.0 1.2 1.0
0.075 0.126 0.7 0.2 0.0
0.075 0.126 1.8 0.0 0.0 0.7
0.150 0.253 0.4 0.0 0.9
0.100 0.169 0.5 0.6 0.0
S- Support required beneath holddown M- Manaul input of holddown
Designs Unlimited
Time : 03:06:06
Date : 05 -10 -2005
WOODCAD QLAT (Pro V4.0)
File: 1294RDB2
Page: 5 of 5
= a;========== s=====_ _________________________ = = = = =s =________________
OUTPUT DATA - Diaphragms and Chord Forces
H Dia Load Seismic Shear Wind Shear Chord Force
- -- Seismic Wind Left Right Left Right Max at
W (Kips) (Kips) (Klf) (Kif) (K1f) (Kif) (Kip).xxL
_________= a =___________ _ = = =s=
LINES Parallel to Y -Axis
Roof Level
Lines 1 2 0.5 1.78 1.80 0.02 -0.02 0.02 -0.02 0.1 .50
Lines 2 3 0.4 1.89 1.80 0.02 -0.02 0.02 -0.02 0.1 .50
Level 1
Lines 1 2 1.0 0.41 1.60 0.01 -0.01 0.04 -0.04 0.2 .50
Lines 2 3 0.5 0.85 1.60 0.01 -0.01 0.02 -0.02 0.1 .50
LINES Parallel to X -Axis
Roof Level
Lines A B 0.6 2.03 3.22 0.03 -0.03 0.04 -0.04 0.2 .50
Lines B C 0.6 2.03 3.22 0.03 -0.03 0.04 -0.04 0.2 .50
Level 1
Lines A B 0.6 0.98 1.84 0.01 -0.01 0.02 -0.02 0.1 .50
Lines B C 0.6 0.98 1.84 0.01 -0.01 0.02 -0.02 0.1 .50
Designs Unlimited
Time : 03:06:07
Date : 05 -10 -2005
___»___ _______________________________
* * * * * * * * **
WALLS Parallel to Y -Axis
Story 2 Line 1
Wall Force:
OTM
Uniform DL:
Header DL :
MaX Down .
Res Moment:
Holddown .
Story 2 Line 2
Wall Force:
OTM
Uniform DL:
Header DL :
Max Down .
Res Moment:
Holddown .
Story 2 Line 3
Wall Force:
OTM
Uniform DL:
Header DL :
Max Down .
Res Moment:
Holddown .
Story 2 Line 3
Wall Force:
OTM
Uniform DL:
Header DL :
Max Down .
Res Moment:
Holddown .
Story 1 Line 1
Wall Force:
OTM
Uniform DL:
Header DL :
Max Down .
Res Moment:
Holddown .
Wall 1 Height
Seismic
0.892
8.182
0.300
LT 0.000 RT
LT -0.356 RT
LT 94.426 RT
LT -3.750 RT
Wall 2 Height
Seismic
1.836
15.439
0.015
LT 0.000 RT
LT -0.936 RT
LT 15.620 RT
LT -0.011 RT
Wall 1 Height
Seismic
0.633
6.320
0.300
LT 0.000 RT
LT -0.230 RT
LT 134.991 RT
LT -4.679 RT
Wall 2 Height
Seismic
0.311
3.103
0.300
LT 0.750 RT
LT -0.980 RT
LT 41.138 RT
LT -2.817 RT
Wall 1 Height
Seismic
1.098
9.699
0.010
LT 0.000 RT
LT -0.485 RT
LT 22.100 RT
LT -0.620 RT
Detailed Calculations
WOODCAD QLAT (Pro V4.0)
File: 1294RDB2
Page: 1
=== === = = =___ __ = = = = = =__
* * * * * * * * **
8.0 SW Len 23.0 HD Len 23.0 Wt 0.015
Wind
0.900
7.200
0.140
0.000 LT 0.000 RT 0.000
-0.356 LT -0.313 RT -0.313
94.426 LT 46.076 RT 46.076
-3.750 LT -1.690 RT -1,690
8.0 SW Len 16.5 HD Len 16.5 Wt 0.015
Wind
1.800
14.400
0.007
0.000 LT 0.000 RT 0.000
-0.936 LT -0.873 RT -0.873
15.620 LT 11.583 RT 11.583
- 0.011 LT 0.171 RT 0.171
8.0 SW Len 27.5 HD Len 27.5 Wt 0.015
Wind
0.604
4.829
0.140
0.750 LT 0.000 RT 0.350
-0.980 LT -0.176 RT -0.526
152.522 LT 65.869 RT 72.318
-5.316 LT -2.220 RT -2.454
8.0 SW Len 13.5 HD Len 13.5 Wt 0.015
Wind
0.296
2.371
0.140
0.000 LT 0.350 RT 0.000
-0.230 LT -0.526 RT -0.176
32.532 LT 19.040 RT 15.874
-2.180 LT -1.235 RT -1.000
8.0 SW Len 20.0 HD Len 20.0 Wt 0.015
Wind
1.700
13.600
0.010
0.000 LT 0.000 RT 0.000
- 0.485 LT -0.680 RT -0.680
22.100 LT 17.420 RT 17.420
- 0.620 LT -0.191 RT -0.191
Designs Unlimited
Time : 03:06 :07
Date : 05 -10 -2005
Story 1 Line 2
Wall Force:
OTM
Uniform DL:
Header DL :
Max Down .
Res Moment:
Holddown .
Story 1 Line 3
Wall Force:
OTM
Uniform DL:
Header DL :
Max Down .
Res Moment:
Holddown .
