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HomeMy WebLinkAboutPermit D06-149 - SC-4 Retail - Retail BuildingSC -4 RETAIL 17275 SOUTHCENTER PkwY 1)06 -149 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206431 -3665 Web site: http://www.citukwila.wa.us CERTIFICATE OF OCCUPANCY This certificate is issued pursuant to the requirements of Section 110.2 of the 2003 edition of the International Building Code. At the time of issuance, this structure or portion thereof has been inspected for compliance with the requirements of this code for the occupancy and division of occupancy and the use for which the proposed occupancy is classified. Building Permit No.: D06 -149 Occupant /Tenant: SC -4 RETAIL Building Address: 17275 SOUTUCENTER PY Parcel No.: 2623049063 Property Owner: MASAO 117 EAST LOUISA ST #230 , SEATTLE WA 98122 Use: RETAIL Occupancy Group/Division: M Type of Construction: VB Automatic Sprinlder System: Provided: Y Required: Y Design Occupant Load: 537 THIS CERTIFICATE TO BE CONSPICUOUSLY POSTED ON THE PREMISES City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 2623049063 Permit Number: D06 -149 Address: 17275 SOUTHCENTER PY TUKW Issue Date: 06/15/2006 Suite No: Permit Expires On: 12/12/2006 Tenant: Name: SC -4 RETAIL Address: 17275 SOUTHCENTER PY, TUKWILA WA DEVELOPMENT PERMIT Owner: Name: MIKAMI MASAO Phone: Address: C /OWENDCO NW LTD TX DEPT, PO BOX 256 Contact Person: Name: BRAD DECKER Phone: 206 545 -4964 Address: 117 E LOUISA ST #230, SEATTLE WA Contractor: Name: DECKER DEVELOPMENT & CONST INC Phone: Address: 117 3 LOUISA ST 230, SEATTLE WA Contractor License No: DECKEDC002C2 Expiration Date:04 /10/2007 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW RETAIL BUILDING (16,193 SF) INCLUDING PARKING LOT, LANDSCAPING, AND INTERIOR WHITE SHELL (INTERIOR WALLS, BATHROOMS & CEILING GRIDS). 1 -1/2" RPPA (Watts 009m2QT) at exisitng meter, fire line connection and DCDVA (6" Watts 7746) at property line per the PW Director, irrigation backflow prevention (Ames 2000ss), surface water detention and Stormceptor, upgrade storm drain manhole, side sewer connection, and erosion prevention. NOTE: RIGHT -OF -WAY WORK FOR ACCESS AND SIGNAL WILL BE UNDER SEPARATE PERMIT. Value of Construction: 1,108,896.64 Fees Collected: $43,015.20 Type of Fire Protection: SPRINKLERS /FA Uniform Building Code Edition: Type of Construction: VB Occupancy per UBC: 19 Public Works Activities: Channelization / Striping: Y Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: Y Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 700 c.y. Fill 1000 c.y. Landscape Irrigation: Y Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: doc: Devperm Y ■ N Private: Public: D06-149 Printed: 06 -15 -2006 Storm Drainage: Street Use: Water Main Extension: Water Meter: doc: Devperm City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Y Y Profit: N Non - Profit: N N Private: Public: Y ** Continued Next Page ** D06 -149 Printed: 06 -15 -2006 The granting of thi regulating const Signature: Print Name: doc: Devperm City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 rmit does not presume to give autho ction • ., :_.a_ am auth Permit Center Authorized Signature: .Q ,Q Date: aQ (( 4 I hereby certify that I have read an his permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be mpli with, whether specified herein or not. to violate or cancel the provisions of any other state or local laws ized to sign and obtain this development permit. Date:- Cl a 'to %,qo arlcvi f /fatalr. of 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. 006 -149 Printed: 06 -15 -2006 doe: Conditions City Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us Parcel No.: 2623049063 Address: 17275 SOUTHCENTER PY TUKW Suite No: Tenant: SC -4 RETAIL PERMIT CONDITIONS Steven Al. Mullet, Mayor Steve Lancaster, Director Permit Number: D06 -149 Status: ISSUED Applied Date: 04/25/2006 Issue Date: 06/15/2006 1: NOTE: RIGHT -OF -WAY WORK FOR ACCESS IS NOT APPROVED UNDER THIS PERMIT. 2: ** *BUILDING DEPARTMENT CONDITIONS * ** 3: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 4: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 5: 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. 6: The special inspections and verifications for concrete construction shall be required. 7: 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. 8: Installation of high - strength bolts shall be periodically inspected in accordance with AISC specifications. 9: The special inspection of bolts to be Installed in concrete prior to and during placement of concrete. 10: 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. 11: 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. 12: New suspended ceiling grid and light fixture installations shall meet the non - building structures seismic design requirements of ASCE 7. 13: 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. 14: 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. D06 -149 Printed: 06-15-2006 City or4ukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 -431 -3665 Web site: ct.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director 15: 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. 16: 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 17: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special Inspection. 18: Masonry construction shall be special inspected. 19: A Certificate of Occupancy shall be issued for this building upon final Inspection approval by Tukwila building inspector. 20: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 21: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 22: 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). 23: 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. 24: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 25: The applicant must notify the City Utility Inspector at (206)433 -0179 upon commencement and completion of work at least 24 hours in advance. All Inspection requests for utility work must also be made 24 hours in advance. 26: WORK IN THE RIGHT -OF -WAY SHALL OCCUR AFTER 9 PM. SCHEDULE THE WORK THROUGH THE WITH INSPECTOR AT LEAST FOUR WORKING DAYS BEFORE WORK WILL COMMENCE. Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 27: The shared access onto Southcenter Parkway shall align with the signal and the proposed new centerline in Minkler Boulevard. Signal modifications, channelization and pavement striping shall be coordinated with and approved by Scott Bates O &M Foreman (signals) 206.571.6302. 28: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around doc: Conditions D06 -149 Printed: 06 -15 -2006 City en-Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 -3670 Fax: 206 -431 -3665 Web site: ci.tukwila.wa.us 29: Any material spilled onto any street shall be cleaned up immediately. doc: Conditions Steven M. Mullet, Mayor Steve Lancaster, Director hauling route (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 30: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V 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. 31: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 32: PW recommends treatment 1 per APWA 2006, specification 9.05.4 for the detention pipes. 33: ** *FIRE DEPARTMENT CONDITIONS * ** 34: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 35: 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) 36: 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) 37: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 38: 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) 39: 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) 40: 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) 41: 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) 006 -149 Printed: 06 -15 -2006 City &Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director 42: 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) 43: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 44: 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) 45: 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) 46: 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) 47: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2050) 48: U.L. central station supervision is required. (City Ordinance #2050) 49: 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) 50: All sprinkler system plans, calculations and the contractors Materials and Test Certificates submitted to the Tukwila Fire Prevention Bureau must be stamped with the appropriate level of competency seal. (WAC 212 -80) 51: An approved manual fi re 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. 52: 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) 53: Fire Department lock boxes shall be provided for access to all fire alarm panels and sprinkler risers. The appropriate key(s) for access shall be placed in the lockbox. Lockbox order forms must be obtained from the Tukwila Fire Department. The lockbox should be mounted so that It Is readily visible and not over 60 inches high. (City Ordinance #2051) 54: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) doc: Conditions D06 -149 Printed: 06 -15 -2006 City &rd Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 -3670 Fax: 206 -431 -3665 Web site: ci.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director 55: 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) 56: 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) 57: 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) 58: Utility and detention vaults, located in fire apparatus access roads, shall be designed to withstand an outrigger load of 45,000 lbs. 59: 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) 60: Contact The Tukwila Fire Prevention Bureau to witness all required Inspections and tests. (City Ordinances #2050 and #2051) 61: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 62: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: Conditions * *continued on next page ** D06 -149 Printed: 06 -15 -2006 The granting of this permit does not presume to give authority to violate or cancel the provision of any regulating construction or the perfo Signature: Print Name: City &Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions governing this work will be complied with, whether specified herein or not. letociPee4. doc: Conditions D06 -149 7a or Y( / ar Steven M. Mullet, Mayor Steve Lancaster, Director Date:�.rldo of law and ordinances other work or local laws Printed: 06 -15 -2006 Company Name: Mailing Address: Contact Person: Company Name: Mailing Address: Contact Person: E -Mail Address: CITY OF TUKWILA " Community Development.. apartment Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Site Address: I 7Z 75 ni /Ace 'irkr ha Tenant Name: r r// $ • nu Property Owners Name: Sc 4/ 4. C Mailing Address: // 7 tc;oP hnV•iv ST Name: 7361. ( 1:1• r by Ma- c -' 5f 2,3o Mailing Address: // 7 eat Lou/ w E -Mail Address: 13 td (E4 St',-,�/ /c� i / - Dec-A'/ ac'vei e„/ I- I 1 7 .>?'tzao &: c. D c�ccf 'Preside E -Mail Address: �urlre- lviue / /cr at 4,Locie,/ I30 4,4 lies :de i Sui /e 2,52 L.Arr' /V / ve //i or {ctf /Si' i r. JM or / /r !C /r'? Jr' / /Pt. erten Company Name: G/1l neets ✓ A) 1 e7C J 22 Mailing Address: G c1 b 6 VVe."cC /.„J., //tie N� Contact Person: b C/ l te h /C E -Mail Address: & h; ' mG, e' /V wScc file . cep" q:\ pennits plots dunes application (7 -2004) Revised: se -os bit Page I Building Pemmt.. No Mechanical Permit No. Public Works Permit No. Project No. -gtS - 0313 (For office use Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** King Co Assessor's Tax No.: Se•, ele City Cc. i.c r ,'/t''i I City Day Telephone: Fax Number: Secs Se City Day Telephone: Fax Number: Sewn_ City Day Telephone: Fax Number: Z_30 906'3 Suite Number: Floor: New Tenant: ❑ .... Yes ❑ ..No e Day Telephone: (Iota) Svs- r 96. c/ n. Ale tot- 5' ftiv City State Fax Number: ( &J cc/S 5 51 Zip GENERAL CONTRACTOR INFORMATION - (Ntecttsnical Co ractor information on back page) t t//4 yrio T State Zip Q 4's-9tby e04) Sys Yrst Contractor Registration Number: Dec. Re d C- 00 U. Z. Expiration Date: C / 1/01 Zoo? * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** ARCHITECT OF RECORD -All plans must be wet stamped by Architect of Record We ?brat_ State Zip (1c0 Z ar ZSS3 0 060 3 za -assv u, Zip ENGINEER OF RECORD -An plans must be wet stamped by Engineer of (Ad 9/1,7 State Zip ?o& -s f -7SUd eu) 5zz -4498 Valuation of Project (contractor's bid price): $ I (5 07 Scope of Work (please provide detailed information): onst'vc.40 o Tnc /ud/ ArA141 L I /w nGesytiLw d x.,/c #,vi Lv /v/v She // r nlvL t k, / /t, f �od�t Existing Building Valuation: $ -lr) Will there be new rack storage? ❑ ..Yes .. No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) For an Accessory dwelling, provide the following: Lot Area (sq ft): 964 5 Floor area of principal dwelling: /G 1 93 ' 1" 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: VI Compact: lO Handicap: Z Will there be a change in use? ❑ ....Yes rg..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: f.. Sprinklers a..Automatic Fire Alarm ❑..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑..Yes 0..No If "yes". attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material Safety Data Sheets. q:W amity P W itt tlunau\pami W p&uun (74004) Revised' 6+06 see Page 2 Existing Interior Remodel Addition to Existing Structure °New Type bf Construction per BBC Type of Occupancy per IBC 1" Floor p - /41/93 re, SpI,'4genii M - 2 Floor - - �._. 3 Floor Floors. thra� Basement Accessory Structure* Attached Garage Detached Garage Attached Carport.: - - Detached Carport Covered Deck Uncovered Deck Valuation of Project (contractor's bid price): $ I (5 07 Scope of Work (please provide detailed information): onst'vc.40 o Tnc /ud/ ArA141 L I /w nGesytiLw d x.,/c #,vi Lv /v/v She // r nlvL t k, / /t, f �od�t Existing Building Valuation: $ -lr) Will there be new rack storage? ❑ ..Yes .. No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) For an Accessory dwelling, provide the following: Lot Area (sq ft): 964 5 Floor area of principal dwelling: /G 1 93 ' 1" 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: VI Compact: lO Handicap: Z Will there be a change in use? ❑ ....Yes rg..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: f.. Sprinklers a..Automatic Fire Alarm ❑..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑..Yes 0..No If "yes". attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material Safety Data Sheets. q:W amity P W itt tlunau\pami W p&uun (74004) Revised' 6+06 see Page 2 PUBLIC WORKS PERMIT iNF Q� `4ATION == 306 -433= 0179 ' 1$ bmitted with Application (mark boxes which apply): ...Civil Plans (Maximum Paper Size —22" x 34 ") ... Technical Information Report (Storm Drainage) ❑...Bond ❑.. Insurance ❑.. Easement(s) Proposed Activities (mark boxes that apply): ❑...Rightof- -way Use - Nonprofit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ ... Construction /Excavation/Fill - Right-of-way Non Right-of-way ®...Total Cut 70 csi ... Total Fill ern cubic yards cubic yards Scope of Work (please provide detailed information): CO nsin/c-AM of New Ufa%." /.Pi lll? cfl4 9 . 1 Wet, sRe rv'f ev c. /v6.Yt Mew Sly., .0 -a,er 1 -ns.br, S .Sesoe. /beet (A)4!v mci.k ki,' &G,rx,J,4 . 5F fir /YEW Cemh c-.» ft, Me.° e941.cw47 et- S,Weee,x /k. Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water Distric Tukwila 0... Water District #125 ❑ .. Highline ❑ ...Water Availability Provided Sewer District Tukwila 0... ValVue ❑ .. Renton ❑ ...Seattle ❑...Sewer Use Certificate 0... Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. agi ...Sanitary Side Sewer ❑ .. Abandon Septic Tank Ea ...Cap or Remove Utilities ® .. Curb Cut ®...Frontage Improvements ❑ .. Pavement Cut ❑ ...Traffic Control ❑ .. Looped Fire Line g ...Backfow Prevention - Fire Protection 6 " Irrigation I " Domestic Water I /1 " e (�:...Petmanent Water Meter Size... i WO# ❑ ...Temporary Water Meter Size .. " WO# Water Only Meter Size _I" WO# ...Sewer Main Extension Public _ Private t/ I.. Water Main Extension Public _ Private 9.rbvmue plate cMt &pema application (7-2004) RerseS: 6445 bb Call before you Dig: 1- 800 - 424-5555 Page 3 ®.. Geotechnical Report '..Traffic Impact Analysis ❑ .. Maintenance Agreement(s) ❑ ... Hold Harmless ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Wight-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑...Renton ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation . • Utility Undergrounding 5 ...Deduct Water Meter Size t' FINANCE INFORMATION Fire Line Size at Property Line ❑...Water ❑...Sewer Monthly S ervice Billin t o: Name: Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Water Meter RefundBilling; Name: Mailing Address: City bay Telephone: Mailing Address: City State zip Day Telephone: State Unit Type: Qty nit Type: Qty Unit Type: Qty Boiler /Compressor: 0 -3 HP /100,000 BTU Qty Fumace<100K BTU Air Handling Unit >10,000 CFM Fire Damper Furnace> 100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct Thermostat 15 -30 HP /1,000,000 BTU Suspended/Wall/F for Mounted Heate Ventilation System Wood/Gas Stove 30 -50 HP /I,750,000 BTU Appliance V • t Hood and Duct Water Heater 50+ HP /1,750,000 BTU Repair or ddition to Heat/R- ig/Cooling Syst Incinerator - Domestic` L Emergency Generator A' dling Unit 0,000 CFM Incinerator— Comm/Ind Other Mechanical Equipment CAL FERMI' , I1- ATJON 206=431;36 MECHANICAL CONTRACTOR INFORMATION OPo.� Company Name: II Mailing Address: City State Zip Contact Person: Day Telephon E -Mail Address: Fax Num Contractor Registration Number: E t' :tion Date: * *An original or notarized copy of current Washington State Contractor Licens t ust 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 .... ❑ Re. •cement ❑ Commercial: New .... ❑ eplacement ❑ Fuel Type: Electric ❑ Gas . I: Other: Indicate type of mechanical work be . g installed and the quantity below: PERMIT APPLICATION N OTE 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 grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I PENALTY OF PE BUILDING Signature: ear— Print Name: r.•Q eFi Mailing Address: /1 .Y Date Application Expires: Date Application. Accepted: tc. q pn"nd pWfix wmebenph application (7-2004) Revised. 6445 bh D THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER OTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. Page 4 Day Telephone: Seege City Date: 44ylx. 2a' S Ys -51'4 4 Lei/ - 'UL - State Zip Payee: SC4 LIMITED LIABILITY COMPANY RECEIPT Parcel No.: 2623049063 Permit Number: D06 -149 Address: 17275 SOUTHCENTER PY TUKW Status: ISSUED Suite No: Applied Date: 04/25/2006 Applicant: SC -4 RETAIL Issue Date: 06/15/2006 Receipt No.: R07 -00317 Payment Amount: $4,416.00 Initials: LAW Payment Date: 03/05/2007 02:53 PM User ID: 1632 Balance: $0.00 TRANSACTION LIST: Type Method Description Amount Payment Check 5463 4,416.00 ACCOUNT ITEM LIST: Description BONDS /DEPOSITS Account Code Current Pmts 000/386.908 4,416.00 Total: $4,416.00 doe: Receipt -06 Printed: 03 -05 -2007 Parcel No.: 2623049063 Permit Number: D06 -149 Address: 17275 SOUTHCENTER PY TUKW Status: ISSUED Suite No: Applied Date: 04/25/2006 Applicant: SC -4 RETAIL Issue Date: 06/15/2006 Receipt No.: R07 -00001 Payment Amount: $58.00 Initials: JEM Payment Date: 01/02/2007 09:39 AM User ID: 1165 Balance: $0.00 Payee: MICHAEL C SHEPPARD TRANSACTION LIST: doc: Receipt-06 Type Method Description Payment Check 2002 58.00 ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES RECEIPT Amount Account Code Current Pmts 000/345.830 58.00 Total: $58.00 3339 01/02 9710 TOTAL 58.00 Printed: 01 -02 -2007 Parcel No.: 2623049063 Permit Number: D06 -149 Address: 17275 SOUTHCENTER PY TUKW Status: ISSUED Suite No: Applied Date: 04/25/2006 Applicant: SC -4 RETAIL Issue Date: 06/15/2006 Receipt No.: R06 -01966 Payment Amount: $827.15 Initials: LAW Payment Date: 12/14/2006 02:04 PM User ID: 1632 Balance: $0.00 Payee: SC4 LIMITED LIABILITY COMPANY TRANSACTION LIST: Type Method Description ACCOUNT ITEM LIST: Description PW ADDL PERMIT /INSP FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW 000/342.400 000/342.400 000/345.830 RECEIPT Amount Payment Check 5329 827.15 Account Code Current Pmts 826.75 .20 .20 Total: $827.15 2726 12/14 9716 TOTAL 827.15 doe: Receipt -06 Printed: 12 -14 -2006 City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 2623049063 Permit Number: D06 -149 Address: 17275 SOUTHCENTER PY TUKW Status: ISSUED Suite No: Applied Date: 04/2512006 Applicant: SC-4 RETAIL Issue Date: 06/15/2006 Receipt No.: R06 -01086 Payment Amount: 58.00 Initials: LAW Payment Date: 07/21/2006 11:26 AM User ID: 1630 Balance: $0.00 Payee: SC4 LIMITED LIABILITY COMPANY TRANSACTION LIST: Type Method Description Amount RECEIPT Payment Check 5083 58.00 ACCOUNT ITEM LIST: Description Current Pmts PLAN CHECK - NONRES Account Code 000/345.830 58.00 Total: 58.00 7: 07/21 9 TOTAL doc: Receipt Printed: 07 -21 -2006 Parcel No.: Address: Suite No: Applicant: Receipt No.: R06 -00877 Initials: JEM User ID: 1165 Payee: ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 2623049063 17275 SOUTHCENTER PY TUKW SC -4 RETAIL SC4 LIMITED LIABILITY COMPANY TRANSACTION LIST: Type Method Description Payment Check 5063 BUILDING - NONRES CASCADE WATER ALLIANCE PLAN CHECK - WATER METER PW LAND ALT PERMIT FEE PW PAVEMENT MITIGATION PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES WATER CONNECTION WATER INSPECTION FEE WATER INSTALLATION (DEP) WATER TURN -ON FEE RECEIPT Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: Amount 37,744.45 Account Code Current Pmts 000/322.100 401/386.550 000/345.830 000/342.400 000/344.101 000/342.400 000/345.830 000/386.904 104.367.120 401/379.002 401/342.400 401/386.520 401/343.405 7,378.08 5,555.00 10.00 194.50 1,375.00 3,306.80 3,118.80 4.50 14,411.77 225.00 15.00 2,125.00 25.00 Total: 37,744.45 D06 -149 APPROVED 04/25/2006 37,744.45 06/15/2006 02:21 PM $0.00 6474 06/15 9716 TOTAL 37744.45 Printed: 06 -15 -2006 Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: TRANSACTION LIST: Type Method doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 2623049063 17275 SOUTHCENTER PY TUKW SC -4 RETAIL R06 -00878 3EM 1165 SC4 LIMITED LIABILITY COMPANY Payment Check Description 5064 BONDS /DEPOSITS 000/386.908 RECEIPT ACCOUNT ITEM LIST: Description Account Code Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: Amount 27,115.00 Current Pmts 27,115.00 Total: 27,115.00 D06 -149 ISSUED 04/25/2006 06/15/2006 6475 06/15 9716 TOTAL. 