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Home My WebLink AboutPermit D06-224 - City View Estates - Lot 11CITY VIEW ESTATES 13046 34 LN S EXPIRED 06 -03 -08 D06 -224 CITY OF TUKWUA DEPT C ^,, ... : ":: Y D.:" 10FISENT ) 1 C .VD. TUnad.�+, VJii 6c I6d Tenant: Name: CITY VIEW ESTATES, LOT 11 Address: 13046 34 LN S, TUKW ILA WA j Owner: Name: YOSHIKAWATERRANCE Address: 2416 32ND AVE W, SEATTLE WA, 98199 Phone: Contact Person: Name: GEORGE HIRAI Address: 15615 NE 62 CT, REDMOND WA, 98052 Phone: 206 786 -2981 Contractor: Name: BAZALA INC Address: 2416 32ND AVE W, SEATTLE, WA 98199 -1031 Phone: 206 286 -3574 Contractor License No: BAZALI'163PR doe: IBC - PERMIT DEVELOPMENT PERMIT PECK ZIT CENTER Parcel No.: 7359600655 Permit Number: D06 -224 Address: 13046 34 LN 5 TUKW Issue Date: 10/04/2006 Suite No: Permit Expires On: 04/02/2007 Expiration Date:01/11/2008 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: $191,043.10 Fees Collected: $4,588.20 Type of Fire Protection: SPRINKLERS International Building Code Edition: 2003 Type of Construction: VB Occupancy per IBC: 22 **continued on next page** D06-224 Printed: 10-04 -2006 CITY Or: TV I'l7ll A rrm NT DEFT r" 6J 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: Public: Storm Drainage: Y Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: N Permit Center Authorized Signatur I hereby certify that I have read an ordinances governing this work wil The granting of th's permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating cons .;,: n or the performa4pce of work. I am authorized to sign and obtain this development permit. Sign Print Name: doc: IBC-PERMIT y n a e1R� iK A av PERMMIT CENTER Permit Number: DO6 -224 Issue Date: 10/04/2006 Permit Expires On: 04/02/2007 Date: 1/Di his permit and know the same to be true and correct. All provisions of law and with, whether specified herein or not. Date:J)c c7#'i This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. D06 -224 Printed: 10-042006 City tri Tukwila Parcel No.: 7359600655 Address' 13046 34 LN S TUKW Suite No: Tenant: CITY VIEW ESTATES, LOT 11 1: ** *BUILDING DEPARTMENT CONDITIONS * ** Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: cttukwila.wa.us PERMIT CONDITIONS Steven M. Mullet, Mayor Steve Lancaster, Director Permit Number D06 -224 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. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: Manufacturers installation instructions shall be available on the job site at the time of inspection. 11: 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. 12: 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. 13: 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. 14: 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. 15: 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 doc: Conditions D06 -224 Printed: 10 -04 -2006 City M? Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 - 3670 Fax: 206 -431 -3665 Web site: ci.tukwila.wa.us distance of 4- inches shall be maintained above the controls with the strapping. Steven M. Mullet, Mayor Steve Lancaster, Director 16: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 17: 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). 18: 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. 19: ** *FIRE DEPARTMENT CONDITIONS * ** 20: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 21: 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) 22: 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 tum- around area. Access shall be within 150' of all portions of the buildings. (City Ordinance #2047) (As modified in letter dated 12/08/2004) 23: 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) 24: 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) 25: 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) 26: Fire hydrant installation requires a Public Works permit. 27: 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 L/min.). 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) 28: In lieu of a fire hydrant, an approved residential fire sprinkler system may be installed when vehicular travel doc: Conditions 006 -224 Printed: 10-04 -2006 doc: Conditions City iW Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: el.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director distance from the nearest hydrant exceeds 150 feet. 29: Adequate ground ladder access to rescue windows shall be provided 30: ***ELECTRICAL*** - IFC - NFPA 70 - NEC 31: Each circuit breaker shall be legibly marked to indicate it's purpose. (NEC 110 -22) 32: 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) 33: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 34: These plans were reviewed by Marshal 51. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 35: "'PUBLIC WORKS DEPARTMENT CONDITIONS * ** 36: 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. 37: 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. 38: 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. 39: 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. 40: Any material spilled onto any street shall be cleaned up immediately. 41: 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. 42: 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. 43: 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. 44: 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. 45: 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. 46: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope D06 -224 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: cttukwila.wa.us shall be a maximum of 15 %. Turning radii shall be a minimum of 5'. doc: Conditions "continued on next page** Steven M. Mullet, Mayor Steve Lancaster, Director D06 -224 Printed: 10-04-2006 I hereby certify that 1 have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing 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. Signatur Print ame: doe: Conditions City b? 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 Date: 64--1 f--, 006 -224 Printed: 10- 04-2006 CITY OF TUKWIL4 Community Developme, jepartment Public Works Departmellli Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 htto://www.ci.tukwila.wa.us SITE LOCATION 2 / - • (ter Tax No.: 13 SI ( - 6(, rC Site Address: 1 4 °* 3 L i/� 6 ;0. 1.ter i) Suite Number: Floor: Tenant Name: New Tenant: 0 .... Yes 0 ..No Property Owners Name: G tC alaya.1 Ike Mailing Address: 1'54 S <( NE, te24 Cr • CONTACT PERS Name: grnit k. Ni AA-1 Day Telephone: aD - 78(0 o 27r / Mailing Address: / fb (t W C ('.2A d £L f iepvn City State Zip E -Mail Address: t 1 O/2 (rF . /- f i t2 A —/ 9 4 s-i e.1-ST. WET Fax Number: G1tNERAL CONTRACTOR N 'ORMATION - ;(Contractor Information for Mechanical (pg 4) foiPlumbing wad Gas Piping {pg 5) ), Company Name: A- Z. A -L-A- Zq G Mailing Address: AWL, .3 ,2 I' A-v& (.O . $F*77ts 1)4 q / ye/ City State Zip Day Telephone: abb - 74 (, -oag $/ flax Number: �# RkZ A /63 PR Expiration Date: / —// — rI Contractor Registration Number: Contact Person: r5-E--Dpi-,-E /-1 42,44 E -Mail Address: Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** City COlta— State Zip AffITECT OF$ECORD -4 All plans must bewet stamped by, ArehitgM of Company Name: Dr 51 6-NS b /V I / h-1 l TLS, j5 Mailing Address: i q /n / 3 O / fiT S I i r »F. e W i4- cQ 0 3 Qty State Zip G � Day Telephone: aS� - g7a - (1_41 E -Mail Address: Fax N u m b e r . r4t s 3 F' 7 ?- 3 t, if? Contact Person: VCS fanCL' /A ?ELL-- ['ENGINEER OF RECORD —All plans musf wet stamped by Engineer. ofRe 'Card ' Company Name: Ili F, n j 4- (-DNS S /A A. '7 /A /(r- LC/ 4:-&E-R41.4 A - Zsg• Mailing Address: p, h. R ,s 04% J, $CLLEVLJE L3 A- ' S e.) State Zip / — City , 1= Contact Person: Ifi ri 1 1 /4- 1 1<} l� Day Telephone: 4 72...( - - (9' / — 4 'c 3 S E -Mail Address :pi A - 7 Et-1 v iri(j) I A V} E/V (r / A/ea p-5 Fax Number: 44 C— / Cir con, Q:Uppliatiauwonv- Applic.do u On Line\ -2006 • Permit Application. doe Revised: 4-2006 bb Page 1 of 6 Valuation of Project (contractor's bid price): $ ge0, 0-00 Scope of Work (please provide detailed information): At? neat -- s .. G.r 1 Existing Building Valuation: $ - rnw.t4 Ak. , eat. poem- pvkrt7 / ; _ trc Will there be new rack storage? ❑..Yes .. No (If yes, a separate permit and plan submittal will be required) ovide;All Building Areas in:Square Footage; Floor 3n Floor Floors Basement( La Access6rySiructute• Attached Garage Detached Garage Attac Carport Detached Carport Covered Deck Uncovered Deck it - -; xisting = ., PLANNING DIVISION: y Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) Y f e ST *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: Will there be a change in use? ❑ ....Yes ❑ ..