WALLS Parallel to Y -Axis
Wall 1 Height
Seismic
2.465
23.370
0.010
LT 0.000 RT
LT -2.921 RT
LT 32.912 RT
LT -1.193 RT
Wall 1 Height
Seismic
1.367
12.895
0.010
LT 0.000 RT 0.000
LT -0.300 RT -0.300
LT 102.157 RT 102.157
LT -2.076 RT -2.076
WOODCAD QLAT (Pro V4.0)
File: 1294RDB2
Page: 2
__
8.0 SW Len 8.0 HD Len 8.0 Wt 0.150
Wind
3.400
27.200
0.010
0.000 LT 0.000 RT 0.000
-2.921 LT -3.400 RT -3.400
32.912 LT 25.942 RT 25.942
-1.193 LT 0.157 RT 0.157
8.0 SW Len 43.0 HD Len 43.0 Wt 0.015
Wind
1.700
13.600
0.010
LT 0.000 RT 0.000
LT -0.316 RT -0.316
LT 80.524 RT 80.524
LT -1.556 RT -1.556
Designs Unlimited
Time : 03:06:07
Date : 05 -10 -2005
= =a= = == == a === ==== = =a = == s=====eam = =a = == ==
WALLS Parallel to X -Axis
Story 2 Line A
Wall Force:
OTM
Uniform DL:
Header DL :
MaX Down .
Res Moment:
Holddown .
Story 2 Line A
Wall Force:
OTM
Uniform DL:
Header DL :
Max Down .
Res Moment:
Holddown .
Story 2 Line A
Wall Force:
OTM
Uniform DL:
Header DL :
Max Down
Res Moment:
Holddown .
Story 2 Line A
Wall Force:
OTM
Uniform DL:
Header DL :
Max Down .
Res Moment:
Holddown .
Wall 1 Height 8.0 SW Len
Seismic
0.253
2.233
0.015
LT 0.000 RT 0.060
LT -0.496 RT -0.556
LT 1.162 RT 1.391
LT 0.238 RT 0.187
Wall 2 Height 8.0 SW Len
Seismic
0.253
2.233
0.015
LT 0.060 RT 0.000
LT -0.556 RT -0.496
LT 1.391 RT 1.162
LT 0.187 RT 0.238
Wall 3 Height 8.0 SW Len
Seismic
0.253
2.233
0.015
LT 0.000 RT 0.045
LT -0.496 RT -0.541
LT 1.162 RT 1.334
LT 0.238 RT 0.200
Wall 4 Height 8.0 SW Len
Seismic
0.253
2.233
0.015
LT 0.045 RT 0.000
LT -0.541 RT -0.496
LT 1.334 RT 1.162
LT 0.200 RT 0.238
Story 2 Line B Wall 1 Height 8.0 SW Len 20.
Seismic
Wall Force: 2.028
OTM 17.134
Uniform DL: 0.015
Header DL : LT 0.000 RT 0.000
Max Down LT -0.857 RT -0.857
Res Moment: LT 22.950 RT 22.950
Holddown LT -0.291 RT -0.291
WOODCAD QLAT (Pro V4.0)
File: 1294RDB2
Page: 3
4.5 HD Len 4.5 Wt 0.015
Wind
0.402
3.220
0.007
LT 0.000 RT 0.028
LT -0.716 RT -0.744
LT 0.862 RT 0.946
LT 0.524 RT D.5O5
4.5 HD Len 4.5 Wt 0.015
Wind
0.402
3.220
0.007
LT 0.028 RT 0.000
LT -0.744 RT -0.716
LT 0.946 RT 0.862
LT 0.505 RT 0.524
4.5 HD Len 4.5 Wt 0.015
Wind
0.402
3.220
0.007
LT 0.000 RT 0.021
LT -0.716 RT -0.737
LT 0.862 RT 0.925
LT 0.524 RT 0.510
4.5 HD Len 4.5 Wt 0.015
Wind
0.402
3.220
0.007
LT 0.021 RT 0.000
LT -0.737 RT -0.716
LT 0.925 RT 0.862
LT 0.510 RT 0.524
0 HD Len 20.0 Wt 0.015
Wind
3.220
25.760
0.007
LT 0.000 RT 0.000
LT -1.288 RT -1.288
LT 17.018 RT 17.018
LT 0.437 RT 0.437
Designs Unlimited
Time : 03:06:07
Date : 05 -10 -2005
___¢______ _____________ =_______________ __ ______ = - ==
WALLS Parallel to X -Axis
Story 2 Line C
Wall Force:
OTM
Uniform DL:
Header DL :
Max Down .
Res Moment:
Holddown
Story 2 Line C
Wall Force:
OTM
Uniform DL:
Header DL :
Max Down .
Res Moment:
Holddown .
Story 1 Line A
Wall Force:
OTM
Uniform DL:
Header DL :
Max Down .
Res Moment:
Holddown .
Story 1 Line A
Wall Force:
OTM
Uniform DL:
Header DL :
Max Down .
Res Moment:
Holddown .
Story 1 Line A
Wall Force:
OTM
Uniform DL:
Header DL :
Max Down .
Res Moment:
Holddown .
