Loading...
HomeMy WebLinkAboutPermit D06-218 - Huish - Family Fun Center - Retail BuildingHUISH RETAIL BUILDING 7100 FUN CENTER WY D06 -218 This Certificate is issued to verify that at the time of issuance, the structure described below has passed a final inspection and was in compliance with the various ordinances of the City regulating the building construction or use for an unoccupied building shell. Occupant/Tenant: HUISH RETAIL BUILDING Permit No.: D06 -218 Building Address: 7100 FUN CENTER WY TUKW Parcel No.: 2423049092 Property Owner: HUISH FAMILY FUN CENTERS 7300 FUN CENTER WAY , TUKWILA WA 98188 Occupant Load: 97 Type of Construction: VB THIS IS NOT A CERTIFICATE OF OCCUPANCY. Prior to occupying any portion of the above described building any or all tenants must first obtain a Certificate of Occupancy from the Tukwila Building Official or his designated representative. The priority focus in the review and inspection made by the City prior to issuance of this Certificate was on those matters which experience has shown most severely affects the safety of the general public. Although the City has made as complete a review and inspection as is reasonably possible, the City neither guarantees nor warrants the owner or any other person that this Certificate evidences strict compliance with each and every ordinance or regulation of the City or the State affecting the construction or use of said structure or the land upon which it is situated. Such compliance is the responsibility of the owner and /or occupants of the structure. doc: Certcompl Signature of : i ding Official 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.cLtukwila.wa.us CERTIFICATE OF COMPLETION THIS CERTIFICATE MUST BE CONSPICUOUSLY POSTED ON THE PREMISES D06 -218 O0/ Dat Printed: 02 -26 -2008 City c: Tukwila Department of Community Development 6300 Southc enter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 -431 -3665 Web site: ci.tukwila.wa.us Parcel No.: 2423049092 Permit Number: D06 -218 Address' 7100 FUN CENTER WY TUKW Issue Date: 10/02/2006 Suite No: Permit Expires On: 03/31/2007 Tenant: Name: HUISH RETAIL BUILDING Address: 7100 FUN CENTER WY, TUKWILA WA Owner: Name: HUISH FAMILY FUN CENTERS Address' 7300 FUN CENTER WAY, TUKWILA WA, 98188 Phone: Contact Person: Name: DICK HENDRY Address: 7200 FUN CENTER WY, TUKWILA WA, 98188 Phone: 425 227 -7200 x241 DEVELOPMENT PERMIT Contractor: Name: AXIOM COMMERCIAL CORP Address: 13110 NE 177TH PL #312, WOODINVILLE WA 98072 Phone: 425 -486 -8720 Contractor License No: AXIOMCC997NH DESCRIPTION OF WORK: CONSTRUCTION OF 9700 SF SHELL BUILDING FOR OFFICE/RETAIL USE. Value of Construction: $664,256.00 Type of Fire Protection: SPRINKLERS /AFA Type of Construction: doc: IBC - PERMIT **continued on next page** Expiration Date: 11/06/2007 Erosion prevention, installation of storm drainage, reconfiguration of swale, Reduced Pressure Principle Assembly and Double Check Detector Assembly installed in the mechanical room, water connection to existing stub, 1 -1/2" water meter. Steven M. Mullet, Mayor Steve Lancaster, Director Fees Collected: $71,614.22 International Building Code Edition: 2003 Occupancy per IBC: 19 D06 -218 Printed: 10 -02 -2006 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Permit Center Authorized Signature: Signature: Print Name: doc: IBC- PERMIT City cordTukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: cttukwila.wa.us Fire Loop Hydrant: Y Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Y Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: Y 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: Y Steven Al. Mullet, Mayor Steve Lancaster, Director Permit Number: DO6 -218 Issue Date: 10/02/2006 Permit Expires On: 03/31/2007 Date: / o%O 6 I hereby certify that I have read and examined this permit and know the same to be true and correct. 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 provisions of any other state or local laws regulating constp tion oythe performance of work. I am authorized to sign and obtain this development permit. Date: /0/2/0 % H.42 deNb 1 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 -218 Printed: 10 -02 -2006 Cny :Tl! ''"' DEPT. C CC :.::.: ": _ f' u ' : .ENT ww c_u 1,.:. ; i:_: TUKWdA, WA £)u Itia 1: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 5: ** *BUILDING DEPARTMENT CONDITIONS * ** doc: Conditions PERMIT CONDITIONS PERMIT CENTER Parcel No.: 2423049092 Permit Number: D06 -218 Address: 7100 FUN CENTER WY TUKW Status: ISSUED Suite No: Applied Date: 06/08/2006 Tenant: HUISH RETAIL BUILDING Issue Date: 10/02/2006 2: Before installing backflow prevention devices, provide make and model for verification that they are approved by the State Department of Health. 3: Contractor shall notify Public Works Utility Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 4: 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. 6: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 7: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 8: 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. 9: The special inspections and verifications for concrete construction shall be required. 10: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 11: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. 12: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 13: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 14: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 15: New suspended ceiling grid and light fixture installations shall meet the non - building structures seismic design requirements of ASCE 7. D06 -218 Printed: 10 -02 -2006 % CITY r, Tl r ,.I A _rfr lUIwv ILA. 1, A at. I..a PERMIT CENTER 16: Partition walls that are tied to the ceiling and all partitions greater than 6 feet in height shall be laterally braced to the building structure. 17: 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. 18: Prior to final inspection a written statement from the roofing contractor shall be required. The statement shall confirm the fire classification of the roof assembly that was installed. 19: 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. 20: Structrual Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 21: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 22: All wood to remain in placed concrete shall be treated wood. 23: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 24: 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). 25: 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. 26: ***FIRE DEPARTMENT CONDITIONS * ** 27: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concems: 28: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less (IFC 906.3) (NFPA 10, 3 -2.1) 29: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand -held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand -held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 30: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot doc: Conditions D06.218 Printed: 10 -02 -2006 Tv, A DEFT r [ ' ` 2.NT TUK'vv ILA, VIA 5 Iui PERMIT CENTER be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 31: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 32: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly Inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4 -3, 4-4) 33: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 34: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 35: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 36: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 37: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1011.1) 38: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I ", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1011.5.1) 39: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) 40: Means of egress, including the exit discharge, shall be illuminated at all times the building space served by the means of egress is occupied. The means of egress illumination level shall not be less than 1 foot - candle (11 lux) at the floor level. The power supply for the means of egress illumination shall normally be provided by the premise's electrical supply. In event of a power failure an emergency power system shall provide power for a duration of not less than 90 minutes and shall consist of storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) 41: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2050) 42: U.L. central station supervision is required. (City Ordinance #2050) doc: Conditions D06 -218 Printed: 10 -02 -2006 (^r 1-\/ C: TI "' TUK6'vILA, 1, I £ JILd PERMIT CENTER 43: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers Kemper or any other representative designated and /or recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 44: All valves controlling the water supply for automatic sprinkler systems and waterfiow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2050) 45: All exterior components of sprinkler systems should be painted RED. This includes: Post indicator valves (PIV), outside stem and yoke (OSY), wall indicator valves (W IV), and Fire Department connection (FDC). (City Ordinance #2050) 46: The fire department connection (FDC) shall have a downward angle bend between 22.5 and 45 degrees, with a 5 -inch Storz fitting(s). (NFPA 13- 6.8.3) (City Ordinance #2050) 47: An approved manual fire alarm system is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2051. 48: Local U.L. central station supervision is required. (City Ordinance #2051) 49: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2051) (IFC 104.2) 50: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 51: 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) 52: Every building shall be accessible to Fire Department apparatus by way of access roadways with all- weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided width an approved turn - around area. Access shall be within 150' of all portions of the buildings. (City Ordinance #2047) 53: For all commercial, multifamily and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around its perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 54: 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) 55: 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) 56: Fire hydrant installation requires a Public Works permit. 57: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 58: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. doc: Conditions 006 -218 Printed: 10.02 -2006 CITY OP Till •'1' vrr TUICvwiLA, VeA >>t 3 59: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 60: ** *PLANNING DEPARTMENT CONDITIONS * ** 61: Submit a separate building permit for the enclosure around the existing sewer lift station. The enclosure shall be of CMU blocks and stucco to match the building. 62: Submit a plan stamped by a licensed Civil Engineer prior to doing any work related to the paved path connecting the project site to the sidewalk along Interurban Ave South. doc: Conditions * *continued on next page ** PERMIT CENTER 006 -218 Printed: 10 -02 -2006 Signature: Print Name: doc: Conditions CITY Tt r _: A DE; ( H 6 VD. TURyvILA, WA Uui I hereby certify that I 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. e lc ijev PERMIT CENTER Date: / — a — ag 006 -218 Printed: 10-02 -2006 CONT cF PER$O CITY OF TUKWILA:ow Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 _Tukwila, WA • .9818$. , Name: ../� /cc gCA/d el Mailing Address: 72oo "cm edwr 4 &47 E -Mail Address: GENEgAL`CONTRAI 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** SITE LOCAll Site Address: VC Fu A/ C64J W.4 Tenant Name:_ WW7ti- xt1 LILDIPC, Property Owners Name:.... Mailing Address: S State City Company Name: AX/oni (ojnve.2Ci4/ Go.q Mailing Address: /,3 //o el.. F; / 77 ? AL din e ecLwo. //e 6) ,41 yea 72 City State Zip Contact Person: /'[ /C.e 6 A Day Telephone: «ZS- a - g720 E -Mail Address: A Lt: P Assn Cni»mACVR /CoAd. Born Fax Number: 4ZS- yr 7 - /7.3 Contractor Registration Number: A yaom cc gg97NN Expiration Date: / /-S - ••An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** V ARCIIITECti OF corm ;;; pla ns mltst be wet stamped by Architect 2YRecod Company Name: /'✓EU/-aat 6 Z Mailing Address: l/ /o //Z ? 1 44.e Aze. &u/e 6a> id /ate €04 f80a% City State Zip Contact Person: WeyfAa %ff0/!1 Day Telephone: ¥2f t43-Joao E -Mail Address: liky4,1* %/forivso u r ! /ff4 /Vbson, 2, Cam Fax Number: 54.5 - z/Z r i *NOINEER OL CORD 'All plains must be wet stamped by Engineer of Rebo Company Name: 445- Joel s ,4 %G`iiNf5 , fAt Mailing Address: ZOO? /77jwad 4'e S. - e ala/fie Q City Contact Person: XX 60/ E -Mail Address: info s 41 Ica. eon .ppiiotio..bnmit application (1-2001) 1/2003 Page 1 King Co Assessor's Tax No.: 2 Suite Number: New Tenant: Floor: ❑ .... Yes Zip b'oS- «*0 -2a sic C ce it Day Telephone: «2 C - 227 - 7Za� o X L 4 C/ liiew /,a CdfF Pi/ Pr City State Zip Fax Number: 1ZS- 9/ 7- 73 to % State Zip Day Telephone: 204 325- 50544 Fax Number: 4- 323- 7/3S ❑ ..No Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ O — q Scope of Work (please provide detailed information): t'4,VSrlucr 9700 in shell hog/v O c• .&‘ l use Will there be new rack storage? 0... Yes No If "yes ", see Handout No. for requirements. Provide zlll Building Areas.in Square Footage Below 1 ": Floor , ., Floor 3°,Floor :. Basement: k Accessory Structure* . Attached Garage - Detached'Garage s' Attached,Carport ;.Detached Carport , Covered Deck Uncovered Deck xisting Interior Remodel Addition to Existing Structure a 5'749` Type of Constriction "' per UBC Srar /sttcc• Com etc d /k. Vi5 (rweitc.; PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) •, \f •, ' Y For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: 'Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑...Yes ❑ .. No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Q.. Sprinklert ' - , ©. .Automatic Fire Alarm 0...None ❑.. Other (specify)' Will there be storage or use of flammable; combustible or hazardous sn(aterials in the building? ; . ❑ ..,Yes • (�.:.No If "yes", attach list of materials and storage locations on a separate 8 -1/2 x 11- paper indicating quantities and Material Safety Data Sheets. UTILITY DISTRICTS: Note: If the utility district is not City of Tukwila, you must provide written'veriftcation and approval,from that utility district at the time of permit • application. _ Water 1:a.. City of Tukwila Water District, ❑.. Water District #125 ❑...Highline Water District ❑ of Renton Water District Sewer .. City of Tukwila Sewer District ❑.. Val Vue Sewer District ❑...City of Renton Sewer District ❑...City of Seattle Sewer District ❑ .. Septic System (If property is served by a septic system, 2 copies of approved septic design from King County Health Department must be submitted at the time of permit application) appl catiombe^ ^it application (i.003) 1/2003 Page 2 Scope of Work (please provide detailed information): l 9700 /S nell Ja /a/in/p 52fie. /LJ e s/4 desrau,uxr Awhe /) ?emcee:- ito scan eeSei /elec e-4 /gas /S roan, d /4in/a9e S•'s test. .5:me rn.nn /.•7/141 416 rP44t.. 1 to f Street Use: ❑ .. Street Use ❑... Channelizati on/Striping Storm Drainage: 0:. Storm Drainage ❑...Flood Control Zone Sewer Information: pg 7'.. City of Tukwila Sewer District 0.. Val Vue Sewer District ❑.. Sanitary Side Sewer 0.. Sewer Main Extension Monthly Service Billing to: Name: Hy Office /he Mailing Address: 72oo ,4w r,wi ec G)t4-y [] Water... [r] Sewer...' / Water Meter Refund/Billing: Name: f f/u A/C Mailing Address: 77roD h EeNTeaL / 0.Q 7 lappliatiocepe nit application (14003) b2003 Call before you Dig: '1 -$00 -424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Land Altering and/or Hauling: ❑.. Land Altering: ❑...Cut cubic yards [..Fill Water Information: ®.. City of Tukwila Water District ❑.. Water District #I25 ❑.. Water Main Extension [Private ❑...Public ❑ .. Water Meter/Exempt: Size(s): ❑.. Water Meter Permanent #: - Size(s): /tZ Size(s): ❑.. Water Meter Temporary #: 0.. Est. Quantity: gallons ❑.. Fire Loop/Hydrant (main to vault) #: Size(s): 3'. Landscaping Irrigation ❑ .. Miscellaneous: ❑...Curb cut/Access/Sidewalk Page 3 ❑... Highline Water District cubic yards ❑ ..Hauling ❑...Cit of Renton Sewer District ❑ .. City of Seattle Sewer District ❑..Private 0.. Public ❑... City of Renton Water District 0.. Deduct 0... Water Only Day Telephone: fZS- 217- 7700 en ?Se/ j itna /r4 l a 98 /fl City Stale Zip Sewage Treatment ❑ Fire Line ....0 Day Telephone: lzS 2 2 7 7.70° 129/ arewi IR• lag 747 (9 City State Zap Unit Type; _ Qty •`Unit Type: Qty Unit Type: Qtys Boiler /Compressor: Q ty Fumace<100K BTU Air Handling Unit >=10,000 CFM Other Mechanical Equipment 0 -3 HP /100,000 BTU Fumace> 100K BTU Evaporator Cooler 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System 30 -50 HP /1,750,000 BTU Appliance Vent Hood 50+ HP /1,750,000 BTU Heat/Refrig/Cooling System Incinerator - Domestic Air Handling Unit <= 10,000 CFM Incinerator – Command MECHANICAL CONTRACTOR INFORMATION Company blank: / [ Matting Address: /j Mohr t SXeI (J /Q t " — Gb - State yP.. Contact Person: /led Day Telephone: E -Mail Address: ZY frl ifl4? /D a) Oil ,/ be Q � M1 /led Fax Number: Contractor Registration Number: pick 7- Expiration Date: * *An original or notarized copy of cadent Washin on State Contractor License must be presented at the time of permit issuance ** Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Use: Residential: New ....0 Replacement .... Commercial: New.... Replacement.... Fuel Type: Electric 0 Gas ....0 Other: Indicate type of mechanical work being installed and the quantity below: BUILDIN ., i . R . ' A j RIZED i NT; Signature: ��� � " �" " 1 T 4 Print Named i N.V /j1 Mailing ddr ss: floe) .Cunt Ce t -reg bmt-si DI Date Application Accepted: (/ti ( appliwiomtpennit application (1.2003) 1)2003 Page 4 Tuelv /A City Date: li - - o G Day Telephone: tkf- 227- 721e X z se/ /IJA Wit State Zip Staff Initials: 0AA 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. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. 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. Date Application Expires: � � I a JO Parcel No.: Address: Suite No: Applicant: Receipt No.: R08 -00069 Initials: JEM User ID: 1165 Payee: H2 OFFICE LLC TRANSACTION LIST: Type Method Description Payment Check 1233 ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES 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 2423049092 7100 FUN CENTER WY TUICW HUISH RETAIL BUILDING Account Code 000/345.830 RECEIPT Permit Number: D06 -218 Status: ISSUED Applied Date: 06/08/2006 Issue Date: 10/02/2006 Payment Amount: 558.00 Payment Date: 01/09/2008 10:36 AM Balance: $0.00 Amount 58.00 Current Pmts 58.00 Total: $58.00 7024 01/09 9710 TOTAL 58.00 doe: Receipt -06 Printed: 01 -09 -2008 City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 2423049092 Permit Number: D06-218 Address: 7100 FUN CENTER WY TUKW Status: APPROVED Suite No: Applied Date: 06/08/2006 Applicant: HUISH RETAIL BUILDING Issue Date: Receipt No.: R06 -01544 Payment Amount: 65,367.33 Initials: LAW Payment Date: 10/02/2006 02:36 PM User ID: 1632 Balance: $0.00 Payee: H2 OFFICE LLC TRANSACTION LIST: Type Method Description Amount Payment Check 1076 65,367.33 ACCOUNT ITEM LIST: Description Current Pmts BUILDING - NONRES CASCADE WATER ALLIANCE PLAN CHECK - WATER METER PW BASE APPLICATION FEE PW PERMIT /INSPECTION FEE STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES WATER CONNECTION WATER INSPECTION FEE WATER INSTALLATION (DEP) WATER TURN -ON FEE Account Code 000/322.100 401/386.550 000/345.830 000/322.100 000/342.400 000/386.904 104.367.120 401/379.002 401/342.400 401/386.520 401/343.405 RECEIPT 4,979.83 23,240.00 10.00 250.00 3,010.00 4.50 31,483.00 225.00 15.00 2,125.00 25.00 Total: 65,367.33 0297 10/02 9716 TOTAL 65367.33 doc: Receipt Printed: 10 -02 -2006 Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: doe: Receipt Payment City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 2423049092 7100 FUN CENTER WY TUKW HUISH RETAIL BUILDING R06 -00836 ]EM 1165 TRANSACTION LIST: Type Method ACCOUNT ITEM LIST: Description HUISH FAMILY FUN CENTERS, INC. Check 204786 PLAN CHECK - NONRES PW PLAN REVIEW Description 000/345.830 000/345.830 RECEIPT Permit Number: Status: Applied Date: Issue Date: Payment Amount: 6,246.89 Payment Date: 06/08/2006 04:21 PM Balance: $8,244.33 Amount 6,246.89 Account Code Current Pmts 3,236.89 3,010.00 Total: 6,246.89 D06 -218 PENDING 06/08/2006 6273 06/09 9716 TOTAL 6246.39 Printed: 08 -08 -2006 Pro ley: e fie in / 6C Ale of Ins_aection: fri frt:viel , N. Address: 7 /0 0 Aws„ efer-vrcee.t,y Date Called: Special Instructions: i Date Wantqd: 2 / 43 /0 cit aShe p.m. Requester: Phone No 0204-735-2770 . 5 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 D 6 4-2/e PERMIT NO. (206)431-36 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspector( Okkie I Pc I Date: fl $58.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: iDate: I. COMMENTS: / l�IA fc cflr Sk -t( to A. pf2v FC^,C :Al m Z, 0 PT S'rs -i:O4 p i, u / n) 4. tu:tS--; i pJeal — so:tJ :.v/ - 7/' 4f47 e6( Date Wanted: /— 3v -06 'here w ere 4U0 R' re kA„tei Etc P n /`e SLQ.Gt ) A /' e.'-- )4- ./'P_4 Phone No: c2o6 Pro t: p //s 4 /2e/gr / m( / ,r%U�/ Typ o f Inspection: Address: 7/ 0U _ //L �cF� lif/� ate Called: Special Instructions: Date Wanted: /— 3v -06 a.m. Requester: Phone No: c2o6 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION dad z/v PERMIT NO. Ps 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Inspector orrections required prior to approval. (Date: _ Li $58.00 REINSPECTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Cat the schedule reinspection. Receipt No.: (Date: Pro j ect: . 70, • . re4//474 Type of Ins ection: 2 tk liAl4 Address: , ?MO / 4/Vit° Date Ca led: Special Instructions: Date Wanted: I 2g-4f Requester: Phone No. - 06 - 33S-Z77d INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 El Approved per applicable codes. PERMIT N (206)431-3670 El Corrections required prior to approval. COMMENTS: V 1U Cir Apt cA-6(fr G J. 64-c 5 Inspecto( ic rate: 2 D $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: P o'ect: s'& Ge. / i, ( TYP tatvd$C�,( / 1 I Address: t/ Date Called: Special Instructions: Date Wanted: a.m. P.m. Requester: Phone No: Approved per applicable codes. ` ` ` `- Corrections required prior to approval. ! - - - - - ! ! ! ! ! COMMENTS: 1davt_e- Eft "Cd¢, I` Q - - t8 ctQ: Ell V tl (,..tit V / '` -- - p p - - . er 10 ttsp - 12e...1 01. Apr; r 3Q u dep ,air s. -La-ti .• / / Pieted- a<. K4 . ads tO- -eacc t-..c JQz..a E tie n , czeptlaceg p(c 20 F /a-.J- at ems. d C64 , -e-4, ca Mfr a en. ur 1A4.- tamtat tkar tie fta.a-- t 1-erfrzi I'1cev- e/a tQd iUc 3) I': • i , ■ INSPECTION RECORD 1 _ a Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 O (Date: I - 2-9 - 0 5 $58.00 REINSPECTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: 'Date: Project: , j g % i ok): \ e i L l p H-U‘SIA cit. A-. x Type of Inspection: 1 (..)A liAJ r i - CC Address: , 11,00 f-JA ezakr 04 1 Date Callrid: Special Instructions: / Date Wanted: Requester: Phone No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. NO. t 06)431-36 El Approved per applicable codes. Corrections required prior to approval. COMMENTS: slAtt MtS hispettor: r rate: I a $5800 REINSPECTION FEE REQUIRED. Prior o inspection, fee, must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. I fteceipt No.: 'Date: Project: _ H U J�t' 12e ! Type of Inspection: &L42- A-4? `f Address: '7C 03 �� 6� n tea-40 Date Called: /' Special Instructions: Date Wanted: � /� Z.S' O� a P.m, Requester: Phone No: 7, (2 — 33S - 2 L INSPECTION NO. INSPECTION RECORD Retain a copy with permit Do4 - 1i�j PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 'R 6300 Southcenter Blvd., #100, Tukwila, WA 98188 206)431 -3 Ap proved per applicable codes. Ei Corrections required prior to approval. COMMENTS: t <° A4 a_ $T-tP J / 6 z-^ Inspec or \ AO 'Date: i $58.00 REINSPECTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: COMMENTS: Type of Inspection: , 1 5 ea b IS R ) Address: 2' °° FJ n ec/l &f l) Date gel Date Wanted: C a Special Instructions: - zs Requester: Phone No: 1-o(0 — 33S —Zt70 A Proiect: ■ �Q' "I f .6 �'(� i al Type of Inspection: , 1 5 ea b IS R ) Address: 2' °° FJ n ec/l &f l) Date gel Date Wanted: C a Special Instructions: - zs Requester: Phone No: 1-o(0 — 33S —Zt70 Inspector./ 1-'^`A ^ ; N t\ (Date: -2 . - ) rl INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION y? 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. El $58.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: I COMMENTS: � Type of Inspection: 4/4// X6. Address: - ?l0 / re Date Called: - /4I4 / " htin.,_e S4- t44 , fe � area� y i.1•4'L - 1 /" /efr /et 1` ie; - s nn / -1. /A M4 /arse A j1� T I , ;S:-. n Prole : /1/2/ #0 / ?e M , g z N /l/ � Type of Inspection: 4/4// X6. Address: - ?l0 / re Date Called: - Special Instructions: Date Wanted: nted: / a i. Requester: Phone - 335 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1'- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. (S $58.00 REI paid at 6 ECTION FEE REQUIRED. Prior o inspection, fee must be Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: (Date: Project' /� ct' 1 74/5 1 / 4 4 / /J 4 Type of tion: ,`� NJ r V414 i Address: r / ; 7 Date Called: / Special Instructions: j Date Wanted: w2 / Y--CJ castz; P.m. Requester: Phone No: 246 — 7f1 7.770 10 06,-21F INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ?"- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431.3 %approved per applicable codes. Corrections required prior to approval. COMMENTS: Jlalscc yek•-i704/ Da� 7 II��ff .00 REINSPECTION FEE QUIRED. Prior o inspection. fee be aid at 6300 Southcenter Btvd., Suite 100. Cal the schedule reinspection. 'Receipt No.: 'Date: Project: i I 1Z1;Sin iZe AAI i Type of Inspection: ex-r. Address: - 7)O() - 'J CI-f.3-T4' Date Called: Special Instructions: . . STZIC Date Want d: It 4yrn -7 a.m. '. Requester: Phone : 20 - 33S I INSPECTION RECORD ar Retain a copy with permit D ) & I P ECrION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION R 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 CO M NTS: (9 / 4 74 - 44 4v el Inspector Date: /44,144 2./ , � / y t 0 $5e. REINSPECTION E REQ IRED. Prior o inspection, ee m t be pai at 6300 Southcenter Blvd.. S ite 100. the schedule rein pection. (Recei No.: / (Date: Approved per applicable codes. Corrections required prior to approval. Project: 4z(Cl5It (Z¢ In, + Type of Inspection: 9k`T : tJ& Address: '714)6 fl p CF&l-rF P Date Called: Special Instructions: DateWanted; � / 07 C/ ` ill ` Requester: Phone Phone No: /0 4 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 et 62g PERMIT NO. : (206)431 -3670 El Corrections required prior to approval. COMMENTS: 00 REINSPECTION FEEl Pgi o inspection, e p ust be p Jd at 6300 Southcenter Blv .. Suite 100 Call the schedule rej6spection. I Recel t No.: Proje t: / % ) i is 4 (-�4i / Type of Ins ection: _ \, 7/1/1/7//tib Address: _ 7/ O f )/N CeNTF 2 Date Called: "7 Special Instructions: Date Wanted: g -7 —d7 a .m. c Requester: Phone N : X06 - 3.�S - 2 270 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 0 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: (4 J Q� c 1-n Peartir /f / V i tert ten/ /n, J S. /1)-7 € ✓ air %t $58.00 REINSPECTION Ft REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: Project: /4 'SA /?e/.l'/' Type of Inspection: f""° /tp/j T ;v5r /1i /i2A/ Address: WOO P/47 (+ f t/ F#C Date Called: Special Instructions: Date Wanted: 7 -2 7-07 p.m. Requester: Phone No: -20 -Z 2 7 U INSPECf10N NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 „ 206) - INSPECTION RECORD Retain a copy with permit Approved per applicable codes. Corrections required prior to approval. COMMENTS: p4. 4 ),/_)~/ a/4-s f3 /A REINSPECTBON FEE WIRED. ' for o inspection, fee must be p at 6300 Southcenter BN.. Suite 1''. Call the schedule reinspection. (Receipt No.: Date7_ 7 7 — J `Date: COMMENTS: Type of Ins J n: A _ _ /' , I' ��� g N �-o d#f ' , i ?dd, c�� ti J i A/57r/9�%'Q miste ?{,v S ,-�f rst/J � p � /iVs err /✓',v, 124,/f SShV.f$ ce Special Instructions: /? X, — rye/ Requester: Phone N : .Z06 ?s -2 770 Project: % - / � i / !`7 Type of Ins J n: A _ _ /' , I' ��� Address: - /00 7 6c XJ Date Called: Special Instructions: Date Wanted: — 7— Z7-- O a. Requester: Phone N : .Z06 ?s -2 770 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 E . Ap p roved per applicable codes. 0 Corrections required prior to approval. Inspect : A44A, / 7 et 4.4 e 58 .00 REINSPECTION FEE aid at 6300 Southcenter B 2)0 -245 PE 206)431 -3620 ra (- 2717 UIRED. Prior o inspection. fee must be . Suite 100. Cal the schedule reinspection. {Receipt No.: Date: COMMENTS: / 0_ 23 p /l/ =CQ Ac/Yj21 / K! - �C7 I b/ /j ( ? d re T h -- 7 1 1 ; e9 - xr l P /rA` A /di 4c�y/�'�P - ()X_ r -� � G� c `7/P it /3( 2 / /'fie 061/ I f ,Xj 61Jhw1. i5- Date Wanted: 7 -26 - v 7 (i.m„: ➢.m. Requester: Phone No: D oi -957 -95 Pro�j9ct: j7z /i /zr %/ Type of Inspection: & i!jA r -) ri4,41 Address: 7 /UU / /41ePAP"F/Z (A/& Date Called: Special Instructions: ' Date Wanted: 7 -26 - v 7 (i.m„: ➢.m. Requester: Phone No: D oi -957 -95 INSPECTION RECORD Retain a copy with permit INSPE ION NO. CITY • F TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes, Inspector I Re Ipt No.: PER 0 Corrections required prior to approval. (Date: (206)431 -3670 REINSPECTION FFE REQUIRED. r ior a inspection, fee must be at 6300 Southcentef Blvd.. Suite 1 0. Call the schedule reinspection. Project: Type of Inspection: I `� "`-" '"" %- g, /3 4 Re bp? 6z.. // �--- Address: 7 /c'D / -/iv r, Date Called: Special Instructions: Date Wanted: 7 20 - o 7 :IC Requester: Phone No: ,,Z - 335 -c 270 7 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISIO • 0 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. COMMENTS: /J nspector Date o t REINSPECTION FEE REQUUIRED. Pri 9(to inspection. fee must be d at 6300 Southcenter Blvd., Suite 100 the schedule reinspection. (Receipt No.: (Date: Proj ct: l /Cs i ?- /;( Type of Inspection: , ,r; r :�1�•• � Address: 7/00 i v(ltn/ri`f a y Date Called: V/15 �D( ter . Special Instructions: ra l+ _ �— ` ��(f� /./S� '� ' " " y Date Wante J� — / 9 - 0 7 Call: p.m. Requestere : Phone No: 0266. -Z 770 COMMENTS: L ,& / -., %a 21--7 , ,� P A- 1 1�•�.. Si? / A-77 S-n-n e »€ 1 '- c c -SL $58. 1 1 REINSPECT!' N FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: Date: Approved per applicable codes. Corrections required prior to approval. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 A06. (206)431 -3$ Proj ct: 1-11.i Qe 1 Type of Inspection: _ S4'o iX1 Otlyeler f Address: - 71 Oh Ri NC>=Ni1F 1 ^ - 1 - Date Called: Special Instructions: Date Wanted: _ (a.m. Requester: Phone No: cap (' - 34S' - Z ? INSPECTION CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Ei Approved per applicable codes. Corrections required prior to approval. COMMENTS: or: (Rec " pt No.: INSPECTION RECORD Retain a copy with permit c ecA.,te.4 / Date! 06)431 -361.0 .00 REINSPECTION - E REQUIRED rior o inspection, fee must be d at 6300 Southcenter Blvd.. Suite 110. Call the schedule reinspection. 'Date: Protect: / q z l RA l am ' Type of Innsp / fiction: �� � % \.„) / JN s iA Address: 7 /Ou c' ' i. �'►^ D e Cal ed: Special Instructions: '� \ Date Wanted: 71 /�/ Requester: Phone No: 2 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 IA,tApproved per applicable'codes. 0 Corrections required prior approval. ■ COMMENTS: Inspector: tf (Date : 0;58.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cal the schedule reinspection. (Receipt No.: (Date: f 9/6-zl'5 COMMENTS: :bra �SfA,$$ 75 >v 6 .3 . ;.i „) a7tIL r 5 j / ,4 6 y?s - S7 3 -S6 c) -14 x n,19c,, rt'/Ut78 4i,-i 771) ii Aka / iti Special Instructions: / Date Wanted: S ZS - 07 a.m. Requester: Phone No: 0206 — 3 35 --T77O Project 4/77/5% 2 / alf,f 7toe of Inspection: / S,, n /{br" /r Address: 7 /c0 /7/A, t' 4>ry Ley Date Called: Special Instructions: / Date Wanted: S ZS - 07 a.m. Requester: Phone No: 0206 — 3 35 --T77O INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. spec r: 58.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: I Date'. V - INSPECTION RECORD Retain a copy with permit D El Corrections required prior to approval. 5 Z5-- NO. (206)431 -3670 Project: f/7 // SF/ SF7A /( Type of Inspection: / CO07 ,/✓ Address: 7/60 ri /a/ eta/V7 a Gr,A I Date Called: Special Instructions: n U , 7CJ G� T o 1 bate Wanted: m. .S Zc --Q7 p.m. Re Requester: Phone No: 0.A Z El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PER CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ( 06)431 -3670 El Corrections required prior to approval. COMMENTS: P4 �iz -G�, 1sJr,.si.� Vl � -r iYi - c7 scA / et �_ �, .�r ,Y s 2fr, - $58.00 REINSPECTIO FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: 7 Project: // zi's II kebil / Type of Inspection: Pre — ( Yv Address: 7/007 GfinftAder Date Called: Special Instructions: P / toil s / (tA / 1 Date Wanted: C /0 " 3 -U Ca p.m. Requester: /v/ (f ,e— Phone No: e 2 O 3 5 -2 1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ii A per applicable codes. Corrections required prior to approval. COMMENTS: $58.0 REINSPECTION PEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 'Receipt No.: 'Date: (206)431 -3 ec : n^ '1(f, ////,,.� Proj t/ a '� Le Z� /,'lVl WO. Type of Inspection: �— nrd. Fled. Address: ' 1/ 00 R11 (eider W Date Called� Oak' 1off Special Instructions: 0 Date Wanted: a.m. p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431.3670 hti 1-A Approved per applicable codes. Corrections required prior to approval. COMMENTS: I /i- ft) 4 ' t V /2-\ /o Y lArvirLa Inspector: 'Date: 0 $58.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: COMMENTS: di Type of Inspection: � � lb f C Address: ►)2 /6r -ALA , //2 ? /Je .Swi, lh r 7 5 " /2e vcct(ht. 03/4( r iA Phone o: ihy3e //o r lee CF ()Aii (;;(7 t t.4t 1-; -P24 //a3J0/ r_ni y rtrn Project: _ _ /17 Gi -'-f di Type of Inspection: � � Address: Date Called: V2 �� Special Instructions: Date Wanted: I 4 G' a.m. P.m. Requester: PI Ax/ Phone o: Z Fu INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit -2/S PERMIT NO. El Corrections required prior to approval. 6 .-A1 (Date: / D $58.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Inspector: (Receipt No.: `Date: COMMENTS: t.Ar Type of Inspection:. L 5 . 4' (31 a 5.. 4-t- c R-v sr .,r C F,.-- r 17 rf - cam - -, Requester: 6/142 VI ix r/ G chi r, „,-.4— L r I Z LL) 5 y ,r jh 4•trr L% f. oN lJeit. 1 ' ser 4317 O,f= 2 4,f4-T2'n-- r en - ---- Project: � $/ e`/ er i I Type of Inspection:. Addless:l 7 / o c) R/1 Areccey Date Called: (02/19/0 Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: , 8Fu 10 ' P- Fs.0 LA 5 5 : IwlP fat h° 0 Approved per applicable des. !. Inspector: INSPECTION RECORD Retain a copy with permit IOate: PERMR NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 0 Corrections required prior to approval. 0 $58.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. {Receipt No.: IDate: Pr ifi A /m �`�! Type of Inspection: g it_ Address: 7f P,.4'va61�=r Date Called: /all / f �6 Special Instructions: U U J(/ Date Wanted: `,! p -. y o a.m. p.m. Requester : /' / &Sy Phone No. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 0 Approved per applicable codes. COMMENTS: p-HM P „a riP natu s" r) t 577.J J Ss /i let; o" t)T Wat4 /3 6atcuc-O.fre �P 4 // 13 ,J r c 4-7 an I I Q Sr�nP lap Inspector: / vLy 71714 r r • L val1 f k�44tC int (444. 7v Pa lv N , - -7s) 1 2�/t � G Secs, L% tv� Inspector: El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit (Ai PERMIT NO. Corrections required prior to approval. r ate: 1 ( at 3 Project: P. pl a,�J •� Type of Inspection: Address: Date Called: Special Instructions: Date Wanted: 1(1( iin a.m. p.m. Requester I - �,+no� Qa-vw Phone No: `j-Si Si7L 1 ) -Z Z INSPECTION RECORD Retain a copy with permit I DC 1 0 r PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. ['Corrections required prior to approval. COMMENTS: P ithaile -f Px-4-€ TLr U 1', A 01 rr ■ ('1 (9(0) not Ri tiA rck ru { (n.wc,AJ.,,F 1) , I). Inspector: 11( s9�U� $58.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: 64,) 'Date: Project: Hui sc6i ,Qef Type of Inspection: FAN COMMENTS: Address: Date Called: PA, co 0. P n 2- $1& -/A U .C/ flc Special Instructions: Date Wanted: / I! 1 /7 04 a.m. P.m. Request / e a r: - ! ,, / 74-kP //� t/4- /e 4 ,vdve D lir t / A 4di ./ 4,-e r, it- , - Y -c..7 Phone a q57 5b5 Airco lafCT / /Fvr u Cg,tr Approved per applicable codes. Corrections required prior to approval. COMMENTS: , /1/4 i f /A�I 2 he p /UM, /UMW-4 t 0. P n 2- $1& -/A U .C/ flc r�I a , F T- rn� p L, f a i p 414,0,. 7 lc-44 SLCIJKI Z1 /. T / /e 4 ,vdve D lir t / A 4di ./ 4,-e r, it- , - Y -c..7 (U-t. g,QA74 Airco lafCT / /Fvr u Cg,tr INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Inspector: 'JJ rate: )// / ?/c ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: {Date: COMMENTS: 07 ii/3jo e Mg- TTST to" 5/0 Kgatt Fit ✓iv+ pcI 7a A /ci; -1 Titkh ,Dyel 6 fun . 75 u1- n 1 n' (.i'cop tht , Date Wanted: I n' a.m. // VO-6 P.m. Requeste Phone No: P roject: 00- 07 Type of Inspection: SS S Address: — 710) - 0 A o Of i Date Called: 0. - k6 Special Instructions: Date Wanted: I n' a.m. // VO-6 P.m. Requeste Phone No: El Approved per applicable codes. 565 Inspector: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. 'Date: i( ()idip ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 63Q0.Southcenter Blvd., Suite 100. Call to sechedute reinspection. Receipt No.: Date: puree PERMIT NO. Pr jec_ p t: it (a Type of Inspection: Address: " 1 �—� l , / 71 c3�9 t w / Date Called: It 1 Zbici ii `-0 -d S ta_ QAQMtM& n Special Instructions: 7 - Date Wanted: AFC,, / b ' , f L a.m. p.m. Requester: / / Phone No: ■ Approved per applicable codes. Corrections required prior to approval. COMMENTS: %ills a talk" avAe tfi71 r I - +cA. c 2 d /sI r) d,we w. Z L. c K , ii `-0 -d S ta_ QAQMtM& n ii" cbc t t, lc( PALS' 7 - N V INSPECTION NO. Inspector: INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 g) [Date: I / y r ° n $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cat to sechedule reinspection. 'Receipt No.: (Date: Pr jecp t: �Wd1Jll Corrections required prior to approval. COMMENTS: Type of Inspection: W A� WIZ +, Address: `1fa.D r U.4Aa . ca,� to Date Called: lb/2 blo6 1 ' 41 Special Instructions: )v-caw. TO L,Aj , Date Wanted: I. v. r a.m. p.m. Reque ;tern_ / �. f Phone No: - z q I Si 5(cpsB Approved per applicable codes. Corrections required prior to approval. COMMENTS: WIZ +, r (� C O€1 —0.2 ( ° e t tk ar to t�- #cook 4aA. 1 ' 41 )v-caw. TO L,Aj , S Tip' . ' N8 F ` 4.61 Q e 5- -o► 1' ! - b t (Lt V . '4 (cn if crop . c6-44 INSPECTION RECORD Retain a copy with permit I DO(c -218 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431.3670 Inspector: r A '( IDd te: i /, r Z ( tJ L 2 0 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 'Receipt No.: 'Date: .. COMMENTS: Type of Ins ection: A /o /? "0/7 X/ : ,/5( cA,A"Allo i Date Called: /O/i9/o RA go i rid 5 (Ito -crael ! Requester: q CPrtr 16 /LSL /o7 Nho4 IAA, !M cAg L 7J I, ..44 94 ,nfqf o 2 ti ger t kjP - 1k vartigal Proje t: r .sh kekrt: 1 1 106, Type of Ins ection: A Address: "7)0 Fn &kirr 44 Date Called: /O/i9/o Special Instructions: /0: o O a 4.7-1 / Date Wanted: /e :Wel n-7 c). Requester: q CPrtr Phone No: a06 z9,- 2n 7 30 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Inspector: INSPECTION RECORD Retain a copy with permit e1406-at PERMIT NO. Corrections required prior to approval. El $58.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project: ' - 4}ui5C rt ` a Type of Inspection: S Address: Date Called: 142.1/vb Special Instructions: Date Wanted: Is 11 a.m. p.m. Requester: �^ '(A1� /eV C CUVA Phone No: so , Inspector: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. Corrections required prior to approval. COMMENTS: /J/i1/4 )tJ t 17 ' / C��1 c n� /43 ALMS N -12, 7 (44 PERMIT NO. r $58.00 REINSPECTION FEE REQUIRED. Prior to tnspectiott, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: !Date: Pry et ct: .. i _ N n \ Q'ry -'�`^,.�Y) Type of Inspection: CS. Acdress: Date Called: Special Instructions: Date Wanted: a.m. ( 12-yoc p.m. Requeste¢: G Phone No. CS. / ga 5 {/ S55 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit pot -2113 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Corrections required prior to approval. COMMENTS: (av �,. t.et- C $ ' Qa \L'. Q -re -vi Inspector: t I 'Date: tojulo n $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be ,T paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: .- Pr 'ect: ' ki Type of Inspection: s Q Address: TC/�t —7 ■nn.� Date Called: I O / i fig Special Instructions: Date Wanted: l � it a.m. p.m. Reaue No: Phone e i ( 6 S"8' INSPECTION RECORD Retain a copy with permit (0 — a l p PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 p Approved per applicable codes. U Corrections required prior to approval. COMMENTS: 1P1 (1c4 ¶' CC 2- a x y ct,t7 A..t,.. ' If k c+ P A c, a (C- Inspector: /i I I (Date: i p/ i $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 'Receipt No.: 'Date: Pr jec® t: t � P. a t B Type of inspectio n p 'M lc., Address: 7cct ti Na Date Called: /0 iX /U6 Special Instructions: 7 / Date Al nt 1� lid. �3 //z ( /00 p.m. Requester / JANI /aA,cke."1 Phone No: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 880 (206)431 -3670 Approved per applicable codes. COMMENTS: P tc 1° t oh n f I03C ccAli (19-tfa.N.Ar kik S j L•n�S / Web) El $58.00 REINSPECTION FEE REQUIRED. Prior to Inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedute reinspection. Inspector: 'Date: (Receipt No.: INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. 'Date: 24i PERMIT NO. Project: Er I -Fi CcijA -e— i2 ,L 1 L 1>A( (a i f" la Type of Inspection: Edge Y N 4 L Address: 7/00 -Pu,i+ Cep- tA Suite #: Contact Person: /U1 c (C Y Special Instructions: Phone No.: 206 3 � —:2770 Needs Shift Inspection: lc) Sprinklers: r Fire Alarm: Y Hood & Duct: N Monitor: ft/,in GIN - r (L Pre -Fire: 41 Permits: pr,,c. Occupancy Type: g 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 I' INSPECTION NUMBER CITY OF TUKWILA FIRE DEPARTMENT proved per applicable codes. INSPECTION RECORD Retain a copy with permit P06 - .2/8 PERMIT NUMBERS n Corrections required prior to approval. COMMENTS: -F, Kt CCdAL a CAW/ 0, 1 7 n K Ytt Inspector: A c /(( Date: /7)y /08 Hrs.: $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 Project: � �" /� (_ inn -Fa,J CeAl+-a ru L Type of Inspection: s 0- J Ad ress: 7!0 a _F,,d c.o.AA -R�— ,,✓, N5 ,`l... Suite #: A,, se /no Contact Person: /U/ C C __ Hood & Duct: Special Instructions: Phone No.: ;04- - - 9 77° Needs Shift Inspection: A/ Sprinklers: rj Fire Alarm: y Hood & Duct: Al Monitor: met-tr. ( „or Pre -Fire: 0✓ Permits: Occupancy Type: Z INSPECTION NUMBER Approved per applicable codes. Word /Inspection Record Form.Doc INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT o7_ S -- /6 Doh- aI PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 1/13/06 n Corrections required prior to approval. $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 COMMENTS: SP 0k,4" 4c s ivy e f s xA;d -e. /00 Inspector: Date: /rt ./%7 g Hrs.: / Project ),,) C e N f ert Type H of Inspection: p 1 ( Ft,, 0 ) !� : R i L L . ( i 1 I ✓1 Address: * � i op cl,,..J Ce Suite #: w r Contapt Person: X, cl_ Special Instructions: Permits: Phone No.: )6- PO - y9 Needs Shift Inspection: Sprinklers: y Fire Alarm: i Hood & Duct: Monitor: jr/ (,','4—c Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT fi e o> - F -aly PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 CP- Approved per applicable codes. n Corrections required prior to approval. COMMENTS: G A- o ke+7 0/05" Inspector: S Date: i/2 K%-c Hrs.: $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 Project: ImhLy FuN t,,.41 (Lrril I Type of Inspection: / s',,i Address: aliWo 6,1 &wt kly Suite #: 911w Contact Person: ---7 St A bvevni Special Instructions: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: t INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, W�. 98188 206 -575 -4407 Approved per applicable codes. Word /Inspection Record Form.Doc 1/13/06 D0(0- 7,iS o9-S /14 PERMIT NUMBERS ❑ Corrections required prior to approval. $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from e City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 COMMENTS: ,'}mao — 7 O . /o <? 2/0 1, - Ni 5N e /! ' / u ?Iv T y; . OR ?) 11E?2 NC t- Inspector: � s 17 Date: /o 45 /c Hrs.: Z T November 20, 2007 Cert No. 0705 -38 City of Tukwila Building Department 6300 Southcenter Boulevard, Suite 100 Tukwila, Washington 98188 Attention: Dave Larson Reference: H2 Office Building 7300 Fun Center Way Permit No. D06 - 218 Dear Mr. Larson: CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 This is to advise you that the following inspections were completed per our reports for the above referenced project and permit. Please see our previously sent reports for actual details of the inspections performed. 1. Structural steel welding at fab shop - ultrasonic inspection 2. Reinforced concrete cast in place 3. Structural steel bolding and welding on site 4. Masonry veneer Our last report is dated 08 -03 -07 and is number 125753. Respectfully, CASCADE TESTING LABORATORY, INC. Michele J. Guerrini Vice President KIRKLAND: (425) 823 -9800 SEATTLE: (206) 525 -6700 FAX: (425) 823 -2203 EVERETT: (425) 259 -0817 ` `EIS'.... 'NOV 2 6 2001 COMMUN;)y DEVELOPittagy All inspections, only as inspected and reported, conformed to Tukwila Building and Land Development approved plans, specifications, UBC/IBC and related codes and/or verbal or written instructions from the Engineer of Record. l�J CENTRE Pp-INTE Consultants, Inc., PS, City of Tukwila Building Department ,006- rue July 5, 2007 RE: Foundation certificate for the new retail building at 7100 Fun Center Way, Tukwila. Permit number D06-218. Our job # 2079. Dear Sirs, We have measured the foundation string-line pins of the referenced building on May 22nd. The few pins found to be out of position have been corrected. The foundation is now prepared within stillarkl position tolerances of permit number D06-218 and the permit drawings. Please call me if you have any questions or need additional information. Re Alfredfliarson, P.E., L.S.LT. 206 Raiiroan Ave. N, • Kent, Washington 98032 • Phone: 253,813.1901 • FFIX. 253.813.1908 JAN 29 209D PERU ULN r ■ L. CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (42 9800 EVERETT (42 e r v HELD REPORT AUG 2 2 2)01 coni4J kt i 1 Vti DEVELOPAMEA PREVIOUS 12 8 8 3 4 REPORT No. No tt11�� ,. tTE 8 i j ' 0 . CERT. NO. 070 S (� Q� 1 O PR Z 09r9; cc_ L. 1- c LOCATION �+ T 7 3 a F M P1 Ce. is R- LA) 1 1 51)0 Nit. I��7` Plr.�c-e ' � 31Z_ BLDG. PERMIT NO. Doh -2-I'S OWNER 1 () 1 Q p r.JOC>4I -( 4/\ 112 1.1 4 / paiZ-- WEATHER TEMP. AT AT AM PM ENGINEER KM MA-O ATTN ARCHITECT /� M IA) ✓ /F1JNy 6 t - - CONTRACTOR 41 4-1 CHIT A, ( INSPECTION PERFORMED _ RESTEEUCONCRETE — RESTEEL ONLY _ RESTEEUMASONRY _ STR.STIWELDING - STRST /BOLTING (3) ITEMS INSPECTED _ FOOTINGS _ AUGER CAST PILES — DRILLED PIERS IJAatleeg— — FOUNDATIONS _ SLAB _ COLUMNS — WALLS BEAMS � � OO y TT y HER Pl LOCATION (AREAS) r 4..- 0-\ O (L dem e._E_ R- CONCRETE/MASONRY SUPPUER MIX NO. DESIGN STRENGTH (ft) _. YD. PLACED SLUMP (INCHES) AIR C�ONT /) SPE AST SEE CYUNDER REPORT NO ✓YES NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS REMARKS: i1/4" /?J$0aLI Vesste e3 cl 5 feS- (. egO e0 z ip \ 'SS S7e1-4"i\ s jc 1!n " O C- ) "LO hiq 24 " o c Jed- TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL. WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 9/08 COPIES TO: A, llc'It 71 INSPECTOR(S) NAME(S INSPECTOR SIGNATURE SIGNED BY VGK- 1--1,, rm • LIP CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE 1 , ED PREVIOUS 125753 REPORT No. No. KIRKLAND, WASHINGTON 96034 6(425)) 823-9800 EVERETT �Krg, .... -% HELD REPORT AUG 2 2 COM; yU OEVEL '` �/ �' y DAT �`' f 2 Q G 070 5 J :J TO. A 7'��GO/N 1001 gr PROJEC tA Z ® && \� LOCATION St„...._, C�K� 1 ta., CVti.3A JG7f1. ti / 10 , 17 -77C° f Y "^' 4 3 + B O N -L` g OWNER '�" '� -� n � -" ��//' ,�, A �g toOOD CA*411ij4' (.(,/ A 9 O 07t WEATHER TEMP. AT AM AT PM ENGINEER ATTN• ARCHITECT CONTRACT 04.< (2) INSPECTION PERFORMED RESTEEUCONCRETE - RES L ONLY RESTEEUMASONRY STR.STIWELDING OTHER STR.STIBOLTING (3) ITEMS INSPECTED - FOOTINGS _ AUGER CAST PILES - DRILLED PIERS - FOUNDATIONS - SLAB - COLUMNS - WALLS BEAMS BE ¥$- A 1 - (4) LOCATION (AREAS) °�� ^IQ`7�/`� � W "� "'�' o "' er \<.:3 \c� n C : t \ T Vrt\.Q ski '. F' a 5 9_ a CONCRETE/MASONRY SUPPLIER MIX NO DESIGN STRENGTH (Pc) TOTAL CU. YD. PLACED SLUMP (INCHES) AIR CONT (Y) SPECIMENS CAST SEE CYLINDER REPORT NO YES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS _ REMARKS Va ` t&' . v ` \ ~D Dd\ S \'l oc\W tc-)\ 3 Zc a, (X, r c t Na F) la ' J., a CCoC GM CO_ Li TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 9/06 COPIES TO: Q � 7 PI INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY Son— %I % %ISM /� CASCADE TESTING LABORATORY, INC. TESTING &INSPECTION PREVIOUS 127510 12919 N.E. 126TH PLACE REPORT No. No. ` L KIRKLAND, WASHINGTON 96034 (425) 823 -9800 EVERETT (4 0817 DATE J / 2. s / CERT.1 O t -- M1///, / \S] FIELD REPORT C E dV FD JUL 20 1 +11Vnnf7 . roes p PR OJE 2 DA. ced le" I DD C\ / €Ycr T,? l.4 L) t-441 /3110 M ) 17 / 1 `"A .#3/ C NI'B 0 PERM – 2. OWNER / D. /J4 WA ?g C7 V WEATHER AT AM TEMP. AT PM / ENGINEER 0. ATTN• ARCHITECT Z....0_42--- CONTRACTOR C OEM. (2) INSPECTION PERFORMED RESTEEL/CONCRETE — R EEL ONLY RESTEEUMASONRY STR.ST/WELDING OTHER STRST /BOLTING (3) ITEMS INSPECTED — FOUNDATIONS _ FOOTINGS — SLAB _ AUGER CAST PILES _ COLUMNS — DRILLED PIERS — WALLS BEAMS — ��� \ / S O �� ( LOCATION (AREAS) �� � L l� /C S `f' / \r‘04- \r‘04- \ 00" �K�— of sz l / Q\ ?J2---- ( / \ 13 CONCRETE/MASONRY MIX NO DESIGN STRENGTH (YC) SUPPLIER TOTAL CU. YD. PLACED SLUMP (INCHES) SPECIMENS CAST AIR CONTE ) SEE CYLINDER REPORT NO YES NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS REMARKS: Y ma■ \KO vie _ f S G� O \ � .S5({4.) .S5({4.) L� v �r V 1 TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC. REVISED 9/06 INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY COPIES TO: A e 7tUc �` i t CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 03bq 6 -5 - 07 (p -it. 7 4 /x8 IQ.57 6. 2/0 7e...7 3o * j 03b5 1-3 ag I I 7 3 75 ,C - 7 S 030o 7 a8 J 7Z, cvo (7 /0 S T !JUL' 2 0 ammu D t 1 c o •&r l -z7 for Le)pr - co 04 970-2 L CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823 -9800 EVERETT 1 259 -0817 COMPRESSION REPORT ATTN• THE FOLLOWING WAS NOTED: FIELD TEST DATA TRUCK SAMPLED in 135 TRUCK TICKET NO. I/ GTS7 7 M X NO.O2,60 TIME SLUMP ASTM C -143 `(J /v % AIR UNIT WEIGHT ASTM C-138 YIELD CEMENT FACTOR 5. 55 1 c TEMP. , 5 51c- TEMP. ASTM C -1064 CONC (oY'' AIR AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO 3 THERMOMETER CCOTHO AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar CONCRETE COMPRESSION MACHINE I.D. #CC00000 I TEST METHOD C 31 SAMPLE P/U DATE SUPPLIER Y ' Ir_5 1 Fbly4 e AEA ADMIX �0 CAC12 PLACEMENT AREA 8 NOTES COPIES TO A I lk k- G /its Ti — RECEr eSccctO COMPRESSIVE STRENGTH B7CSTM C-1231 ❑ ASTM C -617 CEMENT TYPE CAL FIELD REPORT No 2770€ No, 61561 DATE CERT. NO. PROJECT 6r5" a0o7 LOCATION 67a5 -38 286100 PERMIT o n Ce Nfev OWNER` W , t b-LA 1A rr 6 -,ZIf3 EATHER Pav+HY cIOU. 'Y L✓/ R 4i1 VI S 1 / 0 wer5 ENGINEER 0106 t'/'l(;Lw ARCHITECT CONTRACTOR A°ciosi TEMP. AT AM 61 '2 5 BATC' DATAFOR CU YD CEMENT FLY ASH C A. -H " C.A. C A. FINE AGG. WATER TOTAL DESIGN WEIGHTS .567,5" 4 i7 Mon Y5o S3 MOIST. ADJUSTED WEIGHTS On Site Cure Method /7IY)br SAMPLING IN ACCORDANCE WITH APPLICABLE CODES 8 SPECS YP5 CU. YARDS PLACED ab DESIGN STRENGTH Set s ?, 'f-/I('-TLP. 4- — (AN / ✓'P - / -.. /„/p5 r /at- to !Proem S .as" j /ICAO_ ete h4? (-3/ TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 3/06 INSPECTOR(S), NAME(S) PRINTED eel Aegette INSPECTOR SIGNATURE e/ SIGNED BY CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK Si (o - t 6-6 7 4X8 (2-57 foslo 3.2 so s OZ :5 (o-Z4 ZS S Po 973o s MSG to'Z9 Z8 L / I-170 9890 s TI TO' A Kco/ � ATTN: THE FOLLOWING WAS NOTED: TRUCK SAMPLED M325 TICKET NO. 1 J / > 1 L7 M X NO02SSC TIME 1l0 SLUMP ASTM C -143 % AIR UNIT WEIGHT ASTM C -138 YIELD CEMENT FACTOR TEMP. ASTM C -1064 CONC BO' AIR 1° AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO THERMOMETER CCOTHO AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar CONCRETE COMPRESSION MACHINE I.D. #CC00000 • SAMPLE PAI DATE TEST METHOD G 3 SUPPLIERI V LI \ F_'5 MENT TYPE I-� MB YCo"a97 t6 0 . ADMIX CAC12 ` % PLACEMENT AREA & NOTES l fr -5. AEA TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 3 INSPECTOR(S), NAME(S) PRINTEDDERN 15 JACDB501.1 INSPECTOR SIGNATURE SIGNED BY COPIES TO' A CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823 -9800 EVERETT (425) 259 -0617 COMPRESSION REPORT RECEIVE 3110 M7 &Asad4n..L/A wf y TO/ L W NCLE \E FIELD TEST DATA flA 1+ G fir, "70 (JUL 20 200 177 COMPRESSIVE STRENGTH ,STM 61231 ❑ ASTM C-617 REPORT No 1,273 No. 6 0 7 81 PROJECT \Z OCATION C RT. NO. ENGINEER JOE A OWNER ARCHITECT BATCH DATA FOR CEMENT FLY ASH C.A. WATER TOTAL DESIGN WEIGHTS 5 17 C.A. FINE AGG. ZZ MOIST. ADJUSTED WEIGHTS On Site Cure Method 11 r e- ' SAMPLING IN ACCORDANCE WITH APPLICABLE CODES & SPECS CU. YARDS PLACED 3 111 /V 1 DESIGN STRENGTH J' Cp . a`L C -7 T CASCADE TESTING LABORATORY, INC. VUN 22 1001 - TESTING & INSPECTION PREVIOUS 127346 12919 N.E. 126TH PLACE REPORT No. y No KIRKLAND, WASHINGTON 98034 (425) 823 EVE RETT (425) 259-0817 FIELD REPORT pp�� Cl DATE ILL Di NO. JUNE( 07 05 - 38 TD. Ax eon.4 HL OFFICE 11L. LOCATION 7L ' FUN WY TS )KWILA e , /'1 // n tVg ,- Putt its i PERMIT NO. DOC, -ZII8 OWNER yutee , L'A 9 ;80/ 2 - Gju,t�. t WEATHER CLO VD/ TEMP. AT AM AT PM ENGINEER ���/� , IDE NY\ ATTN• ARCHITECT CONTRACTOR AXIOM COMMERCIPAL (3) ITEMS INSPECTED x FOOTINGS _ AUGER CAST PILES — DRILLED PIERS C04ZF. — FOUNDATIONS _ SLAB ( INSP PERFORMED X_ RESTEEUCONCRETE RESTEEL/MASONRY y � L1 OTHER 3�,1 _ RESTEEL ONLY STR.STIWELDING _ COLUMNS — WALLS BEAMS y I K T y , P pl A.- STR.STIBOLTING LOCATION (AREAS) / AT \ -7 /A-E • / Y A CONCRETE/MASONRY SUPPLIER M1 MIX NO 07' O DESIGN STRENGTH (fc) 3 I Ft, TOTAL CU. YD. PLACED 3 I SLUMP (INCHES) AIR CONTENT ( %) 4 p SPECIMENS CAST 'tXi� SEE CYLINDER REPORT NO 6 078 I & YES NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS REMARKS RECEIVE 71 :l L. a .. t ..•art • • : I • ► • is ► •�t 1 r t t, \ 1 C rNT RACTOR \'IA5 BOLTS AS PEC FLANS MEC}IANV'A\ 1 Y WEI f . Vt8ZATED MIX. TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH. OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 9/08 COPIES TO. A /04.K O INSPECTOR(S), NAME(S) PRINTEDnFKIN I ` l 'JAC E EON INSPECTOR SIGNATURE / SIGNED BY ,z� ,_ ■` CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLA N D, WASHINGTON 98034 ( 259-080 FIELD REPORT .... k COK..- 2 ZUU /I PREVIOUS 127708 REPORT No. C(11uit 'Jody( No. DATE D G��S CER7:•IIO. o 7 °s -38 `` TO- �'i PROJECT Ha 0 �r.e LOCATION r) e-uvt (r tv.'n y 64- '414.1411° 7 / ; o Vr /i Plea 3l D LG. PERMIT NO. DOG -,2Isr, OWNER ��`��� 1'T•� t2 �'r..ve"L"'_" 9O Cf7Z WEATHER f ete+ t y daGO{ye TEMP. /is AT AM (07 AT PM ENGINEER Toe_ 0141.0 ATTN• ARCHITECT CONTRACTOR Aigie el Yy1 ( INSPECTION PERFORMED RESTEEUCONCRETE — RESTEEL ONLY _ RESTEEUMASONRY STR.STIWELDING 4 OTHER 4llatte *Ilk STR.STIBOLTING ( ITEMS INSPECTED - A' 6`'S� FOOTINGS — AUGER CAST PILES — DRILLED PIERS — FOUNDATIONS _ SLAB _ COLUMNS — WALLS BEAMS (4 L imam imam C a _t A �^ T lr- 1l £.11 V•1 A �n C4.4 2•.l �n 7 o ✓l . 1 /:'NQ. ¶ C.0 0 Atr, /e .. ' P fa4 ejn �Yn w1 (n -I'O 7 — C o V c (r ) ) 1 7 11.e._ / C n vtt 1 I c 6 •1 S 1 I Alot ii ,!-e�•9ii nQ 4 �/ /Yn LYl,1r IIAPr5 CONCRETE/MASONRY SUPPLIER Mt MIX NO. ('3 ` C DESIGN STRENGTH (Tc) ICS TOTAL CU. YD. PLAC,E SLUMP(INCHES) AIR CONTENT (96) X1 3 /4 /D,� SPECIMENS CAST 7/(.b SEE CYLINDER REPORT NO lO :5(01 ~— NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS _ YES _ REMARKS: Fellow- ek OOVa IAccc4JOW as ✓l 1 5 v p/avt YI E Ion 1 5, Cy /53, I • flvtr. e3n /'k GC S vv 2Ptr 047t1 5 e (ocrre..P _ vex 4 67 lare° 8 y l.lt., E (?,n g 0/ elk, 13 . v hrerkdr, TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 9Po8 COPIES TO T I W he INSPECTOR(S), NAME(S) PRINTED 13 /' i r, 14 INSPECTOR SIGNATURE - SRiNED BY -frefloocti fCt..CI Certified Inspection Services, Inc. RECEIVED Customer: Cascade Testing Laboratories Project: H2 Office LLC Specification: AWS D1.1 -2006 Remarks: Work was performed at Totem Steel Fab. Procedure No.: I Base Metal Type: fe Surface condition: as welded 1069 SW 328th Court, Federal Way, WA 98023 2 2007 Phone(253) 927-0626 JUN 2 Fax (253) 661 -2984 COMMUNI 1 Y DEVELOPMENT Ultrasonic Weld Inspection Report AWS D1.1 Job Description: Ultrasonic inspection of: complete penetration welds, as listed. A (Se C TC -U5 -GF Class: Statically Loaded - 6.13.1/Table 6.2 Dnnna.in Ultrasonic Equipment Instrument: Mfg.: Krautkramer Branson Model: USK 7 Transducers: Mfg.: KB Aerotech Frequency: 2.25 MHz Dimensions: 3/4 x 314 Angle: 70 deg. Dimensions: 1" dia. Angle: Straight Beam .. B - U4b Serial No.: 1566 Inspected By: Thomas E. H + Level: II / Approve. By: /1 070 - 3S Date: 5/29/07 Job No.: 0705 -36 Report No.: 28519 Weld Joint TC- U5 -GF /B -U4b a Customer. Cascade Testing. Laboratory Job Description: 112 tKOceLCC CERTIFIED INSPECTION SERVICES AWS ULTRASONIC WELD % 62.5% RA Remarks Pc. MkJLevel Rej. 10Atob RI 10A Rej. IlA to b R1 11A Acc. 12A to b RI 12A Ace. 13A to b RI 13A Rej. 14Atob R1 14A Rej. 15A to b RI . 15A Acc. 16A to b R1 16A Rej. 17A to b 121 17A O o Z 'n c iv 0 z N K 1%..1 m 0 0 Certified Inspection Services, Inc. Customer. Cascade Testing laboratories Protect: 112 Office LLC Specification: AWS D1.1 -2006 1069 SW 328th Court, Federal Way, WA 98023 Phone (253) 927-0626 Fax (253) 661 -2984 Ultrasonic Weld Inspection Report AWS D1.1 Class: Statically Loaded - 6.13.1/Table 6.2 Job Description: Ultrasonic inspection of: complete penetration welds, as listed. Remarks: Work was performed at Totem Steel Fab. Procedure No.: 1 Base Metal Type: fe Surface condition: as welded DrN.eel nra ReC tvED JUN 22 2011 OkaLOP N�a... Date: 5/29/07 Job No.: 0705 -3f3 Report No.: 28519 Weld Joint: TC- U5 -GF /B -U4b Joint details: C TC -U5 -GF Ultrasonic Equipment Instrument: Mfg.: Krautkramer Branson Model: USK 7 Transducers: Mfg.: KB Aerotech Frequency: 2.25 MHz Dimensions: 3/4 z 3/4 Angle: 70 deg. Dimensions: 1" dia. Angle: Straight Beam B - U4b Weld Process: FCAW Serial No.: 1566 Inspected By: Thomas E. H S Level: H Approve . By: A /� cis - y.. Customer: Cascade Testing Laboratory ' Job Description: 112 Office LW Report No.: 28519 D No. Angle Leg A B S Path Length X Y Thick. C D Depth Status 1 70 1 53 50 1.45 12" .000 0 1.000 1 2 .4% 1 70 1 52 50 1.455 12" .000 0 1.000 1 1 .498 70 50 1.000 0 - .000 70 50 1.000 0 - .000 1 70 1 50 50 1.457 12" .000 0 1.000 1 -1 .498 1 70 1 55 50 1.448 12" .000 0 1.000 1 4 .495 70 50 1.000 0 - .000 1 70 1 54 50 1.455 12" .000 0 1.000 1 3 .498 CERTIFIED INSPECTION SERVICES AWS ULTRASONIC WELD INSPECTION Weld I.D. Repair % 100.0% Reject % 62.5% R# Remarks Rej. l0A to b R1 10A Rej. ilAtob RI 11A Acc. 12A to b RI 12A Acc. 13Atob R1 13A Rej. 14A to b R1 14A Rej. 15Atob RI 15A Acc. 16A to b R1 16A Rej. 17A to b R1 17A Pc. MkJLevel E A et, rri ti ■ ■` CASCADE TESTING LABORATORY, INC. 127718 TESTING & INSPECTION PREVIOUS 12919 N.E. 126TH PLACE REPORT No. No KIRKLAND. WASHINGTON 91034 (425) 823 -9800 EVERETT (425) 259-0817 DATE r 5 . 2 0 37 � I C ozos Vp FIELD REPORT A 10 > 0 / 4.t PROJECT O ..c e SU N 2 < 24 LOCATION 7 Csvtrel- 1 r iU u D Ala) TO: / /kg 1 -Plat. 14 3 i ect,.n BLDG. PERMIT NO. 00(0 - al5? OWNER ,� 11 , [y W ` YUn 2— WEATHER my TEMP. AT AM AT PM E KM. 0 Lku ATTN: ARCHITECT / 1 ?Terri I X.ALMN Lea C9INTRACTOR x: 0 WI COnfe/`raI -. Caa vP• (2) INSPECTION PERFORMED 714 RESTEEL/CONCRETE RESTEEL ONLY — RESTEEUMASONRY _ STR.STIWELDING OTHER STR ST /BOLTING ( ITEMS INSPECTED — FOUNDATIONS g FOOTINGS _ SLAB _ AUGER CAST PILES _ COLUMNS — DRILLED PIERS — WALLS BEAMS — (4) t ,� ,� `� ,, (AREAS) ha ' - a - c�/ L�(' It L O f wi4 - L J ,J 6 0 lk � L n f v'. `J N e5 2 ' 7 6 g. / to ro nt arm* .2 3 to 1 � E � ' t G. CG r ,k Oast. n n C L e d' D V Idn� wt / x) 12 CONCRETEIMASONRY MIX NO Q 5 DESIGN STRENGTH (PD) 9 p SUPPLIER N'1. k5 5n9id e /9 Yd VO. ( / n. TOTAL CU YD. PLACED 1 10 SLUMP (INCHES) 4 44.4 SPECIMENS CAST tlT`s (3) SEE CYLINDER REPORT NO AIR CONTENT (V.) _ YES NO _ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS REMARK& c?,„Phtur Cot c,ALu►A& coo4- 05/ a5 5'2✓ Lo(iLwtL 4 A E FZ 0n. 5) 1. e Ntfthmr cro r ORA vns as eel/ 1/5 3, I w;+k n o r 4: Hs as rev. Svne- f4.47,: i . &ra c- C +9 A 4 c- atn. 1. is nc as h2r 3/53, Alttator l 6Pr fArMe- `t. C feaktrAnce, ( Covert g �jei - ¢ ylai'nese ,J // G�menk, LbhcJr,e, b its j214t1 t3y 33,4ow1 r ay' C.ansol`0il -17- 9 L i,Y15 e (>1 • V (br att -olr TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 9/06 INSPECTOR(S), NAME(S) PRINTED Or tQ N /, V d INSPECTOR SIGNATURE ^^ / SIGNED BY COPIES TO A he CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 03by &'S -o7 (p -IZ 7 t/Kt IQ• 57 6 2/0 R 30 S 03(0 1 ag o 7-3 a$ --- L — TI TO: CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98094 1425) 823 -9800 EVERETT (425) 259.0817 COMPRESSION REPORT t 22lco Ur 1 - 77V 76/dAo 3 tkmA C<; 0 97o ATTN THE FOLLOWING WAS NOTED: TRUCK SAMPLED Wi IS TRUCK TICKET NO. I/ 4547 7 M X NO/02E64 TIME SLUMP ASTM C -143 3/ %AIR UNIT WEIGHT ASTM C-138 VIEW CEMENT FACTOR 5,5 SIC TEMP. ASTM 0-1084 CONC AIR 6v' AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C-173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO 3 THERMOMETER CCOTHO 3 AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar CONCRETE COMPRESSION MACHINE I.D. #CC00000 I TEST METHOD SAMPLE PA) DATE SUPPLIER yn Ic5 AEA PLACEMENT AREA & NOTES Y Foly497 ADMIX. COPIES TO. A,'rKk-- Chg FIELD TEST DATA 176 oz COMPRESSIVE STRENGTH CAC•2 arum C -1231 ❑ ASTM 0417 CEMENT TYPE 3C FIELD REPORT No 12 No. 61561 CERT. NO. 67d5 -3Z FC l� AI DATE J E C 7 PUR N z Ate LOCATION 7 4 L(vt CCvt+ev ✓U � " O NE R Y , ? 