27115 =00 27,115.00 06/15/2006 02:24 PM $0.00 Printed: 06 -15 -2006 Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 2623049063 17275 SOUTHCENTER PY TUKW SC -4 RETAIL R06 -00557 JEM 1165 TRANSACTION LIST: Type Method SC4 LIMITED LIABILITY COMPANY Payment Check 5052 ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES PW BASE APPLICATION FEE PW LAND ALT PLAN REVIEW PW PLAN REVIEW Description RECEIPT Account Code 000/345.830 000/322.100 000/345.830 000/345.830 Permit Number: Status: Applied Date: Issue Date: D06 -149 PENDING 04/25/2006 Payment Amount: 5,270.75 Payment Date: 04/25/2006 10:30 AM Balance: $7,765.08 Amount 5,270.75 Current Pmts 4,795.75 250.00 37.00 188.00 Total: 5,270.75 4874 04/25 9710 TOTAL 5270.75 Printed: 04 -25 -2006 Project: SC L! , / TYPe of >a) F;),41 `/`_ )/n1 Address: J777rs r,t /(- Date Called: Special Instructions: D Wanted: / �- %.. /C� -07 C .'m Requester: Phone No 2a -72,1- 7,3/.6 INSPECTION RECORD Retain a copy with permit Illi INSPECTION NO. CITY OF TUKWILA BUILDING DIVISIO 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206 1 -36 CONMIENTS: 04 7 It-727 Inspect Dater � Approved per applicable codes. El Corrections required prior to approval. •-- ❑ $58.00 REINSPECTION FEf REQUIRED. Prior t o inspection, fee must e paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: (Date: .. __...._ — -„ Project:_ `�%yla-k" 1 Type of Inspection: /7(40,x,, )i4l Address: / 727 C ,c_C Ate( Date Called: Special Instructions: ?tile Wanted: 3 -1-07 Requester: Phone No:: 7 7 // INSPECTION NO. El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PE (206)431 -3670 IXI Corrections required prior to approval. win re-1S COMMENTS:, /) 6 414 / ditn ptIfirmit ,SP. . ° 4 . r / '3. / JA I ✓f /t2r "itch pi 01 1,41 that, 3/)" v2, 5 ft -COQ ri $58.00 REINSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: / , _ / --`7 A fa4" 1 Type of Inspection: / 7er, / 0J Date Called: Address: 172 7r . SC_ Rc„7. Special Instructions: I ' VV / W • L.% fa. 09 7 31 7-o/ Date Wanted C/ _ SS a / Requester: M, kc S 4/ Phone No: zeY- 228-73// 27 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 COMMEN TS: /4t El Approved per applicable codes. Corrections required prior to approval. Date,, 07 ❑ $58.0(LQE#ISPECTION lEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: Se r !, /7 Type of Inspection: Z,� / w4 Address: / 7225 sdn /Ir -ro -'i i Date Called: Special Instructions: Date Wanted: 3 -2- a.m. 0 Requester: Phone No: ,7c(, -)7 ° -73/ INSPECTION NO. CITY OF TUKWII,A BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 {I71 Approved per applicable codes. COMMENTS: Date $58.00 REINSPECT I N FEE RE RED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. ♦ (206)431 -3 Project: fir— V /2 j Type of Inspection: N.) Srs i l'. % :vI Address: / 77 7 .$m t (/t /s,t/le/ Date Called: Special Instructions: Date Wanted: 3— 2 - Cf a.m. i err: Requester: C Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 r 6)431 -316 a pproved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: In Date: cry —2- - El $ 5,60 REINSPECTION EE REQUII D. Prior to inspection, fee must be r at 6300 Southcenter»lvd., Suite 100. Call to sechedule reinspection. Receipt No.: (Date: Project: _5 ( 1 1 /?e/A l Type of Inspection: �- Z, A /;,�� f' 4- v/rd25' Address: - /27 - 7 5 S)/ i/n/ t4 Date Called: Special Instructions: Date Wanted: a.m. Requester: Phone No: Z INSPECTIO NO. INSPECTION RECORD Retain a copy with permit 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: $58.00 REINSPECTAON FEE REQU D. Prior to inspection, fee must be paid at 6300 Southcenter Blvd. uite 100. Call to sechedule reinspection. Receipt No.: Date: Project: SC V /7e /A/ / Type of Inspection: ° /C /it/.4 / - i 4 Address: / ? 7S S m.- 'hei,rt/ / ». ) Date Called: Special Instructions: '7 ate Wanted: a.m. Re ester: Phone No: ad6.ezg, 72/C if) Approved per applicable codes. INSPECTION RECORD Retain a copy with permit ": PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.; #100, Tukwila, WA 98188 (206)431 -36 El Corrections required prior to approval. COMMENTS: Inspector: A Ore, �-1,-4 rLo Date: 3i/D7 ❑ $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: COM Type o fI spection: // MENTS: ( 5r Ti L"v,i/ J//�/' ✓ f .'c rn Date Called: lV/// 444 in i/i1/ 6 1y4/ l ,Z - /z 0 7 r ,2 — Requester: NM Phone No: !3 s 4 O /-7/7( - - .7r „„ /- . l ( 4) '; / S — f9�, , / P' 4 1 : 1 . / - A, 7740,, > U// 0 // / � ( 'dyt,n /,f t ■ ell i/ Vi-I e• y� Project;, i / Type o fI spection: Address: / 7? n cm/f Liri-/✓ /✓ f ' Date Called: Special Instructions: l ate Wanted: /. - 07 a.m. m. r ,2 — Requester: NM Phone No: INSPECTION RECORD Detain a copy with permit INSPECTION 0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 I X l Approved per applicable codes. Corrections require to approval. Insp to : Date: 0 7—/2 -0 7 .00 REINSPE ION FEE REQUIRED. Prior to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: ProjectC, y Type of I /41 on: \— Address: Date Called: Special Instructions: Date Wanted: y -07 a.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION 0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 - S Anoroved per applicable codes. Corrections required prior to approval. COMMENTS: Insp r: 11/ 7 ilttnn 8.00 REINSPECTION EE REQUIRE paid at 6300 Southcent r Blvd., 00 I Date/ —24-41/ ri Prior to inspection, fee must be p . Call to sechedule reinspection. Receipt No.: Date: Proj - ec C) g ' g i Type of Inspection: Aml /( 54,4-76:-V Address: /77705" 5144 4 ,, ,„! -,.J Date Called: Special Instructions: / Date Wanted: / - i - / m- lPm( Requester: Phone No: INSPECTION RECORD Retain a copy with permit' INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 qt ./Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: I ec r Rdleipt No.: Date: / ZY — v7 .00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be id at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Date: - 6)431-367 (2 Project: 51 4 / 2,7 Type of Inspection: ucFl /r .Z,�,Sr';4 / " " Address: /72 75 5 eve P (-) Date Called: Special Instructions: Date Wanted: / - 02 V- O 7 p.m. Requester: Phone No &o - 22° - 73/6 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 14 - Approved per applicable codes. COMMENTS: r, • 58.00 REINSPECIION FEE QUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. eceipt No.: (Date: ctor: at/-t Da[ Corrections required prior to approval. Project: S( fa / Type of Inspection: rd 4 " \ Address: / 727s fav/4 -, 4.- / Date Called: Special Instructions: Date Wanted: 2y 02 t a�.ID,; p.m. Requester: Phone No: ra7C2 - 22g -21/6 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 I1Rpproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: aNtA7 e .00 REINSPECTIO FEE REQ Date: U ED. Prior to inspection, fee must be id at 6300 Southcenter Blvd., S ite 100. Call to sechedule reinspection. Receipt No.: Date: COMMENTS: 1) fsr, - i- `e.rc.�% H-,J5\,1, , t4 C 4 s1.r0 l 0_4.e .4; \lrs ,,A_e z /) S 1*'t I i i, ,), ! , C /a // C / i a • 3) ti srtej — /'/isyplrfi rir S g AiaSC-ew1,ce.eztt //-4�-,-O 0 _ A,.. #9-;l/s,., SpeEial lns Date yl3n -- /4 Project: Type of Inspection: ilf N, i a • Address: Sr, /7 77.c � rir ate Called: A SpeEial lns Date yl3n -- /4 07 Requester: Phone No: 2- V6 INSPECTIO N NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206 431 -36 Ei Approved per applicable codes. Date: .. ..�� 4...a0,, ! g 4,7 $58.0 REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. nspectoq. INSPECTION RECORD Retain a copy with permit 0 ',- PER Corrections required prior to approval. Receipt No.: !Date: Project: SC -U /ae /11;/ Type of Inspection: 4... 4-#11 - =,4.4 ,.,n, 5{t - ,. Address: /727S Say it* F,,.,il -✓ Date Called: /' _ Special Instructions: Date Wantgd: /— / 7- c' p.m. Requester: Phone No: &06. -S J3 /C. i 8 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ,006 -/4' PERMIT NO. (206)431 -3670 'Kpproved per applicable codes. Corrections required prior to approval. COMMENTS: 0 REINS CT FE REQUIRED. ION rior to inspection, fee must be d at 6300 Southcenter Blvd., Suite. Call to sechedule reinspection. Inspector Receipt No.: Datg` / 7 0 , 7 Date: Project: ,5-e_ // 2EE /4 - Type of Inspection:, Fd ,Ca 6 A .4/4/ Address: /7> 75 Ste, //,•,'U,P/ ,"V Date Called: Special Instructions: Date Wanted: (a.m�. 72 -Z / —C C. p.m. Requester: Ph a No 6.20‘ - 7 3 / � INSPECTION NO. , INSPECTION RECORD Retain a copy with permjt CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 20 I )431 -3670 Approved per applicable codes. Il Corrections required prior to approval. COMMENTS: 42 >? r #r S15"4/'6 A/5 - 4�. ri> spec r: Receipt No.: Date: /.-) - 2)-cA 4 58.00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southce er Blvd., Suite 100. Call to sechedule reinspection. Date: Projec : Type of Inspection: V A d ss: I 1 1-7 s 5 tilnej t o ailed: p Special Instructions: Date Wanted: ��22 /2 /f?— U t%O ta.n P.M. Requester: Phone No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISIO 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. - 411.11-01 / COMMENTS: 'v' v'it ` e o w n-1 iy ri 8.00 REINSPECTIM FEE REQUIRE,! Prior to inspection, fee must be I—I aid at 6300 Southcenter Blvd., Suit 100. Call to sechedule reinspection. 'Receipt No.: Date: Project: -. / ? e /, SC ' 9 / Type of Ins ection_ V 5' 2o/'i 4 / /7 2) cek 4 /t Address: ,-, / 7275 Sc//hm� Yet Called: Special Instructions: /150 Date Wanted: a.m. / / ' / / - e 6 a Requester:,_ Phone No: oR 06 - 2 2 ,°- 7 ?/c INSPECTION RECORD Retain a copy with permit Zx C-/4/ INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 ❑ Approved per applicable codes. PE Corrections required prior to approval. COMMENTS: erg Airio/y spec •r M -, .00 REINSPECTIOfW FEE REQUIRED Prior to inspection, fee must be id at 6300 Southcenter Blvd., Suit 00. Cal to sechedule reinspection. Receipt No.: Date: /Of i a / Date: Project: S 0 -9 Type of Inspection: nn ca- 0,A ( ' ,, te�V1PSr 01 Address: 1 1 — z 1 S ,w4 - n.utev Date Called: P y Special In uctia : Date Wanted: I I — m — ja.m; c'T{5' Requester: Phone No: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit COMMENTS: A A.Q 0A) c i T c- F(TA A R .00 REINSPECT! ' FEE REQUI D. Prior to inspection, fee must be d at 6300 Southcen er Blvd., ite 100. Call to sechedule reinspection. Receipt No.: Date: 1j Date: (206)431 -3 El Corrections required prior to approval. Project: k y /Z� /i9 l Type of Inspection: V SP 4'4/ /V24 RC Address: / 7a 75 5dV t , Date Called: Special Instructions: Date Wanted: //— /- U C a m. p.m• Requester: Phone No: moo( - zz -j3/ INSPEC TOJINO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit b 06 - /y9 PERMIT N CITY OF TUKWJLA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 3i -3670 Corrections required prior to approval. .00 REINSPECTION FEE REQUIRED. Prigf to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: COMMENTS: /-1 2 N r9 r O A) s i —g �F O ✓ Feu ✓ y --air N ,(C 1 Date! / / / JD Project: Sr' u /?e /A / � / Type of Inspection: /2.4". 4.7 7/2 yf L s 0 ✓✓ Address: / 77 7 _, soy //>reAiP/ A/ Date Called: ' Special Instructions: Date Wanted: /0- z 4- - aC a.m. C Requester: Phone No: ° 71 ° - 7s' / h INSPECTION -NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. Corrections required prior to approval. COMMENTS: nn k ,NPT -€ c,2 Date: /0- 7 - cL( 58.00 REINSPECTION FEE REQUIgED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., ite 100. Call to sechedule reinspection. Receipt No.: 'Date: Proj�ge.ct: J�'y �l Type of Inspection: S /Y1, s- d»/ -+ ✓t Address: 7,, 75 .SeD /14. Ac/ Date Called: /� Special Instructions: �� , v d Date Wanted: /O — a y U L 9 m. p.m. Requester: /r - 'Kr Phone No: 0.206- 2zS -73/ j INSPECTION RECORD Retain a copy with permit I INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., :f 100, Tukwila, WA 98188 4 '.,,t (2004`31 -3670 Approved per applicable codes. Corrections required prior to approval. OMMENTS: eipt No.: 3p,,, N / fr-- 51,4.' Il A R- n S 7 7 4 Inspe or: PERMIT 0. .00 REINSPECTION F E REQUIRED. or to inspection, fee must be id at 6300 Southcenter Blvd., Suite . Call to sechedule reinspection. Date: Project: Se — 9 /eels?' i Type of Inspection: S -o .s, / Asa.ue y Address: = /7 R 7S On ° // Date Called: Special Instructions: 12. Af00 Date Wanted: /O /B —a4 P.m. Requester: n9 /xe Phone 22 ?3 /G INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (k0 )431 -3670 El Approved per applicable codes. El Corrections required prior to approval. COMMENTS: g S/ 7( Eo,€ Pelli< nspb(torr I Dat / a - et X58.00 REINSPECTION F REQUIRED. Prior to inspection, fee must be aid at 6300 Southcenter :lvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: a Project: Se y ,Qe/g, / Type of Inspection: ' 5,iora/ "9 0' ya Address: /7Z75 sc2eMe,r4st, icy Date Called: Special Instructions: • Date Wanted: /2_ 0c • • 4 Requester: Ali4C Phone No: 406 -22 R-2 r/ L. t Approved per applicable codes. INSPECTION RECORD Retain a copy with permit 1 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 DOG - /s/2 PERMIT NO. (206)431 -3670 ❑ Corrections required prior to approval. COMMENTS: »AR /t✓s Mfr/pI- el A/ s. )r -r t ,)?i/ ✓ l nspe ' t or: Date: _, 7. �. ✓a.r . I / n — /7"' p 1a 8.00;REINSPECTION f EE REQUIRE Prior to inspection, fee must be id at 6300 Southcenter Blvd., S e 100. Call to sechedule reinspection. Receipt No.: 'Date: Project: Sr - Y /2 P fA /Z Type o spection: 000 / r�9fa,ta Address: /7Z75sk 4eetth->� Date Called: Special Instructions: ate Wanted: / AO — /6 —O C p.m. Requester: / 79 ;kf Phone No aoL -222- 973 / /a INSPECTION NO. El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit .,006 -1L6 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431- El Corrections required prior to approval. COMMENTS: / 7 - R. -0 rt/ S He Air /!1/d. I I Dat /6/1/4 8.00 REINSPECTION EE REQUftED. Prior to inspection, fee must be paid at 6300 Southcente Blvd., uite 100. Call to sechedule reinspection. 'Receipt No.: 'Date: Proje t Type of Ins ection: V Address: /7 S. the pfi Date Called: Special Instructions: Date Wanted: a.m.. /0 -/2 Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 to 79 PE IT O. (206)431 -3 &7 y tApproved per applicable codes. Corrections required prior to approval. COMMENTS: I pec or: Date: / , / 2_ 4e- 58.00 REINSPECTION RE UIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: !Date: Pro' !' /7' Ty. 1 . Inspe tion:� ' " // L td , u���• -C A rJ7s, 5- 3.--. / ten Date Called: /0 it 76 & Special Instructions: ‘�� hi -4 / , Date Wanted: `D / a.m. / Oh Requester film Phone No: a04' air - 73/6 , 0' r INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blys}, #190, Ty, kwila, WA 98188 Approved p r plicable codes. INSPECTION RECORD Retain a copy with permit PERM NO (206)431'3.70 Corrections required prior to approval. COMMENTS: 44/2 0 /t) 5/ i /a2 X45 Pre `t Pk) Date: ❑/$ 58.00 REINSPEC1[ION FEE RFPj(11RED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: - r . Type of 7b-1- (, /ei� Address 1-076 ‘O fit Called: /6 //1 6 Special Instructions: / (: G _ 444 eim »W. nb r ,It», Date Wanted: /O /)�/D g m. Requester:• 2 Phone No N0-an -73/6 7 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION Approved per applicable codes. INSPECTION RECORD Retain a copy with permit ago- 6300 Southcenter Blv ukwila, WA 98188 , (2.6)431 -3 Corrections required prior to approval. 58.00 REINSPECTIO FEE REQUI D. Prior to inspection, fee must be paid at 6300 Southce ter Blvd., S to 100. Call to sechedule reinspection. Receipt No.: 'Date: Proje Type of Inspection: Address: - t - z 7; szti -i �n . Py Date Called: Special Instructions: Date Wanted: /C 3 0 1... m. Requester: Phone No: % INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 6)431 -3 I pproved per applicable codes. Corrections required prior to approval. COMMENTS: 00 REINSPECTIONVEE REQUIRt' Prior to inspection, fee must be id at 6300 Southcent Blvd., Suite 100. Call to sechedule reinspection. 'Receipt No.: 'Date: Probe t: S — L/ Re 1t4; I Type of Inspection: V C a ,c ;n ( nivisen Address: /7 .M Sex,e Date Called: Special Instructions: sawn., Date Wanted: t0- 3-0 C. �-�� �s p.m. Requester: yt/I ; K L Phone No: A 0G- Zz & -73 it INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188;: ; :: (20. 431 -367 INSPECTION NO. El Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: 0 /O —z f /n - 3 AliOt en} s;Je f -- sin( es ssha1 nett f{ Inspector: (Date: 17 $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: 4/40 Nn w 6 Type of Inspection: v� / ,-�/,;A , x .1 O/rlrtr'ee w %/%nfr" 4, nil, riidete ;AI e OF Aes .e+ /irt,,.e "kb 1)> nn / /n7 /A, O: / i o,- /2-i %t r evil 4, /SIPS!_ / / (A) Aka 44s 2 /5er /- rt.0,.i / 7,,,r1.4,5- A/1 4 era/. err cm/ 4/ef ti5V 7 L , evemy /• ./. .14,5- 1. baA ,'4.c �7/I-. norrt�leinA ._C/ h is eni/ /I / T.+, w.7/ hr .'ssw,4 srvd r'i7 Nn-a v'-f /.vs,.e,/,',r n- /,a A ...: // A r "'ern :e t it Project: stn -'7 ,L/ ��t; / Type of Inspection: v� / ,-�/,;A , x .1 Address: /77 7 S' 570, ere...*e/P/ Date a ed: �a Special Instructions: Date Wanted: /49 — O 6 m` Requester: Phone No: L/ INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., /100, Tukwila, WA 98188_ Approved per applicable codes. INSPECTION RECORD Retain a copy with permit 206)431 -3 Corrections required prior to approval. ri .00 REINSPE ION FEE REaRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedute reinspection. (Receipt No.: Date: Project C — Lk S T o�lnspect t _ ' A S C tR- �Y )0 ��y T C� Address; Z x'1 1. v`f to Calle Y � Special Instructions: Date Wa d ....„0 m Requester: Phone No: Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 VI Corrections required prior to approval. COMMENTS: �U (\\■ e14 )1/4.114 %;-.) S i nct �l ii 1 E (MA" betivA (` a \ \ p 17 N.,'" 1t4s teUp..,1 K- 4ue Q isaM Q O• r1J C I 't 1a.1X X71 Jt t �c t 4 tCW S 1 I o r J J ■ 1115 ee - Ft r m ew- -1/2- a-€ o,rr-k C� A\O a t-Ftio1vv - ( ?b4 tl c`1 oce,t,✓ 1tsma4t is4. e) l -\ e i;vL, ( b 1 \4 < n c i e n Dat : —Z7 -0 58.00 REINSPECTION)FEE REQUI ED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., S ite 100. Call to sechedule reinspection. Receipt No.: Date: - _ Project: .5 �i — Y 7 . / Type of Inspection: , ¥ {O /0 t �.c i,.. /_ Address: . /7775 -�. Date Called: Spec alI trns: //.. sePn ) 97 —©/ p‘te Wanted:, S"-� p.m. R /� /'' / v'ri e 54e/re', Phone No: 2 -22,03 7C/4 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISIO 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 COMMENTS: 6:7'2 5 0 $58. NSPECTION I4(E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 'Receipt No.: 'Date: ❑ Approved per applicable codes. El Corrections required prior to approval. Project: ; ( - AL T�q i , Type of Inspection: ? - O V 54 . Address: L 7 7 S a lce,A" Py Date Called: '1 Special Instructions: 9 A -yt\ \ 9 Date Wanted: — 17 1115 - O C. P.m. Requester: Phone No: 20 G - 2 28 - 731 t' Approved per applicable codes. COMMENTS: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 nspe or: 00 REINSPE ION EE REQUIRED. Pd at 6300 Southcenter Blvd., Suite No.: oG -1 y PER N (206)431 -367 Ej Corrections required prior to approval. rJ (35..t - Qx ac�to A-IX Date: - Date: to inspection, fee must be ` a0to sechedule reinspection. // Project: SC -4 Type of Inspection: 5k Address: 1 S St. 1 rw Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: SLk INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. PERMIT NO. (206)431 -3670 Corrections required prior to approval. COMMENTS: 'x/1,7 tmint C r n r� u oC hJ /l &Q4 --10 w I 047 [ 9 Inspector: roik Date: 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: 1 /140 -fi ad ' i/ k Y - , v /1e, e *fe r/c+ -d i_� 1 0 3�n r4) W7 Am � // G /J7-��val / i14 7 ,Uyl°h G�i/wt.K.0..P , . dm-, Special Instructions: J7 JVf - 31( 47 Aec ti t.) Pil ,cqC 3 /G /Q / t hiji 3/(.101. - c-,..-.hz•( Project: a rm/ Type of Inspection: Ad / r7s: 5� Z7 X 1� �y Da C alled: /�� v Special Instructions: Date Wanted: 3 / '7 /6 / a.m. p.m. Requester: 1-e QDCi Phone No: EMS i L1 SSS 5 U W�+ W µr gri &F1 INSPECTION NO. CITY, OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 U Approved per applicable codes. INSPECTION RECORD Retain a copy with permit bob-my PERMIT NO. El Corrections required prior to approval. Inspector: Date: 3476? $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: /[ n /j 0�•"•`{f A 1 Type of Inspection: / Address: , 7 Z ) s SC t Date Called: y5/67 Special Instructions: Date Wanted: ? / S 7 a.m. O m Requester 44 / /6p( Phone No: ❑ Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. COMMENTS: '3 //o /cr7 IcaidLt 3$ FaC, {� ktrs 1 ,,r 2/(0/17 leivl4 / )1/16 --1 3/�$7 .{ 4J Inspector: 627 'Date: ; / $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: Project: SC - 4 P ± Q Type of Inspection: Address: / // 7 (� t Date Called: i � � / t� Special Instructions: Date Wanted: I I ., a.m. p.m. Requester: / Phone No: Wi INSPECTION NO. ❑ Approved per applicable codes. . • Db(9-- IL19 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcentertivd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. COMMENTS: C IS /o-? (lac h4vt-c ELL() LTA ` j S t u n 12C-c • ( C l u i ) Inspector: 6 Li Date: 3/ "a ❑ $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: 171 h /a-, aAA» trsd u\o cite chri f k 5r1' c( (m ew l (o1/44 iw t o < os" 4 T.t cp 1 < ) C ! 