Wall 1 Height
Seismic
0.507
4.283
0.015
LT 0.000 RT
LT -0.857 RT
LT 1.434 RT
LT 0.570 RT
Wall 2 Height
Seismic
0.507
4.283
0.015
LT 0.038 RT
LT -0.894 RT
LT 1.594 RT
LT 0.538 RT
Wall 1 Height
Seismic
0.338
2.909
0.080
LT 0.000 RT
LT -0.646 RT
LT 1.721 RT
LT 0.264 RT
Wall 2 Height
Seismic
0.826
7.111
0.080
LT 0.240 RT
LT -0.886 RT
LT 12.529 RT
LT -0.493 RT
Wall 3 Height
Seismic
0.338
2.909
0.080
LT 0.240 RT
LT -0.886 RT
LT 2.639 RT
LT 0.060 RT
WOODCAD QLAT (Pro V4.0)
File: 1294RDH2
Page: 4
8.0 SW Len 5.0 HD Len 5.0 Wt 0.015
Wind
0.805
6.440
0.007
0.038 LT 0.000 RT 0.018
-0.894 LT -1.288 RT -1.305
1.594 LT 1.064 RT 1.122
0.538 LT 1.075 RT 1.064
8.0 SW Len 5 0 HD Len 5.0 Wt 0.015
Wind
0.805
6.440
0.007
0.000 LT 0.018 RT 0.000
- 0.857 LT -1.305 RT -1.288
1.434 LT 1.122 RT 1.064
0.570 LT 1.064 RT 1.075
8.0 SW Len 4.5 HD Len 4.5 Wt 0.015
Wind
0.569
4.554
0.080
0.240 LT 0.000 RT 0.240
- 0.886 LT -1.012 RT -1.252
2.639 LT 1.357 RT 2.080
0.060 LT 0.710 RT 0.550
8.0 SW Len 11.0 HD Len 11.0 Wt 0.015
Wind
1.391
11.132
0.080
0.240 LT 0.240 RT 0.240
-0.886 LT -1.252 RT -1.252
12.529 LT 9.876 RT 9.876
- 0.493 LT 0.114 RT 0.114
8.0 SW Len 4.5 HD Len 4.5 Wt 0.015
Wind
0.569
4.554
0.080
0.000 LT 0.240 RT 0.000
-0.646 LT -1.252 RT -1.012
1.721 LT 2.080 RT 1.357
0.264 LT 0.550 RT 0.710
Designs Unlimited
Time : 03:06:07
Date : 05 -10 -2005
WALLS Parallel to X -Axis
Story 1 Line B Wall 1 Height 8.0 SW Len 20.0 HD Len 20.0 Wt 0.150
Wind
5.060
40.480
0.010
LT 0.000 RT 0.000
LT -2.024 RT -2.024
LT 162.140 RT 162.140
LT -6.083 RT -6.083
Wall Force:
OTM
Uniform DL:
Header DL :
Max Down .
Res Moment:
Holddown .
Story 1 Line C
Wall Force:
OTM
Uniform DL:
Header DL :
Max Down .
Res Moment:
Holddown .
Seismic
3.004
33.155
0.010
LT 0.000 RT 0.000
LT -1.658 RT -1.658
LT 205.700 RT 205.700
LT -8.627 RT -8.627
Wall 2 Height 8.0 SW Len
Seismic
1.502
18.857
0.030
LT 0.000. RT 0.000
LT -1.257 RT -1.257
LT 117.619 RT 117.619
LT -6.584 RT -6.584
WOODCAD QLAT (Pro V4.0)
File: 1294RDB2
Page: 5
15.0 HD Len 15.0 Wt 0.150
Wind
2.530
20.240
0.030
LT 0.000 RT 0.000
LT -1.349 RT -1.349
LT 92.711 RT 92.711
LT -4.831 RT -4.831
Designs Unlimited
Time : 03:06:08
Date : 05 -10 -2005
======= == === == =___ ========= _ _== ===== = = e ase= == ======= __ _ __
SUMMARY OF ACCUMULATED HOLDDOWN FORCES @ LEFT END OF SHEAR WALL
Walls Parallel to Y axis
LEFT END SEIS WIND
X Y Lt Lt
Dis Dis HD HD
Story Line Wall ft ft K K
2 2 2 20.00 26.50 0.00 0.50
1 2 1 20.00 20.00 0.07 1.71
2 3 3 25.00 39.00 0.07 0.47
1 3 1 25.00 39.00 1.79 4.86
2 4 2 40.00 32.50 0.00 0.14
WOODCAD QLAT (Pro V4.0)
File: 1294RDB2
Page: 1
Designs Unlimited
Time : 03:06:08
Date : 05 -10 -2005
==s47===== == = = ===
SUMMARY OF ACCUMULATED HOLDDOWN FORCES @ RIGHT END OF SHEAR WALL
•
Walls Parallel to Y axis
RIGHT END SETS WIND
X Y Rt Rt
Dis Dis HD HD
Story Line Wall ft ft K K
2 3 3 25.00 46.00 0.07 0.47
1 3 1 25.00 46.00 1.79 4.86
2 4 2 40.00 46.00 0.00 0.04
WOODCAD QLAT (Pro V4.0)
File: 1294RDB2
Page: 2
Designs Unlimited
Time : 03:06:08
Date : 05 -10 -2005
= == stews= x = = = =c==== == mesas == == == ===== ==
SUMMARY OF ACCUMULATED HOLDDOWN FORCES @ LEFT END OF SHEAR WALL
Walls Parallel to X axis
LEFT END SEIS WIND
X Y Lt Lt
Dis Dis HD HD
Story Line Wall ft ft K K
2 A 1 8.00 3.00 0.50 0.92
1 A 1 8.00 3.00 1.09 2.52
2 A 2 20.50 3.00 0.45 0.92
1 A 2 18.50 3.00 0.16 1.75
2 B 1 0.00 23.00 0.00 0.38
1 8 1 0.00 23.00 0.00 1.53
2 C 1 25.00 46.00 1.01 1.65
1 C 2 25.00 46.00 0.94 2.49
2 C 2 35.00 46.00 0.98 1.65
1 C 2 25.00 46.00 0.94 2.49
WOODCAD QLAT (Pro V4.0)
File: 1294RD82
Page: 3
Designs Unlimited
Time : 03:06:08
Date : 05 -10 -2005
== F==ee===s= = = F == = == == = = = == __ _____
SUMMARY OF ACCUMULATED HOLDDOWN FORCES @ RIGHT END OF SHEAR WALL
Walls Parallel to X axis
RIGHT END SEIS WIND
X Y Rt Rt
Dis Dis HD HD
Story Line Wall ft ft K K
2 A 1 12.50 3.00 0.45 0.92
1 A 1 12.50 3.00 0.82 2.35
2 A 2 25.00 3.00 0.50 0.92
1 A 2 29.50 3.00 0.09 1.55
2 B 1 20.00 23.00 0.00 0.38
1 B 1 20.00 23.00 0.00 1.53
2 C 1 30.00 46.00 0.98 1.65
1 C 2 40.00 46.00 0.94 2.49
2 C 2 40.00 46.00 1.01 1.65
1 C 2 40.00 46.00 0.94 2.49
WOODCAD QLAT (Pro V4.0)
File: 1294RDB2
Page: 4
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King County
Department of Development
and Environmental Services
90ii Oukcsdulc A venue Southwest
Rata,, WA 98055 -1219
FILE COPY
Pe-r!± No.