0 j , , O ev ID , BLDG. PERMIT NO. Wnti- a IS W EATHER w/ PAr+aYy Rata $ hokmes ENGINEER TL�c Motto TEMP. (oy° ARCHITECT CONTRACTOR A of i ov12 LTAT& DATA FOR 44 a w. CEMENT FLY ASH C A. 41;97 • CA C A. FINE AGG. WATER TOTAL DESIGN WEIGHTS 67s 173 co I(0BS 5 S3 MOIST. ADJUSTED WEIGHTS On Site Cure Method Ah'I br enf SAMPLING IN ACCORDANCE WITH APPLICABLE CODES & SPECS yos c -3 / CU. YARDS PLACED 420 DESIGN STRENGTH TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 346 INSPECTOR(S), NAME(S) PRINTED 49'[4$4 V .MCrie SIGNED BY INSPECTOR SIGNATURE CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK OZr (0 -1 6-6 7 4X8 j2. C7 yon-o 3.2 so s OZ 6 ZS OZg6 6 -Z9 7.8 • TO: CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823 -9800 EVERETT COMPRESSION REPORT 3QK 4;AA- /Silo dam' IJ90.4.4.- Qt. tea' ATTN• THE FOLLOWING WAS NOTED: FIELD TEST DATA TRUCK SAMPLED 1 A 75 TRUCK TICKET NO. t I J L1 n7 / M X NOO?SSC TIME SLUMP ASTM C -143 at %AIR UNIT WEIGHT ASTM C-138 YIELD CEMENT FACTOR TEMP. ASTM C -1064 CONC so 0 AIR 81 AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO THERMOMETER CCOTHO AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar CONCRETE COMPRESSION MACHINE I.D. #CC00000 SAMPLE PM DATE SUPPLIER 8A11- 1l71r- Piga i El cc.1 l l r ol t. TEST METHOD G 3 1425) 259 - 0817 COMPRESSIVE STRENGTH C -1231 ❑ ASTM C-617 MENT TYPE DIE MB YLXY497 : t6 < . AEA ADMIX �7 CAC12 PLACEMENT AREA S NOTES � 1 ' 1 %, COPIES TO A , 1u-4 G fit FIELD Ea /(7a a f � , o 6+ 7 8 �( REPORT No. �'Lj/J� U I p 1 BATCH DATA FOR CU YD CEMENT FLY ASH C.A. C A. C.A. 7A FINE AGO. WATER TOTAL DESIGN WEIGHTS MOIST. ADJUSTED WEIGHTS Z On Site Cure Method »'"1 6 Tea" SAMPLING IN ACCORDANCE WITH C / APPLICABLE CODES 8 SPECS. CU. YARDS PLACED 31 DESIGN STRENGTH 3 ODD TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 3/06 INSPECTOR(S), NAME(S) PRINTEDDENN 15 JACOBSON INSPECTOR SIGNATURE Je SIGNED BY CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK ba rn 5- ot9-07 G -/ 7 4s 1 Z. Y�z,o 3.2 80 S 00 (3 € ;4 1 0 0 .1 G -a z. ail 1 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (425) 259 -0817 COMPRESSION REPORT TO. AV LO / 3 1! 0 1 ' / 17'= f 44 33 ttl.,i9Qe -2e, &J A 9 ?o7z ATTN THE FOLLOWING WAS NOTED: FIELD TEST DATA TRUCK SAMPLED YYI014€ TRUCK TICKET NO. 044,76 M X NO. O.ZSTo TEMP. TIME 1 155 SLUMP ASTM C -143 4 1 6." %AIR UNIT WEIGHT ASTM C -138 YIELD CEMENT FACTOR .5 sK ASTM C -1064 CONC 7Y" AIR 7g' AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO 3 THERMOMETER CCOTHO AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar CONCRETE COMPRESSION MACHINE I.D. #CC00000 SAMPLE P/U DATE SUPPLIER REVISED 3/08 1cYt. le) COPIES TO A 1 m-k G f' TEST METHOD e 447 AEA ADMIX 1 L{E PLACEMENT ARE &NOTES ' Ga- 11c1^4 A\ANA),, eY OM . 1 4 G ro-e. , e7t&►M5 TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. (F CEMENT TYPE 4 INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY COMPRESSIVE STRENGTH ASTM C -1231 ASTM C-617 FIELD REPORT No .UTAI p 2 200j, 1 z No. 61570 DATE CERT. NO. 5 074:55-3S PROJECT 142- o&s1ce- LOCATION 4 Gen+er tofu (4- tKW;1/4) OWNER BLDG. PERMIT NO. 96o FATHER 9CI ENGINEER ARCHITECT U�N Q1{i kit lee COONTR AGO 1 (atiMeclal (&,ac&r TEMP. 786 AT D AM AT 5 m• a1T�HflATA FOR t(J a.n CEMENT FLY ASH CA. _4t57 - CA C.A. FINE AGO. WATER TOTAL DESIGN WEIGHTS 4o 4ti s MOIST. $ -n ADJUSTED WEIGHTS Stie „cc. On Site Cure Method 14: CAC12 Y*� DESIGN STRENGTH 3 SAMPLING IN ACCORDANCE Ww APPLICABLE CODES & SPECS. ! eS CU. YARDS PLACED � t4frLkef aek4 sV 4 v QPL 1 I7 I ) Comcrek- tads pc() loo QrMS for 1 e4;r1�s 0ssz4 /I100e sb:33 5U:1- 353 -804¢ LEGENDS ROOFING LLC PAGE 01/01 3bo bbt bio22- li ROOFINGCO., NC. RE: ROOF FIRE CLASSIFICA ON FOR NEW RETAIL BUILDING LOCATED AT; 7100 FUN CENTER WAY, TU-CWILA WA. PERMIT # D06 -218 Legends Roofing Co., Inc. is an approved applicator of Flex Elvaloy Membrane roofing systems. This letter is to co that the system installed on the above project is a `Class A' fire -rated system installed over `fluted' metal pan - decking with two (2) layers of 2" poly -iso insulation board. Any questions may be dieted to Ray at Legends Roofing. (253) 606 6624 Sincerely, PO Box 844 Sumner WA S WA 98390 -0844 Phone 253- 548 -3197 Fax 253 -548 -3211 to Contractor License No. LEGENRC984DN v r- ': JAN 2 9 2008 PE ;wu i UENTEt Space Heat Type 0 Electric resistance . ! All other (see over for definitions) Glazing Area Calculation Note: Below grade walls may be Included In the - Gross Exterior Wall Area If they are insulated to the level required for opaque walls. Total Glazing Area , Electronic version: 4hese,values are automatically taken from ENV -UA- . (rough opening) Gross Exterior _ (vertical & overhd) divided by Wall Area times 100 equals . % Gtatng --- 2/ 070 + ( I g� Lam._ X 100 - cjS' ¢' 0 - - Concrete/Masonry Option 0 yes Check here if using this option and if project meets all requirements forliMCdneererelktMonry no Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying ® assembly below. . Envelope Requirements (enter values as applicable) Fully heated/cooled space Minimum Insulation R- values Roofs Over Attic 7 /A. /r1� /tr U- factor All Other Roofs n ulatrdn 2- V Opaque Walls' CON LIANCC R-1/ Below Grade Walls Applicant Phone: „ in_ ZZ 7-77aa ER 2444 Floors Over Unconditioned Space =P 2 A rains / Slabs -on -Grade R -/0 Radiant Floors Maximum U- factors Opaque Doors 0,40 Vertical Glazing 0,60 Overhead Glazing Maximum SHGC (or SC) VerticaVOverhead Glazing Project Info Project Address 7490 /uN Ces ke /Jfly Insulation on interior - maximum U -factor Is 0.19 Insulation on exterior or integral - maximum U -factor is 0.25 Date G 2%eg 7 /A. /r1� /tr U- factor For Building Department Use � MrCOP n ulatrdn R -val oQ 9/F Applicant Name: , 4ys4 49,744,/ R4v Ic frec CON LIANCC Applicant Address: z ;peg &Ade aI ifi T d/at; r/A Applicant Phone: „ in_ ZZ 7-77aa ER 2444 ' CITY OF TUKWILA — BUILDING DIVISION Envelope Summary Climate Zone f ENV -SUM 2003 Washington Stela Nonresidential Energy Code Compliance Forma Project Description Compliance Option t 1°ti Prescriptive ❑ Component Performance (See Decision Flowchart (over) for qualifications) Semi- heated space Roofs Over Semi - Heated Spaces Notes: 2003 Washington State Nonresidential Energy Code Compliance Form Minimum Insulation R- values New Building ❑ Addition 1. Assemblies with metal framing must comply with overall U- factors 2. Refer to Section 1310 for qualifications and requirements C PUT eration CITY RECEIVED CRY JUN 2 9 2006 PERMITCENTER Revised Juy 2004 ❑ Change of UsG ❑ ENVSTD 2.1 . ❑ Systems CCt (4.0 not acceptab(ej - - AhalYsii - z . INCOMPLETE LTR# 1 218 Opaque Concrete/Masonry Wall Requirements Insulation on interior - maximum U -factor Is 0.19 Insulation on exterior or integral - maximum U -factor is 0.25 If project qualifies for Concrete/Masonry Option, list walls with HC 2 9.0 Btulft'• F below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 20 -- in the Code. U- factor R �'(irklljfli esa )D C pinnnettlren S [ttAt G llgtll ID n ulatrdn R -val a 8 position) CON LIANCC =P 2 A rains / NI n'lVTc *l41 CITY OF TUKWILA — BUILDING DIVISION Envelope Summary Climate Zone f ENV -SUM 2003 Washington Stela Nonresidential Energy Code Compliance Forma Project Description Compliance Option t 1°ti Prescriptive ❑ Component Performance (See Decision Flowchart (over) for qualifications) Semi- heated space Roofs Over Semi - Heated Spaces Notes: 2003 Washington State Nonresidential Energy Code Compliance Form Minimum Insulation R- values New Building ❑ Addition 1. Assemblies with metal framing must comply with overall U- factors 2. Refer to Section 1310 for qualifications and requirements C PUT eration CITY RECEIVED CRY JUN 2 9 2006 PERMITCENTER Revised Juy 2004 ❑ Change of UsG ❑ ENVSTD 2.1 . ❑ Systems CCt (4.0 not acceptab(ej - - AhalYsii - z . INCOMPLETE LTR# 1 218 Project Address Date Space Heat Type Q Electric resistance 0 All other For Building Department Use Glazing Area as % gross exterior wall area Prop.) Max.Target Concrete/Masonry Option QYes 0 No Notes: If glazing area exceeds maximum allowed In Table, then calculate adjusted areas on back (over). If Concrete/Masonry Option is used, Target U- factors, SHGC and Glazing % will be different than shown below. Refer to Table 13-1 for correct values. Building Component List components by assembly ID & page # Proposed UA U -factor x Area (A) = UA (U x A) Target UA U -factor x Area (A) . = UA (U x A) BurzelO leoian U= Plan ID: U= Plan ID: - U= Plan ID: U= Plan ID: u=040 Plan ID: Art O / tM1Us U= Plan ID: U= Plan ID: - y z (f X 2;70 1 L Glazing % Electric Resist. 0-15% 0.40 > - r °. 0.40 Other Heating 0.90 0.75 0.6 >20 -30% see note above > r '' /o see note above (see Table 13-1 for:Conc/Masonry r.50 values) Overhead Glazing I s+!uvla/to U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: Glazing % Electric Resist. Other Heating 0 -15% 0.80 1.45 >15 -20% 0.80 1.40 >20-30% : see note above 1.30 >30-40 % note. above 1.25 (see Table 13 -1 for ConclMasonry values) _slho U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: Opaque Doors U= Plan ID: U= Plan ID: U =0• Pion ID: 42,0/ /,, Q, �f �rWX /#77:: SSr r+ El Resist. Oth HeRjng - - :0.60 C .60 *'IHV JOAO einnv R= Rai ID: R= Plan ID: R= Plan ID: Electric Resist. Other Heating 0:031 0.036 8j00b 18430 R= Plan ID: R= 24 Plan ID: A Zr a / R= Plan ID: / 0 �{ U 'O59)( 7r 9 - _ 1 /Y` / %' - Electric Resist. 0.034 - Other Heating (0.056Th ,spell enbedO R= Plan ID: R= Plan ID: R= Plan ID: R= I, Plan ID: 42. I R= Plan ID: R= Plan ID: R= Plan ID: *Note: sum of Target Areas here should equal � j dr 7, Q� - _ " /4172- Target Opaque Wall Area (see back) •• •• •• Electric Resist. Other �Heating Ordinary 0.062 ' Conc(int) 0.19 I. 9 Conc(bth) 0.25 0.25 - - aII�M apelO MMOO R= Plan ID: R= Plan ID: R= Plan ID: Note: if Insulated to levels required for opaque walls, list above with opaque walls Electric Resist. Other Heating 0.062 0.14 IJuu nJ1 I JOAO einroj R= Plan ID: R= Plan ID: R= Plan ID: / R= Plan ID: Electric Resist. Other Heating 0.029 0.056 rvvlwa epeib .nn -nme R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: Electric Resist. Other Heating F =0.54 F =0.54 (see Table 13 -1 for radiant floor values) *For CMU walls, indicate core insulation material. For compliance: Totals) Totals) — Envelope iJA Calculations Zo Climate ne1 ENV -UA 2003 Washington State Nmxeaidenlhl Energy Code Compliance Farms roposed Total Area shall equal Target t O[ai r,rea, l not exceec target total ,m. Revised Jury 2004 Glazing List components by assembly ID & page # Proposed SHGC SHGC* x Area (A) = SHGC x A Target SHGC SHGC x Area (A) = SHGC x A [ Buizeis ID: ID: ID: ID: ID: ID: - Glazing % Electric Resist. Other Heating 0-20% 1.00 1.00 >20 -30% not allowed 0.65 >30 -40% not allowed 0.45 (see Table 13.1 for Concf vlasonry values) "Note: Manufacturer's SC may be used in lieu of SHGC. Totalsl - Totals' • Climate2one;1. 2003 Washington State Nonresidential Energy Code Compliance Forma For compliance: Proposed total SHGC x A shall not exceed Target to al SHGC x A NOTE: Since 1997 SHGC compliance for vertical and overhead glazing Is allowed to be calculated together. Target Ar ea'Ad u$tment Calculations Glazing Area Opaque Area Gross Exterior Wall Area Roofs over Attics Other Roofs Proposed Opaque Area Proposed VG Area Target VG Area Note: It there Is more than one type of wall, the Target V G Area may be distributed among them, and separate Target Opaque Areas found. If the Target Areas for Opaque Walls listed on the front must equal the total calculated here. • Walls! Max Glazing Area (Table 13 -1) "AO 1N.,chind}nn Ct,fn Mnnrecidantlnl Pnargy f.nrta Comnlianre Form Proposed Areas: Numbered values are used In calculations below. Roofs over Attics Other Roofs Walls OGe 00- VGe xL —J Target OG Ar.a in Roofs over Attics 12 lesser Proposed Opaque Area I 100 I Max OG Remaining �— J - S + Proposed OG Area Maxdmum Target Glazing Area I Target OG Area In Other Roofs 4 lesser Target OG Area/ Target VG Area = 1 Target Opaque Area Target Opaque Area Revised July 2004 I Target Areas OK Building Permit;Pla <,••• :,ENV -CHK Nonresidential Energy Code Compliance Forms Revised ai 2004 2003 Washington State Project Address Date The following information the Washington is necessary to check a building permit application for compliance with the building envelope requirements in State Nonresidential Energy Code. Applicability (yes, no, n.a.) I Code Section Component Information Required I Location on Plans Building Department Notes GENERAL REQUIREMENTS (Sections 1301 -1314) 1301 Scope Unconditioned spaces Identified on plans if allowed 1302 Space heat type: II "Other, indicate on plans that electric resistance heat Is not allowed y« 1310.2 Semi - heated spaces Seml- heated spaces identified on plans if allowed • — A %O/ 1311 Insulation Y�g J 1311.1 Maul. installation Indicate densities and clearances leS1 1311.2 Roof /ceiling instil- Indicate R -value on roof sections for attics and other roofs; Indicate clearances for attic Insulation; Indicate baffles If eave vents Installed; Indicate face stapling of faced bails Indicate R -value on wall sections; Indicate face stapling of faced bath; Indicate above grade exterior Insulation is protected; Indicate loose -fill core insulation for masonry walls as necess; Indicate heat capacity of masonry walls If masonry option Is used or If credit taken In ENVSTD; �� / v�r 7 Ya • 1311.3 Wall insulation I y t' 4 1311.4 Floor insulation Indicate R -value on floor sections; Indicate substantial contact with surface; Indicate supports not more than 24" o.c.; Indicate that Insulation does not block airflow through foundation vents w Y S 1311.5 Slab -on -grade floor Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 24" from top; Indicate above grade exterior Insulation Is protected ��+{ 4 v 4 1311.3 Radiant floor Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 35" from the top; Indite a above grade exterior Insulation Is protected; Indicate Insulation also under entire slab where reg'd. by Official V e5 / V! 1312 Glazing and doors Provide calculation of glazing area (including both vertical vertical and overhead) as percent of gross wall area i✓i y { f•V 1312.1 U- factors Indicate glazing and door U- factors on glazing and door schedule (provide area - weighted calculations as necessary); Indicate if values are NFRC or default, If values are default then specify frame type, glazing layers, gapwidth, low -e coatings, gas fillings 1312.2 SHGC & SC Indicate glazing solar heat gain coefficient or shading coefficient on glazing schedule (provide area - weighted calculations as necessary) 1313 Moisture control Y es 1313.1 Vapor retarders Indicate vapor retarders on warm side 5/!s>;+ S'roa( ) Yet 1313.2 Roof /calling vap.ret Indicate vapor retarder on roof section; Indicate vap. retard. with sealed seams for non - wood strut. 1 1313,3 Wall vapor retarder Indicate vapor retarder on wall section - - nb e-s 1313.4 Floor vapor retarder Indicate vapor retarder on floor section 1313.5 Crawl space yap. reL Indicate six mil black polyethylene overlapped 12" on ground 1314 Air leakage yes' Y es 1314.1 Bldg. envel. sealing Indicate sealing, caulking, gasketing, and weatherstripping e y 1314.2 Glazing /door sealing Indicate weatherstripping Oil 1314.3 Assemb. as ducts Indicate sealing, caulking and gasketing PRESCRIPTIVE/COMPONENT PERFORMANCE (Sections 1320 -23 or 133044) r turriVE Envelope Sum. Form Completed and attached. Provide component performance worksheet If necessary Provide ENVSTD 2.1 screen 1 output If necessary 2003 Washington State Nonresidential Energy Code Compliance Form If "no" Is shown for any question, provide explanation: Building Permit Plans Checklist," 2003 Washin. ton State Nonresidential Ene Envelope - General Requirements 1311 Insulation 1311.1 Installation Requirements: Al Insulation materials shall be installed according to the manufacturer's instructions to achieve proper densities, maintain clearances, and maintain uniform R- values. To the maximum extent possible, insulation shall extend over the full component area to the intended R- value. 1311.2 Roof/Ceiling Insulation: Open-blown or poured loose - fill insulation may be used in attic spaces where the slope of the ceiling is not more than 3/12 and there is at least thirty inches of clear distance from the top of the bottom chord of the truss or ceiling jo to the underside of the sheathing at the roof ridge. When eave vents are Installed, baffling of the vent openings shag be provided so as to deflect the incoming air above the surface of the insulation Where lighting fixtures are recessed Into a suspended or exposed grid ceiling, the rod /ceiling assembly shag be Insulated in a location other than directly on the suspended celing. Exception: Type IC rated recessed lighting fixtures. Where installed in wood framing, faced batt insulation shall be face stapled. 1311.3 Wall Insulation: Exterior wall cavities isolated during framing shall be fully insulated to the levels of the surrounding walls. When installed in wood framing, faced bait insulation shall be face stapled Above grade exterior insulation shall be protected. 1311.4 Floor Insulation: Floor insulation shag be installed in a permanent manner insubstantial contact with the surface being Insulated. Insulation supports shall be installed so spacing is not more than twenty-four inches on center. Installed insulation shall not block the airflow through foundation vents. 1311.5 Slab-On-Grade Floor: Slab -on -grade insulation installed inside the foundation wan shall extend downward from the top of the slab a minimum distance of twenty-four inches or to the top of the footing, whichever Is less. Insulation installed outside the foundation shall extend downward a minimum of twenty-four Inches or the frostline, whichever is greater. Above grade insulation shall be protected. Exception: For monolithic slabs, the Insulation shall extend downward from the top of the slab to the bottom of the footing. 1311.6 Radiant Floors (on or below grade): Slab -on -grade insulation shall extend downward from the top of the slab a minimum distance of thirty -six inches or downward to the top of the footing and horizontal for an aggregate of not less than thirty -six inches. If required by the building official where soil conditions warrant such Insulation, the entire area of a radiant floor shall be thermally isolated from the soil. Where a soil gas control system Is provided below the radiant floor, which results in Increased convective flow below the radiant floor, the rodent floor shall be thermally isolated from the sub -floor gravel layer. 1312 Glazing and Doors % 1312.1 Standard Procedure for Determination of Glazing and Door t.1-Factors: U- factors for glazing and doors shall be determined, certified and labeled in accordance with Standard RS-31 by a certified independent agency licensed by the National Fenestration Rating Council (NFRC). Compliance shall be based on the Residential or the Nonresidential Model Size. Code Co lance Form Product samples used for U- factor determinations shall be production ine units or representative of units as purchased by the consumer or contractor. Unlabeled glazing and doors shall be assigned the default U -factor in Section 2006. 13122 Solar Heat Gain Coefficient and Shading Coefficient: Solar Heat Gain Coefficient (SHGC), shall be determined, certified and labeled in accordance with the National Fenestration Rating Council (NFRC) Standard by a certified, independent agency, icensed by the NFRC. Exception: Shading coefficients (SC) shall be an acceptable alternate for compliance with solar heat gain coefficient requirements. Shading coeffidents for glazing shall be taken from Chapter 27 of Standard RS-27 or from the manufacturer's test data. 1313 Moisture ^. ontrol 1313.1 Vapor Retarders: Vapor retarders shall be installed on the warm side (in winter) of insulation as required by this section. Exception: Vapor retarder installed with not more than 1/3 of the nominal R-value between it and the conditioned space. 13132 Roof /Ceiling Assemblies: Roof /ceiling assemblies where the ventilation space above the insulation is less than an average of twelve Inches shall be provided with a vapor retarder. Rod /ceiling assemblies without a vented airspace, where neither the roof deck nor the roof structure are made of wood, shall provide a continuous vapor retarder with taped seams. Exception: Vapor retarders need not be provided where all of the insulation is installed between the roof membrane and the structural roof deck 1313.3 Walls: Walls separating conditioned space from unconditioned space shall be provided with -a vapor retarder. 1313.4 Floors: Floors separating conditioned space from unconditioned space shall be provided with a vapor retarder. 1313.5 Crawl Spaces: A ground cover of six mil (0.006 inch thick) black polyethylene or approved equal shall be laid over the ground within crawl spaces. The ground cover shall be overlapped twelve inches minimum atthejoints and shall extend to the foundation wall. Exception: The ground cover may be omitted in crawl spaces if the crawl space has a concrete slab floor with a minimum thickness of three and one -half inches. 1314 Air Leakage 1314.1 Building Envelope: The requirements of this section shall apply to building elements separating conditioned from unconditioned spaces. Exterior joints around windows and door tames, openings between walls andfdundation, between walls and roof and wall panels; openings at penetrations of utility services through walls, floors, and roofs; and all other openings in the building envelope shall be sealed, caulked, gasketed, or weatherstripped to limit air leakage 1314.2 Glazing and Doors: Doors and operable glazing separating conditioned from unconditioned space shall be weatherstripped. Fixed windows shall be tight fitting with glass retained by stops with sealant or caulking all around. Exception: Openings that are required to be fire resistant 1314.3 Building Assemblies Used as Ducts or Plenums: Building assemblies used as duds or plenums shall be sealed, caulked, and gasketed to limit air leakage. AN Insulating Installed? Opaque Wall R -11 Below Grd Well (text) R-10 Below Ord WWI (oth) 9 -11 Roof Over Aldo R-30 MI Omer Roof 9-21 Raised Floor 9 -19 Slab-On-Grads R -10 Radiant Floor R -10 Opaque Door U 0.50 Maim Criteria Met? Glazing Vert OH Area 54 Wal WW SHOC 0-15% 0.90 1.45 1.00 15.20% 0.75 140 1.00 2040% 0.65 1.30 0.55 30-40% 0.60 1.30 0.45 2003 Washington State Nonresidential Energy Code Compliance Forma 1302 Space Heat type: For the purpose of determining building envelope requirements, the following two eetegones comprise all space healing types: Other. AN other space heating including systems chiding gas, cord fuel, o0, and propane space Mating systems and those systems listed in the exception to eleublo resistance. (continued et right) No Y Yes MMOG No ,.,..., rwrrraaru%.ri1101 r_1lciyy vu uc %.vrp unal ru Envelope. Surrtmary ' (back) ENV -SUM Decision Flowchart for Prescriptive Option Use this flowchart to determine if project qualifies for the optional Prescriptive Option. If not, either the Component Performance or Systems Analysis Options must be used. Electrb Resistance: Space heating systems which use electric resistance th elements as e primary heating system including baseboard, radiant and faced ai units where the total electric resistance hem capacity exceeds 1.0 wife of the gross conditioned float area. Exception: Beat pumps and terminal electric resistance heating In variable air volume dstnbution systems. MI wells R -11 Insulation? Yu <40% Glazing? Mesonrywell criteria OK? tllnlovh Electric Re eat? e Heat? Component Performance or Systems Analysis Required M Insulating Installed? Wall • 9-11 Masonry Well (Imp U-0.19 Masonry Ws l(olher) U-0.25 B OIOW Grd Well(exp R -10 B elow Ord Wan (041,) 9-11 ROOF Over Attic 9-30 M Other Roof R -21 Rained Flow 9 -19 Slob-On -Grade R -ID Radiant Floor 9.10 Opaque Door U -0.60 Glazing Criteria Met? Glwing Vert OH Area WW WW S1-CC 0.1O% 0.90 1.45 100 1615% 0.75 1.40 1.03 15.20% 0.65 1.50 0.60 2625% 0.60 1.30 0.45 Prescriptive Path Allowed AN Insula installed? Framed Wail U-0.062 tidier Opaque wall R -19 Masonry Wall (IM) U-0.19 Masonry WS(oho) U-0.25 Bahia Gd Well (did) 9-10 Below Grd WWI (oth) R -19 Roof Over Attic R-38 AA Other Root R-30 Raised Floor 9-30 Slab-On-Grade 9-10 Radiant Floor - R40 Opaque Door U-0.60 Glaring CMS, Met? (Hexing Vert OH Area% WW Wai SHOO 0-20% 0.40 0.60 1.00 Masonnwall aiteda OK? (below) AN walls 9 -19 Insulation? Yu Glazing? Yes Concrete/Masonry Option* Assembly Description Wall Heat Capacity (HC) Assy.Tag HC" Area (sf) Totals Area weighted HC: divide total of (HC x area) by Total Area HC x Area Revised July 2004 AN Insulating InelWled? Metal Framed Wail U -0 Other Opaque Well R -19 Below Grd Wall (ext) R -10 Below Card WWI (oth) R -19 Roar Over Attic R -38 All Other Roof R-30 Raised Floor R-30 Slab-On-Grade R -10 Radiant Floor R -10 e Door U0.60 Glazing C..,ena Met? Glazing Vert OH Area% WW WW MCC 0-2054 0.40 0.50 100 No 'If the area weighted heat capacity (HC) of the total above grade wall Is a minimum of 9.0, the Concrete Masonry Option may be used. For framed walls, assume HC - 1 0 unless calculations are provided; for all other walls, use Section 1009. Equipment Schedules The following information is required to be Incorporated with the ine the plans. For projects without plans, fill in the required information below. Date 4 .27_0 4' 11 C,44 4, 1.4/4 1 nit p Cooling Equipment Schedule Ai Equip. ID Brand Name Model No.1 cacIsst Grin NcD FOR � cI IC S CFM E no? SEER or EER IPLV3 Location -T'1 rT, - i.- StP 'L y cuuo TURWIIE 1 Heating Equipment Schedule R111t_UL 1 2 , Di ;ITS10 . Equip. ID Brand Name Model No. Capacity Btulh Total CFM OSA chn or Econo? Input Btuh Output Btuh Efficiency' il.,47/V E 3ycc 3osootiol c34 $o 2 team, a3 000 64ivo NS A& Fan Equipment Schedule Equip. ID Brand Name Model No. CFM SPA HP/BHP Flow Control Location of Service WEIVED CITY( FTIIKK1A/11 ' INCOMPLETE LTR# 1 JUN 2 , 7nnq PtHM I LtN I tH Project Info Project Address 7420 Flaw ceaite tl.Fy Date 4 .27_0 4' 11 C,44 4, 1.4/4 1 nit p For Building Dept. Use copy Applicant Name: 4 5 ce.,G . / /1/ulSI A ,.f./ 1,4 ERIE Applicant Address: 724, 4, 4, tdGY?x/ r Applicant Phone: '• . 27 -,CITY OF TUKWILA — BUILDING DIVISION Mechanical Summary MECH -SUM 2003 wan Project Description Briefly describe mechanical system type and features. ❑ Includes Plans Slab Nom/dental Ensrgy Code Compliance Farms 2003 Washington State Nonresidential Energy Code Compliance Form g7c0 SO fir SPECaot4r/v6 ROrktG vckzr3�a� / r r ifrA�) S TON AVE Ma +NTeel HeAffr /Q U,rI /I s e.... f,¢.teZE Pao recrlcbV ea/ , A et orIE2 70 SE /NGLUDet, /A/ Gvyv2E tbvWr /Mreol~EAleiyrAM Include documentation requiring compliance with commissioning requirements, Section 1446_... L- Compliance Option o Simple System 0 Complex System o Systems Analysis (See Decision Flowchart (over) for qualifications. Use separate MECH -SUM for simple & complex systems.) 1H available. 2 As tested accord ng to Table 14-IA through 14 -1G. If required. 4 COP, HSPF Combustion Efficiency, orAFUE, as applicable. 6 Flow control types: variable air volume(VAV), constant volume (CV), or variable speed (VS). 38189 E• Mechanical - Complex Systems Checklist MECH -COMP tats NnmasNannai Fnnnv Carla r ,Ili Wash Project Address The following additional Information is necessary to check a mechan al permit application for a complex mechanical system for compliance with the mechanical requirements In the Washington State Nonresidential Energy Code. Use the checklist as a reference for notes added to the mechanical drawings (see the MECH- CHK checklist for additional system requirements). This information must be on the plans since this is the official record of the permit. Having this Information in separate specifications alone Is NOT an acceptable alternative. Applicability (yes, no, n.a.) ADDITIONAL CHECKLIST ITEMS FOR COMPLEX SYSTEMS ONLY Code Section Component - Information Required 1431.1 1432.1 1432.2.1 1432.2.2 1433 1433 1434 1435 1436 1437 1438 1439.1 1439.2 nliwn Fenn Fleld assem. sys. Setback & shut-off Air system reset Hydr. system reset Air Economizer Water Economizer Separate air sys. Simul. htg. & clg. Heat recovery Elec. motor effic. Variable flow sys. Kitchen Hoods Fume Hoods Provide calculations Indicate separate systems or show Isolation devices on plans Indicate automatic reset Indicate automatic reset Indicate economizer on equipment schedule or provide calculations to justify exemption Indicate water economizer and provide calculations if 1433 Exception 2 is utilized Indicate separate systems on plans Indicate that simultaneous heating and cooling is prohibited, unless use of exception is Justified Indicate heat recovery on plans; complete and attach heat recovery calculations MECH -MOT or Equip. Schedule with hp, rpm, effidency Indicate variable Bow on fan and pump schedules Indicate uncooled and unheated make -up sir Indicate VAV, unheated/uncooked or heat rec. makeup id Date For Building Department Use Location on Plans 1111AF Building Department Notes If "no" Is circled for any question, pr Flowchart Use this flowchart to determine how the requirements of the Complex Systems Option apply to the project. Refer to the indicated Code sections for more complete information on the requirements. Start Here Section 1411.1 Equlpnen Efficiency Shall Meet Tables 14-1A through 1410 Gas/OP Furnace BI? > 225,000 M Air System Serving Multiple Zones? ItecitY et Heating g Syste ,0110 Btuh IMd- Assemb Egulpment? Section 1432.2 Supply Ale Reset Dan* Required Section 1432.2 Hot Water Supply Temperature Reset Requited Yes at 1 1411,1 krtennite Ignition Device a Power Venting or Damper, 0.75% Maximum Jacket Loss 1412.6 Modulating or Staged Combustion Controls Required rov a explanation: Yes { Section 1431.1 Calculation or Total On-Sea Energy Input a Oup t Required (continued on back) Yes 1 No Electric Motors MECH -MOT Y* "m mgtal : tate N,xrnidential Energy Cods Comptance Forms - 38169 Project Address Date Complete the following for all design A & B squirrel-cage, T-frame Induction permanently wired polyphase motors from 1 hp to 200 hp having synchronous speeds of 3600, 1800 or 1200 rpm (unless one of the exceptions below applies). For Building Department Use Motor No. or Location HP Type (open /closed) Description of Application or Use . Synch. Speed Min.Nom. Full load Efficiency Minimum Nominal Full -Load Efficiency Open Motors Closed Motors Exceptions: 1. Motors in systems designed to use more than one Speed of a multi -speed motor. 2. Motors already included in the efficiency requirements for HVAC equipment (Tables 14-1 or 14-2) . 3. Motors that are an Integral part (Le. not easily removed and replaced of specialized process equipment (i.e. equipment which requires a special motor, such as an explosion - proof motor). 4. Motors Integral to a listed piece of equipment for which no qual motor has been approved (I.e. If the only U.L. listing for the equipment Is with a less-efficient motor and there is no energy - efficient motor option). For motors claiming an exception, list motor and note which exception applies. Synchronous Speed (RPM) 3,600 1,800 1,200 3,600 1,800 1,200 HP Efficiency (%) Efficiency (34) 1.0 - 82.5 80.0 75.5 82.5 80.0 1.5 82.5 84.0 84.0 82.5 84.0 85.5 2.0 84.0 84.0 85.5 84.0 84.0 86.5 ao 84.0 86.5 86.5 85.5 87.5 87.5 5.0 85.5 87.5 87.5 87.5 87.5 87.5 7.5 87.5 88.5 835 88.5 89.5 89.5 10 88.5 89.5 90.2 89.5 89.5 89.5 15 89.5 91.0 90.2 90.2 91.0 90.2 20 90.2 91.0 91.0 90.2 91.0 90.2 25 91.0 91/ 91.7 91.0 92.4 on 30 91.0 92.4 92.4 91.0 924 91.7 40 91.7 no 930 91.7 no no 50 92.4 93.0 93.0 92.4 no no 60 93.0 93.6 93.6 93.0 93.6 93.6 75 93.0 94.1 93.8 no 94.1 93.6 100 93.0 94.1 94.1 93.6 94.5 94.1 125 93.6 94.5 94.1 94.5 94.5 94.1 150 93.6 95.0 94.5 94.5 95.0 95.0 200 94.5 95.0 94.5 95.0 95.0 95.0 &W,) eeailallWtUll Olala nVUleblunnom Clitllgy VWtl VUtltpIlal1W rui HI 2003 Washington State Nomsdareal Energy Coda Compliance Pores 2003 Washington State Nonresidential Energy Code Compliance Form Mechanical - boneral Requirements 1411.1 General: Equipment shall have • minimum performance at the specified rating conditions not less than the values shown in Table 14-1A through 14-13. to nationally recognized certification program exists for a product covered In Tables 14-IA through 14-1G, and it Includes provisions for verification and challenge of equipment efficiency ratings, then the product shall be listed in the certification program. Gas -Med and o8 -Orel forced air furnaces with input ratings s 225,000 • Btu h (85 kW) shell also tow an Intermittent Ignition or interrupted device OID), and have either mechanical draft (Including power venting) or • flue damper. A vent damper is an acceptable alternative to a flue damper for furnaces where combustion air is drawn from the conditioned space. At furnaces with input ratings > 225.000 Btum 015 kW), including electric furnaces, that are not located within the conditioned space shall have Jacket losses not exceeding 015% of the Input rating. 14112 Rating Conditions: Cooling equipment shall be rated at ARI test Conditions end procedures when available. Where no applicable procedures exist, data Mall be furnished by the equipment manufacturer. 1411.3 Combination Space and Service Water Heating: For combination space and service water heaters with • principal function of providing apace heat the Combined Annual Efficiency (CAE) may be calculated by using ASHRAE Standard 124-1991. Storage water heaters used In combination space heat and water heat applications shall have either an Energy FActor (EF) or a CAE of not less than the folloMrg: 1411.4 Packaged Electric Heating and Cooling Equipment Packaged electric equipment providing both heating and cooling with a total cooling capacity greater than 20,000 Stuflh shall be • heat pump. Exception: Unstaffed equipment Medlars or cabinets used solely for personal wireless seMce facilities. 1412 Controls 1412.1 Temperature Controls: Each system shall be provided with at least one temperature control device. Each zone shall be controlled by indhdaal thermostatic controls responding to temperature within the zone. At • minimum, each floor of • building Mall be considered as a separate zone. 14122 Deadband Controls: When used to control both comfort heating and cooling, zone thermostatic controls shall be capable of a deadband of at least 5 degrees F within which the supply of heating and cooling energy to the zone Is shut off or reduced to • minimum Exceptions: 1. Special occupancy, special usage, or code requirements where deadband controls are not appropriate. 2. Buildings complying with Section 1141.4,1f In the proposed building energy analysis, heating and cooling thermostat setpoints are set to the same temperature between 70 degrees F and 75 degrees F Inclusive, and assumed to be constant throughout the year. 3. Thermostats that require manual changeover between heating and cooling modes. 1412.3 Humidity Controls: If a system Is equipped with • means for adding moisture, • humidlstet shall be provided. 1412.4 Setback and Shut-OR: HVAC systems shall be equipped with automatic controls capable of accomplishing a reduction of energy use through control setback or equipment shutdown during periods of non-use or alternate use of the spaces served by the system. The automatic controls shall have • minimum seven-day dock and be capable of being set for seven different day types per week. Exceptions: 1. Systems serving areas which require continuous operation at the same temperature aetpdnt 2. Equipment with full load demands of 2 kW (8,828 Btuh) or less may be controlled by readily accessible manual off-hour controls. 1412 .4.1 Dampers: Outside air intakes, exhaust outlets and relief outlets serving conditioned spaces shall be equipped with dampers which dose automatically when the system is off or upon power failure. Exceptions: 1. Systems serving areas which require continuous operation. 2. Combustion air Intakes. 3. Gravity (ronmobrized) dampers are acceptable In buildings leas than 3 stories hi height 4. Gravity (nanoorized) dampers are acceptable In exhaust and relief outlets In the first story and levels below the first story of buildings three or more stories in height 1412.4.2 Optimum Start Controls: Heating and cooling systems with design guppy air capacities exceeding 10,000 dm shall have optimum start controls. Optimum start controls shall be designed to automatically adjust the start time of an HVAC system each day to bring the space to desired occupied temperature levels Immediately before scheduled occupancy. The control algorithm shall, as • rnknum, be • function of the difference between apace temperature and occupied setpoint and the amount of time prior to scheduled occupancy. arse 141 as Pleat rump 4ontrols: unitary ad cooled neat pumps snail mnc : e microprocessor controls that minimize supplemental heat usage during start-up, set -up, and defrost conditions. These controls shall anticipate need for heat and use compression heating as the first stage of heat. Controls shall Indicate when supplemental heating Is being used through visual means (e.g., LED Indicators). 1412.8 Combustion Heating Equipment Controls: Combustion heating equipment with a capacity over 225,000 Stu/h shall have modulating or staged combustion control. Exceptions: 1. Boilers 2. Radiant Heaters. 1412.7 Balancing: Each air supply outlet or air or water terminal device shall have a means for balancing, Including but not limited to, dampers, temperature and pressure test connections and balancing valves. 1413 Air Economizers 1413.1 Operation: Air economizers shall be of automatically modulating outside and return air dampers to provide 100 percent of the design supply sic as outside air to reduce or eliminate the need for mechanical coding. Water economizers shall be capable of providing the total concurrent cooling load served by the conneted terminal equipment lacking *side economizer, at outside air temperatures of 45 ° F dry- bulb/40 ° F wet -bulb and below. For this calculation, all factors including solar and Internal load Mall be the same as those used for peak load calculations, except for the outside temperatures. E xception: Water economizers using air-cooled heat rejection e quipment may use a 35 ° F dry-bulb outside air temperature for this calculation. This exception is limited to • maximum of 20 tons per building. 1413.2 Documentation: Water economizer plans submitted for approval Mat Include the fobyMng Information: 1. Medmum outside air conditions for which economizer Is sized to provide full cooling. 2. Design cooling load to be provided by economizer at this outside sir condition. 3. Heat rejection and terminal equipment performance data including modal number, flow rate, capacity, entering and leaving temperature In MI economizer cooling mode. 14132 integrated Operation: Air economizers shall be capable of providing partial cooling even when additional mechanical cooling Is required to meet the remainder of the cooling load. Exceptions: 1. Individual, direct expansion units that have a rated capacity less than 85,000 WWII and use nonintegrated economizer controls that preclude simultaneous operation of the economizer and mechanical cooling. 2. Water-cooled water chillers. 1414 Ducting Systems 1414.1 Sealing: Dud work which is designed to operate at pressures above 12 Inch water column static pressure shall be sealed in accordance with Standard RS-18. Extent of sealing required Is as follows: 1. Static pressure: 1/2 inch to 2 alines; seal transverse joints. 2. Static pressure: 2 inches to 3 Indies; seal all transverse joints and longitudinal seams. 3. Static pressure: above 3 Indies; seal all transverse Joints, longitudinal seams and dud wan penetrations. Duct tape and other pressure sensitive tape shall not be used as the primary sealant where duds are designed to operate at static pressures of 1 inch W.C. or greater. 14142 insulation: Ducts and plenums that are constructed and function as part of the building envelope, by separating interior space from exterior span, shall meet all applicable requirements of Chapter 13. These requirements include Insulation Installation, moisture control, air leakage, and building envelope Insulation levels. Unheated equipment rooms with combustion air louvers must be Isolated torn the conditioned apace by Insulating interior surfaces to a minimum of R -11 and any exterior envelope surfaces per Chapter 13. Outside air ducts serving Individual supply air units with less than 2,800 cbn of total supply air capacity shall be Insulated to a minimum of R - and are not considered building envelope. Other outside atr dud runs are considered building envelope until they, 1. conned to the heating or cooling equipment, or 2. are Isolated from the exterior with an automatic shut-off damper complying with Section 14124.1. Once outside air ducts meet the above listed requirements, any runs within conditioned space shall comply with Table 14-5 requirements. Other ducts and plenums shall be thermally Insulated per Table 145. E xceptions: 1. Within the HVAC equipment 2. Exhaust sir duds not subject to condensation. 3. Exposed ductwork within a zone that serves that zone 1415 Piping system s 1415.1 Insulation: Piping shall be thermally Insulated in accordance with Table 14.8. Exception: Piping Installed within unitary HVAC equipment Water pipes outside the conditioned space shall be insulated in accordance with Washington State Plumbing Code MAC 51-28) 1418 Completion Requirements (Realer to NREC Sedbn 141a and the Building Commissioning Gui egned prblshed by the Building Commissioning Association. for complete text and guidelines for building completion and commissioning requaements.) EF CAE < 50 gal storage 0.58 0.71 50 to 70 gal storage 0.57 0.71 > 70 gel storage 0.55 0.70 2003 Washington State Nomsdareal Energy Coda Compliance Pores 2003 Washington State Nonresidential Energy Code Compliance Form Mechanical - boneral Requirements 1411.1 General: Equipment shall have • minimum performance at the specified rating conditions not less than the values shown in Table 14-1A through 14-13. to nationally recognized certification program exists for a product covered In Tables 14-IA through 14-1G, and it Includes provisions for verification and challenge of equipment efficiency ratings, then the product shall be listed in the certification program. Gas -Med and o8 -Orel forced air furnaces with input ratings s 225,000 • Btu h (85 kW) shell also tow an Intermittent Ignition or interrupted device OID), and have either mechanical draft (Including power venting) or • flue damper. A vent damper is an acceptable alternative to a flue damper for furnaces where combustion air is drawn from the conditioned space. At furnaces with input ratings > 225.000 Btum 015 kW), including electric furnaces, that are not located within the conditioned space shall have Jacket losses not exceeding 015% of the Input rating. 14112 Rating Conditions: Cooling equipment shall be rated at ARI test Conditions end procedures when available. Where no applicable procedures exist, data Mall be furnished by the equipment manufacturer. 1411.3 Combination Space and Service Water Heating: For combination space and service water heaters with • principal function of providing apace heat the Combined Annual Efficiency (CAE) may be calculated by using ASHRAE Standard 124-1991. Storage water heaters used In combination space heat and water heat applications shall have either an Energy FActor (EF) or a CAE of not less than the folloMrg: 1411.4 Packaged Electric Heating and Cooling Equipment Packaged electric equipment providing both heating and cooling with a total cooling capacity greater than 20,000 Stuflh shall be • heat pump. Exception: Unstaffed equipment Medlars or cabinets used solely for personal wireless seMce facilities. 1412 Controls 1412.1 Temperature Controls: Each system shall be provided with at least one temperature control device. Each zone shall be controlled by indhdaal thermostatic controls responding to temperature within the zone. At • minimum, each floor of • building Mall be considered as a separate zone. 14122 Deadband Controls: When used to control both comfort heating and cooling, zone thermostatic controls shall be capable of a deadband of at least 5 degrees F within which the supply of heating and cooling energy to the zone Is shut off or reduced to • minimum Exceptions: 1. Special occupancy, special usage, or code requirements where deadband controls are not appropriate. 2. Buildings complying with Section 1141.4,1f In the proposed building energy analysis, heating and cooling thermostat setpoints are set to the same temperature between 70 degrees F and 75 degrees F Inclusive, and assumed to be constant throughout the year. 3. Thermostats that require manual changeover between heating and cooling modes. 1412.3 Humidity Controls: If a system Is equipped with • means for adding moisture, • humidlstet shall be provided. 1412.4 Setback and Shut-OR: HVAC systems shall be equipped with automatic controls capable of accomplishing a reduction of energy use through control setback or equipment shutdown during periods of non-use or alternate use of the spaces served by the system. The automatic controls shall have • minimum seven-day dock and be capable of being set for seven different day types per week. Exceptions: 1. Systems serving areas which require continuous operation at the same temperature aetpdnt 2. Equipment with full load demands of 2 kW (8,828 Btuh) or less may be controlled by readily accessible manual off-hour controls. 1412 .4.1 Dampers: Outside air intakes, exhaust outlets and relief outlets serving conditioned spaces shall be equipped with dampers which dose automatically when the system is off or upon power failure. Exceptions: 1. Systems serving areas which require continuous operation. 2. Combustion air Intakes. 3. Gravity (ronmobrized) dampers are acceptable In buildings leas than 3 stories hi height 4. Gravity (nanoorized) dampers are acceptable In exhaust and relief outlets In the first story and levels below the first story of buildings three or more stories in height 1412.4.2 Optimum Start Controls: Heating and cooling systems with design guppy air capacities exceeding 10,000 dm shall have optimum start controls. Optimum start controls shall be designed to automatically adjust the start time of an HVAC system each day to bring the space to desired occupied temperature levels Immediately before scheduled occupancy. The control algorithm shall, as • rnknum, be • function of the difference between apace temperature and occupied setpoint and the amount of time prior to scheduled occupancy. arse 141 as Pleat rump 4ontrols: unitary ad cooled neat pumps snail mnc : e microprocessor controls that minimize supplemental heat usage during start-up, set -up, and defrost conditions. These controls shall anticipate need for heat and use compression heating as the first stage of heat. Controls shall Indicate when supplemental heating Is being used through visual means (e.g., LED Indicators). 1412.8 Combustion Heating Equipment Controls: Combustion heating equipment with a capacity over 225,000 Stu/h shall have modulating or staged combustion control. Exceptions: 1. Boilers 2. Radiant Heaters. 1412.7 Balancing: Each air supply outlet or air or water terminal device shall have a means for balancing, Including but not limited to, dampers, temperature and pressure test connections and balancing valves. 1413 Air Economizers 1413.1 Operation: Air economizers shall be of automatically modulating outside and return air dampers to provide 100 percent of the design supply sic as outside air to reduce or eliminate the need for mechanical coding. Water economizers shall be capable of providing the total concurrent cooling load served by the conneted terminal equipment lacking *side economizer, at outside air temperatures of 45 ° F dry- bulb/40 ° F wet -bulb and below. For this calculation, all factors including solar and Internal load Mall be the same as those used for peak load calculations, except for the outside temperatures. E xception: Water economizers using air-cooled heat rejection e quipment may use a 35 ° F dry-bulb outside air temperature for this calculation. This exception is limited to • maximum of 20 tons per building. 1413.2 Documentation: Water economizer plans submitted for approval Mat Include the fobyMng Information: 1. Medmum outside air conditions for which economizer Is sized to provide full cooling. 2. Design cooling load to be provided by economizer at this outside sir condition. 3. Heat rejection and terminal equipment performance data including modal number, flow rate, capacity, entering and leaving temperature In MI economizer cooling mode. 14132 integrated Operation: Air economizers shall be capable of providing partial cooling even when additional mechanical cooling Is required to meet the remainder of the cooling load. Exceptions: 1. Individual, direct expansion units that have a rated capacity less than 85,000 WWII and use nonintegrated economizer controls that preclude simultaneous operation of the economizer and mechanical cooling. 2. Water-cooled water chillers. 1414 Ducting Systems 1414.1 Sealing: Dud work which is designed to operate at pressures above 12 Inch water column static pressure shall be sealed in accordance with Standard RS-18. Extent of sealing required Is as follows: 1. Static pressure: 1/2 inch to 2 alines; seal transverse joints. 2. Static pressure: 2 inches to 3 Indies; seal all transverse joints and longitudinal seams. 3. Static pressure: above 3 Indies; seal all transverse Joints, longitudinal seams and dud wan penetrations. Duct tape and other pressure sensitive tape shall not be used as the primary sealant where duds are designed to operate at static pressures of 1 inch W.C. or greater. 14142 insulation: Ducts and plenums that are constructed and function as part of the building envelope, by separating interior space from exterior span, shall meet all applicable requirements of Chapter 13. These requirements include Insulation Installation, moisture control, air leakage, and building envelope Insulation levels. Unheated equipment rooms with combustion air louvers must be Isolated torn the conditioned apace by Insulating interior surfaces to a minimum of R -11 and any exterior envelope surfaces per Chapter 13. Outside air ducts serving Individual supply air units with less than 2,800 cbn of total supply air capacity shall be Insulated to a minimum of R - and are not considered building envelope. Other outside atr dud runs are considered building envelope until they, 1. conned to the heating or cooling equipment, or 2. are Isolated from the exterior with an automatic shut-off damper complying with Section 14124.1. Once outside air ducts meet the above listed requirements, any runs within conditioned space shall comply with Table 14-5 requirements. Other ducts and plenums shall be thermally Insulated per Table 145. E xceptions: 1. Within the HVAC equipment 2. Exhaust sir duds not subject to condensation. 3. Exposed ductwork within a zone that serves that zone 1415 Piping system s 1415.1 Insulation: Piping shall be thermally Insulated in accordance with Table 14.8. Exception: Piping Installed within unitary HVAC equipment Water pipes outside the conditioned space shall be insulated in accordance with Washington State Plumbing Code MAC 51-28) 1418 Completion Requirements (Realer to NREC Sedbn 141a and the Building Commissioning Gui egned prblshed by the Building Commissioning Association. for complete text and guidelines for building completion and commissioning requaements.) Location 1 BUILDINC:i UIVLW Description - a Ill Allo Walla per ft or per If Area In le (or If for permeter) Allowed Watts x ft (or x If) Covered Parking (standard paint) _ 02 Wm __ 9j 70I)----.4 Covered Parking (reflective paint) CITYOFT 0.3 Wm Open Parking JI IN 2 1 9nf'g 0.2 W/R outdoor Areas 0.2 wm I N C O M P F T F Bldg. (by facade) P ERIVII I (*A UER 0.25 wm2 L T R # /1 I i Bldg. (by pedm) 7.5 WM _ Location . (floor/mom no.) Occupancy Desalption -.. Allowed .watts per 0't' Area In 1t Allowed x Area 4210./. • s tcv� -riv6 Remit sow __ 9j 70I)----.4 (A-s /C tv rewn) pCki...... 81 00tL tits /GA/ F02 T. /. /WIN -7 Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed /. SEA 6 20e/1 pCki...... II DA,. Ytf Location (floor /room no.) �''""` DesalPV�nnn n n1\ vC fl umber of ores - Watts/ Fixture Wafts Proposed /. SEA 6 20e/1 II DA,. Ytf CITY OF TUKWILA — BUILDING DIVISION Lighting Summary LTG -SUM MG Washington SUS Non eider lEnemy CodaCanaene.Fans • • 2003 Washington State Nonresidential Energy Code Compliance Form Project Info Pro)ed Address 77m0 /ri.' ct rretG.Wfi TutM /.v, G/.F 9V /Be' Applicant Name: nim#e Ale .44,5./i & ii / 1/ 5 . Applicant Address: , Gt.i4a cM mkwh Applicant Phone: �S - 720a fit sei Date 6,z7 -06 For Building Department Use FILE COPY N Project Description fl‘New Building 0 Addition 1 0 Alteration 0 pans ]ntludgcs Refer to WSEC Section 1513 for Controls and commissioning requirements. ,) C.-- cur - , - Compliance Option I 0 Pre s 0 Lighting Pow& Mwa once 0 Systemd Analysis ..:_:.. (See Qualification Checicnst (over). Indicate Prescriptive & LPA spaces dearly on plans.) .1 C,". Alteration Exceptions (check appropriate box) 0 No changes are being made to the lighting 0 Less than 60% of the fixtures are new, aril Staffed lighting wattage Is not being increased Maximum Allowed Lighten Wattage (Interior " From Table 15-1 (over) • document all exceptions on form LTG-LPA Notes: 1. Use manufacturers listed maxi Proposed Lighting Wattage (In Total Proposed Watts may no ex Maximum Allowed Lighting W tta¢e t) kw" Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Allowed Watts Total Proposed Watts Raised My 2004 Input wattage. For hard -wired ballasts only, the ference Manual may also be used watts per fixture. not exception and leave Watts/Fixture blank. Note: for building exterior, choose either the facade area or the perimeter method, but not both) Total Allowed Watts Use mtgr listed maximum input wattage. For fixtures with hard Pro posed Lighting Wattage (Exterior) the default table in the NREC Technical Reference Manual may also be used. Total Proposed Watts I :..I.4 :. -.... n,........:t. L.Iy.Iw r c 2003 Washington sat. NwntkrM4Y nl.. /n6.. —Lr: ....s t r Taira vrrc\.ril L Erway Cad. Complaints Faa1 r T/n t I Its LI l3 - lrrl f\ - - Revised M' 2004 Project Address (Date The following Information Is necessary to check a lighting permit application for compliance with the lighting requirements In the 1994 Washington State Nonresidential Energy Code. Applicability (yes, no, n.a.) Code Section (Component 'Information Required Location I on Plans' Building Department Notes LIGHTING CONTROLS (Section 1513 1513.1 Local control/access Schedule with type, Indicate locations 1513.2 Area controls Maximum limit per switch 1513.3 Daylight zone control Schedule with type and features, Indicate locations vertical glazing Indicate vertical glazing on plans overhead glazing Indicate overhead glazing on plans 1513.4 Display /exhibfspeclal Indicate separate controls 1513.5 Exterior shut -off Schedule with type and features, Indicate location (a) timer w/backup Indicate location (b) photocell. Indicate location 1513.8 Inter. auto shut-off Indicate location 1513.8.1 (a) occup. sensors Schedule with type and locations . 1513.8.2 (b) auto. switches Schedule with type and features (back -up, override capability) Indicate size of zone on plans - - 4 1513.7 Commissioning Indicate requirements for lighting controls commissioning - - n.a. Lighting Sum. Form Completed and attached. Schedule with fixture types, lamps, ballasts, watts per fixture Elec motor efficiency MECH -MOT or Equipment Schedule with hp, rpm, efficiency 2003 Washington State Nonresidential Energy Code Compliance Form If "no" Is circled for any question, provide explanation: 2003 Washi on State Nonresidential Ene 1 ;..l.4 :..M n., :a nr., nu.— '-•y••usry I c orb el 10110 • IIGl.ralw. LTG -L.nfl Raised 2003 vlaMn gton auto Noe sklentt Energy Cods Compwnes Fens Lighting - General Requirements 1513 Lighting Controls. Lighting, including exempt lighting in Section 1512, shall comply with this section. Where occupancy sensors are cited, they shall have the features listed in Section 1513.6.1. Where automatic time switches are cited, they shall have the features listed in Section 1513.6.2. 1513.1 Local Control and Accessibility: Each space, enclosed by walls or ceiling - height partitions, shall be provided with lighting controls located within that space. The lighting controls, whether one or more, shall be capable of turning off all lights within the space. The controls shall be readily accessible, at the point of entry /exit, to personnel occupying or using the space. EXCEPTIONS: The following lighting controls may be centralized in remote locations: 1. Lighting controls for spaces which must be used as a whole. 2. Automatic controls, 3. Controls requiring trained operators. 4. Controls for safety hazards and security. 1513.2 Area Controls: The maximum lighting power that may be controlled from a single switch or automatic control shall not exceed that which is provided by a twenty ampere circuit loaded to not more than eighty percent. A master control may be installed provided the individual switches retain their capability to function independently. Circuit breakers may not be used as the sole means of switching. EXCEPTIONS: 1. Industrial or manufacturing process areas, as may be required for production. 2. Areas less than five percent of footprint for footprints over 100,000 square feet. 1519.3 Daylight Zone Control: All daylighted zones, as defined in Chapter 2; both under overhead glazing and adjacent to vertical glazing, shall be provided with individual controls, or daylight-or occupant- sensing automatic controls, which control the lights independent of general area lighting. Contiguous daylight zones adjacent to vertical glazing are allowed to be controlled by a single controlling device provided that they do not include zones facing more than two adjacent cardinal orientations (i.e. north, east, south, west). Daylight zones under overhead glazing more than 15 feet from the perimeter shall be controlled separately from daylight zones adjacent to vertical glazing. EXCEPTION: Daylight spaces enclosed by walls or ceiling height partitions and containing 2 or fewer light fixtures are not required to have a separate switch for general area lighting. 1513.4 Display, Exhibition, and Specialty Lighting Controls: All display, exhibition, or specialty lighting shall be controlled independently of general area lighting. Code Corn. iance Form 2004 1513.6 Automatic Shut -Off Controls, Exterior: Exterior lighting not intended for 24 -hour continuous use shall be automatically switched by timer, photocell, or a combination of timer and photocell Automatic time switches must also have program back -up capabilities, which prevent the loss of program and time settings for at least 10 hours, If power is interrupted. 1513.6 Automatic Shut - Off Controls, Interior. Office buildings greater than 5,000 sq. ft. and all school classrooms shall be equipped with separate automatic controls to shut off the lighting during unoccupied hours. Automatic controls may be an occupancy sensor, time switch, or other device capable of automatically shutting off lighting. EXCEPTIONS: 1. Areas that must be continuously illuminated, or illuminated in a manner requiring manual operation of the lighting. 2. Emergency lighting systems. 3. Switching for industrial or manufacturing process facilities as may be required for production. 1613.6.1 Occupancy Sensors: Occupancy sensors shall be capable of automatically turning off all the lights in an area, no more than 30 minutes after the area has been vacated. 