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers Q .Automatic Fire Alarm ❑..None ❑. Other (specify) Will ere be storage or use of flammable, combustible or hazardous materials in the building? 0.. Yes ❑..No If"yes", attach list of materials and storage locations on a separate 8 - 1R x 11 paper indicating quantities and Material Safety Data Sheets. SEPTIC SYSTEM: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Q:1ApplicatiotutFo nu- Applications On LineV3006. Permit Application.doc Revised: 4 -2006 bh Handicap: Paget of :PUBLIC WORD PERMIT INFORMATION - 206- 433 -0179 . Sc6pe of Work (please provide detailed Wrmation): C Please refer to Public Works Bulletin pl for fees and estimate sheet. Water District ❑., ukwila Water District #I25 OC.Water Availability Provid d Sewer District ‘ValVue ❑...Tukwila ❑...Sewer Use Certificate Sewer Availability Provided Su rtOtted with Application mark bons which a 1 : 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 ❑ . ightof- -way Use - No Disturbance `0 Construction/Excavation/Fill - Right-of-way Non Right-of-way NV Total Cut 2.0 cubic yards ' .. ..Total Fill 7,n cubic yards `SV ado t ❑•• Sewer ❑ ...Cap or Remove Utilities ❑...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection _ " Irrigation Domestic Water ee w 1STr t& ) ❑ ...Perm ant serer Meter S ❑...Temporary Water Meter Size .. 0... Water Only Meter Size ❑.,.Sewer Main Extension Public ❑ ...Water Main Extension Public QAAppliatiomWomu- Appiieatiom On LIroU -2006 - Pamir Application.doe Revised: 4 -2006 b Call before you Dig: 1400424-5555 ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line Private Private ❑ .. Highline ❑...Renton ❑ .. Renton ❑ ...Seattle ❑ .. Approved Septic Plans Provided �Geotechnical Report 0... Traffic Impact Analysis ❑ .. Maintenance Agreement(s) 0... Hold Harmless — (SAO) ❑...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ . Work in Flood Zone Storm Drainage ❑ .. Grease Interceptor ❑ Channelization , ' , __ J Trench Excavation b •• Utility Undergrounding ❑...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer 0••• Sewage Treatment Monthly Service Billing to: Name: Cr. . l< I-4 / P-4-1 �/ -4•I Mailing Address: /C(o 1 C N t` A/ h Water Meter Refund/Billing. Name: (--. k J-/ i /7 Meiling Address: /Sin I � �/ E kis A C Day Telephone: a o (o " 7 it 19 - 2 9R pflrh oM D kt t — k City State Zip Day Telephone: 20 b - /. b -/ R}— 11 •say City State Zip Page 3 of 6 Unit Type: Qty :Unit Type: ° T Unit Type: Qty Boiler /CoMpressar: Qty Fumace<100K BTU , Air Handling Unit >10,000 CFM Fire Damper . i 0 -3 HP /100,000 DUI C!� (' Furnace>100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 U , Floor Furnace Ventilation Fan Connected to Single Duct Thermostat 15 -30 HP /1,000, 'aril' A " ' Suspended/Wall/Floor Mounted Heater Ventilation System 1J Wood/Gas Stove 30 -50 HP /1,750,000 BTU Appliance Vent Hood and Duct Water Heater I 50+ HP /1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Emergency Generator . yJ Air Handling Unit <10,000 CFM Incinerator — Comm/Ind Other Mechanical Equipment / 4- 1 ., F( 1q• -sif MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: Ciry State Zip Day Telephone: Fax Number: Contact Person: E - Mail Address: Contractor Registration Number: Valuation of Project (contractor's bid price): $ C9b90.6 Scope of Work (please provide detailed information): Lk. f , ° _ ` �! s Val u t 4 Sok-21 Q4-+,,: ( heti o.0 • Use: Residential: New .... ❑ Replacement .... ❑ Commercial: New .... ❑ Replacement .... ❑ Fuel Type: Electric ❑ Gas ....0 Other: Indicate type of mechanical work being installed and the quantity below: Q IAppliationat mu- Applicatimu On Line \3 -3006 - Pennit Application doc Revised: 4-2006 bh Expiration Date: Page 4 of 6 Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Bathtub or combination bath/shower 2- Drinking fountain or water cooler (per head) Wash fountain Gas piping outlets Bidet Food -waste grinder, commercial Receptor, indirect waste Clothes washer, domestic P 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 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 PI:I)NItU G AND - GAS PIPINr ''ERMIT INFORMATION, 206-431 1670 PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: city Day Telephone: Fax Number: Expiration Date: Contact Person: E -Mail Address: Contractor Registration Number: Valuation of Project (contractor's bid price): S Scope of Work (please provide detailed information): Q:tAppliatinmWorms-Applicuimu On Line U- x006 -Permit Appawion.doc Reviled: 42006 bit State �m 4Drn hniA trees, st-fe4 Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: Zip Page 5 of 6 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. BU[ Sign BUILD .4 4 it Jr AGENT: __ °��(A Date: Print . e: (- E • e_6rt 1 p� Day Telephone: ZU (7 - ; 6 - Z % V Mailing Address: /5 & IC N W) % 9 Q�j City State Zip Date Application Expires: 1716 oL! Date Application Accepted: efi (li Q:'ApplicationsAFotms- Applications On Lin&V -2006 - Permit Application.doc Revised' 4 -2006 bh Staff Initials: Page 6ot6 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 Isr 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for I 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may ad /ust estimated fees PROJECT NAME Ctt VlEcu ESTATES PE bo -- Z2 If you do not provide co b ids o a en gin e estimate w t h 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 ca 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. r D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) 5. Enter total excavation volume Z Enter total fill volume to ategory: seo cubic yards cubic yards /coo &so/ loon J 000 e 4 ono °= o) 4 -5 1 Use the following table to estimate the grading plan review and permit fee. Use the greater of the excavation and fill volumes. $ /o0 6 i GRADING Plan Review and Permit Fees TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $ 3 co 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 San. 2006 1 $250 (I) $ (5) (4) RECEIPT NO: R06 -01567 Payment Date: 10/04/2006 User ID: 1165 Total Payment: 9,287.94 Initials: JEM Payee: G K HIRAI, LLC SET ID: 1004 SET TRANSACTIONS: Set Member D06 -223 D06 -224 D06 -226 TOTAL: Amount 3,047.40 3,047.40 3,193.14 9,287.94 TRANSACTION LIST: Type Method Description Payment Check 1054 ACCOUNT ITEM LIST: Description BUILDING - RES PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 SET RECEIPT SET NAME: CITY VIEW ESTATES TOTAL: Amount 9,287.94 9,287.94 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 Amount D06 -222 D06 -223 D06 -224 D06 -225 D06 -226 M06 -117 M06 -118 P06 -119 M06 -120 M06 -121 PG06 -055 PG06 -056 PG06 -057 PG06 -058 PG06 -059 TOTAL: TRANSACTION LIST: Type Method Description Payment ACCOUNT ITEM LIST: Description Check 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 #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 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 SET RECEIPT 000/345.830 6 000/322.100 1 000/345.830 000/345.830 2 TOTAL: 6380 06/13 9716 SET NAME: CITY VIEW ESTATES TOTAL: Payment Date: 06/12/2006 Total Payment: 10,510.02 Amount 10,510.02 10,510.02 Account Code Current Pmts ,436.52 ,250.00 23.50 ,800.00 lg�i#t° - %510.02 Steven M. Mullet, Mayor Steve Lancaster, Director Seismic Design Category Site Class SDs R Exposure Wind Speed Snow Load nu COPY - ., Permit No. t Lateral Load Analysis for: Design Unlimited Plan 12941yA/D13/2 Western Washington Default Per 2003 IBC usingQlat v 4.0 D D 0.865 6.5 (OSB) `B' 85 mph (3 sec) 25 psf May 9, 2005 s t REVIEWED FOR CODE COMPLIANCE pnnnnUPO AUG 1 5 2006 LEXPIRES 03 -16 -0 i This lateral has been personally reviewed by me and it is in full compliance with the 2003 International Building Code. 0f Tukwila BUILDING DIVISION CITRECEIVED TTU1 ILA JUN 12 2006 PERMITCENTER Pt4r224 Y 4 A Walls Holddowns Struts • • • • • • • • • • • • • • Story : 2 20.0 3 40.0 05 -09 -2005 1294RDB2 1 1 1 1 C 7/16" Wood Structural Panel w/ 1Od Box CGr III Species ]_ [ Simpson Strong-Tie Holdown] C Gr III Species C Simpson Cnnctr ] *-Exceeds maximum table value 4 A Walls Holddowns Struts 1 4 Story 2 20.0 3 40.0 05-09 -2005 1294RDB2 [ 7/16" Wood Structural Panel w/ 1O41 Box [Cr III Species 1= C Simpson Strong -Tie Holdown] I Gr III ecies C Simpson Cnnctr ] Exceeds Maximum table value Designs Unlimited •Time : 03:06:05 Date : 05 -10 -2005 ___ = = = = == _ == === ■■=____ ____________ _ ___ __ __ SUMMARY OF SHEAR WALL AND HOLDDOWN SELECTIONS Walls Parallel to X axis Story Line Wall SW LtHD RtHD * Exceeds table capacity - None required am ow 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 1 A 1 1 1 1 1 A 2 1 - - 1 A 3 1 - 1 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 ========= = == = s x a s = ===== =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 " u u i I LLGlLµ1G [ 7/16" Wood Structural 1 IVY 111 iapc.