4, 1 o ( • I ,6.4, // //7 ��, / {' C1V r wl 44 116# ("!trA /kcj film A I o :3, Phone No: I; oo -1L,A (n( -Li w cu -flAvl -4i'ce' C,' !t -iitn D1) MDT Inn Q <)NFI t c-I W(amitcrl L � - 13 (Alt K) � +� . G is S > adveigi 5a JS%lnel cirr 1a M y in A,A , STS. 70 Air,. Proje Type of Inspection: Ad f 72 / .1 Date Called: / 01 q/ Special Instructions: 9 , C1 „D Date Wanted: , a.m. Lit V06 P.m. Requester: 5rafre Law—, 4fit.; Phone No: INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit bob 41 O. 1 CITY OF TUKWItA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. Inspector: Date: / 2 ]TX0 ❑ $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspection: ' 1 C Address: _ 17Z 75 S C I'Ct,.., Date Called: 1I) 2 7 P 147 /015 C . (-ct,c, L wC (nief4 S \n y 176A-a ,I frY 1 bic Requester: 5 +eAm uh lnGt) c1i. t J,? y,o4 T itu 2ipO pc il C-cwv L) h p U � (c.0 Qu( l7) f�losl �`" "" `�` 2 ` n t AAA? Ut Project: (' I-1 Type of Inspection: ' 1 C Address: _ 17Z 75 S C I'Ct,.., Date Called: 1I) 2 7 P Special Instructions: Date. Wanted: II i I a.m. p.m. Requester: 5 +eAm May ( OLt Phone No: 1,1 c o- CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.,, #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION NO. INSPECTION RECORD Retain a copy with permit DOS PERMIT NO. Approved per applicable codes. El Corrections required prior to approval. Inspector: (:),A) !Date: 1 1 1Z7leh pi $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: Project: s� -y Type of Inspection: fill , Address: Date Called: 1 / /WO h Special Instructions: -_ \ ' � ,` g ;K�� Date Wanted: I /� 6 a.m. p.m. Reques 6 o: Phone No: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd #100, Tukwila, WA 98188 ;, (206)431 -3670 Approved per applicable codes. COMMENTS: II / 17 06 (i Lio, I N(ixih S0*a n ie, ddo fltu fr r&di plarlf ku 0614 1 (ft-E-7 I / Ito se i()1 pc44k1 .01� tn.% I t r Inspector: INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. Date: ❑ $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:,. PERMIT NO. ,�� Proiect: Type of Inspection: Ad.4/ )g sc er Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: \ El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION DOL — 141 PERMIT NO. 6300 Southcenter Blvd.,, #100, Tukwila, WA 98188:rr. (206)431 -3670 El Corrections required prior to approval. COMMENTS: \11 H/ol, a CAS ? o0cwrt 5Q19 Ttc j, al� oy� c.1 Pir 2(6\49-441a 6. F. Inspector: I Date: 11 / / ❑ $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: Ili r ikto GN& OA ( Cw X 11 - I() fWl s Cr Ti-911 l.e S L-c iv frl CM, /(-Q n- y t F I 64 a IU', dofr(ry Tt.a �..G L A3 , 4 /CIGI `"'1 att -o c o (=t-Ay 4 kLjw p 41' h 1 1 -1 I ' 6U c? 10 Vr-a, -\. Special Instructions: / Date Wanted: a.m. p.m. Requester: Project: _ Type of Inspection: Address: 112- SC- kwU Date Called: Special Instructions: / Date Wanted: a.m. p.m. Requester: Phone No: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit poto —141 PERMIT NO. Corrections required prior to approval. Inspector: Am Date: ►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: Project (� � _ 1 Type of Inspection: so COMMENTS: , Address: i IT 77 Sf PKuii Date Called: la) 1c /oC C. Special Instructions: Date Wanted: It % I lit a.m. p.m. Request f iN Phone o: I Approved per applicable codes. Corrections required prior to approval. COMMENTS: , 10 /1406 Stir CO2 k IS L{ lit fiLiNn C It 1- 1 C. P, 1 2. A INSPECTION NO. INSPECTION RECORD Retain a copy with permit Qom, -N 7 PERMI NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188. (206)431 -3670 Inspector: Date: 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: Project: Corrections required Type of Inspection: Address: 112 Sc Ptwy Date Called: - " l o j IcyAX2 Special Instructions: Date Wanted: a.m. I ' % / p.m. Requeste 1-31.t1 / L aim. rnm i Phone No: / Approved per applicable codes. Corrections required prior to approval. COMMENTS: I q!(. /oc (TOAn - v s kAttLA, c Ss5 ST(t l) nt A" t -Okt S Y L. L, S S to 14 . k. Al ;a,. (, 'PVC 7 (d.a l i , A. v.a U)xN 1 r INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION RECORD Retain a copy with permit Date: PERMIT NO. 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: ' "'",' SL — u Project: Corrections Type of Inspection: ,„ , fLtf Address: -' Date Called: 14.V LI �� b Special Instructions: Date Wanted: I` a.m. p.m. Requ ster: ( � p Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: iClti(50 Lug\ SIA tr- T 1 - 1 ' 11,- CA-cf. f t 3lil 1- T . f)■-.1 SJ .& (kC_ t) II J L -t1 . INSPECTION RECORD Retain a copy with permit 7)66 149 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 PERMIT NO. Inspector: ( Date: (t / y ('c) C $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: Project: SC — tI Type of Inspection: S0 Address: - Date Called: Special Instructions: Date Wanted: t t r a.m. p.m. Requester: h,, I 4t4 ( W 1 / 91 on '`�A, Phone No: S INSPECTION NO. INSPECTION RECORD Retain a copy with permit bbc- PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: I Lt /ck (' 3 t -3 -7 g § T- ( V Inspector: (Date: l'j//// $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: Project: x - 4' Re +a I T of Inspection: fi'e -Con Address: 17215 S�oc +r n kwy DateCalled: 4 iq -06 Special Instructions: Date Wanted: CO 9 - 22"06 P.m. Requester: Michael Sheppard Phone No: 206-22g-731G ❑ Approved per applicable codes. INSPECTION RECORD Retain a copy with permit D06 -/yq 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: 4 tJ z 1 .7 4 ' JA 0 ( c.t t (� Mu A W JLJ. Inspector: Cry) (Date: 6 )14 4) ( 4) 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.: IDate: 1:oo Project: / ) l � O Type of Inspection: L Address: /L - sc e 06, 1 Date Called: 7 /r7/ Specie! Instructions: Date Wanted: r 1 I a.m. p.m. ReQ /'l `1L .J�/�� ,/ � ,r (� Phone No: ` e7OC 2 7'Z IL, JV 4 As Approved per applicable codes. INSPECTION RECORD Retain a copy with permit v012-fir, INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. COMMENTS: h� CtItAk i P 11A jJ A f QA.-/ Lf,ct ( w PA+ StAL Ft•,A_ To it of S e t Q - it fL A 0 LP $58.001 FICTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: COMMENTS: — 1 //a ' ilk_ f REV /5 r$5 W(e i2 - l/ Ai cg s r aer/dem ni� .y E. / - ✓a f fl" _td ME M5 ! - ain-yer Acctsf ,je 'etc 51.1,44 rinexcw - .(cdwtafad ' r/flflrta 1 , rq z) -(ifc, - ivfhter 77744r t MK AL wATLC (/1'_.d ss1/v6 - Cic.7 .fr/Lch" / CIan) - /tr/1.rdtfl -wN luLrex Z, - 5 fb /F /Ns mil/ or 0GM YNSfj 1v / Tit T 1 tLi too kt sri4,6 - 5,1 t 7tk Dito ' IV I' _ ' / Projec, G ry /`f /� Type of Inspection: „Le_ CGni Addre 2.75 z leek/ Date Called: 7 1 / Z f 46 Special Instructions: r roo Date Wanted:. 7 p.m. Requester: ( (^/ ��,//� "hi ixe J K A ir�"o Phone No: ?au a - 72 iL, 1. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431.3670 Approved per applicable codes. PERMIT NO. Corrections required prior to approval. Inspector: Date: "-a $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 'Receipt No.: 'Date: COMMENTS: Type of Inspection: <<rM C.T / F RE (', N }` F LT — CX Avc, 1FT /C t) SPA¢ -,•lt r NA--- - n)C Phone No.: Permits( ' Occupancy Type: nix p,NYkL - Dk f i Project: s c LA / -- _ Type of Inspection: <<rM C.T / F RE (', N Address: 1l2S S < • C Ari Suite #: 1vo= Contact Person: N'\ 4: -N O Special Instructions: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: a� Pre -Fire: . Permits( ' Occupancy Type: INSPECTION NUMBER 444 Andover Park East T c pproved per applicable codes. INSPECTION RECORD .tain a copy ith peemit CITY;OF TUKWILA FIRE DEPARTMENT Word /Inspection Record Form.Doc 1/13/06 ila, Wa. 98188 206- 575 -4407 1 040- iy Ober' lgI PERMIT NUMBERS Corrections required prior to approval. Date: a p } Hrs.: Inspector: t S it d i n $800 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of kwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 Project: SC '- Sprinklers: Fire Alarm: Type of Inspection: i--kipiLo / CoJV-- Address: 117 RS Suite #: S. C • R/ Contact Person . 1 i M 4yIty l Special Instructions: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Pre -Fire: Pe onitor: rmits: Occupancy Type: 2 INSPECTION NUMBER - VI per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT e City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 a6 -5- i/ PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 n Corrections required prior to approval. T.F.D. Form F.P. 113 COMMENTS: CD 1)A-4 Zti P 112_ O IC- I /It /O7 t4'4 fn-0 0 t \ Jio /o3 3) 0 K. To C ovATh2_ Inspector: (;w/ 4 ; L Date: I // 1/6 7 Hrs.: $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from FEB -22 -2007 08:26P FROM:LIU AND ASSOCIATES 4254862746 ,— LIU & ASSOCIATES, INC. Geotechnical Engineering Mr. Brad Decker Decker Development & Construction, Inc. 117 East Louisa Street, Suite 230 Seattle, WA 98102 Dear Mr. Decker: Subject: Final Geotechnical Inspection Report Retail Building 17275 Southcenter Parkway Tukwila, Washington L&A Job No. 5A110 Engineering Geology Earth Science February 22, 2007 TO:2065454952 We have performed a final geotechnical inspection for the subjectproject on this date. The final grading of the site is completed, and the parking areas in front and behind the building are paved over with concrete slab. The concrete walkways along the sides of the building are also completed. Planting and landscaping along the planting strips is yet to be completed. The planting strips are level and only a few inches deep, and runoff on the paved parking areas is directed away from the planting strips. Therefore, there should be little risk of erosion in the planting strips even under their unfinished condition. Based on our onsite observation and previous geotechnical inspections, it is our opinion that the geotechnical construction work of the subject project has been completed in accordance with city approved plans. Please call if you have any questions. 19213 Kenlake Place NE • Kenmore, Washington 98028 Phone (425) 483 -9134 • Fax (425) 486 -2746 P.3 N CB FEB -22 -2007 08:26P FROM:LIU AND ASSOCIATES 4254862746 February 22, 2007 Mr. Brad Decker L&A Job No. 5A110 Page 2 Isom* 7/171 Yours very truly, LIU & ASSOCIATES, INC. LIU & ASSOCIATES, INC. 70 P.4•4 J. S. (Julian) Liu, Ph.D., P.E. Consulting Geotechnical Engineer Fireproofing Aggregates Shotcrete Concrete Masonry A s p h a l t R o o f i n g P i l i n g S t e e l S o i l s W o o d February 12, 2007 File: 06 -242 Dave Larson City of Tukwila Building Department 6300 Southcenter Blvd. Tukwila, WA 98188 Project: Address: Permit No.: This is to advise you that special inspections are completed on the above referenced project. The following inspections were required and copies of those reports have already been sent. 1. Auger cast piling 2. Shotcrete 3. Reinforced concrete 4. Structural masonry 5. Structural steel erection -on site welding 6. Epoxy grouting 7. Anchor bolt installation 8. Epoxy anchor bolt installation To the best of our knowledge all work inspected conformed to Tukwila Building Department approved plans, specifications, IBC and related codes and /or verbal or written instructions from the Engineer of Record. Sincerely, A.A.R. TESTING LABORATORY, INC. Kimberle Anderson President SC4 (Wendys) 17275 Southcenter Parkway D06149 cc: Decker Development -Brad Decker Shutler Consulting Engineers, Inc. A.A.R. TESTING LABORATORY, INC. CONSTRUCTION INSPECTION AND MATERIAL TESTING NATIONALLY ACCEPTED LABORATORY Tel: (425) 881 -5812 Fax (425) 881 -5441 • 7126 180th Ave. NE • P.O. Box 2523 • Redmond, WA 98073 OOb MONfTY ` A. :12 T.esthip Laboratory, lrie. 7. t26'{ BDthlAve ?Nt,spark'tBD,SulteC'ID't gledmond,'sL11319806FV .,op T 1Phone4253381 8123Fax Client Name: Contact: Client Address: Date: 12/22/2006 Supplier: Miles Material Data: - Concrete Plant Number: 201 Mix Number: 0150A Truck Number: M134 Ticket Number: 178822 Number of Samples: 3 Yards placed: 10 Design Strength: 3000 Decker Development Mike 117 E. Louisa ST #230 Seattle, WA 96102 Field /Material Report Inspection Performed: Reinforced Concrete Grid Lines /Location: Slab extension on eastside of building at D/1-4 and A -D /4 and sidewalk on the Northside Remarks: Resteel was previously Inspected and found to be acceptable. Concrete was placed via chute and mechanically consolidated. Conforming to approved plans Inspector: Schneider, Tim Inspector2: Inspector3: Reviewed Pfaff, Tara ID #SI 0 Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set # Total Load PSI Method Fracture Type 609542 12/29/2006 7 6 X 12 28.3 1/1 91940 3250 C 1231 Pad Cap 609543 1/19/2007 28 6 X 12 28.3 1/1 123480 4370 C 1231 Pad Cap 609544 1/19/2007 28 6 X 12 28.3 1/1 116540 4120 C 1231 Pad Cap Distribution: • Client ❑ Engineer • Municipality ❑ Architect ❑ Contractor ❑ Owner ❑ Distribute Other ❑ Distribute Other 3 Project Number: Permit # Project Name: Address: Air Temperature: 42 Concrete Temperature: 67 Air Content: Slump: Time Sampled: Added Water. Report Number: 06-242 D06 -149 SC4 (Wendys) 17275 Southcenter Pkwy 5" 9:10:00 AM -0- Admixtures NC534-28oz. AEA- 3.5oz. Location: See below RECEIVED ) FEB 0 5 2007 66853 ASTM C 1064 ASTM C 231 ASTM C 143 Date Mailed: Tested By: Mike Holtz Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 9.1.2 (required use of a maximum - minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory is strictly forbidden. Field /Material Report - resting LabOratory' Ave.N:E.,` Park 180 /SuiteC 01,-Redmond, 'II BO Phone 425.881.5812 Fax 425.881.5441 Client Name: Contact: Client Address: Date: Supplier: Material Data: Plant Number: Mix Number: Truck Number: Ticket Number: Number of Samples: Yards placed: Design Strength: Inspection Performed: Grid Lines/Location: Remarks: Decker Development Mike 117 E. Louisa ST #230 Seattle, WA 98102 12/22/2006 Miles Concrete 201 0150A M134 178622 3 10 3000 Reinforced Concrete Distribution: © Client ❑ Engineer • Municipality ❑ Architect ❑ Contractor ❑ Owner ❑ Distribute Other ❑ Distribute Other 3 Project Number: 06-242 Permit # Project Name: Address: Air Temperature: Concrete Temperature: Air Content: Slump: Time Sampled: Added Water: 42 67 Admixtures NC534-28oz. 609542 12/29/2006 7 6 X 12 28.3 1/1 91940 Location: See below Report Number: 66853 006 -149 SC4 (Wendys) 17275 Southcenter Pkwy ASTM C 1064 ASTM C 231 5" ASTM C 143 9:10:00 AM AEA- 3.5oz. Slab extension on eastslde of building at D/1-4 and A -D /4 and sidewalk on the Northside Resteel was previously inspected and found to be acceptable. Concrete was placed via chute and mechanically consolidated. Conforming to approved plans Inspector: Schneider, Tim Inspector2: Reviewed Pfaff, Tara ID #SI 0 Inspector3: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set # Total Load PSI Method Fracture Type 3250 C 1231 Pad Cap Date Mailed: Tested By: Mike Hot Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 9.1.2 (required use of a maximum- minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory is strictly forbidden. Client: Contact: Mike Date: 12/20/2006 Distribution: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Field Report Wi Park C101 f2e on `A A98052 one 425 881 5812 Fax 425:881.5441 Time: Project Number: 06-242 Permit #: Project Name: Address: © Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner • Distribute Municipality Distribute Other ❑ Distribute Architect ❑ Distribute Other REC EIVED CLAN 2 2 2007 Report Number: 43804 2 J�l' D06149 SC4 (Wendys) 17275 Southcenter Pkwy Temperature: Arrived on site, at contractor request, to perform a final walk- through inspection of the structural steel for conformance with project plans and specifications. 1. Reviewed structural drawings and details. 2. Verified completion of roof framing connections such as joist girder to column, roof joist to girders, joist to joist seats and ledger angles. All were found complete and in conformance. 3. Visually inspected field welding of canopy assemblies. Welding was in conformance. 4. Verified installation of roof joist bridging and uplift bracing. All were found to be installed per joist drawings, except at the southeast corner near the roof hatch. A single run of bottom chord bridging terminates at the southern most joist, not at the wall per detail: It is standard • construction practice when bridging is interrupted to X -brace the adjacent bay. Inspector: Ramos, Stephen ID #SI 012 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden Field Report esfiiig Laboratory; llna 7 2618h live N'pack 180, u Ph one 425;881:5812 Tax : 425:881;544 Client: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Contact: Mike Date: 12/19/2006 Distribution: Time: On site per contractor request to inspect front sidewalk reinforcement. Reinforcement is in conformance with approved plans, however, several bars along the east edge have inadequate clearance to earth. Final clearances must be verified by placement inspector. Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner [I Distribute Municipality Distribute Other ❑ Distribute Architect ❑ Distribute Other Report Number: 23246 Project Number: 06-242 Permit #: D06149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy Temperature: Inspector: Bosma, Rory ID #St 01550 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden Client: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Contact: Mike Date: 12/11/2006 Distribution: Field Report 126 jBD«hrAvariEP.ark 980; S�ite.C 425 :$B1:5812:=Fax425:8815441 " Time: G Distribute Client ❑ Distribute Contractor [I Distribute Engineer 0 Distribute Owner • Distribute Municipality ❑ Distribute Other ❑ Distribute Architect ❑ Distribute Other Project Number: 06 -242 Permit #: 006149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden RECEIVED JAN 0 8 2D91 Report Number: 43792 DEVELOPMEN N t Temperature: Arrived on site to perform structural steel inspections, in accordance with project plans and specifications. The following items were inspected and found to be in conformance: 1. Joist seat/embed, joist/joist seat, ledger angle /joist & embed per detail B /S3.1 on A and D lines. 2. Joists /joists girder per detail C/53.1 on B and C lines 3. Joist girder /columns per E/53.1. 4. Roof deck puddle welding and side seam welding per deck drawings. 5. Roof joist uplift braces and bridging per joist drawings. Inspector: Ramos, Stephen ID #SI 012 Reviewed by: Kim Anderson Contact Mike Date: 12/6/2006 Distribution: Client: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Field Report Report Number: 43755 .`77125 18pfh'AyeN E., Park 18p,.Sylte C1pRedmondW A"ifitt5% hone : 425:88tf5812'Fax 425:681:5441 , Time: Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner Distribute Municipality Distribute Other ❑ Distribute Architect ❑ Distribute Other Project Number: 06 -242 Permit #: D06149 Project Name: SC4 (Wendys) Address:. 17275 Southcenter Pkwy Temperature: Performed reinforced masonry inspection at the following areas: 1) Top of wall on A.5 line 1 to 1.7 line. The last 2 courses are not laid at this time for parapet. 2) Trash enclosure 3) Capitals on D line at 2 and 3 lines, last course. Grout used was mix 15370030 from Miles Sand and Gravel. Air temperature at time of grouting was 48 degrees and grout was 58 degrees. A total of 7.25 cubic yards was placed and consolidated. Required embeds were in prior to grout placement. All work was per plans and specifications. Inspector: Otto, Bob OTT 72 6854 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden RFC DEC 1 8 2005 OEIOPFNr �A;A R Testi jg �aboratal Client: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Contact: Mike Date: 12/5/2006 Distribution: Field Report 7115180h Ave N E -P.a'fk^I80,'SUi e`C ope 42$ 8$1 5812;Fax 4 881 '5441, ` Time: L Distribute Client ❑ Distribute Contractor fl Distribute Engineer ❑ Distribute Owner ❑J Distribute Municipality ❑ Distribute Other ❑ Distribute Architect ❑ Distribute Other Project Number: 06 -242 Permit #: Project Name: Address: Report Number: D06149 SC4 (Wendys) 17275 Southcenter Pkwy Temperature: Arrived on site to inspect installation of epoxy anchored dowels, in accordance with project plans and specifications. Botts installed were for canopy frames as per detail H /S3.1 on D line /1 to 4, 1 line /C to D and 4 line C to D. 1. Verified hole size and depth per detail. 2. Verified hole cleanliness per epoxy instructions. 3. Verified use of "Hilti Hy -150" epoxy as specified, expiration date 6 -2007. 4. Verified complete coverage when bolts were seated to embedment depth. Work was found in conformance. Inspector: Ramos, Stephen ID #SI 012 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden 24067/ as052 e N O p , -07 Dx ELOptv4 Client: Contact: Mike Distribution: Te Laborarc; °Tr9'6 18Dth .Q N E ; Paik 180; C1D1,rRetlmon , .ra . • P1.1 ,25B81,5812>Faz 425.881:5441 ` .�• ,:,._.. Date: 12/4/2006 Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Arrived on site to perform inspection of epoxy anchored bolts in accordance with project plans and specifications. Upon arrival, after inspecting hole depth and cleanliness, it was noted that the holes were drilled to the same size as the anchors (3/4 "). This condition does not allow for complete coverage around bolt. Site superintendent was notified and re- drilling of holes was begun. Contractor cancelled inspection on this date and rescheduled for 12 -5 -06 in the AM. Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner Distribute Municipality Distribute Other ❑ Distribute Architect ❑ Distribute Other Field Report Time: Project Number: 06 -242 Permit #: Project Name: Address: Report Number: 24065 D06149 SC4 (Wendys) 17275 Southcenter Pkwy Temperature: Inspector: Ramos, Stephen ID #SI 012 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden RECEIVED 'JAN 0 8 2007 2UMMUNI JcVELOPI r Client: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Contact: Mike Date: 12/1/2006 Field Report Report Number: 29962 2 ve NEE 1 P rk 185 SaiteacaDT 9$ EC 1 8 2Q0 ne 421881 t5812rFax 88t 5441' cOMMUNi TM DEVELOpmENT Time: Project Number: 06 -242 Permit #: D06149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy Temperature: Inspected masonry grouting at one location, for 8' -00" first lift for 8" CMU wall at 1- 1.7/A -A.5. The contractor prepared and cleaned (before grouting) cleanouts at every cell with vertical reinforcement. All vertical and horizontal resteel was found to be in conformance with approved drawing by grade, size, layout and spacing per 50.1 and S4.1. Grout was pumped and mechanically consolidated for the full height of the lift. The masonry wall was solid grouted with Miles course grout, mix #15270030, 3,000 psi, (4) cubic yards (delivery ticket #120754, truck #M076), temperature 62 degrees. The contractor is going to use plastic weather protective membrane on green masonry. Distribution: Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner Distribute Municipality ❑ Distribute Other ❑ Distribute Architect ❑ Distribute Other Inspector: Shprits, Yevgeniy SHP 41 3 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden RECEIVE Client: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Contact: Mike Date: 11/30/2006 Distribution: _R Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner Distribute Municipality Distribute Other ❑ Distribute Architect ❑ Distribute Other Field Report 7•'26 80 ,Aue E „'Pa k 180'9ulte °GThrRedmgrl oh 425.88135812 Fax 425.881:5441 Time: Report Number: 24062 Project Number: 06 -242 Permit #: D06149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy Temperature: Arrived on site to determine structural steel progress and determine inspection requirements. 1. Met with erector - Statewide Steel, to discuss progress of steel erection and inspection scheduling. The erector intends to completely erect the roof framing and weld decking prior to inspection. The sheets above the girders will be left un- welded to facilitate inspection /repair from above for the roof joists. 2. Verified WABO certifications for the following welders: A. Arthur A. Astala, W02164, expiration 7/2007 for SMAW, sheet steel and resteel. B. Brian D. Flora, W05073, expiration 4/2007 for SMAW and sheet steel C. Lewis J. Smith II, W06291, expiration 10/2007 for SMAW and sheet steel Inspector: Ramos, Stephen ID #SI 012 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden RECEI DEC 1 8 2006 ��MMUNI Lophp H Client: Contact: Mike Date: 11/22/2006 Continued inspections on the placement of MCU masonry block and resteel for reinforced masonry walls. Resteel placement has been completed per approved plans and specifications including cornice detail as to size, grade, quantity and spacing. Clearances are per plan and all debris has been removed. Due to inclement weather block appear to be surface damp. Miles mix #15370030 was placed by pump and mechanically consolidated. Location: Top single course at cornice: 4 /C -D, D /3-4, D/1 -2 and 1 /C.3 -D. Distribution: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Field Report Report Number: r6:51:1 Ilt N E ; Parfc 180 Suite C1T ,01alon ofe425,88115812 Fax425:8815441i Time: Permit It: Project Name: Address: Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner Distribute Municipality ❑ Distribute Other ❑ Distribute Architect ❑ Distribute Other 19 Project Number: 06 -242 23932 DEC 18 2006 ctn ryhlU Nr , , - OPAg� D06149 SC4 (Wentlys) 17275 Southcenter Pkwy Temperature: Inspector: Anderson, Jerry AND 54 40 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden Contact: Mike Date: 11/20/2006 Distribution: Field Report esfirjliLabarata ry Jnam26^IBQth Avg N E.,,RariC180 SD7te C7(2 sPho'ner425:8$1 `5812 Fax 425 881:5441:., Client: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Time: Inspected reinforced masonry grout pour at contractors request. Mason's grouted 9" lintel at 1 -2 on D, 3-4 on D and C -D on 1 to top of wall. Reinforcement was inspected prior to pour. Grout was placed via pump and consolidated with HF vibrator. 7.5 yards of Miles mix # 15370030 was placed. 15 gallons water to load on site by contractor. Work and materials are in conformance with approved plans. [JI Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner Distribute Municipality ❑ Distribute Other ❑ Distribute Architect ❑ Distribute Other 151 Report Number: 28467 Project Number: 06-242 Permit #: D06149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy Temperature: Inspector: Bosma, Rory ID #81 01550 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden REC eiver, DEC 1 8 2006 COmm E Wary esfri L abogatoyy r Irt"c Client: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Contact: Mike Date: 11/16/2006 Distribution: 5 Field Report 1eT)Tri'AVe { N:., Pa k IS S to G 101 r edmott one 425.8015812?Fax 425.881i5441i' Project Number: 06-242 Permit #: D06149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy Time: 1:00:0D PM On site per contractors request for inspection of reinforced masonry grout pour. Inspected grout placement at 8" lintel at C -D on 4 at top of wall and 2-4 on D except for columns at 2D and C/D which were 8' grout pours to top of wall. Reinforcement was inspected prior to pour and found to be in conformance with approved plans. 6 yards of Miles grout mix #15370030 was placed in walls solid grouted via pump and mechanically consolidated. 15 gallons of water was added to mix on site by contractor. Work and materials are in conformance with approved plans. Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner k Distribute Municipality Distribute Other ❑ Distribute Architect ❑ Distribute Other Report Number: 28464 Temperature: 46 Inspector: Bosma, Rory ID #SI 01550 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden Date: Client Name: Contact: Client Address: Supplier. Material Data: Plant Number: Mix Number: Truck Number: Ticket Number. Number of Samples: Yards placed: Sample ID Test Date Age Field /Material Report Report Number: 66189 .I.aloiatoi6r,rinc;716" I 20thJAve:NB= .,`Parir180,Sulte CiCOt Redmontl,"sW74�8052 Phone 425:881 5812 Decker Development Mike 117 E. Louisa ST #230 Seattle, WA 98102 11/14/2006 r Miles Concrete 201 0150A 074 177091 3 4 of 8.5 Design Strength: 3000 Inspection Performed: Reinforced Concrete Grid Lines /Location: Trash enclosure slab with thickened edge. 60866511/21/2006 7 608666 12/12/2006 28 6 X 12 28.3 1/1 608667 12/12/2006 28 6 X 12 28.3 1/1 Distribution: © Client ❑ Contractor ❑ Engineer ❑ Owner • Municipality ❑ Distribute Other ❑ -Architect ❑ Distribute Other 3 Project Number: Permit # Project Name: Address: Air Temperature: Concrete Temperature: Air Content: Slump: Time Sampled: Added Water: Admixtures NC534 56 5 oz Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 06-242 D06149 SC4 (Wendys) 17275 Southcenter Pkwy 45 64 5.4 5" 8:50:00 AM -0- Location: See below ASTM C 1064 ASTM C 231 ASTM C 143 MBAE90 4.5 oz. Remarks: Resteel was inspected by AAR inspector Yeveniy Shprits on 11- 13 -06. Concrete was placed by chute. Conforming to approved plans Inspector: Pfaff, Tara ID #SI 01467 inspector2: Inspector3: Reviewed Pfaff, Tara ID #SI 0 Size Area Set # Total Load PSI Method Fracture Type 6 X 12 28.3 1/1 88630 3140 C 1231 Pad Cap 117660 4160 C 1231 Pad Cap 120340 4260 C 1231 Pad Cap Date Mailed: 'Tested By: Mike Holtz Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 9.1.2 (required use of a maximum - minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory is strictly forbidden. RECEIVED JAN l) 8 2001 COMMUNITY DEVELOPMENT Client Name: Contact: Client Address: Date: Supplier: Material Data: Plant Number: Mix Number: Truck Number: Ticket Number: Number of Samples: Yards placed: Design Strength: Report Number: 66189 ?es iiag.L°aboratd "t , lri .' F1 6 IBDthXAiie NzE. Paik"I`SD. Sd)te Y 7teilmontl; jP horre'4252815Z124ax425.8811544 t Grid Lines /Location: Remarks: Decker Development Mike 117 E. Louisa ST #230 Seattle, WA 98102 11/14/2006 Miles Concrete 201 0150A 074 177091 3 4 of 85 3000 Inspection Performed: Reinforced Concrete Field /Material Report Trash enclosure slab with thickened edge. Project Number: Permit # Project Name: Address: Air Temperature: Concrete Temperature: Air Content: Slump: Time Sampled: Added Water. Resteel was inspected by AAR inspector Yeveniy Shpdts on 11- 13 -06. Concrete was placed by chute. ®• Conforming to approved plans Inspector: Pfaff, Tara ID #SI 01467 Inspector3: Samples Tested in Accordance with ASTM: C 1231 Sample ID Test Date Age Size 60866511/21/2006 7 6 X 12 Distribution: © Client ❑ Engineer © Municipality ❑ Architect ❑ Contractor ❑ Owner ❑ Distribute Other ❑ Distribute Other 3 06-242 D06149 SC4 (Wendys) 17275 Southcenter Pkwy 45 64 5.4 5" 8:50:00 AM -0- Admixtures NC534 56.5 oz. MBAE90 4.5 oz. Location: See below ASTM C 1064 ASTM C 231 ASTM C 143 Inspector2: Reviewed Pfaff, Tam ID #SI 0 C31 C172 C39 Area Set # Total Load PSI Method Fracture Type 28.3 1/1 88630 3140 C 1231 Pad Cap Date Mailed: Tested By: Mike Holtz Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 9.1.2 (required use of a maximum - minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory is strictly forbidden. RECe DEC 1 8 20 06 Cny MUNI OPvfNT Client: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Contact: Mike Date: 11/13/2006 Distribution: Field Report yA:A R Tes t7ng atioratd "ry, Inc 71261130th Ave N E';Park180 Suite 010 one 425 : 881f5512Fax = 425.'881:5441 Time: p Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner Distribute Municipality ❑ Distribute Other ❑ Distribute Architect ❑ Distribute Other Report Number: - 29944 Project Number: 06 -242 Permit #: D06149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy Temperature: Inspected resteel for dumpster pad. The following items were inspected: Size grade, layout of resteel, concrete cover and lap splice size. All items wee in conformance with approved drawing (S2.1 & S2.2). Inspected masonry grouting for bond beam at top of wall at grids: 1 /C.3 -D and for top lift of 5 ordinary courses (below bond beam of masonry). Walls at 3 -4/C.9 and 3.9 /D -C. Vertical and horizontal resteel was installed per plan (S3.1 & S.4). Inspected cleanliness and grout placement and consolidation. Totally, 6 yards of course grout (Miles mix # 15370030, delivery ticket 17706) were pumped into CMU walls (location was mentioned above). Inspector: Shprits, Yevgeniy SHP 41 3 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden RECEIVED NOV 3 0 2006 OCgLOUN Field Report Report Number: 28457 DEC ,. N 1 8 1006 h9 iNri 6afoV nc 71281 SAth 7 Y,e N , P,ark 180 ult 0 Redman 98Q le 425.88,1x5812 Fax-425 881 5441ii K �pEMT Client: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Contact: Mike Date: 11/9/2006 Distribution: Time: 1:00:00 PM © Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner W] Distribute Municipality ❑ Distribute Other ❑ Distribute Architect ❑ Distribute Other Project Number: 06 -242 Permit #: 006149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy Temperature: 48 On site per contractors request to inspect reinforced masonry. Grids C -D on 1 3'-4" lift was grouted to 20'. Grids 1 -2.5 on D 3 lift was grouted to 15.8'. Grids A.5 -C on 1 8" lift was grouted at top of wall cornice. Reinforcement was inspected prior to pour and verified to be in conformance with approved plans. 9 yards of Miles mix #15370030 was placed via pump and mechanically consolidated. Work and materials are in conformance with approved plans. Inspector: Bosnia, Rory ID #SI 01550 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden RECEIVED estfng`LaDoratu y ;lnc 71?6�I nAve N`E ,'Park 180 Su et' C101 R Phone 42 ;881:5812: Fax 425:881':,5441.:: Client: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Contact: Mike Date: 11/8/2006 Distribution: Structural masonry inspection. Inspected reinforcement, grout cell clearance and found work to be completed per approved plans and details prior to grout placement. Clearances found to be acceptable, block laid with type S mortar. Witnessed placement of 9 cubic yards of grout delivered by Miles S8G (mix ID 15370030), conveyed by pump, outer cornices were consolidated by puddling (single block high), remainder consolidated mechanically. Grout slump adjusted with allowable water (16.4 gallons) plus super plasticizer. Gridlines: Final lift/outer cornice A -C /4. Lift below cornice /above lintels for openings C -D /4, D /3- 4. Field Report Time: • Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner Q Distribute Municipality ❑ Distribute Other ❑ Distribute Architect ❑ Distribute Other Report Number: 23848 Project Number: 06 -242 Permit #: D06149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy Temperature: Inspector: Prince, Joe ID #SI 01548 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden RECEIVED NOV 30 2006' COMMUNITY DEVELOPMENT Field Report K A`R'T2st g c"ab�orafety 71261'$ AvE (E Park 1(i0;'S C1; Phone 425$81.5812, Fax - 425.881.5441 Client: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Contact: Mike Date: 11/1/2006 Distribution: Time: Report Number: 23683 Project Number: 06 -242 Permit #: D06149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy Temperature: Completed inspections on resteel placement for reinforced masonry walls. Wall resteel including door lintels and top of wall cornices have been placed per approved plans and specifications as to size, grade, quantity and spacing. Clearances are per plan and all debris has been removed. Grout (Glacier mix #3445) was placed by pump and mechanically consolidated. Locations: 16" lift at cornice soldier coarse 4 /A -C, A/1.7 -4 and 1/A.5 -C.4 Door lintel 6' lifts at 1 /C.4 -D and D/1 -2. Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner Distribute Municipality El Distribute Other ❑ Distribute Architect ❑ Distribute Other Inspector: Anderson, Jerry AND 54 40 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden RECEIVED NOV 3 0 2006 COMMUNITY DEVELOPMENT 4A R; Testing La'fioratory "tnc Client: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Contact: Mike Date: 10/30/2006 Distribution: Field Report 126"'WIVA";E:,aPar`k`180 Suite =C hone 425.881:5812'Raz 425.881;5441 -' Project Number: 06 -242 Permit #: D06149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy Time: Completed inspections on resteel placement for the 1st course (12" block) at the cornice detail. Resteel has been placed per approved plans and specifications as to size, grade, quantity and spacing. Clearances are per plan and all debris has been removed. Grout (Glacier mix #3445) was placed by pump and mechanically consolidated. Locations: 1st courses, 8" lift, 19'-4" to 20' elevation North wall: 4 /A -C West wall: A/1.7 -4 South wall: 1/A.5 -C.4 • Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner © Distribute Municipality Distribute Other ❑ Distribute Architect ❑ Distribute Other Report Number: 23681 Temperature: Inspector: Anderson, Jerry AND 54 40 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden RECEIVED NOV 30 2006 COMMUNITY DEVELOPMENT PAsATLfestjhg I Client: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Contact: Mike Date: 10/26/2006 Distribution: 0 i72 Field Report 0 ra tory' 71`36 AVelt''E:,:ParkN80 Suft 9Ce U , edmon Phone 425 ,881:5812`` >Fax 425.881.5441 Time: Report Number: 23676 Project Number: 06 -242 Permit #: D06149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy Temperature: Completed inspections on resteel placement for a reinforced masonry wall at the west side of building. Wall reinforcement has been placed per approved plans and specifications as to size, grade, quantity and spacing. Clearances are per plan. All debris has been removed through the cleanouts at the bottom of each reinforced cell of the engineer approved 8' high lift. Grout (Glacier mix #3445) was placed by pump and mechanically consolidated. Location: South wall elevation, 8' lift at 11' -6" to 19 elevation, 1 /A.5 -D. Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner Distribute Municipality ❑ Distribute Other ❑ Distribute Architect ❑ Distribute Other Inspector: Anderson, Jerry AND 54 40 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden RECEIVED NOV 3 0 2006 COMMUNITY DEVELOPMENT 'td Client: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Contact: Mike Date: 10/24/2006 On site per contractor request for reinforced masonry grout inspection at 11:20 am. Pour was re- scheduled for 2:00pm and then extended to 3:00pm. Reinforcement, embed plates for joists and anchor bolts for ledger angle inspected prior to pour. Grout arrived at 3:15pm. 8" CMU walls were grouted to tow at both the north wall and the west wall. 9.5 yards of Glacier mix #3445 was placed via pump and consolidated with HF vibrator. Work and materials are in accordance with approved drawings. Distribution: es ..M, tjt Labgrat "" ,�,,k.h«� " N E �g Qry, In .,�Rark 180, Suite C1D1lRedmond Phone 425.881.5812 :Fax 425 ;881:54 • Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner Distribute Municipality Distribute Other ❑ Distribute Architect ❑ Distribute Other 57 Field Report Time: Report Number: 28364 Project Number: 06 -242 Permit #: D06149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy Temperature: Inspector: Bosma, Rory ID #SI 01550 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden R ECEIVED NoV 3 0 2006 CO MMUNITY DEVELOPMENT Size: 8x16x12 Date Assembled: 10 -17 -06 Design Strength: 1500 Type: Design Strength: Supplier. Additives: Location: Remarks: Report Number: 23671b Ing:L aboratnr,J:Inc /1.2t BDth °Ave." N1.'P:afk"tSD,' utte7S31,12edmond,%WA BB '. 1Phone 425;881 4i Client Name: Decker Development Address: 117 E. Louisa ST #230 Seattle, WA 96102 Date: 10-18-06 S 1800 Spec. Mix Dry Block Sample ID Break date 607927 11/15/2006 607928 11/15/2006 607929 11/15/2006 Masonry Prism Report asonr�!�1JnitData_,_,,, ; Grade Type: N/1 Grey split face Design Strength: 1900 Manufacturer: Mutual Dimensions: 12 x 8 x 16 Prisms were grouted on 10 -18 -06 and sealed per recommended masonry prism procedures. Age 28 Area 98.6 28 98.6 28 99.76 Project Number: Permit Number: Project Name: 06 -242 D06 -149 SC4 (Wendys) Inspector: Reviewed By: ❑ Conformance Total Load 395490 Mix Number: 3445 Design Strength: 2000 Supplier: Glacier NW Anderson, Jerry A Blackwell, Mike ❑ Non Conformance PSI 3770 390150 3720 392630 3700 Distribution: © pisMbute Client ❑ Distribute Architect Tested By:" Mike Hot ❑ Distribute Engineer ❑ Distribute Other Reviewed By: Mike Blackwell © Distribute Municipality Distribute Other ❑ Distribute Contractor ' All specimens tested in accordance with ASTM C 1314, ASTM C 140, and ASTM C 1552. All reports are considered confidential and are the property of the client and A.A.R Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R Testing Laboratory is strictly forbidden. RECE DEC 8 CO Report Number. 23671a COIN Uk uU resfing L a t i o r a t o 1 1 1 I n c 7ti6 ^ , ti 8 0 t h A v e ikt; Itar kr1130, Stii ttetio`.;*70mond tiY.A SD52 PIV +( Phone 425;881!5B21#Pax4425:661Z441 , Client Name: Decker Development Address: 117 E. Louisa ST #230 Seattle, WA 98102 Date: 10-18-06 Size: Date Assembled: Design Strength: 8x16 x8 10 -17 -06 1500 tMnt'tarmata, ,m "'c.w Type: Design Strength: Supplier. Additives: Location: Spec Mix Type S 1800 Spec. Mix Dry Block Masonry Prism Report ;y"�, 'IVlasarrry;tJni'tData,�,,,; Grade Type: N/1 Blond smooth Design Strength: Manufacturer: Dimensions: Prisms were constructed on 10 -17 -06 and protected from the weather sealed in plastic bags. Remarks: Prisms were grouted on 10 -16 -06 and sealed per recommended masonry prism procedures. Sample ID Break date 607930 11/15/2006 607931 11/15/2006 607932 11/15/2006 Age 26 Area 64.6 28 63.84 28 64.6 Project Number. Permit Number: Project Name: 1900 Mutual 8 x 8 x 16 06-242 D06 -149 SC4 (Wendys) Inspector: Reviewed By: ❑ Conformance Total Load 255000 IT9W; Data. Mix Number: - 3445 Design Strength: 2000 Supplier: Glacier NW Anderson, Jerry A Blackwell, Mike ❑ Non Conformance PSI 3950 255560 4000 260730 4040 Distribution: Distribute Client ❑ Distribute Architect Tested By: Mike Holtz ❑ Distribute Engineer ❑ Distribute Other Reviewed By: Mike Blackwell • Distribute Municipality ❑ Distribute Other ❑ Distribute Contractor All specimens tested in accordance with ASTM C 1314, ASTM C 140, and ASTM C 1552. All reports are considered confidential and are the property of the client and AAR Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R Testing Laboratory is strictly forbidden. Contact: Mike Date: 10/18/2006 Distribution: �bng Laboratory Client: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Field Report nc . 0# .180#1 Ave N:E., =Pack 180 Sui1erG1 'hone 4251881 58i2 Fax: 425.881:5441 Time: I❑ Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner • Distribute Municipality El Distribute Other ❑ Distribute Architect ❑ Distribute Other Report Number: 23671 !1.� RQdmon Project Number: 06 -242 Permit #: D06 -149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy Temperature: Completed inspections on resteel placement for reinforced masonry walls at the 12' elevation. Resteel has been placed per approved plans and specifications as to size, grade, quantity and spacing. Grout (Cadman mix #6.5 sack 3/8" 70/30 #3445) was placed via pump and mechanically consolidated. 2 sets of masonry prisms were constructed and grouted today to meet the project strength requirements. Locations: Perimeter walls 8' -12' elevation 3rd 4' lift 4 /A -C, N1.7 -4, 1.7/A -A,5 and 1/A.5 -C.4 Inspector: Anderson, Jerry AND 54 40 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden ahorato Client: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Contact: Mike Date: 10/17/2006 Distribution: one 4 Field Report Ave 4.7,7Park 180 `Spite'G1i i 881:5812 Fax 425:881:544, ' Time: Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner Distribute Municipality ❑ Distribute Other ❑ Distribute Architect ❑ Distribute Other Report Number: 28360 Project Number: 06 -242 Permit #: D06149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy Temperature: Inspected reinforced masonry grout pour per contractors request. 