121R
LATERAL DESIGN COMP IAi r : r r ECKLIST
For Use with the 2003 IBC METI IC , SIMPLIFIED
Introduction
The lateral design provisions of the 2003 edition of the International Bi i .:
editions of the Uniform Building Code. Generally, the lack of a prescril: o •
analysis results in varying submittal formats often difficult to interpret h.
review staff to assist in the plan review process to assess compliance eu
lateral design is based on the simplified method In part er whole, plc. .e
second page and submit it along w th the lateral calculations. The re
for both wind and seismic 14teral design. This checklist pertains only to
Section 1617.5. Both are addressed separately.
Simplified Seismic Load Design Method: Performance Criteria
1130 Section 1617.6 allows for the simplified seismic design based on the following formula:
V= 1.2Sos W .
R
„REVIEWED DE W P NCE
iinn
AUG 15 2006
BUILDING armies
uig Code (IBC) differ significantly from previous
�ubmlttal format for required engineering
purpose of this checklist Is to provide a tool to
IBC Section 1609 and Section 1815. If the
.. nplete the front and backside of the attached
:rmlts both analytical and simplified approaches
simplified methods of IBC Section 1609.6 and
Simplified Wind Load Design Method: Performance Crii.:r is
IBC Section 1609.6 establishes building and site criteria necessary In ordt (to use the simplified method. These criteria
are as follows:
1. The structure is an enclosed building.
2. The building must not have a mean roof height In excess of 6(1 feet.
3, The roof height cannot exceed the least horizontal dimension of the building.
4. The building cannot be situated on top of a hill or escarpment over 60 feet in height for Exposure 5, and 30
feet for exposure C. The maximum average slope does not exceed 10 percent. In addition the hill or
escarpment is unobstructed by other topographic features for a distance from the high point of 50 times the
height of the hill or 1 mile, whichever Is less. •
5. The building is a simplified diaphragm building per IBC Section 1609,2
6. The building is not a flexible structure with a 'funpdamental period greater than 1 second.
7. The building has no special Joints dr separatiods.
s. The building has regular shape and Is approximately symmetrical in cross section and in each direction.
9. Roof slopes do not exceed 45 degrees for gable roofs or 27 degrees for hip roofs.
CITyOF iWKWiLA
JUN 12 2006
P ERMITGENTER
IBC Section 1616.6.1 outlines the criteria limiting the use of the simplified method according to the following criteria:
1. Structure Is Seismic Use Group I:
2. Building is of light frame construction and does not exceed three stories in height, excluding
basements.
3. Buildings,of any construction other than light- framed construction, not exceeding two stories in height,
excluding`baseinents, with flexible diaphragms at every level as defined in IBC Section•1602.
This worksheet addresses the requirements of the Simplified Method specific to IBC Section 1609.6 and Section 1617.5.
Alternatives to the simplified method are contained in ASCE 7 -02.
Alternative use of AS'bE 7 -02 For Wind and Seismic Load Design: ✓V V -l.
Ground
snow
load
Wind
speed
(mph)
Seismic
. design
category
Subject to dan age from
Winter
design
temp.
Ice-
shield
required
Flood
hazards
Air
freezing
index
Mean
annual
temp.
Weathering
' Frost
line
depth
Temilte
Decay
Vpries
{
85
01 or
D2
Moderate
12" <
1,00011
elev.,;
Slight
to Mod.
Slight
to
Mod.
25
No
Veries
100 to
250
50
IRC Design cr tetia.
• 1. Buildings and structures, and all parts thereof, shall be constructed to safely supp9fl tIJgq p Including dead loads,
)1Ve loads, `roof loads, flood loads, snow leads; wind loads and cotmntc loads es prescribed By this code. The
"construction of buildings and Structures shall remit In a.system that provides a complete Toad path capable of
transferring all loads from their point of origin ilmtNgh the lead - resisting elements to the founn,ddation. R3d1.1 As an
' alternative to the requirements In Section R301 :1 the folloviing standards are permitted subject to the limitations of
this code and the limitations therein. Where erfglneered design 13 used In conjunction with these standards the design
shall comply With the. International Building Code.
1, American Forest and Paper Assodatlon (AF &PA) Wood Frame Construction Manual (WFCM).
2. American Iron and Steel Institute (AISI), Standard for Cold- Formed Steel Framing— PreslrIptive Method for
One- and Two - family Dwellings (COFS /PM). R301.1.1
2. Table R301.2(1) as Adopted for Unincorporated King County. King County Code Title 16.05.040.
CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA FOR KING COUNTY
1. The "Snow Load Analysis for Washington" Second•Editton (1985), pubtshed by the Structural Engineers
Association of Washington, shall be used in determining snow load except where the department determines by public
rule that a different standard is necessary to protect the public health and safety. The minimum roof snow load shall be
25 pounds per square feet. '
2. Seismic design category shall be 01 for areas of unlhgorporated King County to the east of the Snoquaimie
River as It traverses from the King County — Snohomish County fin<f to the oily limits of Snoquaimie, east of the town of
Snoquaimie, east of the Snoquaimie Parkway and the Echo Lake - Snoqualmle Cut -off SE bs they run from the city limits of
the town of Shoqualmie to State Highway 18 and to the south or east of State Highway 1a. All other portions of
unincorporated King County shall be selsrnte design category D2.
3. The frost line depth shall be considered to be '12 Inches for sites up to an elevation 0 feet above sea
level. For sites over 1,000 feet above sea level a specific site analysis may be required.
4. Flood hazard within King County varies. See the hood hazard code provisions of KCC 21A.24.
1' V C
. 11403 tui
Step
Question
Background Information '
Answer
Comment
1
Have you used the 3- second gust
wind speed of 85 MPH in your
design?
Basic wind speed for most of King
County Is 85 mph. per Table
R301.2 (1) and IBC Figure 1609.
es
o the
peed
• No
.
wind
used t4'
' 2
What is the importance factor, Iw,
used in your design?