-.1GJ J Panel w/ 10d Box] Shear Wall Edge Anchor Bottom Rim /Blk to Allow SW Sheathing Nailing Bolts Plate Top plate Shear Nctes # [Thick (side)] (in oc) (in oc) (in oc) (in oc) (K1 7/16" OSB(1) l0d @ 6 5/8" @ 48 16d @ 5 A35 @24 w /12 -8d 0. � Ln rnr+l lOW lD rl rl 1 1 i 7/16" OSB(1) l0d @ 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. 7/16" OSB(1) l0d @ 2 5/8" @ 8 16d @ 2 A35@ 9 w /12 -8d 0. 7/16" O58(2) l0d @ 4 5/8" @ 24 2 -16d @ 3 2- A35 @15 w12 -8d 0.70 7/16" OSB(2) l0d @ 3 5/8" @ 18 2 -16d @ 2 2- A35 @12 w12 -8d 0.90 7/16" OSB(2) l0d @ 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. = nUSUVwn oeutuuse Simpson Strong [- Simpson 2004 1 1 t.L -Tie Holdown] Catalog ] sss Jpecses 1 Foundation Level I Type Stud Fastner Anchor Cap Detail Type to Stud Bolt Kips Number ri NM [N 111W C- CO 01 STHD8 N N N N N V W eN to C I N O I C I N (24) 16d - -- 2.37 (2)CS20(36 ") STHD1 (28) 16d - -- 2.99 (2)CS18(36 ") STHD1 (38) 16d - -- 4.43 (2)CS16(48 ") PHD6 (18)SDS3 7/8 "0 5.86 MST72 PHDB (24)SDS3 7/8 "0 6.73 2)MST48 HDQ8 (20)SDS3 7/8 "0 8.33 2)MST60 HD10A (4)7/8 "0 7/8 "0 9.54 2)MST72 HD14A (4) 1" 0 1" 0 11.08 H015 HD15 (5) 1" 0 1 -1/4 "0 15.30 _ L noluown 11euuse j [ Simpson Strong -Tie [ Simpson 2003 Catalog 1 VL Holdown ] 1 111 2lpeCleb 1 Other Levels Lk Type Stud Fastener Tie Cap Detail Type to Stud Rod Kips Number ri NM [N 111W C- CO 01 CS18(36 ") 2x (18)10d - -- 1.27 (2)CS20(36 ") (2)2x (18) 8d ea - -- 2.01 (2)CS18(36 ") (2)2x (18)10d ea - -- 2.54 (2)CS16(48 ") (2)2x (28) 8d ea - -- 3.30 MST72 3x (56)16d ea - -- 5.80 2)MST48 (2)3x (42)16d ea - -- 7.63 2)MST60 (2)3x (46)16d ea - -- 8.92 2)MST72 (2)3x (56)16d ea - -- 11.60 H015 6x (5) 1 "0 5/4 "0 15.30 [ Holddown Notes 1 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 holddcwn: 2:c & 4x (38mm x and 89mm x) - -- #2 or better 6x ( 140mm :c ) - -- #1 or better f) The anchor type hclddowns at other levels shall have a pair, one above and one below, tied by a threaded rod. g) Use STHDBRJ for STHDB, STHD1ORJ for STHD1O, and STHD14RJ For STHD14 where rim joists are installed. The stud Fastener for STHD's shall be =6d sinkers. Minimum stem wall :c be 6" wide for _ -stow buildings, 3" wide for bu- _dings having r or more stories — LJLay JLLLLI. [ Simpson Cnnctr ['Simpson 1996 . LLLeUllse j (tar. ] Catalog 14i1 JF)CGSCS4 DS Conn Drag Fastner Thru Cap Note # Type Strut to Cnnctr Rod Kips No. 24 " -CS16 DBL TOP PL (22) -10d -- 1. rl rl rl rl H N N N N (2)24 " -CS16 DBL TOP PL (22) -10d ea -- 3., (3)24 " -CS16 4x 6 (22) -l0d ea -- 4. 155 "- CMST14 4x 6 (88) -10d -- 6.' W 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" 0 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 Ht (ft) 8.0 - 9.0 - SUMMARY SHEET SEISMIC DATA: Manual EPVRA = 0.33 EPA = 0.33 SHEG = I Seis Pert 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 WOODCAD QLAT (Pro V4.0) File: 1294RDB2 Page: 1 of 5 wind Exposure = B Wind Speed = 85 Structure = Encl /Unencl Imp Factor = 1.00 Load Summary 11 to Y 11 to X Level (K) DL Seis Wind DL Seis Wind -- 2 - 31.5 3.7 3.6 33.1 4.1 6.4 Story 2 Story 1 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 Calc Plot Wall Dis Dis Dis Ht (ft) (ft) (ft) (ft) ===== = 7:__ =___ = =t== = === = = ==== WALLS Parallel to Y -Axis X X Y Story 2 Line 1 Wall 1 0.0 0.0 20.0 Line 2 Wall 2 20.0 20.0 26.5 Line 3 Wall 1 40.0 40.0 0.0 Wall 2 40.0 40.0 32.5 Story 1 Line 1 Wall 1 0.0 0.0 3.0 Line 2 Wall 1 20.0 25.0 38.0 Line 3 Wall 1 40.0 40.0 3.0 WALLS Parallel to X -Axis Y Y X Story 2 Line A Wall 1 0.0 3.0 8.0 Wall 2 0.0 3.0 20.5 Wall 3 0.0 0.0 25.0 Wall 4 0.0 0.0 35.5 Line B Wall 1 23.0 23.0 0.0 Line C Wall 1 46.0 46.0 25.0 Wall 2 46.0 46.0 3S.0 Story 1 Line A Wall 1 0.0 3.0 8.0 Wall 2 0.0 3.0 18.5 Wall 3 0.0 3.0 35.5 Line B Wall 1 23.0 23.0 0.0 Line C Wall 2 46.0 46.0 25.0 Length Wall Shear Holddown DL (ft) (ft) (Ksf) = = = == __= = = = = = == == 8.0 23.0 23.0 0.015 8.0 16.5 16.5 0.015 8.0 27.5 27.5 0.015 8.0 13.5 13.5 0.015 8.0 20.0 20.0 0.015 8.0 8.0 8.0 0.150 8.0 43.0 43.0 0.015 == = 8.0 4.5 4.5 0.015 8.0 4.5 4.5 0.015 8.0 4.5 4.5 0.015 8.0 4.5 4.5 0.015 8.0 20.0 20.0 0.015 8.0 5.0 5.0 0.015 8.0 5.0 5.0 0.015 8.0 4.5 4.5 0.015 8.0 11.0 11.0 0.015 8.0 4.5 4.5 0.015 8.0 20.0 20.0 0.150 8.0 15.0 15.0 0.150 WOODCAD QLAT (Pro V4.0) File: 1294RDB2 Page: 2 of 5 Lt Trib Rt Span Width Span (ft) (ft) (ft) _ 0.0 20.0 0.0 0.0 1.0 0.0 0.0 20.0 5.0 5.0 20.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 8.0 8.0 1.0 0.0 0.0 1.0 6.0 6.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 5.0 5.0 1.0 0.0 0.0 8.0 6.0 6.0 8.0 6.0 6.0 8.0 0.0 0.0 1.0 0.0 0.0 3.0 0.0 Designs Unlimited •Time : 03:06:06 Date : 05 -10 -2005 WOODCAD QLAT (Pro V4.0) File: 1294RDB2 Page: 3 of 5 ========= = = == = = === = == INPUT DATA - Diaphragms Build Dimen (ft) a = LINES Parallel to Y -Axis Roof Level Lines 1 2 43.0 0.015 0.000 0.000 Lines 2 3 46.0 0.015 0.000 0.000 Level 1 Lines 1 2 20.0 0.010 0.000 0.000 Lines 2 3 43.0 0.010 0.000 0.000 LINES Parallel to X -Axis Roof Level Lines A B 40.0 0.015 0.000 0.000 Lines B C 40.0 0.015 0.000 0.000 Level 1 Lines A B 40.0 0.010 0.000 0.000 Lines B C 40.0 0.010 0.000 0.000 Dead Part Live Start Cant Ext Roof Slope Load Load Load Dia Dia Wall Front Back (Ksf) (Ksf) (Ksf) (ft) (Ksf) _ a - 3 3.0 0.015 3.2 3.2 0.0 0.015 4 4 3.0 N 0.015 3.5 3.5 3.0 N 0.015 0 0 0.0 0.015 4 4 0.0 0.015 3.54 3.5 0.0 0.015 0 0 0.0 0.015 Designs Unlimited Time : 03:06:06 Date : 05 -10 -2005 ======= = = == = = = = = = = = == = = = = = = = = =______ == = = = = = == OUTPUT DATA - Shear Walls and Holddown Forces Line Shear Seis Wind (K) (K) WALLS Parallel to Y -Axis 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 0.9 1.8 0.9 1.7 3.4 1.7 Wall Shear Seis Wind (klf) (kif) 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 0.111 0.023 0.023 0.056 0.056 0.056 0.056 0.101 0.161 0.4 0.101 0.161 0.101 0.161 0.075 0.075 0.075 0.039 0.109 0.022 0.022 0.126 0.126 0.126 S- Support required beneath holddown 0.089 1.8 0.089 1.8 0.089 1.8 0.089 1.8 WOODCAD QLAT (Pro V4.0) File: 1294RDB2 Page: 4 of 5 x Drag Force Holddowns Lt Rt Left Rght W (K) (K) (K) (K) == 0.3 0.4 0.0 0.5 1.0 0.0 0.3 0.0 0.0 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 0.3 0.0 0.4 0.2 0.2 0.0 0.2 0.0 0.0 1.6 1.6 1.0 0.4 1.6 0.6 0.0 1.8 0.0 0.0 0.7 0.2 0.0 1.8 0.0 0.0 0.150 0.253 0.4 0.0 0.9 0.100 0.169 0.5 0.6 0.0 _ 1.0 1.0 1.0 1.0 1.2 1.0 0.7 M -Manaul input of holddown Designs Unlimited Time : 03:06:06 Date : 05 -10 -2005 = = = = _=============== = ==== === ____=== ==== _____ == == LINES Parallel to Y -Axis OUTPUT DATA - Diaphragms and Chord Forces WOODCAD QLAT (Pro V4.0) File: 1294RDB2 Page: 5 of 5 H Dia Load Seismic Shear Wind Shear Chord Force - -- Seismic Wind Left Right Left Right Max at W (Kips) (Kips) (Klf) (Klf) (Klf) (Klf) (Kip).xxL === S====== = = = __ = = = == == == == =__= = = = = = =s = =s= = = = === = = ======== = = = = = == 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 == ==sets== == = = == == t===e===as == = ==_ * * * * * * * * ** Detailed Calculations * * * * * * * * ** WALLS Parallel to Y -Axis Story 2 Line 1 Wall 1 Height 8.0 SW Len Seismic Wall Force: 0.892 OTM 8.182 Uniform DL: 0.300 Header DL : LT 0.000 RT 0.000 Max Down LT -0.356 RT -0.356 Res Moment: LT 94.426 RT 94.426 Holddown LT -3.750 RT -3.750 Story 2 Line 2 Wall 2 Height 8.0 SW Len Seismic Wall Force: 1.836 OTM 15.439 Uniform DL: 0.015 Header DL : LT 0.000 RT 0.000 Max Down LT -0.936 RT -0.936 Res Moment: LT 15.620 RT 15.620 Holddown LT -0.011 RT -0.011 Story 2 Line 3 Wall 1 Height 8.0 SW Len Seismic' Wa11 Force: 0.633 OTM 6.320 Uniform DL: 0.300 Header DL : LT 0.000 RT 0.750 Max Down LT -0.230 RT -0.980 Res Moment: LT 134.991 RT 152.522 Holddown LT - 4.679 RT -5.316 Story 2 Line 3 Wall 2 Height 8.0 SW Len Seismic Wall Force: 0.311 OTM 3.103 Uniform DL: 0.300 Header DL : LT 0.750 RT 0.000 Max Down LT -0.980 RT -0.230 Res Moment: LT 41.138 RT 32.532 Holddown LT -2.817 RT -2.180 Story 1 Line 1 Wall Wall Force: OTM Uniform DL: Header DL : LT Max Down LT Res Moment: LT Holddown LT 1 Height 8.0 SW Len Seismic 1.098 9.699 0.010 0.000 RT 0.000 -0.485 RT -0.485 22.100 RT 22.100 -0.620 RT -0.620 WOODCAD QLAT (Pro V4.0) File: 1294RDB2 Page: 1 e =_ 23.0 HD Len 23.0 Wt 0.015 Wind 0.900 7.200 0.140 LT 0.000 RT 0.000 LT -0.313 RT -0.313 LT 46.076 RT 46.076 LT - 