8.5 yards of Glacier mix ID #3445 was placed via pump and consolidated with HF vibration into walls at grids: C -D on 4 high lift grouted to 8', 1-4 on D high lift to 8', C.6 -A.5 on 1, 4-8' normal low lift grouting. All high lift grouting done with cleanouts. Reinforcement and cleanouts inspected prior to pour. Requested that size more prisms be made by masonry contractor for sampling tomorrow's grout pour. Inspector: Bosma, Rory ID #SI 01550 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden RECEIVED Nov 3 0 2006 tz Contact: Mike Date: 10/16/2006 Distribution: Tesirag 1_a6orato Client: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Field Report TE T34:6:. a NEE fiarkY18 Su 0042543815812 Fax 425:881x5441; Time: On site per contractor request to inspect grouting of reinforced masonry. 9 cubic yards of Glacier mix #3445 was placed into walls - partial grouted. Reinforcement was inspected prior to grout placement. Grout was placed via pump and consolidated with HF vibration. Masons grouted grids 1.7 to 4 on A from 4' -8', A -C1 on 4 from 4' -8', A.5 to C.3 on 1 from 0 and columns 1-4 on D from 0 Work and materials are in accordance with approved drawings. Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner R Distribute Municipality ❑ Distribute Other ❑ Distribute Architect ❑ Distribute Other Report Number: 28357 Project Number: 06 -242 Permit #: D06149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy Temperature: Inspector: Bosma, Rory ID #SI 01550 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden RECEIVED NOV 3 01006' E EVELO DEVELOPMENT S EC 18 2„,„ Report Number. 23657b 41 Q(/ pfr y e s f r n g L a l i n r a t o ry Unc.7126 IBM hdAve. Nom. PariC1A „Su1te C ID tiReBmnnd;Wi4SII52 f FiYr r"Phnnedt25:881:582'I �Fax�125:881:5441 Location: Client Name: Decker Development Address: 117 E. Louisa ST #230 Seattle, WA 98102 Date: 10/12/06 Size: 8x16x8 Date Assembled: 10/11/06 Design Strength: 1500 ,.::..ix...iMOr_.taralla Type: Design Strength: Supplier. Additives: S 1800 Spec. Mix Dry Block Sample ID Break date 607600 11/9/2006 607601 116E2006 607602 11/9/2006 Masonry Prism Report , %Vlasortry Unjt�ata d ., L fSrout Grade Type: N/1 Mix Number: Design Strength: 0 Supplier: Age 28 Design Strength: Manufacturer: Dimensions: 28 35.59 28 34.76 Project Number. Permit Number: Project Name: 1900 Mutual 8x8x16 06 -242 D06 -149 SC4 (Wendys) Remarks: Prisms were grouted on 10/12/06 and sealed per recommended masonry prism procedures. Inspector: Reviewed By: Conformance Anderson, Jerry A Mike Blackwell ❑ Non Conformance Area Total Load PSI 36.28 96550 2660 96620 2710 94100 2710 Distribution: © Distribute Client ❑ Distribute Architect Tested By: Mike Holtz ❑ Distribute Engineer p Distribute Other Reviewed By: Mike Blackwell © Distribute Municipality❑ Distribute Other ❑ Distribute Contractor ' All specimens tested in accordance with ASTM C 1314, ASTM C 140, and ASTM C 1552. All reports are considered confidential and are the property of the client and A.A.R Testing Laboratory, Inc. Reproduction except in full, without the written consent of AA.R Testing Laboratory is strictly forbidden. . " aQ'Wr sm�zt� Size: 8x16x8 Date Assembled: 10 -12 -06 Design Strength: 1500 E'" 'f ortar?Data Type: S Design Strength: 1800 . Supplier. Additives: Location: Client Name: Decker Development Address: 117 E. Louisa ST #230 Seattle, WA 98102 Date: 10-12-06 Spec. Mix Dry Block Sample ID Break date 607603 11/9/2006 Masonry Prism Report Report Number: 23657a rtgiL•aboraforj, ±Inc. 7126180th 1ve iN.E Parkl'SO/Suttet'E:01,jRedrnont c "Phone,425S.81S821 Pax425281 ±441.: > , ... 7J Nlasotir�rl)nit_ata n Grade Type: N/1 Design Strength: 1900 Design Strength: Manufacturer. Mutual Supplier: Dimensions: 8 x8 x 16 Prisms were constructed on 10 -11-06 and protected from the weather sealed in plastic bags. Remarks: Prisms were grouted on 10 -12 -06 and sealed per recommended masonry prism procedures. Age Area 28 65.36 607604 11/9/2006 28 65.36 607605 11/9/2006 28 - 65.36 Distribution: Q Distribute Client ❑ Distribute Architect ❑ Distribute Engineer ❑ Distribute Other © Distribute Municipality ❑ Distribute Other ❑ Distribute Contractor Project Number: Permit Number: Project Name: 06-242 D06 -149 SC4 (Wendys) Inspector. Reviewed By: [/] Conformance Total Load 265930 Tested By: Reviewed By: Mix Number: 3445 2000 Glacier NW Anderson, Jerry A Blackwell, Mike ❑ Non Conformance PSI 4070 260180 3980 262610 4020 Mike Holt Mike Blackwell ' All specimens tested in accordance with ASTM C 1314, ASTM C 140, and ASTM C 1552. All reports are considered confidential and are the property of the client and A.A.R Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R Testing Laboratory is strictly forbidden. RFC FiVeD DEC18 2006 Lo EMT Client Name: Contact: Client Address: Date: Supplier: Material Data: Plant Number: Mix Number: Truck Number. Ticket Number. Number of Samples: Grid Lines /Location: Remarks: 607711 10/19/2006 607712 11/9/2006 607713 11/9/2006 Distribution: Decker Development Mike 117 E. Louisa ST #230 Seattle, WA 98102 10/12/2006 Yards placed: 27.5 Design Strength: 4000 Glacier NW Concrete 282 0877 209 856214 1 Admixtures Air 4 oz Inspection Performed: Reinforced Concrete Shotcrete Retaining Wall at Westside Retaining Wail - Shotcrete was placed by nozzleman Jeff Moliki. Conforming to approved plans Inspector: Anderson, Jerry AND 54 4013 Inspector2: Inspector3: - Reviewed Pfaff, Tara ID #SI 0 Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set # Total Load PSI Method Fracture Type 7 Shotcrete 28 Shotcrete 28 Shotcrete © Client ❑ Engineer • Municipality ❑ Architect Field /Material Report Report Number: 64086 rtc:T72flsOtf 4lve +Nt , +Pa'rk"tEO,Suifett0 tedmond, EPhonea425xs8815812 Paxr425881:5441 ❑ Contractor ❑ Owner ❑ Distribute Other ❑ Distribute Other 3 Project Number: Permit # Project Name: Address: Air Temperature: Concrete Temperature: Air Content: Slump: Time Sampled: Added Water. 15950 23570 23580 06-242 D06 -149 SC4 (Wendys) 17275 Southcenter Pkwy Location: Shotcrete 5080 7510 7510 67 76 4.7 2 3/4" 9:05:00 AM 5 gal by contr. C 1231 C 1231 C 1231 ASTM C 1064 ASTM C 231 ASTM C 143 Date Mailed: Tested By: Mike Holtz Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 9.1.2 (required use of a maximum- minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory is strictly forbidden. Pad Cap Pad Cap Pad Cap RECEIVED NOV 3 0 2006 COMMUNITY DEVELOPMENT Yards placed: 27.5 Design Strength: 4000 Field/Material Report Report Number: 64086 aho rafoS,Srrc 712818Dlti klue sliirkt18D,Stilte IDl, edmortd: 1Rhone425 881»5B:12/Faxnt25B813441 Client Name: Decker Development Contact: Mike Client Address: 117 E. Louisa ST #230 Seattle, WA 98102 Date: 10/12/2006 Supplier. Glacier NW Air Temperature: 67 Material Data: Concrete Concrete Temperature: 76 ASTM C 1064 Plant Number. 282 Air Content 4 . 7 ASTM C 231 Mix Number: 0877 Slump: 2 3/4" ASTM C 143 Truck Number: 209 Time Sampled: 9:05:00 AM Ticket Number. 856214 Added Water. 5 gal by contr. Number of Samples: 1 Admixtures Air 4 oz Inspection Performed: Reinforced Concrete Grid Lines /Location: Shotcrete Retaining Wall at Westside Remarks: Retaining Wall - Shotcrete was placed by nozzleman Jeff Moliki. © Conforming to approved plans Inspector: Anderson, Jerry AND 54 4013 , Inspector2: Inspector3: Reviewed Pfaff, Tara ID #SI 0 Samples Tested In Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set # Total Load PSI Method Fracture Type 60771110/19/2006 7 Shotcrete 3.14 1/1 Distribution: © Client ❑ Contractor ❑ Engineer ❑ Owner © Municipality ❑ Distribute Other ❑ Architect ❑ Distribute Other 3 Location: Shotcrete Project Number: 06-242 Permit # D06 -149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy 15950 5080 C 1231 Pad Cap Date Mailed: Tested By: Mike Holt Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 9.1.2 (required use of a maximum- minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory is strictly forbidden. Client: Decker Development 117 E. Louisa ST 41230 Seattle, WA 98102 Contact: Mike Date: 10112/2006 Distribution: 51 Field Report fesfir)y Labors #ary nc 712fi 180th E SPark;180,:Su� "ite�90 :F2et7nortd,ilVk`�80"52 r n�a 425:8815 812:Fax -425 8813441 Time: Completed inspections on resteel placement for reinforced masonry perimeter walls. Wall resteel has been placed per approved plans and specifications as to size, grade, quantity and spacing. Clearances are per plan and all debris has been removed. Witnessed the placement of grout (Glacier mix # 3445 ), grout was placed via pump and mechanically consolidated. 2 sets of 3 prisms each were constructed by the contractor. 1 grouted set and 1 unqrouted set. Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner Distribute Municipality ❑ Distribute Other ❑ Distribute Architect ❑ Distribute Other Report Number: 23657 Project Number: 06 -242 Permit It 006149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy Temperature: Inspector: Anderson, Jerry AND 54 40 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden ;estirjg -La orator Client: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Contact: Mike Date: 10/11/2006 Distribution: Field Report 8 f18DIMe i1.E., PaW1HO,.Snte 'R Mon n e=425 :881; 5812. Fax 425:881 Time: Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner Distribute Municipality ❑ Distribute Other ,J Distribute Architect ❑ Distribute Other Report Number: . 23667 Project Number: 06 -242 Permit #: D06149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy Temperature: Completed inspection on resteel placement for a shotcrete site retaining wall on the West side. Wall resteel has been placed per approved plans an d specifications as to size, grade, quantity and spacing. Clearances are per plan. Locations: Site retaining wall bottom 4' lift Full width of building, Began preliminary inspections on resteel placement for perimeter /exterior walls 1st 4' It Placement is proceeding per plan. Discussed project strength requirements with masonry contractor. Inspector: Anderson, Jerry AND 54 40 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden Date: Client Name: Contact: Client Address: Decker Development Mike 117 E. Louisa ST #230 Seattle, WA 98102 10/7/2006 Supplier. Miles Material Data: Concrete Plant Number. 202 Mix Number: 154ACPS Truck Number: M069 Ticket Number. 116890 Number of Samples: 3 Yards placed: 150 of 350 Design Strength: 4000 Inspection Performed: Reinforced Concrete Grid Lines /Location: Structural slab -A to D /1 to 7. Remarks: Distribution: © Client ❑ Engineer • Municipality ❑ Architect Field /Material Report Report Number: 66338 bnx fort' Inc. 1 f 26ittiottift e`tN`E „'rF:a' gi'f8b; title till ; te:wi ti me l881.18131Eax 5'S8 441 k' ❑ Contractor ❑ Owner ❑ Distribute Other ❑ Distribute Other 3 Project Number: Permit Si Project Name: Address: Air Temperature: 58 Concrete Temperature: 67 Air Content Slump: Time Sampled: Added Water: Admixtures Poly 40.0 oz. AEA 5.0 oz. 06-242 D06149 SC4 (Wendys) 17275 Southcenter Pkwy 6 1/2” 12:00:00 PM 5 gal by contractor Location: Structural slab ASTM C 1064 ASTM C 231 ASTM C 143 NC530 31.0 oz. Resteel Inspected and found acceptable prior to placement date. Witnessed placement of concrete by pump method, concrete was mechanically consolidated. © Conforming to approved plans Inspector: Priest, Jesse PRI 30 7247 Inspector2: Inspector3: Reviewed Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set # Total Load PSI Method 607297 10/14/2006 7 4 X 8 12.6 2/3 41150 3280 C 1231 607298 11/4/2006 28 4 X 8 12.6 2/3 51760 4120 C 1231 607299 11/4/2006 28 4 X 8 12.6 2/3 50960 4060 C 1231 Date Mailed: Tested By: Reviewed: All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 9.1.2 (required use of a maximum - minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory Is strictly forbidden. Pfaff, Tara ID #SI 0 Fracture Type Pad Cap Pad Cap Pad Cap Inns Mike Holtz Mike Blackwell Field /Material Report Report Number: ...,.a, ._.�. - " .-.. s sth(p�Yr'nrdtonc. r7" I�fi'��DtFt �%tvc7NE;IPaik".tBD '�uTte'#� 1D"I r �tedinon�l, Pttinie4425f88;tZ84121Fax4325 88t544t Client Name: Decker Development Contact: Mike Client Address: 117 E. Louisa ST #230 Seattle, WA 98102 Date: 10/7/2006 Supplier: Miles Material Data: Concrete Plant Number. 202 Mix Number: 154ACPS Truck Number: M065 Ticket Number: 116859 Number of Samples: 3 Yards placed: 30 of 360 Design Strength: 4000 Inspection Performed: Grid LlneslLocation: Remarks: Reinforced Concrete Structural slab -A to D/1 to 7. Two hour delay by Pyramid Construction. Resteel inspected prior to placement date by R. Bosma. Witnessed placement. Conforming to approved plans Inspector: Priest, Jesse PRI 30 7247 Inspector2: Inspector3: Reviewed Pfaff, Tara ID #SI 0 Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set # Total Load PSI Method Fracture Type 607300 10/14/2006 7 4 X 8 12.6 1/3 40500 3220 C 1231 Pad Cap 607301 11/4/2006 28 4 X 8 12.8 1/3 52960 4220 C 1231 Pad Cap 607302 11/4/2006 28 4 X 8 12.6 1/3 52600 4190 C 1231 Pad Cap Distribution: Q Client O Engineer • Municipality O Architect ❑ Contractor ❑ Owner O Distribute Other • Distribute Other 3 Project Number: 06-242 Permit # D06149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy Air Temperature: 55 Concrete Temperature: 66 ASTM C 1064 Air Content: ASTM C 231 Slump: 6 1/4" ASTM C 143 Time Sampled: 10:20:00 AM Added Water: -0- 66221 Admixtures Poly 40.0 oz. NC534 31.0 oz. AEA 5.0 oz. Location: Structural slab Date Mailed: Noy L 2005 Tested By: Mike Holtz Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 9.1.2 (required use of a maximum - minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, inc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory Is strictly forbidden. Field /Material Report Report Number: 88339 " iijg�`;Lliblinatori lttc.11163110ts'iCO NCTIielk1Bo, sutte0Cw1, R ejlaioii !A t9nO "Rhone r425 ?881 Mg12Tax44252181544i1'. Client Name: Decker Development Contact: Mike Client Address: 117 E. Louisa ST #230 Seattle, WA 98102 Date: 10/7/2006 Supplier: Miles Material Data: Concrete Plant Number: 202 Mix Number. 154ACPS Truck Number. M093 Ticket Number: 116880 Number of Samples: 3 Yards placed: 280/330 Design Strength: 4000 Inspection Performed: Reinforced Concrete Grid Lines/Location: Remarks: Witnessed concrete placement via pump and mechanically consolidated. Conforming to approved plans Inspector. Priest, Jesse PRI 30 7247 Inspector2: Samples Tested in Accordance with .ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set # Total Load PSI Method Fracture Type 607294 10/14/2006 7 4 X 8 12.6 3/3 44890 3570 C 1231 Pad Cap 607295 11/4/2006 28 4 X 8 12.6 3/3 51700 4120 C 1231 Pad Cap 607296 11/4/2006 28 4 X 8 12.6 3/3 52810 4200 C 1231 Pad Cap Distribution: Structural Slab on Grade A to D/1 to 4 Grade level. © Client O Engineer p Municipality ❑ Architect Inspector3: Reviewed Pfaff, Tara ID #SI 0 ❑ Contractor ❑ Owner ❑ Distribute Other ❑ Distribute Other 3 Project Number: 06-242 Permit# D06149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy Air Temperature: 65 Concrete Temperature: 70 ASTM C 1064 Air Content ASTM C 231 Slump: 6" ASTM C 143 Time Sampled: 1:30:00 PM Added Water. 0 Admixtures Poly 40 oz NC534 45 oz MBA 5oz Location: Slab On Grade DateMailed: II40v 1 ?It Tested By: Mike Holt Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens In the field excluding Section 9.1.2 (required use of a maximum - minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory is strictly forbidden. Client Name: Contact: Client Address: Date: Supplier. Material Data: Plant Number. Mix Number: Truck Number: Ticket Number: Number of Samples: Yards placed: Grid Lines/Location: Distribution: Remarks: Report Number: 66339 bniS4o6 4Iria" 126" LBDftave : N?E,iP,ark"IBD, * Sulte tiD1 = : Pkrone42b :813:1:58121Sixf425681.5441" ". Decker Development Mike 117 E. Louisa ST #230 Seattle, WA 98102 10/7/2006 Miles Concrete 202 154ACPS M093 116880 3 280/330 Design Strength: 4000 Inspection Performed: Reinforced Concrete 607294 10/14/2006 7 4 X 8 Structural Slab on Grade A to D/1 to 4 Grade level. [�] Client ❑ Engineer © Municipality ❑ Architect Field /Material Report 12.6 3/3 ❑ Contractor ❑ Owner ❑ Distribute Other ❑ Distribute Other 3 Protect Number: Permit # Project Name: Address: Air Temperature: 65 Concrete Temperature: 70 Air Content: Slump: 6" Time Sampled: 1:30:00 PM Added Water: 0 Admixtures Poly 40 oz MBA 5oz Witnessed concrete placement via pump and mechanically consolidated. © Conforming to approved plans Inspector: Priest, Jesse PRI 30 7247 Inspector2: Inspector3: Samples Tested In Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set # Total Load PSI 06-242 D06149 SC4 (Wendys) 17275 Southcenter Pkwy Location: Slab On Grade ASTM C 1064 ASTM C 143 ASTM C 231 NC534 45 oz Reviewed Pfaff, Tara ID #SI 0 Method Fracture Type 44890 3570 C 1231 Pad Cap Date Mailed: Tested By: Mike Holtz Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 9.1.2 (required use of a maximum - minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory is strictly forbidden. REC V°3 ACT 2 5 2\ \6 EVE- bE T Client Name: Contact: Client Address: Date: Supplier. Materiel Data: Plant Number. Mix Number: Truck Number: Ticket Number: Number of Samples: Inspection Performed: Grid Llnes/Location: Remarks: Distribution: Decker Development Mike 117 E. Louisa ST #230 Seattle, WA 98102 10/7/2006 Miles Concrete 202 154ACPS M069 116890 3 Yards placed: 150 of 350 Design Strength: 4000 © Client ❑ Engineer © Municipality ❑ Architect RECEN Field /Material Report Report Number: 66338 2 5 VS iri rr 8;t oth i4vE °N'E.opirsenix°Sultitio7 R A51A H7752 C OMM U NE T Whone1Z5.88tZ5B12+F,axa425 B8t:544t „ PM Reinforced Concrete Structural slab -A to D/1 to 7. Resteel inspected and found acceptable prior to placement date. Witnessed placement of concrete by pump method, concrete was mechanically consolidated. Conforming to approved plans Inspector: Priest, Jesse PRI 30 7247 Inspector2: Inspector3: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set # Total Load PSI 607297 10/14/2006 7 4 X 8 12.6 2/3 41150 3280 C 1231 Pad Cap ❑ Contractor ❑ Owner ❑ Distribute Other ❑ Distribute Other 3 Project Number: Permit # Project Name: Address: Air Temperature: 58 Concrete Temperature: 67 Air Content: Slump: Time Sampled: Added Water: 06-242 D06149 SC4 (Wendys) 17275 Southcenter Pkwy ASTM C 1064 ASTM C 143 ASTM C 231 12:00:00 PM 6 1/2” 5 gal by contractor Admixtures Poly 40.0 oz. NC530 31.0 oz. AEA 5.0 oz. Location: Structural slab Reviewed Pfaff, Tara ID #SI 0 Method Fracture Type Date Mailed: Tested By: Mike Holt Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens In the field excluding Section 9.1.2 (required use of a maximum - minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of AA.R. Testing Laboratory is strictly forbidden. Client Name: Contact: Client Address: Date: Supplier: Material Data: Plant Number: Mix Number. Truck Number. Ticket Number. Number of Samples: Yards placed: Inspection Performed: Grid Lines /Location: Remarks: Report Number: StFrtBflL�bnrator y lnc T L35`IBDfh vexTl E Pali 8D,SPItetl 4Phone Faxx425!81. 544'1 Decker Development Mike 117 E. Louisa ST #230 Seattle, WA 98102 10/7/2006 Miles Concrete 202 154ACPS M085 116859 3 30 of 360 Design Strength: 4000 Reinforced Concrete Structural slab -A to D/1 to 7. Two hour delay by Pyramid Construction. Resteel Inspected prior to placement date by R. Bosma. Witnessed placement. Conforming to approved plans Inspector: Priest, Jesse PRI 30 7247 Inspector2: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 607300 10/14/2006 7 4 X 8 Distribution: • Client ❑ Engineer • Municipality ❑ Architect Field /Material Report Inspector3: 12.6 1/3 ❑ Contractor ❑ Owner ❑ Distribute Other ❑ Distribute Other 3 Project Number: Permit # Project Name: Address: Air Temperature: 55 Concrete Temperature: 66 Air Content: Slump: Time Sampled: Added Water. -0- Admixtures Poly 40.0 oz. AEA 5.0 oz. 06-242 • 006149 SC4 (Wendys) 17275 Southcenter Pkwy 6 1/4" 10:20:00 AM Location: Structural slab 66221 ASTM C 1064 ASTM C 143 ASTM C 231 NC534 31 0 oz Reviewed Pfaff, Tara ID #Si 0 40500 3220 C 1231 Pad Cap Date Mailed: Tested By: Mike Holt Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 9.1.2 (required use of a maximum - minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory is strictly forbidden. Client: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Contact: Mike Date: 10/6/2006 Inspected installation of horizontal resteel for West side retaining wall: 2nd lift from top. Resteel was properly installed in clean, dry holes and secured with "Simpson" Epoxy. Distribution: Field Report Report Number: 1 Ave N E ,Park 180 Suite ClA1 Red one•i2 5881:58,1 2: Fax 425 881 5441;4 Time: Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner Distribute Municipality ❑ Distribute Other ❑ Distribute Architect ❑ Distribute Other 28448 Project Number: 06 -242 Permit #: D06149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy Temperature: Inspector: Graham, Jerry GRA 54 695 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden cENE.D OCZ 2 5 MS COMM N" • ° EveLO T 52F� Client: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Contact: Mike Date: 10/6/2006 Distribution: Field Report Time: 3:30:00 PM • Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner g Distribute Municipality ❑ Distribute Other ❑ Distribute Architect ❑ Distribute Other Report Number: 28352 9 Laboratory, Inc T12f> 4811thve N E.,;Park 180,:Suite 11,1Ret)r11fs . Fhone 425:881rt5812?Fax 425:881:5441';' Project Number: 06 -242 Permit #: D06149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy Temperature: 55 On site at 5:OOam for re- inspection of reinforcement prior to pour Notified at 6:OOam that pour was cancelled today. Re- inspected reinforcement this afternoon. Contractor changed out 8' long #5 sidewalk extension bars at east end for 13' #5 bars with 90 degree tails. Top mat #5 bars are in place per plan along column strips - #4 bars are being added perpendicular to these. Placement inspector must verify clearances - bottom mat to earth and separation of top and bottom mats. Also cleanliness of bars and soil encroaching on tips of foundation stem walls must be addressed prior to pour. Inspector: Bosma, Rory ID #SI 01550 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden ECE Av ED oct 2 7006 cOMMpp1AEN oEVO- • Client: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Contact: Mike Date: 10/5/2006 Inspected reinforcement of slab grids 1-4, A -D. Bottom mat, vapor barrier, top bars connecting with column stops verified. Contractor still performing final tying and #5 90 degree tails where required. Work and materials are in conformance with approved plans. Placement inspector must verify final clearances prior to pour. Distribution: Field Report 'resf99 413iiato{y Inc ,4751#,061" ve ST ,,Park 180 Stiltg ne� one 4'25 :88;1 581:2iPax 425 881 5441-?" Time: Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner Distribute Municipality ❑ Distribute Other ❑ Distribute Architect ❑ Distribute Other i9 i2 Report Number: 28348 Project Number: Permit #: Project Na (Wendys) Address: 17275 Southcenter Pkwy Temperature: Inspector: Bosma, Rory ID #SI 01550 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden to Field /Material Report Report Number: 65216 'eat r� Lativsatai� „ NZ.',iPask")SD,"Su) few .1 edmtirrij, fwne 4425BBl 2St12!Raxt425:681S147 Client Name: Decker Development Contact: Mike Client Address: 117 E. Louisa ST #230 Seattle, WA 98102 Date: 10/3/2006 Supplier: Glacier NW Material Data: Concrete Plant Number: 291 Mix Number. 