Importance factor, lw, pursuant to
IBC Section 1809.6 and Table
1604.5.•
1 rfl
--
__ )w ,
..-
; ,.
3
What is the Exposure category
used?
•
Exposure category per IBC Section
1609.4 for all building exposure
quadrants. Most of King County
utilizes Exposure B with the
exception
p tion of commercial
applications where Exposure C Is
assumed unless justifying,p,
documentaiinn Is provided
by the enu. .,r to use a different
exposure Lai : of .
sure
• C
i`
4
What is the mean building height
of the building? '
Building height.
Exposure AdjuatmentCoefficient
(EAC), from IBC Table 1609.8.2.1
4 based on mean roof height.
Feet
_ E A.C.
1�
6
What is the Exposure Adjustment
Coefficient used?
6
Has the building been segmented
Into the specific zones pursuant •
to the guidelines of IBC Figure
1609.6.2.1?
Based on the main wind force
resisting system ( MWFRS) and
illustrated in IBC I Igure 1809.6.2.1,
sections of the building are now
zoned to receive different wind
loading conditions. The MWFRS is
comprised of the structural
elements that are necessary for the
overall stability of the building to
resist lateral forces. IBC Section
1609.2 anti ASCE 7, Section 8.2
provides forrthal definitions of what
constitutes the MWFRS.
J ` 3s
•
• No
?
From IBC Table 1609.6.2.1 (1),
What are the wind design wind
pressures used for the following •
zones:
Horizontal Pressures
Zone A
IBC Table 160911,2.1 (1) specifies
the design wind pressures, ps30,
for both the transverse and
bngitudinal directions of the main
wind force resisting system for
buildings less than 30 feet.in height
and subject to Exposure B. For
buildings over 30 feet In height or in
Exposure C , the values from Table
1609.6.2.1.(1) will need to be
adjusted based on the formula:
Ps 4IwPs30
•
❑ Yes
is
' rye ,�r
t' of
i �
mel ji.l
•
1 -040
Zone B
Zone O.
Zone D
Vertical Pressures
Zone E
Co $
/561
0�'� ��f
•
❑ No
us?
_
"`�
Zone F
Zone G
Zone H
Oyerhang Zone EOH
Overhang Zone GoH
Has the design wind pressures
been modified due to building
height exceeding 30 feet or
subject to Exposure C conditions?
Have the wind pressures for the
Application, of modified design wind
Step •; Step Procedure Checklist for Wind Load Design by Mut Jd I: Simplified
WIND AND SEIRMIC LATERAL DESIGN CHECKLIST 2003 IBC
King County Application No., _ Engineer /Architect
Seismic Design Performance Criteria Used: •
Wind Design Performance Criteria Used:
Building and site meet criteria and simplified method used pursuant to IBC 1609.6.
Alternate design procedure fn 'm ASCE 7 -02.
Step by Step Procedures Checklist for Seismic Load Design by Method I: Simplified
Question Background Answer Comment
Information
Step
1
2
3
4
5
Simplified analysis procedure pursuant to IBC Section 1616,6.1.
Alternate design procedure trim ASCE 7 -02.
•
Are you using the for mii
specified In IBC Section
1617,5?
What Is the design ele x c
response acceleration
used?
Design Loads
Has the seismic force
been determined for of ich
level of the building?
Are you dividing the
ultimate base shear It
1.4 to get the ailownt le
working stress base
shear?
Have you calculated .
redundancy factor p
Please specify the design dead
Toads used for the bulldinnr
Based on the ultimate
base shear formula
outlined above In the
scoping language,
reference IBC Section
1617.5 for details
pertaining to the formula
values.
The design elastic •
response acceleration,
SDS„ for short period as
modified with Section
1615.1.3:Sos =% Sms
where: Sms =Fa Ss per
IBC Section 1615,1.2 .
Vertical distribution of
seismic forces at each
level Is Calculated
pursuant to iBC Section
1617,52 using the
following formula:
FX= 1.2SDSWx
R
Ultimate base shear may
be adjusted per IBC
Section 1605.3
Check for redundancy p,
per IBC Section 1617.2.2.
?Yes ❑ No
r2e 5
= Sos
syes❑
•
es 17 No
*es El No
Roof • W psf
Wails /Parl]fons = I) psf
Floor = i/V psf
Flat roofs s 5% slope with a 30 Ibs snow Toad,
20% snow load = nef
05 -08 -2008
GEORGE HIRAI
15615 NE 62 CT
REDMOND WA 98052
RE: Permit No. 1)06 -226
1305834LNSTUKW
Dear Permit Holder:
In reviewing our current records the above noted pennit 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 writing and provide 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 06/03/2008 , 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,
XC:
Ter Marshall,
t Technician
Permit File No. D06 -226
City of Tukwila
Jim Haggerton, Mayor
Department of Community Development Jack Pace, Director
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206- 431 -3665
January 29, 2008
George Hirai
15615NE62Ct
Redmond WA 98052
RE: Request for Extension
Development Permit No. D06 -226
Mechanical Permit Nos. M06 -121
Plumbing/Gas Piping Permit Nos. PG06 -059
City View Estates, Lot 13 —13058 34 Ln S
Dear Mr. Hirai,
This letter is in response to your written request for an extension Permit Nos. D06 -226, M06-
121, and PG06 -059. The Building Official has reviewed your letter and considered your request
to extend the above referenced permit. The City of Tukwila Building Division will be extending
the expiration date of your permit an additional 180 days, through June 3, 2008.
If you should have any questions, please contact our office at (206) 431 -3670.
Sincerely
fer Marshall
Permit Technician
File: Permit No. D06 -226, M06 -121, PG06 -059
Pak-rink CenteiExtension Letten\Pemdro\2006\D06 -226+ Permit Extension M3.doc
Page 1 off
Jim Haggerton, Mayor
Department of Community Development Jack Pace, Director
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206- 431 -3665
Memo
• Page 1
To Jennifer Marshall & Bilf
From: Bob Benedicto
CC: Brenda Holt , Brandon Miles
Date: January 8, 2008
Re: George Hirai request for extension for permits applicable to City View Estates.