1613.6.2 Automatic Time Switches: Automatic time switches shall have a minimum 7 day clock and be capable of being set for 7 different day types per week and incorporate an automatic holiday 'shut -off" feature, which turns off all loads for at least 24 hours and then resumes normally scheduled operations. Automatic time switches shall also have program back -up capabilities, which prevent the loss of program and time settings for at least 10 hours if power is Interrupted. Automatic time switches shall incorporate an over -ride switching device which: a) Is readily accessible; b) is located so that a person using the device can see the lights or the areas controlled by the switch, or so that the area being illuminated is annunciated; and c) is manually operated; d) allows the lighting to remain on for no more than two hours when an over -ride is initiated; and e) controls an area not exceeding 5,000 square feet or 5 percent of footprint for footprints over 100,000 square feet, whichever is greater. 15133 Commissioning Requirements: For lighting controls which include daylight or occupant sensing automatic controls, automatic shut -off controls, occupancy sensors, or automatic time switches, the lighting controls shall be tested to ensure that control devices, components, equipment and systems are calibrated, adjusted and operate in accordance with approved plans and specfications. Sequences of operation shall be functionally tested to ensure they operate in accordance with approved plans and specifications. A complete report of test procedures and results shall be prepared and filed with the owner. Drawing notes shall require commissioning in accordance with this paragraph. September 18, 2.006 Project No. KE00689A Tukwila Family Fun Center, LLC 7200 Fun Center Way, #241 Tukwila, Washington 98188 Attention: Mr. Dick Hendry Dear Mr. Hendry: Aeociated Earth Sciences, Imo., i L (.Cgm6) p 5 tfeanqJf �Setvict A1'�7 c3 a Subject: Geotechnical Engineering Recommendations Tiered Cornerstone -Type Segmental Block Retaining Wall Proposed New Office Building Tukwila, Washington As requested, this letter provides our recommendations for a Cornerstone -type segmental block retaining wall at the referenced project. This letter should be considered supplementary to our previously completed work on the project, which has included completion of subsurface explorations and preparation of a geotechnical engineering report and later addenda. The comprehensive geotechnical engineering report for the project is dated July 22, 2003. We understand that the proposed project will include construction of a paved parking area that extends into an existing bioswale. You have proposed to construct a two-tiered, segmental block retaining wall with an overall height that will not exceed 8 feet. We understand that Cornerstone -type wall units have been selected. The drawing attached with this letter provides our recommendations for construction of the segmental block retaining wall. It is important to realize that geogrids will extend a significant distance behind the facing units of the walls after they are completed. The stability of the wall is dependent on these geogrids, and excavations may not be made within the reinforced fill zone after the wall is constructed. Any buried utilities or other structures that need to be installed in this area must be laid out in such a manner that they do not interfere with placement of geogrids, installation of segmental block wall drainage components, or compaction of reinforced fills. We recommend that we be allowed to review details of any utility construction or other work that will penetrate the reinforced fill zone prior to construction. ICetdand Office • 911 RRII Avenue, Suite 100 • lGdda d, WA 98033 • P 1 (425) 827-7701 • F1(425)827-5424 Berea Office • 2911112Hewitt Avenue, Suite 2 • Eveteat. WA 98201 • P i (425) 259-0522• Fi (425)252.3408 weteutesgeuoun (U 0 CORNERSTONE 100 SERIES UNITS TYP N N N 5 1 Associated Earth Sciences, Inc. TYPICAL RETAINING WALL SECTION FIGURE 1 cn � 4 ` 1% I ® FAMILY FUN CENTER OFFICE DATE 9106 0..S 0LL �1'•1� "� TUKWILA, WASHINGTON I � PROJECT NO. KEOO689A loran 11/20) Oc I f re CHIMNEY DRAINS: SHALL CONSIST OF "GRAVEL BACKFILL -4 FOR DRAINS' PER WSDOT STANDARD SPECIFICAITONS. ICI 7 ; TIM GEOGRID LENGTH a 10.5' TYP s . NPR REINFORCED ZONE . • 3 �r•[.: --.11111111111 I at t i t �- AT LEAST 1-FOOT HIGHER THAN MAXIMUM HIGH WATER IN THE BIOSWALE. ABOVE THAT ELEVATION ON-SITE SOILS MAY BE USED. ALL FILL SHOULD BE PLACED IN ACCORDANCE WITH AESI S GEOTECHNICAL REPORT FOR THIS PROJECT. CONSTRUCTION: INSTALLATION OF CONERSTONE AND MIRAGRID PRODUCTS MUST BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS, INCLUDING THE CORNERSTONE 'INSTALLATION GUIDE" It has been our pleasure to be of continued service on this project. Please do not hesitate to call if we can be of further assistance. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Bruce W. Guenzler, P.E.G. Project Geologist Attachments: Figure 1 - Typical Retaining Wall Section KDM/s KE00669A6 Ploi¢1112000061191KEwWP 2 Kurt D. Merriman, P.E. Principal Engineer February 15, 2006 Revised: April 11, 2006 Project No. KE00689A Dear Mr. Hendry: Seismic Considerations Associated Earth Sciences, Inc. Tukwila Family Fun Center, : LLC 7200 Fun Center Way, #241 -•- Tukwila, Washington 98188 I 4 l et; g - 7 — Attention: Mr. Dick Hendry d - Subject: Geotechnical Engineering Report Tukwila Family Fun Center I Proposed New Office Building Tukwila, Washington 72 Cerbn925 yearYofServiae FILE COPY r-- No. LIMA e $466 9 fr d 1 � to (QY� rail. r RECEIVED REIDMIDDLETON I ZZ REVIEWED FOR Up CODE COMPLIANCE- ... /1 A:t nnnrtcn SEP 2 9 2006 ity Of Tukwila RI III_ T, I ^- OTUISTOhl [Culdand Office • 911 Fifth Avenue, Suite 100 • Kiddand, WA 98033 • P1(425) 827 -7701 • F i (425) 827 -5424 Everett Office • 29111/2 Hewitt Avenue, Suite 2 • Everett, WA 98201 • P i (425) 259 -0522 • F i (425) 252 -3408 www.aesgeomm CITYO r RECEIVED JUN 0'd 291C PERMIT CENTER As requested, this letter reviews and updates our previously published geotechnical engineering report for the planned new office building at the Family Fun Center in Tukwila, Washington. We previously provided a comprehensive geotechnical engineering report for the project dated July 22, 2003. We understand that the scope of the project has not changed from the scope described in that report. Therefore, the recommendations contained in that report may be applied to the project except as modified in this letter. Since our earlier geotechnical engineering report was completed, local jurisdictions have adopted the 2003 International Building Code «BC) in place of the previously adopted Uniform Building Code. This change has resulted in changes to the seismic design parameters contained in our earlier geotechnical engineering report. We previously completed a liquefaction potential assessment based on a ground surface acceleration of 0.30g. The current IBC indicates that a value of 0.337 should be used. In our opinion, the change in the acceleration value used for the liquefaction analysis will affect the results, but will not affect our recommendations for how to proceed with the design and construction of foundations for the project. 211 t- in accordance with 2003 IBC Table 1615 1 1 and based on subsurface data described in our earlier report, the site should be considered to be Site Class E. We looked up values for Si and Ss using the 2002 United States Geological Survey data set and the latitude and longitude of the site. We recommend that the site be designed in accordance with an Si value of 0.49 and an Ss value of 1.43. These values correspond to site coefficients Fa =0.9 and F. =2.4. The 2003 IBC also requires that seismic surcharge values be added to lateral design pressures for backfilled walls. In addition to the lateral earth pressure recommendations presented in our earlier report, we recommend that seismic surcharge values of 411 and 8H pounds per square foot (psf) be added for yielding and non- yielding wall designs, respectively, where H is the height of the wall in feet. The surcharge should be represented by a rectangular distribution, and should be applied at the mid -point of the wall. Closure It has been our pleasure to be of continued service on this project. Please do not hesitate to call if we can be of further assistance. Sincerely, ASSOCIATED EARTH SCIENCES, INC. I Kirkland, Washington EXPIRES 11/20 /tj(0 Kurt D. Merriman, P.E. Principal Engineer KDMfld 2 Geotechnical Engineering Water Resources E Solid and Hazardous Waste •TUKWILA FAMILY FUN CENTER OPOSED NEW HOTEL AND OFFICE BUILDING Ecological /Biological Sciences Ili Geologic Assessments Associated Earth Sciences, Inc. Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Tukwila, Washington Prepared for Tukwila Family Fun Center, LLC. Project No. KE00689G November 15, 2000 amT JUN 0 R 7,0I►6 PERMIT CENTER Pch -zit SUBSURFACE EXPLORATION, GEOLOGIC HAZARD, AND GEOTECHNICAL ENGINEERING REPORT TUKWILA FAMILY FUN CENTER PROPOSED NEW HOTEL AND OFFICE BUILDING Tukwila, Washington Prepared for: Tukwila Family Fun Center 7300 Fun Center Way Tukwila, Washington 98188 Prepared by: Associated Earth Sciences, Inc. 911 5' Avenue, Suite 100 Kirkland, Washington 98033 425 -827 -7701 Fax: 425 -827 -5424 November 15, 2000 Project No. KE00689G Tukwila Family Fun Center Proposed New Hotel and Office Building Tukwila, Washington 1.0 INTRODUCTION 1.1 Purpose and Scope I. PROJECT AND SITE CONDITIONS Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Project and Site Conditions This report presents the results of our subsurface exploration, geologic hazard, and geotechnical engineering study for the proposed new hotel and office building adjacent to the Tukwila Family Fun Center in Tukwila, Washington. Our recommendations are preliminary in that definite building construction details have not been finalized at the time of this report. The proposed building location and approximate locations of the explorations accomplished for this study are presented on the Site and Exploration Plan, Figure 1. We have also included locations and logs for explorations performed during previous geotechnical and environmental studies by other consultants. In the event that any changes in the nature, design, or location of the structure is planned, the conclusions and recommendations contained in this report should be reviewed and modified, or verified; as necessary. The purpose of this study was to provide subsurface data to be utilized in the preliminary design and development of the aforementioned project. Our study included a review of available literature including the following geotechnical and environmental reports: • Giles Engineering Associates, Inc. (Giles), Preliminary Geotechnical Engineering Exploration and Analysis, Proposed La Quinta Inn, Interurban Avenue and Grady Way,, Tukwila, Washington, March 24, 1998 • GeoEngineers, Report Geotechnical Engineering Services, Family Fun Center, Tukwila, Washington, June 30, 1997 • GeoEngineers, Phase I Environmental Site Assessment Report, Proposed Family Fun Center, Tukwila, Washington, August, 12, 1997 The study also included excavation of exploration pits, drilling test borings, and performing geologic studies to assess the type, thickness, distribution, and physical properties of the subsurface sediments and ground water conditions. Geologic hazard evaluations and engineering studies were also conducted to determine suitable geologic hazard mitigation techniques; the type of suitable foundation, allowable soil bearing pressures, anticipated settlements, basement /retaining wall lateral pressures, floor support recommendations and drainage considerations. This report summarizes our current fieldwork and offers hazard mitigation and development recommendations based on our present understanding of the project. November 15, 2000 ASSOCIATED EARTH SCIENCES, INC. SGtt ma- Ke00689G2- tD- D: WauI AO - *2K Page 1 Tukwila Family Fun Center Proposed New Hotel and Office Building Tukwila, Washin •ton 1.2 Authorization 2.0 PROJECT AND SITE DESCRIPTION Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Pro'ect and Site Conditions Written authorization to proceed with this study was granted by Mr. John Huish of Tukwila Family Fun Center, LLC on October 18, 2000. Our study was accomplished in general accordance with our scope of work letter dated October 11, 2000. This report has been prepared for the exclusive use of Tukwila Family Fun Center, LLC and their agents, for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. No other warranty, express or implied, is made. This report was completed with an understanding of the project based on a preliminary building layout and site plan provided by Tukwila Family Fun Center, LLC. We understand that you intend upon constructing a new hotel and office building on two separate parcels of property located adjacent to your Tukwila Family Fun Center. The parcels are designated Parcel 1, which in on the west side, and Parcel 2, which is on the east side. Parcel 2 would support a four - story, 140 -room hotel, associated parking, indoor swimming pool, and landscaping. Parcel 1 would support a three -story office building with a footprint of approximately 10,000 square feet, surrounded by at grade parking and landscaping. Both parcels are relatively flat and support scattered wild vegetation. Both parcels have been subject to past grading activities. 3.0 SUBSURFACE EXPLORATION Our field study included excavating 11 exploration pits, drilling one exploration boring, and performing a geologic hazard reconnaissance to gain information about the site. The various types of sediments, as well as the depths where characteristics of the sediments changed, are indicated on the exploration logs presented in the Appendix. The depths indicated on the logs where conditions changed represent gradational variations between sediment types in the field. If changes occurred between sample intervals in our borings, they were interpreted. Our explorations were approximately located in the field by measuring from known site features shown on the site plan provided by Tukwila Family Fun Center LLC. We did not have a topographic survey at the time our fieldwork was completed. The conclusions and recommendations presented in this report are based on the 12 explorations completed for this study and supplemental information contained in the Giles and GeoEngineers' reports. The number, location, and depth of the explorations were completed within site and budgetary constraints. Because of the nature of exploratory work below November 15, 2000 ASSOCIATED EARTH SCIENCES INC. SCH /da - KEC068902 - ID- DAda111 -00 - W2K Page 2 Tukwila Family Fun Center Proposed New Hotel and Office Building Tukwila, Washin. ton 3.1 Exploration Pits Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Pro'ect and Site Conditions ground, extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions are sometimes present due to the random nature of deposition and the alteration of topography by past grading and /or filling, The nature and extent of any variations between the field explorations may not become fully evident until construction. If variations are observed at that time, it may be necessary to re- evaluate specific recommendations in this report and make appropriate changes. Exploration pits were excavated with a track - mounted backhoe. The pits permitted direct, visual observation of subsurface conditions. Materials encountered in the exploration pits were studied and classified in the field by a geotechnical engineer from our firm. All exploration pits were backfilled immediately after examination and logging. Selected samples were then transported to our laboratory for further visual classification and testing, as necessary. 3.2 Exploration Borings The exploration boring was completed by advancing a 3 -3/8 -inch inside - diameter, hollow -stem auger with a truck- mounted drill rig to a depth of approximately 10 feet. Below 10 feet, the boring was completed with mud rotary drilling techniques. During the drilling process, samples were obtained at generally 5- foot -depth intervals. The borings were continuously observed and logged by a geotechnical engineer from our firm. The exploration logs presented in the Appendix are based on the field logs, drilling action, and inspection of the samples secured. Disturbed but representative samples were obtained by using the Standard Penetration Test procedure in accordance with ASTM:D 1586. This test and sampling method consists of driving a standard 2 -inch outside - diameter, split - barrel sampler a distance of 18 inches into the soil with a 140 -pound hammer free - falling a distance of 30 inches. The number of blows for each 6 -inch interval is recorded and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ( "N ") or blow count. If a total of 50 is recorded within one 6 -inch interval, the blow count is recorded as 50 blows for the number of inches of penetration. The resistance, or N- value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached boring logs. The samples obtained from the split- barrel sampler were classified in the field and representative portions placed in watertight containers. The samples were then transported to our laboratory for further visual classification and laboratory testing, as necessary. We performed mechanical grain size analysis by ASTM Method D 2487 on samples collected at depths of 15 and 20 feet. Moisture contents were obtained for samples collected at depths of 5 and 10 feet. The results of these tests are presented in the Appendix following the exploration logs. November 15, 20W ASSOCIATED EARTH SCIENCES, INC. SCH/da - KE00689G2 - ID- D:1daV 1 -00 - W2K Page 3 Tukwila Family Fun Center Proposed New Hotel and Office Building Tukwila, Washington 4.0 SUBSURFACE CONDITIONS Subsurface conditions at the project site were inferred from the field explorations accomplished for this study, visual reconnaissance of the site, and review of previous geotechnical and environmental reports prepared for this property. As shown on the field logs, the exploration holes generally encountered fill materials overlying natural alluvial deposits of loose sands overlying medium dense to dense sands. The following section presents more detailed subsurface information organized from the upper (youngest) to the lower (oldest) sediment types. 4.1 Stratigraphy Fill Fill soils (those not naturally placed) were encountered in all explorations. The fill ranged in thickness from 5.5 or 6 feet in EB -1, EP -1 and EP -11 to as much as 16 feet in EP -5. As noted on the exploration logs, the fill consisted of loose to medium dense, moist, brown to black, silty sand with sandy silt and large amounts of rubble and debris. The rubble and debris consisted of concrete and asphalt pieces to 6 feet in diameter or width, pipe, plastic, wood, wire, and scrap metal. The fill generally became thicker and contained more large debris on central and eastern portion of Parcel 2. These materials appear to vary in both quality and depth across the site. Since the quality, thickness, and compaction of the fill materials is low or variable, the fill is unsuitable for direct structural support. Figure 1 shows areas where large sized rubble was encountered. These areas have been delineated to estimate areas that may require excavation of fill soils during pile installation. Other areas containing larger rubble fill that were not explored by this current study, should be expected. Alluvium November 15, 2000 ASSOCIATED EARTH SCIENCES, INC. Natural alluvial soils beneath the fill materials consisted of loose to medium dense, moist, dark brown to gray, fine sand with traces of silt and occasional lenses of siltier material and gravel. These alluvial soils were deposited by the Green River within the last 10,000 years, according to the "Geologic -Map of the Renton Quadrangle, King County, Washington," by D.R. Mullineaux, 1965. Our exploration pits only penetrated the upper few feet of this material due to the overlying thickness of fill soils. However, borings completed by Giles show that this material is generally medium dense grading to dense at depths ranging from 25 to 40 feet within the proposed hotel building footprint. In the area of the proposed office building, our boring EB -1 indicated that this material was loose to a depth of 35 feet and graded to dense at a depth of 60 feet. The explorations performed by GeoEngineers and previous consultants referenced in the GeoEngineers report show similar soil conditions on the project site. SGH /da - KE00689G2 • tD- D:IdaMI 1 -00 - W2K Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Project and Site Conditions Page 4 Tukwila Family Fun Center Proposed New Hotel and Office Building Tukwila, Washington 4.2 Hydrology Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Project and Site Conditions Ground water seepage was not encountered in any of our exploration pits completed to maximum depths of 21 feet. EB -1 and the borings completed by Giles were completed with mud rotary techniques, and therefore, accurate ground water elevations could not be obtained. However, ground water was noted on GeoEngineers exploration GB -2 in the area of the proposed office building at a depth of about 16 feet. Ground water depths in the proposed hotel area ranged from 5 to 17 feet in explorations completed by other consultants included in GeoEngineers' reports. Two of these previous explorations include monitoring wells completed in November of 1996. Ground water levels were measured at 11.5 and 17.25 feet in GCW -16 and GCW 17 respectively. In general, two types of ground water may be encountered on the site. The first would be a "perched" water table that forms during wet periods of the year above the less permeable strata within the fill soils. Perched water occurs when surface water infiltrates down through relatively permeable soils and becomes trapped or "perched" atop a comparatively impermeable barrier such as the silty layers within the fill. The second ground water horizon may be encountered in excavations that penetrate into the underlying alluvial sands and represent the unconfined regional aquifer. It should be noted that fluctuations in the level of the ground water may occur due to the time of the year and variations in rainfall and adjacent river levels. November 15, 2000 SGH /da - KE00689G2 - lD -D: idaI 11.00 - W2K ASSOCIATED EARTH SCIENCES, INC. Page 5 Proposed New Hotel and Office Building Adjacent to Tukwila Family Fun Center Tukwila, Washin: ton The following discussion of potential geologic hazards is based on the geologic, slope and ground water conditions as observed and discussed herein. The discussion will be limited to seismic, landslide, and erosion hazards, including sediment transport. 5.0 SEISMIC HAZARDS AND RECOMMENDED MITIGATION Earthquakes occur in the Puget Lowland with great regularity. Fortunately, the vast majority of these events are small and are usually not felt by man. However, large earthquakes do occur as evidenced by the 1949, 7.2 magnitude event and the 1965, 6.5 magnitude event. The 1949 earthquake appears to have been the largest in this area during recorded history. Evaluation of earthquake return rates indicate that an earthquake of the magnitude between 5.5 and 6.0 likely will occur within the next 8 to 12 years. Generally, there are 4 types of potential geologic hazards associated with large seismic events: 1) surficial ground rupture; 2) seismically induced landslides; 3) liquefaction; and 4) the actual shaking. The potential for each of these hazards to adversely impact the proposed project is discussed below. 5.1 Surficial Ground Rupture Generally, the largest earthquakes which have occurred in the Puget Sound /Seattle area are sub - crustal events with epicenters ranging from 50 to 70 kilometers in depth. For this reason, no surficial faulting or earth rupture, as a result of deep, seismic activity, has been documented to date, in the king County Region. Therefore, it is our opinion, based on existing geologic data, that the risk of surface rupture impacting the proposed project is low. 5.2 Seismically Induced Landslides Steep slopes occur along the banks of the Green River, greater than 150 feet to the north of the property. However, risk of static or seismically induced landsliding affecting the proposed development is low due the lateral separation between the proposed structures and the river banks. 5.3 Liquefaction November 15, 2000 SGII/da - KEt7689G2 - tD -D. Ida(I I -00 - W2K II. GEOLOGIC HAZARDS AND MITIGATIONS Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Geolo: is Hazards and Miti: ations We performed a liquefaction hazard analysis for this site in accordance with guidelines published in Seed & Idriss, 1982; Seed et. al, 1985; and Kramer, 1996. Liquefaction occurs when vibration or ground shaking associated with moderate to large earthquakes (generally in excess of Richter Magnitude 6) results in loss of internal strength in certain types of soil ASSOCIATED EARTH SCIENCES, INC. Page 6 Proposed New Hotel and Office Building Adjacent to Tukwila Family Fun Center Tukwila, Washin_ton Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Geo lo ic Hazards and Miti_ations deposits. These deposits generally consist of loose to medium dense sand or silty sand that is saturated (e.g., below the water table). Loss of soil strength can result in consolidation and /or lateral spreading of the affected deposit with accompanying surface subsidence and /or heaving. Liquefaction occurs because the soil builds up excess hydrostatic pressure with the application of cyclic shear stresses that are induced by ground motions during an earthquake. If the soil is loose, the water pressure between the soil particles will suddenly increase to a value equal to the confining pressure applied by the weight of soil above the affected zone, resulting in deformations (shear strains in excess of 20 percent). Soil with a "high" risk of liquefaction displays this type of behavior during an earthquake and can result in the sinking or tilting of heavy structures or the floating of light buried structures. If the soil is dense, it develops enough shear resistance to withstand the applied cyclic stresses even with increased pore water pressures. The associated deformations are much smaller, and thus have a "low" risk of liquefaction. However, deformations such as building subgrade soil settlement can still occur to a lesser extent in this soil type. The liquefaction potential is dependent on several site - specific factors such as soil grain size, density (modified to standardize field obtained values), site geometry, static stresses, level of ground acceleration considered, and duration of the event. The earthquake parameters (a Magnitude 7.5 earthquake occurring directly beneath the site with a peak horizontal ground acceleration of 0.30g) used in our liquefaction analyses are in accordance with the recommended parameters set forth in the 1997 Uniform Building Code (UBC) Guidelines. Typically, the liquefaction potential of a site is evaluated by comparing the cyclic shear stress ratio (CSR - the ratio of the cyclic shear stress to the initial effective overburden stress) induced by an earthquake to the cyclic shear stress ratio required to cause liquefaction. As depicted on Figure 2, these parameters can be plotted to show the potential for liquefaction with depth for the subject property. Figure 2 demonstrates that values of CSR calculated based on soil properties at the site are generally higher than values that would be theoretically necessary for liquefaction to occur within the site soils. Therefore, our analysis indicates that the site soils have a high risk of liquefaction above a depth of 55 feet. Pile foundations that extend at least 10 to 15 feet below the liquefiable zone will substantially reduce- the potential for seismically induced building settlement. The presence of a 15- foot - thick, non liquefiable "crust' will substantially reduce the total settlement that would be realized at the ground surface. Surface settlements of several inches are; however, possible. 5.4 Ground Motion The project site is located within a Zone 3 rating for seismic activity on a scale of 1 (lowest) to 4 (highest) based on the Seismic Zone Map of the United States, Figure No. 16 -2 in the 1997 edition of the UBC. This zonation is based on past earthquake activity in the Puget Sound region. As such, design recommendations in the report accommodate the possible effect of November 15, 2000 SGH /da - KE09689G1 - (D- D:WoI11-00 - WIC ASSOCIATED EARTH SCIENCES, INC. Page 7 Proposed New Hotel and Office Building Adjacent to Tukwila Family Fun Center Tukwila, Washin :ton Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Geolo: is Hazards and Miti_ ations seismic activity in areas with a Zone 3 rating, corresponding to a peak ground acceleration of 0.3g (a Richter Magnitude 7.5 earthquake occurring directly beneath the site), in accordance with UBC guidelines, using soil type SE. 5.5 Landslides Steep slopes occur along the banks of the Green River, north of the property. However, the risk of slope movement within the banks of the Green River affecting the proposed development is low due the lateral separation (in excess of 150 feet) between the proposed structures and the river banks. 6.0 EROSION HAZARDS AND MITIGATION To mitigate and reduce the erosion hazard potential and off -site soil transport, we recommend the following: 1) All storm water from impermeable surfaces should be tightlined into approved storm water drainage system or temporary storage facilities. 2) To reduce the amount of soil transport, silt fences should be placed along the site margins. 3) Construction should proceed during the drier periods of the year and disturbed areas should be re- vegetated as soon as possible. 4) Soils to be reused around the site should be stored in such a manner as to reduce erosion. Protective measures may include, but are not necessarily limited to, covering with plastic sheeting or the use of hay bales /silt fences. November 15, 2000 SGN /da - KE00689G2 - W- D :kfai! 1 -00 - W2K ASSOCIATED EARTH SCIENCES, INC. Page 8 Proposed New Hotel and Office Building Adjacent to Tukwila Family Fun Center Tukwila, Washington 7.0 INTRODUCTION The site contains some potential soil and foundation - oriented complications, especially with respect to concrete rubble in the existing fill, loose granular soils susceptible to liquefaction, and moisture- and disturbance- sensitive soils. The conclusions and recommendations in this report are based upon the assumption that the foundations, floor slab, and grading construction are observed by a geotechnical engineer or engineering geologist from our firm. The proposed project is feasible from a geotechnical engineering standpoint using pile foundations for the building superstructure, and pile- supported lower floor slabs. Loose surficial fill and native soils should not be used to support planned foundations. Pavement support on existing fills is possible with some near - surface remedial improvements. Due to the presence of loose surficial soils and the possible need to raise site grades, some settlement of non -pile support structures and paved areas; however, is anticipated. 8.0 SITE PREPARATION III. DESIGN RECOMMENDATIONS Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Design Recommendations Site preparation of planned building and road /parking areas that will not be supported by pile foundations should include removal of all brush, debris, and any other surficial deleterious material. Additionally, any upper organic topsoil encountered should be removed and the remaining roots grubbed. Areas where loose surficial soils exist due to grubbing operations should be considered as fill to the depth of disturbance and treated as subsequently recommended for structural fill placement. Most of the fill encountered in our exploration pits was in a loose to medium dense condition. However, the density, thickness, and rubble content of the fill across the site is highly variable. We anticipate that the upper loose surficial fill soils, once re- compacted or replaced with structural fill, will be adequate for support of pavement and other external surfacing such as sidewalks. However, there will be a risk of long term damage to these surfaces including, but not limited to, rutting, yielding, cracking, etc. if the uncontrolled loose fill is not completely removed and replaced with compacted structural fill. The risk can be reduced by selective removal and replacement of the most settlement- sensitive near - surface soils. Utilities founded above loose uncontrolled fill that contain abundant rubble are also at risk of settlement and associated damage. The extent of stripping necessary in areas of the site to receive external surfacing, such as sidewalks and pavement, can best be determined in the field by the geotechnical engineer or engineering geologist. We recommend that road and parking areas be proofrolled with a loaded dump truck to identify any soft spots. If construction is to proceed during wet weather, November 15, 2000 SCH /da - KE00689C2 - LD- D. : Wall! -00 - ASSOCIATED EARTH SCIENCES, INC. Page 9 Proposed New Hotel and Office Building Adjacent to Tukwila Family Fun Center Tukwila, Washington we recommend systematic probing in place of proof rolling to identify soft areas of the exposed subgrade. These soft areas should be overexcavated and backfilled with structural fill. The on -site fill soils contain a high percentage of fine- grained material which makes them moisture- sensitive and subject to disturbance when wet. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils should be removed and the area brought to grade with structural fill. Consideration should be given to protecting access and staging areas with an appropriate section of crushed rock or asphalt treated base (ATB). If crushed rock is considered for the access and staging areas, it should be underlain by engineering stabilization fabric to reduce the potential of fine- grained materials pumping up through the rock and turning the area to mud. The fabric will also aid in supporting construction equipment, thus reducing the amount of crushed rock required. We recommend that at least 10 inches of rock be placed over the fabric; however, due to the variable nature of the near - surface soils and differences in wheel loads, this thickness may have to be adjusted by the contractor in the field. As noted previously, two monitoring wells are located on the property. If the wells will not be used in the future, they should be properly abandoned. Specific standards for abandonment of wells depend on the type of well in question. The State of Washington Department of Ecology (Ecology) outlines this information in a publication entitled Minimum Standards for Construction and Maintenance of Water Wells. Local regulations may also apply. 9.0 STRUCTURAL FILL November 15, 2000 SGH /da - KE0068902 - ID- D:IdaV I-00 - WK Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Desi: n Recommendations All references to structural fill in this report refer to subgrade preparation, fill type and placement, and compaction of materials as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. After overexcavation /stripping has been performed to the satisfaction of the geotechnical engineer, the upper 12 inches of exposed ground in areas to receive fill should be recompacted to 90 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. If the subgrade contains too much moisture, adequate recompaction may be difficult or impossible to obtain and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free - draining layer by silt migration from below. After recompaction of the exposed ground is tested and approved, or a free - draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as ASSOCIATED EARTH SCIENCES. INC. Page 10 Proposed New Hotel and Office Building Adjacent to Tukwila Family Fun Center Tukwila, Washington non - organic soil, acceptable to the geotechnical engineer, placed in maximum 8 -inch loose lifts with each lift being compacted to 95 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with current local or county codes and standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the location of the roadway edges before sloping down at an angle of 2H:1V. The contractor should note that any proposed fill soils must be evaluated by Associated Earth Sciences, Inc. (AESI) prior to their use in fills This would require that we have a sample of the material 48 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine- grained material (smaller than No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture- sensitive. Use of moisture- sensitive soil in structural fills should be limited to favorable dry weather conditions. The on -site soils generally contained significant amounts of silt and are considered moisture - sensitive. In addition, construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free - draining gravel and /or sand should be used. Free - draining fill consists of non - organic soil with the amount of fine- grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction. A representative from our firm should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in- place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part -time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing program. 10.0 FOUNDATIONS November 15, 2000 SGH /da - KE00689G2 - ID- D:Idall I-00 -14/2K Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Design Recommendations Due to the presence of loose surficial soils, the existing loose fill with concrete rubble, and the potential for long -term settlement or liquefaction- induced settlement, a deep foundation system is recommended for support of the proposed structures. For this project, we recommend the use of auger -cast piles. Augercast piles offer the flexibility to adjust pile lengths to accommodate site conditions combined with a relatively high capacity per pile. We have presented a pile capacity based on a common diameter and nominal embedment depth into the bearing stratum. Higher capacity piles are possible. Once actual column loads are established, it may be prudent to re- evaluate the pile capacities presented in order to provide the most efficient pile cap and pile configuration. ASSOCIATED EARTH SCIENCES, INC. Page 11 Proposed New Hotel and Office Building Adjacent to Tukwila Family Fun Center Tukwila, Washin•ton Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Desi •n Recommendations Cast -in -place concrete piles (Augercast) may be used for foundation support. We recommend that an experienced contractor install all piles. It should be noted that concrete, asphalt, logs, and other large debris were encountered in the fill. The areas where we encountered large rubble and debris in our explorations, within the proposed hotel building footprint, are delineated on Figure 1, (other areas of large debris should be expected). It will be necessary to have a backhoe present during pile installation to dig out obstacles and backfill the excavation prior to drilling piling. Because of the variable nature of the subsurface soils, it is inappropriate to provide exact pile lengths. However, We estimate pile lengths to be on the order of 50 to 55 feet for the proposed hotel and 70 to 75 feet for the proposed office building. Augercast piles with a minimum diameter of 18 inches will be capable of supporting loads on the order of 50 tons when embedded a minimum distance of 10 feet into the lower, dense bearing stratum. Allowable design loads may be increased by one -third for short -term wind or seismic loading. Anticipated settlements of pile supported structures will generally be on the order of 1 inch. 10.1 Lateral Pile Capacity Although the majority of lateral resistance to wind and seismic loading will be generated by passive resistance against the grade beams, the piles will provide an additional capacity of 5 tons (applied at the pile top) with less than one inch of deflection assuming the pile is fixed at the ground surface. This lateral capacity is applicable for the liquefied, seismic loading conditions. For reinforcement design, a depth of fixity of 15 feet should be assumed. Piles within 10 feet of another pile along the direction of force should be considered to be in the zone of influence and the lateral capacity of only one of these piles should be used in design. If the lateral contribution of the piles is more critical to the practical design of the structure, we can provide a comprehensive lateral pile analysis. Such an analysis would present lateral pile capacities taking into account the interaction between piles. 10.2 Uplift Capacity Uplift capacity of augercast piles develops as skin friction between the pile surface and the surrounding soil. . For 18 -inch diameter piles installed as recommended, we recommend the use of an allowable uplift capacity of 10 tons per pile. The weight of the pile should be neglected. This uplift capacity is applicable to the liquefied, seismic loading condition. All piles designed to resist uplift loads should be provided with full- length reinforcement. At a minimum, this should include a No. 8 reinforcing bar installed through the full length of the unset grout column. 10.3 Pile Inspections The actual total length of each pile may be adjusted in the field based on required capacity and conditions encountered during drilling. During installation, the pile contractor should provide November 15, 2000 SGH /da - KE00689G2 -1L -D. IdalI 100 - W2K ASSOCIATED EARTH SCIENCES, INC. Page 12 Proposed New Hotel and Office Building Adjacent to Tukwila Family Fun Center Tukwila, Washington 11.0 LATERAL WALL PRESSURES Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Design Recommendations a calibrated grout pump to track grout volumes. An inline pressure gauge is also recommended. Since completion of the pile takes place below ground, the judgment and experience of the geotechnical engineer or his field representative must be used as a basis for determining the required penetration and acceptability of each pile. Consequently, use of the presented pile capacities in the design requires that all piles be inspected by a qualified geotechnical engineer or engineering geologist from our firm who can interpret and collect the installation data and examine the contractors operations. AESI, acting as the owner's field representative, would determine the required lengths of the piles and keep records of pertinent installation data. A final summary report would then be distributed, following completion of pile installation. All backfill behind walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls, which are free to yield laterally at least 0.1 percent of their height, may be designed using an equivalent fluid equal to 35 pounds per cubic foot (pct). Fully restrained, horizontally backfilled rigid walls, which cannot yield, should be designed for an equivalent fluid of 50 pcf. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in determining lateral design forces. The lateral pressures presented above are based on the conditions of a uniform backfill consisting of on -site fill soils comprised of primarily silty sand, free of debris and deleterious materials, and compacted to 90 percent of ASTM:D 1557. A higher degree of compaction is not recommended as this will increase the pressure acting on the wall. A lower compaction may result in settlement of the slab -on -grade above the walls. Thus, the compaction level is critical and must be tested by our firm during placement. Surcharges from adjacent footings, heavy construction equipment, or sloping ground must be added to the above values. Perimeter footing drains should be provided for all retaining walls as discussed under the section on Drainage Considerations. It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the wall. This would involve installation of a minimum 1- foot -wide blanket drain for the full wall height using imported, washed gravel against the walls. 11.1 Passive Resistance and Friction Factors Lateral loads can be resisted by friction between the pile caps and grade beams, and the existing fill soils or structural fill, or by passive earth pressure acting on the buried portions of these elements. The foundations must be backfilled with structural fill, compacted to at least 95 percent of the maximum dry density, to achieve the passive resistance provided below. We recommend the following design parameters: November 15, 2000 SGH /da - KE00689G2 - W- D:Idall 1-00 - W K ASSOCIATED EARTH SCIENCES, INC. Page 13 Proposed New Hotel and Office Building Subsurface Exploration, Geologic Hazard, Adjacent to Tukwila Family Fun Center and Geotechnical Engineering Report Tukwila, Washington Design Recommendations • Passive equivalent fluid = 250 pcf • Coefficient of friction = 0.30 The above values include a safely factor of 1.5. 12.0 FLOOR SUPPORT A structural slab floor, supported by pile foundations designed in accordance with our above recommendations, should be used for the office and hotel structure due to the liquefiable soils at this site and the variability of the surficial soils. The floor should be cast atop a minimum of 4 inches of washed granulithic material or pea gravel to act as a capillary break. It should also be protected from dampness by an impervious moisture barrier or otherwise sealed. 13.0 SPREAD FOOTING FOUNDATIONS Ancillary structures such as dumpster enclosures and low screen walls can be supported on conventional shallow foundation. For design, a maximum allowable soil bearing pressure of 1,000 psf should be used assuming footing subgrades consist of recompacted existing fill in a firm and unyielding condition. If soft soils are present, they should be removed and replaced. All footings should be embedded at least 18 inches for frost protection and should have a minimum width of 24 inches. 14.0 DRAINAGE CONSIDERATIONS All retaining and grade -beam footing walls should be provided with a drain at the footing elevation. Drains should consist of rigid, perforated, PVC pipe surrounded by washed pea gravel. The level of the perforations in the pipe should be set 2 inches below the bottom of the footing at all locations and the drains should be constructed with sufficient gradient to allow gravity discharge away from the building. In addition, all retaining walls should be lined with a minimum 12- inch -thick washed gravel blanket provided over the full- height of the wall, and which ties into the footing drain. Roof and surface runoff should not discharge into the footing drain system but should be handled by a separate, rigid tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the structure to achieve surface drainage. Because of the seasonally high water table, hydrostatic uplift forces can be developed on the bottom of the proposed swimming pool. The pool should be pile supported To resist hydrostatic uplift on the pool, each pile can be assumed to provide 10 tons of uplift resistance. We recommend that the pool be equipped with a sub slab drainage system if storm drainage grades allow. November 15, 2000 ASSOCIATED EARTH SCIENCES, INC. SGH/da - KE00689G2- W- D:Idal1I-00 - W2K Page 14 Proposed New Hotel and Office Building Adjacent to Tukwila Family Fun Center Tukwila, Washington 15.0 PAVEMENT RECOMMENDATIONS Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Design Recommendations The majority of the parking and access areas are planned for those portions of the site underlain by weak, rubble fill materials and soft soils. These materials exhibited varying densities and were observed to be relatively loose. As such, some remedial measures will be necessary for support of pavement. To reduce the depth of overexcavation required to achieve a suitable subgrade for support of the pavement, we recommend that an engineering stabilization fabric be placed over the stripped subgrade prior to filling. The addition of an engineering stabilization fabric permits heavier traffic over soft subgrade and increases the service life of the system. The fabric acts as a separation barrier between the existing, relatively fine - grained surficial materials on the site and the load- distributing aggregate (sand or crushed rock). As a separator, it reduces the loss of costly aggregate material into the subgrade and prevents the upward pumping of contaminating silt into the aggregate. The high tensile strength and low modulus of elongation of the fabric also act to reduce localized stress by redistributing traffic loads over a wider area of subgrade. In addition, the recommended method of installation (proofrolling) identifies weak areas, which can be improved prior to paving. After the area to be paved is stripped, engineering stabilization fabric such as AMOCO 2002 (or equivalent) should be placed over the subgrade with the edges overlapped in accordance with the manufacturer's recommendations. Following subgrade preparation, clean, free - draining structural fill should be placed over the fabric and compacted to 95 percent of ASTM:D 1557. Where fabric is exposed, spreading should be performed such that the dozer remains on the fill material and is not allowed to operate on uncovered fabric. When 12 inches of fill has been placed, the fabric should be proofrolled with a loaded dump truck to pretension the fabric and identify soft spots in the fill. Upon completing the proofrolling operation, additional structural fill should be placed and compacted to attain desired grades. Upon completion of the structural fill, a pavement section consisting of 21/2 inches of asphalt concrete pavement (ACP) underlain by 2 inches of 5/8 -inch crushed surfacing top course and 4 inches of 1 -inch crushed surfacing base course is the recommended minimum. The crushed rock courses must be compacted to 95 percent of maximum density. Given the variable in- place density of the existing fill subgrade, some settlement of paved areas should be anticipated unless the existing fill is entirely removed and replaced with structural fill. 16.0 PROJECT DESIGN AND CONSTRUCTION MONITORING At the time of this report, site grading, structural plans, and construction methods have not been finalized and the recommendations presented herein are preliminary. We are available to provide additional geotechnical consultation as the project design develops and possibly November 15, 2000 SGH/da - KE00689G2 - W- O.:IdaiII-00 - W2K ASSOCIATED EARTH SCIENCES, INC. Page 15 Proposed New Hotel and Office Building Adjacent to Tukwila Family Fun Center Tukwila, Washington changes from that upon which this report is based. We recommend that AESI perform a geotechnical review of the plans prior to final design completion. In this way, our earthwork and foundation recommendations may be properly interpreted and implemented in the design. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundation depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of this current scope of work. If these services are desired, please let us know and we will prepare a cost proposal. We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project. If you should have any questions, or require further assistance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Susan G. Harrison, P.E. Project Engineer Attachments: Figure 1: Site and Exploration Plan Figure 2: Liquefaction Analysis Appendix A: Exploration Logs (AESI) Appendix B: Exploration Logs (other consultants) November 15, 2000 SGH /do - KE00689G2 - (D -D. IdaV I -00 - W2K Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Design Recommendations EXPIRES 11 / 20 / ;07 I Kurt D. Merriman, P.E. Associate Engineer ASSOCIATED EARTH SCIENCES, INC. Page 16 d 25 v v30 N C35 3 O 0) • 40 0 4 + x ,,45 d w .250 0. W 0 55 10 I_ 15 20 60 65 70 75 80 CYCLIC STRESS RATIO (CSR) 0.000 0.100 0.200 0.300 0.400 0.500 0.600 0.700 0 HIGH 5 GROUND WATER LEVEL ;: THEORETICAL CSR TO CAUSE LIQUEFACTION Associated Earth Sc ences, Inc. CALCULATED VALUES OF CSR F R SITE SOILS HIGH RISK OF LIQUEFACTION WHERE CALCULATED CSR > THEORETICAL CSR --c LIQUEFACTION ANALYSIS TUKWILA FAMILY FUN CENTER TUKWILA, WASHINGTON FIGURE 2 DATE 11/00 PROJECT NO. KE00689G APPENDIX A 1 GB-2" te�4h6'•ti.,, e / x. xr• tln suua ,s ry e F rti � ISO- o / B -3 - so lo 0' EP -8' fc� . / +•.rt trgn a -e '/ T"1 trtln• • �" '` / vim, . rr prtln / PIM 7p.Y LEGEND 7(�e .� �• �, \ 7 � \ � '+ rv. taro olo�.rr ala t -- °'"" \J\ // Approximate extent of large sized rubble in fill soils lt—t ttt•btrt +" ` +t / /�...'..r�11.t Ge�t' �, •' ,,1.t M .M.M,t _� .� "M " ` beneath building footprint ,na.vew pp: . , ,�, ' r. un C @/]•� ••' � tt% 0a up^t . G�I,tt•Mt,l l r r., • It rlt• ant o, rMIINI net L pull" ` : t,• btr`ttt H°••+eu�er • ' ,• tat 1 ,Mlt t• �,t,tpn•1'•. � "t NlM .u.t, ' luwlcto Otto +� + �'" ra. �� p . a',r•. , I.r 1 t wt .1• �'c�a �In ay EB -1 r Approximate location of exploration boring (by'AESI) r" • iii.. rtlrr t.e ,[ a4 Q6 .. • � ` 4antll ,ti ' s u q ippt pl tWNII i, — ' ; • ,+ rtl• GS D6 N,K r „r „Tr ., .` + \ lJ E -1''® Approximate location of exploration it b AESI �, Uit,rp.tula EP AM P p (Y ) atrr wr4r p°lwp� o�:' a„ ' •. a,. ita• I Ir pt . uul [✓p t nv ` � . GCW -1. Approximate location of exploration boring and r” �' • T "tnl monitoring well (by Geotech Consultants, 1997) ti,. t4n.,t . ,+ ' iNlr .•In wntrprtr•na ywr llyl „warn ,," AT -1' Approximate location of exploration pit [L.0 It -1. r ..»,t.p {'',, ��• ew 1. (by Applied Geotechnolo9Y, 1989) ' r �„dp r� •• +�rlp. IIM a, trunl nee [ Plttr �, ° S0 100 GB -1 A Approximate location of exploration boring FEET (by Geo Engineers, 1997 REFERENCE: DRAWING PROVIDED BY. B -1.A Approximate location of exploration boring TUKWILA FAMILY FUN CENTER LLC (by Giles Engineering Associates, Inc., 1998) Associated Earth Sciences, Inc. FIGURE 1 ®® ® ®® SITE AND EXPLORATION PLAN , TUKWILA FAMILY FUN CENTER DATE 11/00 TUKWILA, WASHINGTON PROJECT NO. KE00689G ILIIII� !III1.1�11IIL�I��IIiIII'12I �tl ll�3L�IIIII?I111�I4- I���I��III�II .116IIC11`111lT111.]IT i Inch 1/16 a j 4 3 'a Since . 9L bl E6' Zl' 66 Ob . v jrl6'?'�r 8 L. 9 S" b E Z 6 wa IIIJ. III�IIIIIIII. I�IIIII1111�1111I. II. II�l1J' IIIIII�IIIII1111�11111J1IIII 'lllllllllllllllin iiii ll 11111111111111111111111111111111 fllllllllllllllllll�lll.11 PlW lVvIIeMw mewambna Buil'�a FM City of BUILDING Leant stanaarri/ �I�fJfJA SUfJ�I�� fJAfJbI�IA 2�'' ��� fiYp- fJ�W Zt-,-AI.AQt) rL.AX oz. �Yp• i O` rAGIrIe, VItlPUPQUM bALV;oll �I.OGk WALL pump srArmi rso u4"r SHjlLL IW %A& IBLf A t4or Qt�N Z1✓AI.AIJb rt.AX OS ST�1�lCT�'� 8 0� � � pAGI�IG MY}�jl.1i �o HA IJ , L�';;r RECEI\VED , DEC 2 8 2007 TUKWILA PUBLIC WORKS 01" AA / 51�fJtJA �UtJ{21�� ' fJAtJbItJA 2�'' ��� T%AIJ !�r0►P-Mtlz�-, I.IrT -�P- rxrloQ lJt�,W Zl?,AI.AAIb rl,Ax o.c. gyp. �Nr I VNVV HrV NNV � �A�JbS�VAp� N,N�'N--- puMp 51'a1'io� H�bC�� SG}2���JI�IG �Oi����N9�K DEC 122001 I)o (-�t8 PeR�nn ce�vre� p IIIIN lIIIIIIIlII1II�I�.I�I�I�IIF[l rlI- iII3IIIIII�1�IlIII�4�ill�IillIIIIII561 Inch t /16 -V#ESTCOTT� Since 1872,. 5L' b4 E6 Z6 bb 0L' £ Z 4 WO Il'IIII uul IIIlIWIuIIIIui'liHIillllI 11, LLLL�_IIIIIIIII�III1111111161111 1111 11 1�����1����1 ����Il�ll�ll�llfu��llll lllllllllllllll� Assoo,Aro �� EARflI SCIENCES, INC INC Exploration Log roject Number KE00689G Exploration Number EB -1 Sheet 1 of 2 Project Name Location Driller /Equipment Hammer Weight/Drop Family Fun Center Ground Surface Datum DateStart/Finish Hole Diameter (in) Elevation (ft) N/A Tukwilla. WA Gregory/B -61 Mud Rotary 10 /7fi /0a, 1 ( - 06/7000 140# / 30" A" u 'Llsa saidweS Co i- Graphic Symbd DESCRIPTION uopaidwoa IIaM I Water Level I £/SMO16 Blows/Foot 10 20 30 40 Other Tests 10 15 20 25 30 35 40 S -1 I S-2 15 -3 I s-s I S'S I S-6 I S-7 Z S -g Fill Loose, moist, brown, SILTY fine SAND with gravel and concrete and lenses of silt with sand and gravel. (SM/ML) VI m VI C•1 w `n V) VI m,nn w ain n mm Inma - A3 • As • •10 1s a Loose moist, brown, Alluvium fine SAND with traces of silt. (SP) of sok silt with fine sand (ML) from 10' - 15' (drilling from HSA to mud rotary). fine to fine SAND with traces of silt and medium sand. (E peat stringers and wood fragments 30' - 35'. dense, gray, fine to medium SAND with coarse sand and trace wood. (SP) dense, black, very fine SAND with silt and trace gravel. Contains lenses method switched Grades to very Contains very thin Contains Grades to medium and fine gravel Grades to medium (SP -SM) Sampler Type (ST): m 2" OD Spit Spoon Sampler (SPT) I No Recovery M - Moisture Logged by SGH II 3" OD Split Spoon Sampler (D & M) I Ring Sample V Water Level () Approved by: �"'y Grab Sample © Shelby Tube Sample It Water Level at time of drilling (ATD) ,� „an,p,,ED EARTH SCIENCES. INC Exploration Log Project Number KE00689G Exploration Number EB -1 Sheet 2 of 2 Project Name FamilyFun Center Ground Surface Elevation (ft) Location Tukwila. WA Datum N/A Driller/Equipment Gregory/B-61 Mud Rotary Date Start/Finish 10/2R/0 0/2R/2000 Hammer Weight/Drop 140# / 30" Hole Diameter (in) R" V 'a c le seldwes NH Graphic I Symbol DESCRIPTION uoyeidumo 11°M I Water Level .9/ Blows/Foot 10 20 30 40 Other Tests I 8-9 I 5 -10 I S -11 I 5-12 15 -13 T 5 -14 I S -15 11 I 5 -16 1 0 0 0 0 0 Grades to trace silt. (SF') Medium dense, gray, fine GRAVEL with fine to coarse sand and trace silt. (GP) Grades to loose, gray, fine to medium SAND with gravel and traces of silt. (SP) (SP) es to dense, gray, fine SAND with coarse sand and gravel lenses. Grades to medium dense. 8 13 12 11 y 4 14 17 13 15 14 17 e 15 13 7 10 11 •3 X1 8 An An X 31 5 £ 31 28 Bottom of exploration boring at 81.5 feet Sampler Type (ST): II r OD Split Spoon Sampler (SPT) I No Recovery M - Moisture Logged by SGH Il r OD Split Spoon Sampler (D & M) U Ring Sample Si Water Level () Approved by: Grab Sample [ Shelby T,,hn Qamnln S W LP.VA at hmn nr n.r ,nn a 'aOa This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface condit may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Fill 1 —, Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, 2 concrete, asphalt, pipe, plastic, wood, wire, and scrap metal (minor large -sized rubble). 3 — 4 — 5 — 6 Alluvium 7 Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional lenses of silt with fine sand. 8 — 9 — 10 — 11 — 12 — 13 — 14 — 15 Bottom of exploration pit at depth 15 feet 16 — Moderate caving below 5.5'. No ground water. 17 — 18 — 19 — LOG OF EXPLORATION PIT NO. EP -1 Logged by: SGH Approved by: Family Fun Center Tukwilia, WA ASSOCIATED EARTH SCIENCES, INC Project No. KE00689G October 2000 u 'adaa This log Is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Fill 1 Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. 2 7 3 — 4 — 5 — 6 — 7 — 8 — 9 7 Large pieces of asphalt, concrete, and wood to base of fill. 10 — 11 — 12 — 13 Alluvium 14 Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional lenses of silt with fine sand. 15 — 16 — 17 — 18 Bottom of exploration pit at depth 18 feet 19 — Moderate caving below 9'. No ground water. I LOG OF EXPLORATION PIT NO. EP -2 Logged by: SGH Approved by: Family Fun Center Tukwilla, WA ASSOCIATED EARTH SCIENCES, INC Project No. KE00689G October 2000 $ ludea This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simpification of actual conditions encountered. DESCRIPTION Fill 1 Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, 2 concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. 3 4 5 6 7 8 9 10 Moderate quantities of concrete and bricks below 10'. 11 12 Alluvium 13 Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional lenses of silt with fine sand. 14 15 16 17 18 Bottom of exploration pit at depth 18 feet 19 Moderate caving below 10'. No ground water. • Logged by: SGH Approved by: LOG OF EXPLORATION PIT NO. EP -3 Family Fun Center Tukwilla, WA ASSOCIATED EARTH SCIENCES, INC Project No. KE00689G October 2000 V 'Wde4 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete Interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simpltication of actual conditions encountered. DESCRIPTION Fill 1 Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, 2 — concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. 3 — (Abundant large -sized rubble throughout fill.) 4 — 5 — 6 — 7 — 8 — 9 — 10 — 11 — 12 — 13 — 14 Alluvium 15 — Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional lenses of siitwith fine sand. 16 — 17 — 18 Bottom of exploration pit at depth 18 feet 19 — Moderate caving below 14'. No ground water. 5 Logged by: SOH Approved by: LOG OF EXPLORATION PIT NO. EP-4 Family Fun Center Tukwilla, WA ASSOCIATED EARTH SCIENCES, INC Project No. KE00689G October 2000 u 'walla This log is part of the report prepared by Associated Earth Silences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summar applies onl to the location of this trench at the time of excavation. Subsurface con ditions may change at this lo with the pa ssa ge of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Fill 1 Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, 2 _ concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. 3 _ (Abundant large -sized rubble including concrete slabs to 6' diameter and wood throughout fill.) 4 — 5 — 6 7 — 8 — 9 — 10 — 11 — 12 — 13 — 14 — 15 — 16 Alluvium 17 — Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional 18 _ lenses of silt with fine sand. 19 20 — 21 22 — Bottom of exploration pit at depth 21 feet Moderate caving throughout hole. No ground water. 