0877 Truck Number: 0017 Ticket Number: 20354 Number of Samples: 3 Yards placed: 20/26 Design Strength: 4000 Inspection Performed: Shotcrete Grid Lines/Location: West side retaining wall Top 4' lift full length 60719310/31/2006 28 Shotcrete 3.14 1/1 60719410/31/2006 28 Shotcrete 3.14 1/1 Distribution: © Client ❑ Contractor ❑ Engineer ❑ Owner Municipality ❑ Distribute Other ❑ Architect ❑ Distribute Other 3 Admixtures Air 4 oz Project Number: 06-242 Permit# D06 -149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy Air Temperature: 56 Concrete Temperature: 63 ASTM C 1064 Air Content: ASTM C 231 Slump: 2 1/4” ASTM C 143 Time Sampled: 9:20:00 AM Added Water: 10 gal by operator Location: Retaining Wall Remarks: All resteel was properly installed in accordance with approved plans. Shotcrete was properly placed by approved nozzleman, Casey McKinney. © Conforming to approved plans Inspector: Graham, Jerry GRA 54 6955 Inspector2: lnspector3: Reviewed Pfaff, Tara ID #SI 0 Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set # Total Load PSI Method Fracture Type 607192 10/10/2006 7 Shotcrete 3.14 1/1 19450 6190 C 1231 Pad Cap 24370 7760 C 1231 Pad Cap 24790 7890 C 1231 Pad Cap Date Mailed: 111 "++' v r " '- • Tested By: Mike Holtz Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 9.1.2 (required. use of a maximum - minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory is strictly forbidden. Field/Material Report Report Number: 65216 417tharte425281.1812Tax47.53384S441 Client Name: Decker Development Project Number: 06-242 Contact: Mike Permit 0 D06-149 Client Address: 117 E. Louisa ST #230 Project Name: 5C4 (Wendys) Seattle, WA 98102 Address: 17275 Southcenter Pkwy Date: 10/3/2006 Supplier: Glacier NW Air Temperature: 56 Material Data: Concrete Concrete Temperature: 63 ASTM C 1064 Plant Number: 291 Air Content ASTM C 143 Mix Number: 0877 Slump: 2 1/4" ASTM C 231 Truck Number: 0017 Time Sampled: 9:20:00 AM Ticket Number: 20354 Added Water: 10 gal by operator Number of Samples: 3 Admixtures Air 4 oz Yards placed: 20/26 Design Strength: 4000 Inspection Performed: Shotcrete Grid Lines/Location: Remarks: West side retaining wall Top 4' Ilft full length Distribution: WI Client 0 Contractor O Engineer n Owner • Municipality El Distribute Other O Architect Q Distribute Other 3 Location: Retaining Wall All resteel was properly installed in accordance with approved plans. Shotcrete was properly placed by approved nozzleman, Casey Mel<Inney. Conforming to approved plans Inspector: Graham, Jerry GRA 54 6955 Inspector2: Inspector3: Reviewed Pfaff, Tara ID #SI 0 Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set # Total Load PSI Method Fracture Type 607192 10/10/2006 7 Shotcrete 3.14 1/1 19450 6190 C 1231 Pad Cap Date Mailed: Tested By: Mike Holtz Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 9.1.2 (required use of a maximum-minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory is strictly forbidden. Field Report Report Number: 28346 esttrtg �abaratory Inc' 7ti2fi "18pth'Aye`.N•E.,4Park`180„Sw4e C101,'Retlin6n = rPhonaa425i884 5812°Fax•425:881:S441 '. 'F Client: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Contact: Mike Date: 10/2/2006 Distribution: Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner Distribute Municipality ❑ Distribute Other ❑ Distribute Architect ❑ Distribute Other Project Number: 06 -242 Permit #: D0606149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy Time: 12:30:00 PM Temperature: 70 On site per contractors request to inspect reinforcement of shotcrete retaining wall at West end of site. Shot Crete is to be top -down construction. First 4' (at top of wall) inspected today. Reference detail A -2.2 on S2.2. Reinforcement is in conformance with the above detail - non contact lap splices provided. However, epoxied #4 horizontals were not tied into wall running North /South at Southwest corner. 4 #4 dowels were epoxied into pile at corner to tie in this wall with "Hilti Hit HY -150" epoxy, holes were brushed and blown per manufacturers recommendations. At the sixth pile from the South corner no horizontal lap bars were provided since the pile is out of alignment with the wall. Contractor was notified and he indicated he would add the required horizontal lap bars prior to pour. Also, placement inspector must verify that proper clearances are attained from rebar to geogrid at back of wall prior to pour tomorrow scheduled for 8am. Inspector: Bosma, Rory ID #SI 01550 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden Field /Material Report �J#'R.'7�esf1 ijj�''.Laboiatoi�r,Ylnc. ?'12B �1 SDih�five.'N'.E;;?P,ark °18D,�d`f te- ..; ? ,' ".hone 889;38't23Fau4t2518Bl$441'. Client Name: Contact: Client Address: Date: Supplier: Material Data: Plant Number: Mix Number. Truck Number: Ticket Number: Number of Samples: 3 Yards placed: 8 Design Strength: 3000 Inspection Performed: Grid Lines /Location: Remarks: 60677210/24/2006 28 Decker Development Mike 117 E. Louisa ST #230 Seattle, WA 98102 9/26/2006 Miles Concrete 203 105A 33 116585 Reinforced Concrete Stem Walls A.511.8 -1, 1 /A.5 -0 and D/1 -2 Resteel was properly installed in accordance with approved plans. Concrete was properly placed and mechanically consolidated. Note: No batch weights available. Conforming to approved plans Inspector: Graham, Jerry GRA 54 6955 Inspector2: Inspector3: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size 606771 10/3/2006 7 4 X 8 606773 10/24/2006 28 4 X 8 Distribution: © Client ❑ Engineer • Municipality ❑ Architect Area Set # Project Number: Permit # Protect Name: Address: Air Temperature: Concrete Temperature: Air Content Slump: Time Sampled: Added Water. Admixtures Report Number: 65211 edinor�l; �1N;4'�$tib2'` 06-242 D06149 SC4 (Wendys) 17275 Southcenter Pkwy 63 69 Location: Stem Walls ASTM C 1064 ASTM C 231 4 1/2" ASTM C 143 2:37:00 PM Reviewed Pfaff, Tara ID #SI 0 Total Load PSI Method Fracture Type 12.6 1/1 38080 3030 C 1231 Pad Cap 4 X 8 12.6 1/1 49860 3970 C 1231 Pad Cap 12.6 1/1 51110 4070 C 1231 Pad Cap ❑ Contractor ❑ Owner ❑ Distribute Other ❑ Distribute Other 3 Date MaileQT„a! i0� Y 1 C 20IG.91C' Tested By: Mike Holtz Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 9.1.2 (required use of a maximum - minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory is strictly forbidden. Report Number: 64612 4fitt Client Name: Decker Development Project Number: 06-242 Contact: Mike Permit # D06149 Client Address: 117 E. Louisa ST #230 Project Name: SC4 (Wendys) Seattle, WA 98102 Address: 17275 Southcenter Pkwy Date: 9/21/2006 Supplier Miles Air Temperature: 56 Material Data: Concrete Concrete Temperature: 76 ASTM C 1064 Plant Number: 201 Air Content: ASTM C 143 Mix Number: 01450 Slump: 4 1/4" ASTM C 231 Truck Number MO21 Time Sampled: 6:00:00 AM Ticket Number 173817 Added Water 0 Number of Samples: 3 Admixtures Yards placed: 21/159 Design Strength: 3000 Inspection Performed: Reinforced Concrete Grid Lines/Location: Remarks: Field/Material Report Location: See below Pile Caps and Grade Beams along the perimeter of the building. Concrete was placed via pump and mechanically consolidated. Conforrning to approved plans Inspector: ShprIts, Yevgeniy SHP 41 396 Inspector2: Inspector3: Reviewed Pfaff, Tara ID #SI 0 • Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 606599 9/28/2006 7 6 X 12 28.3 1/1 78220 2770 C 1231 Pad Cap 606600 10/19/2006 28 6 X 12 28.3 1/1 101640 3600 C 1231 Pad Cap 606601 10/19/2006 28 6 X 12 28.3 1/1 105310 3730 C 1231 Pad Cap Distribution: Client E Contractor • Engineer 0 Owner • Municipality 0 Distribute Other O Architect 0 Distribute Other 3 Date Mailed: Tested By: Mike Holtz Reviewed: Mike Blackwell All tests In accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 9.1.2 (required use of a maximum-minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory is shindy forbidden. Field /Material Report A.A.R. Testing Laboratory, Inc. 7126180th Ave.N.E., Park 180, Suite Phone 425.881.5812 Fax 425.881.5441 Client Name: Contact: Client Address: Date: Supplier: Cadman Material Data: Concrete Plant Number: 54 Mix Number: 104040 Truck Number: 239 Ticket Number: 6662882 Yards placed: 27/126 Design Strength: 4000 Inspection Performed: Reinforced Concrete Grid Lines /Location: Remarks: Decker Development Mike 117 E. Louisa ST #230 Seattle, WA 98102 9/1/2006 Project Number: Permit # Project Name: Address: Air Temperature: Concrete Temperature: Air Content: Slump: Time Sampled: Added Water: Number of Samples: 4 Admixtures Delvo 47 oz. RF� s EP 1 4 loos COM Report Number: 65073 O �O p SENT C101, Redmond, WA 98052'. 06 -242 006149 SC4 (Wendys) 17275 Southcenter Pkwy 60 77 Location: Auger Cast Piling ASTM C 1064 ASTM C 143 fluid ASTM C 231 8:00:00 AM 0 Pile #'s - SGBA - 1, SGB - 2, 3, 5 and 6, GB - 14, 17, 32, 36, PC - 3, 4, 5, 6, 10, 11, 12, 17, 18, 19, 24, 25, 26, 27, 32, 33, 34, 35, 39, 40, 41, 47, 48, 49 and 55. Resteel was previously inspected and was acceptable per approved plans. Grout was placed with auger and pump. Test samples taken from point of discharge on pile #PC 47. Wagon wheels were used to maintain spacing. ' ; Conforming to approved plans Inspector: Oles, Tom ID #SI 01580 Inspector2: Inspector3: Reviewed Pfaff, Tara ID #SI 0 Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set # Total Load PSI Method Fracture Type 605816 9/8/2006 7 2 X 4 3.14 1/1 14190 4520 C 1231 Pad Cap Distribution: � Client [ _ j Engineer 'jj Municipality [j Architect 'tl Contractor I Owner iJ Distribute Other ❑ Distribute Other 3 Date Mailed: Tested By: Mike Holtz Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 9.1.2 (required use of a maximum - minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory is strictly forbidden. A.A.R. Testing Laboratory, Inc. 7126 180th Ave.N.E., Park 180, Suite 0101, Redmond, WA 98052 Phone 425.881.5812 Fax 425.881.5441 Client Name: Contact: Client Address: Date: 8/31/2006 Supplier: Material Data: Plant Number: Mix Number: Truck Number: Ticket Number: Number of Samples: 4 Yards placed: 36/99 Design Strength: 4000 Inspection Performed: Reinforced Concrete Decker Development Mike 117 E. Louisa ST #230 Seattle, WA 98102 Grid Lines/Location: Cadman Concrete 54 104040 201 06662493 Field /Material Report Auger cast Piles Pile #'s - GB: 6, 7, 8, 9, 10, 11, 12, 13, 15, 16, 18, 19, 29, 34 and 35. PC: 37, 38, 43, 44, 45, Remarks: 46, 47, 51, 52, 53, 54, 56,and 57. Concrete placed via auger and pump. Samples were taken at point of discharge. Sampled at pile #PC44. Resteel was inspected per report #28167. Wagon wheels were placed to ensure proper spacing. Conforming to approved plans Inspector: Horton, Tim ID #SI 01577 Inspector2: Inspector3: Project Number: Permit # Project Name: Address: Air Temperature: 70 Concrete Temperature: 72 Air Content: Slump: Time Sampled: Added Water: 0 Admixtures Delvo 47 oz RECEIVED 5E 14 2008 Report Number: 23360a DEYEM0anl' 06 -242 D06 -149 SC4 (Wendys) 17275 Southcenter Pkwy ASTM C 1064 ASTM C 143 ASTM C 231 10:30:00 AM fluid Location: Auger Cast Piling Reviewed Pfaff, Tara ID #SI 0 Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set # Total Load PSI Method Fracture Type 605770 9/7/2006 7 2 X 4 3.14 1/1 15410 4910 C 1231 Pad Cap Distribution: [, Client Engineer f[i Municipality ' Architect 1 Contractor H Owner I Distribute Other Distribute Other 3 Date Mailed: Tested By: Mike Holtz Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 9.1.2 (required use of a maximum - minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory is strictly forbidden. Report Number: 66337 A.A.R. Testing Laboratory, Inc. 7126 180th Ave.N.E., Park 180, Suite C101, Redmond, WA 98052 Phone 425. 881.5812 Fax 425.881.5441 Client Name: Contact: Client Address: 117 E. Louisa ST #230 Date: Supplier: Material Data: Plant Number: Mix Number: Truck Number: Ticket Number: Number of Samples Yards placed: Design Strength: Inspection Performed: Grid Lines /Location: Remarks: Decker Development Mike Seattle, WA 98102 8/30/2006 Cadman Concrete 40 104040 257 0666 -1919 4 27181 4000 Distribution: 1I Client ,_; Engineer Municipality .'; Architect Field /Material Report H Contractor LI Owner Distribute Other !_ ; Distribute Other 3 Project Number: Permit # Project Name: Address: Air Temperature: 60 Concrete Temperature: 74 Air Content: Slump: Time Sampled: Added Water: Admixtures Delvo 47 oz 06 -242 B06 -149 SC4 (Wendys) 17275 Southcenter Pkwy ASTM C 1064 ASTM C 143 ASTM C 231 10:00:00 AM fluid 35 gal by contr. Location: Auger Cast Piling Reinforced Concrete Auger Cast Piles Pile #'s - SBB: 1. SGBA: 2, 3, 4, 5. GB: 1, 2, 3, 4,5 and 33. PC: 1, 2, 8, 9, 15, 16, 21, 22, 23, 29, 30 and 31. Resteel was inspected previously, see report #28167. Concrete placed via auger and pump and mechanically consolidated. Samples were taken at point of discharge. Sampled at pile #SGBA.5. Wagon wheels were placed at the bottom of cages for spacing. Any water added was within the allowable and done so by contractor. V Conforming to approved plans Inspector: Horton, Tim ID #SI 01577 Inspector2: Inspector3: Reviewed Pfaff, Tara ID #SI 0 Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set # Total Load PSI Method Fracture Type 605709 9/6/2006 7 2 X 4 3.14 1/1 18130 5770 C 1231 Pad Cap Date Mailed Tested By: Mike Holtz Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 9.1.2 (required use of a maximum - minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory is strictly forbidden. A.A.R. Testing Laboratory, Inc. 7126 180th Ave.N.E., Park 180, Suite C101, Redmond, WA 98052 Phone 425.881.5812 Fax 425.881.5441 Client Name: Contact: Client Address: Date: 8/29 /2006 Decker Development Mike 117 E. Louisa ST #230 Seattle, WA 98102 Supplier: Cadman Material Data: Concrete Plant Number: 54 Mix Number: 104040 Truck Number: 407 Ticket Number: 06661685 Yards placed: 20/29 Design Strength: 4000 Inspection Performed: Reinforced Concrete Grid Lines /Location: Remarks: Distribution: b client 1 Engineer [' Municipality [ 1, Architect Field /Material Report West side retaining wall Pile Ws - 2, 4, 6, 8, 10, 12, 14 and 16 Contractor i Owner 11 Distribute Other I Distribute Other 3 Project Number: Permit # Project Name: Address: Air Temperature: 70 Concrete Temperature: 82 Air Content: Slump: Time Sampled: Added Water: 0 Number of Samples: 4 Admixtures Delvo 47 oz Report Number: 66336 06 -242 D06149 SC4 (Wendys) 17275 Southcenter Pkwy fluid 1:19:00 PM Location: Auger Cast Piling ASTM C 1064 ASTM C 143 ASTM C 231 Resteel was checked prior to placement, see report #28167. Wagon wheels wee placed on bottom of steel cages for spacing. Concrete placement wa by auger and pump. Samples were taken at point of discharge, pile #8. fv] Conforming to approved plans Inspector: Horton, Tim ID #SI 01577 Inspector2: Inspeetor3: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set # Total Load PSI Method Fracture Type 605657 9/5/2006 7 2 X 4 3.14 1/1 17930 5710 C 1231 Pad Cap Reviewed Pfaff, Tara ID #SI 0 Date Mailed: Tested By: Mike Holtz Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 9.1.2 (required use of a maximum - minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory is strictly forbidden. Client: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Contact: Mike Date: 8/29/2006 Completed inspections on resteel placement for 16" diameter auger cast pile resteel cages. Cages have been fabricated for approved plans and specifications as to size, grade, quantity and spacing. Clearances will be maintained with plastic spacers attached to each cage. (75) resteel capes at 16" diameter piles. Distribution: Testingla Field Report Ave.N „ Rark 18Q, Su to e:4425 $8;l 58tt25gax <425:881:5441,;> Time: Q Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner • Distribute Municipality ❑ Distribute Other ❑ Distribute Architect ❑ Distribute Other Report Number: 28167 Project Number: 06 -242 Permit #: 006149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy Temperature: Inspector: Anderson, Jerry AND 54 40 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden RECE SEP 2 9 2006 "fur Client: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Contact: Mike Date: 8/2/2006 Distribution: 7' Field Report Report Number: 28162A 11S 1 ,t 2006 kved4 E„Paxk180�Sui "iCItAl,Redmond 1t1tA 9 d5 y OMMUNIW Il ion 1881f6812fax-4256815441w /± LOPMENT Time: Project Number: 06 -242 Permit #: D06 -149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy Temperature: Completed inspections on resteel placement for auger cast pile resteel cages at Westside retaining wall and building foundation locations. Resteel cages have been fabricated per approved plans and specifications as to size, grade, quantity and spacing. Clearances maintained with plastic spacers attached to each cage. 8 resteel cages at 18" diameter piles 32 resteel cages at 16" diameter piles. Q Distribute Client ❑ Distribute Contractor Distribute Engineer ❑ Distribute Owner Distribute Municipality ❑ Distribute Other ❑ Distribute Architect ❑ Distribute Other Inspector: Anderson, Jerry AND 54 40 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in Lull without the written consent of A.A.R. Testing is strictly forbidden RECEIVED Report Number: 66327 ,A.A.R. Testing Laboratory "Inc. 71.26 180thAve.N.E., Park 180, Suite C101, Redmond WA 98052 Phone 425.881.5812. Fax 425.881.5441 Client Name: Contact: Client Address: Date: Supplier: Material Data: Plant Number: Mix Number: Truck Number: Ticket Number: Number of Samples Yards placed: Design Strength: Grid Lines /Location: Remarks: Decker Development Mike 117 E. Louisa ST #230 Seattle, WA 98102 8/2/2006 Cadman Concrete 54 104040 263 06658224 4 9/57.3 4000 Inspection Performed: Reinforced Concrete 605279 8/9/2006 7 2 X 4 3.14 1/2 Distribution: LK! Client Engineer Municipality ` J Architect Field /Material Report ❑ Contractor ❑ Owner ❑ Distribute Other • Distribute Other 3 Project Number: Permit # Project Name: Address: Air Temperature: 63 Concrete Temperature: 74 Air Content: Slump: Time Sampled: Added Water: Admixtures Delvo 47 oz 06-242 D06149 SC4 (Wendys) 17275 Southcenter Pkwy Fluid 8:00:00 AM 0 Location: Auger Cast Piling ASTM C 1064 ASTM C 143 ASTM C 231 Auger Cast Piles for West retaining wall Pile #' s - 31,29,27,25,23, 21, 19, 17, 15, 13, 11, 9, 7, 5, 3 and 1 Resteel was checked prior to placement, see report #28161. Placement was via pump and auger with samples taken at point of discharge at pile #27. Wagon Wheel spaces placed at bottom of resteel cages only. ICI Conforming to approved plans Inspector: Horton, Tim ID #SI 01577 Inspector2: Reviewed Pfaff, Tara ID #SI 0 Inspector3: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set# Total Load PSI Method Fracture Type 16660 5310 C 1231 Pad Cap Date Mailed: Tested By: Mike Holtz Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 9.1.2 (required use of a maximum - minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory is strictly forbidden. RECEIVED AUG 2 4 2006 COMMUNITY Field /Material Report Report Number: 66328 A.A.R. Testing Laboratory, Inc. 7126180th Ave N E., = Park 1 BO, Suite 0101, Redmond, WA 980 Phone 425.881:5812 Fax 425.881.5441 Client Name: Contact: Client Address: Date: Supplier: Material Data: Plant Number: Mix Number Truck Number: Ticket Number; Number of Samples Decker Development Mike 117 E. Louisa ST #230 Seattle, WA 98102 8/2/2006 Cadman Concrete 54 104040 266 0658293 4 Yards placed: 54 /57.5 Design Strength: 4000 Inspection Performed: Reinforced Concrete Augercast piles West retaining wall Pile #' s -31, 29, 27, 25, 23, 21, 191, 9, 7, 5, 3 and 1 Resteel was checked prior to