Attached is a list of his permits. Please extend as indicated.
City OfTu kwsgila
I 1puanot dGnnmxmuy I1tti24rnxnt
BUILDING DIVISION
Mr. Hirai applied for all of his permits in June of 2006, consequently he is entitled to be vested in the
code requirements (induding the administrative sections) of the 2003 IRC, IMC, IFGC & UPC. The
administrative provisions allowed one or more extensions of 90 days each for applications, and one or
more extensions for the time period in which to commence work. Each request for extension had to be
in writing and justifiable cause cited. Mr. Hirai has complied with this requirement.
GEORGE HIRAI PERMITS -
Building
LOT # Permit # Applied Approved Issue Expiration
A- 9 006 -222J 06/12/2006
,g 10 D06 -223 06/12/2006
11 D06 -224 06/12/2006
12 D06 -225✓/ 06/12/2006
' 13 D06 -226 V 06/12/2006
12/05/2006 NO 12/04/2007
09/29/2006 YES 12/28/2007
08/16/2006 YES 12/28/2007
04/11/2007 NO 12/04/2007
08/16/2006 YES 12/28/2007
MECI-filict ✓
II In
(o MO6 -118 / 06/1212008
ry M06.120✓/ 06/12/2006
rb M06 -121■ 06/12/2006
PLUMBING //& GAS PIPING
1 PG06-0551p6/1212006 12/05/2006 NO
1 q PG06 -056 96/12/2006 09/29/2006 YES
/ ( PG06 -057 ✓06/12/2006 08/16/2006 YES
12 PG06- 058 /106/12/2006 04/11/2006 NO
r5 PG06 -059 08/16/2006 YES
PUBLIC WORKS DEVELOPMENT PERMIT
09/29/2006 YES
04/11/2007 NO
08/16/2006 YES
PW07 -063 Pending NO N/A
12/04/2007
12/04/2007
12/28/2007
Request for
Extension Extend
12/06/2007 YES
12/06/2007 YES
12/06/2007 YES
12/06/2007 YES
12/06/2007 YES
12/06/2007 YES
12/06/2007 YES
12/06/2007 YES
12/04/200712/06 /2007 YES
12/28/2007 12/06/2007 YES
12/28/2007 12/06/2007 YES
12/04/2007 12/06/2007 YES
12/28/2007 12/06/2007 YES
7 Period
90 DAYS 6r
180 DAYS
180 DAYS
90 DAYS er
180 DAYS
180 HAYS
90 DAYS
180 DAYS
90 DAYS
180 DAYS
180 DAYS
90 DAYS
180 DAYS
N/A
GEORGE HIRAI
15615 NE 62 CT
REDMOND WA 98052
RE: Permit No. D06 -226
13058 34 LN S TUKW
Dear Permit Holder:
In reviewing our current records the above noted permit 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 commnenced 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 writinz and provide 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 12/28/2007 , 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,
XC:
11 -06 -2007
3 1199.
r Marshall,
t Technician
Permit File No. D06-226
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
07 -31 -2007
GEORGE HIRAI
15615 NE 62 CT
REDMOND WA 98052
RE: Permit No. D06 -226
13058 34 LN S TUKW
Dear Permit Holder:
In reviewing our current records the above noted pennit 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 orovide 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 09/29/2007 , 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,
xc: Pent File No. 006 -226
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
March 14, 2007
George Hirai
15615NE62Ct
Redmond WA 98052
Dear Mr. Hirai:
Sincerely,
File: Permit No. D06 -223, 224, 226
jem
City of Tukwila
Department of Community Development Steve Lancaster, Director
RE: Request for Extension
Development Permit Nos. D06 -223, 224, & 226
City View Estates
This letter is in response to your written request for an extension to Permit Nos. D06 -223, D06 -224, and
D06 -226. The Building Official has reviewed your letter and considered your request to extend the
above referenced permits. The City of Tukwila Building Division will be extending the expiration date
of your permit an additional 180 days, through September 29, 2007.
If you should have any questions, please contact our office at (206) 431 -3670.
P:VennifeAExtension Letters \ Permits \2006\D06 -223, 224 & 226 Permit Extemsion.doc
Page 1 of 1
Steven M. Mullet, Mayor
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665
To: City of Tukwila, Department of Community Development
RE: permit Numbers: D06 -223, D06 -224 and D06 -226 for Lots10, 11, and 13
Dear Permit Center
Due the delay in obtaining approval from the City of Tukwila Public Works Department
affecting the above building permits for the subject lots, I am asking for an extension on
the subject permits.
merely,
rge Hirai
Permit Applicant.
r ctopwot - , _ So*
03- /3 -07
crille cnzat izA
MAR 13 2007
PERMIT CENTER
6-j62jor4-
'-t- o°t12-Pl -
03 -01 -2007
GEORGE HIRAI
15615 NE 62 CT
REDMOND WA 98052
RE: Permit No.1)06 -226
13058 34 LN S TUKW
Dear Permit Holder:
Thank you for your cooperation in this matter.
Sincerely,
XC:
Permit File No. D06 -226
City of Tukwila
Steven M. Mullet, Mayor
Department of Community Development Steve Lancaster, Director
In reviewing our current records the above noted permit 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 writinr and provide 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 04 /02/2007 , your permit will become null and
void and any further work on the project will require a new permit and associated fees.
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206-431-3665
June 16, 2006
George K. Kirai
15615 NE 62 Ct
Redmond WA 98052
RE: Letter of Incomplete Application # 1
Development Permit Application D06 -226
City View Estates, Lot 13 — 34xx S 132 St
Dear Mr. Kirai:
This letter is to inform you that your permit application received at the City of Tukwila Permit Center on June 12, 2006 is
determined to be incomplete. Before your application can continue the plan review process the attached items from the
following department needs to be addressed:
Building Department: Allen Johannessen, at 206 433 -7163, if you have any questions concerning the
attached comments.
Planning Department: Brandon Miles, at 206 431 -3684, if you have any questions concerning the
attached comments.