1.690 RT -1.690 16.5 HD Len 16.5 Wt 0.015 Wind 1.800 14.400 0.007 LT 0.000 RT 0.000 LT -0.873 RT -0.873 LT 11.583 RT 11.583 LT 0.171 RT 0.171 27.5 HD Len 27.5 Wt 0.015 Wind 0.604 4.829 0.140 LT 0.000 RT 0.350 LT -0.176 RT -0.526 LT 65.869 RT 72.318 LT -2.220 RT -2.454 13.5 HD Len 13.5 Wt 0.015 Wind 0.296 2.371 0.140 LT 0.350 RT 0.000 LT -0.526 RT -0.176 LT 19.040 RT 15.874 LT -1.235 RT -1.000 20.0 HD Len 20.0 Wt 0.015 Wind 1.700 13.600 0.010 LT 0.000 RT 0.000 LT -0.680 RT -0.680 LT 17.420 RT 17.420 LT -0.191 RT -0.191 Designs Unlimited =Time : 03:06:07 Date : 05 -10 -2005 ___ = = = = = = WALLS Parallel to Y -Axis 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 ______ Wall 1 Height 8.0 SW Len Seismic 2.465 23.370 0.010 LT 0.000 RT 0.000 LT -2.921 RT -2.921 LT 32.912 RT 32.912 LT -1.193 RT -1.193 Wall 1 Height 8.0 SW Len 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 =m= = == = = == ____ 8.0 HD Len 8.0 Wt 0.150 Wind 3.400 27.200 0.010 LT 0.000 RT 0.000 LT -3.400 RT -3.400 LT 25.942 RT 25.942 LT 0.157 RT 0.157 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 ____________ _ = === = == = _ 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 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 0.505 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 20.0 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 ven= eeomveeaa�vvva ====-== == 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 Wail 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 8.0 SW Len Seismic 0.507 4.283 0.015 LT 0.000 RT 0.038 LT -0.857 RT -0.894 LT 1.434 RT 1.594 LT 0.570 RT 0.538 Wall 2 Height 8.0 SW Len Seismic 0.507 4.283 0.015 LT 0.038 RT 0.000 LT -0.894 RT -0.857 LT 1.594 RT 1.434 LT 0.538 RT 0.570 Wall 1 Height 8.0 SW Len Seismic 0.338 2.909 0.080 LT 0.000 RT 0.240 LT -0.646 RT -0.886 LT 1.721 RT 2.639 LT 0.264 RT 0.060 Wall 2 Height 8.0 SW Len Seismic 0.826 7.111 0.080 LT 0.240 RT 0.240 LT -0.886 RT -0.886 LT 12.529 RT 12.529 LT -0.493 RT -0.493 Wall 3 Height 8.0 SW Len Seismic 0.338 2.909 0.080 LT 0.240 RT 0.000 LT -0.886 RT -0.646 LT 2.639 RT 1.721 LT 0.060 RT 0.264 WOODCAD QLAT (Pro V4.0) File: 1294RDB2 Page: 4 5.0 HD Len 5.0 Wt 0.015 Wind 0.805 6.440 0.007 LT 0.000 RT .0.018 LT -1.288 RT -1.305 LT 1.064 RT 1.122 LT 1.075 RT 1.064 5.0 HD Len 5.0 Wt 0.015 Wind 0.805 6.440 0.007 LT 0.018 RT 0.000 LT -1.305 RT -1.288 LT 1.122 RT 1.064 LT 1.064 RT 1.075 4.5 HD Len 4.5 Wt 0.015 Wind 0.569 4.554 0.080 LT 0.000 RT 0.240 LT -1.012 RT -1.252 LT 1.357 RT 2.080 LT 0.710 RT 0.550 11.0 HD Len 11.0 Wt 0.015 Wind 1.391 11.132 0.080 LT 0.240 RT 0.240 LT -1.252 RT -1.252 LT 9.876 RT 9.876 LT 0.114 RT 0.114 4.5 HD Len 4.5 Wt 0.015 Wind 0.569 4.554 0.080 LT 0.240 RT 0.000 LT -1.252 RT -1.012 LT 2.080 RT 1.357 LT 0.550 RT 0.710 Designs Unlimited Time : 03:06:07 Date : 05 -10 -2005 _________== = = =a = = == ______________ WALLS Parallel to X -Axis Story 1 Line B 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 . Wall 1 Height 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 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 = = = == == _ 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 8.0 SW Len 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 WOODCAD QLAT (Pro V4.0) File: 1294RDB2 Page: 1 == = = = == = _== = = == == = ====== ====== = = == = == 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 3 3 25.00 39.00 0.07 0.47 3 1 25.00 39.00 1.79 4.86 2 4 2 40.00 32.50 0.00 0.14 Designs Unlimited Time : 03:06:08 Date : 05 -10 -2005 = =LC= 2 xssx ==== = SUMMARY OF ACCUMULATED HOLDDOWN FORCES @ RIGHT END OF SHEAR WALL Walls Parallel to Y axis Story Line Wall RIGHT END SEIS WIND X Y Rt Rt Dis Dis HD HD 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 WOODCAD QLAT (Pro V4.0) Time : 03:06:08 File: 1294RDB2 Date : 05 -10 -2005 Page: 3 _ ______= = === x= == ____ = = ______ _= = = = = = == = = SUMMARY OF ACCUMULATED HOLDDOWN FORCES @ LEFT END OF SHEAR WALL Walls Parallel to X axis Story Line Wall LEFT END SEIS WIND X Y Lt Lt Dis Dis HD HD 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 A 2 20.50 3.00 0.45 0.92 A 2 18.50 3.00 0.16 1.75 2 B 1 0.00 23.00 0.00 0.38 1 B 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 Designs Unlimited Time : 03:06:08 Date : 05 -10 -2005 ==a == == === === _ = = == =mass== = = == = = = == 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 == == ===== INTRODUCTION FILE CO Geotechrjpal Engineering EvaIua Hirai Short Plat Tukwila, Washington REVIEWED FOR CODE COMPLIANCE aataa,.,►FQ UG 1 5 2006 a l Of Tukwila BUILDING DIVISION 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 comer of the intersection of South 132o Street and Pacific Hwy 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 recommendations 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 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: I. 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 NOA. 3. Map the surficial slope conditions and produce cross - sections. RECEN 4. Perform grain -size sieve analysis on soil samples. CITY 5. Provide our opinion regarding slope stability. JUN 6. Provide recommendations for earthwork, foundation support, and slabs-on-grpfko 7. Provide recommendations for subgrade preparation and pavements. 8. Provide recommendations for site drainage and erosion control. 9. Document the results of our findings, conclusions, and recommendations in a written geotechnical report. ttLo - 2Z'4 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 (Qu). 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 Survev 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 final 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:1V). Cuts in the native silt could stand at inclinations as steep as 1H: 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:IV). 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 GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Hirai Short Plat Tukwila, Washington March 30, 2006 NGA File No. 733906 Page 10 bearing pressures are needed. Current IBC 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 'h -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. 314-inch sieve). The use of on -site soils as structural fill will likely be unfeasible, but will be NELSON GEOTECHN/CAL 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 Thkwila, 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 Fi11 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 strictures 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 fmished 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, /, n A. McCaughan, BIT 1 Senior Staff Engineer NELSON GEOTECHNICAL ASSOCIATES, INC. Khaled M. Shawish, PE Principal CAM: KMS:lam Ten Figures Attached NELSON GEOTECHNICAL ASSOCIATES, INC. J J VICINITY MAP Not to Scale 0 2066- A .._ I 1 - _ ': 1 - SAvreez Tukwila, WA Project Number 733906 Figure 1 Hirai Short Plat Vicinity Map NELSON GEOTECHNICAL N GA. ASSOCIATES, INC. GEOTRCXNICAL ENGINEERS & GEOLOGISTS Wtw* ..wr 1424y1! /FaWifl No. 1 Date 320108 Revision ay Y CK CAM ACA j _. MIMI Project Number 733906 Figure 2 \\ \ . d•- TP \ .0 TP-3 —• LEGEND Property Line TP -1 —to I Number and Approximate I Location of Test Pit f A' Approximate Location of Cross- Section Concrete Walkway Reference: Site Plan is based on a topographic site plan dated June 1, 2005, titled "Hirai Site Plan," prepared by Medina Consulting Engineer, Inc. Hirai Short Plat Site Plan RIM 11•880 1 Fax YN0,Y Existing Rockery 0 GSOTZCHNICAL ENGINESRS & GLOLOGISTS Scale: 1 Inch = 40 feet NELSON GEOTSC NNICAL No. Date Revision �® NGAA ASSOCIATES, INC. 1 Original N Catch basin Ditch 40 80 •I 11 to io w 0 w Z x • D Z a • r a a� O n OZ E./ ip i0 Q am • _A ✓ Z = O n n z a > r 0 E 5 K Southwest 230 — 210 190— 179— A Gravel Alleyway R Exploration Test Pit Design TP -1 Groundwater Level —3 = During Exploration Geologic Contact (approodmate) Fill TP -] (Projected 15-ft. Southeast) Stiff to very stiff sift with trace sand Fill TP -1 Concrete Walkway Existing Rockery up to 30° locally R A' Reference: Cross Section is based on a topographic site plan dated June 1, 2005, titled "Hirai Site Plan, prepared by Medina Consulting Engineers, Inc. Northeast —230 0 20 40 60 80 100 120 140 160 Distance (feet) NOTES: 1) Stratigraphic conditions are interpolated between the explorations. Actual conditions may vary. 2) Elevations are approximate. 