23 — LOG OF EXPLORATION PIT NO. EP -5 Logged by: SGH Approved by: Family Fun Center Tukwilla, WA gal ASSOCIATED EARTH SCIENCES, INC Project No. KE00689G October 2000 H 'Loden This log Is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplftcadon of actual conditions encountered. DESCRIPTION Fill 1 Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, 2 — concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. 3 (Moderate quantities of large -sized concrete to 4' diameter throughout fill.) 4 — 5 — 6 — 7 — 8 — 9 — 10 — 11 — 12 — 13 Alluvium 14 Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional lenses of silt with fine sand. 15 — 16 — 17 Bottom of exploration pit at depth 17 feet 18 — Moderate caving throughout hole. No ground water. 19 — Logged by: SGH Approved by: LOG OF EXPLORATION PIT NO. EP -6 Family Fun Center Tukwilla, WA AS1 ASSOCIATED EARTH SCIENCES, INC Project No. KE00689G October 2000 V 'ad9a This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Fill 1 Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. 2 3 (Abundant debris throughout fill, but few large pieces.) 4 5 6 7 8 9 10 11 12 13 14 15 Alluvium 16 Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional lenses of silt with fine sand. 17 18 Bottom of exploration pit at depth 18 feet 19 Moderate caving below 15'. No ground water. Logged by: SGH Approved by: LOG OF EXPLORATION PIT NO. EP -7 Family Fun Center Tukwilla, WA AS1 ASSOCIATED EARTH SCIENCES, INC Project No. KE00689G October 2000 V 'adaa This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Fill 1 Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, 2 — concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. 3 (Abundant large concrete pieces to 6'.) 4 — 5 — 6 — 7 — 8 — 9 — 10 — 11 — 12 — 13 Alluvium 14 — Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasionar lenses of silt with fine sand. 15 — 16 — - 17 — 18 Bottom of exploration pit at depth 18 feet 19 — Moderate caving above 6' and below 13'. No ground water. Logged by: SGH Approved by: LOG OF EXPLORATION PIT NO. EP -8 Family Fun Center Tukwilla, WA rs ASSOCIATED EARTH SCIENCES, INC Project No. KE00689G October 2000 a 'tadaa This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Fill 1 Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, 2 — concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. 3 (Abundant large concrete, asphalt, and wood pieces to 4' diameter throughout fill.) 4 — 5 — 6 — 7 — 8 — 9 — 10 — 11 — 12 — 13 — 14 — 15 Alluvium 16 — Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional lenses of silt with fine sand. 17 — 18 Bottom of exploration pit at depth 18 feet 19 — Moderate caving throughout hole. No ground water. LOG OF EXPLORATION PIT NO. EP -9 Logged by: SGH Approved by: Family Fun Center Tukwilla, WA AESI ASSOCIATED EARTH SCIENCES, INC Project No. KE00689G October 2000 U 'wdea This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Fill 1 Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, 2 _ concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. 3 — (Abundant old car parts, large pieces of asphalt, concrete, wood, and pipe throughout fill.) 4 — 5 — 6 — 7 — 8 — 9 — 10 — 11 — 12 — 13 — 14 Alluvium 15 Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional 16 — lenses of silt with fine sand. 17 — 18 — - 19 — 20 — Contains roots at 20'. 21 22 — Bottom of exploration pit at depth 21 feet Moderate caving throughout hole. No ground water. Logged by: 8011 Approved by: LOG OF EXPLORATION PIT NO. EP -10 Family Fun Center Tukwilla, WA AS1 ASSOCIATED EARTH SCIENCES, INC Project No. KE00689G October 2000 a 'wdoa This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this french at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simpification of actual conditions encountered. DESCRIPTION Fill 1 Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, 2 concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. 3 (Minor amounts of rubble and few large pieces throughout fill.) 4 — 5 — 6 Alluvium 7 Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional lenses of silt with fine sand. 8 — 9 — 10 Bottom of exploration pit at depth 10 feet 11 — Moderate caving below 6'. No ground water. 12 — 13 — 14 — 15 — 16 — - 17 — 18 — 19 — 0 a LOG OF EXPLORATION PIT NO. EP -11 Logged by: SGH Approved by: Family Fun Center Tukwilla, WA 1231 ASSOCIATED EARTH SCIENCES, INC Project No. KE00689G October 2000 APPENDIX B cm tpdea E Standard Penetration Test 10 20 30 ki3 ` SPT Blows/ft IN) Sample Type Sample No. (Tube No.) tan eel Description of Material ' I ratempunor9 Instrument Ss 1 1 -SS PID •0 •,Grass surface and topsoil 6' +/- r . Very dense, brown and gray, fine SAND, some It, -, -1 \little fine gravel iblowcount overstated) tprobable fill) I 5-- 12 x 2.5S PID -0 Loose to firm, brown and gray, fine SAND, some _ ^ silt, little fine gravel 10-3 l 3-ST PID •1 —4 10 PID -O Loose, brown, fine SAND, trace silt 15- PID -1 6 5 -ST 13 8 -55 PID -1 Firm, brown, fine SAND with some silt, trace fine .gravel 20-x' ti 10 T 7 -S5 PID -2 Medium stiff, brown, fine sandy SILT, trace gravel --7 25 1 11 1 6.55 PID -0 Loose to firm, brown and gray, fine to medium ,... 8 SAND with trace silt, wood debris observed 30L-9 17 19.55 PID -0 Firm, gray, fine to medium SAND with trace silt r10 35 1 11 28 110 -SS PID -0 Grades to dark gray I "--12 _ 32 111.85 P10 -0 Firm to dense, dark gray, fine to medium SAND -13 - c 45 t4 49 112 - SS PID - 0 Dense, dark gray, medium SAND with little gravel r X15 50- 29 113 -SS PID -0 Firm to dense, dark gray, medium SAND with little D-18 gravel 55- -17 41 1 14-55 PID -0 Dense, dark gray, fine SAND, trace silt, trace fine gravel —18 80 48 T 15 -SS PID -0 Grades with some fine gravel ti 19 Boring terminated at 61.5 feet. QC HOLE n PROJECT Hotel Site Washington Station Equipment Method Rotary/SS/ST Start Date March 5, 1995 LOG OF NG Offset Casing Completion Date March 5. 1998 S.R. C.S. ASS CL - SING Bothell, Washington Job No. 6G-9802018 Ground El 24.5 ft Sheet 1 of 1 Depth Ift) E 2 f Standard Penetration I 10 20 30 40 SPT Blows/ft (NI edAj 'Owes Sample No. (Tube No.) gtwj del Description of Material Groundwater Instrument 1 -55 ',Grass surface and topsoil 12' +1- 1 1 1 1 1 T l I I' ( I I' I I' I I I I I I I I . I I lit 1 1 1 1 1 .. I . I . . I _ I I ,__I 1 . I . __ J I L 1 . l I .. I L .L� ._I1�_J_._ Imo ' _, �._I . I 5— 4 12.55 RID =0 Very loose, gray, fine to medium SAND with some r2 silt (probable fill) 103 17 13 -SS RID =1 Firm, gray, silty fine SAND, trace fine gravel — 4 15-r "-5 16 5 55 PIO =0 Loose to firm, dark gray, silty fine SAND 20 -/ 17 = 6-SS MD -0 Firm, dark gray, medium SAND with some silt _7 25 -r '—B 2 3 17 -SS NO -1 Grades with little silt 30-r 17 18 -SS PID =0 Grades with trace silt -10 3 -, 5 - 7 70 70 19.55 PI0 =0 Very dense, gray, coarse gravel (blowcount J ' -- 12 - 41 1 10-55 P10 -0 Dense, dark gray, fine to medium SAND, trace silt J-13 1 45- —14 38 111 -SS PID =0 '-15 SO- 37 = 12 -55 PID =0 Grades with trace gravel 1 -18 55- 17 41 = 13 -SS PID -0 Grades without gravel 7. —18 80 -n 37 T 14-SS MO -0 Dense, dark gray, fine to medium SAND - 19 Boring terminated at 61.5 feet. GC • LOG OF TEST BORING HOLE No. PROJECT Proposed LaQuinta Hotel Site Tukwila. Washington Station Equipment Method of (ST Start Date March 5. 1998 Offset Casing Completion Date March 8, 1998 S.R. C.S. ASS CIA C. Bothell, Washington Job No. SG-980201S Ground El 24.5 ft Sheet 1 of 1 14) 4Wde0 (W) Oaten Standard Penetration Test Blows /ft 10 30 40 SPT 8lows /ft (N) edAy s)dweS Sample No. (Tubs No.) they 4.1 • Description of Material Groundwater 1 wowmisu) - 0 20 17 1 1 -SS PID =0 ; Grass surface and topsoil 6' +1- 1'1' 1'I I T I I f I I I I I I I I I I I I _Li 1_1 ,_.J1_I_I_I -L, 1_l_I_. • I I I 1 1 I I s Firm, brown, fine to medium SAND, trace silt, little t I fine gravel (fill) 5-- Drill refusal on concrete debris at 7 to 12 feet. ,-2 - 2- I Three drilling attempts were made to complete ,boring (see text for relocation information) (fill) 103 14-SS PI13=0 Firm, brown and gray, fine to medium SAND, some .. silt (fill) -`4 15-" •6 • 1 15 -SS PID =0 Firm, gray, fine to medium SAND 20-re t • 24 18 -S5 PID =t - -7 25 -r "-B • 6 17 -SS ND s0 Dense, dark gray, medium SAND 30 = ` 9 • 3 18 -55 PID =0 Grades to firm to dense --10 35- -x--11 • 3 0 1 9 -SS PID =0 Firm to dense, dark gray, fine to medium SAND. trace silt l a0 � --12 • 9 = 10 -65 P10 =0 Dense, dark gray, medium SAND trace gravel J-13 (overlying wood debris) 1 45- • eta 41 Z 11.5S PID -0 Grades to no wood debris 4 15 50 - • 3 0 112 -55 PID =1 Firm to dense, dark gray, medium to coarse SAND :-16 with some fine gravel 55 ---17 • 49 13 -S5 PID -0 Dense to very dense, dark gray, medium to coarse i SAND, trace fine gravel --18 60- • 5 0 T 14-55 PID =1 Dense to very dense, dark gray, medium SAND t19 Boring terminated at 61.5 feet. CC - HOLE No. B -3 PROJECT _ Proposed LaQuinta Hotel Site Tukwila, Washington Station Equipment Method of Boring Mud Rotary/SS /ST Start Date March 8. 1998 LOG OF TEST BORING Offset Casing Completion Date March 7, 1998 S.R. C.S. GILES ENGINEERING ASSOCIATES, INC. Bothell, Washington Job No. 6Q-9802018 Ground El 24.5 ft Sheet 1 of 1 0 5 — 10 — 15 — 20 — 25 — 30 ^ 35 — 40 — TEST DATA BORING GB-2 Moisture Dry Content Density Blow Group Lab Tests (R) (pcf) Count Samples Symbol MD 18 79 MD 8 87 MD 20 108 3 2 3 3 3 9 0 18 I 29 I Geo ... Note: See Figure A-2 for explanation of symbols DESCRIPTION Surface Elevation (ft.): 21.0 SP-SM Brown fine sand with silt (very loose, moist) (fill) SP Black fine to medium sand with a trace of silt (very loose, moist) Becomes wet Becomes loose Becomes medium dense LOG OF BORING FIGURE A4 0 5 10 15 20 25 30 35 40 Moisture Dry Content Density Blow Group Lab Tests ( %) (pcf) Count Samples Symbol 40 45 — 50— 55 — 6 0 — 6 5 — 7 0 — 7 5 — 8 0 — e . 5 1" DATA 13 0 Note: See Figure A -2 for explanation of symbols Geo O Engineers BORING GB -2 (Continued) DESCRIPTION 40 Boring completed at 44.0 feet on 06/16/97 Ground water encountered at 16.5 feet during drilling 45 50 55 60 65 70 75 80 LOG OF BORING FIGURE A -4 1 1) • .c - IMO c c C 15 30 50 4 • • • GEOTECH CONSULTANTS 1 BORING B- 16 /MW -16 Pasture, grass, and bare soil Description Comments - Grayish brown, silty SAND, fine-grained, with organics, some slag, gravel, moist, medium dense MU) ) - Brown SAND, fine- to medium- grained, moist, medium dense. - Dark brown SAND, medium - to coarse - grained, with silt, wet, dense. - Dark gray to black SAND, coarse - grained, wet, very dense " Boring drilled to 17.5 feet and sampled to 19.0 feet on November 1, 1996. • No olfactory indication of contamination in soil. • A monitoring well was completed in this boring. • Groundwater depth measured at 11.52 feet below ground surface on November 4, 1996. Well completed with locking above - ground monument. * Headspace measured using Photovac 2020 PID. No hydrocarbon odor detected. No hydrocarbon odor detected throughout boring. BORING LOG B- 16/MW -16 NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON Job No: I Qnte: Loa& by: !Rate: 98387E I DEC 1998 I 4 plom Ism Omni 10 — 20 Vi e ` ` v c �y J5` Description Comments tv- pow C C 0 33 14 30 • A 3 S M 1 1 ' II BORING B- 17/MW -17 Pasture, grass. concrete rubble, and bare soil - Dark brown, silty SAND, fine- to medium- grained, with slag and grave!, moist, dense. (ELL) - GraWsh brown, silty SAND, fine- grained, with gravel and organics, moist, very loose (ELL) - Dark gray to black SAND, fine- to medium- grained, with silt, wet, medium dense - Dark gray to black SAND, coarse - grained, wet, very dense * Boring drilled to 17.5 feet and sampled to 19.0 feet on November 1, 1996. * No olfactory indication of contamination in soil. * A monitoring well was completed in this boring. * Groundwater depth measured at 17.24 feet below ground surface on November 4, 1996. * Well completed with locking above - ground monument. * Headspace measured using Photovac 2020 PD. No hydrocarbon odor detected. No hydrocarbon odor detected throughout boring. BORING LOG B- 17/MW -17 NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON Job No; Date: I Lojfed try: 'Rafe: 86387E DEC 1996 t TM J 5 JOB NUMBER 15,339.002 TEST PIT 4 Depth (Feet) Classification Description 0 to 5 ML Brown Sandy Silt (ML); soft, moist to wet; fine to medium - grained, with some slag to 2 -foot diameter, concrete to 5- foot diameter; bricks and wood debris (Fill). 5 to 9 SM /SP Gray Silty Sand (SM); interlayered with Dark Brown Sand (5P); loose, wet; fine to medium- grained. 9 to 11 SP Dark Brown Sand (SP); loose, wet; fine to medium - grained, with some silt. TEST PIT 5 0 to 5 SM /ML Brown and Gray Sandy Silt and Silty Sand (SM /ML); soft, loose, wet; fine- grained, with trace gravel, concrete and slag to 6 -inch diameter (Fill). 5 to 9 SM Brown Silty Sand (SM); loose, saturated, fine to coarse- grained, with some gravel (Fill). 9 to 11 SM Gray Silty Sand (SM); loose, saturated; with some gravel and concrete (Fill). ® Applied Geotechnology Inc. Geological Engineering Geology & Hydrogeology DRAWN LOG OF TEST PITS (Continued) Test Pit completed April 3, 1989. Seepage noted at approximately 9 -foot depth during excavation. Bulk samples obtained at 2- and 2 -i/2- foot depths. Test Pit terminated due to caving April 3, 1989. Groundwater encountered at approximately 5 -foot depth during excavation. Bulk sample obtained at 3 -foot depth. Test Pits 4 -5 Hillman Properties NW Tukwila Development APPROVED . tin DATE REVISED DATE PLATE 1 1 JOB NUMBER 15,339.002 ii;) Applied Geotechnology Inc. Geological Engineering Geology & Hydrogeology DRAWN LOG OF TEST PITS (Continued) TEST PIT 6 Depth (Feet) Classification Description 0 to 4.5 SM Brown Silty Sand (SM); loose, moist to wet; fine to medium- grained, with some gravel, railroad ties, slag, and concrete (Fill). 4.5 to 9 SM Gray Silty Sand (SM); loose, saturated; fine to medium - grained. 9 to 14 SP Dark Gray to Black Sand (5P); loose, saturated; medium to coarse - grained. Test Pit completed April 3, 1989. Slight seepage noted at approximately 4- 1/2 -foot depth during excavation. Bulk sample obtained at 3 -foot depth. TEST PIT 7 0 to 4.5 SM Brown Silty Sand (SM); loose, moist; fine - grained, with some organics. 4.5 to 8 SP Brown Sand (SP); loose, moist; fine to medium - grained. Test Pit completed April 3, 1989. No groundwater encountered during excavation. Bulk sample obtained at 3 -foot depth. TEST PIT 8 0 to 4.5 ML Brown Sandy Silt (ML); soft, moist to wet; with some organics. 4.5 to 7 SM Brown Silty Sand (SM); loose, moist to wet; fine - grained. 7 to 9 5P Dark Brown Sand (SP); loose, moist to wet; fine to medium- grained, with some silt. Test Pit completed April 3, 1989. No groundwater encountered during excavation. Bulk sample obtained at 5 -foot depth. Test Pits 6 -8 Hillman Properties NW Tukwila Development APPROVED DATE REVISED DATE STS 4/25/89 PLATE 12 Geotechnical Engineering Water Resources Environmental Assessments and Remediation Sustainable Development Services Geologic Assessments Plen r- Associated Earth Sciences; Ceara" 25 a /iM S L FILE COPT N Permit No. Subsurface 'Ecploration, Hazard, and Preliminary Geotechnical EngineefifeReport TUKWILA FAMILY FUN CENTER PROPOSED NEW OFFICE BUILDING Tukwila, Washington Prepared for Tukwila Family Fun Center, LLC Project No. KE006 89A July 22, 2003 REVIEWED FOR CODE COMPLIANCE At nnnflvCf SEP 2 9 2006 Ity Of Tukwila "DT \IJ5TON July 22, 2003 Project_ No. KE00689A Tukwila Family Fun Center, LLC 7300 Fun Center Way Tukwila, Washington 98188 Attention: Mr. Dick Hendry Subject: Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Tukwila Family Fun Center Proposed New Office Building Tukwila, Washington Dear Mr. Hendry: We are pleased to present three copies of the above - referenced report. This report summarizes the results of our subsurface exploration, geologic hazard, and geotechnical engineering studies and offers recommendations for the preliminary design and development of the proposed project. This report can be considered "final" if the final design details are consistent with the assumptions presented in this report. We have enjoyed working with you on this study and are confident that the recommendations presented in this report will aid in the successfiil completion of your project. If you_ should have any questions or if we can be of additional help to you, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Kurt D. Merriman, P.E. Principal Engineer KDM /Id KE0D689A2 Projenst2000689\KEMW P - W2K Associated Earth Sciences, Inc. Th &grably25 ingenice Kiddand Office • 911 Fifth Avenue, Suite 100 • Kirkland, WA 98033 • P (425) 827.7701 • F1(425) 827 -5424 • Everett Office • 2911 1/2 Hewitt Avenue, Suite 2 • Everett, WA 98201 • P (425) 259 -0522 • F1(425) 252 -3408 www.aesp,eo.mmt SUBSURFACE EXPLORATION, GEOLOGIC HAZARD, AND PRELIMINARY GEOTECHNICAL ENGINEERING REPORT TUKWILA FAMILY FUN CENTER PROPOSED NEW OFFICE BUILDING Tukwila, Washington Prepared far: Tukwila Family Fun Center, LLC 7300 Fun Center Way Tukwila, Washington 98188 Prepared by: Associated Earth Sciences, Inc. 911 5 Avenue, Suite 100 Kirkland, Washington 98033 425- 827 -7701 Fax: 425- 827 -5424 July 22, 2003 Project No. KE00689A Tukwila Family Fun Center Subsurface Exploration, Geologic Hazard, Proposed New Office Building and Preliminary Geotechnical Engineering Report Tukwila, Washin • ton Pro'ect and Site Conditions 1.0 INTRODUCTION I. PROJECT AND SITE CONDITIONS This report presents the results of our subsurface exploration, geologic hazard, and preliminary geotechnical engineering study for the proposed new office building adjacent to the Tukwila Family Fun Center in Tukwila, Washington. Our recommendations are preliminary in that definite building construction details have not been finalized at the time of this report. This report can be considered "final" if the final design details are consistent with the assumptions presented in this report. The proposed building location and approximate locations of the explorations accomplished for this study are presented on the Site and Exploration Plan, Figure 1. Also shown on Figure 1 are locations of explorations completed in proximity to the current project during past phases of work by Associated Earth Sciences, Inc (AESI) and others. In the event that any changes in the nature, design, or location of the structure are planned, the conclusions and recommendations contained in this report should be reviewed and modified, or verified, as necessary. 1.1 Purpose and Scope The purpose of this study was to provide subsurface data to be utilized in the preliminary design and development of the project. Our study included a review of available literature including the following geotechnical and environmental reports: • GeoEngineers, Inc., Report Geotechnical Engineering Services, Family Fun Center, Tukwila, Washington, June 30, 1997 • GeoEngineers, Inc., Phase I Environmental Site Assessment Report, Proposed Family Fun Center, Tukwila, Washington, August, 12, 1997 • Giles Engineering Associates, Inc., Preliminary Geotechnical Engineering Exploration and Analysis, Proposed La Quinta Inn, Interurban Avenue and Grady Way, Tukwila, Washington, March 24, 1998 • Associated Earth Sciences Inc., Subsurface Exploration, Geologic Hazard, and Geotedtnical Engineering Report, Tukwila Family Fun Center Proposed New Hotel and Office Building, November 15, 2000. This study also included excavation of five additional exploration pits to supplement the earlier information. Much of the information presented in the November 15, 2000 report by AESI was included in this report. July 22, 2003 BIVGdd - KEO0689A2 - PratrrrsCO006391KEIWP - IV!K ASSOCIATED EARTH SCIENCES, INC. Page 1 Tukwila Family Fun Center Proposed New Office Building Tukwila, Washin ton 1.2 Authorization Written authorization to proceed with this study was granted by Mr. Dick Hendry by means of a signed copy of our scope of work and cost proposal dated June 23, 2003. This report has been prepared for the exclusive use of Tukwila Family Fun Center, LLC and their agents, for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. No other warranty, express or implied, is made. 2.0 PROJECT AND SITE DESCRIPTION This report was completed with an understanding of the project based on a preliminary building layout and site plan provided by Tukwila Family Fun Center, LLC. We understand that you intend to build a new single -story office building covering an area of approximately 9,700 square feet on the parcel immediately adjacent to the west side of the existing Comfort Suites building. We anticipate that the building will have light foundation and floor loads, although actual structural loads have not been provided to us. The project site is relatively flat, with overall vertical relief of less than 5 feet. The site was shaped to the current configuration by past grading. Existing structures include a sewer pump station south of the planned building, power transmission lines on the east side of the planned building, and a surface water management pond east of the planned building. 3.0 SUBSURFACE EXPLORATION July 22, 2003 BWGdd • KE00699.a2 • PNjens12071699'KEIWP - W2K Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Pro em and Site Conditions Our field study included excavating five additional exploration pits to supplement information gathered from previous site studies. The various types of sediments, as well as the depths where characteristics of the sediments changed, are indicated on the exploration logs presented in Appendix A. The depths indicated on the logs where conditions changed represent gradational variations between sediment types in the field. Our explorations were approximately located in the field by measuring from known site features shown on the preliminary site plan provided by Tukwila Family Fun Center, LLC. The conclusions and recommendations presented in this report are based on the five exploration pits completed for this study and supplemental information contained in the previous reports by AESI and others cited earlier. The number, location, and depth of the explorations were completed within site and budgetary constraints. Because of the nature of ASSOCIATED EARTH SCIENCES, INC. Page 2 Tukwila Family Fun Center Proposed New Office Building Tukwila, Washington 3.1 Exploration Pits Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Project and Site Conditions exploratory work below ground, extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions are sometimes present due to the random nature of deposition and the alteration of topography by past grading and /or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. If variations are observed at that time, it may be necessary to re- evaluate specific recommendations in this report and make appropriate changes. Exploration pits for this phase of work were excavated with a rubber -tired backhoe. The pits permitted direct, visual observation of subsurface conditions. Materials encountered in the exploration pits were studied and classified in the field by a geologist from our firm. All exploration pits were backfilled immediately after examination and logging. Selected samples were then transported to our laboratory for further visual classification and testing, as necessary. 4.0 SUBSURFACE CONDITIONS Subsurface conditions at the project site were inferred from the field explorations accomplished for this study and data from previous reports by AESI and others. As shown on the field logs, the explorations generally encountered fill materials overlying natural alluvial deposits of loose sands overlying medium dense to dense sands. The following section presents more detailed subsurface information organized from the upper (youngest) to the lower (oldest) sediment types. 4.1 Stratigraphy Fill Fill soils (those not naturally placed) were encountered in all explorations. The fill ranged in thickness from 7 to 10 feet in the new exploration pits, and was observed to be 6 feet thick in EB -1 by AESI. Boring GB -2 by GeoEngineers, Inc. (GeoEngineers) was not specific about the observed depth of fill, although a depth of 10 to 11 feet is suggested. As noted on the exploration logs, the fill consisted of loose to medium dense, moist, brown to black, silty sand with sandy silt, rubble, trace demolition waste, and small amounts of organic material that resembles topsoil. We performed two organic content analyses on selected samples of the fill from the office building area that appeared representative of typical conditions, and found 3.6 and 5.1 percent organic material in the two samples tested. An organic content of 5 percent or less is typically considered inorganic from a construction perspective. Test results are included July 22, 2003 BIVG,Id • KEO0699..0 • ProjensCIXr)6391KEIWP • IV2K ASSOCIATED EARTH SCIENCES. INC. Page 3 Tukwila Family Fun Center Subsurface Exploration, Geologic Hazard, Proposed New Office Building and Preliminary Geotechnical Engineering Report Tukwila, Washin ton Pro'ect and Site Conditions in Appendix A. It should be noted that explorations in areas east of the current project encountered considerably more and larger rubble in the explorations, as well as more demolition waste, than the explorations in the area of the current project. Alluvium Natural alluvial soils beneath the fill materials consisted of loose to medium dense, moist, dark brown to gray, fine sand with traces of silt and occasional lenses of sillier material and gravel. These alluvial soils were deposited by the Green River within the last 10,000 years, according to the Geologic Map of the Renton Quadrangle, King County, Washington," by D.R. Mullineaux, 1965. Our exploration pits only penetrated the upper few feet of this material due to the overlying thickness of fill soils. However, borings completed by AESI and GeoEngineers show that this material is generally medium dense below depths of 30 to 35 feet within the proposed office building area. 4.2 Hydrology Ground water seepage was not encountered in any of our exploration pits completed for this phase of work. EB -i and the borings completed by Giles Engineering Associates, Inc. (Giles) were completed with mud rotary techniques, and therefore, accurate ground water elevations could not be obtained. However, ground water was noted on GeoEngineers exploration GB -2 in the area of the proposed office building at a depth of about 16 feet. Ground water depths in the proposed hotel area ranged from 5 to 17 feet in explorations completed by other consultants included in GeoEngineers' reports. Two of these previous explorations include monitoring wells completed in November of 1996. Ground water levels were measured at 11.5 and 17.25 feet below the ground surface in GCW -16 and GCW 17, respectively. In general, two types of ground water could be encountered on the site. The first would be a "perched" water table that forms during wet periods of the year above the less permeable strata within the fill soils. Perched water occurs when surface water infiltrates down through relatively permeable soils and becomes trapped or "perched" atop a comparatively impermeable barrier such as the silty layers within the fill. The second ground water horizon may be encountered in excavations that penetrate into the underlying alluvial sands and represent the unconfined regional aquifer It should be noted that fluctuations in the level of the ground water may occur due to the time of the year and variations in rainfall and adjacent river levels. July 22, 2003 MG Id • KE00689.12 • Projenst20706991KE.WP . tICK ASSOCIATED EARTH SCIENCES, INC. Page 4 Tukwila Family Fun Center Proposed New Office Building Tukwila, Washington H. GEOLOGIC HAZARDS AND MITIGATIONS 5.0 SEISMIC HAZARDS AND RECOMMENDED MITIGATION Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Geologic Hazards and Mitigations The following discussion of potential geologic hazards is based on the geologic, slope, and ground water conditions as observed and discussed herein. The discussion will be limited to seismic, landslide, and erosion hazards, including sediment transport. Earthquakes occur in the Puget Lowland with great regularity. Fortunately, the vast majority of these events are small and are usually not felt by people. However, large earthquakes do occur as evidenced by the 1949, 7.2- magnitude event, the 1965, 6.5- magnitude event, and the February 28, 2001 6.8- magnitude event. The 1949 earthquake appears to have been the largest in this area during recorded history. Evaluation of earthquake return rates indicates that an earthquake of the magnitude between 5.5 and 6.0 likely will occur within the next 8 to 12 years. Generally, there are four types of potential geologic hazards associated with large seismic events: 1) surficial ground rupture; 2) seismically induced landslides; 3) liquefaction; and 4) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. 5.1 Surficial Ground Rupture Generally, the largest earthquakes which have occurred in the Puget Sound /Seattle area are sub - crustal events with epicenters ranging from 50 to 70 kilometers in depth. For this reason, surficial faulting is thought to be relatively uncommon, and knowledge of fault locations is limited. In general, the closest fault with a suspected history of surface rupture is approximately 8 miles to the north, and therefore the risk of surface rupture at the site during a seismic event is thought to be small. 5.2 Seismically Induced Landslides Steep slopes occur along the banks of the Green River, greater than 100 feet to the north of the planned building. However, risk of static or seismically induced landsliding affecting the proposed development is low due the lateral separation between the proposed structures and the river banks. July 22, 2003 el4ffild • KE04499A2 • PrujnrsIY00689%KE WP. tl^K ASSOCIATED EARTH SCIENCES, INC. Page 5 Tukwila Family Fun Center Proposed New Office Building Tukwila, Washin; ton 5.3 Liquefaction Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Geolo: is Hazards and Miti:alions We performed a liquefaction hazard analysis for this site in accordance with guidelines published in Seed & Idriss, 1982; Seed et al., 1985; and Kramer, 1996. Liquefaction occurs when vibration or ground shaking associated with moderate to large earthquakes (generally in excess of Richter Magnitude 6) results in loss of internal strength in certain types of soil deposits. These deposits generally consist of loose to medium dense sand or silty sand that is saturated (e g., below the water table). Loss of soil strength can result in consolidation and /or lateral spreading of the affected deposit with accompanying surface subsidence and /or heaving. Liquefaction occurs because the soil builds up excess hydrostatic pressure with the application of cyclic shear stresses that are induced by ground motions during an earthquake. If the soil is loose, the water pressure between the soil particles will suddenly increase to a value equal to the confining pressure applied by the weight of soil above the affected zone, resulting in deformations (shear strains in excess of 20 percent). Soil with a "high" risk of liquefaction displays this type of behavior during an earthquake and can result in the sinking or tilting of heavy structures or the floating of light buried structures. If the soil is dense, it develops enough shear resistance to withstand the applied cyclic stresses even with increased pore water pressures. The associated deformations are much smaller, and thus have a "low" risk of liquefaction. However, deformations such as building subgrade soil settlement can still occur to a lesser extent in this soil type. The liquefaction potential is dependent on several site - specific factors such as soil grain size, density (modified to standardize field obtained values), site geometry, static stresses, level of ground acceleration considered, and duration of the event. The earthquake parameters (a Magnitude 7.5 earthquake occurring directly beneath the site with a peak horizontal ground acceleration of 0.30e) used in our liquefaction analyses are in accordance with the recommended parameters set forth in the 1997 Uniform Building Code (UBC) guidelines. Typically, the liquefaction potential of a site is evaluated by comparing the cyclic shear stress ratio (CSR - the ratio of the cyclic shear stress to the initial effective overburden stress) induced by an earthquake to the cyclic shear stress ratio required to cause liquefaction. As depicted on Figure 2, these parameters can be plotted to show the potential for liquefaction with depth for the subject property. Figure 2 demonstrates that values of CSR calculated based on soil properties at the site are generally higher than values that would be theoretically necessary for liquefaction to occur within the site soils. Therefore, our analysis indicates that the site soils have a high risk of liquefaction above a depth of 55 feet. The presence of a 15- foot- thick, non - liquefiable "crust' will substantially reduce the total settlement that would be realized at the ground surface. Surface settlements of several inches are; however, possible. The foundation recommendations contained in this report are intended to reduce the potential for damage due to liquefaction - induced July 22, 2003 DWG, Id • KE0033942 - Pro;rrui20006391KEIWP ASSOCIATED EARTH SCIENCES, INC Page 6 Tukwila Family Fun Center Proposed New Office Building Tukwila, Washin ton Steep slopes occur along the banks of the Green River, north of the property. However, the risk of slope movement within the banks of the Green River affecting the proposed development is low due the lateral separation (100 feet or more) between the proposed office building and the river banks. settlement, and should result in a structure that can withstand a design level seismic event without collapse or other catastrophic failures. Greater than normal settlements are still possible as a result of liquefaction, and might require substantial repairs (normal settlement is defined in this report as less than 1 inch). If the risk of greater than normal settlement after a seismic event cannot be tolerated, the building should be supported on foundation piles. We should be allowed to offer situation - specific recommendations for design and construction of foundation piles. 5.4 Ground Motion The project site is located within a Zone 3 rating for seismic activity on a scale of 1 (lowest) to 4 (highest) based on the Seismic Zone Map of the United States, Figure No. 16 -2 in the 1997 edition of the UBC. This zonation is based on past earthquake activity in the Puget Sound region. As such, design recommendations in the report accommodate the possible effect of seismic activity in areas with a Zone 3 rating, corresponding to a peak ground acceleration of 0.3g (a Richter Magnitude 7.5 earthquake occurring directly beneath the site), in accordance with UBC guidelines, using soil type SE. 5.5 Landslides 6.0 EROSION HAZARDS AND MITIGATION July 22, 2003 BWGdd • K£0063912 - ProjrcnC0006391KEtWP - W2K Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Geolo is Hazards and Mid ations To mitigate and reduce the erosion hazard potential and off -site soil transport, we recommend the following: 1. All storm water from impermeable surfaces should be tightlined into approved storm water drainage system or temporary storage facilities. 2. To reduce the amount of soil transport, silt fences should be placed along the site margins. ASSOCIATED EARTH SCIENCES, INC. Page 7 Tukwila Family Fun Center Proposed New Office Building Tukwila, Washin; ton Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Geo lo is Hazards and Miti: ations 3. Construction should proceed during the drier periods of the year and disturbed areas should be revegetated as soon as possible. 4. Soils to be reused around the site should be stored in such a manner as to reduce erosion. Protective measures may include, but are not necessarily limited to, covering with plastic sheeting or the use of straw bales /silt fences. July 2, 2003 BWG/td - KE00689,1: - ProjrasCa006491KEI WP - W'K ASSOCIATED EARTH SCIENCES, INC. Page 8 \ Tukwila Family Fun Center Proposed New Office Building Tukwila, Washin. ton 7.0 INTRODUCTION The site contains some potential soil and foundation - oriented complications, especially with respect to existing fill, loose granular soils susceptible to liquefaction, and moisture- and disturbance- sensitive soils. The conclusions and recommendations in this report are based upon the assumption that the foundations, floor slab, and grading construction are observed by a geotechnical engineer or engineering geologist from our firm. The proposed project is feasible from a geotechnical engineering standpoint using conventional foundations supported by a fill pad beneath the building or short aggregate piers (GeopiersTM) Pavement support on existing fills is possible with some near - surface remedial improvements. Due to the presence of loose surficial soils and the possible need to raise site grades, some settlement of non -pile supported structures and paved areas, however, should be anticipated. 8.0 SITE PREPARATION Site preparation of the office building and road /parking areas should include removal of all brush, debris, and any other surficial deleterious material. Areas where loose surficial soils exist due to grubbing operations should be considered as fill to the depth of disturbance and treated as subsequently recommended for structural fill placement. Most of the fill encountered in our exploration pits was in a loose to medium dense condition. However, the density, thickness, and rubble content of the fill across the site is variable. We anticipate that the upper loose surficial fill soils, once recompacted or replaced with structural fill, will be adequate for support of pavement and other external surfacing such as sidewalks. However, there will be a risk of long -term damage to these surfaces including, but not limited to, rutting, yielding, cracking, etc. if the uncontrolled loose fill is not completely removed and replaced with compacted structural fill. The risk can be reduced by selective removal and replacement of the most settlement - sensitive near- surface soils. Utilities founded above loose uncontrolled fill that contain abundant rubble are also at risk of settlement and associated damage. The extent of stripping necessary in areas of the site to receive external surfacing, such as sidewalks and pavement, can best be determined in the field by the geotechnical engineer or engineering geologist. We recommend that road and parking areas be proof - rolled with a loaded dump truck to identify any soft spots. If construction is to proceed during wet weather, Juiv 22, 2003 BUGdO KE00689:12 - Projean2000689 +10E WP - N^ -K Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Prelimina Desi ! n Recommendations III. PRELIMINARY DESIGN RECOMMENDATIONS ASSOCIATED EARTH SCIENCES. INC. Page 9 Tukwila Family Fun Center Proposed New O Building Tukwila, Washin :ton Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Prelimin • Desi: n Recommendations we recommend systematic probing in place of proof - rolling to identify soft areas of the exposed subgrade. These soft areas should be overexcavated and backfilled with structural fill. The on -site fill soils contain a high percentage of fine- grained material which makes them moisture- sensitive and subject to disturbance when wet. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils should be removed and the area brought to grade with structural fill. Consideration should be given to protecting access and staging areas with an appropriate section of crushed rock or asphalt treated base (ATB). If crushed rock is considered for the access and staging areas, it should be underlain by engineering stabilization fabric to reduce the potential of fine- grained materials pumping up through the rock and turning the area to mud. The fabric will also aid in supporting construction equipment, thus reducing the amount of crushed rock required. We recommend that at least 10 inches of rock be placed over the fabric; however, due to the variable nature of the near - surface soils and differences in wheel loads, this thickness may have to be adjusted by the contractor in the field. We recommend a Mirafi 600X or equivalent woven fabric. 9.0 STRUCTURAL FILL All references to structural fill in this report refer to subgrade preparation, fill type and placement, and compaction of materials as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. After stripping, planned excavation, and any required overexcavation has been performed to the satisfaction of the geotechnical engineer, the upper 12 inches of exposed ground in areas to receive fill should be recompacted to 90 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. If the subgrade contains too much moisture, adequate recompaction may be difficult or impossible to obtain and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free- draining layer by silt migration from below. After recompaction of the exposed ground is tested and approved, or a free - draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non - organic soil, acceptable to the geotechnical engineer, placed in maximum 8 -inch loose lifts with each lift being compacted to 95 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. In the case of roadway and utility trench filling, the backfill July 22, 2003 BWG,ld . KE09639A2 • ProjrasI2W%39IKEI WP . W-`K ASSOCIATED EARTH SCIENCES, INC. Page 10 Tukwila Family Fun Center \ Proposed New Office Building Tukwila, Washington should be placed and compacted in accordance with current local codes and standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the location of the roadway edges before sloping down at an angle of 2H:1V (Horizontal :Vertical) The contractor should note that any proposed fill soils must be evaluated by AESI prior to their use in fills. This would require that we have a sample of the material 72 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine - grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture- sensitive. Use of moisture- sensitive soil in structural fills should be limited to favorable dry weather conditions. The on -site soils generally contained significant amounts of silt and are considered moisture- sensitive. In addition, construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free - draining gravel and /or sand should be used. Free - draining fill consists of non - organic soil with the amount of fine- grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction with at least 25 percent retained on the No. 4 sieve. A representative from our firm should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in- place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part -time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing program. 10.0 FOUNDATIONS Due to the presence of existing loose to medium dense fill soils, the building will require remedial site preparation prior to foundation construction. The only way to provide a high level of protection against settlement that could occur during an earthquake is to provide foundation support by using piles that penetrate below soils that could experience liquefaction. The owner has requested the lower cost alternatives presented in this report to reflect the low foundation loads, and with the understanding that an earthquake could cause greater than normal settlement that may need to be repaired. The recommendations contained in this report are expected to result in a building that will survive a design level earthquake with settlement, but the settlement should be more uniform and allow the structure to survive with a low risk of collapse. July 22, 2003 BWGAd . KE0063912 • Projrcn12000639 +KEIWP ICK Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Preliminary De gn Recommendations ASSOCIATED EARTH SCIENCES. INC Page 11 Tukwila Family Fun Center Proposed New Office Building Tukwila, Washin; ton Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Prelimina Desi : n Recommendations One alternative method of foundation support is to provide a fill pad that extends below the building pad. If this alternative is selected, we recommend that the entire building pad, extending laterally beyond the building footprint by a distance of 2 feet, be excavated to a depth 2 feet below the base elevation of the planned foundations. The subgrade should then be evaluated as described earlier in the Site Preparation section of this report, and any areas that require additional excavation or repairs should be addressed. A geotextile separation and reinforcing fabric such as Mirafi HS400 or equal should then be installed to maintain the integrity of the fill that will follow, and distribute foundation loads over underlying subgrade soils. The fabric should be placed in accordance with manufacturer's recommendations for reinforcing applications. The fabric should then be covered with compacted structural fill. Consideration should be given to using a coarse - grained fill, especially in the upper foot, to provide an all weather surface. Course - grained fill could consist of Washington State Department of Transportation (WSDOT) Standard Specification 9- 03.9(3), Crushed Surfacing Base Course. Crushed recycled concrete could also be used. The material should be placed in 8 -inch loose lifts and compacted with a smooth drum roller to at least 95 percent of the modified Proctor maximum dry density. Depending on the material used, performance -based testing might be more appropriate than density testing with a nuclear densometer. For foundations constructed above at least 2 feet of compacted structural fill as described, an allowable foundation soil bearing pressure of 1,250 pounds per square foot (psf) can be used for design. Another alternative would be to support the structure on short aggregate piers or GeopiersT"'. GeopiersTM are constructed by creating a drilled cavity in the matrix soil and filling the cavity with aggregate that is densely compacted in thin lifts. The compaction typically induces densification in the surrounding matrix soil, and aggregate volumes in excess of the initial cavity volume are expected. Geopiersn' are installed along continuous foundation bearing walls and at spread foundation locations, and may be installed beneath slab -on -grade floor areas, if needed. Following installation of Geopiers"', the site is finish graded and conventional shallow foundations and floor slabs are constructed above the GeopiersTM. The pier subcontractor in conjunction with the project structural engineer should provide the final spacing, depths. and diameters of the GeopiersTM. For project planning purposes, we recommend that the building foundations be designed for an allowable soil bearing pressure of 3,000 psf above properly completed GeopiersTM. Foundations constructed as recommended should experience 1 inch or less total settlement under normal static (non- seismic) conditions, with differential settlement of less than one -half of the total. Settlement under seismic conditions during a design level earthquake could be as much as several inches, but the improvements recommended in this report should reduce the potential for differential settlement. July 22, 2003 BWG.ed - KE00639A' - ProtrrnC000689IKEIWP . t92K ASSOCIATED EARTH SCIENCES. INC. Page 12 All backfill behind walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls, which are free to yield laterally at least 0.1 percent of their height, may be designed using an equivalent fluid equal to 35 pounds per cubic foot (pcf). Fully restrained, horizontally backfilled rigid walls, which cannot yield, should be designed for an equivalent fluid of 50 pcf. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in determining lateral design forces. Tukwila Family Fun Center Proposed New Office Building Tukwila, Washington 11.0 LATERAL WALL PRESSURES The lateral pressures presented above are based on the conditions of a uniform backfill consisting of on -site fill soils comprised of primarily silty sand, free of debris and deleterious materials, and compacted to 90 percent of ASTM:D 1557. A higher degree of compaction is not recommended as this will increase the pressure acting on the wall. A lower compaction may result in settlement of the slab -on -grade above the walls. Thus, the compaction level is critical and must be tested by our firm during placement. Surcharges from adjacent footings, heavy construction equipment, or sloping ground must be added to the above values. Perimeter footing drains should be provided for all retaining walls as discussed under the section on Drainage Considerations. It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the wall. This would involve installation of a minimum 1- foot -wide blanket drain for the full wall height using imported, washed gravel against the walls. 11.1 Passive Resistance and Friction Factors • Passive equivalent fluid = 250 pcf • Coefficient of friction = 0.30 The above values include a safety factor of 1.5. July 22, 2W3 BwGdd - KE0063911 - ProjmnC000639lKEIWP • ICA' Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Preliminary Design Recommendations Lateral loads can be resisted by base friction and passive earth pressure acting on the buried portions of the foundations. The foundations must he backfilled with structural fill, compacted to at least 95 percent of the maximum dry density, to achieve the passive resistance provided below. We recommend the following design parameters: ASSOCIATED EARTH SCIENCES, INC. Page 13 Tukwila Family Fun Center Proposed New Office Building Tukwila, Washington 12.0 FLOOR SUPPORT The floor slab should be supported by at least 1 foot of suitable structural fill soils (if GeopiersTM are used) or 2 feet of structural fill if GeopiersT"' are not used. The floor should be cast atop a minimum of 4 inches of washed granulithic material or pea gravel to act as a capillary break. It should also be protected from dampness by an impervious moisture barrier at least 10 mils in thickness. Current American Concrete Institute (ACI) code recommends a 2 -inch sand layer between the base of the slab and the vapor barrier to protect the vapor barrier and promote drainage during curing. This sand layer should only be used if it is kept dry prior to concrete placement. Failure to keep this layer dry may result in long -term slab moisture problems. 13.0 DRAINAGE CONSIDERATIONS 14.0 PAVEMENT RECOMMENDATIONS Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Preliminary Design Recommendations All footing walls should be provided with a drain at the footing elevation. Drains should consist of rigid, perforated, PVC pipe surrounded by washed pea gravel. The level of the perforations in the pipe should be set at the bottom of the footing at all locations and the drains should be constructed with sufficient gradient to allow gravity discharge away from the building. Roof and surface runoff should not discharge into the footing drain system but should be handled by a separate, rigid, tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the structure to achieve surface drainage. Parking and access areas are planned for those portions of the site underlain by weak, existing fill materials and soft soils. These materials exhibited varying densities and were observed to be relatively loose. As such, some remedial measures will be necessary for support of pavement. To reduce the depth of overexcavation required to achieve a suitable subgrade for support of the pavement, we recommend that an engineering stabilization fabric be placed over the stripped subgrade prior to filling. The addition of an engineering stabilization fabric permits heavier traffic over soft subgrade and increases the service life of the system. The fabric acts as a separation barrier between the existing, relatively fine- grained surficial materials on the site and the load- distributing aggregate (sand or crushed rock). As a separator, it reduces the loss of costly aggregate material into the subgrade and prevents the upward pumping of contaminating silt into the aggregate. The high tensile strength and low modulus of elongation of the fabric also act to .hdv 22, 2003 BIVGdd • KE0063912 - Projm <C0P'M991KEIISP • I47K ASSOCIATED EARTH SCIENCES, INC. Page 14 Tukwila Family Fun Center Proposed New Office Building Tukwila, Washin , ton reduce localized stress by redistributing traffic loads over a wider area of subgrade In addition, the recommended method of installation (proof - rolling) identifies weak areas, which can be improved prior to paving. After the area to be paved is stripped, engineering stabilization fabric such as AMOCO 2002 (or equivalent) should be placed over the subgrade with the edges overlapped in accordance with the manufacturer's recommendations. Following subgrade preparation, clean, free - draining structural fill should be placed over the fabric and compacted to 95 percent of ASTM:D 1557. Where fabric is exposed, spreading should be performed such that the dozer remains on the fill material and is not allowed to operate on uncovered fabric. When 12 inches of fill has been placed, the fabric should be proof - rolled with a loaded dump truck to pretension the fabric and identify soft spots in the fill. Upon completing the proof - rolling operation, additional structural fill should be placed and compacted to attain desired grades Upon completion of the structural fill, a pavement section consisting of 21/2 inches of asphalt concrete pavement (ACP) underlain by 2 inches of 3 /s-inch crushed surfacing top course and 4 inches of 1'k -inch crushed surfacing base course is the recommended minimum. The crushed rock courses must be compacted to 95 percent of maximum density. Given the variable in- place density of the existing fill subgrade, some settlement of paved areas should be anticipated unless the existing fill is entirely removed and replaced with structural fill. 15.0 PROJECT DESIGN AND CONSTRUCTION MONITORING Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Preliminary Desi , n Recommendations At the time of this report, site grading, structural plans, and construction methods have not been finalized and the recommendations presented herein are preliminary. We are available to provide additional geotechnical consultation as the project design develops and possibly changes from that upon which this report is based. We recommend that AESI perform a geotechnical review of the plans prior to final design completion. In this way, our earthwork and foundation recommendations may be properly interpreted and implemented in the design. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundation depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of this current scope of work. If these services are desired, please let us know and we will prepare a cost proposal. July 22, 2003 sucad. KE0068942. ProjrcIsI.XO689IKEIW' • IY_`K ASSOCIATED EARTH SCIENCES, INC. Page 15 Tukwila Family Fun Center Proposed New Office Building Tukwila, Washington We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project If you should have any questions, or require further assistance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington uenzler, P.E.G. Project Geologist Attachments: Figure 1: Figure 2: Appendix A: Appendix B: July 22, 2W3 BIVGdd - KE00689A2 - ProjrnsI2O005891KEIIVP - tt^K Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Preliminary Design Recommendations ,ortaa 11/20/ 04 , Kurt D. Merriman, P.E. Principal Engineer Site and Exploration Plan Liquefaction Analysis (Taken from November 15, 2000 Report by AESI) Exploration Logs (AESI) Laboratory Testing Results Exploration Logs (other consultants) ASSOCIATED EARTH SCIENCES, INC. Page 16 I. 3 E 1 8 L. 25 20 N v ' N C35 O L 87 3 4 0 O • .45 w X50 W 0 55 - 1 0 1 5 V 60 65 - 70 75 80 CYCLIC STRESS RATIO (CSR) 0.000 0.100 0.200 0.300 0.400 0.500 0.600 0.700 0 - HIGH 5 - GROUND p WATER LEVEL '1 THEORETICAL CSR TO CAUSE �� c LIQUEFACTION ■ ece Associated Earth Sc ences, Inc At? CALCULATED VALUES OF CSR FOR SITE SOILS HIGH RISK OF LIQUEFACTION WHERE CALCULATED CSR > THEORETICAL CSR LIQUEFACTION ANALYSIS TUKWILA FAMILY FUN CENTER TUKWILA, WASHINGTON FIGURE 2 DATE 11(00 PROJECT NO. KE00689G 4 L APPENDIX A Exploration Logs (AESI) Laboratory Testing Results 23 Depth (ft) This log is part of the report prepared by Associated Earth Sdences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION - Topsoil and Grass r Fill 1 - Loose, moist, dark gray, SILTY fine to medium SAND, little fine to coarse GRAVEL, little demolition waste (pipe, plastic, brick, wire), few organic. 2 DCP= 12at2'. 3 - 4 DCP= 11at4'. 5 Organic odor, but little recognizable wood. (SM) 6 - 7 Alluvium 8 - Loose, slightly moist, brownish gray, fine SAND with SILT. (SM) 9 - 10 - 11 - 12 Bottom of exploration pit at depth 11.5 feet No seepage or caving. 13 - 14 - 15 - 16 - 17 - 18 - 19 - LOG OF EXPLORATION PIT NO. EP -12 Family Fun Center Tukwiila, WA Associated Earth Sc'ences, Inc. logged by. SGH 8 Approved by: bet. 1. . IV Project No. KE00689G June 2003 0. 00 video This log is part of the report prepared by Associated Earth Sciences. Inc. (AESI) for the named project and should be read together with that report for complete Interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simpmration of actual conditions encountered. DESCRIPTION - Topsoil r Fill 1 - Loose, moist, dark gray, SILTY fine to medium SAND, little fine to coarse GRAVEL, little demolition waste (pipe, plastic, brick, wire), with concrete to 12" diameter, few organic. 2 DCPat2' =5. 3 - DCPat4' =21. 5 - 6 - 7 - 8 - 9 Alluvium 10 - Loose, slightly moist, brownish gray, fine SAND with silt. (SM) 11 - 12 - 13 - 14 Bottom of exploration pit at depth 13.5 feet No seepage or caving. 15 - 16 - 17 - 18 - 19 - LOG OF EXPLORATION PIT NO. EP -13 Family Fun Center Tukwilla, WA 6 Logged by: SGH Project No. KE00689G x Approved by: = e „ ® ® June 2003 g u Y Associated Earth Sciences, Inc. Depth (ft) This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Topsoil r Fill 1 - Loose, moist, dark gray, SILTY fine to medium SAND, little fine to coarse GRAVEL, little demolition waste (pipe, plastic, brick, wire), few organic. 2 DCPat2' =5 3 - 4 DCP at 4' = 11 5 - 6 - 7 - 8 - 9 - 10 Alluvium Loose, slightly moist, brownish gray to gray, fi ne SAND with silt. (SM) 11 - 12 - 13 - 14 Bottom of exploration pit at depth 13.5 feet No seepage or caving. 15 — 16 - 17 - 18 - 19 -7 LOG OF EXPLORATION PIT NO. EP -14 Family Fun Center Tukwilla, WA Associated Earth Sciences, Inc. e. o I Logged by: SGH E Approved by. it4 P .�� nhl ®® Project No. KE00689G June 2003 Depth (ft) This log Is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplflcation of actual conditions encountered. DESCRIPTION 'Topsoil r Fill 1 — Loose, moist, dark gray, SILTY fine to medium SAND, little fine to coarse GRAVEL, little demolition waste (pipe, plastic, brick, wire), few cobbles, few organic, trace boulders to 18" diameter. 2 — DCP at 2' = 13. 3 — 4 DCP at 4' = 22. 5 — 6 — 7 — 8 — 9 — Allumium Loose, slightly moist, brownish gray, fine SAND with SILT. (SM) 10 — 11 — 12 — 13 — 14 Bottom of exploration pit at depth 13.5 feet No seepage or caving. 15 — 16 — 17 — 18 — 19 — LOG OF EXPLORATION PIT NO. EP -15 Family Fun Center Tukwilla, WA Associated Earth Sciences, Inc. Logged by: SGH Approved by: !IAA Ni Project No. KE00689G June 2003 (u) Indea This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete Interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION 1 — 2 - 3 - 4 - 5 - 6 - 7 - 8 - 9 - -\Topsoil r Fill Loose, moist, dark gray, SILTY fine to medium SAND, lithe fine to coarse GRAVEL, lithe demolition waste (pipe, plastic, brick, wire), few organic. 