Please address the comments in an itemized format with applicable revised plans, specifications, and/or other
documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be
resubmitted with the appropriate revision block.
In order to better expedite your resubmial a 'Revision Submittal Sheet' must accompany every resubmittl. I have
enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by
a messenger service.
If you have any questions, please contact me at the Permit Center at (206) 433 -7165.
Sincerely,
Jennifer Marshall
Permit Technician
Enclosures
File: Permit D06 -226
Department of Community Development Steve Lancaster, Director
P:Uennifer\ncomplete Letters \2006\D06 -226 Incomplete Ltr #I.DOC
jem
Steven M. Mullet, Mayor
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206- 431 -3665
Determination of Completeness Memo
Date: June 15, 2006
Project Name: City View Estates, Lot 13
Permit #: D06 -226
Plan Review: Allen Johannessen, Plans Examiner
Tukwila Building Division
Alien Johannessen, Plan Examiner
A Building Division has deemed the subject permit application Incomplete. To assist the applicant in
expediting the Department plan review process, please forward the following comments.
PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size).
(If applicable, structural drawings and structural calculations sheets shall be original signed wet stamp not
copied.)
1 The site plan does not show a footing discharge system. Provide a site plan that identifies the footing drain
discharge system. The footing discharge system will generally be separate from the roof drain system.
Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that
groundwater will not accumulate in the basement or crawl space.
Should there be questions conceming the above requirements, contact the Building Division at 206 - 431-3670.
No further comments at this time.
DATE:
CONTACT:
RE:
ADDRESS:
ZONING:
June 15, 2006
George Hirai
D06 -226
130xx TIB
LDR
PLANNING DIVISION COMMENTS
The Planning Division of DCD has reviewed the above permit application. The application is
incomplete and additional information is required.
1. Provide individual site maps for each lot. There is simply too much information on sheet C6
of C6 to be able to evaluate setbacks on the property. Ensure that the site map shows the
proposed deck. Note: The deck must meet setbacks.
2. On sheet 8 label the elevations in terms of direction, for example, east elevation, north
elevation, etc.
December 8, 2004
Mr. George K. Hirai
George K. Hirai Inc. LLC
15615 NE 62n Court
Redmond, WA 98052
RE: PRE04 -022
Dear Mr. Hirai;
I have received your undated letter in regards to a variance for the Hammer Head Turnaround
for the proposed development reviewed by the Design Review Committee, # PRE04 -022. If
you provide approved residential fire sprinkler systems in all the residential structures that will
be built on lot's 9,10,11,12 and13, this office will accept the 16' wide West access drive with a
provision for a modified turnaround on lot 12. The modified turnaround should have the length
on lot 12 of at least 25' for emergency vehicle use. If you have any further questions please
contact me at 206 - 575 -4404.
Sincerely,
Capt. Don Tomaso
Fire Marshal
City Of Tukwila
dtomaso@ci.tukwila.wa.us
City of Tukwila Steven M. Mullet, Mayor
Fire Department Nicholas J. Olivas, Fire Chief
Headquarters Station: 444 Andover Park East • Tu/cwila, Washington 98188 • Phone: 206 -575 -4404 • Fax: 206 -575 -4439
ACTIVITY NUMBER: D06 -226 DATE: 06 -22 -06
PROJECT NAME: CITY VIEW ESTATES, LOT 13
SITE ADDRESS: 13058 34 LN S
Original Plan Submittal X Response to Incomplete Letter # 1
Response to Correction Letter # Revision # After Permit Issued
DEPARTMENTS:
:uil ding Esion
Puhlir� Wnr4c
, t'M&
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Complete Y Incomplete
Comments:
TUES/THURS ROUTING:
Please Route V Structural Review Required
REVIEWER'S INITIALS:
APPROVALS OR CORRECTIONS:
Approved ❑
Notation:
REVIEWER'S INITIALS:
Documents/routing slip.doc
2 -28-02
PERMIT COORD COPY
PLAN REVIEW /ROUTING SLIP
Fire Prevention
Structural
Approved with Conditions
❑ Permit Coordinator
No further Review Required
DATE:
DATE:
��jj � 3
Plarnn�fn Divisi
DUE DATE: 06 -27-06
Not Applicable ❑
Permit Center Use Only
INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
DUE DATE: 07-25-06
Not Approved (attach comments) n
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping 0 PW ❑ Staff Initials:
PERMIT COORD COPY
PLAN REVIEW /ROUTING SLIP
ACTIVITY NUMBER: D06 -226 DATE: 06 -12 -06
PROJECT NAME: CITY VIEW ESTATES, LOT 13
SITE ADDRESS: 34XX S 132 ST
X Original Plan Submittal
Response to Correction Letter #
Response to Incomplete Letter #
Revision # After Permit Issued
DEPAR
Buil i ng Division
Public Works
Comments:
Documents/routing slip doc
22&02
F re P t�
Structural
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Complete ❑ Incomplete
TUESTTHURS ROUTING:
Please Route ❑ Structural Review Required
REVIEWER'S INITIALS:
APPROVALS OR CORRECTIONS:
Permit Center Use Only rA
INCOMPLETE LETTER MAILED: ail l R(! ta° LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg Fire ❑ Ping Ly PW ❑ Staff Initials:
DATE:
DATE:
C 44 (g
Planning Division IY�Jf
Permit Coordinator ❑
DUE DATE: 06 -15-06
Not Applicable ❑
No further Review Required
DUE DATE: 07-13-06
Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) r
Notation:
REVIEWER'S INITIALS:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
Date: i (n-IQP
Summary of Revision:
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206431 -3670
Fax: 206 -431 -3665
Web site: httn: / /www.cttukwila.wa.us
1
REVISION SUBMITTAL
1
Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through
the mail, fax, etc.