210 190 170 KGADraning 200617319M wauCu a g m c a a -4 r0 rn 3 5 gg if! Z afi zA A 9. O Z 1 /1 -'ro a " � ; n r Z T 5 SY] • g r, A 2 Southwest 220 200 180 160— B Test pit Designation -- j TP-1 Groundwater Level —5 Z During Exploration Geologic Contact —j ? (apps) Gravel Alleyway R B TP-5 Topsoil & Fi0 Stiff to very stiff sift TP -4 with trace sand Existing Rockery Concrete Walkway Exploration 20 40 60 80 Distance (feet) 100 120 140 NOTES: 1) Stratigraphic conditions are interpolated between the explorations. Actual conditions may vary. 2) Elevations are approximate. Reference: Cross Section is based on a topographic site plan dated June 1, 2005, titled "Hirai Site Plan," prepared by Medina Consulting Engineers, Inc. Northeast 220 200 180 160 Orating ro.resavy - n m C kr a W � O c 3 1 0 N a = kn kn e) o a z =aZ r4 0 ilr =a n m p t ow K O Z pi n iii 4 A O t an i • Z= - n 1 1 A i r 1 z 0 m • 3 Co iac 0 Southwest 220— 200 180— ImEw 160— C 1 Exploration TestPitDesigrietion --3 TP -1 --, During Eclo ati or Geologic Contact -- 3 ? (apprmdmate) Gravel Alleyway C' Fill TP-3 Stiff to very stiff silt with trace sand R Existing — 200 Rockery Concrete Walkway O 11 „ Ill,l�ll IIjJ w Iliill��IJIII�I�III�1��IPI1I1 li1 1 1 20 40 60 80 100 120 Distance (feet) Northeast — 220 — 180 — 160 NOTES: 1) Stratigraphic conditions are interpolated between the explorations. Actual conditions may vary. 2) Elevations are approximate. Reference: Cross Section is based on a topographic site plan dated June 1, 2005, titled "Hirai Site Plan, prepared by Medina Consulting Engineers, Inc. ruaucsawy NGA Drafting 2006V.uaou UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME COARSE - GRAINED _ SOILS MORE THAN 60 % RETAINED ON NO. 200 SIEVE GRAVEL MORE THAN 50% OF COARSE FRACTION RETAINED ON NO, 4SIEVE 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) Field 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 vislble water. 3) Descriptions of soli density or Wet - Visible free water or saturated, consistency are based on usually soli is obtained from Interpretation of blowcount data, below water table visual appearance of solls, and/or test data. Project Number 733906 Hirai Short Plat Soil Classification Chart �/\ NELSON GEOTECHNIC/ ty� - GA \. ASSOCIATES, fNC. GEOTECHNICAL RNOINCCRS & GEOLOGIST M ,.;. s w.,„,_ ate Revision K 1 r 1 1 original 1 Figure 6 1 / (tlb)SINO /WY1i6N w- vnopm,m^ 8.0 -10.0 ML BLUE -GRAY SILT WITH TRACE FINE SAND (VERY STIFF, MOIST) SAMPLES W EjE 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 DEPTH (FEET) USC SOIL DESCRIPTION TEST PIT ONE 0.0 - 2.0 ML • DARK BROWN SILT WITH TRACE FINE SAND, DARK ORGANICS, BRICK, AND TIMBER (VERY SOFT, MOIST) (FILL) 2.0 -8.0 ML BROWN -GRAY, IRON -OXIDE STAINED, SILT WITH TRACE FINE SAND (STIFF, MOIST) 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 TEST P11' THREE 0.0 -32 ML DARK BROWN SILT WITH TRACE FINE SAND, ROOTS, BRICK, AND CONCRETE (VERY SOFT, MOIST TO WET) (FILL) 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 10.6 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED MODERATE TEST PIT CAVING WAS ENCOUNTERED BETWEEN 0.0 AND 3.2 FEET TEST PIT WAS COMPLETED NT 11.0 FEET ON 3/15/06 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 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 3/15/06 NELSON GEOTECHNICAL ASSOCIATES, INC. FILE NO 733906 FIGURE 7 ACO:CAM LOG OF EXPLORATION DEPTH (FEET) USC SOIL DESCRIPTION TEST PIT SIX 0.0 -1.5 ML DARK BROWN SILT WITH TRACE FINE SAND, BRICKS, AND GARBAGE (VERY SOFT, MOIST) (FILL) 1.5 -4.5 ML BROWN -GRAY SILT WITH TRACE FINE SAND (STIFF, MOIST) 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 3/15/06 TEST PIT SEVEN 0.0 -2.8 ML BROWN -GRAY, IRON -OXIDE STAINED, SILT WITH TRACE FINE SAND AND ROOTS (VERY SOFT, MOIST) (FILL) 2.8 - 5.2 Ml BROWN-GRAY SILT WITH TRACE FINE TO MEDIUM SAND AND FINE GRAVEL (STIFF, MOIST) 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 6.2 FEET ON 3/15/06 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 3/15/06 NELSON GEOTECHNICAL ASSOCIATES, INC. FILE NO 733906 FIGURE 8 I i 1 i 1 1 1 iQ 0 g 0 .04 I> pi 11 z 1 > r 00 0 et 0 o p n o 9 Ay " a n � Z 2 f a Y r z 0 z M w X • CO c CO wZa o c CO m 2 1 1 0 1 M 3 100 90 60 ►- 70 >- 60 co z 60 LL r W 40 w 0. a 20 10 0 1000 1 11 111116111 1111111 111111111111 111 11.11111111 1111 1IIr1NS HI 1 1S1I•1111■ 1111 1Sl1111111!!U 111 1111111111111111111111 1111 11111111111111‘ 111 IAEINIU 111 1s111/1n 111 INItSIRS 1111 11•11111.1111 1111 1r1I•1111111 I111 1lrilrl11l■ 1111 11111111111111111111 111 11S11111III■ 1111 N�III■M� 111 111111111111111111 1111 111111111.11111111 111 11111111111111■ 1111 1 1 1 1 1 1 1 1 1 1 1 100 U.S. STANDARD SIEVE SIZE . +0 . a p so 10 1.0 GRAIN SIZE IN MILLIMETERS � • # • $ 4 +°. 4 2 + 0.1 0.01 0.001 COBBLES GRAVEL COARSE I FINE SAND COARSE MEDIUM I 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% Silt/Clay = 97% ' r GA Draftin2a9013Htg 11 0 c 5 0 n w or £ z r a La PI OZ n I W q FFF w O In ft F. r r 2 0 w_ 8 U.S. STANDARD SIEVE SIZE 4) is tp 4 'C 100 111 111 II • III II i 1 1111 so 111111a101111111 1111111111111111111111 111w1 •a111a11 11111111111111111111111 80 - 1111111111111111111N111111111 NIIIIRIIlUIIN 70 �111��N1 •11�M 111 m!n III W 1111111111111111111111 11111111111111111 1111111111111111111111111 7- 60 V 11111111111111111111111111111 r�1111111111N111 1111111111111111111111111 11111111111111111111111 wit z 60 1111111111111- IIwl1 1111111111111111111111 W 40 � 1i I�■ � il 3 1111 1 i I AIIII I iinm J iIII 111111111.1111111 MI 111111■YIS111 re tu 0. 30 1111.111111111111111♦11 11111111111111111111111 V III 11111111 11111111111111111111 20 III MINI 111111111111E11111 111IIIIIIIIIIIII11IIIIIlI IIIIPUNIINIIN ,o 1111111111111=111 MINI IIIIIIIIIIli1U1111 � III NIIIIIIIIIIIIIIIII111111111111111111111111 0 III MIIIMII IIIIIIIIIIIIUIIII 1000 100 10 1.0 0.1 GRAIN SIZE IN MILLIMETERS 0.01 0.001 COBBLES GRAVEL SAND COARSE I FINE COARSE! MEDIUM I FINE SILT OR CLAY U.S.C. SYMBOL •ML EXPLORATION NUMBER TP -2 SAMPLE DEPTH 2.5 feet SOIL DESCRIPTION Gray silt SOIL DISTRIBUTION Gravel = 0% Sand = 0% Silt/Clay =100% E IGADrjrEing Section 7 OTHER PERMITS Technical In/amoeba Report (TIR) 05-251 -2005 61IMa Consulting Engineers. Inc. %MEDINA ProjectsWlrai SPIEn0lneenn0 . 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 Information Report (7712) 05-251-2006 o0o Anna CarKUNYg Erg IMEDINA PmjecfsWifai SPIEnpineennp • . DESIGNS UNLIMITED -STOCK PLANS ■ CUSTOM DESIGN p •-•-" FILE COY 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 OFTUKWULA JUN 12 2006 PERMITCEISTER bolo - z 2 1 4 • • 19613.81 st Ave S • Suite FM 1 VWFWAWNIYMwAM � -2580 • Fax: (253) 872 -3649 ■ Email:designstudio @designsunlimited.com BeamChek v2.4 licensed to: Designs Unlimited Reg # 8101 -1456 /nt/z_. DINING/KIT Data Attributes Actual Critical Status Ratio Values Adiustrnents Loads R1 = 1091 Section (in') Shear (in TL Defl (in) Fb (psi) BM (1) Prepared by: LA. Selection [ 4x 6 HF #2 Conditions NDS'91 Min Bearing Area R1= 2.7 in' R2= 2.7 in' Lusr 0.OFt Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl 4.5 ft 4.68 # Reaction 111_ 21 # Maximum V 1227'# Max V (Reduced) L / 240 TL Actual Defl 1091 # Reaction 2 TL 1091 868 # L/763 1091 # 17.65 13.32 OK 76% 19.25 17.37 OK 90% 0.07 0.23 OK 31% Fv (psi) E (psi x mil) 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 Uniform TL: 480 = A Uniform Load A SPAN = 4.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Date: 4/29/05 R2 =1091 Fc ± (psi) 1 _::FIRES 03 - 16 - 4 BED 2 Selection 1 4x 8 HF #2 Conditions NDS '91 Min Bearing Area 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' Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl 5.5 ft 8.17 # 34# 1838 Yt 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 (in') TL Defl (in) 30.68 19.98 OK 85% 25.38 20.86 OK 82% 0.07 0.28 OK 25% Fb (psi) BM (2) Prepared by: LA. Date: 4/29/05 Fv (psi) Lust 0.OFt E (psi x mit) 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 Uniform TL: 480 = Uniform Load A SPAN = 5.5 FT Uniform and partial uniform loads are lbs per lineal ft. P&L (psi) sioN: L L E; 1924R /A/DB /2 BM GARAGE Pre by: I.A. Date: 5/17/05 Selection 3-1/8x 10.1 2 GLB 24F -V4 DF / / / D Conditions Data Attributes Actual Critical Status Ratio Values Adlustmentt Loads RI = 891 BeamChek v2.4 licensed to: Designs Unlimited Reg # 8101 -1456 Min Bearing Area RI = 1.4 in 1.41nz Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Dell 16.5 ft 7.97 # Reaction 1 TI. 132 # Maximum V 3674 '# Max V (Reduced) L / 240 TL Actual Defl 891 # Reaction 2 TL 891 # 891 # 796 # L / 598 Section (inai Shear (in TL Dell (in) 57.42 1 8.37 OK 32% 32.81 6.29 OK 19% 0.33 0.83 OK 40% Fb (psi) Fv E (psi x mil) (Psi) 2400 Base Values Base Adlusted 2400 190 190 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use I.000 1.00 1.00 I.00 1.00 1.00 