10 11 — 12 - Alluvium Loose, slightly moist, brownish gray, fine SAND with SILT. (SM) 13 14 — 15 - 16 - 17 - 18 - 19 - Bottom of exploration pit at depth 13 feet No seepage or caving. LOG OF EXPLORATION PIT NO. EP -16 Family Fun Center Tukwilla, WA Associated Earth Sciences, Inc. a. $ Logged by: SGH 2 Approved by: %- E 1- Project No. KE00689G June 2003 a ASSOCIATED EARTH ® SCIENCES, INC Exploration Log Project Number KE00689G Exploration Number EB -1 Sheet 1 of 2 Project Name Family Fun Center Ground Surface Elevation (ft) Location Tukwilla. WA Datum N/A Driller /Equipment Gregory /B-61 MI Id Rotary Date Start/Finish 1 n/9R /nn,1 ni2ri00nn Hammer Weight/Drop 140# / 30" Hole Diameter (In) A" a: y a m s° T 0 a N r3 rn DESCRIPTION g d a o 0 mR m m 3 Blows /Foot 10 20 30 40 10 G 0 10 15 20 2 3 5 4 -- I S -1 I S2 1 5-3 I S-4 S.S I S -5 S-7 I s -8 Fill Loose, moist, brown, SILTY fine SAND with gravel and concrete and lenses of silt with sand and gravel. (SM/ML) 3 3 2 + 2 3 J 3 S 5 e 1 9 9 5 8 10 •g s3 5 �g - 10 9 •1g + Alluvium Loose, moist, brown, tine SAND with traces of silt. (SP) Contains lenses of soft silt with fine sand (ML) from 10' -15' (drilling method switched from HSA to mud rotary). Grades to very fine to fine SAND with traces of silt and medium sand. (SP) Contains very thin peat stingers and wood fragments 30' - 35'. Grades to medium dense, gray, fine to medium SAND with coarse sand and line gravel and trace wood. (SP) Grades to medium dense, black, very fine SAND with silt and trace gravel. (SP -SM) Sampler Type (ST): II 2" OD Spit Spoon Sampler (SPT) 0� No Recovery M - Moisture Logged by SGH it 3" 00 Split Spoon Sampler (D 8 M) U Ring Sample V Water Level 0 Approved by: Grab Sample Q Shelby Tube Sample Water Level at time of drilling (ATD) f EARTH SCIENCES, INC Exploration Log Project Number KE00689G Explo ation Number EB -1 Sheet 2 of 2 'roject Name , ation AlliatllerfEqutpment Hammer Weight/Drop Family Fun Center Ground Surface Datum Date Start/Finish Hole Diameter (in) Elevation (ft) N/A Tukwilla. WA Gregory /B-61 Mud Rotary 1012R/nn,1 W9a17finn 140# / 30" R• ie . $ o at t T co ua (9w DESCRIPTION 5 T n - J m m 3 e B lows /Foot 10 20 30 40 m i- ° 45 • — 55 OS To 75 80 , S-9 — I S-10 I S -11 I $ "12 I S" 5 15 -15 I$,5 j i i 0 ° ° 0 0 u o 0 0 ) 0 ° ° , 0 0 0 ' 0 ' : Grades to trace silt (SP) Medium dense, gray, tine GRAVEL with fine to coarse sand and trace silt (GP) Grades to loose, gray, line to medium SAND with gravel and traces of silt. (SP) Grades to dense, gray, fine SAND with coarse sand and gravel lenses. ($P) Grades to medium dense. s 9 13 12 11 4 4 4 s 14 17 13 15 15 14 14 17 8 15 13 10 11 •9 An An X 31 1 30 S31 Ap A 29 Bottom of eapbraeon boring at 815 feet Sampler Type (ST): m 2' OD Split Spoon Sampler (SPT) 0 No Recovery M - Moisture Logged by SGH m 3' OD Split Spoon Sampler (D 8 M) U Ring Sample g Water Level 0 Approved by: E Grab Sample 0 Shelby Tube Sampler Water Level at time of drilling (ATD) Date Sampled 3/27/03 tested By IRDT Moisture Content *Sample ID Wet Weight + Pan Dry Weight + Pan Weight of Pan Weight of Moisture )ry Weight of Soil % Moisture )ry Soil Befor Burn + Pan Dr' Soil After Burn + Pan It of Pan W oss Due to Ignition Actual Wt. Of Soil After Burn ▪ Organics ASSOCIATED EARTH SCIENCES, INC Organic Matter and Ash Content EP -15 S -1 819 757 220 62 537 11.55 886.93 868.04 348.19 18.89 519.85 3.63 Moisture. Ash. and Organic Matter of Peat and Other Organic Soils - ASTM 2974 Project Family Fun Center Location Project No. KE00869A EB /EP No. Depth Soil Description EP -16 S -1 1167 1044 223 123 821 14.98 1174.91 1134.49 348.19 40.42 786.30 5.14 ASSOCIATED EARTH SCIENCES, INC. 911 5111 Ave.. Suite 100 Kirkland. WA 98033 425. 827 -7701 FAX 425.827 -5424 APPENDIX B Exploration Logs (other consultants) • Lab Tess I ° 6 1 0 — 15 — 25 — 30— 35 — 40 MD TEST DATA BORING GB-2 Moisture Dry Content Density Blow Group (%) (pcf) Count Samples Symbol SP-SM Brown fine sand with silt (very loose, moist) 18 79 8 87 20 108 9 3 3 18 29 3 2 3 ev GeoEngineers Note: See Figure A-2 for explanation of symbols DESCEIFIION Surface Elevation (ft.): 21.0 Black fine to medium sand with a trace of silt (very loose, moist) Becomes wet Becomes loose Becomes medium dense r 0 —5 —10 —15 — 20 — 25 30 -35 — 40 LOG OF BORING FIGURE A-4 . 45 — 50 — 55 — r W W LL z a a 60— 65 — 70 — 75 — 80—. I t51 UAIA Moismre Dty Lab Tests (%) Content ( Oa f s) iq Blow unt Samples S 13 ❑ Note: See Figure A -2 for explanation of symbols minima aria -c (Continued) DESCRIPTION Boring completed at 44.0 feet on 06/16/97 Ground water encountered at 16.5 feet during drilling — 45 — 50 —55 — 60 �� Geo.Engineers LOG OF BORING FIGURE A-4 —65 —70 — 75 — 80 STRUCTURAL CALCULATIONS FAMILY FUN CENTER RETAIL BUILDING 7100 FUN CENTER WAY TUKWILA, WA • / FOR c MULVANNYG2 ARCHITECTURE - 1110112 AVENUE NE, SUITE 500 BELLEVUE, WA 98004 BY KM. MAW ASSOCIATES ` 810 THIRD AVENUE, SUITE 70 SEATTLE, WASHINGTON 981 KMM JOB NO. 06-14 MAY 18, 2006 Revised August 28, 2006 Per City Comments Revised September 27, 2006 Per City Comments EXPIRES 10/24/P8 Phe Per'..,. copy REVIEWED FOR CODE COMPLIANCE nfnnn 'S-EP 2 9 2006 / City Of Tukwila BUILDING DIVISION N DV![ SEP 2 8 2006 REID MIDDLETON, INC. 0 1)04e21e (JOE MA?1, E. STP1.!CT!ir1A1, r7sIcr I CA e; SEATTLE. WASHIAGTON 961: I t-; 624-7146 ROOF CDC A-rho p7 tA 7-6 S zc, Co ie. ~0 sz./V.Oec 1 K.M. (JOE) M&VI; P'. EATTLE. • 624-7 43 • DATE DESIGN CHECK goof G /v5Lo m . 1-c oa /G^/ J6(s7.' STRUCTURAL DESIGN SklE SI°mrs/ zS - " 9,t = 4 - 1 - 0 2 7 4t GOB = s X 4La = Zoo _ LJSC /8 ace/6 rv' G //• itoc 7 10" 7/ s `acr 'fi r" 2SArX4lr 2s4- a 4 5 - 75 74 " is/f r 2s- _ ,r 7 Sting z • ' 33 W /2-XZO 5 3g, 4L /i1 JOB NO. HEE f NO. .4 -, K M. clan PF TRUCTURAL ENC-M1F. FR-) CENTRAL POLN;N::: ATTU. WASHINGION 624-7146 ) STRUCTURAL DESIGN SH S S eing-i9er-ye_ - tan- 7 X / /7 E , Acy s 3 /-6 ) 7/ 2 - 2°4 //7 Z/lf isS(70 x 35-7 33 /0/ - K.M. (JOE) MAIN PE. CFA' +,.. SEATTLE. G STF4ICT.!on! OS0 /6 .840 t- Cee7/cn tO 40000/1/4/ 4n2 r /1.Sx3A = Z -b Z - 3 Xs -s = /2.6C S 6 - 3s 3HEFT DATE JOB NO. SHEE f NO. CHECK .__ A -3 K.M. (JOE) MAW P.E. STRUCTURAL ENGINEER CENTRAL BUILDING SEATTLE, WASHINGTON 98104 624 -7146 SHEET STRUCTURAL DESIGN PROJECT LOCATION CLIENT DATE DESIGN CHECK J D J - /off ,ei s 7 ice/ / ,,c / s = / z /s ./C s= 68.4 4 ni3 7 w 24 .Sao B NO. SI ttI NU K.M. (JOE) MAW P.E. STRUCTURAL ENGINEER CEO RAL 8I!ILOING SEATTLE, WASHINGTON 98104 624 -7146 PROJECT LOCATION CLIENT STRUCTURAL DESIGN SHEET d 33/6 ,'/ PE-7L / '79 E 7t art- 579?-1-0C o. : 40 n /2s = so �Nou� .r'/ -1 7 = 3g7 se goo 'Y7,c it- ; z DATE DESIGN CHECK _ ZS -0 ' a 2 e e7/ k /Lx7e 4- J BNO. SFLt1 ni V. L�� K.M. (JOE) MAW P.E. STRUCTURAL ENGINEER CENTRAL BUILDING SEATTLE, WASHINGTON 98104 624 -7146 22 C /a/ S'n/oeLW 171 4szocritP .C//Dai Gc = zs pffl b= ./3 /29 Z 1 ' 17 /o a �z 3s c 6d -' mss h vi1 = 4 ¢.sx /7 11P7 D 4, s -/ ¢ - 3- / Pv _ -t.$3./ = FROJECT 3. / x/7.Zr -/- S - IVI _ �4 j� r Z.S7 > 3 3 7 • J� STRUCTURAL DESIGN SHEET LOCATION CLIENT DATE DESIGN CHECK JOB NO. ' /3x /7 - Zr G3spcFo, ,��rn Cc9.12 4.sx / / j 7 ) C'G /I7 /b 2. /6 ?(76/2? 7C1 # el 7F7 /2/-4- 79 7A-7'L ST•UCTURAL ENC?: CENTRAL BUIi_.flNC SETTLE. WASHINGTON j' ;4 624 -7146 STRUCTURAL P,ESU3N SH Cot f/ G z2Gf3/ 6 /l 7 V9 /x2 7_ • ape- t- a s4lo - �ZlGLC7/fi3 t 464a2rfs G "o S$G/ = / Z4 t7 R' 6 4- = s/ ,c 7 a /.Zs .C)-C e= S ki / %.6 y r 0 Coa/xi -?`a 60,4-p 40 GC 6 = /7)c f,O - / .; /• is- x2s /,x 37./ - -, BZX2g - x zS j S -B LS zs 2sX Z 3 0 s'* rcflC6'u [ C &GC/4-2 Ar 7.- Lsxzsx -zc`' L ZSxZS'x /CA- ) 3 K- s s/ K S)c 4 A- -6. 70PAZ60 tb a 3 K a z 4 - DESIGN CHECK /JO i*am— 3 Or q 013 NO EET NO. MAW F. TRUCTURAL ENG. CENTRAL BUILDING EATTLE, WASHINGTON 98104 624 -7146 STRLJOT BRA' DFS!GN SIEC - DATE JOB NO. DESIGN ,HEED NO. -N f CHECK /. 62,5" Zs" x zr 5/S -62 - /'0 3i Z •SZo 3 7s - _74a8,%. 0 x � 33.38 ? C// Z s 10 7.0-C 60 /4- 7 e -L OSx4S Xts 20.3 4 ,i SE /s-f x s "% P zG 2 C.o . / - 4e-8 I. 7S T 7frt P7G c c "si-o z 75 «' Prn9 A 7S _ Go ri l •ZS' 37se > C -53 et 7 Zs'"/ / .s 7 l Gs- � 6 0 -__Z x-3 c 23. 1C 6D•TX. /41 /L d B 6 'c f /J 8t- Xir o ir = ¢ 9 X z x /S' - / ¢ • " + -2 ab DS6 7t (7 Co/ -Art w K.M..(JOE) MAW P.E. - STRUCTURAL EfNGINEEh- CFNTRAI .RUI111!NG SEATTLE: WASH(NGTCN 98104 624- 7746 E-OCAT'Cz! t;_____ J?cWIN LYi / "S c5rmpN 5X p & LJ& /, /6 f 44c zoos e/ /Lev/ye S /e-e /oo x /oo' ,/ne615 i -1G/J7 0 -7 STRUCTURAL DES /GN SHEEP") PROJECT CS.t, ya (B,$) Co- 7)( - -91, t // 9 .- DATE 1q� DESIGIN CHECK .,__.. JOB NO. 06 7 4 # Sh :iET A . L - / bFG4w. F KM: WOE) MAW R.E. STRUCTURAL ENGINEER sTRLigiv ( (,) d . _ • _eta 4 e ;; Csriter PAW .. , ti JCS p6 P 4¢. Ng -15t SEATTLE, WAS i 1GTON 98104 624 - 7146 LOCATFON CLIENT CHECK SHc=T G -i NO. 2003 = 0 - 9 si = 0. 49 S = /• ¢Z s7 /ZceC Cys7esen . G/Z sw// y S7r--ezt a At.E n/ -/ C#u £d26c J 22-7 C,tCeg0 /emu A/O' g /tt/ Z - Z - Z — ( - zs i //go �) 20 ° _/ 'S- SS p_9 >( /.zS) / -3 (z• ¢X V.?) . / /7 G Z M C 2 n /: '6 111 EiW sz1 A81 ti91 K.M. (JOE) MAW P.E. STRUCTURAL DESIGN TRUCTURAL ENGINEER . SEATTLE, WASHINGTON 98104 624 -7146 Zac Low LOCATION Om ' G, /cie 4. a,nU,c> a 3 2 y .- zs /CO ,gi.djl -G /' c CLIENT Zs /C- - /2-6 tee- X-Ec o AL S ft c, e 9 x z.3 SHE' / torn/-1€sr/o 3/ l70 /s/ DATE CHECK !/St "co, a -9 Go / 1 /o oo /o-,= /O0 -kVar s 2eA /oox 296a x_ /o = 30 Tote 5'e-,rairc rode 6" - I Bo >c •Z0 2 �� G era-ti, G . ,c " j .' / /; ' / j // - % . 9 /L /»76•■/ ece c. x _r-LA Q 9.28a !"z roz /C "a z s/� z s% Z 9 � JOB NO. 06 /¢ SHEET N9, G -5 - L Cs? /G7hF 2 9' K.M. (JOE) MAW P.E. " • STRUCTURAL DESIGN SHEE'" STRUCTURAL ENGINEER' PRO IFCT CEtJ n SEATTLE, WASHINGTON 98104 624 -7146 LOCATION) d Ad = /4xZ3= , "2 /c C/- G % c - - 7 - 3Z2 / r /6.7 �3 �E CLIENT DATE DESIGN CHECK o /AKorIAt r )4 zo o c .=- r..r i✓ �O JOB NO. 0C-Act St- EETNO, (Gct{9 /o XI) 4'- sla-'o P0/C 4A •33¢X ¢a 5314 jzo/ SHE'"` K.M. (JOE) MAW P.E. I STRUCTURAL DESIGN STRUCTURAL ENGINE„ CFNTRAI Rlllf own PROJECT SEATTLE WASHINGTON 98104 624-7146 LOCATI?tJ_______ CLIENT DATE DESIGN CHECK JC SHLL NQ - � zp5S /6/k/. SK C ,srnrti. Gcp Est 7s /S Wi r G .6 zxzX = , 6�F fie-e? &F?* t %7 = /L,.& • • B/ -67 /a/ /z *r 8/.6 z _ Q , /76x �€ 4 � n 6red 4 x/& 3 6= C3. cit ' t - 64- /3.36 7 O C7 BNO. 06--54d op ei = 23 Zx EEL' rtS A8i K.M. (JOE) MAW P.E. ' STRU; T W3AL DESIGN � RUCTURAL ENCJNEEh 2 PROJECT SEATTLE, WASHINSTGJ 98104 624 -7t- >6 672/22 !A/s/5 /. LOCATION C/L /fr7 = /6 7, Zq tit /eQ> 7 x 7 � ,c2 C=Gr 0 Gc/ t/ -r @ /2 "0 e79c N GQA y Zfl,* 07 /5" SHEE CLIENT DATE rt'ciGN CHECK JOB NO. 6629 25 re /6 AI Aolc6 K.M. (JOE) MAW P.E. STRUCTURAL ENGINEER CENTRAL SEATTLE, WASHINGTON 98104 624 -7146 2 9' I - -_ 2 o f STRUCTURAL DESIGN - PROJECT LOCATION 4 . rc' CLIENT SHEET �= C CX /.S' X ¢,s7 = - .3/3. = 3/S. 2 / C7 t06C7H E 70 : 5 .57, y� f 3/3"25<c4-7 5" i4t » � Gn// = g7 ¢/ UO- T y is i DATE DCCICN CHECK 6 oil s s -2 rP .0 7/Na S o g S-33 4.201Glf Sm/c PAO ✓/O s 00' or -4 k7t' pee,/ 1 bE 774 or P4 car JC B NO: SHEET NO. a K.M. (JOE) MAW P.E. STRUCTURAL DESIGN SHEET DATE JOB NO. STRUCTURAL ENGINEER °' I SEATTLE, WASHINGTON 98104 ► SHEET NO. 624 -7146 LOCATION CLIENT CHECK 1-e _ 122 Ett r. Z 99� Zap 0/ C At - j W . A 4.35 & deo I t r2 : /z�'• 0 /`ln = a Ase la It � - 0.7S 7 l etcfa ° /2 - x 4X O-L¢z A/ 2Q" - /6s 7 / 1--- 1 101 /4." c, .7 C / cap tcyn 7,, ' P -ache SZc0 U Lie- 1fi An° 4,4,40 /In ecy 1.5 A-6 /- n8 � G S2 ©' 7b CONO - ZC= c sitYC= /2#/J[.t at lit /OQ Ci R - /Ray /.>1 r z X f - 9x s7 /, o " sic -c �/- f\G s %v /bill Lt 31, K.M. (JOE) MAW P.E. STRUCTURAL ENGINEER PROJCCT STRUCTURAL DESIGN € HEET DATE B €SIGN CHECK JOB NO. CEN fRAL BUILDING SEATTLE, WASHINGTON 98104 624 -7146 LOCATION CLIENT SHEET /-,-- NO. t __ d,/ = 0 .7 -A0 -3 Con-„n / C tLeAl / - 0.7 -- 6 /•r - =.0 - P t • /6ZC -' -‘zs c 6'c4' iff .000c!/2 0.7 sus 'ZG" !, sL Cosy — C N414-- (/ z4 1 l ea/ = act -7000 0. 3 3 0 -7Lz337 - C'AIAz01,74 4/•7 /` �— 2 zq x -SZ/ -7a x Z Z_6 t 7 z Zq -7 Y Ci > ( e) ( C (Z974) 111 A K.M. (JOE) MAW RE. STRUCTURAL ENGINEER SEATTLE, WASHINGTON 98104 CENTRAL BUILDING 624 -7146 fe /G ear -57 legal-677d STRUCTURAL RESIGN SHEET PROJECT LOCATION � r• 7 / Gam, c,/Q6 O ccu /L C" // .eosL flLrliz7 /60 CLIENT 0 - GY p,, Z 4 (• 77 6, (nag) 4000) K6 $ C S -- C©e /'6 ,v .ic /5 4 ,� 74 k- Sf/��4 /4.r 7A�GL !may t gepeini 6 AditiAz S7 Co ,& Sx /ng sz < z / / cc- U.aE 9x -7 /' 6 17)9n tE_ Cam_ gba L- 3 OX /• 67 e/7e- -e > /e'p.Ge-ox Sam = r l/r l/d /G./ G 2/ - PATE CHECK _ jCE3 NQ: SHEET NO. 1-- lo / z 6.7 K.M. (JOE MAW P€., CENTRAL CIAILD SEATTLE. WASHINGTON 9 624-7146 MaNA0 (-49/So x ie set v 60A Afve: 4 gxZ-0-ao 26 7-g V . e 3 . S9 iisec 4_ 4G-4 o c't cc .• C t/Sf 767 C 1X/34 -C 0/c- 21- x /6 = $ •/& /4s el - • 3 8 1 7 x z9,0 o o /,/• 71/ )c/a 3 6-0 Av/( C/e-t- 5 -• 24? Loci &2,9zr Z'oxS O "T- M -06 >c 2. 42__gZ cz-3 76, i -716B NO. STRUCTURAL r?"!flz" SHrFT DATE- 0 , r. , -• SHEE NC CHECK /4 6, Ct TOD 2 / e 2 - 6/ K.M. (JOE) MAW P.E. STRUCTURAL ENGINEER CENTRAL BUILDtNG SEATTLE, WASHINGTON 98104 624 -7146 G 1' /PS - STRUCTURAL DESIG PROJEC LOCATION CLIENT eax a3 =3 z � " /B G 7= a S = .cc ' - s= _ -332X /'Z z / 2 t trete 7h SHEET Cad zo%7 /33= 4.s7. 7 X n- s -3 i n 3 /Js /,‘ Gil- G J'Zt/o - DATE SIGN CHECK J DB NO. S I- EET NO. -2 K.M. (JOE) MAW P.E. STRUCTURAL ENGINEER CENTRAL BUILDING F'HWtLI SEATTLE, WASHINGTON 93104 624 -7146 LOCATION STRUCTURAL 1:c:)k::74 SHEET DATE DESIGN 1 ___ CHECK ant-6 a tci6 N' /¢x / - 2.2 /c Z- 6' i4-C/ 3 7/J' 4g 'c - to taac L6—+67= S7.-0' V 04cc% : L 6/ 6 n 76 2, rL-r, s%a ti/z as x/• /z 2.7C JOB NO. SHEET NO. - 3 / Hpr 10 06 02:25p Dick Hendry 84/10/2086 13:15 425827771 February 15, 2006 Project No. 10E00689A Tukwila Family Fun Center, LLC 7200 Fun Center Way, *241 Tukwila, Washington 98188 Attention: Mr. Dick Hendry Subject: Geotechnical Engineering Report Update Tukwila Family Fun Center Proposed New Office Dnilding Tukwila, Washington Dear Mr. Hendry: Seismic Considerations FAX Associated Earth Sdences, lilt.. Cara +`^-qtServix 425 -517 -7512 ). /7ud ore G 1 1 rir -k 4est j 4 1 1 25- 7-2-712 ?ice Eke ZSt/ 10Ad.od Office 917 FdihAvarn Solo 100 .11k1d cad. Va 98033•P i (425) 0:6 I (425) 8274424 _ _ _- ...—.. In arm .P144241259.8522• P1 (425) 252 -3408 7/t As requested, this letter reviews and updates our previously published geotechnical engineering report for the planned new office building at the Family Fun Censer in Tukwila, Washington. We previously provided a comprehensive geotechnical engineering report for the project dated July 22. 2003. We understand that the scope of the project has not changed from the scope described in that report Therefore, the recommendations contained in that report may be applied to the project except as modified in this letter. p.1 PAGE 02/83 Sine our earlier geotechnical engineering report was completed, local jurisdictions have adopted the 2003 bireraarionai Building Code (IBC) in place of the previously adopted Uniform Building Code. This change has resulted in changes to the seismic design parameters contained in our earlier geotechnical engineering report. We previously completed a liquefaction potential assessment based on a ground surface acceleration of 0.30g. The current IBC indicates that a value of 0.337 should be used. In our opinion, the change in the acceleration value used for the liquefaction analysis will affect the results, but will not affect our recommrnnarvgs for how to proceed with the design and construction of foundations for the project. In accordance with 2003 IBC Table 1615.1.1 and based on subsurface data described in our earlier report, the site should be considered to be Site Class E We looked rap values for SI and Ss using the 2002 United States Geological Survey data set and the latitude and longitude /• . ... .. Las fs..V, 84/18/2086 13:15 4258277701 of the site. We recommend that the site be designed in accordance with an Si value of 0.49 and an Ss value of 1.43. The 2003 IBC also requires that seismic surcharge values be added to lateral design pressures for baelliiled walls. In addition to the lateral earth pressure recommendations presented in our earlier report, we recommend that seismic surcharge Sues of 4H and 811 pounds per square foot (psi) be added for yielding and non-yielding wall designs, respectively, where H is the height of the wall in text. The surcharge should be represented by a rectangular distribution, and should be applied at the mid -point of the wall. Closure It has been our pleasure to be of continued service on this project. Please do not hesitate to call if we can be of further assistance. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington 2? "H vonbe was t ),d Kurt D. Merriman, P.ls. Principal Engineer MMUS taMKOMI MykesSXMOWCIDOT FAX 2 •ca a1, -104c PAGE 83/03 February 15, 2006 Project No. KE00689A Tukwila Family Fun Center, LLC 7200 Fun Center Way, #241 Tukwila, Washington 98188 Attention: Mr. Dick Hendry Subject: Geotechnical Engineering Report Update Tukwila Family Fun Center Proposed New Office Building Tukwila, Washington Dear Mr. Hendry: As requested, this letter reviews and updates our previously published geotechnical engineering report for the planned new office building at the Family Fun Center in Tukwila, Washington. We previously provided a comprehensive geotechnical engineering report for the project dated July 22, 2003. We understand that the scope of the project has not changed from the scope described in that report. Therefore, the recommendations contained in that report may be applied to the project except as modified in this letter. Seismic Considerations Since our earlier geotechnical engineering report was completed, local jurisdictions have adopted the 2003 International Building Code (IBC) in place of the previously adopted Uniform Building Code. This change has resulted in changes to the seismic design parameters contained in our earlier geotechnical engineering report. We previously completed a liquefaction potential assessment based on a ground surface acceleration of 0.30g. The current IBC indicates that a value of 0.337 should be used. In our opinion, the change in the acceleration value used for the liquefaction analysis will affect the results, but will not affect our recommendations for how to proceed with the design and construction of foundations for the project. In accordance with 2003 IBC Table 1615.1.1 and based on subsurface data described in our earlier report, the site should be considered to be Site Class E. We looked up values for S1 and Ss using the 2002 United States Geological Survey data set and the latitude and longitude of the site. We recommend that the site be designed in accordance with an Si value of 0.49 and an Ss value of 1.43. The 2003 IBC also requires that seismic surcharge values be added to lateral design pressures for backfilled walls. In addition to the lateral earth pressure recommendations presented in our earlier report, we recommend that seismic surcharge values of 41I and 811 pounds per square foot (psfj be added for yielding and non - yielding wall designs, respectively, where H is the height of the wall in feet. The surcharge should be represented by a rectangular distribution, and should be applied at the mid -point of the wall. Closure It has been our pleasure to be of continued service on this project. Please do not hesitate to call if we can be of further assistance. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Kurt D. Merriman, P.E. Principal Engineer KDMM KE00689AJ Projects \20000689\KE\WP 2 Main Identity From: "Kurt D. Merriman" <kmeniman ©aesgeo.com> To: <kmmaw @earthlink.neh Sent Monday, August 21, 2006 2:46 PM Attach: KE00689A3.doc Subject: KE00689A3 Page 1 ot 1 8/24/2006 July 22, 2003 Project No. KE00689A Tukwila Family Fun Center, LLC 7300 Fun Center Way Tukwila, Washington 98188 Attention: Mr. Dick Hendry Subject: Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Tukwila Family Fun Center Proposed New Office Building Tukwila, Washington Dear Mr. Hendry: Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Kurt D. Merriman, P.E. Principal Engineer KDMAd KE00689A2 ProjecbA2000689\KE P- W2K We are pleased to present three copies of the above- referenced report. This report summarize the results of our subsurface exploration, geologic hazard, and geotechnical engineering studies and offers recommendations for the preliminary design and development of the proposed project. This report can be considered "final" if the final design details are consistent with the assumptions presented in this report. We have enjoyed working with you on this study and are confident that the recommendations presented in this report will aid in the successful completion of your project. If you should have any questions or if we can be of additional help to you, please do not hesitate to call. • Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report TUKWILA FAMILY FUN CENTER PROPOSED NEW OFFICE BUILDING Tukwila, Washington Prepared for Tukwila Family Fun Center, LLC Project No. KE00689A July 22, 2003 SUBSURFACE EXPLORATION, GEOLOGIC HAZARD, AND PRELINIINARY GEOTECHNICAL ENGINEERING REPORT TUKWILA FAMILY FUN CENTER PROPOSED NEW OFFICE BUILDING Tukwila, Washington Prepared for: Tukwila Family Fun Center, LLC 7300 Fun Center Way Tukwila, Washington 98188 Prepared by: Associated Earth Sciences, Inc. 911 5 Avenue, Suite 100 Kirkland, Washington 98033 425- 827 -7701 Fax: 425- 827 -5424 July 22, 2003 Project No. KE00689A Tukwila Family Fun Center Proposed New Office Building Tukwila, Washington 1.0 INTRODUCTION J .1 Purpose and Scone L PROJECT AND SITE CONDITIONS Subsurface Exploration, Geologic Hazard and Preliminary Geotechnical Engineering Report Project and Site Conditions This report presents the results of our subsurface exploration, geologic hazard, and preliminary geotechnical engineering study for the proposed new office building adjacent to the Tukwila Family Fun Center in Tukwila, Washington. Our recommendations are preliminary in that definite building construction details have not been finalized at the time of this report. This report can be considered "final" if the final design details are consistent with the assumptions presented in this report. The proposed building location and approximate locations of the explorations accomplished for this study are presented on the Site and Exploration Plan, Figure 1. Also shown on Figure 1 are locations of explorations completed in proximity to the current project during past pis of work by Associated Earth Sciences, Inc. (AESI) and others. In the event that any changes in the nature, design, or location of the structure are planned, the conclusions and recommendations contained in this report should be reviewed and modified, or verified, as necessary. ' The purpose of this study was to provide subsurface data to be utilized in the preliminary design and development of the project. Our study included a review of available literature including the following geotechnical and environmental reports: • GeoEngineers, Inc., Report Geotechnical Engineering Services, Family Fun Center, Tukwila, Washington, June 30, 1997 • GeoEngineers, Inc., Phase I Environmental Site Assessment Report, Proposed Family Fun Center, Tukwila, Washington, August, 12, 1997 • Giles Engineering Associates, Inc., Preliminary Geotechnical Engineering Exploration and Analysis, Proposed La Quinta Inn, Interurban Avenue and Grady Way, Tukwila, Washington, March 24, 1998 • Associated Earth Sciences Inc., Subsurface Exploration, Geologic Hazard and Geotechnical Engineering Report, Tukwila Family Fun Center Proposed New Hotel and Office Building, November 15, 2000. This study also included excavation of five additional exploration pits to supplement the earlier information. Much of the information presented in the November 15, 2000 report by AESI was included in this report. 1.2 Authorization Ault' 22, 2003 ASSOCATED EARTH SCIENCES, INC. MOW - KEVO68PA2- ngim,c000689t a wP -wu Page 1 Tukwila Family Fun Center Proposed New Office Building Tukwila, Washington Written authorization to proceed with this study was granted by Mr. Dick Hendry by means of a signed copy of our scope of work and cost proposal dated June 23, 2003. This report has been prepared for the exclusive use of Tukwila Family Fun Center, LLC and their agents, for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. No other warranty, express or implied, is made. 2.0 PROJECT AND SITE DESCRIPTION Subsurface Exploration, Geologic Hazard and Preliminary Geotechnical Engineering Report Project and Site Conditions This report was completed with an understanding of the project based on a preliminary building layout and site plan provided by Tukwila Family Fun Center, LLC. We understand that you intend to build a new single -story office building covering an area of approximately 9,700 square feet on the parcel immediately adjacent to the west side of the existing Comfort Suites building. We anticipate that the building will have light foundation and floor loads, although actual structural loads have not been provided to us. The project site is relatively flat, with overall vertical relief of less than 5 feet. The site was shaped to the current configuration by past grading. Existing structures include a sewer pump station south of the planned building, power transmission lines on the east side of the planned building, and a surface water management pond east of the planned building. 3.0 SUBSURFACE EXPLORATION Our field study included excavating five additional exploration pits to supplement information gathered from previous site studies. The various types of sediments, as well as the depths where characteristics of the sediments changed, are indicated on the exploration logs presented in Appendix A. The depths indicated on the logs where conditions changed represent gradational variations between sediment types in the field. Our explorations were approximately located in the field by measuring from known site features shown on the preliminary site plan provided by Tukwila Family Fun Center, LLC. The conclusions and recommendations presented in this report are based on the five exploration pits completed for this study and supplemental information contained in the previous reports by AESI and others cited earlier. The number, location, and depth of the explorations were completed within site and budgetary constraints. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions are sometimes present due to the random July 22, 2003 DWG/id- 0006894J - Prole cfsU000689LCl1KP - R'IK ASSOCIATED EARTHSCIENCFS INC. Page 2 Tukwila Family Fun Center Proposed New Office Building Tukwila, Washington nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. If variations are observed at that time, it may be necessary to re-evaluate specific recommendations in this report and make appropriate changes. 3.1 Exploration Pits Exploration pits for this phase of work were excavated with a rubber -tired backhoe. The pits permitted direct, visual observation of subsurface conditions. Materials encountered in the exploration pits were studied and classified in the field by a geologist from our firm. All exploration pits were backfilled immediately after examination and logging. Selected samples were then transported to our laboratory for further visual classification and testing, as necessary. 4.0 SUBSURFACE CONDITIONS Subsurface conditions at the project site were inferred from the field explorations accomplished for this study and data from previous reports by AESI and others. As shown on the field logs, the explorations generally encountered fill materials overlying natural alluvial deposits of loose sands overlying medium dense to dense sands. The following section presents more detailed subsurface information organized from the upper (youngest) to the lower (oldest) sediment types. 4,1 Stratigraphv Fill Alluvium July 22, 2003 BWGAd- K60068942 - ProJearU0006891K.WWP. W2K Subsurface Exploration, Geologic Hazard and Preliminary Geotechnical Engineering Report Project and Site Conditions Fill soils (those not naturally placed) were encountered in all explorations. The fill ranged in thickness from 7 to 10 feet in the new exploration pits, and was observed to be 6 feet thick in EB-1 by AESI. Boring GB -2 by GeoEngineers, Inc. (GeoEngineers) was not specific about the observed depth of fill, although a depth of 10 to 11 feet is suggested. As noted on the exploration logs, the fill consisted of loose to medium dense, moist, brown to black, silty sand with sandy silt, rubble, trace demolition waste, and small amounts of organic material that resembles topsoil. We performed two organic content analyses on selected samples of the fill from the office building area that appeared representative of typical conditions, and found 3.6 and 5.1 percent organic material in the two samples tested. An organic content of 5 percent or less is typically considered inorganic from a construction perspective. Test results are included in Appendix A. It should be noted that explorations in areas east of the current project encountered considerably more and larger rubble in the explorations, as well as more demolition waste, than the explorations in the area of the current project. ASSOCIATED EARTH SCIENCES INC. Page 3 Tukwila Family Fun Center Proposed New Office Building Tukwila, Washington Natural alluvial soils beneath the fill materials consisted of loose to medium dense, moist, dark brown to gray, fine sand with traces of silt and occasional lenses of sillier material and gravel. These alluvial soils were deposited by the Green River within the last 10,000 years, according to the Geologic Map of the Renton Quadrangle, King County, Washington," by D.R. Mullineaux, 1965. Our exploration pits only penetrated the upper few feet of this material due to the overlying thickness of fill soils. However, borings completed by AESI and GeoEngineers show that this material is generally medium dense below depths of 30 to 35 feet within the proposed office building area. 4.2 Hvdrologv July 12, 2003 ASSOCGITED EARTH SCIENCES INC BWQ/W KBO0689A2 • Projals110006891Kh1WP - W2K Subsurface Exploration, Geologic Hazard and Preliminary Geotechnical Engineering Report Project and Site Conditions Ground water seepage was not encountered in any of our exploration pits completed for this phase of work. EB-1 and the borings completed by Giles Engineering Associates, Inc. (Giles) were completed with mud rotary techniques, and therefore, accurate ground water elevations could not be obtained. However, ground water was noted on GeoEngineers exploration GB -2 in the area of the proposed office building at a depth of about 16 feet. Ground water depths in the proposed hotel area ranged from 5 to 17 feet in explorations completed by other consultants included in GeoEngineers' reports. Two of these previous explorations include monitoring wells completed in November of 1996. Ground water levels were measured at 11.5 and 17.25 feet below the ground surface in GCW -16 and GCW 17, respectively. In general, two types of ground water could be encountered on the site. The first would be a "perched" water table that forms during wet periods of the year above the less permeable strata within the fill soils. Perched water occurs when surface water infiltrates down through relatively permeable soils and becomes trapped or "perched" atop a comparatively impermeable barrier such as the silty layers within the fill. The second ground water horizon may be encountered in excavations that penetrate into the underlying alluvial sands and represent the unconfined regional aquifer. It should be noted that fluctuations in the level of the ground water may occur due to the time of the year and variations in rainfall and adjacent river levels. Page 4 Tukwila Family Fun Center Proposed New Office Building Tukwila, Washington The following discussion of potential geologic hazards is based on the geologic, slope, and ground water conditions as observed and discussed herein. The discussion will be limited to seismic, landslide, and erosion hazards, including sediment transport 5.0 SEISMIC HAZARDS AND RECOMMENDED MITIGATION Earthquakes occur in the Puget Lowland with great regularity. Fortunately, the vast majority of these events are small and are usually not felt by people. However, large earthquakes do occur as evidenced by the 1949, 7.2- magnitude event, the 1965, 6.5- magnitude event, and the February 28, 2001 6.8- magnitude event. The 1949 earthquake appears to have been the largest in this area during recorded history. Evaluation of earthquake return rates indicates that an earthquake of the magnitude between 5.5 and 6.0 likely will occur within the next 8 to 12 years. - Generally, there are four types of potential geologic hazards associated with large seismic events: 1) surficial ground rupture; 2) seismically induced landslides; 3) liquefaction; and 4) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. 5.1 Surficial Ground Rupture Generally, the largest earthquakes which have occurred in the Puget Sound/Seattle area are sub - crustal events with epicenters ranging from 50 to 70 kilometers in depth. For this reason, stuficial faulting is thought to be relatively uncommon, and knowledge of fault locations is limited. In general, the closest fault with a suspected history of surface rupture is approximately 8 miles to the north, and therefore the risk of surface rupture at the site during a seismic event is thought to be small. 5.2 Seismically Induced Landslides Steep slopes occur along the banks of the Green River, greater than 100 feet to the north of the planned building. However, risk of static or seismically induced landsliding affecting the proposed development is low due the lateral separation between the proposed structures and the river banks. 5.3 Liquefaction IL GEOLOGIC HAZARDS AND MITIGATIONS Subsurface Exploration, Geologic Hazard . and Prelnninwy Geotechnical Engineering Report Geologic Hazards and Mitigations July 22, 2003 ASSOCIATED EARTH SCIENCES INC. IING/Id KE00689A2 Projects12000689taillff -»21 Page 5 Tukwila Family Fun Center Proposed New Office Building Tukwila, Washin. on Subsurface Exploration, Geologic Hazard and Preliminary Geotechnical Engineering Report Geolo is Hazards and Mitt: atlons We performed a liquefaction hazard analysis for this site in accordance with guidelines published in Seed & Idriss, 1982; Seed et al., 1985; and Kramer, 1996. Liquefaction occurs when vibration or ground shaking associated with moderate to large earthquakes (generally in excess of Richter Magnitude 6) results in loss of internal strength in certain types of soil deposits. These deposits generally consist of loose to medium dense sand or silty sand that is saturated (e.g., below the water table). Loss of soil strength can result in consolidation and/or lateral spreading of the affected deposit with accompanying surface subsidence and/or heaving. Liquefaction occurs because the soil builds up excess hydrostatic pressure with the application of cyclic shear stresses that are induced by ground motions during an earthquake. If the soil is loose, the water pressure between the soil particles will suddenly increase to a value equal to the confining pressure applied by the weight of soil above the affected zone, resulting in deformations (shear strains in excess of 20 percent). Soil with a `high" risk of liquefaction displays this type of behavior during an earthquake and can result in the sinking or tilting of heavy structures or the floating of light buried structures. If the soil is dense, it develops enough shear resistance to withstand the applied cyclic stresses even with increased pore water pressures. The associated deformations are much smaller, and thus have a "low" risk of liquefaction. However, deformations such as building subgrade soil settlement can still occur to a lesser extent in this soil type. The liquefaction potential is dependent on several site - specific factors such as soil grain size, density (modified to standardize field obtained values), site geometry, static stresses, level of ground acceleration considered, and duration of the event. The earthquake parameters (a Magnitude 7.5 earthquake occurring directly beneath the site with a peak horizontal ground acceleration of 0.30g) used in our liquefaction analyses are in accordance with the recommended parameters set forth in the 1997 Uniform Building Code (UBC) guidelines. Typically, the liquefaction potential of a site is evaluated by comparing the cyclic shear stress ratio (CSR - the ratio of the cyclic shear stress to the initial effective overburden stress) induced by an earthquake to the cyclic shear stress ratio required to cause liquefaction. As depicted on Figure 2, these parameters can be plotted to show the potential for liquefaction with depth for the subject property. Figure 2 demonstrates that values of CSR calculated based on soil properties at the site are generally higher than values that would be theoretically necessary for liquefaction to occur within the site soils. Therefore, our analysis indicates that the site soils have a high risk of liquefaction above a depth of 55 feet. The presence of a 15- foot - thick, non - liquefiable "crust' will substantially reduce the total settlement that would be realized at the ground surface. Surface settlements of several inches are; however, possible. The foundation recommendations contained in this report are intended to reduce the potential for damage due to liquefaction - induced settlement, and should result in a structure that can withstand a design level seismic event without collapse or other catastrophic failures. Greater than normal settlements are still possible as a result of liquefaction, and might require substantial repairs (normal settlement is defined in this report as less than 1 inch). If the risk of greater than normal settlement after a seismic event cannot be tolerated, the building July 21, 2003 SWIM - KE00689A2 - Projeca120006891K!i1aP- 912K ASSOCIATED EARTH SCIENCES INC. Page 6 5.4 Ground Motion Tukwila Family Fm Center Subsurface Exploration, GeologicHazar4 Proposed New Office Building and Preliminary Geotechnical Engineering Report Tukwila, Washington Geologic Hazards and Mitigations should be supported on foundation piles. We should be allowed to offer situation- specific recommendations for design and construction of foundation piles. The project site is located within a Zone 3 rating for seismic activity on a scale of 1 (lowest) to 4 (highest) based on the Seismic Zone Map of the United States, Figure No. 16-2 in the 1997 edition of the UBC. This zonation is based on past earthquake activity in the Puget Sound region. As such, design recommendations in the report accommodate the possible effect of seismic activity in areas with a Zone 3 rating, corresponding to a peak ground acceleration of 0.3g (a Richter Magnitude 7.5 earthquake occurring directly beneath the site), in accordance with UBC guidelines, using soil type SE. 5.5 Landslides Steep slopes occur along the banks of the Green River, north of the property. However, the risk of slope movement within the banks of the Green River affecting the proposed development is low due the lateral separation (100 feet or more) between the proposed office building and the river banks. 6.0 EROSION HAZARDS AND MITIGATION To mitigate and reduce the erosion hazard potential and off -site soil transport, we recommend the following: 1. All storm water from impermeable surfaces should be tightlined into approved storm water drainage system or temporary storage facilities. 2. To reduce the amount of soil transport, silt fences should be placed along the site margins. 3. Construction should proceed during the drier periods of the year and disturbed areas should be revegetated as soon as possible. July 22, 2003 ASSOCIATED EARTH SCIENCES, INC. maw - KE006890 -»ter 12000689ucs1Wr -W2,r Page 7 Tukwila Family Fun Center Proposed New Office Building Tukwila Washington Subsurface Exploration„ Geologic Hazard and Preliminary Geotechnical Engineering Report Geologic Hazards and Mitigations 4. Soils to be reused around the site should be stored in such a manner as to reduce erosion. Protective measures may include, but are not necessarily limited to, covering with plastic sheeting or the use of straw bales/silt fences. July 22, 2003 Berm. KE00689A2 - h ^J et U0 006891 KEUYP - I r2K ASSOCL4TED EARTH SCIENCES INC. Paige 8 Tukwila Family Fun Center Proposed New Office Building Tukwila Washington 7.0 INTRODUCTION 8.0 SITE PREPARATION Subsurface Exploration, Geologic Hazard and Preliminary Geotechnical Engineering Report Preliminary Design Recommendations III. PRELIMINARY DESIGN RECOMMENDATIONS The site contains some potential soil and foundation - oriented complications, especially with respect to existing fill, loose granular soils susceptible to liquefaction, and moisture- and disturbance- sensitive soils. The conclusions and recommendations in this report are based upon the assumption that the foundations, floor slab, and grading construction are observed by a geotechnical engineer or engineering geologist from our firm. The proposed project is feasible from a geotechnical engineering standpoint using conventional foundations supported by a fill pad beneath the building or short aggregate piers (Geopiers^'). Pavement support on existing fills is possible with some near - surface remedial improvements. Due to the presence of loose surficial soils and the possible need to raise site grades, some settlement of non -pile supported structures and paved areas, however, should be anticipated. Site preparation of the office building and road/parking areas should, include removal of all brush, debris, and any other surficial deleterious material. Areas where loose surficial soils exist due to grubbing operations should be considered as fill to the depth of disturbance and treated as subsequently recommended for structural fill placement Most of the fill encountered in our exploration pits was in a loose to medium dense condition. However, the density, thickness, and rubble content of the fill across the site is variable. We anticipate that the upper loose surficial fill soils, once recompacted or replaced with structural fill, will be adequate for support of pavement and other external surfacing such as sidewalks. However, there will be a risk of long -term damage to these surfaces including, but not limited to, rutting, yielding, cracking, etc. if the uncontrolled loose fill is not completely removed and replaced with compacted structural fill. The risk can be reduced by selective removal and replacement of the most settlement- sensitive near - surface soils. Utilities founded above loose uncontrolled fill that contain abundant rubble are also at risk of settlement and associated damage. The extent of stripping necessary in areas of the site to receive external surfacing, such as sidewalks and pavement, can best be determined in the field by the geotechnical engineer or engineering geologist We recommend that road and parking areas be proof -rolled with a loaded dump truck to identify any soft spots. If construction is to proceed during wet weather, we recommend systematic probing in place of proof - rolling to identify soft areas of the exposed subgrade. These soft areas should be overexcavated and backfilled with structural fill. July 22, 2003 ASSOCIATED EARTH SCIENCES INC. asrrm- K500689A1- rmtecnvoso6svualP. w1K Page 9 Tukwila Family Fun Center Subsurface Exploration, Geologic Hazard Proposed New Office Building and Preliminary Geotechnical Engineering Report Tukwila, Washington Preliminary best, Recommendations The on -site fill soils contain a high percentage of fine - grained material which makes them moisture- sensitive and subject to disturbance when wet. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils should be removed and the area brought to grade with structural fill. Consideration should be given to protecting access and staging areas with an appropriate section of crushed rock or asphalt treated base (ATB). If crushed rock is considered for the access and staging areas, it should be underlain by engineering stabilization fabric to reduce the potential of fine-grained materials pumping up through the rock and turning the area to mud. The fabric will also aid in supporting construction equipment, thus reducing the amount of crushed rock required. We recommend that at least 10 inches of rock be placed over the fabric; however, due to the variable nature of the near- surface soils and differences in wheel loads, this thickness may have to be adjusted by the contractor in the field. We recommend a Mirafi 600X or equivalent woven fabric. 9.0 STRUCTURAL FILL All references to structural fill in this report refer to subgrade preparation, fill type and placement, and compaction of materials as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. After stripping, planned excavation, and any required overexcavation has been performed to the satisfaction of the geotechnical engineer, the upper 12 inches of exposed ground in areas to receive fill should be recompacted to 90 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. If the subgrade contains too much moisture, adequate recompaction may be difficult or impossible to obtain and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free- draining layer by silt migration from below. After recompaction of the exposed ground is tested and approved, or a free - draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non - organic soil, acceptable to the geotechnical engineer, placed in maximum 8 -inch loose lifts with each lift being compacted to 95 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with current local codes and standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond Judy 22, 2003 ASSOCIATED EARTH SCIENCES INC. BWt✓ d - 120068942 - ProJecls 120006891 Kh11YP - 02K Page 10 Tukwila Family Fun Center Proposed New Office Building Tukwila, Washington the location of the roadway (Horizontal: Vertical). The contractor should note that any proposed fill soils must be evaluated by AESI prior to their use in fills. This would require that we have a sample of the material 72 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine- grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture- sensitive. Use of moisture - sensitive soil in structural fills should be limited to favorable dry weather conditions. The on -site soils generally contained significant amounts of silt and are considered moisture - sensitive. In addition, construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free - draining gravel and/or sand should be used. Free - draining fill consists of non - organic soil with the amount of fine - grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction with at least 25 percent retained on the No. 4 sieve. A representative from our firm should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part -time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing program. 10.0 FOUNDATIONS Subsurface Exploration, Geologic Hazard and Preliminary Geoteclmical Engineering Report Preliminary Design Recommendations edges before sloping down at an angle of 2H:1 V Due to the presence of existing loose to medium dense fill soils, the building will require remedial site preparation prior to foundation construction. The only way to provide a high level of protection against settlement that could occur during an earthquake is to provide foundation support by using piles that penetrate below soils that could experience liquefaction. The owner has requested the lower cost alternatives presented in this report to reflect the low foundation loads, and with the understanding that an earthquake could cause greater than normal settlement that may need to be repaired. The recommendations contained in this report are expected to result in a building that will survive a design level earthquake with settlement, but the settlement should be more uniform and allow the structure to survive with a low risk of collapse. One alternative method of foundation support is to provide a fill pad that extends below the building pad. If this alternative is selected, we recommend that the entire building pad, extending laterally beyond the building footprint by a distance of 2 feet, be excavated to a depth 2 feet below the base elevation of the planned foundations. The subgrade should then be .July 22, 2003 ASSOCIATED EARTH SCIENCES INC. awnrd•xso0689,42.I lesu0006s9uawr_wx Page 11 Tukwila Family Fun Center Proposed New Office Building Tukwila, Washington 11.0 LATERAL WALL PRESSURES July 22, 2003 BWG4d- KEOO689A2- PrwJxnUO0o689\KE WP- W2K Subsurface Exploration, Geologic Hazard and Preliminary Geotechnical Engineering Report Preliminary Design Recommendations evaluated as described earlier in the Site Preparation section of this report, and any areas that require additional excavation or repairs should be addressed. A geotextile separation and reinforcing fabric such as Mirafi 115400 or equal" should then be installed to maintain the integrity of the fill that will follow, and distribute foundation loads over underlying subgrade soils. The fabric should be placed in accordance with manufacturer's recommendations for reinforcing applications. The fabric should then be covered with compacted structural fill. Consideration should be given to using a coarse - grained fill, especially in the upper foot, to provide an all weather surface. Course - grained fill could consist of Washington State Department of Transportation (WSDOT) Standard Specification 9- 03.9(3), Crushed Surfacing Base Course. Crushed recycled concrete could also be used. The material should be placed in 8- inch loose lifts and compacted with a smooth drum roller to at least 95 percent of the modified Proctor maximum dry density. Depending on the material used, performance-based testing might be more appropriate than density testing with a nuclear densometer. For foundations constructed above at least 2 feet of compacted structural fill as described, an allowable foundation soil bearing pressure of 1,250 pounds per square foot (psf) can be used for design. Another alternative would be to support the structure on short aggregate piers or GeopiersTM. Geopiersni are constructed by creating a drilled cavity in the matrix soil and filling the cavity with aggregate that is densely compacted in thin lifts. The compaction typically induces . densification in the surrounding matrix soil, and aggregate volumes in excess of the initial cavity volume are expected. GeopiersT'" are installed along continuous foundation bearing walls and at spread foundation locations, and may be installed beneath slab -on -grade floor areas, if needed. Following installation of GeopiersTM, the site is finish graded and conventional shallow foundations and floor slabs are constructed above the GeopiersTM. The pier subcontractor in conjunction with the project structural engineer should provide the final spacing, depths, and diameters of the GeopiersTM. For project planning purposes, we recommend that the building foundations be designed for an allowable soil bearing pressure of 3,000 psf above properly completed GeopiersTM. Foundations constructed as recommended should experience 1 inch or less total settlement under normal static (non - seismic) conditions, with differential settlement of less than one -half of the total. Settlement under seismic conditions during a design level earthquake could be as much as several inches, but the improvements recommended in this report should reduce the potential for differential settlement. All backfill behind walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls, which are free to yield laterally at least 0.1 percent of their height, may be ASSOCIATED EARTH SCIENCES, INC. Page 12 Tukwila Family Fun Center Subsurface Exploration, Geologic Hazard Proposed New Office Building and Preliminary Geotechnical F.ngineeringReport Tukwila, Washin on Preliminary Design Recommendations designed using an equivalent fluid equal to 35 pounds per cubic foot (pcf). Fully restrained, horizontally backfilled rigid walls, which cannot yield, should be designed for an equivalent fluid of 50 pef. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in determining lateral design forces. The lateral pressures presented above are based on the conditions of a uniform backfill consisting of on -site fill soils comprised of primarily silty sand, free of debris and deleterious materials, and compacted to 90 percent of ASTM:D 1557. A higher degree of compaction is not recommended as this will increase the pressure acting on the wall. A lower compaction may result in settlement of the slab-on-grade above the walls. Thus, the compaction level is critical and must be tested by our firm during placement. Surcharges from adjacent footings, heavy construction equipment, or sloping ground must be added to the above values. Perimeter footing drains should be provided for all retaining walls as discussed under the section on Drainage Considerations. It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the wall. This would involve installation of a minimum 1- foot -wide blanket drain for the full wall height using imported, washed gravel against the walls. 11.1 Passive Resistance and Friction Factors • Passive equivalent fluid = 250 pcf • Coefficient of friction = 0.30 The above values include a safety factor of 1.5. 12.0 FLOOR SUPPORT .hdy 22, 2003 BWO d- !r&00689AI- Plnjecv120006WVal ' -w21x Lateral loads can be resisted by base friction and passive earth pressure acting on the buried portions of the foundations. The foundations must be backfilled with structural fill, compacted to at least 95 percent of the maximum dry density, to achieve the passive resistance provided below. We recommend the following design parameters: The floor slab should be supported by at least 1 foot of suitable structural fill soils (if Geopierstm are used) or 2 feet of structural fill if Geopiers"' are not used. The floor should be cast atop a minimum of 4 inches of washed granulithic material or pea gravel to act as a capillary break. It should also be protected from dampness by an impervious moisture barrier at least 10 mils in thickness. Current American Concrete Institute (ACI) code recommends a 2 -inch sand layer ASSOCIATED EARTH SCIE VCES INC. Page 13 Tukwila Family Fun Center Proposed New Office Building Tukwila, Washington July 22, 2003 BWG/Id - KE00689A2 - ProJects120006891KEWP - WZK Subsurface Exploration, Geologic Hazard and Preliminary Geotechnical Engineering Report Preliminary Design Recommendations Bruce W. Guenzler, P.E.G. Kurt D. Merriman, P.E. Project Geologist Principal Engineer Attachments: Figure 1: Site and Exploration Plan Figure 2: Liquefaction Analysis (Taken from November 15, 2000 Report by AESI) Appendix A:Exploration Logs (AESI) Laboratory Testing Results Appendix B: Exploration Logs (other consultants) ASSOCIATED EARTH SCIENCE$ INC. Page 16 • • APPENDIX A Exploration Logs (AESi Laboratory Testing Results . • APPENDIX B Exploration Logs (other consultants) • Main Identity From: "Kurt D: Merriman" <kmerrimanelaesgeo.com> To: <kmmaw @earthiink.net> Sent: Tuesday, August 22, 200611:38 AM Subject family tun center office Per your voice mail, here is the information you were looking for. Page 1 of 1 From our Feb 06 letter. In accordance with 2003 IBC Table 1615.1.1 and based on subsurface data described in our earlier report, the site should be considered to be Site Class E. We looked up values for S and S using the 2002 United States Geological Survey data set and the latitude and longitude of the site. We recommend that the site be designed in accordance with an S value of 0.49 and an S value of 1.43. From table 1615.1.2(1) for site class E and Ss 1.43, Fs From table 1615.1.2(2) for site class E and S 0.49, F =2.4 Please let me know if you need anything else. Kurt D. Merriman, P.B. Associated Earth Sciences Inc. Phone 425- 827 -7701 Fax 425- 827 -5424 8/24/2006 Z c os' . 010 0 2 - , ' 9 FILE COPY PF^^ -!t t5. STRUCTURAL CAIpCULATIONS FOR FAMILY FUN CENTER RETAIL BUILDING 7100 FUN CENTER WAY TUKWILA, WA MULVANNYG2 ARCHITECTURE 1110112 AVENUE NE, SUITE 500 BELLEVUE, WA 98004 BY c K.M. MAW ASSOCIATES 810 THIRD AVENUE, SUITE 705 SEATTLE, WASHINGTON 981 KMM JOB NO. 06-14 MAY 18, 2006 Revised August 28. 2006 Per City Comments REVIEWED FOR CODE COMPLIANCE ninnesArCn SEP 2 A 1006 da City Of Tukwila RI. JILDINq DIVISION D - 2..ts z ezzZ‘ UM I C. KM. (JOE) M rE. a rni SEATTLE:, WASHriGTON 624-7146 - ■••1 RooF re: % .4-7-122 P76 IM Szi 0 CO/c ii—C-e0 r N A - e 0) / Z OF LIVeto Alto z v G0 r VJsC /6 ,t s C Da /6 ,Y G' /nroc� asq _ 7 L 4%'" 772-S Sid 'yr STRUCTURAL rESIGN S K.M. (JOE) Mt` • PE. v . �t Cfr T'= :i(. [;.:.. EA.TTLE. wasH f •. :i 624 -fl46 • psr= /s PSF- 4 a Psi Da/ Gn/ JD /.57.° Sr 0q -A/ z "Lc 1 ' S/ = 7-0 � D T � L c o n - ) s X (44 = ZOO - Lr ✓r eo 2snr Ala a- <S -/ HEr 7O4 2S a DATE DrSIGN CHECK JOB NO. HEE f NO , Q - ! K M (10F)M *Pr. STRUCTURAL ENG :. CENTRAL SEATTLE. wASHINCrcM 624-7146 BE7ftN 2U/pr0,e zs 40 _ ��� - x /% _ S s 5 76 .x./1 2o4 //2 //J0- • 7 33 _ r STRUCTURAL DESIGN SHEE DATE JOB NO. DFsIGN HEE I NO. CHECK -__ 4 -Z /et = s - 7/`" tf- x � /7 Gil' /Zx3C ?3 / K.M. (JOE) MAW RE. CENTR SEATTLE. 'd: +. °, '. 1)076 Al Sn0 tot- Cezi7/G4/ t042 COQ O &"/ 4fl9 r /2 x 3x 6o = Z.. •L 3( S_c = /2 . P-6 S= G .3s STP:,,'rTt lint rr(,fNt K.M. (JQE) MAW P.E. STRUCTURAL ENGINEER CENTRAL BUILDING SEATTLE, WASHINGTON 98104 624 -7146 GO,gty n 2 C X 4 O/ 2 220 t 7z - to/ 7/4/ • Z7 ;c7 LO4 Z2 45'/= 7o z /c l�l= -SOl( 3 4 = E3 - ¢/c-- Z f = - izg; JA/ /203 x-6-4h34 3.6.6 "%/ AliX /ion; e- 7 1'v /b -ci_v s. &g.4 /4q PROJECT LOCATION CLJENT STRUCTURAL DESIGN SHEET -/O 9 /c/ S 7 /C-/ / DATE DESIGN CHECK ___ 7 w Sbo sr I, J DB NO. ELI NU. K.M. (JOE) MAW P.E. STRUCTURAL ENGINEER CENTRAL BIULnING SEATTLE, WASHINGTON 98104 624 -7146 STRUCTURAL DESIGN PROJECT LOCATION CLIENT d r3 /6 r/ In/ in E 7Lr e- . 0.0 - 40 _ 4.os /2 -S = Sa CM! C>/L 7 . 3 3'7.5 90 O SHEET 2S 0 ` DATE DESIGN CHECK a 2 Y1/ /Z x co. 4- J b1 78 -/ /u B NO. :tl NO. K.M. (JOE) MAW P.E. STRUCTURAL ENGINEER CENTRAL BUILDING P ROJECT STRUCTURAL DESIGN SHEET DATE D iEClr_.�, ! JO: ,. - , NO. SEATTLE, WASHINGTON 98104 624.7146 T LOCATION CLIENT J ,� � !� li Oha t ar 2 /6,/ ,eo, SA/e9a2 / f12/,T a .eeUIAP .5'A/ea) Zo _ 2S /P s 2r b r ./3 / -99 z t ¢x 4s� ¢s x /7 ?s = 7S tti pig i E7 f-itt,G tb 4 -s -/ 4 - 2- 49 / ! G = ¢ , r� 3 -/ 3. /X /72y ='4 W= 4 ) S/,= 337. -/g X ac = .a ?.S -f-' n /7-Zr C 3 St c F z r/z ss -' «4 4.s x4= /51-0" r 7 - 4 ' t it, z" /& c 7c / 7 , 02 ti R I • 1 1 n UCTURAL ENGq •,;` CENTRAL BUIL I;':N�. TTLE. WASHINGTON 93 '')= 624 -7146 $ ST SE Alp r 4 STRUCTURAL DESIGN SHEET .e-g 4- a s .20 C 7 z (JS $ C e a / .17. Co / 7/9 P r •e- S7X /.SX = ¢C C0a'no r (0 4-7; loo (4- /cnl67H = /7x /,O> / /• G zt X2s/ 7 37. s/ /y.,� Y �J j1 cv Z SLx zs' zsAZ a I. / /C2 )( z — 40 -0D IC z 4 z7 /c DATE DESIGN Cot CZ6 on'/ 6 /,/ Tyy dot- asio - 02s - zs 9uan cc z iv 'le-newt = /asp CHECK — L, = Zsx ZScx 7S' /6 / 4- #C t i . / � ' s 57 s or f st c l'-f 08 NO. SHEE r NO. I /G 76 (AZ 03 4 = Vs Ts' Ks)c% bl .0 E TRUCTURA CENTRAL BUI+ f1IMC EATTLE. WASHINGTON 3104 624 -7146 DATE ral STRL;CTI_lQA_+_ DES!f N S Fr- 0,5;11 -;� ' ... ..., .. -____� DESIGN CON) CHECK as - • S /S-G 2 /p , it- 2- / XC • v 20 x 7c- Jc 37 5 = 24g E/a !S- 3 71 v °Zx - x 33 ° ree0/6 C-83 2 7 2- /-r) /. 6tS'x 2.1" x l0 7,4G CO /IV %s- 7 & -4 2S`x 6S'" > e'-= 20. r 4G• (SS 7ss xs x,Y Pu Z 6.4z> • . / �8 1- 7S 7 7A p lb c r 7 744- it Prta A _ 7sl , = 60 wI 1Zs zs /s" /e s — /c 60 _ j re. x - a g y c23 . 2 "- 60•Tx.23 / `cs 6 ic 63/ ft of r = 4-9xzx•Ls' - /4. 7 iG + 60,2 [JS 6 - Y7 JOE! NO. JHEE f NO. �� C 07 l 0 -err _w K.M. (JOE) MAW P.E. STRUCTURAL. EWGIWEEh CFAITRAI RUII D K SEATTLE; WASHINGTCN 98104 024 -7146 .PS /G /5/ 14oAz LJS/,r /G I4 zoo £/ /Lt2i,/C Sj•e / x /00' 911/Mo %c ip?66 - 2S a t Ala STRUCTURAL DES,GN SHEr PROJECT still/ y auN Cen/_T OC VO1 Cs.21 . 9Z .s> C0- 7)( - 9d- j //.9 '` DATE JOB NO. DESIs 0 -4° L K M 00E) MAW PE. 'STRUCTURAL ENGNEER STRCION /4I Q S Od SH EE • 5. �� , >rz PAT. . DDS G�J1? JCB p N9 Y . -/f • � SEATTLE WAS ON 98104 624 -7116 LOCATION CLIENT CHECK SHEET G-- 60' cue -L 2 003 4 = 0 - 9' ¢ ' si = 0. 49 ' s s = / ¢ S7 /ZCCC Zctf, #c. s'S/S'Terr/ , G / 2 1'/A 4 4 -1 & ' CWC- 91%/7 C9�✓� -y 8 6 �'�/�7 / U AJ0 cc/ f Z- / (Z , / /q00 0 " 2 f%. Gods 70 Z - 20 � 2cs - ) , 0 0 . z e -zr -S�n - .04 } /- 3 iz• ¢X t/ 9> - / / 7 C SnF.n R tit HR,I ',' S "J 3 t _Crn s ' 2 /S 7 /.3'u '6 6 6' 7 1 ) L /. Z _ .8 K/_ k f, K.M. (JOE) MAW P.E. STRUCTURAL ENGINEER "SEATTLE, WASHINGTON 98104 624-7146 55 :eft /G fto LF d4! & / cl9 .4. v� -sAl> AAnct{ = 3Z 2. 3 2� Z /t0 / /V ,'.df3-e/'Jc STRUCTURAL DESIGN LOCATION CLIENT L 4-1, !/St ,4"ar SHE' ✓ / z ✓ �,1-t '.4 2 h 10 0 X 15) X_ to 30 rota �ei.r nrt rote. E - 7::70'c• szc Z ,542�r,6S /Ai er- O/ 0 Xl , e-et t it X ...r—LA Q 9. 2e6e "ZS /- Z r c ZZ_t7 Icam pf& Lj „„ t /3_3g J /4, ooc Jac- ,- (-6 />'G z,3 i Ave.-6 o n2 /3 t--c, z 9 x Zsj i nn+ 7/ ec2.m/ '€Sr / 3e r0 .V [11,14 k DATE CHECK /00 /c 26/ z '" 9 s -� JOB NO. cC C-I , 'p's sKE 1 G -5 W e W/ P21.21 / a L L 6 7,- 767•-1 z 9' K.M. (JOE) MAW P.E. STRUCTURAL ENGINEER • CEIJTI1AL BU!LaNC SEATTLE, WASHING1ON 98104 624 -7146 e,>[ U NF a' PRC),IFCT LOCATION = /4x73= . Z2 /c STRUCTURAL DESIGN SHEE • CLIENT DATE DESIGN CHECK a/21/,C7: 3224 r i9. �., 22/"9 G0 r /c Ca7 t/ /,S' c 2 z r % y /cc__ r0 ne.4 -css'o /1 d- 3lQ 03 (fl'O fOri 4n -33 ¢a JOB NO. cc -/¢ ? ,./,9/O 4!> Sh EET NQ. 6-4 K.M. (JOE) MAW P.E. I STRUCTURAL DESIGN STRUCTURAL ENGtNEE, CFNTRAI RI I!I (ENG (PROJECT SEATTLE. WASHINGTON 98104 624 -7146 ZDE-f/66'1. 6t n C . Lcp Z--/F 7z /-C kVAor 6 6- zxzx • •6 JF /2-r.-47 1&21G'l-t c /S6 ` 2C/-0 ° 2S- 8.s = /‘, A _ / /, X • 6 . g/€7 z * = g/. 6 7 /•7t /Sex As' EJ z# q LOCATON G/ 1e S64CF Ce rIfY6 =exavi 4- V4 0 ' Give ,p01 4 X 1 3. 3 6 : S 3. 4.2 /3 - 3c CLIENT SHE DATE DESIGN JC B NO. ShtLI NU. CHECK ohs /o d ape-nt. 03 zx 4 °Cr K.M. (JQE) MAW P.E. - STRuccurdL {\ SIRUCTUR�',L Ewc;NEEFh CENTRAL 66'�0'ilG PROJECT �! SEATTLE. WASNI', iO;J 98104 624 -71 46 t G G/t/ /. CipC i 67 = / l � Z cf io _S / c.— e o CLIEN SH Er 7 — x 7 nd C r t/ir@ /2 "OC N a2/1 e9,40 —JO .507 DATE D ION CHECK 4FCB NO. 66 %� /6 At ,4p.Ge..6 �� S K.M, (JOE) MAW P.E. STRUCTURAL ENGINEER STRUCTURAL DESIGN PROJECT SHEET DATE DESIGN JC B NO. CENTRAL BUILDING SEATTLE, WASHINGTON 98104 624 -7146 LOCATION CL1tNT CHECK ,. .-. , SHEET L NO. - 7 ,c. �cx /.s-)c f e, = 2 3/3. 400- M 1-- 5 7 ,0 g -/ , 4 , / r . 77 /3.7 4 g7-' 4sr Wi th 2 g :,1 ¢7 = 2 v o " / K.M. (JOE) MAW P.E. STRUCTURAL DESIGN SHEET DATE JOB NO. 'STRUCTURAL ENGINEER . P .1 : U SEATTLE, WASHINGTON 98104 SHEET NO. 624 -7146 LOCATION CLIENT CHECK I _,j _ • O f/eccie At //Sr.09 4.35- & c 2e BG g sue. c 7H 46 ,v AS 7 I-1 - 7 Aq)e 0 -142 n / Zd" /657 z x ,. 