placement, see report #28161. Placement was via pump and auger with samples taken at point of discharge at pile #1. Wagon Wheel spaces placed at bottom of resteel cages only. ■V: Conforming to approved plans Inspector: Horton, Tim ID #SI 01577 Inspector2: Inspector3: Reviewed Pfaff, Tara ID #SI 0 Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set # Total Load PSI Method Fracture Type 605283 8/9/2006 7 2 X 4 3.14 2/2 15920 5070 C 1231 Pad Cap Grid Lines /Location: Remarks: Distribution: RI client rej Engineer iy, Municipality E Architect ❑ Contractor • Owner L Distribute Other • Distribute Other 3 Project Number: Permit # Project Name: Address: Air Temperature: 71 Concrete Temperature: 74 Air Content: Slump: Time Sampled: Added Water: 0 Admixtures Delvo 47.2 06 -242 D06149 SC4 (Wendys) 17275 Southcenter Pkwy ASTM C 1064 ASTM C 143 ASTM C 231 11:56:00 AM Fluid Location: Auger Cast Piling Date Mailed: Tested By: Mike Holtz Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM•C 31 for casting and curing concrete specimens in the field excluding Section 9.1.2 (required use of a maximum - minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory is strictly forbidden. RECeiv AUG 24 2006 1O N1 P 47FNT Report Number: 66328 EVELOPl4EY EVELOPIbFjyT A;A,R; Testing Laboratory,` Inc.' 712'6l8Oth Ave:14 E.,.Park1 C101,.Redmond, WA 68052 ' Client Name: Decker Development Project Number: 06 -242 Contact: Mike Permit # D06149 Client Address: 117 E. Louisa ST #230 Project Name: SC4 (Wendys) Seattle, WA 98102 Address: 17275 Southcenter Pkwy Date: 8/2/2006 Supplier: Cadman Material Data: Concrete Plant Number 54 Mix Number: 104040 Truck Number: 266 Ticket Number: 0658293 Number of Samples: 4 Yards placed: 54 /57.5 Design Strength: 4000 Inspection Performed: Reinforced Concrete Grid Lines /Location: Remarks: Field /Material Report Admixtures Delvo 47.2 Augercast piles West retaining wall Pile #'s - 31, 29, 27, 25, 23, 21, 191, 9, 7, 5, 3 and 1 Air Temperature: 71 Concrete Temperature: 74 ASTM C 1064 Air Content: ASTM C 143 Slump: Fluid ASTM C 231 Time Sampled: 11:56:00 AM Added Water: 0 Location: Auger Cast Piling Resteel was checked prior to placement, see report #28161. Placement was via pump and auger with samples taken at point of discharge at pile #1. Wagon Wheel spaces placed at bottom of resteel cages only. [?1 Conforming to approved plans Inspector: Horton, Tim ID #SI 01577 Inspector2: Inspector3: Reviewed Pfaff, Tara ID #SI 0 Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set # Total Load PSI Method Fracture Type 605283 8/9/2006 7 2 X 4 3.14 2/2 15920 5070 C 1231 Pad Cap 605284 8/30/2006 28 2 X 4 3.14 2/2 21140 6730 C 1231 Pad Cap 605285 8/30/2008 28 2 X 4 3.14 2/2 21280 6780 C 1231 Pad Cap 605286 8/30/2006 28 2 X 4 3.14 2/2 21640 6890 C 1231 Pad Cap Distribution: [ Client ❑ Engineer © Municipality [] Architect ❑ Contractor ❑ Owner ❑ Distribute Other ❑ Distribute Other 3 Date Mailed: Tested By: Mike Holtz Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and wring concretespecimens in the field excluding Section 9.1.2 (required use of a maximum - minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory is strictly forbidden. RECEIVED SEP 14 2006' Client Name: Contact: Client Address: Date: Supplier: Material Data: Plant Number: Mix Number: Truck Number: Ticket Number: Number of Samples Yards placed: Design Strength: Inspection Performed: Reinforced Concrete Grid Lines /Location: Remarks: Decker Development Mike 117 E. Louisa ST #230 Seattle, WA 98102 8/2/2006 Cadman Concrete 54 104040 263 06658224 4 9/57.3 4000 605280 8/30/2006 28 2 X 4 605281 8/30/2006 28 2 X 4 605282 8/30/2006 28 2 X 4 Distribution: WI Client ❑ Contractor [ Engineer [l Owner kJ/ Municipality ❑ Distribute Other [ Architect ❑ Distribute Other 3 RECEIVED Field /Material Report SEP 1 4 an Report Number: 66327 GYEL NITM �f AR TestIng Laboratory, Inc hone425t681 5812 Faxa 25.8815 a 0101, Redmond, WA 98052 3.14 1/2 3.14 1/2 3.14 1/2 Project Number: Permit # Project Name: Address: Air Temperature: 63 Concrete Temperature: 74 Air Content: Slump: Time Sampled: Added Water: 0 Admixtures Delvo 47 oz 06 -242 D06149 SC4 (Wendys) 17275 Southcenter Pkwy Fluid ASTM C 231 8:00:00 AM Location: Auger Cast Piling ASTM C 1064 ASTM C 143 Auger Cast Piles for West retaining wall Pile #'s - 31, 29, 27, 25, 23, 21, 19, 17, 15, 13, 11, 9, 7, 5, 3 and 1 Resteel was checked prior to placement, see report #28161. Placement was via pump and auger with samples taken at point of discharge at pile #27. Wagon Wheel spaces placed at bottom of resteel cages only. IJI Conforming to approved plans Inspector: Horton, Tim ID #SI 01577 Inspector2: Inspeetor3: Reviewed Pfaff, Tara ID #SI 0 Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set # Total Load PSI Method Fracture Type 605279 8/9/2006 7 2 X 4 3.14 1/2 16660 5310 C 1231 Pad Cap 25210 8030 C 1231 Pad Cap 25470 8110 C 1231 Pad Cap 25710 8190 C 1231 Pad Cap Date Mailed: Tested By: Mike Holtz Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 9.1.2 (required use of a maximum - minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, lnc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory is strictly forbidden. R ECENED SEP 1 41006 Report Number: 65262 D opm EN e+lr ` A.A R. Testing Laboratory, Inc 7126180th e . E., Par1', uite 0101, Redmon d WWA 9 8052 P hone 425:881 N F 425 1.5441 Client Name: Contact: Client Address: Date: Supplier: Material Data: Plant Number: Mix Number: Truck Number: Ticket Number: Number of Samples Yards placed: Design Strength: Grid Lines /Location: Remarks: Decker Development Mike 117 E. Louisa ST #230 Seattle, WA 98102 8/1/2006 Cadman Concrete 54 104040 266 06658116 4 9/27 4000 Inspection Performed: Reinforced Concrete Distribution: CJ_l Client ❑ Engineer [ Municipality ❑ Architect Field /Material Report Auger Cast Pilings Westside retaining wall Pile #'s 32 30 28 26 24 22 20 and 18. Resteel for piles, see report #28161. Placement was by auger and pump and samples were taken at point of placement at pile #30. Wagon wheels were placed for steel spacing and clearance at bottom of steel cage only. ❑J, Conforming to approved plans Inspector: Horton, Tim ID #SI 01577 Inspector2: Anderson, Jerry A Inspector3: Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set # Total Load PSI Method Fracture Type 605254 8/8/2006 7 2 X 4 3.14 1/1 13970 4450 C 1231 Pad Cap 605255 8/29/2006 28 2 X 4 3.14 1/1 18040 5750 C 1231 Pad Cap 605256 8/29/2006 28 2 X 4 3.14 1/1 18720 5960 C 1231 Pad Cap ❑ Contractor ❑ Owner ❑ Distribute Other ❑ Distribute Other 3 Project Number: Permit # Project Name: Address: Air Temperature: 72 Concrete Temperature: 79 Air Content: Slump: Time Sampled: Added Water: 0 Admixtures Delvo 47 az 06 -242 1306149 SC4 (Wendys) 17275 Southcenter Pkwy 2:00:00 PM Location: Auger Cast Piling ASTM C 1064 ASTM C 143 ASTM C 231 Reviewed Pfaff, Tara ID #SI 0 Date Mailed: Tested By: Mike Holtz Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 9.1.2 (required use of a maximum - minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory is strictly forbidden. Date: Field /Material Report Report Number: 65262 R. Testing Laboratory, Park 180 g � Suite C101;•Redmond, WA 98052 Phone 425:681:5812i Fax °425:881:5441 Client Name: Contact: Client Address: Decker Development Mike 117 E. Louisa ST #230 Seattle, WA 98102 8/1/2006 605257 8/29/2006 28 2 X 4 Distribution: Client ❑ Engineer G Municipality ❑ Architect Project Number: Permit # Project Name: Address: 06 -242 D06149 SC4 (Wendys) 17275 Southcenter Pkwy 3.14 1/1 18860 6010 C 1231 Pad Cap ❑ Contractor ❑ Owner ❑ Distribute Other ❑ Distribute Other 3 Date Mailed: Tested By: Mike Holtz Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 9.1.2 (required use of a maximum - minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory is strictly forbidden. RECE SEp 1 4 2006 b &PNlry r A<A.R. Testing Laboratory,` Inc. 7126 180thAve.N.E., Park 180 Suite 0101, Redmond,. WA'98052 { PMENT Rhone 425.881:5812 Fax 125.881 5441 Client Name: Contact: Client Address: Date: 8/1/2006 Supplier: Material Data: Plant Number: Mix Number: Truck Number: Ticket Number: Number of Samples Yards placed: Design Strength: Inspection Performed: Grid Lines /Location: Remarks: Decker Development Mike 117 E. Louisa ST #230 Seattle, WA 98102 Cadman Concrete 54 104040 266 06658116 4 9/27 4000 Reinforced Concrete Field /Material Report Auger Cast Pilings Westside retaining wall Pile #'s 32, 30, 28, 26,24, 22, 20 and 18. Resteel for piles, see report #28161. Placement was by auger and pump and samples were taken at point of placement at pile #30. Wagon wheels were placed for steel spacing and clearance at bottom of steel cage only. (JI, Conforming to approved plans Inspector: Horton, Tim ID #SI 01577 Inspector2: Anderson, Jerry A Inspector3: Reviewed Pfaff, Tara ID #SI 0 Samples Tested in Accordance with ASTM: C 1231 C 31 C 172 C 39 Sample ID Test Date Age Size Area Set # Total Load PSI Method Fracture Type 13970 4450 C 1231 Pad Cap 605254 8/8/2006 7 2 X 4 3.14 1/1 Distribution: G Client ❑J• Engineer (✓, Municipality ' Architect ❑ Contractor ❑ Owner ❑ Distribute Other ❑ Distribute Other 3 Project Number: Permit # Project Name: Address: Air Temperature: Concrete Temperature: Air Content: Slump: Time Sampled: Added Water: Admixtures Delvo 47 oz Report Number: 65262 06 -242 006149 SC4 (Wendys) 17275 Southcenter Pkwy 72 79 2:00:00 PM 0 Location: Auger Cast Piling ASTM C 1064 ASTM C 143 ASTM C 231 Date Mailed Tested By: Mike Holtz Reviewed: Mike Blackwell All tests in accordance with the requirements of ASTM C 31 for casting and curing concrete specimens in the field excluding Section 9.1.2 (required use of a maximum - minimum thermometer). All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full, without the written consent of A.A.R. Testing Laboratory is strictly forbidden. RECEIVED AUG 2 4 2006 Client: Decker Development 117 E. Louisa ST #230 Seattle, WA 98102 Contact: Mike Date: 8/1/06 Distribution: Field Report lDt Ave: ,. Park 180, Sul e X opal4251861; "5912tax425.881 :5441' ' Time: Distribute Client ❑ Distribute Contractor • Distdbute Engineer ❑ Distribute Owner © Distribute Municipality ❑ Distribute Other ❑ Distribute Architect ❑ Distribute Other Report Number: 28161 Project Number: 06 -242 Permit #: D06 -149 Project Name: SC4 (Wendys) Address: 17275 Southcenter Pkwy Temperature: Completed inspections on resteel placement for auger cast piles at Westside retaining wall. Pile resteel cages have been fabricated off site and are per approved plans and specifications as to size, grade, quantity and spacing. Clearances to be attached to each cage. 24 cages total. Inspector: Anderson, Jerry AND 54 40 Reviewed by: Kim Anderson All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden ReCeiv AUG 14 24 COM OVN1ry "�YT 1B/01/2006 12:52 425 -881 -5441 Fireproofing Aggregates Shotcrete October2,2006 Concrete Masonry Fax date: Asphalt Fax number: R o o f i n g P I I i n g S t e e l S o i l s File: 06 - 242 W o o d October A, 2006 206-431-3665 James Dunaway City of Tukwila Building Department 6300 Southcenter Blvd. Tukwila, WA 98188 Project: SC4 (Wendysj Address: 17275 Southcenter Pkwy. Permit No.: D06149 AAR TESTING LABORATO REC OCT 0 2 ?00 &I OEV a� T I understand there may some confusion on who inspected what on this project. I have reviewed the inspection reports and recapped the daily events on page 2. All reinforcing steel was inspected by WABO certified inspectors, licensed in the discipline they were inspecting. Placement Inspectors were only on site for actual grout/concrete placement and as such did not Inspect any reinforcing steel. Decker Development is a longstanding client of mine and do not wish to jeopardize my relationship. with them by providing unqualified personnel. I also do not wish the City of Tukwila to loose confidence in AAR's ability to provide qualified inspectors. Please give me a call to discuss any issues you feel are outstanding. Sincerely, A.A.R. TESTING LABORATORY, INC. Kimberle Anderson President cc: Decker Development -Brad Decker PAGE 01/02 A.A.R. TESTING LABORATORY, INC. =NS MOTION INSPECTION AND MATERIAL TESTING NATIONnLLV ACCrPTRO LABORATORY Tel: (425) 881 -5812 Fax (425) 881 -5441 • 7128 180th Ave. NE • P.O. Box 2523 • Redmond, WA 98073 Project Info Project Address / 7,275 SaurgGepr k. Makw4I' Date 5/x /2004. Mowed Area in fi For Building Department Use • • it . n,0 . . Acre L. /00 Applicant Name: 43 0 fJBGkEe j Applicant Address: // . E . too/se.? sr a 3 p... Applicant Phone: 3D (. S S , V94# �h. .. _56 / 5'S Project Description Er New Building ❑ Addition •C Alteration . ❑ Plays xnauded ls and commissioning requirements . . Refer to WSEC Section 1513 for contr � . 0.8 . Compliance Option - O Prescriptive Q Lighdn4 PewerAlbwan`e ' - 0 Systems Analysis - : (See Qualification Checklist (over). Indicate Prescriptive & LPA apaeee clearly On plans.) . , loomanv /el .m,trr Alteration Exceptions (check appropriate box) ❑ No changes are being made to the lighting - _ .... r Less than 90Y. of the fixtures am n ew , and installed lighting wattage b not being Increased Location (floor /room no.) - . . Occupancy Deception Watts per ft: T Mowed Area in fi Allowed x Area Acre L. /00 .Parsk. SALES 1• .337t"} - • - .. _56 / 5'S Meu /0/ revte 0.8 05 52 loomanv /el .m,trr a.8 Or ,5 2. AIWA- /03 feer/NG ,5:4 --e5 !• if .5601 8 fja ,1wehoe /off .37t a 6 O.S 9 58 9 79 Ti e /05 rez•c a etec, c.4L. 0.17 70 S/p Mem /04 7 ter (9..; 70 . 64 tf.7oseN /e7 7) i ter /3•R 70 • .5" 4, ,,PerMc Al 8 tearer al-es /...5 5/fen 1353 as/oz+sE/e9 .Sro.e.A-oe a.5 7010 3 53 ne,IL.L no kin-4G weir a•tr a 4, gar e✓OAteu /1l Peeer (AA 75 and /i/EN pa- - roe ter •/RurrDre:3 CLas 0.9 e.S 7 S 5 4 39 J/+N' 13 ,4, iota REVIEWED FOR CODE COMPLIANCE A rant* min JUN 12 2006 L ) City Of Tukwila 01 ITI f1TMMC r1T11TCT(lRl 2003 Wa.ningbn Stare no n.vanw Energy Cade Camcwno Fume 2003 Washington State Nonresidential Energy Code Compliance form Lighting Summary M aximum Allowed Lkhtutg Wattage (Interior CIT o rimW ILP, JUN 02 ?PPS PERMITCENTER Armed lily 2004 CORRECTION LTR# H 1 '5 10115 roretL Location (floor/room no.) Fixture Dew iption Number of Fixtures Watts/ Ridure Watts Proposed IferAtt /Oo Alar4LWX 3 —GAwtp 1 xr{ 71pampe . SO 96 yiQ00 is /a/ toomem /)-t Nue/}JY' /l�tly T Q frr Nom- e/. ar -44 NT I 70 70 70 '76 7h 75 ,P '»t /L A03 ma 3- 24 Am/ 720Presez 71 zieses6e lov ,'ve»ittUX 3. 4,44 Aes/ natec /S p/ /`/`f0 rue /o. A9entecgc 2 -eeHNP /xf/77ot ec / 4i 61E Ate ,t34. //ewer- OeNT-uGKT / 70 7b Luestea.7 /o7 War- !J6,-7 c /4Hr - / 65 70 9G 70 4 d 5/0 Merietax 3-CauP axY Peo r2 & ZRY.t. /0Y i 44E/0y MaritLc x 3- sap a x 5/ 7et4CFEIe /,-P. 94 //5?... 11. 7 9 4 . - / 1 0 merR/,ux 3 -4Rarp 4xy flof e 2 90 /g'r. akattal /// }/614T- a err• can' / 70 7 o Ateli N1 f/EN'l- vaoT - 4/AR-1- / 7 0 70 .MW //3 f/ErA J. .2 - Crny.O / r 9 faire22 / 6 9 /o ft Location (floodroom no.) •. .. Occupancy Description Allowed Watts per «2 " Area M tt . Mowed x Area Applicant Name: $,2.41J Deco eA2- Applicant Address: //7 e• .400,54# ST l/ • # e 30 Applicant Plana: an. cyc- 5 4 s Project Description ❑ New Budding ❑ Addition .. ❑ Alteration ❑ plans Included Refer to WSEC Section 1513 for controls and commissioning requirements.. Compliance Option 0 Prescriptive - • p Ughdng Power Allowance O systems Analysis • (See Qualification Checklist (over). indicate Prescriptive a IPA spaces dearly on plans.) Alteration Exceptions (check appropriate box) ❑ No changes are being made to the lighting Project Info 5 C ^ .. Pro / 7,2 73 So o ,rc"` =7t PAe-ku-i,gY Data s /3r12oo4 For Building Department Uee . Applicant Name: $,2.41J Deco eA2- Applicant Address: //7 e• .400,54# ST l/ • # e 30 Applicant Plana: an. cyc- 5 4 s Project Description ❑ New Budding ❑ Addition .. ❑ Alteration ❑ plans Included Refer to WSEC Section 1513 for controls and commissioning requirements.. Compliance Option 0 Prescriptive - • p Ughdng Power Allowance O systems Analysis • (See Qualification Checklist (over). indicate Prescriptive a IPA spaces dearly on plans.) Alteration Exceptions (check appropriate box) ❑ No changes are being made to the lighting Is not being Increased ' • Less than 60% of the flxbaes are new, and Metalled Ilgheng wattage Lighting Summary 2003 washing= Stan nonnesdoneal Energy fade Campeence Fame 2903 Washington State Nonresidential Energy Code Compliance Form Reviled July 2004 Maximum Allowed Li Ian Watta>;e (Interior " From Table 15-1 (over) - document all exceptions on form LTG -LPA eta Allowed Watts Notes: 1. Use manufacturer's fisted maximum input wattage. For hard -wired ballasts only, the default table In the NREC Technical Reference Manual may also be used 2. Include exit fights unless less than 5 watts per fixture. Proposed Ligh Wattage (In teribt ) s t an flxbaea. For exempt fighting. rat exception and leave Watfsfrodure blank a / Location - Description - . Allowed Watts per R or per If Area In e (or If for perimeter) Allowed Wads aft (or s It) Covered Parking (standard paint) )DOLE ,nn). S/tgSok - 5/A gote I}LM 0.2 Wlit 5/OO /Aoa Covered Parking (reflective Paint) /we 117D. S *E.6ax -.D eagle, M 0.3 WM (00 /a0 Rao Soo Open Parking PA.ek/, . ( 4.26-4 L/G4fr /Nt 02 WIR 02 WM >. 2 ,,ro i , VYR.. . Outdoor Areas Bldg. (by facade) SurcD/.o4. 0.25 wNta a. aso Bldg. (by Perim) 8c' c.o,,u , Es7`4210.e . orkar/Neregg. 7.5 WM 53°- 3 ,9 90 Location Fixture Description Number of Fixtures Watts! Fixture Watts Proposed 1 )DOLE ,nn). S/tgSok - 5/A gote I}LM 3 5/OO /Aoa G /N6 /we 117D. S *E.6ax -.D eagle, M / I?) (00 /a0 Rao Soo egin.0 NG LUgLL SceAJCE ,Bow.. /,f14. shSa ,$ ox - Siui LS /}-12.0 3 Vo 0 / o 0 SurcD/.o4. Slide taw - .641 ter 412M ' a. aso 5 Location (door/room ne.) Occupancy Description Allowed Watts per fix - Area In fi Allowed x Area Sc / // Applicant Name: Zta . O Ei`�i� - Ci ApPfcantAddress: / &: ' 2 c� t O enJ ' 5p Applicant Phone: 010 6 ✓ T.S t% T Project Description ❑ New Building • Maroon - • Alteration • ■ party /Kluged Refer to WSEC Section 1513 for controls and commissioning requirements. Compliance Option .0 Prescriptive 0 iJghtlng Power Allowance - 0 Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces dearly on plans.) Alteration Exceptions (check appropriate box) Location - (floorlrocm no.) Fixture Description Number of Fbxbues - Watts/ -. FMxbure Watts Proposed Sc / // Applicant Name: Zta . O Ei`�i� - Ci ApPfcantAddress: / &: ' 2 c� t O enJ ' 5p Applicant Phone: 010 6 ✓ T.S t% T Project Description ❑ New Building • Maroon - • Alteration • ■ party /Kluged Refer to WSEC Section 1513 for controls and commissioning requirements. Compliance Option .0 Prescriptive 0 iJghtlng Power Allowance - 0 Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces dearly on plans.) Alteration Exceptions (check appropriate box) Project Info // protect Address / 7275 r50077f>:FNa. % -U 7 Data 5/4/2005 For Building Department Use - ' Sc / // Applicant Name: Zta . O Ei`�i� - Ci ApPfcantAddress: / &: ' 2 c� t O enJ ' 5p Applicant Phone: 010 6 ✓ T.S t% T Project Description ❑ New Building • Maroon - • Alteration • ■ party /Kluged Refer to WSEC Section 1513 for controls and commissioning requirements. Compliance Option .0 Prescriptive 0 iJghtlng Power Allowance - 0 Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces dearly on plans.) Alteration Exceptions (check appropriate box) ❑ No changes are being made to the lighting o Less than 50% of the fixtures are new, and Installed fighting wattage Is not being Increased 2003 Waanngtm Stan Npmeeaentw Elegy Code Compliance rwmr 2003 Washington State Nonresidential Energy Code Compliance Form Lighting Summary Maximum Allowed Li Ian Wattage (Interior — From Table 15-1 (over) • document all exceptions on form LTG -LPA Total Allowed Watts Notes: 1. Use manufacturers feted maximum Input wattage. For hard wired ballasts onty, the default table in the NREC Technical Reference Manuel may also be used 2. Include exit lights unless less than 5 watts per educe. Proposed Lighting Wattage (Interiatpt all fixtures. For exempt lighting. not exception and leave Watts/Fixture blank. Total Proposed Watts may not exceed Total Mowed Watts for Interior Maximum Allowed Li tin Wattage (Exterior Total Proposed Watts Rowena .uy 2004 Note: for budding exterior, choose other the facade area or the pert uteer method, but not both) Total Allowed Wa OSj Use mfgr listed maximum Input wattage. For Ibtbses with hard -wino &lasts only, Proposed Lighting Wattage (Exterior) the default table In the NREC Technical Reference Manual may 430 be used. ,.— 1 FRANKLIN ENGINEERING MECHANICAL CONSULTING April 5, 2006 RE: SC -4 Retail Southcenter Parkway Tukwila, WA City Of Tukwila R)1TLDTN' fl\rlSTON Vertical Glazing: U =0.55, SHGC =0.45. Unlabeled glazing - 1/2" space Air, low -e 10.10) fixed, default. Or certified tested assembly per NFRC. Heated space applies to entire building. Doors (Opaque): Uninsulated metal, U=1.2, default. Other Roof: R -19 rigid insulation. U =0.05, calculated. Wall Type 1 (Opaque, Exterior, Floor to 12' -6" AFF): CMU, 8" thick, solid grout, furred with metal studs, 5 -1/2 ", 16" oc with R -19 batt insulation, U= 0.092, calculated. Wall Type 2 (Opaque, Exterior, 12' -6" AFF to Roof): CMU, 8" thick, solid grout, with R- 19 batt insulation stickpinned to CMU, U =0.051 calculated. Wall Type 3 (Opaque, Metal Frame): Metal studs, min. 5 -1/2 ", 16" oc with R -19 batt insulation, U =0.10 default. Wall Type 4 (Opaque, Exterior): CMU, 8" thick, solid grout, with no insulation, U =0.43 default. No Insulation, F 625 4th Avenue Suite 202 Kirkland, WA 98033 Stab on G ade 0.73, default. REVIEWE CODE COM A HAR JUN 1 2 2006 PH 425 827 -3324 FAX 425 827 -6252 hvac @f ranklineng.com ME cop 4/. 