1.00 1.00 1.00 a Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0,0 Uniform TL: 100 = A Uniform Load A SPAN = 16.5 FT Uniform and partial uniform Toads are Ibs per lineal ft. Lu = 0.0 Ft R2 = 891 RI (psi) rypi r 4 -O t 7e/L173/2_ BS MT Selection Conditions Data Attributes Actual Critical Status Ratio Values $diustments Loads, R1 = 1911 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' Section (in') Shear (n') TL Del (in) BM (5) Prepared by: IA. Date: 4/29/05 Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Dell 6.5 ft 7.87* 51 # 3105'# L / 240 Reaction 1 TL Maximum V Max V (Reduced) 11 Actual Deli 1911* Reaction 2 TL 1911 # 1457 # L/993 1911 # 49.91 36.53 OK 73% 32.38 29.15 OK 90% 0.08 0.33 OK 24% Fb (psi) Fv (psi) E (psi x mil) Uniform TL: 580 = A Uniform Load A Fc ± (psi) 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 SPAN = 8.5 FT Uniform and partial uniform loads are Ibs per lineal ft. L SS7p OVAL [LT X.P1RES 03 -16 -07 L /z9¢Rfr)a /z BSMT Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 1586 BeamChek v2.4 licensed to: Designs Unlimited Reg # 8101 -1456 4x10 HF#2 Lu=0.OFt NDS '91 Min Bearing Area R1= 3.9 in' R2= 3.9 in' Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Deft 6.5 ft 7.87 # 51 # 2577 s it L/240 Reaction 1 TL 1586 # Maximum V 1586 # Max V (Reduced) 1210 # TL Actual Dell L / >1000 Reaction 2 TL 1586* Section (in') Shear (in') TL Dell (in) Fb (psi) BM (4) Prepared by: I.A. 49.91 30.31 OK 61% 32.38 24.19 OK 75% 0.07 0.33 OK 20% Fv (psi) E (psi x mil) 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 Uniform TL: 480 = A Uniform Load A SPAN = 6.5 FT Uniform and partial uniform Toads are lbs per lineal ft. Date: 4129/05 R2 =1586 Fc (psi) 1 294R/A/DB/2 PORCH Selection Conditions pia Attributes Actual Critical Status Ratio Values Adjustments Loth RI = 393 NDS '97 BeamChek v2.4 licensed to: Designs Unlimited Reg # 8101 -1456 4x 4 HF #2 Lu = 0.0 Ft Min Bearing Area R1 = 1.0 in 1.0 1n Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl 5.5 ft 2.98 # 16 # 541 '# L / 240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 393 # 393 # 351 # L / 365 Reaction 2 TL 393# Section (in Shear (inz) TL Defl (in) 7.15 5.09 OK 71% 12.25 7.03 OK 57% 0.18 0.28 OK 66% Fb (psi) W BM Prepared by: LA. E (psi x mil) Date: 5 /19105 Fc (psi) (psi) Base Values Base Adjusted 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 I.00 1.00 1.00 1.00 0 Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform 71: 140 = A Uniform Load A SPAN = 5.5 FT Uniform and partial uniform loads are Ibs per lineal ft. R2 = 393 1 I 294R/A/DB/2 BACEMENT Selection Conditions Data Attn'butes Actual Critical Status Rado Values Adlustments Rt = 1669 BeamChek v2.4 licensed to: Designs Unlimited Reg # 8101 -1456 1 3 -I /8x 9 GLB 16F -V3 DF /DF Lu = 0.0 Ft 1 Min Bearing Area RI= 3.0in =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 L / 240 TL Actual Defl L / >1000 Section (inn Shear (in TL Defl (in) 42.19 17.21 OK 41% 28.13 9.58 OK 34% 0.04 0.28 OK 16% Fb (psi) BM Prepared by: I.A. Fv (psi) E (psi x mil) Base Values Base Adiusted 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 CI 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 bads are Ibs per lineal ft. Date: 5/19/05 R2 = 1669 Fc I (psi) 741W .91 ,•¢FZ'�' i 9t I � � 4 I 1a ' I I a a aYa <I a L• d q A L" 9 ° a Niu lip s • \ .h � a , ' l OL _.. ) + �QF P�G� •t , RECEIVED o JUN 2 71;WS PUBLI WORKS INCOMPLETE • �� ~�ru LTR# JUN 2 2 2006 r'c:ti t CENTER � I�:. IIIIII: ILIIIII111f1 '�IIILII�II�21--- }�hi...X31!I; ILL` II�I41�LI�I� ►��51��1.1>>>h>>)��6' Inch 1H8.. ; S1a18727• w xc : ° eft L k• ai 5 b ti G. E � . Z �. � ' � �r,x�- �"�,''j ,,�"�:t �' r y1„t� d � �,y. %lE•�,'i ;tiY A. �� .�� , ��I��i��l��i��1��iII��I��I�L�� ►1J�1�� ►11��1� 1�11i► ��Ill��i��l�l► ��I��II�I��JI�I�� ► +��I��r��l��1- c M Q �N d v King County Department of Development anti Environmental Services 900 Oakesdale Avenue Southwest Renwu, WA 98055 -1219 REVIEWED FOR CODE COMPLIANCE ■ AUO 15 2006 CI ; • Of Tukwila () BUILDING DIVISION • R Pt- LATERAL DESIGN COMP IAtt : t r ECKLIST For Use with the 2003 IBC METhiC ; : , SIMPLIFIED Introduction The lateral design provisions of the 2003 edition of the International Bt. . ti g Code (IBC) differ si'g'nificantly from prevlous editions of the Uniform Building Code. Generally, the lack of a prescril: o .mbmittal format for required engineering analysis results in varying submittal formats often difficult to Interpret h• purpose of this checklist Is to provide a tool to review staff to assist in the plan review process to assess compllanct. A a : 18C Section 1809 and Section 1815. If the lateral design Is based on the simplified method In part or whole, ple..e t .:rnplete the front and backside of the attached second page and submit it along with the lateral calculations. The Iv . mils both analytical and simplified approaches for both wind and seismic lateral design. This checklist pertains only to ' simplified methods of IBC Section 16t0.6.and Section 1617.5. Both are, addressed separately. Simplified Wind Load Design Method: Performance Criit a is MC Section 1609.6 establishes btiilding and site criteria necessary in ordi rio 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(i 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 B, 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 fupdamental period greater than 1 second. 7. The building has no special joints dr separatioffs. 8. 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. Simplified Seismic Load Design Method: Performance Criteria • IBC Section 1617.5 allows for the simplified seismic design based on the following formula: V 1.2SosW WC 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 1• 2. Building is of light frame construction and does not exceed three stories In height, excluding basements. 3. Buildijigs,of any construction other than light - framed construction, not exceeding two stories in height, excluding - basements, with flexible diaphragms at every level as defined in IBC Section •1602, 2 S 4 . 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: Permit No. CI TY 0 TT JUN 12 2006 PERMITCE TER rorla _ze t Ground snow load Wind speed (mph) Seismic • design category Subject to du age from Winter design temp. Ice- shield required Flood hazards Air freezing Index Mean annual te;np. Weathering Frost Ilne depth Termite Decay Varies 85 01 or D2 Moderate • 12" < 1,000ft elev., Slight to Mod. Slight to Mod. 25 No Varies., 100 to 250 50 IRC Design criteria 1. Buildings and s,rll parts thereof, shall be constructed to safely support all loads. Including dead loads. live loads, roof loads, flood loJs4saewfi(iads; wind loads and seismic Toads as prescribed by this code. The ,,construction of buii sand Structures shall rest lit In a system that provides a complete load path capable of transfertfi a loads from their point of origin thnwgR the load - resisting elements to the foundation. R301.1 As ail • alternative to the requirements in Section R301.1 the following standards are permitted subfect to the limitations el Arrthis code and the limitations therein. Where engineered design Is used in conjunction with these standards the design shall comply with the. International Building Code. 1. American Forest and Paper Association (AF &PA) Wood Frama Construction Manual (WFCM). 2. American Iron and Steel Institute (AISI), Standard for Cold- Formed Steel Framing- Presbriptive 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 Edition (1995), published 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 miniinum roof snow load shall be 25 pounds per square feet. 2. Seismic design category shall be Di for areas of uniticorporated King County to the east of the Snoquelmie River as It traverses from the King County — Snohomish County ling to the city limits of Snoquaimle, east of the town of Snoqualmle, east of the Snoquaimle Parkway and the Echo Lake - Snoquaimle Cut -off SE as they run from the city limits of the town of Snoquaimle to State Highway 19 and to the south or east of State Highway 18. All other portions of unincorporated King County shall be seismic design category D2. 3. The frost line depth shall be considered to be 12 Inches for sites up to an elevation 0'1000 feet above sea level. For sites over 1.000 feet above sea level a specific ilte analysis mey be required. .4. Flood hazard within King County varies. See the flood hazard code provisions of KCC 21A.24. Step_: Step Procedure Checklist for Wind Load Design by Itti.;t Step Question Background Information • Have you used the 3- second gust wind speed of 85 MPH in your 1 design? 