70 A sapptcno 6 2.767 C t, o Kt , /c 4 ,4, 4 o' /.5 1_ /rr5 = /z .. i 8 e, 6% Aleo z �/ x 40, 2c f z , x g -c76 iy,'` e 47 iv t o /sic - c1-" O 4 „eictc /catcCMG , e&G &AGE ©,c 77,4F COMC.1 ZC c t � , tic =[/74• /Z .,/B9 y# /OPO V /e/ /¢ er / 3'i K.M. (JOE) MAW P.E. STRUCTURAL ENGINEER PROJCCT STRUCTURAL DESIGN 5 HEET DATE JOB NO. CENTRAL BUIL DING SEATTLE, WASHINGTON 98104 624-7146 LOCATION CLIENT DESIGN CHECK _ SHEET Li- -. - NO. '-1' _ O -7 XO.3 Co . ✓t pod,Y a a *e C c /..0 Xeci z _ 0.7 0 -3 C-S- Z 0.74 , /6 Zr _ ' 8• Z S C / -4c-f4 d -4t ©Gc -cff2 S Z9' ns� -78 xzZ_GZ7 Z z9 -7 °`7L9eY7(/)(•0() (0(0(09-74) 0 '-712 -77 ix -p IA - /A-/ - ysto -- c Z�/ .�ooa (8)'S K.M. (JOE) MAW P.E. STRUCTURAL ENGINEER STRUCTURAL RESIGN SHEET RATE DESIGN JCS Na SEATTLE, WASHINGTON 98104 624 -7146 LOCATION CUENT CHECK SHEET L— NO. / Q _ emu/` our $7aedera 9 51\/ /' , 2 = 3 •7 C Co,Vn/'Cf'46 ,mac /S 30- ¢ V ,4 /I 6 ,e-9Q C6 "cry C - c,ci/7 4--1 A-r7 O c c cirL //6h ,Lierviz /30GTi7 A s i,u s 7 69 tre to re D - G.S Aevs„, Z 4 (• (o. s) (solo) �6 ¢S C8 S/ t- _ //, S` x /, /G./ C 0/ -7.- K.M. (JOE) MAW PE. CENTRAL 6u1in SEATTLE, WASHINGTON 9811;z: 624-7146 ma 4/ g o la Aci t 8Ato = i60 iVCiliistio to /61 )toit 4?-04 cyO SO /e-/ 2o a 7-8 y Sr7. 84tbc2 t 3 auscc 4 - /614-4_ 0 sic-fog,. CV sx,tcs 3 60 7o rc,/g.„ A1 SWAI 24 '-0 Cl ),elv x = o AI -06 a sek 3z 0./6 /HZ r STRUCTURAL DATE . JOB NO. 7rCirDN 51-FrF.I 0 SHEET NC CHECK = 134 . g 7 4 oic_ SAV7 2 9. V& /e ge9 Inc 094 0 0 )< /a Pi /46/ 57: tf 2 - 6 Ste-rio. K.M. (JOE) MAW P.E. STRUCTURAL ENGINEER CENTRAL BUILDING SEATTLE, WASHINGTON 98104 624 -7146 TO.0 749" M. to KC 423 2- 33zs'— z 6." /ea s= z S= 3z X12 =i6G z � s zo%jX / -33. 6.577 X -gz in' Z ✓S /, &fr br -cu.° - STRUCTURAL DESIGN SHEET PROJECT LOCATION CLIENT DATE DESIGN CHECK J DB NO. SF EET NO. -2- K.M. (JOE) MAW R.E. STRUCTURAL ENGINEER CENTRAL BUILDING SEATTLE, WASHINGTON 93104 624-7146 STRUCTURAL SHEET FKOJECT LOCATION fre-e O tf /6,t/ LO Ar' /4v a Z. zee- z- 6 ° '40/ 37P 4ACM- ZO #6 5G/c C/f'cc% :. L 6f 6 x % 2ve,1: S'L-o DATE DESIGN CHECK L(7-u67= S7.-0 a s!d �s Z.s xt/z 2 -7 .f ki JOB NO. SHEET NO. - Apr 10 06 02:25p Dick Hendry 84/18/2006 13:15 425827771 February 15, 2006 Project No. KE00689A Tukwila Family Fun Caner, LLC 7200 Fun Center Way, #241 Tukwila, Washington 98188 Attention: Mr. Dick Hendry Dear Mr. Hendry: Associated Earth Sciences, Inc. FAX F1 Ce�y ijfiessefSenics Subject: Geonxhnical Engineering Report Update Tukwila Family Fun Center Proposed New Office Building Tukwila, Washington 425- 917 -7512 • r aJe /,.s 4y yzs - d6 3 -stag Fri, _k biettdAi �{2S 2.27 - 72"" Ekr 25t/ t. Py' As requested, this letter reviews and updates our previously published geotechnical engineering report for the planned new office building at the Family Fun Center in Tukwila, Washington. We previously provided a comprehensive geotechnical engineering report :For the project dated July 22, 2003. We understand that the scope of the project has not changed from the scope described in that report. Therefore, the recommendations contained in that report may be applied to the project except as modified in this letter. Seismic Considerations IOdd.od Mice 911 IllihMmae. Since tOa •10dt6.d WA 9a033•P9 (675) E27 --Vol .FI (425) 822 -54224 ma arm .Pi (42512594532• FI (425)252.34011 p• 1 PAGE 02/03 Since our earlier geotechnical engineering report was completed, local jurisdictions have adopted the 2003 International Building Code (!BC) in place of the previously adopted Uniform Building Code. This change has resulted in changes to the seismic design parameters contained in our earlier geotechnical engineering report. We previously completed a liquefaction potential assessment based on a ground surface acceleration of 0.30g. The current IBC indicates that a nine of 0.337 should be used. ha our opinion, the - change in the acceleration value used for the liquefaction analysis will affect the results, but will not affect our recommendations for how to proceed with the design and coast ruction of foundations for the project. In accordance with 2003 IBC Table 1615.1.1 and based on subsurface data described in our earlier report, the site should be considered to be Site Class E. We looked up values for Si and Ss using the 2002 United States Geological Survey data set and the latitude and longitude es ° 9 y -y �/t' '16 C o /IV c b9700 /^ 04/10/2086 13 ;15 4258277701 of the site. We recommend that the site be designed in accordance with an St value of 0.49 eust an Ss value of 1.43. The 2003 IBC also requires that seismic surcharge values be added to lateral design pressures for baciffitled walls. In addition to the lateral earth pressure recommendations presented in our earlier report, we recommend that seismic surcharge values of 4H and 8H pounds per square foot (psf) be added for yielding and non - yielding wall designs, respectively, where H is the height of the wall in feet. The surcharge should be represented by a rectangular distribution, sad should be applied at the mid -point of the wall. Closure It has been our pleasure to be of continued service on this project. Please do not hesitate to call if we can be of further assistance. Sincerely, ASSOCIATED EARTH SCIENCES, INC. ( Kirkland, Washington 25 tA: .. •.r'rx�' w aHnra ' 42 Kurt D. Merriman, P. . Principal Engineer rrawro eo-xinesnr 2 FAX . 00- act - taac PAGE 03/03 February 15, 2006 Project No. KE00689A Tukwila Family Fun Center, LLC 7200 Fun Center Way, #241 Tukwila, Washington 98188 Attention: Mr. Dick Hendry Subject: Geotechnical Engineering Report Update Tukwila Family Fun Center Proposed New Office Building Tukwila, Washington Dear Mr. Hendry: As requested, this letter reviews and updates our previously published geotechnical engineering report for the planned new office building at the Family Fun Center in Tukwila, Washington. We previously provided a comprehensive geotechnical engineering report for the project dated July 22, 2003. We understand that the scope of the project has not changed from the scope described in that report. Therefore, the recommendations contained in that report may be applied to the project except as modified in this letter. Seismic Considerations Since our earlier geotechnical engineering report was completed, local jurisdictions have adopted the 2003 International Building Code (IBC) in place of the previously adopted Uniform Building Code. This change has resulted in changes to the seismic design parameters contained in our earlier geotechnical engineering report. We previously completed a liquefaction potential assessment based on a ground surface acceleration of 0.30g. The current IBC indicates that a value of 0337 should be used. In our opinion, the change in the acceleration value used for the liquefaction analysis will affect the results, but will not affect our recommendations for how to proceed with the design and construction of foundations for the project. In accordance with 2003 IBC Table 1615.1.1 and based on subsurface data described in our earlier report, the site should be considered to be Site Class E. We looked up values for S1 and Ss using the 2002 United States Geological Survey data set and the latitude and longitude of the site. We recommend that the site be designed in accordance with an S, value of 0.49 and an Ss value of 1.43. The 2003 IBC also requires that seismic surcharge values be added to lateral design pressures for backfilled walls. In addition to the lateral earth pressure recommendations presented in our earlier report, we recommend that seismic surcharge values of 4H and 8H pounds per square foot (psf) be added for yielding and non - yielding wall designs, respectively, where H is the height of the wall in feet. The surcharge should be represented by a rectangular distribution, and should be applied at the mid -point of the wall. Closure It has been our pleasure to be of continued service on this project. Please do not hesitate to call if we can be of further assistance. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Kurt D. Merriman, P.E. Principal Engineer KD vid KEoas9A3 Projecu120000689110E\WP 2 Main Identity From: "Kurt D. Merriman" <kmerriman ©aesgeo.00m> To: <kmmaw©earthlink.net> Sent Monday, August 21, 2006 2:46 PM Attach: KE00689A3.doc Subject: KE00689A3 rage lot I 8/24/2006 July 22, 2003 Project No. KE00689A Tukwila Family Fun Center, LLC 7300 Fun Center Way Tukwila, Washington 98188 Attention: Mr. Dick Hendry Subject: Subsurface Exploration, Geologic Hazard, and preliminary Geotechnical Engineering Report Tukwila Family Fun Center Proposed New Office Building Tukwila, Washington Dear Mr. Hendry: We are pleased to present three copies of the above - referenced report. This report summarizes the results of our subsurface exploration, geologic hazard, and geotechnical engineering studies and offers recommendations for the preliminary design and development of the proposed project. This report can be considered "final" if the final design details are consistent with the assumptions presented in this report. We have enjoyed working with you on this study and are confident that the recommendations presented in this report will aid in the successful completion of your project. If you should have any questions or if we can be of additional help to you, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Kurt D. Merriman, P.E. Principal Engineer KDMAd 10300689A2 Projecte12000689UCE\WP. W2K Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report TUKWILA FAMILY FUN CENTER PROPOSED NEW OFFICE BUILDING Tukwila, Washington Prepared for Tukwila Family Fun Center, LLC Project No. KE00689A July 22, 2003 SUBSURFACE EXPLORATION, GEOLOGIC HAZARD, AND PRELIMINARY GEOTECIINICAL ENGINEERING REPORT TUKWILA FAMILY FUN CENTER PROPOSED NEW OFFICE BUILDING Tukwila, Washington Prepared for: Tukwila Family Fun Center, LLC 7300 Fun Center Way Tukwila, Washington 98188 Prepared by Associated Earth Sciences, Inc. 911 5 Avenue; Suite 100 Kirkland, Washington 98033 425- 827 -7701 Fax: 425- 827 -5424 July 22, 2003 Project No. KE00689A Tukwila Family Fun Center Proposed New Office Building Tukwila, Washington 1.0 INTRODUCTION This report presents the results of our subsurface exploration, geologic hazard, and preliminary geotechnical engineering study for the proposed new office building adjacent to the Tukwila Family Fun Center in Tukwila, Washington. Our recommendations are preliminary in that definite building construction details have not been finalized at the time of this report. This report can be considered "final" if the final design details are consistent with the assumptions presented in this report. The proposed building location and approximate locations of the explorations accomplished for this study are presented on the Site and Exploration Plan, Figure 1. Also shown on Figure I are locations of explorations completed in proximity to the current project during past phases of work by Associated Earth Sciences, Inc. (AESI) and others. In the event that any changes in the nature, design, or location of the structure are planned, the conclusions and recommendations contained in this report should be reviewed and modified, or verified, as necessary. 1.1 Purpose and Scone I. PROJECT AND SITE CONDITIONS Subsurface Exploration, Geologic Hazard and Preliminary Geotechnical Engineering Report Project and Site Conditions The purpose of this study was to provide subsurface data to be utilized in the preliminary design and development of the project. Our study included a review of available literature including the following geotechnical and environmental reports: • GeoEngineers, Inc., Report Geotechnical Engineering Services, Family Fun Center, Tukwila, Washington, June 30, 1997 • GeoEngineers, Inc., Phase I Environmental Site Assessment Report, Proposed Family Fun Center, Tukwila, Washington, August, 12, 1997 • Giles Engineering Associates, Inc., Preliminary Geotechnical Engineering Exploration and Analysis, Proposed La Quinta Inn, Interurban Avenue and Grady Way, Tukwila, Washington, March 24, 1998 • Associated Earth Sciences Inc., Subsurface Exploration, Geologic Hazard and Geotechnical Engineering Report, Tukwila Family Fun Center Proposed New Hotel and Office Building, November 15, 2000. This study also included excavation of five additional exploration pits to supplement the earlier information. Much of the information presented in the November 15, 2000 report by AESI was included in this report. 1.2 Authorization July 21. 2003 BWG/M- x500689,97 - P,gkar1200O689 ilwr -wIX ASSOCIATED EARTH SCIENCES INC. Page 1 Tukwila Family Fun Center Subsurface Exploration Geologic Hazard Proposed New Office Building and Preliminary Geotechnical Engineering Report Tukwila Washington Project and Site Conditions Written authorization to proceed with this study was granted by Mr. Dick Hendry by means of a signed copy of our scope of work and cost proposal dated June 23, 2003. This report has been prepared for the exclusive use of Tukwila Family Fun Center, LLC and their agents, for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. No other warranty, express or implied, is made. 2.0 PROJECT AND SITE DESCRIPTION This report was completed with an understanding of the project based on a preliminary building layout and site plan provided by Tukwila Family Fun Center, LLC. We understand that you intend to build a new single -story office building covering an area of approximately 9,700 square feet on the parcel immediately adjacent to the west side of the existing Comfort Suites building. We anticipate that the building will have light foundation and floor loads, although actual structural loads have not been provided to us. The project site is relatively flat, with overall vertical relief of less than 5 feet. The site was shaped to the current configuration by past grading. Existing structures include a sewer pump station south of the planned building, power transmission lines on the east side of the planned building, and a surface water management pond east of the planned building. 3.0 SUBSURFACE EXPLORATION Our field study included excavating five additional exploration pits to supplement information gathered from previous site studies. The various types of sediments, as well as the depths where characteristics of the sediments changed, are indicated on the exploration logs presented in Appendix A. The depths indicated on the logs where conditions changed represent gradational variations between sediment types in the field. Our explorations were approximately located in the field by measuring from known site features shown on the preliminary site plan provided by Tukwila Family Fun Center, LLC. The conclusions and recommendations presented in this report are based on the five exploration pits completed for this study and supplemental information contained in the previous reports by AESI and others cited earlier. The number, location, and depth of the explorations were completed within site and budgetary constraints. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions are sometimes present due to the random July 22, 2003 ASSOCIATED EARTH SCIENCES, INC. asrrw.110068W.Fro«b 200068911EINP- szr Page 2 Tukwila Family Fun Center Proposed New Office Building Tukwila, Washington nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. If variations are observed at that time, it may be necessary to re- evaluate specific recommendations in this report and make appropriate changes. 3.1 Exploration Pits Exploration pits for this phase of work were excavated with a rubber -tired backhoe. The pits permitted direct, visual observation of subsurface conditions. Materials encountered in the exploration pits were studied and classified in the field by a geologist from our firm. All exploration pits were backfilled immediately after examination and logging. Selected samples were then transported to our laboratory for further visual classification and testing, as necessary. 4.0 SUBSURFACE CONDITIONS Subsurface conditions at the project site were inferred from the field explorations accomplished for this study and data from previous reports by AESI and others. As shown on the field logs, the explorations generally encountered fill materials overlying natural alluvial deposits of loose sands overlying medium dense to dense sands. The following section presents more detailed subsurface information organized from the upper (youngest) to the lower (oldest) sediment types. 4.1 Stratigraphv Fill 1 Subsurface Exploration, Geologic Hazard and Preliminary Geotechnical Engineering Report Project and Site Conditions Fill soils (those not naturally placed) were encountered in all explorations. The fill ranged in thickness from 7 to 10 feet in the new exploration pits, and was observed to be 6 feet thick in EB -1 by AESI. Boring GB-2 by GeoEngineers, Inc. ( GeoEngineers) was not specific about the observed depth of fill, although a depth of 10 to 11 feet is suggested. As noted on the exploration logs, the fill consisted of loose to medium dense, moist, brown to black, silty sand with sandy silt, rubble, trace demolition waste, and small amounts of organic material that resembles topsoil. We performed two organic content analyses on selected samples of the fill from the office building area that appeared representative of typical conditions, and found 3.6 and 5.1 percent organic material in the two samples tested. An organic content of 5 percent or less is typically considered inorganic from a construction perspective. Test results are included in Appendix A. It should be noted that explorations in areas east of the current project encountered considerably more and larger rubble in the explorations, as well as more demolition waste, than the explorations in the area of the current project. Alluvium July 22, 2003 BWG/W K50068942 • Pro Jeds120006891Kb1WP • W2K ASSOCIATED EARTH SCIENCES INC. Page 3 Tukwila Family Fun Center Proposed New Office Building Tukwila, Washington Subsurface Exploration, Geologic Hazard and Preliminary Geotechnical Engineering Report Project and Site Conditions Natural alluvial soils beneath the fill materials consisted of loose to medium dense, moist, dark brown to gray, fine sand with traces of silt and occasional lenses of sillier material and gravel. These alluvial soils were deposited by the Green River within the last 10,000 years, according to the Geologic Map of the Renton Quadrangle, King County, Washington," by D.R. Mullineaux, 1965. Our exploration pits only penetrated the upper few feet of this material due to the overlying thickness of fill soils. However, borings completed by AESI and GeoEngineers show that this material is generally medium dense below depths of 30 to 35 feet within the proposed office building area. 4.2 Hydrology Ground water seepage was not encountered in any of our exploration pits completed for this phase of work. EB -1 and the borings completed by Giles Engineering Associates, Inc. (Giles) were completed with mud rotary techniques, and therefore, accurate ground water elevations could not be obtained. However, ground water was noted on GeoEngineers exploration GB -2 in the area of the proposed office building at a depth of about 16 feet. Ground water depths in the proposed hotel area ranged from 5 to 17 feet in explorations completed by other consultants included in GeoEngineers' reports. Two of these previous explorations include monitoring wells completed in November of 1996. Ground water levels were measured at 11 5 and 17.25 feet below the ground surface in GCW -16 and GCW 17, respectively. In general, two types of ground water could be encountered on the site. The first would be a "perched" water table that forms during wet periods of the year above the less permeable strata within the fill soils. Perched water occurs when surface water infiltrates down through relatively permeable soils and becomes trapped or "perched" atop a comparatively impermeable barrier such as the silty layers within the fill. The second ground water horizon may be encountered in excavations that penetrate into the underlying alluvial sands and represent the unconfined regional aquifer. It should be noted that fluctuations in the level of the ground water may occur due to the time of the year and variations in rainfall and adjacent river levels. July 22, 2003 BWG/W - KE00689A2 - Projectr ll0006891 Kb1 WP - W2K ASSOCIATED EARTH SCIENCES INC. Page 4 Tukwila Family Fun Center Proposed New Office Building Tukwila, Washington H. GEOLOGIC HAZARDS AND MITIGATIONS The following discussion of potential geologic hazards is based on the geologic, slope, and ground water conditions as observed and discussed herein. The discussion will be limited to seismic, landslide, and erosion hazards, including sediment transport. 5.0 SEISMIC HAZARDS AND RECOMMENDED MITIGATION Subsurface Faploration, Geologic Hazard and Preliminary Geotechnical Engineering Report Geologic Hazards and Mitigations Earthquakes occur in the Puget Lowland with great regularity. Fortunately, the vast majority of these events am small and are usually not felt by people. However, large earthquakes do occur as evidenced by the 1949, 7.2- magnitude event, the 1965, 6.5- magnitude event, and the February 28, 2001 6.8- magnitude event. The 1949 earthquake appears to have been the largest in this area during recorded history. Evaluation of earthquake return rates indicates that an earthquake of the magnitude between 5.5 and 6.0 likely will occur within the next 8 to 12 years. Generally, there are four types of potential geologic hazards associated with large seismic events: 1) surficial ground rupture; 2) seismically induced landslides; 3) liquefaction; and 4) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. 5.1 Surficial Ground Rupture Generally, the largest earthquakes which have occurred in the Puget Sound/Seattle area are sub - crustal events with epicenters ranging from 50 to 70 kilometers in depth. For this reason, surficial faulting is thought to be relatively uncommon, and knowledge of fault locations is limited. In general, the closest fault with a suspected history of surface rupture is approximately 8 miles to the north, and therefore the risk of surface rupture at the site during a seismic event is thought to be small. 5.2 Seismically Induced Landslides Steep slopes occur along the banks of the Green River, greater than 100 feet to the north of the planned building. However, risk of static or seismically induced landsliding affecting the proposed development is low due the lateral separation between the proposed structures and the river banks. 5.3 Liquefaction July 22, 2003 Bwrr4d - XB0068942 -p ease 0o6891cEIwr - w1x ASSOCIATED EARTH SCIENCES INC. Page 5 Tukwila Family Fun Center Proposed New Office Building Tukwila, Washington July 22, 2003 BWG?d- KB00689A2 - Projeast2000689LtE T P- W2K Subsurface Exploration, Geologic Hazard and Preliminary Geotechnical Engineering Report Geologic Hazards and Mitigations We performed a liquefaction hazard analysis for this site in accordance with guidelines published in Seed & Idriss, 1982; Seed et al., 1985; and Kramer, 1996. Liquefaction occurs when vibration or ground shaking associated with moderate to large earthquakes (generally in excess of Richter Magnitude 6) results in loss of internal strength in certain types of soil deposits. These deposits generally consist of loose to medium dense sand or silty sand that is saturated (e.g., below the water table). Loss of soil strength can result in consolidation and/or lateral spreading of the affected deposit with accompanying surface subsidence and/or heaving. Liquefaction occurs because the soil builds up excess hydrostatic pressure with the application of cyclic shear stresses that are induced by ground motions during an earthquake. If the soil is loose, the water pressure between the soil particles will suddenly increase to a value equal to the confining pressure applied by the weight of soil above the affected zone, resulting in deformations (shear strains in excess of 20 percent). Soil with a "high" risk of liquefaction displays this type of behavior during an earthquake and can result in the sinking or tilting of heavy structures or the floating of light buried structures. If the soil is dense, it develops enough shear resistance to withstand the applied cyclic stresses even with increased pore water pressures. The associated deformations are much smaller, and thus have a "low" risk of liquefaction. However, deformations such as building subgrade soil settlement can still occur to a lesser extent in this soil type. The liquefaction potential is dependent on several site- specific factors such as soil grain size, density (modified to standardize field obtained values), site geometry, static stresses, level of ground acceleration considered, and duration of the event. The earthquake parameters (a Magnitude 7.5 earthquake occurring directly beneath the site with a peak horizontal ground acceleration of 0.30g) used in our liquefaction analyses are in accordance with the recommended parameters set forth in the 1997 Uniform Building Code (UBC) guidelines. Typically, the liquefaction potential of a site is evaluated by comparing the cyclic shear stress ratio (CSR - the ratio of the cyclic shear stress to the initial effective overburden stress) induced by an earthquake to the cyclic shear stress ratio required to ra,LSO liquefaction. As depicted on Figure 2, these parameters can be plotted to show the potential for liquefaction with depth for the subject property. Figure 2 demonstrates that values of CSR calculated based on soil properties at the site are generally higher than values that would be theoretically necessary for liquefaction to occur within the site soils Therefore, our analysis indicates that the site soils have a high risk of liquefaction above a depth of 55 feet. The presence of a 15- foot - thick, non - liquefiable "crust' will substantially reduce the total settlement that would be realized at the ground surface. Surface settlements of several inches are; however, possible. The foundation recommendations contained in this report are intended to reduce the potential for damage due to liquef action - induced settlement, and should result in a structure that can withstand a design level seismic event without collapse or other catastrophic failures. Greater than normal settlements are still possible as a result of liquefaction, and might require substantial repairs (normal settlement is defined in this report as less than 1 inch). If the risk of greater than normal settlement after a seismic event cannot be tolerated, the building ASSOCIATED EARTH SCIENCES, INC. Page 6 Tukwila Family Fun Center Proposed New Office Building Tukwila, Washin on should be supported on foundation piles. We should be allowed to offer situation- specific recommendations for design and construction of foundation piles. 5.4 Ground Motion The project site is located within a Zone 3 rating for seismic activity on a scale of 1 (lowest) to 4 (highest) based on the Seismic Zone Map of the United States, Figure No. 16-2 in the 1997 edition of the UBC. This zonation is based on past earthquake activity in the Puget Sound region. As such, design recommendations in the report accommodate the possible effect of seismic activity in areas with a Zone 3 rating, corresponding to a peak ground acceleration of 0.3g (a Richter Magnitude 7.5 earthquake occurring directly beneath the site), in accordance with UBC guidelines, using soil type SE. 5.5 Landslides 6.0 EROSION HAZARDS AND MITIGATION Subsurface Exploration, Geologic Hazard and Preliminary Geotechnical Engineering Report Geolo • c Hazards and Miti : ations Steep slopes occur along the banks of the Green River, north of the property. However, the risk of slope movement within the banks of the Green River affecting the proposed development is low due the lateral separation (100 feet or more) between the proposed office building and the river banks. To mitigate and reduce the erosion hazard potential and off -site soil transport, we recommend the following: 1. All storm water from impermeable surfaces should be tightlined into approved storm water drainage system or temporary storage facilities. 2. To reduce the amount of soil transport, silt fences should be placed along the site margins. 3. Construction should proceed during the drier periods of the year and disturbed areas should be revegetated as soon as possible. July 22, 2003 ASSOCIATED EARTH SCIENCES, INC. Bwrr1d- ss00689n -r gm vao66esirsiwr- wu Page 7 Tukwila Family Fun Center Subsurface Exploration, Geologic Hazard Proposed New Office Building and Preliminary Geotechnical Engineering Report Tukwila, Washington Geologic Hazards and Mitigations 4. Soils to be reused around the site should be stored in such a manner as to reduce erosion. Protective measures may include, but are not necessarily limited to, covering with plastic sheeting or the use of straw bales/silt fences. July 22, 2003 ASSOCIATED EARTH SCIENCE INC. BRr,M- KEae6s9e2 -h U0606891M9P -w2K Page 8 Tukwila Family Fun Center Subsurface Exp loration, Geologic Hazard Proposed New Office Building and Preliminary Geotechnlcal Engineering Report Tukwila, Washington Preliminary Design Recommendations 7.0 INTRODUCTION III. PRELIMINARY DESIGN RECOMMENDATIONS The site contains some potential soil and foundation - oriented complications, especially with respect to existing fill, loose granular soils susceptible to liquefaction, and moisture- and disturbance - sensitive soils. The conclusions and recommendations in this report are based upon the assumption that the foundations, floor slab, and grading construction are observed by a geotechnical engineer or engineering geologist from our firm. The proposed project is feasible from a geotechnical engineering standpoint using conventional foundations supported by a fill pad beneath the building or short aggregate piers (GeopiersTM). Pavement support on existing fills is possible with some near - surface remedial improvements. Due to the presence of loose surficial soils and the possible need to raise site grades, some settlement of non -pile supported structures and paved areas, however, should be anticipated. 8.0 SITE PREPARATION Site preparation of the office building and road/parking areas should, include removal of all brush, debris, and any other surficial deleterious material. Areas where loose surficial soils exist due to grubbing operations should be considered as fill to the depth of disturbance and treated as subsequently recommended for structural fill placement. Most of the fill encountered in our exploration pits was in a loose to medium dense condition. However, the density, thickness, and rubble content of the fill across the site is variable. We anticipate that the upper loose surficial fill soils, once recompacted or replaced with structural fill, will be adequate for support of pavement and other external surfacing such as sidewalks. However, there will be a risk of long -term damage to these surfaces including, but not limited to, rutting, yielding, cracking, etc. if the uncontrolled loose fill is not completely removed and replaced with compacted structural fill. The risk can be reduced by selective removal and replacement of the most settlement - sensitive near - surface soils. Utilities founded above loose uncontrolled fill that contain abundant rubble are also at risk of settlement and associated damage. The extent of stripping necessary in areas of the site to receive external surfacing, such as sidewalks and pavement, can best be determined in the field by the geotechnical engineer or engineering geologist. We recommend that road and parking areas be proof -rolled with a loaded dump truck to identify any soft spots. If construction is to proceed during wet weather, we recommend systematic probing in place of proof - rolling to identify soft areas of the exposed subgrade. These soft areas should be overexcavated and backfilled with structural fill. July 22, 2003 BWGMd- K&fMMO -Praia t2o00689tKE f -WIK ASSOCIATED EARTH SCIENCE'S INC. Page 9 Tukwila Family Fun Center Proposed New Of jice Building Tukwila, Washington 9.0 STRUCTURAL FILL Subsurface Exploration, Geologic Hazard and Preliminary Geotechnical Engineering Report Preliminary Design Recommendations The on -site fill soils contain a high percentage of fine- grained material which makes them moisture- sensitive and subject to disturbance when wet. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils should be removed and the area brought to grade with structural fill. Consideration should be given to protecting access and staging areas with an appropriate section of crushed rock or asphalt treated base (ATB). If crushed rock is considered for the access and staging areas, it should be underlain by engineering stabilization fabric to reduce the potential of fine - grained materials pumping up through the rock and turning the area to mud. The fabric will also aid in supporting construction equipment, thus reducing the amount of crushed rock required. We recommend that at least 10 inches of rock be placed over the fabric; however, due to the variable nature of the near - surface soils and differences in wheel loads, this thickness may have to be adjusted by the contractor in the field. We recommend a Mirafi 600X. or equivalent woven fabric. All references to structural fill in this report refer to subgrade preparation, fill type and placement, and compaction of materials as discussed in this section. If a percentage of' compaction is specified under another section of this report, the value given in that section should be used. After stripping, planned excavation, and any required overexcavation has been performed to the satisfaction of the geotechnical engineer, the upper 12 inches of exposed ground in areas to receive fill should be recompacted to 90 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. If the subgrade contains too much moisture, adequate recompaction may be difficult or impossible to obtain and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill aitd the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free- draining layer by silt migration from below. After recompaction of the exposed ground is tested and approved, or a free- draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non - organic soil, acceptable to the geotechnical engineer, placed in maximum 8 -inch loose lifts with each lift being compacted to 95 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with current local codes and standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond July 22, 2003 ASSOCIATED EARTH SCIENCES INC. Bwrr w. KEW6Rvu- r„oJecvvOOO689ixsiwr.w2x Page 10 Tukwila Family Fun Center Proposed New Office Building Tukwila, Washington Subsurface Exploration, Geologic Hazar4 and Preliminary Geotechnical Engineering Report Preliminary Design Recommendations the location of the roadway edges before sloping down at an angle of 211:1V (Horizontal: Vertical). The contractor should note that any proposed fill soils must be evaluated by AESI prior to their use in fills. This would require that we have a sample of the material 72 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine- grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture- sensitive. Use of moisture - sensitive soil in structural fills should be limited to favorable dry weather conditions. The on -site soils generally contained significant amounts of silt and are considered moisture- sensitive. In addition, construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free - draining gravel and/or sand should be used. Free- draining fill consists of non - organic soil with the amount of fine - grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction with at least 25 percent retained on the No. 4 sieve. A representative from our firm should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in -place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part -time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing program. 10.0 FOUNDATIONS Due to the presence of existing loose to medium dense fill soils, the building will require remedial site preparation prior to foundation construction. The only way to provide a high level of protection against settlement that could occur during an earthquake is to provide foundation support by using piles that penetrate below soils that could experience liquefaction. The owner has requested the lower cost alternatives presented in this report to reflect the low foundation loads, and with the understanding that an earthquake could cause greater than normal settlement that may need to be repaired. The recommendations contained in this report are expected to result in a building that will survive a design level earthquake with settlement, but the settlement should be more uniform and allow the structure to survive with a low risk of collapse. One alternative method of foundation support is to provide a fill pad that extends below the building pad. If this alternative is selected, we recommend that the entire building pad, extending laterally beyond the building footprint by a distance of 2 feet, be excavated to a depth 2 feet below the base elevation of the planned foundations. The subgrade should then be July 22, 2003 ASSOCIATED EARTH SC IENCES INC. f t ld- ssamcsve- P.j,UOORMPirbiwr -WW Page 11 Tukwila Family Fun Center Proposed New Office Building Tukwila, Washington Subsurface Exploration, Geologic Hazard and Preliminey Geotechnical Engineering Report Preliminary Design Recommendations evaluated as described earlier in the Site Preparation section of this report, and any areas that require additional excavation or repairs should be addressed. A geotextile separation and reinforcing fabric such as Mirafi HS400 or equal" should then be installed to maintain the integrity of the fill that will follow, and distribute foundation loads over underlying subgrade soils. The fabric should be placed in accordance with manufacturer's recommendations for reinforcing applications. The fabric should then be covered with compacted structural fill Consideration should be given to using a coarse - grained fill, especially in the upper foot, to provide . an all weather surface. Course - grained fill could consist of Washington State Department of Transportation (WSDOT) Standard Specification 9 -03.9(3), Crushed Surfacing Base Course. Crushed recycled concrete could also be used. The material should be placed in fl- inch loose lifts and compacted with a smooth drum roller to at least 95 percent of the modified Proctor maximum dry density. Depending on the material used, performance-based testing might be more appropriate than density testing with a nuclear densometer. For foundations constructed above at least 2 feet of compacted structural fill as described, an allowable foundation soil bearing pressure of 1,250 pounds per square foot (psf) can be used for design. Another alternative would be to support the structure on short aggregate piers or GeopiersTM. GeopiersTM are constructed by creating a drilled cavity in the matrix soil and filling the cavity with aggregate that is densely compacted in thin lifts. The compaction typically induces densification in the surrounding matrix soil, and aggregate volumes in excess of the initial cavity volume are expected. Geopierfu are installed along continuous foundation bearing walls and at spread foundation locations, and may be installed beneath slab -on -grade floor areas, if needed. Following installation of Geopierem, the site is finish graded and conventional shallow foundations and floor slabs are constructed above the Geopiersm. The pier subcontractor in conjunction with the project structural engineer should provide the final spacing, depths, and diameters of the GeopiersTM. For project planning purposes, we recommend that the building foundations be designed for an allowable soil bearing pressure of 3,000 psf above properly completed GeopiersTM. Foundations constructed as recommended should experience 1 inch or less total settlement under normal static (non - seismic) conditions, with differential settlement of less than one -half of the total. Settlement under seismic conditions during a design level earthquake could be as much as several inches, but the improvements recommended in this report should reduce the potential for differential settlement. 11.0 LATERAL WALL PRESSURES All backfill behind walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls, which are free to yield laterally at least 0.1 percent of their height, may be July 22, 2003 ASSOCIATED EARTH SCIENCES, INC. DWrv.aoassvo- rroeav0006ssutsWP -Wig Page 12 Tukwila Family Fun Center Proposed New O Building Tukwila, Washington Subsurface Exploration, Geologic Hazard and Prelimtnary Geotechnical Engineering Report Preliminary Design Recommendations designed using an equivalent fluid equal to 35 pounds per cubic foot (pcf). Fully restrained, horizontally backfilled rigid walls, which cannot yield, should be designed for an equivalent fluid of 50 pcf. If perking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in determining lateral design forces. The latent pressures presented above are based on the conditions of a uniform backfill consisting of on -site fill soils comprised of primarily silty sand, free of debris and deleterious materials, and compacted to 90 percent of ASTM:D 1557. A higher degree of compaction is not recommended as this will increase the pressure acting on the wall. A lower compaction may result in settlement of the slab -on -grade above the walls. Thus, the compaction level is critical and must be tested by on firm during placement. Surcharges from adjacent footings, heavy construction equipment, or sloping ground must be added to the above values. Perimeter footing drains should be provided for all retaining walls as discussed under the section on Drainage Considerations. It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the wall. This would involve installation of a minimum 1- foot -wide blanket drain for the full wall height using imported, washed gravel against the walls. 11.1 Passive Resistance and Friction Factors Lateral loads can be resisted by base friction and passive earth pressure acting on the buried portions of the foundations. The foundations must be backfilled with structural fill, compacted to at least 95 percent of the maximum dry density, to achieve the passive resistance provided below. We recommend the following design parameters: • Passive equivalent fluid = 250 pcf • Coefficient of friction = 0.30 The above values include a safety factor of 1.5. 12.0 FLOOR SUPPORT The floor slab should be supported by at least 1 foot of suitable structural fill soils (if GeopiersT' are used) or 2 feet of structural fill if Geopiersn' are not used. The floor should be cast atop a minimum of 4 inches of washed granulithic material or pea gravel to act as a capillary break. It should also be protected from dampness by an impervious moisture barrier at least 10 mils in thickness. Current American Concrete Institute (ACI) code recommends a 2 -inch sand layer July 22, 2003 ASSOCIATED EARTH SCIENCES, INC. swaId- X86068942-I'z*cM2OOO689KE 1 WP -war Page 13 Tukwila Family Fun Center Proposed New Office Building Tukwila, Washington Bruce W. Guenzler, P.E.G. Kurt D. Merriman, P.E. Project Geologist Principal Engineer Attachments: Figure 1: Site and Exploration Nan Figure 2: Liquefaction Analysis (Taken from November 15, 2000 Report by AESI) Appendix A:Exploration Logs (AESI) Laboratory Testing Results Appendix B: Exploration Logs (other consultants) July 22, 2003 BWG/Id - KE00689A2 - Pm/e ct t 20006891 KB I WP - WIK Subsurface Exploration, Geologic Hazard and Preliminary Geotechnical Engineering Report Preliminary Design Recommendations ASSOCIATED EARTH SCIENCES INC Page 16 APPENDIX A Exploration Logs (AESI) Laboratory Testing Results APPENDIX B Exploration Logs (other consultants) • • • Main Identity From: "Kurt D. Merriman" <kmerriman@aesgeo.com> To: <kmmaw(@earthlink.net> Sent Tuesday, August 22, 200611:38 AM Subject family fun center office Per your voice mail, here is the information you were looking for. From our Feb 06 letter: In accordance with 2003 IBC Table 1615.1.1 and based on subsurface data described in our earlier report, the site should be considered to be Site Class E. We looked up values for S and S using the 2002 United States Geological Survey data set and the latitude and longitude of the site. We recommend that the site be designed in accordance with an S value of 0.49 and an S value of 1.43. From table 1615.1.2(1) for site class E and Ss= 1.43, Fs 0.9 From table 1615.1.2(2) for site class E and S 0.49, F =2.4 Please let me know if you need anything else. Kurt D. Merriman, P.E. Associated Earth Sciences Inc. Phone 425- 827 -7701 Fax 425- 827 -5424 Page 1 of 1 8/24/2006 STRUCTURAL CALCULATIONS FAMILY FUN CENTER P^ ""rtt (Vo. RETAIL BUILDING 7100 FUN CE R WAY TUKWI A VA FOR MULVANNYG2 ARCUI 1110112 AVENUE NE, SUITE Mt__ BELLEVUE, WA 98004 BY K.M. MAW ASSOCIATES 810 THIRD AVENUE, SUITE 70 SEATTLE, WASHINGTON 9810 KMM JOB NO. 06-14 MAY 18, 2006 ERPikES 10/24/e fr FILE COPY REVIEWED FOR CODE COMPLIANCE srenroorn SEP 2 9 2006 &4A l� i b 3 end omissions. .t: City Of Tukwila fT I .D7^ DIVISION y3 a8678 8 � o ce `x.2006 $ RECEIVED MIDCLEWN of ot RECEIVED CITY OFT KWILA JUN 06 2006 PERMITCENTER T I' i SE ?.17LL. VjAsH 'i.]T.L t: 9'E1 524 -7146 1 COL ,4-rf27 F71 GA z-44- c, S Zc, K.M. (JOE) 4w,1 v P' I STP.U!;PJRAL rESI?.id S-.1E " DATE r13 o CHECK :EATTLE. 024 -7 atop L /vfLo D r Go /9-0 Oteets7O n/ JD T.' Sb,4 -,s! zsl-o" 5/ tic = si-o %O 7 & CO,4 o= S x( ZOO S z/ YE C - /ZS L-'JOE /8 R Derd /6 /'+1 4 9 t _ 2s i\ )(140- _ WE . 7z ocetic,4/ .Bc -x9—n1 c ir 2s pSl= is Ps/= 4 0 psi 0 ZS - 5 '33 1/Sr pv/.2-X2O j JOB N( HEE h Q-1 vim; pc. STRUCTURAL DESIrThi S. Er DATE S RUCTURAL OF'SrIN CENTS/ V ATTLE. 5:1:1% • •.:::11.1 6244'14'3 B6 gzipfiodn/ G/R4e9ce-rz cr - ng -or-it 45---ge- 141. )c /7 A /0 4 7 n 3 = 5 76 ) - 7 //2 - 33 ? /0/ C /Z x 36= AL JOB NO. %Mr HEE I NC 23 K.M. (JOE) MAW PE D0 /G n/ & AEnt Ce717 /Ggv6i 4447:2 IC150 DA/ 449 T /2.tx3XGo = Z-.; M = 2- 3x,S_c = /2 / 4 ,S = G -3s r 'ECK ?. 3 HEE f NC -3 K.M. (JOE) MAW P.E. STRUCTURAL ENGINEER crerwm. Ru4DING /.D /4-6 B G -G. G0/122 = 2 se >t 40 /L 2 &/7/7 O y%G7 GU/ l�! -so, 4_ a.i = , /zg �, 1/y� /203 x S.,4 h 34 3.6.6 '%/ %in ,ND ni Srn/7 _7Z n3� s. 6,5, 4 /43 STRUCTURAL DESIGN SHEET PROJ ECT SEATTLE, WASHINGTON 98104 624 -7146 LOCATION CLIENT S 7 /4/ 5290 /G/ / /4" -C3? S = /4/ X / Z , fr3 7 ao DATE DESIGN CHECK Sv SUB NU. SF tt l NC n.rvi. (outs IVIHVV rt. STRUCTURAL ENGINEER CENTRAL BUILDING SEATTLE, WASHINGTON 98104 624 -7146 PROJECT L 0 "5 7 ¢07/2 -6 = Sbd CM no 40 Mh 3 3`7.s STRUCTURAL DESIGN SHEET LOCATION CLIENT E P t /rr2E J reb-n f . 9 C0 t1 ,c DATE DESIGN CHECK M: z , 757 t3 Ca 2 8 - yV /2- x z 4 1 'M iu t, NU. =ET N �.M. (JUt) MAW Kt. STRUCTURAL ENGINEER CENTRAL BUILDING SEATTLE, WASHINGTON 98104 624 -7146 F i STRUCTURAL DESIGN SHEET ROJECT LOCATION CLIENT 2 /colt . SnvoWN 0 /2 /Pl C>-igenrAP SA/no Lev = z5 pit •-r- I' z� 27 ./3 /', 2- /'z 3S ° / s`4 / .t /3xz 3 75 - 4_/ 4 = /2 c 3 .r - pcF oc , 4s' ,cam c f-4�-"r /AM - 4. A d = a .s x ¢ _ /8=0" ¢s x /7 7f Z.5 WHO fl, Ac 7 1--fetid/7/7 'b 4 -s -/ 4 — 2- ,s- G - ¢ ^ � 3./ 1z - 3./x/ 7.2/ 4 t w =C4 Xl z - sfz- 337. r" . DATE DESIGN CHECK e=04 N- /Jx 'ex 701 s4 %7 JVtf NU. 7P' "Ain- wiry „^ UCTURAL E L:1 • CENTRAL PUP. !; TILE. WASHIN yJoN 624 -7145 co c itY C octet G /•/ 7- /9 ' »7.• ail-- a/ - 02s - x s ®= zc - R A-_ as/ t 20 , ,a- /.ZS k S t r = 4'•S? X A s - x /S = ¢ G COCA. n0,n 6)42' q 4- <OZI67H = /7 x /, v - C &4' , -4r -' STR ° n! tLC C- 5 ■s x / ` (03/ 7H S# S'#s 0? CP G� f /Z D •$ZXas- xt - S' 2 S' Av - - BL$.•zs' 2sc2 s 4 - t7 /c/ z L = ZSx2:S /a "`' ) 37 s DATE OB NO. 70 IAt CO Az) /S 3 /G I N0 l / LSD /cJS 7S ¢6 . V .,o, z.g- /L s 70 `%/-' /•G zs x2- y ,x 37.-s _ /s 2 3 x 1 - 3 0- 4 G co /C 4 a -o E - MAW pr STPUCT! !c*!_AI r)rS!C1N S TRIJCTURAL EEC":; '7! • CENTRAL BUI(11 EATTLE. WASHING' ToN 931o4 4" 624-7146 74 x ass s/s_67/ /o- ar 14- /irt5) .6 2o x 7c- y 74g9/iD . e x gs,32 .re-ety 2- re' 7 / 4-- c- 60 /41, ;9- 1 E -A x CS >egr .3-, 20 DATE DESIGN CHECK _____ • 4 2 2 7 74'Sr 4 . 6 0 y 2 60-TX.ti t- /c//e- et Pc Cut •3 4 C5 . • z &q zits& CO/ r 49)c Zxs/Se 746 firTh (-6,90 74 JOB NC JHEE r - K.M. (JOE) MAW PE. +(/� 1 STRUCTURAL DES QN Sl E - DATE k. STRUCTURA t ;:Ii' OE . PROJECT _a. re w7 f.��P!'Rdi Fti4fi tY;.i PROJECT � � R . SEATTLE, WASH:NarcN C8104 z - A Pss76 MI) /12 c rn lJ p Zen /G S6 zoo z . S%' /Gd /A/C S /a-e /00 x /oo' 9 /Mrrdi/'7 = C y 9z .s ;Co- 7)f9:0-e 9 JCCS NO. L WE: Ass 77: : a • 4 KM: (JOE) MAW PE. ( STRUCTURAL ENGNEER A L BL, it`,1 SEATTLE, UJASHIN'OTell 98104 624 -7146 S = 0 .49 S = / "9-z S7 /4CCC ZG/tt /AZ Grzai/✓ 7 S'7et c',,,oew'7,6i .2 . 5, Ci neCClG ,na A 0,47V cc/ ,ls'G 2003 _ f O e LOCATION CfS eM. Z - ( -z � /l0000 7�4 z - -o = l L .725' =+ S S p- r ) / - 3 Ev (2 - /• /7G p si id t NEE( rsROSErT C>z- A /. Z Sn _ -87 X/. 2 c t . CI Ir iAIT ,86-2-er_45 4Geococ' > 2 x /:3- 'B6C7 W 111 A8 3s! K.N1. (JOE) MAW P.E.( " - STRUCTURAL DESIGN SHE( STRUCTURAL ENGINEER SEATTLE, WASHINGTON 98104 6247146 /co a - • � iroa iG �o �o L- LOCAT^CN CLIENT USE ,error bt/ J /o_ oo0 /6'_ !'S/o Z, r oo x 20 % /s = go 707€02- <5 =7M7rc tuft 5 - z/O x • z v errg/farteo /a- GencW /'A- i'r-." a/ 4 ¢ . 7S / `` c Lwne-py,G _S7' d Gi /s/e i!. / c. / t. Z S- i� Ag.ffli "/c CSN /•� r0fc /6 /c G,co UC 7 d zc vzs ` /0_08,e AILo ,/to S sz/9s, a 9 x /o • 41 40?,-!/n_srfo DATE ^ CHECK zs! JOB NO. 0C-/f ShcET NO. G -3 (c z 1 ! 767.4 z9 ' K.Vl. (JOE) NM P.E. STRUCTURAL E+\!SNEE C:_; vALtit ".:_ii;G SEATTLE, WASH: fs i ON 98104 6244146 d• PRO. :7CT / /4x/8 2Cz /c'' u /2 G,, =7: ?l/ i¢ -9 r7 STRUCTURAL DESI. N SHEF(' LOGAT =: )N _ __.. r, _ a r • DATE OcS"raN CHECK J03 NO. 0C -11 SF r.ET NC L.J—g 2)/4-6 ro 9 h Z2 - /I G ic--- •- 3) 03 , xci,D %D 602 /oa 41C •33¢x ¢a c 53, �4 4 >/¢.? ,..ivi. touL) Ivy-qv rt --` STRUCTURAL DESIGN SHE STRUCTURAL ENG NEEt, • /� CFNTRAI F�tLi (VW; PROJECT SEATTLE VVASHAGIQiN 98104 624.714b f L.00,t Cr-S /6/ 'J. 6/ k /senn4. Ap (--/E 7z /s /W o G6_ Zxzx. ,6�F 2S— 8.s = /a S _ /de se x , 6 . Q 7-47 /c/ tz- * gi. 6 7 z. .n2- /•77 x /fl' x /S' USE so SA-CF 64r1/YFeuOd 4-% 0 Pz5 . 60eeGot /3.36�g r 4X)&36.- S3. 41 6E DATE DESIGN CHECK JVi3 NV. LI NL .5 r. , r r". (JUtJ WAIN rt. "'' � it': ..iat.17.;1, DL;'.', :air S RUC.: uRAL [N::INEEN SEAfTLE. V:HSN!t:'.1o:4 99104 624 ! ; .. , i ?:.t:T'(; : . ; Gt /U G✓i` /C /. C/pc 4c r /I n /C/ c/ /O - J G' /e— / 7 x7 nd ® /_a> /c SHE wcrE C: iECX Gc/ s @ /7 ”0 0 efrisa s/ WA 7' 6 2 5 510 0 /lam /s I •,. •D IN,J. 6 ( 0 L � ■ STPUCTURA nrcrl r 0 -7..T DATE ii.lb 1 K.M. (JOE) e': PC k r -I I CENTRAL C. ;Lrr.,": SHEE SEATTLE. WASHiPZION c;)1.::. i . - . ,, ,,.:,..; 624-7146 . — / p7/t12J Go.947 eXto - 160 60/34° ft zi 4o ' czno. so • c go zgv te3 s Oct' fc > z, 3 • e Ds 4_ 4-4. o " 514 -Wg C vv s 7 4 ZS sx /720$ -/& /4 -?e9e/x 79,00d - yq >c/a, 3 6 0 4 felt Au1 S/ e-- Sclad9 2 dirorY 6 O /Z M =06 x a ey 4..gz /46/ ecv Siwo 1 t tt = ./C. /01 Zi_Ce 2 - 6 .e-c-riv• 0„r K.M. (JOE) MAW P.E. STRUCTURAL ENGINEER i I i SEATTLE, WASHINGTON 98104 624-7146 li'N 7� frzy-yf--ht#E7 . zenc z L. " /8G 1= z, s =. S ' -'33 z .X 1 Z r / 6G 2 t! Foie 716 ee Js i4 C,,- k .-rted STRUCTURAL DESIGN SHEET DATE LOCATION CLIENT CHECK plc ZOx j x/ -33= -s% 7 ?� /Z 3ZS/Yt3 z '2- L S I- JbB NO. EET NO —Z K.M. (JOE) MAW P.E. T �AL ENGINEER CENTRAL BUILDING SEATTLE, WASHINGTON 93104 624 -7146 ,Benr-e d & 2571 GO A}° /4 /6 - z.z /c STRUCTURAL EET DATE • LOCATION! f`:._. _.____ CHECK Z- 6 A /4-631 .37P 4Acid ZO ,CfC.« LCLt+G7= S/ ' 0 CH-cat Z X / sr •rig: Si , Ste a �� JO t NO. 1 February 15, 2006 Project No. KE00689A Tukwila Family Pun Center, LLC 7200 Fun Center Way, aP241 Tukwila, Washington 98188 Attention: Mr. Dick Hendry Subject: Seismic Considerations Geotechnical Engineering Report Update Tukwila Family Pun Center Proposed New Office Bniiding Tukwila, Washington FAX Associated. Faith Sdences, IIIC. 5 • CettlatenitiatisaiSetvice Since our earlier geotechnical engineering report was completed, load jurisdictions have adopted the 2003 hueneaional Building Code (IBC) in place of the previously adopted Uniform Building Code. Thin change bas resulted In changes to the seismic design parameters corm in our earlier gcotechnical engineering report. We previously completed a ligaefction potential mammal based on a ground surface acceleration of 0.30g. The atrrent MC indicates that a value of 0.337 should be used. In our opinion, the change in die aaxleration vain used tar the liquefaction analysis will affect the results. but will not affect our recommendations for how to proceed with the design and construction of foundations for the project. 'r tt>740 7L» ps&J tfzs- 46 -, izg r e..t i 42ate'07 4fz! - 711 720 6:r ZSLI Dear Mr. Hendry: As requested, this letter reviews and updates our previously published geotechuical engineering report for the planed new office building at the Family Fun Center in Tukwila, Washington. We previously provided a comprehensive geotechniaS cnglneaing report for the project dated July 22, 2003. We understand that the scope of the project has not changed from the scope desccrted in that report. Therefore, the recommendations contained in that report may be applied to the project except as modified in this letter. flU.odOrta• 911 lt*ais. 100.1tiJdmd aa199033 •Pi (425) W 7701 •P1 (125)CJ7- 5121 -- - -•.••.•• •.•• -- .•.+• L. I sewn •P1rt2S1259.052Z•P11A25)252 -N0B PAGE 02/63 In accordance with 2003 IBC Table 1615.1.1 and based on subsurface data described in our earlier report, the site should be considered to be Site Class E. We looked op vanes for Si and Ss using the 2002 United States Geological Survey data set and the latitude and longitude re-lc a 9 `y _ y p / � / 9F COtaiter eefl of the site. We recommend that the site be designed in accordance with an Si value of 0.49 and an Ss value of 1.43. The 2003 IBC also requires that seismic surcharge values be added to lateral design pressures for backfilled walla. In addition to the laurel earth pressure recommendations presented in our earlier report. we recommend that seismic surcharge values of 411 and 8H pounds per square foot (psf) be added for yielding and non - yielding wall designs, respectively, where 8 is the height of the wall in feet. The surcharge should be represented by a rectangular distribution. and sbovld be applied at the mid -point of the wall. Closure Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Pt 'al mo t : v EP ac. 4 lrer 111..r 6 i, :j . Merriman. P.E. Principal Engineer 3 PONMODX061911( RW► It has been our pleasure to be of continued service on this project. Please do not hesitate to call if we cm be of further assistance. FR E copy Family Fun Center Parcel 1 - -- TRAFFIC IMPACT ANALYSIS Prepared for: 112 OFFICE, LLC Prepared by: DAVID EVANS AND ASSOCIATES, INC. H2OF0000 -0001 May 2006 D A V I D EVANS A N D A S S O C I A T E S I N C. PERMANENT FILE COPY ,___( CODE COMPLIANCE SEP 2 9 2006 I City Of Tukll, -�r, I RECEIVED JUL 0 6 2006 TUKWILA PUBLIC WORKS CITY JUN 0 5 2006 PERMIT CENTER t?vloezrZ Family Fun Center Parcel 1 TRAFFIC IMPACT ANALYSIS Prepared for: H2 OFFICE, LLC Prepared by: DAVID EVANS AND ASSOCIATES, INC. H2OF0000 -0001 May 2006 TABLE OF CONTENTS PROJECT SUMMARY 1 TRANSPORTATION INVENTORY 1 ROADWAY SEGMENTS AND TRAFFIC CONTROL 1 2006 TRAFFIC VOLUMES 1 2006 LEVEL OF SERVICE CALCULATIONS WITHOUT PROJECT 1 CONDITIONS WITH THE PROJECT 5 PM PEAK HOUR TRIP GENERATION 5 PROJECT TRIP DISTRIBUTION 5 2006 LOS CALCULATIONS WITH PROJECT 6 IMPACT FEE CALCULATIONS 6 CONCLUSIONS 6 LIST OF TABLES Table I. Study Area Intersections 1 Table 2. 2006 PM Peak Hour LOS at Study Area Intersections Without Project 5 Table 3. Project PM Peak Hour and Daily Trip Generation 5 Table 4. 2006 PM Peak Hour LOS at Study Area Intersections With Project Trips 6 Table 5. Family Fun Center Parcel 1 Transportation Impact Fees 6 Figure 1. Intersection No. 1 - PM Peak Hour Turning Movement Counts 2 Figure 2. Intersection No. 2 - PM Peak Hour Turning Movement Counts 3 Figure 3. Intersection No. 3 - PM Peak Hour Tuming Movement Counts 4 Traffic Impact Analysis Family Fun Center Parcel i LIST OF FIGURES APPENDICES Appendix A — 2006 LOS Calculations Appendix B — Level Of Service (LOS) Criteria Appendix C — Family Fun Center Parcel 1 Trip Generation Appendix D — Project Trip Distribution P:NW 2OF00000001 \06001NFO\0670Reports \Final Report \Final Report 052306.doc Page i May 23, 2006 as is PROJECT SUMMARY r The project consists of a retail development located along the east side of Interurban Avenue South, just north of SW Grady Way in the City of Tukwila, Washington. The 9,700 gross square feet (gsf) of r development will consist of specialty retail uses. Access to the site will be via a driveway on the east side of Fun Center Way. The project will be completed and occupied by 2007. TRANSPORTATION INVENTORY aal Roadway Segments and Traffic Control Primary streets near the project site include Interurban Avenue S, West Valley Highway, SW Grady Way, Southcenter Boulevard and 1 The three intersections most directly impacted by site traffic are shown ar in Table 1. Channelization for these intersections is shown on the traffic analysis worksheets in Appendix A. trl Table 1. Study Area Intersections Intersection i1; Intetsectioo Number Study lotetstcti6as, Control:' Mal 1 Interurban Avenue S at 1405 SB Ramps/Fort bent Way Signalized I 2 Interurban Avenue S at SW Grady Way /Southcenter Boulevard I Signalized 3 West Valley Highway at 1405 NB Ramps/S 156" Street I Signalized 2006 Traffic Volumes W Existing PM peak hour turning movement volumes at the study area intersections were obtained from traffic counts collected by All Traffic Data Services on March 9, 2006. Turning movement counts are shown in Figures 1, 2 and 3, respectively, for the intersections in Table 1. w 2006 Level of Service Calculations Without Project rr The level of service (LOS) was calculated at each study intersection using the Synchro (Version 6) traffic analysis software which is based on the procedures outlined in the 2000 Highway Capacity Manual published by the Transportation Research Board as Special Report 209 (2000). Results of the analyses are shown in Table 2 for existing conditions without the project. LOS calculations for 2006 without the tta project are contained in Appendix A. A description of LOS criteria can be found in Appendix B. M to P: ,h \H2 ^F00000001\06001NFO \0610Re ns \Final R,mMki..1 Re n 052306 .o ar Traffic Impact Analysis Page t May 23, 2006 Family Fun Center Parcel 1 W Figure 1. Intersection No. 1 - PM Peak Hour Turning Movement Counts Peak Hour Summary All Traffic Data IMO Man aea<ue SeMCen Sne. I.405 SB Ran7ps/Fort Dent 7731 Interurban Ave &1-406 SB Ramps/Fort Dent Way 64 64 351 4 Approach PHI= NV% Volume Es 0 93 7.2% 469 WB 0.79 0.4% 227 NI3 0.92 52% 1,434 S8 090 5.9% 1,352 Intersection 097 5.4% 3,482 Count Period 4:00 PM to 6:00 PM 4:15 PM to 5:15 PM Tuesday, May 09, 2006 113521 158 1148 46 9 1662 at la a 665 an 754 175 1434 24 6o 153 227 1-405 SE Ramps/Fott Dent Way Traffic Impact Analysis Family Fun Center Parcel 1 P:\h H2OF000000o1 ,06O0!