® Response to Incomplete Letter # 1
❑ Response to Correction Letter #
❑ Revision # after Permit is Issued
❑ Revision requested by a City Building Inspector or Plans Examiner
Project Name: City View Estates, Lot 13
Project Address: 13058 34 Ln S
Contact Person: George Hirai Phone Number: 2cc- — 7% 298
Sheet Number(s); -
"Cloud" or highlight all areas of revision including date of revision
Received at the City of Tukwila Permit Center by:
Entered in Permits Plus on 11,42412
tapplicationsVorms- applications on hnetrevision submittal
Created: 8- 13.2004
Revised:
Plan Check/Permit Number: D06 -226
Steven M. Mullet, Mayor
Steve Lancaster, Director
CrTY OF TUKKWIL/l
JUN 222006
PERMITCENTER
Ja�2_ 'n, LIAR aOt atf ain-1 rrt„r p tw i.t;5'e
Part At (To Be. Completed by Applicant)
Purpose o - - " ficate:
Building Permit ❑ Preliminary Plat or PUD ❑ Other.
❑ Short Subdivision ❑ Rezone
Proposed Use:
❑ Residential Single Family ❑ Residential Multi- Family ❑ Commercial ❑ Other
E - fig.,c Phone: as 7F36,29 i51 C.D.L.-
Applicants Name: E o2� [
Property Address or Approximate Location: Tax Lot Number.
`34X1 .5. / 3Z AJo 1 23i96U"UL,070
Legal Description(Attach Map and Legal Description if necessary):
E0645/A4-5 1E j S Zx- i ,e7a-Ta u
4-655 .S'T CZ)
Part B: (To Be Completed by Sewer Agency)
1. cfra. Sewer Service will be provided by side sewer connection only to an existing In # size sewer
on -feet-fronrthe 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. Era. 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 ®O. °O
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.) 0/ RECBVED
Required
Easements: f/ Required ❑ May be Required CITYOFTUKWIIA
c. Other.
JUN 12 2006
PERMIT CENTER
b- TOWARD AD "ENViRON6rENr,.
14816 Milif v Road South
P.O. Box Ier50
Tukwila, WA 98168
Phone: (206) 242 -3236
Fax: (206) 242 -1527
CERTIFICATE OF SEWER AVAILABILITY /NON - AVAILABILITY
❑ Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability
I hereby certify that the above sewer agency information is true. This certification shall be valid for one year
from the date of signature.
-CAM' Pi -
By Title
3-9- 0A
Date
porn -z2k
ATTACHMENT TO
VAL VUE SEWER DISTRICT
CERTIFICATE OF SEWER AVAILABILITY /NON- AVAILABILITY
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 or that 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 governmental 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.
1 ackno ledge that I have rec ived the Certificate of Sewer Availability/Non-Availability and this Attachment,
and fu rstand the to % s and conditions herein.
NNW
Ap icant's Signature Date
CITY OF TUKWILt
Community Development Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
' ( , �yJJi� xyytlnm0�tl{4 EV�i, {��n�„lii�p�!m
.n MnEint�tT�4ii; ���:.tn ✓
Site address (attach map end,legal description showing hydrant location and size of mot:
-ncq l° -O6 --¢7R
Rnc `im re "Iti tiµ ;
) fl' r
Address: S6 (C rt4E 6,2nn Ler-
Phone 24 , -trc
This certificate Is for the purposes of:
Residential Building Permit Q Preliminary Plat
Commercial /Industrial Building Permit ❑ Rezone
Estimated number of service connections and water meter size(s): 1 S.
Vehicular distance from nearest hydrant 10 the closest point of structure is ft.
Area is served by (Water Utility District): -C!' /7.C
ner /Age Slgna�
>NE ' w
(Use asperity sheet it more mom la needed)
I hereby Polity that the above Information Is true and correct.
CERTIFICATE OF WATER AVAILABILITY
Required only If outside City of Tukwila water district
k t . CO, C ,Jr sea.. 17 L 7" tza
Agency/ one B
z06- 2,q-Z,- W7
By
Permit Center /Builtti Division:
201"11431.3670
Public Works Oepartment:
206-433-0179
Planning Division:
206 -431 -3670
PERMIT NO.:
ddress: AD F- & a rrfr—
Phone: rrna - 786 . 2e TV Cel e
Q Short Subdivision
❑ Other
t,
Date l) o •
5, 4 M A' •'
nA a till
de af.
1. The proposed project Is within I (q
2. o improvements required.
3. The Improvements required to upgrade the water system to bring It Into compliance with the udlitlee' comprehensive plan or to
meet the minimum flovi'requirements of the project before connection and to meet the State cross connection control
requirements:
(City /County)
4. Based upon the improvements listed above. water can be provided and will be available at the site with a flow of / 7 V O gpm
at 20 psi residual fur a duration of 2 hours at a velocity of J 1 ii tps as documented by the attached calculations.
OFTLI W
5. W jLA
� �ilabiil a ter� CITy
`L J Acceptable service can be provided to this project JUN 12 2006
❑ Acceptable service cannot be provided to this project unless the Improvements In Item 13-2 are met.
❑ System is not capable of providing service to this project. PERMITCENTER
3 -6 '0,G
Date
3-6 --0
This certificate is not valid without Water District No. 125's attac entitled
Attachment to Certificate of Water Availability." e z r
License Information
License
BAZALI *163PR
Licensee Name
BAZALA INC
Licensee Type
CONSTRUCTION CONTRACTOR
UB1
600540739
Ind. Ins. Account Id
#4
Business Type
CORPORATION
Address 1
2416 32ND AVE W
Address 2
City
SEATTLE
County
KING
State
WA
Zip
981991031
Phone
2062863577
Status
ACTIVE
Specialty 1
GENERAL
Specialty 2
UNUSED
Effective Date
10/19/1984
Expiration Date
1/11/2008
Suspend Date
Separation Date
Parent Company
Previous License
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
#4
CBIC
616241
12/28/2001
Until
Cancelled
01/01/1980
512,000.00
01/11/2002
Business Owner Information
Name
Role
Effective Date
Expiration Date
YOSHIKAWA, TERRANCE Y
01/01/1980
VANDERVELDE, PAUL M
01/01/1980
CARPENTER, SHARON L
01/01/1980
Look Up a Contractor, Electrician 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= BAZALI* 163PR 10/04/2006
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