2 What is the importance factor, lw, used in your design? 3 4 5 6 7 What is the Exposure category used? What is the mean building height of the building? What is the Exposure Adjustment Coefficient used? Has the building been segmented into the specific zones pursuant • to the guidelines of IBC Figure 1609.8.2.1? From IBC Table 1809.6.2.1 (1), What are the wind design wind pressures used for the following zones: Horizontal Pressures Zone A Zone 8 Zone C Zone I) Vertical Pressures Zone E Zone F Zone G Zone H Overhang Zone E0H 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 Basic wind speed for most of King County Is 85 mph. per Table R301.2 (1) and IBC Figure 1609. Importance factor, lw, pursuant to I8C Section 1609.5 and Table 1604.5, • Exposure category per IBC Section 1609.4 for all building exposure quadrants. Most of King County utilizes Exposure B with tie exception of commercial applications where Exposure C Is assumed unless justifying documentation Is provided by the enl1• . r to use a different exposure ..ai:goy. Building heigut. Exposure Adjuctment Coefficient (EAC), from IBC Table 1609.8.2.1 (4) based on mean roof height Based on the main wind force resisting system ( MWFRS) and illustrated In IBC 1 figure 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 ant1 ASCE 7, Section 6.2 provides forthal definitions of what constitutes the MWFRS. IBC Table 1809:8,2.1 (1) specifies the design wind pressures, ps30, for both the transverse and longitudinal 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= AIwPs30 Application of modified design wind ad I: Simplified es o the wind peed used( King County Application No. Seismic Design Performance Criteria Used: • Simplified analysisprocedure pursuant to IBC Section 1816.6.1. Alternate design procedure fr mm ASCE 7.02. 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 1: Simplified Y Step 1 2 3 4. 5 Question WIND AND SEISMIC LATERAL. DESIGN CHECKLIST 2003 IBC Are you using the formul-i specified in IBC Section 1617.5? What is the design els r Yc response acceleration used? Design Loads Has the seismic force been determined for etch level of the building? Are you dividing the ultimate base shear t +y 1.4 to get the allowat le working stress base shear? Have you calculated . redundancyfactorp Please specify the design old loads used for the buildinn Roof = J� psf . Walls /Paifiifons = 1,4.1 psf Floor = psf Flat roofs 5 5% slope with a 30 Ibs snow load, • 20% snow load = ncr Comment • Engineer /Architect Background Information Based on the ultimate base shear formula outlined above in the seeping language, reference IBC Section 1617.5 for details pertaining to the formula values. The design elastic • response acceleration, 505„ for short period as modified with Section 1615.1.3:SOS =% Sms where: Sms =Fa Ss per IBC Section 1815,1.2 . Vertical distribution of seismic forces at each level Is calculated pursuant to IBC Section 1817,5.2 using the following formula: FX.= 1.2SDS WX Pi Ultimate base shear may be adjusted per IBC Section 1605.3 Check for redundancy p, per iBC Section 1617.2.2. .Answer Wes ❑ No Yes ❑ No yl'es 0 No A Yes El No 05 -08 -2008 GEORGE HIRAI 15615 NE 62 CT REDMOND WA 98052 RE: Permit No. D06 -224 13046 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 cortnnenced 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 [Wade, 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 pewit and associated fees. Thank you for your cooperation in this matter. Sincerely, Jb ni er Marshall, Permit Technician xc: Permit File No. D06 -224 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 15615 NE 62 Ct Redmond WA 98052 RE: Request for Extension Development Permit No. D06 -224 Mechanical Permit Nos. M06 -119 Plumbing/Gas Piping Permit Nos. PG06 -057 City View Estates, Lot 11 -13046 34 Ln S Dear Mr. Hirai, This letter is in response to your written request for an extension Permit Nos. D06 -224, M06- 119, and PG06 -057. 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, Ter Marshall ermit Technician City of Tukwila Department of Community Development Jack Pace, Director File: Permit No. D06 -224, M06 -119, PG06 -057 P:1Penml Center\Extension Lett wenniflOod\D06 -224+ Perrot Extension #3.doc Page l of l - J Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206- 431 -3665 � Memo To: Jennifer Marshall & Bill 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. Mr. Hirai applied for all of his permits in June of 2006, consequently he is entitled to be vested in the code requirements (including the administrative sections) of the 2003 1RC, 1MC, 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. Attached is a list of his permits. Please extend as indicated. • Page 1 City OfTukmila ❑lpuvnuil (If Community 1 Xwl gnnurt BUILDING DIVISION GEORGE HIRAI PERMITS - Building LOT # Permit # Applied Approved A- 9 006 -222r 06/12/2006 10 D06 -223 06/12/2006 F 11 D06-224 06/12/2006 h 12 006- 225 ✓ / 06/12/2006 13 DO6 -226�i 06/12/2006 MECIlitf0 ✓ 1 10 M06- 1 06/12/2006 ly M06 -120✓ / 06/1212006 G M06 -121/ 06/12/2006 PLUMBING & GAS PIPING 12/05/2006 NO 09/29/2006 YES 08/16/2006 YES 04/11/2007 NO 08/16/2006 YES 09/29/2006 YES 04/11/2007 NO 08/16/2006 YES Issue Expiration Request tor Extension Extend 7 Period 12/04/2007 12/06/2007 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 12/04/2007 12/06/2007 YES 12/04/2007 12/06/2007 YES 12/28/2007 12/06/2007 YES 1 PGO6-055/ 12/05/2006 NO 12/04/2007 12/06/2007 YES (q PG06- 056 09/29/2006 YES 12/28/2007 12/06/2007 YES I ( PG06- 057106/12/2006 08/16/2006 YES 12/28/2007 12/06/2007 YES 0, P006 -0581 04/11/2006 NO 12/04/2007 12/06/2007 YES r PG06- 059/ 08/16/2006 YES 12/28/2007 12/06/2007 YES PUBLIC WORKS DEVELOPMENT PERMIT PW07 -063 Pending NO N/A N/A 90 DAYS 6 180 DAYS 180 DAYS 90 DAYS 180 DAYS 180 HAYS 90 DAYS 180 DAYS 90 DAYS 180 DAYS 180 DAYS 90 DAYS 180 DAYS 11 -06 -2007 GEORGE H!RAI 15615 NE 62 CT REDMOND WA 98052 RE: Permit No. D06 -224 13046 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 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 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, 1 • „ Xc: fer Marshall, t Technician Permit File No. D06 -224 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 August 17, 2007 George Hirai 15615 NE 62 Ct Redmond WA 98052 RE: Request for Extension Development Permit No. D06 -223 and 224 Mechanical Permit Nos. M06 -118 and 119 Plumbing/Gas Piping Permit Nos. PG06 -056 and 057 City View Estates Dear Mr. Hirai, This letter is in response to your written request for an extension to the above permits. 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 90 days, through December 28, 2007. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, File: Permit No. D06 -223 & 4, M06 -118 & 119, PG06 -056 & 057 P:\Pemu/ Centet\Extension Letters \Pennite\2006 \D06 -223 & 224+ Permit Extension.dac Page 1 of 1 jem arshall ermit echnician City of Tukwila Department of Community Development Steve Lancaster, Director Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite 11100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206- 431 -3665 To: City of Tukwila, Department of Community Development RE: Permit Numbers: D06-2 1 . -118, PG06 -056, D06 -224, M06 -119, PG06 -057, M06 -121, PG06 -226 ts10, 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 and the pending permit approval for the drainage vault that handles the drainage for the subject lots, I am requesting an extension on the subject permits. Your cooperation in this matter is greatly appreciated. Thank you. Si rge Pennit Ap i icant. .0„ 6 44-4 1 -ierezed-ctit or.ed4 To 0644-84 )/ead 08 v? *Pi 54- feas siol- RECE AUG 161001 tOAn 07 -31 -2007 GEORGE HIRAI 15615NE62CT REDMOND WA 98052 RE: Permit No. D06 -224 13046 34 LN S TilKW Dear Permit Holder: 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 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, er Marshall, Permit Technician xc: Pem it File No. D06 -224 6300 Southcenter Boulevard, Suite 1/100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206 - 431 -3665 March 14, 2007 George Hirai 15615 NE 62 Ct Redmond WA 98052 RE: Request for Extension Development Permit Nos. 006 -223, 224, & 226 City View Estates Dear Mr. Hirai: 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. Sincerely, File: Permit No. D06 -223, 224, 226 City of Tukwila Deparhnent of Community Development Steve Lancaster, Director PAleimifer\Extension Letters \Pem,its\2006[W6223, 224 & 226 Pemul axteosion.doc Page 1 of 1 Jem 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. incerely, rge Hirai Permit Applicant. r'x.l MAR 13 2007 c'ERUir eti e a s sas , , .s7,-ktre—ci-rwageoratedi Nr_ D3- /5 -07 -6C' 62101- -- 0112!1 03 -01 -2007 GEORGE HIRAI 15615 NE 62 CT REDMOND WA 98052 RE: Permit No. D06 -224 13046 34 LN S TUKW Dear Permit Holder: City! of L uktvila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director In reviewing our current records the above noted permit has not received a fmal 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 206431 -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 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. Thank you for your cooperation in this matter. Sincerely, fifer M9rshall, Permit Technician xc: Permit File No. D06 -224 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 -224 City View Estates, Lot 11 — 130xx Tukwila International BI 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 resubmittal a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made In person and will not be accented through the mall or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Enclosures File: Permit D06 -222 City of Tukwila Department of Community Development Steve Lancaster, Director P:VennifeNncomplete Letters\2006\D06 -224 Incomplete Ltr #1.