`!FO\0670Reports \Final Report\Final Report 052306.doc Page 2 May 23, 2006 Peak Hour Summary All Traffic Data NS MIS - S ur ,no Soutfcenter Y W Skew P OO 2114)00 LaJ 149 760 154 9 Approach PHF HY% Yotune ES 0.95 2.7% 1,093 WE 0.94 2.3% 1,612 148 0.95 4.0% 1,162 88 0.96 5.9% 1,554 Intersection 0.98 3.9% 6311 Count Period 4:00 PM to 6.:00 PM Interurban Ave & Grady Way 4:45 PM to 5:45 PM Tuesday, May O9, 2006 1561 284 909 361 1284 1416 e2 ( 628 11621 699 722 191 1612 1613 Grady Way Traffic Impact Analysis Family Fun Center Parcel 1 Figure 2. Intersection No. 2 - PM Peak Hour Turning Movement Counts P: U\ H2OF00000001 0600INFO \067uRepor,;lrinal Report \Final Report 052306.doc Page 3 May 23, 2006 Traffic Impact Analysis Family Fun Center Parcel 1 Figure 3. Intersection No. 3 - PM Peak Hour Turning Movement Counts Peak Hour Summary All Traffic Data OM 111•S011011$0 Ser, . Ine. 4015 NB Ramps '803 62651 222 16 368 4 1 Approach PHF NV% Volume E6 096 6.9%e 825 WS 0.58 2.9% 35 NB 0.98 3.9% 1,408 813 0.96 6.2% 1,355 Intersection 087 5.7% 3,421 Count Period: 4:00 PM to 6:00 PM West Valley Hwy & 156th St 4:15 PM to 5:15 PM Tuesday, May 09, 2006 1366 286 1034 9 1437 1115 15 1406 616 ( 874 4 4 1 F 18 1 16 as 66 156th St P: U\ H2OF00000001 \0600INFO\O670Repons\Final Report \ Fir..:.nepott 052306.doc Page 4 May 23, 2006 ITE Trip G eneration ..La Use Codg , , - t Land Use ,Pass -bY +]Vet New PM Peak Hou e duction ..;, to Intersection D / (42.2) 814 Specialty Retail Center (9,700 gsf) 20% 9 12 21 Intersection E / (77.2) Weekday Average Daily Traffic (ADT) 172 172 344 u(er5eeboo n(nber St udylasseci s o ir le ,,. t 14fOvemeat `� ' Lt (4e 1 Interurban Avenue Sat I -405 SB Ramps/Fort Dent Way Intersection D / (42.2) 2 Interurban Avenue S at SW Grady Way /Southcenter Boulevard Intersection C / (32.1) 3 West Valley Highway at 1-405 NB Ramps/S 156 Street Intersection E / (77.2) Table 3 shows the proposed retail development will add 344 net new daily trips to the roadway network on an average weekday and 21 net new trips (9 entering and 12 exiting the development) during the PM peak hour. Project Trip Distribution Access to the proposed project site is through an existing driveway on Fun Center Way. Fun Center Way intersects with both Interurban Avenue S and SW Giddy Way, but each intersection has raised channelization in place to limit movements to and from Fun Center Way to right -tums only. This limitation forces project traffic into some out -of- direction travel in order to access the site. The estimated general distribution of projects trips is 5 percent to and from the north, 40 percent to and from the east, 15 percent to and from the south, and 40 percent to and from the west. The diagrams in Appendix D show the estimated distribution of specific project trips entering and exiting the site in the PM peak hour. P:\hVnOF00000001 \06001NFO 0670Reports\Final Report\Final Report 051306. &.. Traffic Impact Analysis Page 5 May 23, 2006 Family Fun Center Parcel I ? Intersection : - Critical " Movement 2006 Without Project LOS / (Delay)' ' 2006'WitI* I.'To,}pct Interurban Avenue S at 1 -405 SB Ramps/Fort Dent Way Intersection D / (42.2) D / (42.8) Interurban Avenue S at SW Grady Way /Southcenter Boulevard Intersection C / (32.1) C / (32.2) West Valley Highway at 1 -405 NB Ramps/S 156 Street Intersection E / (77.2) E / (78.1) 1'roposed- LandUse�, > -; - Square Feet Proposed na Zone l,Impact Fit: - Jper $quareFoot' "- ��- forDcvclopment ITE LUC 814 — Specialty Retail 9,700 51.19 511,543 LOS calculations were made with project trips added to the existing intersection volumes shown in Figures 2, 3 and 4. As shown in Table 4, the additional project trips have a very minor impact on traffic operations at the three study intersections. LOS calculations for 2006 with the project are contained in Appendix A. on the location and proposed land use of the development. P:U\H2OF00000001 \06001NFO 0670Repor•s\Final Report\Final Report 052306.doc Page 6 May 23, 2006 APPENDIX A - 2006 LOS CALCULATIONS HCM Signalized Intersection Capacity Analysis 1 *: Fort Dent Way & Interurban Avenue Lane Configurations 4 F , , V9 41, 'i Ideal Flow (vphpl} 1900 ::1900 .4. 1900 ;1900. 1900 . .1900 1900 .1900 -.1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane tltil. Factor: 100 1.00 1.00 ; 1.00" ' 0:97 0,95 1.00 Frt 1.00 0.85 1.00 0.95 1.00 0.98 1.00 FR Protected ? 0:98 1i00- - 0,95 .- 1.00 `:: •= 0x95 1.00 - 0:95 Satd. Flow (prot) 1817 1583 1770 1773 3433 3469 1770 Fit Permitted 0.98 1.00 095 100 0.95 1.00 0.95 Satd. Flow (perm) 1817 1583 1770 1773 3433 3469 1770 Volume (vph) 54 , 54 . , -361 153 50 24 565 754 . 115 , 46 Peak -hour factor, PHF 0.93 0.93 0.93 0.79 0.79 0.79 0.92 0,92 0.92 0.90 Adj. Flow (vph) 68 - 58 • no 194 63 : - -4 30» 814 '. ' 820 125 51 RTOR Reduction (vph) 0 0 235 0 19 0 0 14 0 0 Lane Group Flow (vph) 0 -:. 118 i` "153 194 74 . 0 : ...614- > 931 0 - 51 Tum Type Split Perm Split Prot Prot Protected Phases 4 4 8 : 8 5 2 1 6 Permitted Phases 4 8 Actuated Green. 'G (s) 10.0 10.0 10.0 10,0 17.0 48.0 6.0 37.0 37.0 Effective Green, g (s) 10.0 10.0 10.0 10.0 17.0 48.0 6.0 37.0 37.0 Actuated g/C Ratio 0.11 0.11 0.11 0.11 .0.19 ' :0.53 0.07 0.41 :0.41 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap(vph); 202 176 197 - 197 :648 1850 .118 1394 592 v/s Ratio Prot 0.06 c0.11 0.05 c0.18 0.27 0.03 c0,38 v/s Ratio Perm 0.25 vlc Ratio 0.57 0.87 0.98 0.38 0.95 0.50 Uniform Delay, dl 38.0 • 39.4 39.9 37.1 38.1 13.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.3 40.7 60,3. . 5.4 24.6 1.0 Delay (s) 49.3 80.0 100.2 42.5 60.6 14.4 Level of Service p F F D : .' - B Approach Delay (s) 73.0 81.5 32.6 Approach LOS E F C Pr't"' r fa tt7ritiria ,C HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 42.2 1.11 90.0 74.7% 15 5/19/2006 S:\ TRANS\ jigul HZF0000000011ExistingPMPeak.sy7 David Evans and Associates, Inc. HCM Level of Service Sum of lost time (s) ICU Level of Service Existing Conditions Family Fun Center Development P • 16.0 D 1900 4.0 .0.91. 1.00 1.00 3390 1:00 3390 1148 0.90 1276 0 1276 1900 4.0 0,91 0.85 100 1441 1,00 1441 158 0.90 :176 90 -86 Perm 0.12 0.43 0.92 0.15 40.4 25.0 16.6 1.00 1.00 1.00 11.1 10.9 0.5 51.5 35.9 17.1 D D B 34.2 c. Synchro 6 Report Page 2 HCM Signalized Intersection Capacity Analysis 2111: SW Grady Way & Interurban Avenue Airaitrat Lane Configurations Ideal Flow (vphpft Total Lost time (s) Lane Util. Factor Fri Fi1 Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Volume (vph) Peak-hour factor, PHF Adj. Flow (vph) ; RTOR Reduction (vph) Lane Group Flow (vph) Tum Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm vlc Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Irirat7,Srni ,,,„„, HCM Average Control Delay 32.1 HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 0.87 74.5 74.6% 15 5/18/2006 SATRANS \tigulHZFO00000001 ExistingPMPeak.sy7 David Evan and Associates. Inc. 2 8.8 18.8 27.8 10.7 20.7 34.7 5.0 19.Ct 19.0 8.8 18.8 27.8 107 20.7 34.7 5.0 19.0 19.0 0.12. 0.25 0,37 0.14 028 0.47 :0.07 0.26 0.26 4.0 4.0 4.0 4.0 4.0 4.0 4.0 3.0 3.0 3.0 3.0 209 893 591 254 983 737 119 903 404 0.09 0.23 0.12 c0.11 0.22 c0.40 0.05 0.20 0.26 0.75 0.90 0.26 0.80 0.78 . 0.81 0.72 0.79 .. 0.63 31.8 26.9 16.2 30.9 24.8 17.0 34.1 25.9 24.6 too 1.00 1.00 too 1.00 1.00 1.00 1.00 1.00 14.1 11.5 0.2 16.0 4.1 6.5 19.4 7.0 7.3 45.9 38.4. 18.4 ,46.8 28.9< 23.5 53.5 32.9 3t9 D D B D C C D C C 29.0 34.0 D C C HCM Level of Service SUM of lost time (s) ICULevel of Service Existing Conditions Family Fun Center Development ugsia 'I r +t r 4+ r t+ 1900 1900 =4900 1900 -1900 loco 1900 loco 1900 low 1900: 1900 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 t00 dos too tob dos lb° 1.00- 0:95- 1.60 <097 0.95 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.65 095 too 100 0.96 too !too ,.. 0.05 100 100 0,95 . 1.00 toe 1770 3539 1583 1770 3539 1583 1770 3539 1583 3433 3539 1583 0 95 1.00 1.00 0.95 = 1.00 1 iloo 1.00 1.00 0.95 1.00 ' 1.00 1770 3539 1583 1770 3539 1583 1770 3539 1583 3433 3539 1583 149 760 184 . 191 722 599 82 678 392 361 0.95 0.95 0.95 0.94 0.94 0.94 0.95 0.95 095 0.96 ;151 ..... 800 194 203 768 637 86 714 413 376 0 0 43 0 0 42 0 0 158 0 157 800 151 203 .168 595 86 714 255 376 Prot pt+ov Prot pt+ov Prot Perm Prot 7 4 4 5 8 8 1 8.0 0.96 0.96 947 296 0 199 947 ' 97 Perm 6 6 10.0 24.0 24.0 10.0 24.0 24.0 0.13 0.32 0.32 4.0 4.0 4.0 3.0 3.0 3:0 461 1140 510 0.11 0.19 0.82 0.83 0.19 31.4 23.4 18.2 1.00 1.00 1.00 10.7 7.1 0.8 CO 30.5 ; 19.1 D C 31.1 - c Synchro 6 Report Page 6 HCM Signalized Intersection Capacity Analysis SS: 156th Street & West Valley Highway ;;EZW Rai:s '1 ilacittSta-: Lane Configurations Ideal Flow (xPlIPO Total Lost time (s) Lane Util.Factor Frt Fit Protected Sabi Flow (prot) Flt permitted f- Satd. Flow (perm) Volume (vph) ; Peak-hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) 4 f 4 tit 1900 1900 1900; 1900 1900 1900 ' 1900 1900 1900 4.0 4.0 4.0 4.0 4.0 4.0 4.0 140 -14301 1.00 100 1.00 0.95 1,00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1 0.96 1.00' - 0.98 1,00 ;0.95 .1.,00 1.00 1780 1583 1780 1583 1770 3539 1583 Lane Group' Flow (vph) 0» 247 404 Tum Type Split Free Protected Pha:ses Permitted Phases Free Actuated Green, G (s) 17.0 150.8 Effective Green, g (s) 17.0 150.8 Actuated g/C Ratio 0.11 1.00 Clearance Time (s) 4.0 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 201 Ms Ratio Prot c0.14 v/s Ratio Perm v/c RatiO Uniform Delay, dl Progression Factor incremental Delay. d2 Delay(s) Level of Service Approach Delay (s) Approach LOS HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Imersection Capacity Utilization Analysis Period (min) c Critical Lane Group fe 4- k- 4\ 0.98 1.00 0.96 too 0.96 too too' 1780 1583 1780 1583 1770 3539 1583 222: 15 -388 , 1 -19 .516» »874»»±16 0.96 0.96 0.96 0.58 0.58 0.58 0.98 0.98 0.98 231 " 16 404 . 428 2 , 33? •! .892 ' 16 0 0 0 0 0 33 0 0 2 0 28 / 0o±»tz7 l 4892 4 14 Split Perm Prot Perm 8 , 8 2 2.0 2.0 38.0 109.6 109.6 2.0 2.0 38.0 109.6 109.6 0.01 0.01 0.25 0.73»»' 0.73 4.0 4.0 4.0 4.0 4.0 3.0 3.0 3.0 3.0 3.0 1583 24 21 446 2572 1151 0.02 " itA30 - 025 0.02 0.01 1.17 0.02 1.18 0:35 0.01 0.49 1.12 74.4 73.4 56.4 7.5 5.7 70.8 36.5 1.90 Imo too 1.00 - 1.00 1.00 1.00 239.4 0.4 102.6 0.4 0.0 5.2 68.2 313.8 .73.8 159.0 -7.9 5.7 75.9 :1043 F E F A A E F 184.0 86.1 F E 026 123 026 66.9 0.0 1.00 1.00 138.7 0.4 205.6 0.4 F A 782 E 4 1:44- 77.2 1.16 150.8 112.8% 15 5/18/2006 SATRANSljjgulHZFO000000011ExistingPMPeak.sy7 David Evans and Assoactes, Inc. t HCM Level of Service Sum of !psi time (s) . , ICU Levetor Service Existing Conditions Family Fun Center Development 16.0 1900 f 1900f. 1900 4.0 4.0 4.0 ' 1,00 ' 100 .1.00 1.00 1.00 0.85 026 1'.00 1.00 1770 1863 1583 ,? 1.00 1.00 1770 1863 1583 35 1034 286 0.96 0.96 0.96 36 1077 298 0 0 139 36 1077 '159 Prot Perm 1 6.2 77.8 6.2 77.8 0.04 0.52 4.0 4.0 73 961 0.02 c0.58 6 77.8 77.8 0.52 4.0 3.0 817 0.19 0.19 19.6 0.5 20.2 Synchro 6 Report Page 2 HCM Signalized Intersection Capacity Analysis Added Trips Family Fun Center Development t It Fort Dent Way & Interurban Avenue ,< Mviiement /...,;.3t rw E8T ,mF[ CNEYLI'" Lane Configurations 4 r Ideal Flow (vphpl) 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 Frt 1.00 0.85 1.00 Flt Protected 0.98 1.00 0.95 Satd_ Flow (prot) 1817 1583 1770 Fit Permitted 0.98 1.00 0.95 Said. Flow (perm) 1817 1583 1770 Volume (vph) 54 54 364 155 Peak -hour factor. PHF 0.93 0.93 0.93 0.79 Adj. Row (vph) , 58 58 391 196 RTOR Reduction (vph) 0 0 239 0 Lane Group Flow (vph) 0 116 152 196 Turn Type Split Perm Split Protected Phases 4 4 8 8 Permitted Phases 4 Actuated Green, G (s) 10.0 10.0 11.0 11.0 Effective Green. g (s) 10.0 10.0 11.0 11.0 Actuated g/C Ratio 0.11 0.11 0.12 0.12 Clearance Time (s) 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 202 176 216 217 v/s Ratio Prot 0.06 c0.11 0.05 v/s Ratio Perm v/c Ratio Uniform Delay, di Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Surninary HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 0.25 0.57 0.86 0.91 0.34 38.0 39.3 39.0 36.2 1.00 1.00 1.00 1.00 11.3 39.3 41.1 4.2 49.3 78.7 80.1 40.4 D E F D 71.9 67.3 E E 42.8 1.11 90.0 74.9% 15 5/22/2006 S \T RANS\ jjgu \HZFO000000011AddedTrips.sy7 David Evans and Associates, Inc 4-- 1900 4.0 1.00 0.95 1.00 1773 1.00 1773 50 0.79 63 19 74 4 \ t t ` ► 1 Mar: iltilaffsarafel4MSOPIZSBR Sum of lost time (s) ICU Level of Service 1900 1900 1900 1900 1900 1900 1900 4.0 4.0 4.0 4.0 4.0 0.97 0.95 1.00 0.91 0.91 1.00 0.98 1.00 1.00 0.85 0.95 1.00 0.95 1.00 1.00 3433 3468 1770 3390 1441 0.95 1.00 0.95 1.00 1.00 3433 3468 1770 3390 1441 24 570 755 117 46 1148 158 0.79 0.92 0.92 0.92 0.90 0 90 0.90 30 620 821 127 51 1276 176 O 0 14 0 0 0 91 O 620 934 0 51 1276 85 Prot Prot Perm 5 2 1 6 17.0 47.0 17.0 47.0 0.19 0.52 4.0 40 648 1811 c0.18 0.27 0.96 0.52 36.1 14.1 1.00 1.00 26.2 1.1 62.3 15.1 E t3 33.8 C HCM Level of Service D 16.0 0 6 6.0 36.0 36.0 6.0 36.0 36.0 0.07 0.49 0.40 4.0 4.0 4.0 118 1356 576 0.03 c0.38 0.12 0.43 0.94 0.15 40.4 26.0 17.2 1.00 1.00 1.00 11.1 13.9 0.5 51.5 39.9 17.8 D D B 37.7 D Synchro 6 Report Page 2 HCM Signalized Intersection Capacity Analysis SW Grady Way & Interurban Avenue Added Trips Family Fun Center Development t r r .f„414" • t• 2."'"="gi. 3 ...!'""-itit5"" 2 "ii=q6:litiaWS. Lane Configurations r 1 44 Ideal Flow (vph01) t •• if• 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. rebtor 100 095 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 1.00 Flt Protected =• • " 095 `too 14,0 bog 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3539 Flt Permitted O95 j: = 1.p0 0.93 "1.00 Satd. Flow (perm) 1770 3539 1583 1770 3539 Volume (vph) 149 760 184 194 723 Peak-hour factor, PHF 0.95 0.95 0.95 0.94 0.94 Adj. FloW (vph) 157 800 194 206 760 RTOR Reduction (vph) 0 0 39 0 0 Lane Group flow (Vph) 157 800 155 206 ; 769 Tum Type Prot pt+ov Prot Protected Phases r7 4 : 45 3 Permitted Phases Athiated Gnaisn, G (s) - 8.0 18.9 • 27.9 Effective Green, g (s) 8.0 18.9 27.9 Actuated g/C Ratio (7.11 0.25 0.37 Clearance Time (s) 4.0 4.0 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap (vph) 190 897 592 v/s Ratio Prot *09 0.23 0.12 v/s Ratio Perm v/c Ratio 0.83 0.89 Uniform Delay, dl 32 6 26 9 Progression Factor 1 t00 100 Incremental Delay, d2 24.4 11.1 Delay (s) 1 57.1 38.0 Level of Service E D Approach Delay (s) 36.9 Approach LOS ' (=• 11`,W HCM Level of Service 4 c HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity utilization Analysis Period (min) c Critical Lane Group 32.2 0.92 74.6 74•9% 15 522/2006 SATRANS NjjgutFIZE000000001tAddecfrrips.sy7 David Evans and Associates, Inc. pl+ov 8 81 10.7 21.6 35.6 10.7 21.6 35.6 0.14 029 0.48 4.0 4.0 3.0 254 1025 755 c0.12 0.22 c0.40 0.26 0.81 015 0.80 162 31.0 24.1 16.5 1,00 1.00 4.00 1.00 0.2 17.5 3.1 6.2 16.4 48.5 272 22:7:; B D C C 28.1 Sum of lost time (s) ICU Uivel of Senrice r ft r r A900 1900 1900 1900 1900 luau 1900 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.00 „too ass 4.00 2.97 02,5, :IA 0.85 1.00 1.00 0 85 1.00 1.00 0.85 too 0.95 1.00 1.00 a9s 1.00. 4.00 1583 1770 3539 1583 3433 3539 1583 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1583 1770 3539 1583 3433 3539 1583 82 686 392 362 913 284 0.94 0.95 0.95 0.95 0.96 0.96 0.96 86 722 413 377 951 296 33 0 0 157 0 0 198 86 722 256 1:377 1351 98 Prot Penn Prot Perm 6 ' 1 6 2 6 5,049:0* 19.0 10.0 24.0 24.0 5.0 19.0 19.0 10.0 24.0 24.0 o.o7*:0.251 A25 0.130S2' 0.32 4.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 10 = 3.0 3.0 3.0 119 901 403 460 1139 509 0.05 0:20 0.26 0.19 0.72 0.8D 0.64 022 0.83x 0,19 34.1 26.0 24.7 31.4 23.5 18.3 1.00 1.00 1.00 1.00 1.00. ' 1.00 19.4 7.4 7.5 10.9 7.3 as 53.5 33.5 32.2 42.3 30.7 19.1 D C C D C B 34.5 31.3 12.0 D Synchro 6 Report Page 6 Lane Configurations 4 f 1 fvPho0 1 900. '1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane ptil. FactOr 1 Frt 1.00 0.85 Fit Protected, „ C06 100 , Satd. Flow (prot) 1779 1583 Flt Permitted 1.00 Satd. Flow (perm) 1779 1583 Volume (vph) 226 15 388 15 Peak-hour factor, PI-IF 0.96 0.96 0.96 0.58 Adj. Flosv (vph) 235•16 404 26 RTOR Reduction (vph) 0 0 0 0 Lane Group Flow (vph) 0 251 404 0 Tum Type Split Free Split Permitted Phases Free Actuated Green, G(s)• 18S150.8 Effective Green, g (s) 18.0 150.8 Actuated gC Ratio 0.12 1.00 Clearance Time (s) 4.0 Vehicle Extension (6). ;1 10 Lane Grp Cap (vph) 212 1583 v/s Ratio Prot c0.14 v/s Ratio Perm 0 26 v/c Ratio 1.18 0.26 Uniform Delay, d1 66.4 0.0 Progression Factor 1.00 .100 Incremental Delay, d2 120.4 0.4 Delay (s) 180. 0.4 Level of Service F A Approach Delay (s) 71.8 Approach LOS HCM Signalized Intersection Capacity Analysis 3 It 156th Street & West Valley Highway " ers HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity tnitization - Analysis Period (min) c Critical Lane Gitup - -- k 4 - 78.1 1.17 1508 113.0% 15 5/22/2006 SATRANS \figtAHZFO000000011Addedirips.sy7 David Evans and Associates, Inc. Added Trips Family Fun Center Development r ++ r t Iw o low 1900 1900 :1900 1900 isoo 1900 4.0 4.0 1 .0 0 1 -00 1 029 1 1- 00 4 0 0 51 100 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1780 1583 1770 3539 1583 1770 1863 1583 0.96 1.00 0.95 1.00 '4.. 1,00 1.00 1780 1583 1770 3539 1583 1770 1863 1583 1 -22 518 :875 18 38 1035 289 0.58 0.58 0.98 0.98 0.98 0.96 0,96 0.96 2 38 327 -ttgi 16 40 1078 301 0 37 0 0 2 0 0 140 28 Yt. 893 14 - 40 1078' 161 Perm Prot Perm Prot Perm 1.17 74,4 1 -O 239.4 313.8 F 1757 F HCM Level of Service 8 2 6 2.0 38.0 108.0 6.8 76.L- 76:8 2.0 2.0 38.0 108.0 108.0 6.8 76.8 76.8 0.01 0.01 0.25 0.72 - 0.22 0.05 0.51 0.51 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 3.0 3.0 3.0 3.0 3b 3.0 24 21 446 2535 1134 80 949 806 0.02 0.02 caw 0.02 0.01 0.19 0.02 73.4 56.4 8.1 6.1 70.3 37.0 20.2 1.00 too too too toa , too - too 0.5 102.6 0.4 0.0 4.8 74.2 0.6 73.9 159.0 8.5 6.1 75.2 1112 20,8 E F A A E F C 63.7 91.0 E F Sum of lost time (s) CU Level of Service 1.18 E 16.0 Synchro 6 Report Page 4 APPENDIX B - LEVEL OF SERVICE (LOS) CRITERIA ■ LEVEL OF SERVICE CRITERIA Level of service (LOS) is a qualitative measure describing operational conditions within a traffic stream and the perception thereof by road users. For unsignalized and signalized intersections, LOS is defined in terms of delay, which is a measure of driver discomfort and frustration, fuel consumption, and lost travel time. There are six LOS levels ranging from LOS A to LOS F, with LOS A representing the best operating conditions and LOS F the worst. Specifically, LOS criteria are stated in terms of the average stopped vehicle delay for a peak 15- minute analysis period, factored to a MI hour, for the intersection as a whole. Table C -1 provides the LOS criteria for both signalized and unsignalized intersections. Table C -1: Level of Service Criteria sigh lit r ul Delayl a icle C ontrol Delav/Veh c A 5 10.0 seconds B 10.1 to 20.0 seconds C 20.1 to 35.0 seconds D 35.1 to 55.0 seconds c 5 10.0 seconds Little or no delay 10.1 to 15.0 seconds Short traffic delays 15.1 to 25.0 seconds Average traffic delays 25.1 to 35.0 seconds Long traffic delays E 55.1 to 80.0 seconds 35.1 to 50.0 seconds Very long traffic delays F > 80.0 seconds > 50.0 seconds • *When demand volume exceeds the capacity of the movement, extreme delays will be encountered with queuing which may cause severe congestion affecting other traffic movements in the intersection. SOURCE: 2000 Highway Capadry Manual (TRB SR 209, 2000) For signalized intersections, delay is a complex measure and is dependent upon a number of variables, including the quality of progression, the cycle length, the ratio of green signal time to total cycle length, and the volume -to- capacity ratio for the lane group in question. The level of service criteria for unsignalized intersections are somewhat different from the criteria used for signalized intersections. The primary reason for this is that drivers expect different levels of performance from different kinds of transportation facilities. The expectation is that a signalized intersection is designed to carry higher traffic volumes than an unsignalized intersection. Additionally, several driver behavior considerations, such as driver attentiveness and delay, combine to make delays at signalized intersections Tess onerous than at unsignalized intersections. For these reasons, it is considered that the total delay threshold for any given level of service is less for an unsignalized intersection than for a signalized intersection. APPENDIX C - FAMILY FUN CENTER PARCEL 1 TRIP GENERATION Family Fun Center Parcel 1 Trip Generation Gross Total Minus Internal Trips (0%) Minus Pass -by Trips (20%) Net Total 429.9 0.0 -86.0 343.9 6.1 0.0 -1.2 4.9 3.9 10.0 0.0 0.0 -0.8 -2.0 3.1 8.0 1t6 0.0 -2.3 9.3 14.7 26.3 0.0 0.0 -2.9 -5.3 11.8 21.0 P N l2OrO 00000110600INF0`0670ReporlsOnf ReporMppends Gs4 5123/2006 APPENDIX D - PROJECT TRIP DISTRIBUTION 0*- f=4 00520_ DAVID EVANS L AND ASSOCIATES INC• B __YO0 D JOB DI:SCPPTON F¢.4s4\M N AI- SHEET _ Oc SHEETS CALCULATION FMT21.Seksnt.....ryt. S,.&1_ EtiMA s*; CHECKED By DATE if4TER k 15k0 t - 4 0 S SS 0 3 1 Sokrniczt41 SLA/1> 0 0 en 0 1 1- 4 1-05 4 A WEST vfo-I-Q 0 —7 (54i 51 JN F 0000 0001_ DAVID EVANS ANDASSOCIATESINc BYO DA1 SIIS194. JOE DESCIWTION EvaiA:c‘•4v■.v■ CAes" Pcx.fc.e\ 514E7 SHEETS CALCUL/ FOOD; ANS6 tics& „cCrt'l yg es:1 es cHEcxED DATE I Mr ER OR. SAN kJ South creNINEA. ist.vt) 3 VJEsi v Att_t_EY W-tOke 2. 1 4.0._,Asby Ls a1 n i p 3'- FUEI ess ® °°°°°°°°° 4 . • U1 RO MESTIC 1 \ RRIGA110N`'METER v \ a , ,B 0 FLOW ASSEM 1 rid: T E, LMJxFL "• .`.;' -' RE • KING SS CLEANOU = 28.72. C. 23,81 • / 2' iptME$11C i 1 �l4?ER CQNPLEC ON ea /FIDE CON I C IG'PSECp Frq ON [1'r,j6 "'917 BEND (MJXMJ) 1NC fig:TETBOCIIING FARM SEWER CflONEg11QQN NICAL ORJCOt tNUATION IE =22.75 New Building . ��IE� -.; Ig I © S 1 . ;, :i 6 . a _ . J , ` TI I . = 7 a� l I 1 6' SS CLEANOUT 'I. Ni[E =29.43 IE =23.05 \ • 4' VENT PIPE TO BE INSTALLED\ COORDINATE WITH BUILDING MECHANICAL FOR ROUTING • 11 - WAELI rAND VEn 11NG eilL ROOF. ri SS C —.. TE =28.58 IE =17.51 ABA " �1 File: D06- Z I g 35mm Drawing #aa July 25, 2007 City Of Tukwila 6300 Southcenter Blvd. Suite 100 Tukwila, WA 98188 Attn: Minnie Dhaliwal, Senior Planner Subject: Pedestrian path from Interurban to Office Building. Dear Minnie: RECEIVED COMMUNITY DEVELOPMENT As we have observed foot traffic along Interurban Ave. in front of our development for the past number of months, we have noticed there has been almost none. The bus stop is about a block away to the North, and it appears that virtually the only ones who walk Interurban are those who take the bus to get to work and are employees of the Hotel or Fun Center. Many times they find it easier to take the bike path, because it is shorter. We are concerned that if a path is constructed from Interurban to the present development, a potential safety problem could develop. We see people stopping on Interurban to let people off to walk down such a path that would be used as a shortcut through the property to the Hotel or the Fun Center. The existing sidewalk along Interurban to Fun Center Way and the bike /walking path into the Hotel and Fun Center would seem to serve the needs of any one interested in getting to either of these facilities. Should per chance anyone want to come to the Parcel One development from Interurban, either of the above means could be used, and not create a safety hazard, and is only a few steps further. We are requesting the requirement for a pedestrian path from Interurban through the development be cancelled primarily for safety reasons, but also because there does not appear to be a real need for such a path. Your positive response to our request would be, we feel, in the best interests of all concerned. ours truly, /CrC- Dic Hendry bo- z18 REVISION NO11L RECEIVED DEC 12 2007 PERMIT CENTEh 05 -07 -2007 DICK HENDRY 7200 FUN CENTER WY TUKWILA WA 98188 RE: Permit No. D06 -218 7100 FUN CENTER WY 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 06/04/2007 , your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Je : er Marshall, Permit Technician xe: Permit File No. D06 -218 Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite 11100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 From: Minnie Dhaliwal DATE: September 15, 2006 APPLICANT: Dick Hendry RE: D06 -218 ADDRESS: 7100 Fun Center Way PLANNING DIVISION APPROVAL The above referenced building permit is approved subject to the following conditions: 1. Submit a separate building permit for the enclosure around the existing sewer lift station. The enclosure shall be of CMU blocks and stucco to match the building. 2. Submit a plan stamped by a licensed Civil Engineer prior to doing any work related to the paved path connecting the project site to the sidewalk along Interurban Ave South. August 25, 2006 City Of Tukwila Public Works Department Subject: PUBLIC WORKS PROJECT REVIEW COMMENTS RESPONSE. Permit #: D06 -218 Huish Retail Building. Item # 1. Cindy Knighton has reviewed the Traffic Study report and has concurred with its fmdings. She has provided the Department with a letter of concurrency. Item # 2. Attached is a copy of the approval letter from Ryan Larson with regards to the proposed change in the Bio- swale. Item # 3. interceptor. Yours truly, IGI • Dick Hendry 425- 227 -7200 We have determined that there will be no tenant that will require a grease Item # 4. The supply lines for water and fire have been redrawn to match the 2" and 8" stubs to the property. We have not changed the location of the RPPA and DDCVA valves. Item # 5. The sign on the sewer lift station has been updated to reflect a more current phone number. This should complete the review process for this project by Public Works. RECEIVED CITY OF ruKwu SEP 0 6 2006 PERMIT CENTER August 18, 2006 City of Tukwila Department of Public Works James F. Morrow, P.E., Director Mr. Dick Hendry 7200 Fun Center Way #241 Tukwila, WA 98168 Subject: Bio -swale Modifications Dear Mr. Hendry: I have reviewed your letter dated August 16, 2006, concerning modifying an existing bio-swale. This modification is approved provided that any loss of area on one side is compensated with an equal or greater area added to the other side. Some minor grading of the swale may need to be done to ensure that the function of the swale is maintained. If you have any questions or concerns on this issue, please call me at (206) 431 -2456. Sincerely, 1 4' ✓ ;A4 Ryan D. Larson, P.E. Senior Engineer RDL:ad cc: Jill Mosqueda m:.:MPSiy Po. Center •io-rwle) Steven M. Mullet, Mayor CITY 0 6 2006 PERMIT CENTER 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 433 -0179 • Fax: 206-431-3665 August 2, 2006 Dick Hendry 7200 Fun Center Way Tukwila, WA 98188 RE: CORRECTION LETTER #1 Development Permit Application Number D06 -218 Huish Retail Building — 7100 Fun Center Way Dear Mr. Hendry: This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building. At this time, the Building and Fire Departments have no comments. Planning Department: Minnie Dhaliwal, at 206 -431 -3685, if you have questions regarding the attached memo. Public Works Department: Jill Mosqueda, at 206 -431 -2449, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete 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. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, tteula_ lesiat Brenda Holt Permit Coordinator Encl P:IBrenda1DO6 -218 - correction Ir P1 .DOC bh City of Tukwila Steven M Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite 4100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206-431-3665 DATE: APPLICANT: RE: ADDRESS: August 1, 2006 H2 LLC office /retail building D06 -218 7100 Fun Center Way, Tukwila PLANNING DIVISION COMMENTS Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Minnie Dhaliwal is the planner assigned to the file and can be reached at 206 - 431 -3685. 1. The landscaping plan must be revised to show additional landscaping along Fun Center Way to meet the landscaping buffer averaging requirements. 2. Per TMC 18.60.050(BX5), the screening around the existing sewer lift station must be revised so that the materials and colors used for screening are compatible with the proposed building. 3. Per TMC 18.60.050 (B)(1), provide a paved pedestrian walkway from the new public sidewalk along Interurban Avenue to the entrance of the building. Review #: Date: Reviewer: Development Guidelines and Design and Construction Standards Permit #: D06 -218 Project Name: Huish Retail Building CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS www.ci.tukwila.wa.us 7100 Fun Center Way 1 08.01.2006 L. Jill Mosqueda, P.E. The City Of Tukwila Public Works Department (PIN) has the following comments regarding the above permit application. Please contact me at 206.431.2449, if you have any questions. 1. Cyndy Knighton, Sr. Transportation Engineer, has the traffic impact analysis that you provided. Please contact Cyndy at 206.431.2450 regarding your traffic concurrency. You must provide a letter of concurrency for traffic before the building permit can be approved. 2. Provide an approval letter from Ryan Larson for the proposed change to the swale. 3. Provide plumbing plans that show the internal plumbing accommodation for the possible grease interceptor. 4. Please redo the water and fire line supply so that it matches the existing 2" and 8" stubs to the property. See attached "as built" record drawing. The meter and the RPPA and DDCVA shall be installed at the stubs as near to the property line as possible. 5. Update the sign on the sewer lift station so that the information is current. July 6, 2006 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Huish Retail Building —D06 -218 7100 Fun Center Way, Tukwila Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 2003 International Building Code. If you should have any questions, please feel free to contact me at (206)431 -3672. Brenda Holt, Permit Coordinator encl hbmir xc: Permit File No. D06 -218 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Q:\Dccuments \Structural Consultant\D06 -218 - structural review.DOC Page 1 of 1 bh 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206-431-3665 June 14, 2006 Dick Hendry 7200 Fun Center Way Tukwila, WA 98188 RE: Letter of Incomplete Application # 1 Development Permit Application D06 -218 Huish Retail Building — 7100 Fun Center Way Dear Mr. Hendry: City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director This letter is to inform you that your application received at the City of Tukwila Permit Center on June 8, 2006, is determined to be incomplete. Before your application can continue the plan review process the following items need to be addressed: Building Department: Ken Nelsen, at 206 -431 -3677, if you have any questions concerning the following: 1. Complete Washington State Energy Code forms for all phases (enclosed). Planning Department: Minnie Dhaliwal, at 206 -431 -3685, if you have any questions concerning the attached memo. Please address the above comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete 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 accepted through the mall or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. 4 Sincerely, / in Ru/tit Brenda Holt, Permit Coordinator Enclosures p:NBrenda1D06 -218 — incomplete Itr #I.doc bh 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206- 431 -3665 DATE: APPLICANT: RE: ADDRESS: PLANNING DIVISION COMMENTS June 13, 2006 Dick Hendry D06 -218 7100 Fun Center Way Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Minnie Dhaliwal is the planner assigned to the file and can be reached at 206 -431 -3685. 1. This building permit cannot be approved prior to approval of the Administrative Design Review. Please submit an application for the Administrative Design Review. The application is attached to this memo. June 12, 2007 Dick Hendry 7200 Fun Center Wy Tukwila WA 98188 RE: Request for Extension Development Permit No. D06 -218 Huish Retail Building — 7100 Fun Center Wy Dear Mr. Huish: This letter is in response to your written request for an extension to Permit No. D06 -218. 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 December 1, 2007. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, i jem • City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 11/41--)444 arshall it hnician File: Permit No. D06 -218 P:\Pemmit Center Extension Leuers'8emitst2006\1306-218 Peewit ExtcSoadac Page 1 of 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 May 15, 2007 Bob Benedicto Senior Plan Examiner City Of Tukwila 6300 Southcenter Blvd. Tukwila, WA 98188 RE: Permit No. D06 -218 7100 Fun Center Way, Tukwila, WA Dear Bob: RECEIVED MAY 16 2001 COMMUNITY DEVELOPMEN In response to a recent letter from the Permit Department regarding our project at the above address and the reason why we have not called for any inspections, it has been to wet for us to go forward. With the recent good weather, we are now in full swing. The parking lot has a layer of ATB which will allow us to now work in any weather. We have dug the footings for our building and are now forming for concrete which should be poured by the middle of next week or sooner depending on when rebar arrives. The metal for the building has been delivered to the site and a permit for plumbing has been pulled. We will be calling for an inspection by the end of this week or the first of next week. We hope this will explain our delay on this project. As you are aware, we have had more than our share of rain this year, and working in the mud is not the best thing to do. Thank you for your cooperation. Yours truly, me Hendry 61k. W ae ig * W° fit iv. L) my -64 �ZloL l oi- 84. Map/Pane Number 53033C 0978 85. Suffix F 88. FIRM Index Date 81Vov 1 999 87. FIRM Panel Effective/Revised Date i6 MAY 1995 B8. Flood Zone(s) x B9. Base Flood Elevation(s) (Zane A0, use flood depth) MAI U.S. DEPARTMENT OF HOMELAND SECURRY ELEVATION CERTIFICATE Federal Emergency Management Agency National Flood Insurance Program A1. Building Owners Name Fit FAmiLY burl) CsArT£RS 1 We, A2. Building Street Address (inducting Aar., Usk, Suite, and/or Bldg. No.) or P.O. Route end Scot No. "Two Fuel CC Arrrk WAY City 'T wtoi s teta WA A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Deurptlm, etc.) Atvrr <1ek, PAeaPL ( oP BLA sr 198 -0028 , 'sax P Recc 2V23oy -9o92. A4. Bukdng Use (e.g., Residential, Non-Residential, Addition, Accessory, eta) k°A)- Res rb ENT7r1{ - A5. LaekxbAarglWda• Lat. N7° Z7'SS.3S N Long. 12.2 I`r 97 ° W Horizontal Datum: ❑ NAD 1927 M. Mach at least 2 photographs of the building k the Certificate Is A7. Building Diagram Nanber_l_ M. For a building with a wan apace or endoeure(s), provide: a) Square footage Moawt spew or enclosures) b) No. of permanent flood openings M the crawl space or endosure(s) walls wl0ib 1.0 foot above adjacent grade c) Total net area of food openings In AB.b a) b) o) e) 0 9) Important: Read the Instructions on pages 1-8. SECTION A- PROPERTY INFORMATION being used b obtain good insurance. sot sq In M. For a building with an attached garage, provide; a) Square footage or attached garage b) No. d pennant flood openings in the wale within 1.0 foot above adjacent grade c) Total net arse of flood openings In A9.b SECTION 8 - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Top of bottom floor (Including basement, crawl space, or enclosure floor) ____?a"; ® feet Tap of to next hlgherfou 1 / ___ feet Bottom of the lowest horizontal seeders member (V Zones only) X ._u feet Attached garage Bop of deb) (1 feet Lowest elevation of machbery or equipment servldng to building 26 .L3 :1E1 feet (Describe type of equipment in Comments) Lowest adjacent (finished) grade (LAG) 27 Highest adjacent (finished) grade (HAG) 2 1 • ■ Check the measurement used. SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION feet meters (Puerto Rico only) teat meters (Puerto Rico This satiation M b be signed and sealed by • land surveyor, engineer, or architect authorized by law b eeNy elevation ktbmston. I car* that is babmmaton on this Curd cafe mpnesents my beet efforts to interpret the date available. I Iu understand that any false statement mey be punishable byline on prisonmem under 18 U.S. Code, Section 1001. E Check here M comments ore provkbd on back of form. CertMels Name R License Number FEMA F • • 1 -31, F - . any 2006 See reverse side for continuation. OMB No. 1880-0008 Exoires February 28.2009 For Insurance Company Potty Number ❑ meters (Puerto Rko only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico sly) 13 meters (Puerto Rico only) Company NAIC Number ZIP Code IS ( ag ® NAD 1983 aq f rage IN 81. NFIP Conatxnfty Name & Cannily Number I 132. Cony Nacre Tau w) C,Tyor C10o9 6CtnIGr ° wAJw/A,G Y MAJ B10. Indicate is some of the Base Flood Elevation (BFE) data or base flood depth entered In Ism B9. ❑FISProNe ISAFtm D Community Determined ['Other (Dewiest 811. Iodate elevation datum used for BFE In item 89: ® NOVO 1929 0 NAVD 1988 Doter (Describe) 812. Is the bump located In • Castel Banter Resources System (CBRS) area •: Protected Area (OPA)7 0 Yes tgi No Designation Date D CBRS U OPA C1. Balking elevations are based on: 0 Construction Drawings ❑ Building Under Construction' Ig Finished Construction •A new Elevation Cantata will be required when co *ruction of to btMdkp M complete. C2. Elevations -Zones Al -A30, AE. AH, A (with BFE), VE, V1 -V30, V (with BFE), AR. AR/A, AWAE, AWA1 -A30, AWAH, AR/AO. Complete Items C2.ay below according b the bulking diagram specified in Item A7. Benchmark Utilized JEM 331 - Venial Datum NC:Vb 192' Convention/Comments NONE Replaces all previous editions Y For Insurance Company We: Company NAtC Number IMPORTANT: In these spaces, copy the corresponding Information from Section A. Bullring Street Address (Including Apt.. Unit, & Me. wd/or S1 . No.) or P.O. Route and Box No. - 71oo pal CSA.l a WH Code City iCwJ State ZIP 4 d/ sss Copy Doti sidles of this Elevation Certificate for (1) community official, (2) kmrrance agenumnpany, and (3) building owner. Comments C2e = LW c( £t-ECTrucAL V41rtr sputum SECTION For Zones nd A (without BFE), complete Items E1 -E5. If the Certificate Y Mended to support s LOMA or LOMR -F request, complete Sections A. B, and C. For ms E1-E4, use natural grade, M arable. Check the measurement used. b Puerto Rico only. enter meters. El. Provide elevation kdamsticn for the following end check the appropriate boxes to show whether the elevation le above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LA0). ��77 a) Top of bottom floor (krdudng basement, ,eel space, or enclosure) b _ Id feet ❑ meters above or B below the HAG. b) Top of bottom floor (including basement, art space, or enclosure) is Ed feet ❑ meters above or below as LAG. E2. For Building Diagrams 68 with penronem flood openings provided N loam 8 rtlfor 9 (see ge 8 of Instructions), tie next higher floor (elevation C2.b in the diagrams) of the building Is _ . _ ❑ Net Li metal U above or LI below the HAG. E3. Attached garage (top of slab) le ❑ Net ❑ meters ❑ above or 0 below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is _ _ Q Net ❑ meters ❑ above a ❑ below Me HAG. ES. Zan AO only M no flood depth number Is available, le the top of the baron floor elevated 11 accordance wMh the community's Ibodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local mss mat certify this Manatiah in Section G. SECTION F • PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The properly owner or owner's sul ha@ed representative who completes Sedbns A. B, and E for Zone A (without a FEMA-issued or axrmaily -issued BFE) or Zone AO mat sign hers. The statements M Sections A, B, and Eare correct to the bast ofmyknonWdge. Property Owner's or Owner's Authorized Representative's Name Address Signature Comments SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Date 18 JAAl2a» ❑ wreck here M attachments EL ATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) CIy Date Telephone State ZIP Cote ❑ Check Mm if attach SECTION G • COMMUNITY INFORMATION (OPTIONAL) The local credal who Is aul ho zed by law or ordnance lo administer the community's Boodplaln management adkmrw am oanplete Sections A. B, C (or E). and O d t Elevation Certlloste. Complete the applicable Items) end sign below. Check the measurement used In Items 08. and 09. 01. o The Momatton In Sedlon C was taken from Ober documentation that has been sieved and sealed by • licensed surveyor, engineer, a archlea who IS authorized by taw b certify elevation Information. (Indicate the source and ate or as elevation data In the Commits area below.) 02. ❑ A community Adel completed Section E for a building located In Zone A (without a FEMAaeaued or caamnky4ssued BFE) or Zone AO. 03. ❑ The following khbrmetlon (Items 04. -09.) Is provided for community }bedpan management purposes. 05. Date Permit Issued I GO. Date Certificate Of Canpaenw/Ocarpency Issued 1 G4. Peron Number 07. This pent has been issued far. ❑ New CasWalm ❑ Substantial Improvement GB. Elevation of as-M Mt lowest floor (Including basement) of the building: ❑ feet ❑ meters (PR) Datum GB. BFE or (In Zone AO) depth of flooding at the budding ate: ❑ feet ❑ meters (PR) Datum Local Omckl's Name Community Name Signature Commons FEMA Form 81 -31, February 2006 Telephone Date ❑ CMmk here If aflachmentg Replaces all previous editions Building Photographs See Instructions for Item A6. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. City State ZIP Code For Insurance Company Use: Polley Number cc rpa y NAIL Nvrber If using the Elevation Certificate to obtain NFIP flood Insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; 'Front View' and Rear View/'; and, if required, `Right Side Vlew and - Left Side View.' If submitting more photographs than will fit on this page, use the Continuation Page, following. Greg Villanueva - Family Fun Ctr BF Reports.pdf Page 2 City of Public Works Maintenance Department 66 B 4flow Assembly Test Report Form NAME 44 4,, 4m/A- QpfJ4 .al A/ /, AccoutaB SERVICE ADDRESS 730(7 G.+, ode- lea METER STATE l' / ZIP CODE Assn' LYLOCAnON ' nF / s i vr � � •� 1,,A, he b IXoss-co Tacrrox CONTROL FORT .. . .(r S er C CI 4 7 SITS 1 /.1• i1 MARE /VC" MODE). 0,7/h-2�f AAA A / V19 my MiTe /4® PSI NSWT� EXISTING? ❑ REPtACEME T? ❑ INITIAL TEST RESULTS 1 TESTS RATER REPAIR OR CLEANING crry "rik la LINE PRESSURE ATTIME OP TEST? - • RPBA PSI DROP ACROSS WI CHECK VALVE RELIEF VALVE OPENED 81 CHECK VALVE CLOSED TIGHT? 01 CHECK VALVE LEAKED? Ft CHECK VALVE CLOSED TIGHT? 01 CHECK VALVE LEAKED? APPROVED AN GAP PROVIDED! RPSA PASSED TEST? PSID PSTD o . ❑ Vn ❑ No ❑ I 01 CHECK VALVE CLOSED TIGHT? 1. 3 p8ID 1 0! CHECK VALVE CLOSED TIGHT? DCVAI Bl casts VALVE LEAKED? i 7— i f J � 01 CHECK VALVE LEAKED? I I AS CHECK VALVE CLOSED TIGHT? ' ?SW 01 CHECK VALVE CLOSED TIGHT? K CHECK VALVE LEAKED? �}..•A� ❑ F- CHECK VALVE LEAKED? DCVA PASSED TESIT Yes LYJ No ❑ DCVA PASSED TEST? AIR MET OPENED AT AIR INLET FAILED TO OPEN? PVBA CHECK VALVE WELD TIGHT AT CHECK VALVE LEAKED? PVBA PASSED TEST? TESTER'S NAME (PRINTED) STUNATURE - REPAIRED KY RETESTED BY PSID PEED Yee ❑ No ❑ APPROVED ASSEMBLY? IU PROPER INSTALLATION! REMARKS � TEST COMPANY Orr YT/t &44k4rA TISTKITMAK6 tIIieInP/rf MODEL rt., 1 earthy that I aped WAC 246-2904 0 op PSI DROP ACROSS 01 CHEIX VALVE ?SID RELIES VALVE OPENED PSID M CHECK VALVE CLOSED TIGHT? 01 CHECK VALVE LEAKED? 01 CHECK VALVE CEASED TIGHTI BI CHECK VALVE LEAKED? APPROVED AIR GAP PROVIDED? USA PASSED TESTI Ya *m /NUT OPENED AT AEI INLET FAILED TO OPEN? CHECK VALVE HELD TIGHT AT CHECK VALVE LEAKED? PVBA PASSED TESIT Yu ❑ CERTB PSID J PSID 0 Yu ❑ No ❑ PEW PHONE A5; 872 - 7272_ PSID No ❑ INSPECTED BY CCST ❑ SN ?VT °CALIBRATIONDATE 1 / ( me thods mid DWere't:al Protium Tea Equipment CERTIFICATION o R495 DATE TES ED Mias 7 REPAIR DATE DATE TESTED RECEIVED CITY OF TUKWILA h(9St 19 20011 PEIf MIT C[NT&- -2Ig Fun Ctr BF Reports.pdf Page 1 Greg Villanueva - Famil • NAME /� STATE CA ASSEMBLY LOTION nG j....n n.A� 4191 6 ona,AL CROSS-CONNECTION ' R? LINE PRESSURE AT TIME OF TEST? • RIBA TNITTAL TEST RESULTS PSt DROP sCROSs M ONCE VALVE n 9 rsm MI CHECK VALVE CLAMED TIGHT? DCV NNI CHECK VALVE LEAKED? 02 CHECK VALVE CLOSED TIGHT? _ NL CHECK VALVE LEAKED? DCVA PASSED TEST? A1R INLET OPINED AT AIR INLET PAILED TO OPEN? PVBA CHECK VALVE HELD TIGHT AT CHECK VALVE LEAKED! PVBA PASSED TEST? APPROVED ASSEMBLY? ' REMARKS T REPAIREDBY RETESTED BY Y'u ❑ MODEL O PSID RELIEF VALVE OPENED NI CHECK VALVE CLOSED TIGHT? NI CHECH VALVE LEAKED? n CHECK VALVE CLOSED TIGHT? 03 CHECK VALVE LEAKED?' APPROVED AIR GAP PROVIDED? I.��AAA����???!!! RPM PASSED TEST? Yur No . LJ City of Tiikivila Public Works Maintenance Department Back{low Assembly Test Report Form Andy 4f, 641r0,4116./ UNTO SERVrcEADDREes 7 ?tt1 fan Aida arT 1 1: 1 PA CERT I //KIP CODE [PI /lfan/27 e7ry4nrE RPSf9 EN te1/2 22/ 7 S PSI NEW? F!I LUSTING? ❑ REPLACEMENT? ❑ LTESTS AFTER REPAIR OR CLEANING PSI DROP ACROSS 01 CHECK VALVE ' RELIEF VALVE OPENED NI CHECK VALVE CLOSED TIGHT? NI CHECK VALVE LEAKED? td R CHECK VALVE CLOSED TIGHT? ❑ a CHECK VALVE LEAKED? APPROVED AIR GAP PROVIDED? RIBA PASSED TEST? Yu n No ISM 01 CHECK VALVE CLOSED TIGHT? PSID 01 CHECK VALVE LEAKED? PSID R CHECK VALVE CLOSED TIGHT? ❑ NI CHECK VALVE LEAKED' ❑ DCVA PASSED TESL? PROPER INSTALLATION? 1/S INSPECTED BY GCS? PM)? AIR INLET OPINED AT ❑ AIR INLET FAILED TO OPEN? PM CHECK VALVE HELP flaHT AT ❑ CHECK VALVE LEAKED? DATE TESTED /1 REPAIR DATE DATE TESIED PSID PSID ❑ PS TD e ❑ PSID 0 ?SID No ❑ PVBA PASSED TEST? Yu ❑ No ❑ 0 TEST COMPANY Hi^ /W/ LO✓147 / uj. N% t flnonz(.4ii) 17 >7 7Z Z- Z TEST KIT MAKE, J SS ?o IN 3 5774a _ CALIBRATION DATE /2/.54 I tertfjy that/ used WAC246- 90 DO app • d > Me and Differential Pre nve Tat Equ TESTER'S NAME ' 1 � l _ 1A 4 Cl0 CERTIFICATIONN 3 ee'a�•/�/Tt 9_ SIGNATURE • RECEIVED CITVOFTIJKW7 A MN 19 20011 PERMIT GEN 'c: (LAB USE ONLY) DRINKING WATER RESULTS - . UNSATISFACTORY, Coliforms present - f , [1 SATISFACTORY, y \Coliforms absent REPEAT • E:Coll presets - ❑ E. Coll absent SAMPLES t l Fecal absent Fecal presen; Fecal �,; REQUIRED F i OTHER LABORATORY RESULTS TOTAL COLIFORM_ /100m1 , - - E.COLI /100ML .. FECAL COLIFORM_ /100m1 • PLATE COUNT _ /ml , ANOTHER SAMPLE REQUIRED BECAUSE: growth -_ culture debris SAMPLE NOT TESTED BECAUSE: - TEST UNSUITABLE • Sample too old - - ❑ Confluent • Wrong container - . • TNTC ❑ Incomplete form . ❑ Turbid • - ❑ Excess " rvl _4 r. . ' • •I Lauck arr s Testing Laboratories, Inc. 940 S. Harney Seattle, WA 981 WATER BACTERIOLOGICAL AN ALYSIS SAMPLE COLLECTION: READ INSTRUCTIONS ON BACK OF GOLDENROD COPY If Instructions are not followecVsample Will be rejected. DATE COLLECTED TIME COLLECTED MONTH • .DAV YEAR / ,: r 5 / i/7 /oG DAM! L2PM TYPE OF SYSTEM IF PUBLIC SYSTEM :COMPLETE: [PUBLIC ❑ INDIVIDUAL (eaves only 1 residence) II.D. No.l NAME OF SYSTEM , C r i/ fir4t,;(//v, TYPE OF SAMPLE (check only one in this column) REMARKS: ooH SOS DOS (HEY 4 / 22 ) WATER SUPPLIER COPY DATE REPORTED I LABORATORY. • 1112 COUNTY-NAME ; LY. ( �. SPECIFIC LOCATION WHERE SAMPLE COLLECTED TELEPHONE NO. DAY .7 [.) 7_,r ,rtvi` ,C.r /%j DATE, TIME RECEIVED. • LAB NO. (I DIORS) Call 2-9 11 CIRCLE GROUP EVENING SAMPLE COLLECTED BY: (Name) , SYSTEM OWNER/MGR.: (Name) • R �7 1h /( (: / "G rf 0 / dirt U %/ SOURCE TYPE ■ GROUND WATER UNDER SURFACE ItIFLUENCE ❑ SURFACE ❑ WELL - or ❑ SPRING DPI JRCHASED or ❑ COMBINATION WELL FIELD - INTERTIE , or OTHER SEND REPORT TO (Print Full Name, Address and Zip Code). ;,.. lit/Z(7 I/t i, A•: d.lr v,4 c A—) / ( , � c1 h I.J 1 f ll ' - WASHINGTON ❑ROUTINE _ •,.:- ❑ Chlorinated (Residual: Total Free) DRINKING W � WATER ' check treatment .. • Filtered ❑ Untreated or Other ❑ REPEAT SAMPLE 4 . Previous colifom, presence Lab ft Date ! ❑ RAW SOURCE WATER Source 11 ❑ Total Coliform KNEW CONSTRUCTION or REPAIRS j . ❑ Fecal Coliform ❑ OTHER (Specify) ' SEE REVERSE SIDE OF GREEN COPY FOP EXPLANATION OF RESULTS RECEIVED BY ,ice 1 DbtojA Tzs Jag Laboratories, Inc. 940 South Homey St., Seattle, WA 98108 (206) 767 -5060 FAX (206) 767 -5063 Page 1 of 1 INVOICED ON: November 20, 2006 RECEIVED ON: November 17, 2006 INVOICE TO: City of Tukwila Engineering Department 6300 Southcenter Blvd, #100 Tukwila, WA 98188 ATTEN: WORK ID: City of Tukwila- Engineering P.O. #: PtuE 3 . 1 0 6 L 4 REPORT TO: City of Tukwila Engineering Department 6300 Southcenter Blvd. #100 Tukwila, WA 98188 ATTEN: DFSCRIPTION Tests SM9223B Colisure (TC, E.coli) PIA, Water www.lauckslabs.com Please include our invoice number iur proper credit to your account. 1 — Sc nefi�P �f �- Hui SG SDG #: MI- TUKWILAENG21 INVOICE #: 208997 REMIT TO: Laucks Testing Laboratories 940 South Harney Street Seattle, WA 98108 ATTEN: Accounts Receivable PHONE: (206)767 -5060 TERM: Net 30 Days OKTOPAY 1Y Ut,-0,"\ APPROVAL t /74i/v6 $25.00 2 FORM LTL- ACC -2.0 The sok liability of these laboratories for these services. including :laims for negligence. strict liability in tort or wamnty, shall not exceed the amount of this invoice. Samples may be discarded after analysis unless otherwise requested. A finance charge of 1.5% will be charged on all past due accounts. which is an annual percentage rue of 18% Invoice UNIT PRICE QUANTITY AMOUNT �r Ir I +rno��c $50.00 $50.00 Amount Due $50.00 Ported on Recycled Pao.( C° 12/06/2005 11:00 300013140E x102 25387277 CONTRACTORS' MATERIALS R TEST CERTIFICATE FOR PRIVATE FIRE SERVICE MAINS ARCHER CONSTRUCTION Q cXc --.2 -1 PRoCPDURE ' Upon annotation of work, inspection and test shall be made by the contractors representative a nd witnessed by an owners representative,. All defects shell be corrected and system left In service before contractor's p Donal finally leave the job A certificate shall be filled out and signed by both representatives. Copies shall be prepared for approving euthorNes. owners, and contractor. It is understood the owner's representative's signature in no way preludes any claim against contractor for faulty maret!at, poor Workmanship. or failure to gimpy with approving authority's R rquirements or local ordinances. •• PROPERTY NAVE I DATE 42: sit c 1, j ///7 -, PROPERTY AODRi5 ' 1 rJ /Oo 'tea Finn Cea't4u' J - e jeoSM -r L313 ctl tq , SOSTRucnous LOCATION PIPESANO JCINTS ACCEPTED STAPPROWWN &AUTN0RrrIESDIAMES) (I of 'tu.K- .aiLfa : 3w,1_Dnn1NR b ajtVe$io`(1 ADDRESS to co Soot ncontrir %LA, Sake- *Imo, tKM3'tna, C ttF& acumen LBcO IS APPROVED FPI7D givers O NO IF NO, WADE WI WI= HAS Masao IN CHARGE OF FIREEOUNMENT BEEN W$TRUC710 Al TO LOCAT)OIJ OF CONTROL VALVES MO CARE AND1(AR(TENANCE OFT4IS NOW E0u1PIEBITT O tU R NO IF NO, BOAN • BUPPUES BUBDINGS S S'G1�g 41410 41410 FIPETTPESAND MASS 4 I SY 1 . T1'PEJOIN7 FIRECONT- 012.GTA - l am S -? s ly STANaaD l�Ytx a NO FITNOS CONFORM TO gp'h 14 ' 6TANCARO 0 NO IF AID. NOLAN BUR ED JGIWNTR NEDI$G Arctic RAAE. CLAPED, STRAPPED OR BLOCKED IN ACCONDANCE WEN IF NO, cXPLAJL swills regrow Ie9 _M..._ as AFRO W AUapn o&Ofl &sp sr 1Aeflair ea hyarena Sid *war& Fheh atiavmoS!attot ISO GPM(1SH Mott for ouch plpt 410 OPP glob 141*0 &nuns ; 80 tCPU OF/I Liffinl br121nch Wpe. Whenwooly wool produce *dotal farrom.W an meoBnwln eritabla INEsT n6 Nys tr u t measr aa Not 200 pd rube* Mere hen 000 ptOL4 WOO role atpoawein *la sees ot TOO ad DESCRIPTION Nee pipt hatolOsueeer$oNed[dflM that VF.notes.Otesrde+day. Sot hoot no Oleos* fie idols TaemourA p Wojointt Owl Not eacerna sr tr. NNW per 100joha amepaade mice damn= Ds emu tofMOeehle tokope tpedeedSINN OF STalsoFSET Ft pa OaMCeweiegCtr (SO OLDS M NforaaehmeOtnaandoda whey Om Nataocam. fly bmrd gralered rab tannin CR opes se ea brim! re wderpenem, en seeSonNS oz. perar AA DS SAB dad zed) NEW PM FLUSNEOA INO TO - ' IF NO, E cFLAIN • ^1 STANDARD STAND4RO RY tiee (amnpwry) 4 trES QNO Ns t-U WWAS Oar. *. ROUON WM fi Ewa AMC WEB at 9 FLUMES TESTS T FLTTIVOIR oPENFNE AR BUTT E PUMP R.USHEDACCORDNGTO STANDARD v QNO ,Jt FWOHINO FLOW WAS OBrANFW IrI,A' E Emma 1G' TAM OR O PBJ ONNECTION RANGE a SPIGOT rill PIREPUMP TUX: J" oust lc woRKS PAGE 02/03 T :OEN 0 OEC 0 6 2006 12/0S/2005 11 :00 2538727277 ! A sa..:. =•- DATE LEFT PI BERVICE ADDITIONAL COMMENTS NAMEOF_WSTALLING iE CE.IVED LEAKAGE TEST MYIRANTB CONTROL VALVES AU-NEW PPM HYDROSTATICMSYTEETEDAT 4a PSI FIR R e t evenGEALL6WED PGRVtSIMLE JVN15 • A. 69L5. NOUN ALLOWABLE LEAKAGE (BUR= -- GM.S. Z' HOLRS NO LEAMGSALLOWED FOR VLSIBLEJCANRS ill NUMBER PISTALLED TYPE ALL OPERATED 6 pT5PACTORILY i. I 9.29 I12c &IJ r 67* TYPE ow WATER CONTROL VALVES LEFT WIDE OPEN ,YES 0 NO IFNQ,STATE REASON NOSE TTNREADS OP FI I CE DEOARTMtTNT CONNECTION AND HYDRANTS isNERCINNGEtBLE VeRFLTNOSE OP FE DEPARTMENNINSWERNO ALMv ARCHER CONSTRUCTION ❑VEG QNO Z' HOURS PEr 0 6 2008 TUKW LA PUBLIC WORKS BWF ED JOINTc6VENEO "(vs 0 m PAGE 03/03 12/06/2006 11 :60 • ARCHE F A X S Urgent X Please Respond o For Review Comments: Thank you, Jenniferaaavis 2 1277 CONSTRUCT' N Date: t'2 to (rte ARCHER CCNSTRUCTICN To CAT'S of \ 1Q-- ATTN: &tress \j\ a ctivw CA.• Fax number: 2DCa - 4 3lcla'; From: Jennifer Davis 7855 S. 206 Street • Kent, WA 98032 253272.7222 • Fax 253.872.7277 ARCHEI- 219 *DR Regarding: ir Repars Total Number of Pages: 3 *Us is •1 tee wu sia Also _ chcbUri pwiaatoty 1ete 1)-. iteebrtA werkeA Faro- Str1/4,. It — 1 . 5Ncns 44 , ry lOctlor tciu. A+A1rt W'1/411 (w•? RECEIVED DEC 0 6 2006 TUKWILA PUBLIC WORKS PAGE 01/03 QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 -100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 - 100,000 $49.25 for 1" 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for l" 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. BULLETIN A2 TYPE C PERMIT FEE ES TIMA C A' .� { C E COPY PLAN REVIEW AND APPROVAL FEE" 1tIC41 PW may adjust estimated fees PROJECT NAME ¶ 1 vLt4l4 61/1 IL 5. Enter total excavation volume — cubic yards Enter total fill volume — cubic yards Use the greater of the excavation and 1111 volumes. GRADING Plan Review and Permit Fees Approved 09.25.02 Last Revised Jan. 2006 1 PERMIT ft 1171/-211 If you do not provide contractor bids or an engineer estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water /Sewer /Surface Water 4 y1C0 Road/Parking/Access k C)co l ooO A. Total Improvements 17 C? 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. ZSoO C. 2.0% of amount over $100,000, but less than $200,000 of A. Slt") D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) nth 0 (4) Use the following table to estimate the grading plan review and permit fee. $250 (1) $ ( TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 3:240 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. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 -100 $37.00 101 -1,000 $37.00 for t 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001— 10,000 $194.50 for l 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 - 100,000 $325.00 for the l 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for l CY plus $36.50 for each additional 10,000 or fraction thereof. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C +D) 7. Pavement Mitigation Fee $ The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. Approved 09.25.02 Last Revised Jan. 2006 2 (8) ERMANENT FILE CORY southcen ui�t►st Department ioo Tukwila, WA 98188 206.433.0179 CONCURRENCY TEST NOTICE SURFACE WATER For all development except one single - family residence, 2 -9 lot short plats, four -plex or smaller multi - family residence, or non - residential development that is categorically exempt from SEPA. Submit a detailed project description including location, existing facilities, and proposed facilities. PROJECT ADDRESS:AC%H nitwit fat/ aJze PARCEL #: 21:-`/Z3O/90 %2_ Contact's Name: Contact Phone #: Contact Address: iV PASSED This test notice is valid for 90 -days from signature date. Capacity of the concurrency facilities combined with the addition of any detention (if required) for the proposed development is equal to or better than capacity required to maintain the established level of service standard. Compliance with the City's adopted Surface Water Manual ensures concutrency and any additional items noted below. Additional items: By: DOES NOT PASS Print Name: Ryan D. Larson Approved 01202006 47.3- 22. 2.00 Contact e-mail: Sr. Surface Water Engineer 3)0 -/0 Date RECEIVED SEP 01 2006 TUKWILA PUBLIC WORKS RECEIVED CITY OF TUKWILA JUN 05 2006 PERMIT CENTER MRR 30 '06 03:04PM TLKWIL.6„XDPPW t'tRMANENT FILE C ®R w BouulevardSuite10 00 0 Tukwila, WA 98188 206A33.0179 CONCURRENCY TEST NOTICE WATER & SANITARY SEWER For all development except one single - family residence, 2-9 lot short plats, four -plea or smaller multi -family residence, or nonresidential development that is categorically exempt from SEPA. Submit a detailed project description including location, existing facilities, and proposed facilities. PROJECT ADDRESS: N/A PARCEL #: 2423049092 Contact's Name: Dick Henry Contact Phone #: (4251227 -7200 Contact e-mail: Contact Address: 7200 Fun Center Way. Tukwila X PASSED This test notice is valid for 90 -days from signature date. Iho water and sanitary sewer system has sufficient capacity for the proposed office building located cm Parcel 2123049092. Additional items: By DOES NOT PASS Print Name: ISICIRICIS Utility Engineer Approved 0120/006 /YOAC Date P. 22 RECEIVED SEP 0 7 2006 TUKWI A PUBLIC WORKS CITY �OFFTUUKKWILA JUN 03 2006 PERMIT CENTER PO(r August 18, 2006 Mr. Dick Hendry 7200 Fun Center Way #241 Tukwila, WA 98168 Subject: Bio -swale Modifications Dear Mr. Hendry: I have reviewed your letter dated August 16, 2006, concerning modifying an existing bio-swale. This modification is approved provided that any loss of area on one side is compensated with an equal or greater area added to the other side. Some minor grading of the swale may need to be done to ensure that the function of the swale is maintained. If you have any questions or concerns on this issue, please call me at (206) 431 -2456. Sincerely, Rfan D. Larson, P.E. Senior Engineer RDL:ad cc: Kill Mosqueda mtlKneriy N. Ceres ab....we) PERMANENT FILE COPY City of Tukwila Department of Public Works Steven M. Mullet, Mayor James F Morrow, P.E., Director L0 G - 0 43 Docorai 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -433 -0179 • Fax: 206-431-3665 August 16, 2006 Jim Morrow Director Public Works Department City of Tukwila PERMANENT FILE COPY RECEIVED AUG 16 2006 TUKWILA PUBLIC WORKS Subject: RPPA and DDCVA at the Proposed Office Retail Building, 7100 Fun Center Way. Dear Jim: Just a follow -up with regards to our conversation of last week concerning the placement of the RPPA and DDCVA inside the new proposed office /retail building. As was explained to you in that conversation, these connections are inside at the Hotel and the Fun Center. You were going to talk to Jill about this and have her get in touch with us. As I mentioned to you, the cost of putting them in a vault away from the building would be in excess of $20,000.00. Your affirmative response to our request would be greatly appreciated. Yours,truly, Dick Hendry soh 'ex %. Public Works Department, Engineering Memorandum TO: Jill Mosqueda FROM: Cyndy Knighton DATE: August 2, 2006 RE: Family Fun Center Parcel I Traffic Impact Analysis D06 -218 PERMANENT FILE COPY I have reviewed the Traffic Impact Analysis report submitted for the above project. Because of the size of this proposal, it is not subject to a concurrency review as it generates less than 30 net new p.m. peak hour trips. No further review for traffic concurrency is required. The report also includes some calculations for impact fees. From discussion between us, I was lead to understand that the impact fees paid for this development have been agreed to be based on the methodology used when the overall proposal was first submitted to the City. The TIA includes a calculation of impact fees using our new schedule, not the old one. Either the previous method will be used and the TIA needs to be updated to reflect it, or the new method should be applied. TOTAL WATER FEES: $25,640.00 dot: PWWATER City tri Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite 1t100 Tukwila, Washington 98188 Phone: 206 -433 -0179 Fax: 206 -431 -3665 Web site: el.tukwila.wa.us Parcel No.: 2423049092 Address' 7100 FUN CENTER WY TUKW Suite No: WATER METER INFORMATION DESCRIPTION OF WORK: CONSTRUCTION OF 9700 SF SHELL BUILDING FOR OFFICE/RETAIL USE. Erosion prevention, installation of storm drainage, reconfiguration of swale, Reduced Pressure Principle Assembly and Double Check Detector Assembly installed in the mechanical room, water connection to existing stub, 1 -1/2" water meter. METER #1 Work Order Number: 5106c06 Steven M. Mullet, Mayor James F. Morrow, P.E., Director Permit Number: D06 -218 Issue Date: 10/02/2006 Permit Expires On: 03/31/2007 METER #2 METER #3 Water Meter Size: 1.5 0 0 Quantity: 1 0 0 Water Meter Type: PERM Connection Charge: Y $225.00 $0.00 $0.00 Installation: Y $2,125.00 $0.00 $0.00 Additional Install Deposit: $0.00 $0.00 $0.00 Plan Check Fee: Y $10.00 $0.00 $0.00 Inspection Fee: Y $15.00 $0.00 $0.00 Turn On Fee: Y $25.00 $0.00 $0.00 Subtotal: $2,400.00 $0.00 $0.00 Cascade Water Alliance (RCFC): Y $23,240.00 $0.00 $0.00 006 -218 Printed: 10-02 -2006 PERMANENT FILE COPY ,t /U, S Ltd-- 1. The traffic mitigation for Parcel 1 is $31,483, per Cyndy Knighton. ‘ - W `1' A D 2. Provide the maps that accompanied the Letter of Map Revision (LOMR) that went to DOE, so I can compare the plans with the LOMR maps. 3. The Technical Information Report, page 3, Core Requirement #3, is incorrect. Direct discharge is not exempt. Correct this comment and expand the discussion. This change may be submitted as an addendum to the report. 4. Permit plans must show cross - connection control ( backflow prevention) on the water at the meter, on the irrigation, and on the fire line. The plans must show make, model, size, and location for each device. The Reduced Pressure Backflow Assembly on the water supply must have freeze - protection, such as a hot box. 5. The plans must show a grease interceptor. The plans must show the 6" side sewer from the building, the size and location of the grease interceptor, and must include the City's typical detail. If, in the future, the building use includes a restaurant, the interior plumbing must be designed so that only gray water from sinks, floor drains, drains under garbage compactors, is routed through the interceptor. The plans may note that the interceptor will be installed if the building use includes a restaurant. 6. Per Mike Cusick, Senior Utilities Engineer: Please provide calculations that show the estimated sewage flows for the proposed retail/office/restaurant building. If the proposed flows exceed 27000 gallons per day base 16 -hour day, the City will assess additional fees. Please contact Mike Cusick regarding this requirement. FYI Greg Villanueva has discussed adding a vent on the private, sewer, pump station with the Owner(s) or the Owner's Representative. This item is a modification to a private pump station that the City has already approved and is not included as part of the permit plan review. Any coordination for the vent must be handled through Mr. Villanueva. 1. The permit application fee covers the cost for two reviews. PW charges for additional reviews resulting from Applicant's action or inaction (TMC 11.08.060). 2. Please note it is the applicant's responsibility to provide the required information. 3. Second Request. Information not provided on plumbing/mechanical plans. Permit plans must show cross - connection control (backflow prevention) on the water at the meter, on the irrigation, and on the fire line. The plans must show make, model, size, and location for each device. The Reduced Pressure Backflow Assembly on the water supply must have freeze - protection, such as a hot box. 4. Second Request. The plans must show the water meter locations and connections. Usually, the permanent meter is installed at the property line in the right -of -way and the deduct meter is installed within 6', if in landscaping, or right next to the permanent meter. For this project, contact Dave Grage at 206.433.1863 to determine the location. 5. The fire line backflow prevention must be designed by a registered engineer or by someone with a NICET Level III certificate. The installer must also be certified. 6. Department of Community Development indicated landscaping in the right -of -way is proposed. However, I did not receive a landscaping plan. The landscaping plan must show the irrigation connection to the water supply, the water meter, and the backflow prevention device. 7. You must provide a recorded copy of a surface water maintenance plan for this parcel. The maintenance plan for the site must state who is responsible for the maintenance and must include a schedule for the maintenance activities. Please refer to the 1998 King County Surface Water Design Manual appendices. 8. The civil plans must show enough of the Interurban Bridge widening project for me to evaluate how the proposed work meshes with the bridge widening. Please contact Bob Giberson at 206.431.2457 for information on the bridge widening. THE HONORABLE JOHN W. RANTS MAYOR, CITY OF TUKWILA 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 -0000 DEAR MAYOR RANTS: PERMANENT FILE COPY Federal Emergency Management Agency Washington, D.C. 20472 RECEIVED LIST OF ENCLOSURES: LOMR -F DETERMINATION DOCUMENT (REMOVAL) cc: State/Commonwealth NFIP Coordinator Community Map Repository Region Mr. Ali Sadr May 2, 2001 FOLLOWS CONDITIONAL CASE NO.: 99 -10 -13 CASE NO.: 01- 10-266A COMMUNITY: CITY OF TUKWILA, KING COUNTY, WASHINGTON COMMUNITY NO.: 530091 Sincerely, Matthew B. Miller, P E , Chief Hazards Study Branch Mitigation Directorate RECEIVED JUN 3 0 2008 TUKWILA PUSUC WORKS 'JUN 2 9 2006 ) MMUNITY ELM' S:ENT This is in reference to a request that the Federal Emergency Management Agency (FEMA) determine if the property described in the enclosed document is located within an identified Special Flood Hazard Area, the area that would be inundated by the flood having a 1- percent chance of being equaled or exceeded in any given year (base flood), on the effective National Flood Insurance Program (NFIP) map. Using the information submitted and the effective NFIP map, our determination is shown on the attached Letter of Map Revision based on Fill (LOMR -F) Determination Document. This determination document provides additional information regarding the effective NFIP map, the legal description of the property and our determination. Additional documents are enclosed which provide information regarding the subject property and LOMR -Fs. Please see the List of Enclosures below to determine which documents are enclosed. Other attachments specific to this request may be included as referenced in the Determination/Comment document. If you have any questions about this letter or any of the enclosures, please contact the FEMA Map Assistance Center toll free at (877) 336 -2627 (877 -FEMA MAP) r : by letter addressed to the Federal Emergency Management Agency, 3601 Eisenhower Avenue, Suite 600, Alexandria, VA 22304 -6439. - Page 1 of 2 1 Follows ConditbnaI No.: 99- 10.131C (Date: May 2, 2001 I Case No.: 01- 10 -266A I LOMR -F '\i t J G . '11111" v Federal Emergency Management Agency Washington, D.C. 20472 LETTER OF MAP REVISION BASED ON FILL - DETERMINATION DOCUMENT (REMOVAL) COMMUNITY AND MAP PANEL INFORMATION LEGAL PROPERTY DESCRIPTION COMMUNITY CITY OF TUKWILA, KING COUNTY, WASHINGTON Family Fun Center, a portion of Section 24, Township 23 North, Range 4 East, Willamette Meridian, as described in the Statutory Warranty Deeds recorded as Instrument Nos. 9708061188 and 9708061190, in the Office of the Recorder, King County, Washington The legal description of the portion mentioned above is as follows: COMMENCING at the most northwesterly comer of the property; thence S 59'26'38" E, 25.63 feet to the POINT OF BEGINNING; thence N 48'04'05" E, 125.38 feet thence N 61 ° 36'48" E, 124.73 feet; thence COMMUNITY NO.: 530091 AFFECTED MAP PANEL NUMBER: 53033C0978F NAME: KING COUNTY, WASHINGTON AND INCORPORATED AREAS DATE: 05716/1995 FLOODING SOURCE: GREEN RIVER APPROXIMATE LATITUDE & LONGITUDE OF PROPERTY: 47.464, - 122.245 SOURCE OF LAT & LONG: PRECISION MAPPING STREETS 4.0 DATUM: NAD 83 DETERMINATION LOT BLOCK/ SECTION SUBDIVISION STREET OUTCOME WHAT IS REMOVED FROM THE SFHA FLOOD ZONE 1% ANNUAL CHANCE FL000 FLEVKDON (NGVD 29) LOWEST ADJACENT RADE ELEVATION (NGVD 29) LOWEST ELEVATION (NGVD 29) LOWEST ELEVATION (NGVD 29) — — Section 24 7101/7200/7300 Fun Center Way won of - Property X (unshaded) 21.9 feet — — 23.9 feet Special Flood Hazard Area (SFHA). The SFHA is an area that would be inundated by the flood having a 1- percent chance of being equaled or exceeded in any given year (base flood). ADDITIONAL CONSIDERATIONS (Please refer to the appropriate section on Attachment 1 for the additlonal considerations listed below.) LEGAL PROPERTY DESCRPTION (CONTNUED) FLL RECOMMENDATION PORTIONS REMAIN IN THE SFHA This document provides the Federal Emergency Management Agency's determination regarding a request for a Letter of Map Revision based on Fill for the property described above. Using the information submitted and the effective National Flood Insurance Program (NFIP) map, we have determined that the property(ies) Is/are not located In the SFHA, an area Inundated by the food having a 1-percent chance of being equated or exceeded in any given year (base flood). This document revises the effective NFIP map to remove the subject property from the SFHA located on the effective NFIP map; therefore, the Federal mandatory flood insurance requirement does not apply. However, the lender has the option to continue the flood insurance requirement to protect Its financial risk on (he loan. A Preferred Risk Policy (PRP) Ls available for buildings located outside the SFHA. Information about the PRP and how one can apply is enclosed. This determination Is based on the flood data presently available. The enclosed documents provide additional information regarding this determination. If you have arty questions about this document, please contact the FEMA Map Assistance Center toll free at (877) 336 -2627 (877 -FEMA MAP) or by letter addressed to the Federal Emergency Management Agency, 3601 Eisenhower Avenue, Suite 600, Alexandria, VA 22304-6439. f t „ \ c yr `, {v „ 2/ . ;n Matthew B. Miller, P.E., Chief - \ Hazards Study Branch Mi• ^WILF1 Mitigation Directorate Version 1 ,3.2 PU!244804 $ a01650266 Page 2 of 2 'Follows Conditional Na: 99- 10.131C 'Date: May 2, 2001 I Case No.: 01- 10 -266A I LOMR - . Federal Emergency Management Agency Washington, D.C. 20472 _ ' ' . Illli' - LETTER OF MAP REVISION BASED ON FILL - DETERMINATION DOCUMENT (REMOVAL) ATTACHMENT 1 (ADDITIONAL CONSIDERATIONS) , LEGAL PROPERTY DESCRIPTION (CONTINUED) N 48 °44'13" E, 63.91 feet; thence N 77 °18'19" E, 51.95 feet; thence N 66 °40'54" E. 9.15 feet; thence S 02 °13'35" W, 141.83 feet; thence S 27 •53 E, 73.15 feet; thence N 85 °00'59" E, 22.12 feet; thence N 5744'52" E, 34.81 feet; thence N 11 0 54 1 52" W, 64.62 feet; thence N 02 °13'35" E, 154.16 feet; thence N 66 °40'54" E, 62.67 feet thence N 78 °34'14" E, 128.51 feet thence N 75 °54'37 E, 63.73 feet; thence N 68•35157 E, 280.55 feet; thence N 85 E, 36.12 feet thence S 74 °16'58" E. 139.25 feet; thence N 74 °57'20° E, 78.72 feet; thence N 17 °0372" E, 34.45; thence N 18•52'47" W, 46.14 feet thence N 38'01'38 W, 92.16 feet thence N 51•30'07 E, 16A0 feet thence 646.68 feet southeasterly along a curve to the right having a radius of 1860.08 feet; thence S 66 °58'45" W, 482.07 feet; thence N 23 °01'15" W, 20.00 feet; thence S 66 °58'45" W, 152.75 feet thence 68.73 feet westerly along a curve to the left having a radius of 182.00 feet; thence N 17 °41'53" E, 29.84 feet thence N 08 °35'34" W, 60.00 feet thence S 81 °24'26" W, 106.02 feet; thence N 48 °33'18" W, 115.79 feet; thence 253.03 feet westerly along a curve to the left having a radius of 163.00 feet thence S 42 °32'00" W, 9.42 feet; thence N 5926'38"W, 283.06 feet to the POINT OF BEGINNING FILL RECOMMENDATION (This Additional Consideration applies to the preceding 1 Property.) Although the criteria for removal of the subject area based on fill have been met for this request, Subparagraph 65.5(a)(4) of the National Flood Insurance Program regulations stipulates that if a structure is involved in a request for a Letter of Map Revision based on Fill, the Federal Emergency Management Agency's determination is based on comparisons of the lowest floor (including basement/crawl space) and the lowest adjacent grade elevations with the base flood elevation. If the entire structure is at or above the elevation of the base flood, the structure may be excluded from the Special Flood Hazard Area. PORTIONS OF THE PROPERTY REMAIN IN THE SFHA (This Additional Consideration applies to the preceding 1 Property.) This Determination Document has removed the subject of the determination from the Special Flood Hazard Area (SFHA). However, portions of the property may remain in the SFHA. Therefore, any future construction or substantial improvement on the property remains subject to Federal, State /Commonwealth, and local regulations for floodplain management. This attachment provides additional Information regarding this request If you have any questions about this attachment, please contact the FEMA Map Assistance Center toll free at (877) 336-2627 (877 -FEMA MAP) or by letter addressed to the Federal Emergency Management Agency, 3601 Eisenhower Avenue, Suite 600, Alexandria, VA 22304 -6439. v, `` (� (�� ` r.r t . c - 39.s'‘ , Matthew B. Miller, P.E., Chief Hazards Study Branch Mitigation Directorate Version 1.3.2 2418012CBM06101650266 AdOO 3114 1N3NVWa CLS Water and Land Resources Division Department of Natural Resources and Parks King Street Center 201 South Jackson Street, Suite 600 Seattle, WA 98104 -3855 206 - 296 -6519 206 - 296 -0192 Fax July 13, 2004 Dick Hendry Family Fun Centers, Tukwila, LLC 7300 Fun Center Way Tukwila, WA 98188 RE: Release of Interest in Financial Guarantee for Family Fun Center, Tukwila, LLC Dear Mr. Hendry: RECEIVED JUN 3 0 2006 TUKWILA PUBLIC WORKS I am pleased to inform you that you have now satisfied all the terms and conditions of your original obligations as set forth in the January 6, 1999 River Protection Facility Defect Maintenance Agreement (also endosed). This also means you have satisfied all the conditions induded in the July 20, 1999 "Blocked Deposit Account for Benefit of King County as Required Financial Guarantee," established pursuant to the Maintenance Agreement (also enclosed). Therefore, by copy of this letter, I am hereby releasing to your sole possession, on behalf of Family Fun Centers, Tukwila LLC, all King County interest in funds originally secured for this purpose, in the Blocked Deposit Account in question. King County will exercise no further rights of possession, interest In, or claims upon said funds, from this day forward Please provide me with any other documents, if needed, as may be required to release these funds from the Blocked Deposit Account in question. Hopefully this letter itself will prove sufficient for these purposes, as is my dear intention here. R ECEIVED i JUN 2 9 2006 COMMUNI DEVELOP This letter is to confirm that I have received a revised replacement for Schedule "B," and accompanying map, to accompany the River Protection Easement, previously signed by Scott Huish on behalf of the Family Fun Centers, Tukwila, LLC, which you have previously provided to me (copy enclosed). This revised Schedule "B" and the map have been stamped and signed by Norm Larson, P.L.S., who provided the revised document to me on your behalf. Following my review of this latest revised Schedule "B," I have found it sufficient for our easement needs. I will therefore submit the completed, signed River Protection Easement documents, including the revised Schedule "B," for recording with the King County Department of Records and Elections. I will provide you with a copy of the final Face ent, following completion of the recording process. July 13, 2004 Dick Hendry Page Two Thank you for your continuing attention to these matters. Please call me at 206 - 296 -8388 if you have any questions regarding this letter. Sincerely, a a Na hilC-- ve Clark Manager, Flood Hazard Reduction Services Section Enclosures CC: Mark Isaacson, Assistant Director, Water and Land Resources Division Steve Bleifuhs, Green River Program Coordinator Andy Levesque, Senior Engineer Ryan Larson, Senior Engineer, City of Tukwila Steve Lancaster, Planning Director, City of Tukwila February 17, 2006 Dick Hendry 7300 Fun Center Way Tukwila WA 98188 Re: Shoreline permit extension for H2 retail/office/restaurant building at 7100 Fun Center Way. File number L03 -043 (Shoreline Substantial Development Permit). Dear Mr. Hendry The Shoreline Substantial Development Permit for the above referenced project was approved on October 7, 2003, with an expiration date of October 7, 2005. Per WAC 173 -27 -090 (2), "Construction shall be commenced within two years of the effective date of a shoreline permit. Provided, that Local government may authorize a single extension for a period not to exceed one year based on reasonable factors, if a request for extension has been filed before the expiration date and notice of the proposed extension is given to parties of record and the department." The City had reviewed your July 5, 2005, letter requesting an extension of that permit. However it was not clear if you were planning on starting construction by October 7, 2006. Subsequent to that you scheduled a pre - application meeting, which was held on February 16, 2006, and indicated that you intend to start construction by summer 2006. This letter is to acknowledge our approval of your request and to formally extend the deadline from October 7, 2005 to October 7, 2006. Please note that the shoreline permit will expire on October 7, 2006, if construction is not commenced by then. If you have any questions, please contact Minnie Dhaliwal at 206 - 431 -3685. Sincerely, Steve Lancaster Director Community Development City Of Tukwila PERMANENT FILE COPY Steven M. Mullet, Mayor Department of Community Development cc: File Jill Mosqueda, Public Works Laura Murphy, Muckleshoot Cultural Resources Program (party of record) Steve Lancaster, Director RECEIVED FEB 21 2006 PUBLIC WORKS 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206 - 431 -3665 To: From: INFORMATION MEMO Minnie Dhaliwal Brenda Holt Cyndy Knighton Mike Cusick Jill Mosqueda July 10, 2003 Date: Subject: Mitigation Huish Office /Retail /Restaurant PERMANENT FILE COPY Reference: DP98 -0002, PRE00 -045, PRE03 -004, PRE03 -010, E97 -0024 Per memo from Gary Barnett to Kelcie Peters , dated December 4, 1998 mitigation fees for all three parcels included sewer and traffic The mitigation fees were based on the parcels having a fun center, a hotel, and a restaurant. 1. Sewer mitigation was calculated as a prorated share of improvements to the Fort Dent lift station. Total for all three parcels was $46,194. This amount was paid 01.19.99 as part of permit MI98 -0163. No additional sewer mitigation will be charged. 2. Traffic Mitigation — Fees were based on Entranco traffic analysis dated January, 1998. Fees of $96,353 were paid for the fun center and hotel under permit D98- 0382. Since there was no permit application for the restaurant, this fee of $59,207 was not paid. As part of the 2003 addenda to E97 -0024, the 1998 traffic study must be amended or a new study performed. New mitigation fees will be determined based on the new study. I have enclosed The December, 1998 memo and copies of receipts of payment. I have put the above information as a comment under E97 -0024 in Permit Plus. City of Tukwila Department of Public Works MEMO Date: December 4, 1998 To: Kelcie Peterson, Permit Coordinator From: Gary Barnett, Senior Engineer, Development John W. Rants, Mayor Ross A. Earnst, P. E., Director Re: Mitigation fees for Family Fun Center Parcels East of Interurban Ave /North of Grady Way (Sewer and Traffic) In ar:ordance with the City of Tukwila's concurrency ordinances, the following fees have beer identified for the three parcels and proposed uses at the Family Fun Center Site. These fees are based upon engineering study and analysis and are approved by the City of Tukwila Public Works Department. The sewer mitigation fee is a prorated share of improvements to the Fort Dent Lift Station, using a preliminary engineering study by Gray and Osborne as a basis for the dollar amounts. The applicant, in addition to these mitigation fees, is responsible for constructing an on- site sewer lift station and a private force main connection from this lift station to the existing gravity sanitary sewer system north of the Green River. The traffic mitigation fees are based on traffic analysis prepared by Entranco Engineers, January 1998, for the proposed land uses as identified in Table 4. a. Family Fun Center b. Hotel c. Restaurant The applicant shall construct frontage improvements along old Grady Way (re -named Family Fun Center Way). In lieu of constructing frontage improvements to Interurban Avenue, a portion of the mitigation fees are collected for the Interurban Avenue bridge widening project scheduled for 1999 construction, which includes the Interurban Avenue frontage adjacent CO the Family Fun Center parcel. 6300 Sourhr?nrer Boulevard. Suite =!00 • Tukwila. Washfn_gron 98188 • Phone: (2061 433 -0179 • Far (2061 431-3665 Family Fun Center Use Parcel Number 242304 -9063 Hotel Use Parcel Number Restaurant Use Parcel Number These mitigation fees are based on cost estimates prepared in 1997 for the specific uses identified in the respective engineering studies. If the site use changes from the assumptions made in the sewer and traffic analysis, then the mitigation fee amounts will need to be recalculated. * To be collected when off site utility permit MI98 -0091 is issued. cc: Brian Shelton Pat Brodin 242304 -9013 242304 -9092 353 L i t Total for all three parcels Q 46,194.00 i t 1 - t.A_Cl Sewer * 40 �O b v s - a' Traffic PA 61,430.00_' 59,207.00» ' T?:/it. e:5.1;1. .. 5313 MI.ItiWIII:N :1Jtillt DC0' r0:' P tJZ :131.: fi,”‘Z(7X7 77,1./Y:1 32I 1071119 219Y.3 1-06 / .Z.L'ZPT. EaNNON -. :!::=14:1 Thrld 0C .. .,■<>0'Till..'7, 7 31 - aM117XPO /Y.)1'768/00 ■c r;uv;:Alk: (srl.dca.:1 nt.' 4Jilun?t.! :):'," iplirtvil - . :i!: • 11:7! !4e: Cf39/7 4 iy.li 111.1 1:7G/ 1Dn .L1111 1 911dA2(1 3 (f^1 rA3C)-CEU '0.' • -- • - (10X ';r:Ju: N91.0110:3 :Inflict: 12T.11 1 PO44a4 !IN ;0:11 G6/EtrD unotti (30i mi rairqwnti 1/Hplehi 11.0rVIIPi 441=v44. F** ****4 t) 4113 " ' A*4.kh8**A • a•S•k•l•b•itile*** A•k•S 4•4•!...4•ktk •;F: •,* N.Ict‘i• •A•••■•1 i***a *-% 4-4•A TY or TUKWILA. WA 7RnirdhiT Number:- 1 Auointt 44,194.3C 0ill;/99 1' hethod: Pot=kt on; ACW:WgE ;20Liffy.ON :Mitt. KU? ?erolt 113e-t162 - vde: MISCCL_ANC0 Feircei No: 242204-9062 te .'Cu Wij Faerfl: 4L,1 711s Fa9nent 46,A91i1.00 Torii ALL rrtc-,t , 11.,F 4 4.00 lalare:.4t i“..ccant Cade qoa 3z 8 1 0 a-- 43ZIE1.-MEHT FLEi • :::;••• •.• r:27 INSPECTION 411 Reid iddleton September 28, 2006 File No. 262006.005/01003 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Huish Retail Building (D06 -218) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. u Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by Associated Earth Sciences, dated February 15, 2006. The following is a summary: 1. Site excavation and grading. 2. Placement of structural fill and soil compaction. 3. Placement and compaction of foundation wall backfill. 4. Installation of foundation wall subsurface drainage system. Structural special inspections by qualified special inspectors should be provided. The following is a summary: 1. Concrete placement at concrete construction: Continuous. 2. Reinforcement at concrete construction: Periodic. 3. Anchor bolts /rods at concrete foundation: Continuous. 4. Fabrication and erection of structural steel: Periodic. 5. Structural welding of structural steel for single -pass fillet welds (maximum 5/16 -inch) and roof deck welds: Periodic. 6. Structural welding of structural steel, other than single -pass fillet welds (maximum 5/16 -inch) and roof deck welds, where applicable: Continuous. 7. High - strength bolting of structural steel other than slip - critical: Periodic. 8. High - strength bolting of structural steel, slip - critical, where applicable: Continuous. 9. Erection of open -web steel joists and girders. Periodic. Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Mr. Bob Benedicto, Building Official City of Tukwila September 28, 2006 File No. 262006.005/01002 Page 2 Enclosed are two sets of the revised structural drawings, the original architectural drawings, structural calculations, geotechnical report, and correspondence from the geotechnical engineer and structural engineer for your records. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. P %dip Brazil, P E., S.E. Senior Engineer SIG 4 ..5. Al Findlay, P.E. Design Engineer Enclosures cc: Dick Hendry (by facsimile) Weylin Thompson, Mulvanny G2 Architecture (by surface mail) K. M. Maw, K. M. Maw Associates (by surface mail) dop:\ doc\ 26\ pl anrevw \tukwila \06 \t010r2.doc \prb Reid iddleton Reid iddleton September 20, 2006 File No. 262006.005/01002 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Second Submittal Huish Retail Building (D06 -218) Dear Mr. Benedicto: 5 F 00 RECEIVED SEP 21 2006' We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. Several of the previous review comments (letter dated August 3, 2006) have not been addressed completely in the recent submittal. The comments below supersede the previous review comments and outline the remaining issues. The permit applicant should address these comments. The numbering system from our previous letter has been retained for your reference. General 1. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations. All information should be submitted directly to Reid Middleton, Inc. Geotechnical No additional comments. Architectural No additional comments. Structural General 12. Sheet L -8 of the revised calculations dated August 28, 2006 indicates the anchor bolts to be ASTM A354 Grade BC. A note should be added under the Structural Steel Section of the General notes indicating anchor bolts used in the braced frames should be ASTM A354 Grade BC to match the calculations. Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc 7281341h Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Mr. Bob Benedicto, Building Official City of Tukwila September 20, 2006 File No. 262006.005/01003 Page 2 Foundation No additional comments. Vertical No additional comments. Lateral 22. The bolts connecting the base plates to the foundation and the bearing plate to the steel beam for the ordinary concentrically braced frames at Details 3/S3.1 and 8/S3.2 do not appear structurally adequate. Their expected tensile strength, which includes the minimum of Ry Fy Ag of the bracing member or the maximum force that can be delivered by the system, must be at least equal to their required strength. Note the anchor bolts must resist combined effects of the shear and tension forces from the brace. The connection plate shown in Detail 9/S3.2 and the gusset plates shown in Detail 3/S3.1 also do not appear to be structurally adequate to resist the expected tensile strength from the brace member. Substantiating data should be submitted to verify structural adequacy of the above. Details 3/S3.1, 8/S3.2 and 9/S3.2 should be revised as required. See IBC Section 2205.2.2 and Section 14.2 of AISC 341 -02 (AISC- seismic). . Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Al Findlay Design Engineer Philip Brazil, P.E., S.E. Senior Engineer cc: Dick Hendry (by facsimile) Weylin Thompson, Mulvanny G2 Architecture (by surface mail) K. M. Maw, K. M. Maw Associates (by surface mail) dop:\ doc \26 \planrevw \tukwila \06 \t010r2. doc \prb Reid iddleton Reid iddleton August 3, 2006 File No. 262006.005/01001 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Huish Retail Building (D06 -218) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant should address the comments below. Note that the "WSxx" code references are to Washington State Amendments of the applicable code. General 1. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations. All information should be submitted directly to Reid Middleton, Inc. Geotechnical 1. Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by Associated Earth Sciences, dated February 15, 2006. See IBC Sections 1704.7 and 1802. The following is a summary: a. Site excavation and grading. b. Installation of auger -cast concrete piles. c. Verification of auger -cast concrete pile capacities. d. Placement of structural fill and soil compaction, where applicable. e. Placement and compaction of foundation wall and grade beam backfill. f. Installation of foundation wall and grade beam subsurface drainage system. RECEIVED AUG 0 4 2006 p fl Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fox: 425 741 -3900 Mr. Bob Benedicto, Building Official City of Tukwila August 3, 2006 File No. 262006.005/01001 Page 2 Architectural 1. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. See IBC Section 106.3.4.2. The following deferred submittals are identified: a. Design drawings for open -web steel joists and girders. Structural General 1. Structural special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1707. The following is a summary: a. Construction of augered uncased (augercast) concrete piles: Continuous, see also Section 1704.8. b. Concrete placement at concrete construction: Continuous, see also Section 1704.4. c. Reinforcement at concrete construction: Periodic, see also Section 1704.4. d. Anchor bolts /rods at concrete foundation: Continuous, see also Sections 1704.4 and 1707.1. e. Fabrication and erection of structural steel: Periodic, see also Section 1704.3. f. Structural welding of structural steel for single -pass fillet welds (maximum 5/16 -inch) and roof deck welds: Periodic, see also Section 1704.3. g. Structural welding of structural steel, other than single -pass fillet welds (maximum 5/16 -inch) and roof deck welds, where applicable: Continuous, see also Section 1704.3. h. High - strength bolting of structural steel other than slip - critical: Periodic, see also Section 1704.3. i. High - strength bolting of structural steel, slip - critical, where applicable: Continuous, see also IBC Section 1704.3, Section M5.4 of the AISC Specification (AISC -LRFD or AISC -ASD), and RCSC Section 9.3. j. Erection of open -web steel joists and girders: Periodic, see also Section 1704.3. 2. The section of the structural notes on special inspection, Sheet S0.1, should be revised by specifying additional special inspections (i.e., concrete placement, anchor bolts, high - strength bolting and erection of open -web steel joist and girders). Note that the types of special inspections are required to be included in Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila August 3, 2006 File No. 262006.005/01001 Page 3 the quality assurance plan. See IBC Section 1705.2(4). Refer to Sections 1704 and 1707 and the structural comment above to determine the additional types of special inspections. 3. The frequency of each type of special inspection in the section of the structural notes on special inspection, Sheet S0.1, should be specified for review (i.e., periodic or continuous). Note that the frequency of each special inspection is required to be included in the quality assurance plan. See IBC Section 1705.2(4). Refer to Section 1702.1 for the definitions of continuous special inspection and periodic special inspection. Refer to Sections 1704 and 1707 and the structural comment above to determine when continuous or periodic special inspection is required for each type of special inspection. 4. The design spectral response accelerations (Sos and SDI) at the earthquake load design data, Sheet S0.1, should be revised. The reported values are incorrectly determined. 5. The site class at the earthquake load design data, Sheet S0.1, should be changed from D to E. See the report update by Associated Earth Sciences, dated February 15, 2006 and page 8 of the original report, dated November 15, 2000. 6. The seismic design category at the earthquake load design data, Sheet S0.1, should be changed from D to E, which is due to the correct 5D1 value of 0.781. See IBC Section 1616.3 and Table 1616.3(2), Footnote (a). 7. The foundation section of the structural notes, Sheet S0.1, should be revised by reducing the bearing pressure to 1,000 psf and changing the date of the geotechnical report to November 15, 2000, updated February 15, 2006. See the reports by Associated Earth Sciences for further information, including page 14 of the original report. 8. In the concrete section of the structural notes, Sheet 50.1, the edition of ACI 318 should be changed from 1999 to 2002 and the reference to the UBC should be changed to the IBC. See IBC Chapter 35. 9. The edition of ASTM A 615 should be changed from 1978 to 2000 in the reinforcing steel section of the structural notes, Sheet S0.1. See IBC Chapter 35. 10. The ASTM reference for structural steel should be changed from A 50 to A 572 in the structural steel section of the structural notes, Sheet S0.1. Standard A 50 was withdrawn by ASTM in 1937. Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila August 3, 2006 File No. 262006.005/01001 Page 4 11. The edition of AWS DI.1 should be changed from 1986 to 2000 in the structural steel section of the structural notes, Sheet S0.1. See IBC Chapter 35. 12. A note should be added to the section of the structural notes on structural steel, Sheet S0.1, specifying that the welds at the members and connections of the seismic - force - resisting system of the building shall be made with filler metal producing welds with a minimum Charpy V -notch toughness of 20 ft-lbf at minus 20 degrees -F. See IBC Section 2205.2.2 and Section 7.3a of the AISC seismic provisions (AISC 341 -02). 13. The length of the seam welds should be increased to 1 -1/2 inches in the structural steel deck section of the structural notes on structural steel, Sheet SO.1. See page 6, general note #4, in ICC -ES ESR -1414 for ASC steel decking. Foundation 14. The foundation plan should be revised. Spread footings and a concrete slab -on- grade are proposed but the geotechnical report recommends the installation of auger -cast concrete piles and a structural concrete floor slab. See page 11 of the original report, dated November 15, 2000. Note that the recommendation for an allowable soil bearing pressure on page 14 of the report is limited to ancillary structures (i.e., dumpster enclosures). Vertical 15. No comments. Lateral 16. The forces determined in the calculations for the braces of the ordinary concentrically braced frames appear to be based on design earthquake loads. These loads, however, are required to be amplified by the system overstrength factor (0 o). The calculations should be revised and resubmitted for review. The structural design may need to be revised. Please verify. See IBC Section 2205.2.2 and Section 14.2 of AISC 341 -02 (AISC- seismic). 17. The fillet welds at the gusset plate -to -brace connections of the ordinary concentrically braced frames do not appear structurally adequate. Their expected tensile strength must be at least equal to their required strength. Substantiating data should be submitted to verify structural adequacy. Details Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila August 3, 2006 File No. 262006.005/01001 Page 5 3/S3.1, 8/S3.2 and 9/S3.2 should be revised as required. See IBC Section 2205.2.2 and Section 14.2 of AISC 341 -02 (AISC- seismic). Note that the expected tensile strength may increase subject to resolution of lateral comment #16. 18. The connection of the gusset plates to the bearing and base plates at either end of the braces at the ordinary concentrically braced frames should be specified for review at Details 3/S3.1 and 8/53.2. They are currently not specified. 19. Assuming 1/4-inch fillet welds, the connections at the gusset plate -to -base plate gusset plate -to- bearing plate connection of the ordinary concentrically braced frames do not appear structurally adequate. Their expected tensile strength must be at least equal to their required strength. Substantiating data should be submitted to verify structural adequacy. Details 3/S3.1 and 8/S3.2 should be revised as required. See IBC Section 2205.2.2 and Section 14.2 of AISC 341 -02 (AISC- seismic). Note that the expected tensile strength may increase subject to resolution of lateral comment #16. Note also that, due to the location of the steel columns, the length available for fillet welds is limited to one side of the column. 20. The connection of the gusset plates to both sides of the columns at either end of the braces at the ordinary concentrically braced frames should be specified for review at Details 3/S3.1 and 8/53.2. They are currently specified on only one side. 21. Assuming 1/4 -inch fillet welds, the connections at the gusset plate -to- column connection of the ordinary concentrically braced frames do not appear structurally adequate. Their expected tensile strength must be at least equal to their required strength. Substantiating data should be submitted to verify structural adequacy. Details 3/S3.1 and 8/53.2 should be revised as required. See IBC Section 2205.2.2 and Section 14.2 ofAISC 341 -02 (AISC- seismic). Note that the expected tensile strength may increase subject to resolution of lateral comment #16. 22. The bolts connecting the base plates to the foundation and the bearing plate to the steel beam for the ordinary concentrically braced frames at Details 3/53.1 and 8/S3.2 do not appear structurally adequate. Their expected tensile strength must be at least equal to their required strength. Substantiating data should be submitted to verify structural adequacy. Details 3/S3.1 and 8/S3.2 should be revised as required. See IBC Section 2205.2.2 and Section 14.2 of AISC 341 -02 (AISC- seismic). Note that the expected tensile strength may increase subject to resolution of lateral comment #16. Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila August 3, 2006 File No. 262006.005/01001 Page 6 Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Rei Middleton, In Ph ip Brazil, P.E., S.E. Senior Engineer cc: Dick Hendry (by surface mail) Weylin Thompson, Mulvanny G2 Architecture (by surface mail) K. M. Maw, K. M. Maw Associates (by surface mail) dop:\ doc\ 26\ planrevw \tukwila \06 \t010rl.doc \prb Reid iddleton Reid iddleton 728134th Street SW - Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Project C_aP L/\ \ c t TJ 9Zov t Project No Sheet of Design by V t-9 Date 2 ILI Checked by Date ( CAW etch— s 4q-€ © .L/C : zrpoz ��sM1 G surc,ko >° 1 � �-- eA-4— ct T H h k TIS� o ltl -/eVc- , n f se. \* fyi Cat `t 7. Lfb.t-f -izZ,zY -6 usCRs- c? Ss = (3 to Si - oz: LNZ.63 kd.Sz USES OZ— S = , Lf2i63� ( /3) = . ' Ste, = Z (y€Saa ) . 78 S9C_ C 'vet h) < = Z Le\S s Mcps d r 7© y - tL z (S - s in S�'ar - s c6 Tyr —3�l yud cOe ciL, t ms ��• rn l cDS Lz;' 45cAt , eke lab 9 o (ZS /`� z�a z zs a /n� n rc �zs O. G, g s s s sep_ Z s fJ " 7.a ( o 0,0 z"i or 4 6„ A6 L 16.0 to to Reid iddleton 728134th Street SW - Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fox: 425 741 -3900 kalwient Project H U I SV\ Project No. Sheet of of Design by 4� Date 3 C74 Checked by Date 54-6k0\ ( - 0 1A.con.. c) h ZO (Std (` 2e) ti.ss s 5i-r-; 1 i f L = LE 1 — 6a s i ) s ? l L y- IL x L it Q z 3 zm .Z,OS Z ry9 +g _ 7,Ls czyn8/ s*e_e_\ b r_cbce = 1,7 cs - � .6 td - lso� C,e.) = 6b 1 �� v = L(z � v =3� Hss ` ?� G c 6 � 4 -tiq" tt _ ,zs (Le (e (77 b -> (ItS) (tea (4—/�1 )� H3 �� N �- Ctc (,3 (`{6) (63) - L . C7 t b r cam? . S -Q °T1) ��� Li-, 3/ 47 P 1 11 Lat/Lon Lookup Output! Page 1 of 1 USGS science for a changing world LOCATION 47.4649 Lat. - 122.2467 Long. The interpolated Probabilistic ground motion values, in %g, at the requested point are: 10 %PE in 50 yr 5 %PE in 50 yr 28PE in 50 yr PGA 32.02 43.50 61.71 0.2 sec SA 68.75 107.34 135.10 0.3 sec SA 60.32 95.25 125.62 1.0 sec SA 21.12 30.54 46.59 PROJECT INFO: SEISMIC HAZARD: Hazard by Lat/Lon, 1996 http: // eqint. cr. usgs. gov /eq- men /cgi- bin/find- 11- interp- 06.cgi 8/3/2006 2002 Lat/Lon Lookup Output! Page 1 of 1 USGS science for a changing world LOCATION 47.4649 Lat. - 122.2467 Long. The interpolated Probabilistic ground motion values, in %g, at the requested point are: 10 %PE in 50 yr 2 %PE in 50 yr PGA 32.69 63.20 0.2 sec SA 71.99 142.63 1.0 sec SA 23.68 48.82 SEISMIC HAZARD: Hazard by Lat /Lon 2002 http: // eqint. cr. usgs .gov /eq- men/cgi- bin/find -11- 2002 - interp- 06.cgi 8/3/2006 DECK GAGE SEAM ATTACHMENT PUDDLE WELDS' DECK SPAN (feet) 5' -0" 6' -0" 7' -0" 8' -0" 9' - 0" 10' -0" 20 Button Punch At 12 "O.C. 4 q 420 420 410 410 380 350 F 11.0 + 129R 11.2 + 107R 11.3 + 92R 11.5+ 80R 11.7 + 71R 11.8 + 64R Button Punch Al24 "O.C. 4 q 340 340 340 330 310 280 F 13.0+ 129R 13.2+ 107R 13.4 + 92R 13.6 + 80R 13.8 + 71R 14.1 + 64R Top Seam Weld At 12" 0.C. 4 q 450 450 450 440 440 440 F 5.4 + 129R 5.0+ 107R 4.6 + 92R 4.4 + 80R 4.1 + 71R 4.0 + 64R Top Seam Weld At 24" 0.C. 4 q 340 340 340 340 340 340 F 6.4+ 129R 5.8+ 107R 5.3 +92R 5.0 +80R 4.7 +71R 4.5 +64R Side Seam Weld At 12 "O.C. 4 q 805 756 721 694 674 658 F 5.9 + 129R 5.5 + 107R 5.3 + 92R 5.0 + 80R 4.8 + 71R 4.6 + 64R Side Seam Weld At 24" O.C. 4 q 543 494 458 432 412 395 F 7.7 + 129R 7.3 + 107R 6.9 + 92R 6.6 + 80R 6.4 + 71R 6.2 + 64R Button Punch At 12" O.C. 7 q 740 740 710 630 560 500 F 10.4 + 32R 10.6 + 27R 10.8+ 23R 11.0 + 20R 11.3 + 18R 11.5 + 16R Button Punch At 24' 0.C" q 670 660 640 560 500 450 F 11.3 +32R 11.6 +27R 11.8 +23R 12.1 +20R 12.4+ 18R 12.6+ 16R Top Seam Weld At 12" 0.C. 7 q 900 890 880 840 750 680 F 9.6 + 32R 8.5 + 27R 7.8 + 23R 7.2 + 20R 6.7 + 18R 6.4 + 16R Top Seam Weld At 24" O.C. T q 790 780 770 740 660 600 F 10.6 + 32R 9.4 + 27R 8.5 + 23R 7.9 + 20R 7.4 + 18R 7.0 + 16R Side Seam Weld At 12" O.C. 7 q 939 865 812 773 742 718 F 5.7 + 32R 5.4 + 27R 5.2 + 23R 5.0 + 20R 4.8 + 18R 4.7 + 16R Side Seam Weld At 24" 0.C. 7 q 677 602 549 510 479 455 F 7.0 + 32R 6.8 + 27R 6.6 + 23R 6.4 + 20R 6.2 + 18R 6.0 + 16R 22 Button Punch At12 "O.C. 4 q 320 320 320 320 310 280 F 14.5 +2228 14.7 +185R 14.8 +159R 15.0 +1398 15.2+ 123R 15.4 +111R Button Punch At24"O.C. 4 q 260 260 260 250 250 220 F 17.4 + 222R 17.6 + 185R 17.9 + 159R 18.1 + 139R 18.4 + 123R 18.6 + 111R Top Seam Weld At 12" 0.C. 4 q 360 360 360 360 360 360 F 6.9 + 222R 6.1 + 185R 5.7 + 159R 5.4 + 139R 5.1 + 123R 4.9+ 111R Top Seam Weld At24"0.C. 4 q 280 280 270 270 270 270 F 8.1 +222R 7.2+ 185R 6.6+ 159R 6.2+ 139R 5.8+ 123R 5.6+ 111R Side Seam Weld At 12 "O.C. 4 q 519 492 473 458 447 438 F 7.1 + 222R 6.6 + 185R 6.2 + 159R 5.9 + 139R 5.7 + 123R 5.5 + 111R Side Seam Weld At 24" 0.C. 4 q 337 309 290 276 264 256 F 9.5+ 222R 8.9 + 185R 8.4 + 159R 8.0 + 139R 7.7+ 123R 7.4+ 111R Button Punch At 12" O.C. 7 q 570 570 560 500 450 410 F 13.8 + 56R 14.1 + 46R 14.3 + 39R 14.6 + 34R 14.8 + 31R 15.1 + 28R Button Punch At24 "O.C' q 510 500 500 450 400 360 F 15.2+�R 15.5+ 46R 15.8 + 39R 16.2 + 34R 16.5 + 31R 16.8 + 28R Top Seam Weld 7 q ( 700 700 690 690 620 560 At 12 "O.C. F 12.5 + 56R 11.1 +46R 10.0+ 39R 9.2 + 34R 8.6 + 31R 8.2 + 28R Top Seam Weld At24"0.C. 7 q 610 610 600 600 540 490 F 1 12.3 +46R 11.1 +39R 10.2 +348 9.5 +318 9.0 +28R Side Seam Weld 7 q 59 555 525 504 487 473 At 12' O.C. F 6.9 + 56R 6.5 + 46R 6.2 + 39R 6.0 + 34R 5.7 +31R 5.6 + 28R Side Seam Weld At 24' 0.C. 7 q 414 372 343 321 304 291 F 8.8 + 56R 8.4+ 46R 8.1 + 39R 7.8 + 34R 7.5 + 31R 7.3 + 28R Fn. CI. 1 lnrh = 9S d mm 1 font = 304. mm. 1 oil= 14.594 N /m. Page 46 of 100 TABLE 8- ALLOWABLE DIAPHRAGM SHEARS (q) (In pounds per lineal foot) AND FLEXIBILITY FACTOR (F) FOR B-36 and BF -36 INTERLOCK DECK'.''''' (Continued) R Is the vertical load span of deck units (L,.) divided by the length (L of the deck unit. R = L,/L 2 See Table 34 of this report for diaphragm flexibility limitations and definition of F. 'Deck end laps to be 2 Inches maximum over supports. 'See Figure 3 for support weld patterns. ESR -1414 Reid iddleton r - nt Sheet of 728134th Street SW - Suite 200 r Design by Everett, Washington 98204 Ph: 425 741 -3800 Fax: 425 741-3900 Project No. Date Checked by Date CAST -IN CONCRETE ANCHORS PER ACI 318 -02 APPENDIX D/1999 PCA I.D.: INPUT: Concrete strength: Concrete type: Actual embedment depth: Fastener diameter: Threads: Head type: Fastener material: J or L hook length: Tension load eccentricity: Shear load eccentricity: Seismic loads for SDC C, D, E or F? = 3000 psi Normal weight h = 8 in d =0.75 v in ASTM A354 Gr. BC eh = e'N = e'v = Threaded Heavy hex in in in Yes Load combinations used: ACI 318 -02 Section 9.2 Supplementary reinforcement? D Yes Cracking occurs at service levels? ❑Yes Built up grout pad used? CI Yes Welded plate per D.6.2.3? O Yes Effective fastener area: Aso = 0.334 in Bearing area: Abet = 0.911 in Fastener yield strength: f = 109000 psi Fastener tensile strength: fie = 125000 psi v v Number of anchors: Width of fastener group: Length of fastener group: No. of edges within 1 . 5 het: Top edge distance: Bottom edge distance: Left edge distance: Right edge distance: Edge distance for blowout: Perp. edge dist. for blowout: Spacing for blowout: Maximum edge distance: Minimum edge distance: Edge distance for shear: Perp. edge dist. for shear: Shear load direction: Shear edge direction: Edge reinforcement: Ductile material ?: n= x= y= ne = ct = c = c, = Cr = Cbo = Cb = SO = Cmax = Cmin = c1 = C2 4 7 17 1 100 in 100 in 6.5 in 10.5 in 6.5 in 100 in 7 in 100 in 6.5 in 100 in 6.5 in Down Parallel to edge None v Yes Strength factors: Concrete weight factor: Seismic reduction factor: Reduction factor, tensile strength of a ductile steel element: Reduction factor, shear strength of a ductile steel element: Reduction factor, tensile strength of a brittle steel element: Reduction factor, shear strength of a brittle steel element: Reduction factor, tensile or shear strength of concrete: Grout reduction factor: ♦♦+5 = •std = $ssd = +stb = +ssb = (he = 4A 1 0.75 0.75 0.65 0.65 0.6 0.7 0.8 Concrete breakout tension strength: Effective embedment depth - Single fastener failure area: Calc. tension surface area: Use failure surface area: Tension breakout strength: Eccentricity factor: Edge distance factor: Cracking factor: Concrete breakout strength: Breakout design strength: her = IF(n = ANO = 9 = ANC AN = MIN(ANC * ANO) = Nb = IF(h *X *f2 *h 16e21 h ) = W1 = IF( e' N >O,MIN(1 /(1 +2'e' = W2 = IF( Cmn< 1 . 5 'hef,0.7 +0.3'Cm141.5 *het),1) = Wa = IF(cracking,1,1.25) = Nth = AN /ANO'W1 = 0 = +s +c = 8 in 576 in 984 in 984 in 29745 Ib 1 0.8625 1.25 54783 Ib 28761 Ib Concrete pullout tension strength: ACI Ref.: D.3.4 D.3.3.3 0.4.4,5 D.4.4,5 D.4.4,5 D.4.4,5 D.4.4,5 D.6.1.3 Act Ref.: D.5.2.3 D.5.2.1 D.5.2.1 D.5.2.2 D.5.2.4 D.5.2.5 D.5.2.6 D.5.2.1 ACI Ref.: CAST-IN CONCRETE ANCHORS PER ACI 318-02 APPENDIX D/1999 PCA I.D.: Pullout strength: Cracking factor: Pullout design strength: N = IF(J or L hook,0.9 *f *e *d,A *8 *f = W4 = IF(cracking,1,1.4) = Ship = 4b8' +c *n *Np *W4 = 21864 Ib 1.4 64280.2 Ib D.5.3.4,5 D.5.3.6 Concrete side face blowout tension strength: ACI Res: =_ ._ Corner blowout factor. Single blowout strength: Singe BO design strength: Group blowout strength: Group BO design strength: cbof = IF( c 2 <3 *c +MAX(1,c /4,1) = N = IF(c <0.4 *h „160 *c s *h'f *cbof, "N /A ")= �N, = IF(c <0.4 *h *$ *N "N /A ") = N sbg = IF( so< 6* cb ,,(1 +sd(6 *c *N "N /A ") = $N, = IF(Cb <0.4 *h <6 + N "N /A ") = 1 N/A Ib N/A Ib N/A Ib N/A Ib D.5.4.1 D.5.4.1 D.5.4.2 Steel tension strength: ACI Ref.: Steel strength in tension: Steel tens. design strength: N = n *A *MIN(f *f = QN, = IF(ductile,41/4*41/4w N„ $ *N = 167000 Ib 93938 lb D.5.1.2 Steel shear strength: ACI Ref.::_ Steel strength in shear: Steel shear design strength: V, = n *A stud ,1,0.6) *MIN(f, *f = $V, = IF(ductile,$ $ *$ *$ *(6*V = 100200 Ib 39078 Ib D.6.1.2 Concrete breakout shear strength: ACI Ref.: Single fastener failure area: Calc. shear surface area: Use failure surface area: Load bearing length: Shear breakout strength: Eccentricity factor: Edge distance factor: Cracking factor: Concrete breakout strength: Edge direction factor: Breakout design strength: Avo = 4.5 *c = Avc = A = MIN(Avc,n *Avo) = I = MIN(h *d) = Vb = IF(sect623,8,7) *(I /df.2 *do's *X *fco.s *city = W = IF( e' v >0,MIN(1/(1 +2 *4/(3 *c = W = IF(OR(c >= 1.5 *c 1),1,0.7 +0.3 *c /(1.5 *c = W7 = IF( cracking, INDEX (edgefactors,edgereinf),1.4) = Vol, = Av /Avo " Ws ' W6 ' 9/7 " Vb = edf = tpV = + *edf'V = 45000 in 3600 in 3600 in 6 in 503277 Ib 1 1 1.4 56367 Ib 2 59185 Ib D.6.2.1 D.6.2.1 D.0 D.6.2.2,3 D.6.2.5 D.6.2.6 D.6.2.7 D.6.2.1 D.6.2.1 Concrete pryout shear strength: ACI Ref.: Pryout factor: k = IF(h, <2.5,1,2) = Pryout strength: V = k * N c b = Pryout design strength: M = 41/4 = 2 109567 Ib 57523 Ib D.6.3.1 0.6.3.1 Reid iddleton 728 134th Street SW - Sulte 200 Everett Washington 98204 Ph: 425 741-3800 Fax: 425 741 -3900 r"nnt ct Project No. Sheet of Design by Date checked by Date K M. Maw Associates Consulting Engineer August 28, 2006 Mr. Philip Brazil, P.F.., S.E. Senior Engineer Reid Middleton Inc. 728 134 Street SW, Suite 200 Everett, WA 98204 Re: Family Fun Center Retail Building 7100 Fun Center Way Tukwila, WA Huish Retail Building (D06 -218) RM File No. 262006.005/01001 Dear Mr. Brazil 06-14 The following are our structural response to your comment letter dated August 3, 2006 for the above referenced project. General Items I, 2 and 3: Structural special inspection requirements have been added to the structural notes on sheet 50.1. Item 4: The design spectral response accelerations at the earthquake design data on sheet 80.1 have been revised. Item 5: The site class at the earthquake design data on sheet 50.1 has been revised. Item 6: The seismic design category at the earthquake design data on sheet 50.1 has been revised. Item 7: Please see page 12 of the soil report dated July 22, 2003. 1,250 psf is the recommended bearing pressure. Item 8: References in the concrete section of the structural notes on sheet 50.1 have been revised. Item 9: Reference in the reinforcing steel section of the structural notes on sheet 80.1 has b , ^� Fj)� revised. S E p ? % O it 810 Third Avenue Seattle, Washington 98104 206 624- 7146''.'`. NL VE��� CenrralBuildin Building g ! 1 R 1D VaDalOtt 24p c to oo s .0100z_ 00(0 • 2_ (3 t L K.M. Maw Associates Consulting Engineer August 28, 2006 Mr. Philip Brazil, P.E., S.E. Reid Middleton Inc. Family Fun Center Retail Building RM File No. 262006.005/01001 Page2of3 Item 10: Reference in the structural steel section of the structural notes on sheet SO.1 has been revised. Item II: Reference in the structural steel section of the structural notes on sheet 50.1 has been revised. Item 12: A weld note has been added to the structural steel section of the structural notes on sheet S0.1. Item 13: The seam weld length has been revised to 1 -1 /2" in the structural steel deck section of the structural notes on sheet SO. 1. Foundation Item 14: Please see page 12 of the soil report dated July 22, 2003. 1,250 psf is the recommended bearing pressure. Lateral Item 16: The calculations have been revised. Please see sheet L -2 and L -3. Item 17: Details 3/S3.1, 8/S3.2 and 9/S3.2 have been revised. Please also see revised calculation sheet L -7. Item 18: The details have been revised. Please see revised calculation L -7. Item 19: The details have been revised. Please see revised calculation L -7. Item 20: The details have been revised. Please see revised calculation L -7. Central Building 810 Third Avenue Seattle, Washington 98104 (206) 624 -7146 K.M. Maw Associates Consulting Engineer August 28, 2006 Mr. Philip Brazil, P.E., S.E. Reid Middleton Inc. Family Fun Center Retail Building RM File No. 262006.005/01001 Page 3 of 3 Item 21: The details have been revised Item 22: The details have been revised if you have any questions, please give me a call. Thank you. K.M. Maw Associates Joe Maw Cc: Weylin Thompson, MulvannyG2 Architecture k/0614resp . Please see revised calculation L -7. . Please see revised calculation L -7. Central Building 810 Third Avenue Seattle, Washington 98104 (206) 624 -7146 .08/17/2006 13:52 4258277701 FAX Memorandum Date: 8/17/06 To: Dick Hendry oZlY oQ 7O5-Oio G2 � ->l2 Associated Earth Sciences, Inc. Tukwila Family Fun Center 7200 Fun Center Way, #241 Tukwila, Washington 98188 Fax 425 -917 -7512 Project Family Fun Center Name: Retail Building AESI Project KE00689A From. Bruce Guenzle '( Kurt Merriman Subject: Geotechnical Building Permit Plan Review Comment Responses Introduction This memorandum provides geotechnical engineering responses to items contained in the letter from Reid Middleton, the City of Tukwila review consultant, in their letter Building Permit Plan Review — First Submittal, Huish Retail Building (D06 -218). Associated Earth Sciences, Inc. (AESI) previously completed subsurface explorations on the site, and prepared a comprehensive geotechnical engineering report that provided shallow foundation recommendations. We later prepared an addendum letter that provided updated seismic design recommendations to be used with the earlier comprehensive report. The comprehensive geotechnical engineering report was titled "Subsurface Exploration, Geologic HazanL and Preliminary Geotechnical Engineering Report, Tukwila Family Fun Center, Proposed New Office Building, Tukwila, Washington" and dated July 22, 2003. The later addendum was titled "Geotechnical Engineering Report Update, Tukwila Family Fun Center, Proposed New Office Building, Tukwila, Washington ", and dated February 15, 2006. It should be noted that the Reid Middleton review comments letter incorrectly references an earlier AESI report prepared in 2000 for a multistory building on the project site which would have been supported on augercast piles. The currently proposed project should be based only on the 2003 comprehensive geotechnical engineering report and 2006 addendum described above, which provide shallow foundation support recommendations for a single story structure. The following section refers to specific sections and item numbers from the Reid Middleton letter: Geotechnical Item lb, lc, and le: These items refer to augercast piles and grade beams, which are not part of current plans. 911 FIFTH AVENUE • SUITE 100 • KIRKLAND, WA 98033 PAGE 02/03 o • P:425/821.7701 • P:425/�2,7 � 4 1 N 4ECf , I ,, S , Wito _ ~ . 08/17/2006 13:52 4258277701 FAX PAGE 03/03 Structural General Item 1 a : This item refers to augercast piles, which are not part of current plans. Item 5: This .item should refer to the above referenced 2003 report, rather than the 2000 report. Item 7: Same note as for Item 5. Foundation Item 14: Same note as for Item 5. We hope that this memorandum provides the information you require. If there are any questions regarding this memorandum, or other geotechnical engineering aspects of the project, please do not hesitate to call. 911 FIFTH AVENUE • SUITE 100 • KIRKLAND, WA 98033 • P:425/827 -7701 • F:425/827 -5424 ACTIVITY NUMBER: D06 -218 DATE: 12 -12 -07 PROJECT NAME: HUISH RETAIL BUILDING SITE ADDRESS: 7100 FUN CENTER WAY Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # X Revision # 1 After Permit Issued DEPA�. uildin �Divisi � Public W Complete Please Route Documents/routing slip.doc 2 -29-02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP l - DETERMINATION OF COMPLETENESS: (Tues., Thurs.) TUES/THURS ROUTING: APPROVALS OR CORRECTIONS: 1ktll MP�PI4 vi Fire Prevention Planning Division Structural ❑ Permit Coordinator ❑� Incomplete ❑ Structural Review Required REVIEWER'S INITIALS: DUE DATE: 12 -13 -07 Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ❑ No further Review Required DATE: DUE DATE: 01 -10 -08 Approved ❑ Approved with Conditions d Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments Issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: Documems/rouling slip.doc 2 -26-02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -218 DATE: 09 -06 -06 PROJECT NAME: HUISH RETAIL BUILDING SITE ADDRESS: 7100 FUN CENTER WY Original Plan Submittal X Response to Correction Letter # 1 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: Building Division ❑ Fire Prevention Public M 4)0 Structural tip [[[��� ���jjj DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ Comments: 4100 1 PI nning Division ❑ Permit Coordinator ❑ DUE DATE: 09-07-06 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 DATE: DUE DATE: 10-05-06 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DEPARTMENTS: y uu�� ,,� ,,11 (1 B ing Diiv ion Public L?Lak Wocks d h 4 ]5-1 -o& Comments: APPROVALS OR CORRECTIONS: Notation: REVIEWER'S INITIALS: Documents/routing slip.aoc 2 -2g -02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -218 DATE: 06 -29 -06 PROJECT NAME: HUISH RETAIL BUILDING SITE ADDRESS: 7100 FUN CENTER WY Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Issued DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete L_. Incomplete ❑ TUES/THURS ROUTING: Please Route e Structural Review Required REVIEWER'S INITIALS: Fire Prevention Planning 'vision on Strµctura .0 110 Permit Coordinator ❑ DUE DATE: 07 -06-06 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 DATE: DATE: DUE DATE: 08-03-06 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) EFI Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: g-2 ac' Bldg ❑ Fire ❑ Ping C I PW [ Staff Initials: % COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -218 DATE: 06 -08 -06 PROJECT NAME: HUISH RETAIL BULDING SITE ADDRESS: 7100 FUN CENTER WY X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: Building Division Public Works 5l1 Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ Comments: Incomplete TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -2802 DATE: DATE: Pla nning Division XI Permit Coordinator ❑ DUE DATE: 06-13-06 Not Applicable ❑ Permit Center Use Only //� r , INCOMPLETE LETTER MAILED: L(io LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ca, Fire ❑ Ping PW ❑ Staff Initials: No further Review Required DUE DATE: 07-11-06 Approved with Conditions ❑ Not Approved (attach comments) ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Date: /0 /i ;/e 7 Project Name: I' mmary of Revision: Created: ft-I3-2004 a.a:wi• 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.citukwila.wa.us ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # / after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Sheet Number(s): "Cloud" or highlight all areas of revision including date o revisio Received at the City of Tukwila Permit Center by: Er Entered in Permits Plus on I k) -- upphatsoosttns- .PV6smons on h ne4ewwn submittal Steven M Mullet, Mayor Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, eta / 2 / Plan Cbeck/Permit Number: DO 6 2 ( g Project Address: 7/ 00 fVI V ER, `i' Contact Person: g /v.- Hose Phone Number: CPO[ F b S 6c 9 V Rep /a ce c.44 v Pell pt/a/ vvi a- /a-woPsca , /iiec{ye c S�reeli SevVer � f . c 4 r friar ph hog' wale - ce 07 - . U/ 6( RECEIVED CITY AP tug ygA IDCC 12 20011 Ef+Mir CENTER Date: 7- / 9 — 20 Created: 8 -13 -2004 Revised: 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: hap: / /www.cr.tukwila.wa.us Received at the City of Tukwila Permit Center by: / ` Entered in Permits Plus on o' 1« (tag' \applications\fonns- applications on bne .evasion submittal Plan Check/Permit Number: Steven M. Mullet, Mayor Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: /Xs • 6-4 41 t'4 ,6"u • /c/ Ley Project Address: y /o0 Con Ce-r rr'2 4193. Contact Person: d rat \ tek•vht Phone Number: *2S.y277727d r X-Ki Summary of Revision: te44,),Alys 74,e 4'k'v/ioal 44/ of ,eer4 410.0 CRYo ruicwitA SEP 1 9 2006 P eRmircENT ER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision 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: httn: / /www.cLtukwila.wa.us Steve Lancaster, Director REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: "' G - o G Plan Check/Permit Number: DO6-218 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Huish Retail Building Project Address: 7100 Fun Center Way Contact Person: Dick Hendry Phone Number: Steven M. Mullet, Mayor � J f n- 227_7n6exzsli Summary of Revision: See /¢Ti •4c iFed .Le t / e 2 RECEIVED SEP 062006 PERMIT CENTER Sheet Nu ber(s): it o highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 1 4 4 414 L- it Entered in Permits Plus on 4 1-6'040 \applications\fonns- applications on line\revtston submittal Created: 8 -13 -2004 Revised: Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through �7� 1 the mail, fax, etc. Date: l�/ — 7 �� Plan Check/Permit Number: D06-218 ® Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # ^ after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Huish Retail Building Project Address: 7100 Fun Center Way Contact Person: Dick Hendry Sumay /dal I{evisio 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.cLtukwila.wa.us etchic p14 Sheet Number(s): "Cloud" or highlight all areas of revision including da_te_off revision Received at the City of Tukwila Permit Cen er by A � (gyp ( Entered in Permits Plus on e‘Q 1 l tt \applications\forms - applications on bnekevision submittal Created: 8 -13 -2004 Revised: Steven M. Mullet, Mayor Steve Lancaster, Director CIT RECENED YOFTUKWILA JUN 2 9 2006 PERMIT CENTER Phone Number: 42 Cr- 2.2.7 -72oe A241 License 1111111 maovn License AXIOMCC997NH Licensee Name AXIOM COMMERCIAL CORP Licensee Type CONSTRUCTION CONTRACTOR UBI 602131679 Verify Workers Comp Premium States Ind. Ins. Account Id Business Type CORPORATION Address 1 13110 NE 177TH PL #312 Address 2 City WOODINVILLE County KING State WA Zip 98072 Phone 4254868720 Status ACTIVE Specialty 1 GENERAL { Specialty 2 UNUSED Effective Date 10/16/2001 Expiration Date 11/6/2007 Suspend Date Separation Date Parent Company Previous License AXLONCS995KJ Next License Associated License Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 3 Printer Friendly Version Search Topic Index I Contact Info Home S afety Claims 8: Insurance Workplace Rights J Wades @ Llcensin Find a Law or Rule Get a Form or Publication Look Up a Contractor, Electrician or Plumber General /Specialty Contractor A business registered as a construction contractor with LW to perform construction work within the scope I of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. https: // fortress .wa.gov /lni/bbip/Detail.aspx ?License= AXIOMCC997NH 10/02/2006 License Information License AXIOMCC997N11 Licensee Name AXIOM COMMERCIAL CORP Licensee Type CONSTRUCTION CONTRACTOR UBI 602131679 Ind. Ins. Account Id PRESIDENT Business Type CORPORATION Address 1 13110 NE 177TH PL #312 Address 2 City WOODINVILLE County KING State WA Zip 98072 Phone 4254868720 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 10/16/2001 Expiration Date 11/6/2007 Suspend Date Separation Date Parent Company Previous License AXIONCS995KJ Next License Associated License Business Owner Information Name Role Effective Date Expiration Date CALASH, NICK B PRESIDENT 05/31/2005 GALASH, STEPHEN J PRESIDENT 08/08/2001 05/31/2005 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 d to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Bond Information Bond #2 Bond Company Name AMERICAN STATES INS CO Bond Account Number 6361271 Effective Date 07/17/2005 Expiration Date Until Cancelled Cancel Date Impaired Date Bond Amount $12,000.00 Received Date 07/12/2005 Page 1 of 2 https : / /fortress.wa.gov/lni/bbip/ printer .aspx?License= AXIOMCC997NH 6/7/2006 STATE OF WASHINGTON '- AXIOM COMMERCIAL CORP. 701 PIKE ST STE 1700 SEATTLE WA 98101 2310 Domestic Profit Corporation Renewed by Authority of Secretary of State REGISTERED TRADE NAMES: AXIOM COMMERCIAL CORP. Unified Business ID Bi 602 131 679 Business ID4:: I - Directory Department of U9aming Expires: 06 -30 -2006 the licensee named above has beeri 'slued the business tegrstratlone or', licenses fisted. HI/accepting this document the !leonine Certifies the Informatlon' provided on the appllcation for these ticenses hate complete, trued andaccurate ` .., - ,to ,the pest of his or her knowledge, -and that: business *Ill 1v :conducted In,,, ;compliance with all eppllcabfe Washington etate, county, and city reguiatIohs. State of Washington County of Snohomish Subscribed and swom to before me this 7 day of June 2006. otary Public — The - r . A. Galas ;by tt ca ;, APR 15 : *= : 2008 . le • ' G . • \ r1 RY 0 My commission expires April 15, 2008 x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x