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 11 Permit #: D06 -224 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen 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 orioinal sinned 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 conoeming 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 -224 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 62 Court Redmond, WA 98052 RE: PRE04 -022 Dear Mr. Hirai; Fire Department 1 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 Nicholas .1 Olivas, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575 -4404 • Fax: 206 -575 -4439 ACTIVITY NUMBER: D06 -224 DATE: 06 -22 -06 PROJECT NAME: CITY VIEW ESTATES, LOT 11 SITE ADDRESS: 13046 34 LN S Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: '- L .,, B II ing '[J - Public orks MV DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: APPROVALS OR CORRECTIONS: Oocumemshouting slip.dac 2 -28 -02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Incomplete ❑ TUESJTHURS ROU ING: Please Route Structural Review Required REVIEWER'S INITIALS: DUE DATE: 06-27-06 DATE: DATE: 13 -a Panning Di vision Permit Coordinator Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required DUE DATE: 07 -25-06 Approved ❑ Approved with Conditions m Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PLAN REVIEW /ROUTING SLIP PERMIT COORD COPL ACTIVITY NUMBER: D06 -224 DATE: 06 -12 -06 PROJECT NAME: CITY VIEW ESTATES, LOT 11 SITE ADDRESS: 130XX TUKWILA INTERNATIONAL BL X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEP ARTMENTS: V'fr .In Ivislon Public Works A/WI k{-GUG W ° ' Fire Prevention Structural ❑ DETERMINATION OF COMPLETENESS: (Tues., Thy Complete ❑ Comments: TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2-28-02 Incomplete DATE: DATE: P nning ivD ision ( Permit Coordinator ❑ DUE DATE: 06-1506 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: l (At' LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg Fire ❑ Plnegi PW ❑ Staff Initials: further Review Required DUE DATE: 07-13-06 Approved with Conditions ❑ Not Approved (attach comments) ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 1 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 0 l v. a0 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http.• / /www.ci.tukwila.wa.us � Response to Incomplete Letter # I ❑ Response to Correction Letter # Crnt ❑ Revision # after Permit is Issued JUN 2 2 2005 ❑ Revision requested by a City Building Inspector or Plans Examiner , c;.s; j. canic. . Project Name: City View Estates, Lot 11 Project Address: 13046 34 Ln S Contact Person: Summary of Revision: St-L George Hirai \applicationsVorms- applications on line\revision submittal Created: 8-13-2004 Revised: Plan Check/Permit Number: D06 -224 Steven M. Mullet, Mayor Steve Lancaster, Director Phone Number: Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision kfitA) 9 Received at the City of Tukwila Permit Center by: Entered in Permits Plus on alt4 Phone: 2'5" -vj, -tY' f ,c CITY OF TUKW /L4 Community Development Department Permit Center 6300 Southcenter Blvd., Suite WO Tukwila, WA 96188 Own Agent Signatu - r aft At I hereby certify met the above Information Is true and correct. te-t tag? Co to Crr A /Pone -296- 2-14- Z - �g�`7 � CERTIFICATE OF WATER AVAILABILITY Required only If outside City of Tukwila water district This certificate is for the purposes of: Residential Building Permit ❑ Preliminary Piet • Commercial/industrial Building Permit ❑ Rezone Estimated number of service connections and water meter size(s): 1 hydrant location and alas of main): S Se Vehicular distance from nearest hydrant td the closest point of structure Is Area is served by (Water Utility District): .L)~ /2C Permit Center /Buil Z0643113070 one: '2oc.-784 24 ZL CBLC ❑ Short Subdivision ❑ Other r14,, Date • By � Public Works Department. 206 - 433 -0179 Planning Division: 206-431-3670 1. The proposed• protect is within (City /County) Division: PERMIT NO.: Site address (attach map fowl legal description shawl v 13OXX /�Iy iIW(w�YY�f girt y "e'w MSL bll lOLI4 2, EkitCnprovements required. 3. The improvements required to upgrade the water system to bring It into compliance with the utilities' comprehensive plan or to meet the minimum flow' requirements of the project before connection end to meet the State cross connection control requirements: (Use separate sheet if more room is needed) 4. Based upon the improvements Rated above, water can be provided end will be available at the site with * flow of 1 '2 e 0 gpm et 20 psi residual fora duration of 2 hour, at a velocity of 11 , 3 fps es documented by the attached calculations. 5. Water availability: acceptable sarvice can be provided to this project Acceptable service cannot be provided to this project unless the Improvements In Item 8 -2 System is not capable of providing service to this project. are met. CIT R IVED TUKWILA JUN 12 2006 Pilaff CENTER 3- 4, •-o6 Date rrr P c Ks 3 — - This certificate is not valid without Water District No. 125's attachment entitled "Attachment to Certificate of Water Availability." PO(r2.2( Part A: (To Be Completed by Applicant) Purposeyf Certificate: re Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Propos�Use: i� Residential Single Family ❑ Residential Multi - Family ❑ Commercial ❑ Other Applicants Name: 6erwi o. d ;€04 / Phone: zoo.. -7 t3 t . 2,8) Property Address or Approxiimate Location: Tax Lot Number. ?ow -. /359400 - 0(n55 Legal Description(Attach Map and Legal Description if necessary): La* / I bI k 7 g,hkrn f pvt ti 9 -El MD E Part B: (To Be Completed by Sewer Agency) 1. Lira. Sewer Service will be provided by side sewer connection only to an existing (0 size sewer Da feet from the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an Improvement to the sewer system of. ❑ (1) T_ 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 0 b. The sewer system improvement will require a sewer comprehensive plan amendment 3, Err-3. 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: $ /00 • DD a. District Connection Charges due prior to connection: GFC:$ SFC: $ ig009 O UNIT: $ TOTAL: $ 2757) 00 (Subject to Change on January 1st) King County/METRO Capacity Charge: Currently, $4250.70 /residential equivalent, will be billed directly by !ling County after connection to the sewer system. (Subject to change by King Co/Metro without notice.) b. Easements: LJ ,( Required ❑ May be Required c. Other. "WORKING TOWARD A 8ET R ENV:RONkfENT CERTIFICATE OF SEWER AVAILABILITY /NON - AVAILABILITY CCertificate of Sewer Availability OR 14816 Military Road Souut P.O. Box Tukwila, WA 98168 Phone: (206) 242-3236 Fax: (206) 242 -1527 ❑ 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 ' • nat re. By cif id Title RECEIVED 3. 9 • 06 U r/ ur r uSW&A JUN 12 2D06 PERMITCENTER Date n ./ ii' t License Information License BAZALI.163PR Licensee Name BAZALA INC Licensee Type CONSTRUCTION CONTRACTOR UBI 600540739 Ind. Ins. Account Id I 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 I CHIC 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 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 mamtain a surety bond or assignment of account and carry general liability insurance. Page 1 of 2 https: // fortress .wa.gov /Ini/bbip /printer.aspx ?License= BAZALI* 163PR 10/04/2006 x x x x x x x x x x x x x x