0. E SUMMARY - -It Please note that - • - ues are minimum insulation requirements for code compliance. Higher insulation values may be installed. RECEIVED CITY OF TUKWILA SHGC = Solar Heat Gain Coefficient APR 2 5 2006 PERMIT CENTER c Itt Space Heat Type Q Electric resistance Q All other (see over for definitions) Glazing Area Calculation Note: Below grade walls may be induded in the Gross Exterior Wall Area if they are insulated to the level required for opaque walls. Total Glazing Area Electronic version: these values are automatically taken from ENV -UA-1. (rough opening) Gross Exterior (veil r' ovethd) divided by Wall Area gmes 100 equals % Glazing 1509.0 .2_ X 100 = 17.9% Concrete/Masonry Option O Yes Check here if using this option and M project meets all requirements for the Concrete/Masonry Q no Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying assembly below. Project Info Project Address sc - 4 Retail Date 4/5/2006 Southcenter Parkway For Building Department Use Tukwila, NA Applicant Name: Applicant Address: Applicant Phone: Envelope Summary Climate Zone 1 ENV -SUM 2004 Washington State Nonresdentls Energy Code Compliance FamM Project Description El New Building ❑ Addition ❑ Alteration ❑ Change of Use Compliance Option ❑ Prescriptive El Component Performance (See Decision Flowchart (over) for qualifications) ❑ Systems Analysis Envelope Requirements (enter values as applicable) Fully heated/cooled space Minimum Insulation R- values Roofs Over Attic All Other Roofs Opaque Walls' Below Grade Walls Floors Over Unconditioned Space Slabs -on -Grade Radiant Floors Opaque Doors Vertical Glazing Overhead Glazing Maximum U- factors Maximum SHGC (or SC) VerticaVOverhead Glazing Semi- heated space 2 Minimum Insulation R- values Roofs Over Semi- Heated Spaces 1. Assemblies with metal framing must comply with overall U- factors 2. Refer to Section 1310 for qualifications and requirements Notes: 2004 Washington State Nonresidential Energy Code Compliance Forrn See Envelope Summary Revised May 2005 Opaque Concrete/Masonry Wall Requirements Wall Maximum U- factor is 0.15 (R5.7 continuous ins) CMU block walls with insulated cores comply If project qualifies for Concrete/Masonry Option, list walls with HC 2 9.0 Btu/fts-° F below (other wa Is must meet Opaque Wall requirements). Use descnptions and values from Table 10-9 in the Code. Wall Description (including insulation R -value 8 position) U -factor Envelope Summary (back) Climate Zone 1 ENV -SUM 2004 Wesrngton Slate Nonresidential Energy Code Compliance Fans Decision Flowchart for Prescriptive Option Use this flowchart to determine if project qualifies for the optional Prescrtptive Option. If not, either the Component Performance or Systems Analysis Options must be used. 1302 Space Meet Type For the purpose of dsbmtln ng building envelope requrements, Oro following two categories comprise 1 space Mating types: Other. MI odwr space heating systems including gas sold Net, M, and propane apace healing systems and Moo system, tad in the exception to electM wistaria. (wmNued at right) 2004 Washington State Nonresidential Energy Code Compliance Form M Insulation Installed? Below Grd Wall (ext) R -10 Below Grd Wall (oth) R -19 Root Over Attic R -30 All Other Root Raised Floor Slab -On -Grade Radiant Floor Opaque Door R -19 R -10 R -10 U -0.80 No LYes Electric Resistance Space Mating systems which use electric mistance elements as the primary heating system including baseboard, radiant, and forced air units where the total electric resistance heat capacity exceeds 1.0 mm' of the gross conditioned noor area. Exception: Heat pumps end tanning, elecMC resistance heating M variable air volume distribution systems. i All Insulation Installed? Wood Below Grd Wall (ext) R -10 Below Grd Wall (oth) R -19 Rod Over Attic R-38 Aft Other Roof R-30 Raised Floor R-30 Slab-On -Grade Radiant Floor Opaque Door R -10 R -10 U -0.60 Metal R -10 U -0.062 U -0.031 U -0.034 U -0.029 R -10 R -10 U -0L Ye • Mass Wall Insulation Req. Mass Wall U0.15/R5.7d CMU Block Ins. Cores Wood Frame R19 Metal Framed R19 Concrete/Masonry Option* Assembly Description s" CMU, solid grout Metal Frame 1 Glazing Criteria Met? Glazing Vert 011 Area % UVal UVal SHGC 030% 0.55 0.70 0.45 3045% 0.45 0.80 0.40 >45% Not Mowed Wall Heat Capacity (HC) Assy.Tag Yes l iii Prescriptive Path Allowed Component Performance or Systems Analysis Required HC" 15.00 1.00 i Glazing Criteria Met? Glazing Vert OH Area % UVal UVaI SHGC 0-30% 0.40 0.80 0.40 230 Not Mowed Totals Area (st) 6468.0 385.0 6853.0 Area weighted HC: divide total of (HC x area) by Total Area Mass *ME Insulation Req. Mass Wall U0.151R5.7ci CMU Block Ins. Cores Wood Frame R19 Metal Framed U0.062 HC x Area 97020.0 385.0 97405.0 14.21 Reamed May 2005 N N '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 HC2I1.0 unless calculations are provided; for all other walls, use Section 1009. Project Address sc - Retail Date 4/5/2006 Space Heat Type 0 Electric resistance 0 All other For Building Department Use Glazing Area as % gross exterior wail area 17 . 9% Prop. I 45.04 Max.Target Concrete/Masonry Option 0 Yes 0 No Notes: If glazing area exceeds maximum allowed in Table, then calculate adjusted areas on back (Over). 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) E '� > 0 0 =0.550 PlanID:Obl Pn, Low U= Plan ID: U- Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: 0.550 1509.0 830.0 0.550 1509.0 830.0 Glazing % Electric Resist. Other Heating 0-30% 0.40 0.55 >30-45% see note above 0.45 2 '�' O v d E O U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: 0.700 Glazing % Electric Resist. Other Heating 0-30% 0.6 0.7 >30-45% see note above 0.6 a ¢ S O U= Plan ID: U= Plan ID: 0- Plan ID: U= Plan ID: 0.700 0 C , m R O S U= 1.200 Plan ID: Onin.uleted metal U= Plan ID: U= Plan ID: 1.200 84.0 100.8 0.600 84.0 50.4 Electric Resist. Other Heating 0.60 0.60 L e g e R= Plan ID: R Plan ID: R= Plan ID: 0.036 Electric Resist Other Heating 0.031 0.036 IX R = 19. 0 Plan ID: Rigid R- Plan ID: R= Plan ID: 0.050 16116.0 805.8 0.046 16116.0 741.3 Elecbic Resist. Other Heating 0.034 0.046 k m 3 r R= n 0 R= Plan ID:Furred emu R =19.0 Plan ID: stickpin R =19.0 Plan ID: metal Teams R= Plan ID: s^ osr, eoldd Plan ID: R= Plan ID: R. Plan ID: *Note: sum of Target Areas here should equal 0.092 3967.0 0.051 2216.0 0.100 385.0 0.430 285.0 Target Opaque Wall Area 365.0 113.0 38.5 0.150 6853.0 1028.0 +e +e 122.6 (see back) Electric Resist. Other Heating Frame -Wd 0.082 0.082 Frame -Mtl 0.062 0.109 Mass Wall" 0.15 0.15 ++ see mass wall Criteria Ad 4 8 O 3 R= Plan ID: R= Plan ID: R- Plan ID: I Note: If insulated to levels required for opaque walls, list above with opaque wags Int Ins Erectile Resist. Other Heating 0.062 0.062 Ext Ins 0.07 0.07 g' 1 R= _ Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: 0.056 Electric Resist. Other Heating 0.029 0.056 l g d ? a R n O 1 a R= i Plan ID: Onn.ulated R= Plan ID: R= Plan ID: R= Plan ID: 0.730 483.0 352.6 0.540 483.0 260.8 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. Totals! 25045.01 2728.2 Totals! 25045.01 2910.5 2004 Washington State Nonresidents' Energy Code Compliance Form. To comply: 2004 Washington State Nonresidential Energy Code Compliance Form Envelope UA Calculations Climate Zonel ENV -UA Seemed May 2005 1) Proposed Total UA shall not exceed Target Total UA. 2) Proposed Total Area shall equal Target Total Area. OGa OGa r . 3509.0 ID: ID: ID: ID: ID: ID: 16116.0 6853.0 I 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 I 6u ID: ID: ID: ID: ID: ID: 0.450 1509.0 679.1 Glazing % Electric Resist. Other Heating 0-30% 0.4 0.45 >30 -45% not allowed 0.4 'Note: Manufacturer's SC may be used In lieu of SHGC. Totals) Totals, 1509.0 679.1 Climate Zone 1 ENV -SHGC 2004 Washington Mate Nonrnidential Energy Cods Compliance Force For compliance: Proposed total SHGC x A shall not exceed Target total SHGC x A NOTE: Since 1997 SHGC compliance for vertical and overhead glazing is allowed to be calculated together. Target Area Adjustment Calculations M the total anlouM d glazing area as e 34 of gross .xtalor wall area (calculated an ENVSUMI) exceeds the maamum allowed in Table 13.1, than this calculation must be submitted Use the resulting areas n the Target UA and SHGC calculations above. Glazing Area Opaque Area Gross Extenar Wall Area I 8446.0 z I 3800.7 Rods coat Attics Omer Rods Walls, Proposed Aram: Numbered values are used In calculations below. Roofs over Attics Omer Rods Walls X Max Glazing Area (Table 13 -1) 45.09 Proposed Opaque Area 16116.0 2004 Washington State Nonresidential Energy Code Compliance Form Proposed Opaque Ares I 6853.0 I 100 Target OG Arm in Rods over Attics Target OG Area in Other Rawls Max OG Remaining = I 3800.7 I - 0 Weer = I 1509.0 I 0 Waer 3800.7 Proposed 00 Area Proposed VG Area I 1509.0 I Mvemum Target Glazing Area 3800.7 3800.7 Tarpe% VG Ares Target OG Area Target Opaque Area I Target VG Area I 1509.0 I 16116.0 Target Opaqque Mee = I 6853.0 i Note: If there is more than one type of wall, the Target VG Area may be distributed among then, arM separate Target Opaque Areas found. If the Target Areas for Opaque Walls listed al the front must equal the total calculated hero Raised May 2005 Note: OG >• Overhead glazing VG = vertical glazing For Target OG's, the lesser values are usod both here and below. I Target Areas OK I Target values In shaded boas are used In the applicable Target UA oslculations On the front. Target VG Arm and Total Target 00 Area are also used In the applicable Target SHGC calculations above. Layer Description Detail R -value Exterior Moving Air n �. 0.17 Surface L CMU, solid grout 8' 1.50 A Airgap 1/2' 0.94 B C 5.1/2' mtl, 16 "oc R -19 7.10 D GWB 5/8" 0.50 E Interior Still Air ,�"' . a 0.68 Surface 1. Total Column 10.89 2. U- value, invert amount in line 1 0.092 NLasus jtjLj {j }/ Pr L j t va .571717.1177 Al 1 FRANKLIN ENGINEERING MECHANICAL CONSULTING Wall U -value Calculation • 625 Fourth Avenue PH 425 527 -3324 Suite 202 FAX 425 527 -6252 Kirkland WA 95033 hvacCDfranklineng.com ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS - 6869 WOODLAWN Ave. N. E., SEATTLE, WA 98115 (206) 525 -7560 FAx (206) 522 -6698 SC -4 I!etail c. Tukwila, WA April 13, 2006 FILE covr Permit No. STRUCTURAL CALCULATIONS _ REVIEWED.FOR CODE COMPLIANCE JUN 12 2006 City Of Tukwila Pi JTl nmif; nTVTSIQ m o y3 0 40 0 y6 0 �. -Iii ti ►i _ . .0 a 114 1111 ill adriblinlilalliraiiiiiiiiiiiiil antnnara as 0 0 0 0 ENW 'PROJECT # PROJECT SUBJECT Rea ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 0 s ew PC 6869 WoODLAWN Ave. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAX (206) 522 -6698 S c. - 9 724- /- / s refry I i1 DATE 3 c 29. 0 6 SHEET $ •• I OF BY (ea 16 foe 4'v 113 O wewsil 4 -4 ENW PROJECT # PROJECT ENGINEERS NORTHWEST, INC., P.S. ^• STRUCTURAL ENGINEERS SUBJECT SHEET S t` OF By /Zw ) 11P e .�. tf H - V tJ �S * /2) G -92 = 138 P/1 a 4 . 5 5 7 ) ) ( A 3 - 3 7 97G `t s� C &)t. SLO K Y 2 3 ©k O/s 6869 WOODLAWN Ave. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAX (206) 522 -6698 Sc - 30 k ze7 DATE 3•29 30k .Z 5 /60 t. rt -e- y e 4 acie7 cc /lawc 1 9 / «15c o aoI /mao w/ sba ` acP�o 4405 h J U /2- , ox /2 cep /0 ps ENW ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAX (206) 522-6698 `J PROJECT # PROJECT SC ' /�L7Ta -'- DATE O ae SUBJECT /ZS° f SHEET S 3 OF A t o l 5 ,:taC.0 1 -• C 3 >e ¥ 41, 33 rso 3 G�12 k 3 d 741 3(0 7.0 s /.csc ;6 7,v 22 rg44 C J 2 tSo 6• � . 2_ --* 5 .7 BY ENW ~ PROJECT # PROJECT DATE SUBJECT SHEET OF By Gu l r.r.P ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS LL= l6 U iz �s s Iwes s 1.4 ai .._d0 !S / 751 6869 WOOOLAwN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAx (206) 522 -6698 t7L= 10 ror T= - x t. Y / , 9 a / a 's/d y * , L, S sc�*�v 9 c� add ?c 6rd cc c -1 1 /S x 3 3 s r- "k Project: % Model: R1 Section : 8005162-54 Single C Stud (X -X Axis) Maxo - 3488.5 Ft - Lb Moment of Inertia, I = 5.736 in ^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (In) Ratio Center Span 2835.0 0.813 2835.0 Full 3488.5 0.813 0.977 U221 Combined Bending and Web Crippling Combined Bending and Shear 1996 AISI Specification w11999 Supplement 18.00 ft Date: 4/132006 Fy ■ 50.0 ksi Va= 2005.8 lb R2 Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ft -Lb) Value Req'd ? RI 830.0 1.00 627.6 0.0 1.20 YES R2 830.0 1.00 627.6 0.0 1.20 YES Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor VNa M /Ma Unstiffen Stiffen R1 630.0 0.0 1.00 0.31 0.00 0.10 NA R2 630,0 0.0 1.00 0.31 0.00 0.10 NA Protect: ' Model: Section : 8008162 -33 Single C Stud (X -X Axis) Maxo - 1246.3 Ft -Lb Moment of Inertia, I = 3.582 InA4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft -Lb Ma(Brc) (in) Ratio Center Span 843.8 0.677 843.8 Full 1248.3 0.677 0.323 1)557 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (Ib) (Ft -Lb) Value Req'd ? R1 225.0 1.00 NA 0.0 NA YES R2 225.0 1.00 NA 0.0 NA YES Combined Bending and Shear Combined Bending and Axial Load 1996 AISI Specification w!1999 Supplement 15.00 ft Date: 4/13/2006 Fy Idg 33.0 ksi Va • 454.6 Ib Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor V/Va M /Ma Unstiffen Stiffen R1 225.0 0.0 1.00 0.49 0.00 0.24 NA R2 225.0 0.0 1.00 0.49 0.00 0.24 NA Axial Ld Bracing (In) Max Allow Ld Intr. Span (Ib) KyLy KtLt KL/r (Ib) P /Pa Value Center Span 600.0 (c) Sheathed Sheathed 61 2752.4 (c) 0.22 0.92 Wall GWB E.S. Wall? Wall Self DL x 0.3 Trib. Ceiling to wall Trib. Ceiling DL x 0.3 Perp. Wal length GWB E.S. Wall? Perp.Wall DL x 0.6 Sum Walls DL x 0.6 Net uplift Compression load C 1 One Side 0.14 kips 9.00 ft. 0.22 kips 2.00 ft. One Side 0.03 kips 0.40 kips 0.01 kips 1.07 kips 2 One Side 0.14 klps 2.00 ft. 0.05 kips 18.00 ft. One Side 0.28 kips 0.47 kips 0.59 kips 1.84 kips 3 One Side 0.00 kips 1.00 ft. 0.00 kips 2.00 ft. Each Side 0.06 kips 0.06 kips 0.00 kips 0.09 kips 4 One Safe 0.00 kips 1.00 ft. 0.00 kips 2.00 ft. One Side 0.03 kips 0.03 kips 0.00 kips 0.05 kips 5 One Side 0.00 kips 1.00 ft. 0.00 kips 2.00 ft. Each Side 0.06 kips 0.06 Ides 0.00 kips 0.09 kips 6 One Side 0.00 kips 1.00 ft. 0.00 kips 2.00 ft. One Side 0.03 kips 0.03 kips 0.00 kips 0.05 kips Wall L V top Wall self-wt. V wall wt. E V Diagonal Strap Tension • screws Gross up 1 18.00 ft. 1.00 k 0.52 k 0.0 k 1.00 k 1.08 kips 5 0.408 k 2 18 00 ft. 2.60 k 0.52 k 0.0 k 2.60 k 2.81 kips 13 1.060 k 3 0.00 ft. 0.00 k 0.00 k 0.0 k 0.00 k 0.00 kips 0 0.000 k 4 0.00 ft. 0.00 k 0.00 k 0.0 k 0.00 k 0.00 kips 0 0.000 k 5 0.00 ft. 0.00 k 0.00 k 0.0 k 0.00 k 0.00 kips 0 0.000 k 6 0.00 ft. 0.00 k 0.00 k 0.0 k 0.00 k 0.000001 1 0.000 k X- braced walls Low thalamic Cs • 0.001 V• 0.001 W (ASD) IBC Section 2211 Seismic Design Category= D Shear to walks • 2.6 kips max stud ht. •7.333' 00 = 2.0 Holdown for 3-5/8" Studs 02 16" o/c = 0.7 psf 0.59 kips max. Wall lan, e L C • Misc. = 0.5 psf 1.845 kips max. Total = 4.0 psf Diagonal Strap to be 16 gage and 3.5 Inches wide a8 screws For Holdown use ( Simpson S/LTT20 w/ 1.45 kip capadty) > 0.589 k O.K. ENGINEERS- NORTHWEST,INC.P.S. SHEET OF 6869 WOODLAWN AVE.N.E. (SUITE 205) Rev.10/06/03 SEATTLE. WA. 98115 Joist DL w/ Comm 0.6" Trib. Ceiling wt. 8 in. Joists re 16 in.o/c = 1.8 psf Required *of screws @ 16ga. Diagonal strap to 16ga. Plate • 13 Required ft of screws © 16ga. Plate to 20ga. end studs = 10 Required f of screws a 16ga. Plate to 16ga. Top Track = 12 Required / of screws a 15ga. Plate to 16ga. BotTrrack • 12 Max. uplift or 0.589 kips Max. compression • 1.845 kips X-Sraced Walls Cs (USD) = 0.001 Cs (ASD) a 0.001 Ceiling = 2.8 psf Misc. __= 0.4p�ss _ Total Wall DL w/ sheathing each side 5/B" GWB each side of wag - 5.6 psf 3-5/8" Studs a 16" o/c = 0.7 psf Misc. = 0.7 psf Total = 7.0 psf Wall DL w/ sheathing one side 5/8" GWB one side of wall = 2.8 psf controlling gage 16 ga 20 ga 16 ga 16 ga Area of 6 in.slab to resist the net Uplift @ holdowns = (0.59/( 0.6'0.075))A0.5 ' 3.62 ft. square - O.K. inspection w/ slab reinf. slab Mu = 1.4'0.075"(1.81r2/2 a 0.172 k -Nft. b = 12in., t = 6in. lb is 0.172 is 0.029 ksi ® 2.5 ksl concrete Tr* 0 2500 )1/2)/1000 = 0.138 ksl 0.138 > 0.029 O.K. screw values 0.344 k 0.164 k 0.344 k 0.344 k Max. 1.84 kips Use 112 in. dia. A 307 or A 36 all thread embedded 4 tn. into 9116 in. dia. Hole filled wI Hilo Hit HY 150 adhesive per IC80 Report e ER 5193. Concrete fc = 2.5 ksi & 2.5 M. embedment T allowable = 1.51 k > 0.589 k O.K. 4/13/2006 Csx- bracedwallids ALLOWABLE DESIGN VALUES FOR BOLTS 114 MASONRY EMBEDMENT (on drawings) Ib TENSION SHEAR (In 1/4" Increments) "J" "J" HEADED "J" - 8 In. L HEADED 71/21n. 61/21n. 3.18 k 2.57 k 1.78 k I 1.78 k 7 3/41n. 71/4 In. 61/41n. 3.18 k 2.38 k 1.78 k 1.78 k 7112 in. 7 In. 6 In. 2.98 k 2.19 k 1.78 k 1.78 k 7 114 In. 63/4 In. 5 3/41n. 2.77 k 2.01 k I 1.78 k 1 1.78 k 7 In. 61/21n. 51/2 in. 2.57 k 1.84 k 1.78 k I 1.78 k 83141n. 6114 In. 51M In. 2.38k 1.68k 1.78k 1.78k 61/21n. 6 In. 5 in. 2.19 k 1.52 k 1.78 k 1.78 k 61141n. 5 3/41n. 4 3/41n. 2.01 k 1.37 k 1.78 k 1.781c 6 In. 51121n. 41/21n. 1.84 k 1.23 k 1.78 k 1.78 k 5314in. 51MIn. 41/41n. 1.68k 1.10k 1.78k 1.78k 5112 0i. 5 in. 4 In. 1.52 k 0.97 k 1.78 k ! 1.78 k 5114 In. 43/4 in. 3 3/4 In. 1.37 k 0.86 k 1.78 k 1.78 k ENGINEERS NORTHWEST, INC.P.S. 8859 WOODI.AWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Property of Engineers NOMwest, Inc., Seattle - Use by otmers unlawful ALLOWABLE DESIGN VALUES FOR BOLTS IN MASONRY (ASD► ACI 530-02 Section 2.1.4 Input CMUfm BOLT fy • Bolt diameter - Bolt head thickness • Tension load on bolt bt • Shear Toad on bolt by Overall Bolt Embedment • is bolt headed or "J"7 (H or .1) Combined shear & tension a 0.727 4 Tension equations ACI 530-02 BI. 0.5 Ap (fmJ Varies (2-1) (masonry) 1500 psi 36000 1 3/4 In. 112 In. 0.42 k 1.00 k 7 M. 11 Eha0.2Abfry 3.18k A • ■(Ibr Varies »hearsatiations B„ a 350 (rater a Sips 0.12Abf 1.78 lc Bolt diameter N'• 1 7/8 Std. bolt head thickness wa 11/16 6/8 (2.2) load) (24) (masonry) (25) (masonry) NOTE:- EMBEDMENT ON DWGS.= 71n. 1.91 k (24) (st..t) Minimum bolt spacing is 2x embedment NOTE : - 111 1.) Ib = design embedment, MUST be >= 3 in. ( No Exceptions ) 2.) 1{2 construction tolerance has been Included In " Ib ". 3.) Use headed bolts when possible (for their trotter values) but the drawings must be very clear that headed bolts are required and "J" bolts are not an option. 4.) Botts must not be spaced lass than "lb" apart, for this program. 6.) Where the bolt edge distance 'Win the direction of load is less than 12 diameters (9In.) the Shear formula MUST be reduced by linear Interpolation to zero @ le • 1 -1 1T'. 8.) Where adjacent anchors are spaced closer than 8 bolt diameters, 8 M. the Shear formula must be reduced by linear interpolation to 0.75 times the full value @ 4 bolt diameter spacing. 7.) Combined shear and tension (See above) jI( (Lv M.00 Bt By Bolts IBC (ASD) 3/4 518 1/2 3/8 112 7/16 318 1/4 CM (nom.) thickness M 12 10 8 0 Max. bolt embedment °L = 9 7 5 3 (open end block) SHEET OF by bb: Ib bt V min.grout around bolt EMBEDMENT ON DWGS. MASONRY 1/4 3116 4/13/2006 CMUBOLT.XLS 1. 0 0 ��- rr made irr III ', �p 0 dL ,2.014-LC % b 4 pp ` R ;d/ 2 ..0 t I IL 1 1 ;111 1 II ■n 1 / ( /( �,, 1 / /1 I LL in IIi u�u I• ;1� ;p ;l; rra� E! liti" MhMI j jeams r II II rrra� fl S ri 0 0 0 4 ENW 6869 Woorn AwN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAx (206) 522 -6698 % PROJECT # �-+ PROJECT A R��OJECT S C . / / ` e- h6 / DATE n 3 ' g 9 SUBJECT oCr+dC SHEET / OF ENGINEERS NORTHWEST, INC., P.S. BY 1 a a -➢ s tab C 100 9L t �4 ( /11 x/5 44( STRUCTURAL ENGINEERS ENW PROJECT # PROJECT SUBJECT ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 11p s (�� = et."( 744- 'ts = i/2 2- /1 )czo P4 s .Crt d( .2 0 2 . e r✓wl/ e col 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 Fax (206) 522 -6698 SC- 471 1 2 / DATE 7 ''` SHEET F ' t OF Ely Cr ac €r 41/ er 94 t 2.6 9.l k/t 7 ,,5 r C1 it /- /6 "($ X 20 $f .1 t 36 - 98 �- /6" 0 1� �� 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAx (206) 522 -6698 * PROJECT PROJECT .SC • °I DATE 3 - So •o6 SUBJECT SHEET F.3 OF ENW ENGINEERS NORTHWEST, INC., P.S. - STRUCruRAL ENGINEERS / R• 5'B b 7 E 1St T t /00 ;- 3 S¥ • C) f 2 r G.z G•2 ,x 'S /s5 iti (t- g G.Z /.> _ 57--I. By r/ �. rr+ VY i Goo + /O rev �s BEAM MARK: Slab-on-grade spanning a 8' -0" soil soft spot INPUT Fy = F'c = Mu= Vu = b= d= No. of tension bars = OUTPUT D 1= Ku = � _ p (design) = 4 = vu = vc = Av = Max.tie spcg.= Property of Engineers Northwest, Inc., Seattle - Use by others unlawful ACI 318 -02 CONCRETE BEAM DESIGN FOR TENSION & SHEAR REINFORCING JOB #) 05 -072 80. ksi 3. ksl 155. k -ft 38. It 24.1n. 20. In. 2 0.85 0.194 ksl 0.9 0.0038 0.75 0.100 MI 0.110 MI ENGINEERS NORTHWEST, INC. P.S. 6869 WOOOLAWN AVE. N.E. (SUITE 205) SEATTLE, WA 98115 Sec 10.2.7.3 Sec 9.3.2.1 Flexure Sec 9.3.2.3 Shear Sec 11.3.1.1 0.24 sq.ln./ft. 10.0 In.o/c Input No. of vertical be legs 2 3 4 Sec 11.5.4. Maximum TI. Spacing 10 In. o/c 10 In. o/c 10 In. o/c Choose TIe size #3 #3 #4 1 1 183 Page 1 1 7. - 8t SHEET OF Rev.5/13/97 b 24. In. d - 20. In. As =' 1.80 sq.In. U SE 2 #9 bars ACI 318 Sec. p (min.) = 0.0033 =.2/Fy 10.5.1 Mu (k -ft) = 138 © p (min.) As(in = 1.80 © p (min.) p (max.) = 0.0180 ©.75 p bal. 10.3.5 Mu(k -ft)= 562 © (max) As(in = 7.70 a p (max.) p may be less than p (min.) providing 10.5.3 p (design) is >= 4/3 p (per analysis) 5/30/2006 CONCBMI.XIS As Provided Maxumum percent of As spliced within required lap length As required 60 100 Equal to or greater than 2 Class A Class B Less than 2 Class B Class B La lengths (Inches) Category Bar Size Too bats Other bars 4 Minimum Clear Concrete Cover' Minimum Center to Center Bar Spacing* Lap Category Category Structural Element Class 1 2 3 1 2 3 > =2db <3db > =34b <5db >=5db 83 14 15 8 37 25 16 28 19 16 -I B 49 33 20 37 25 16 Beams& Columns w / code ties >e1db, <1.5db 2 2 2 B 61 41 25 47 31 19 >=1.Sdb,c2db 2 2 3 16 07 08 8 73 49 29 56 37 23 >482db 2 2 3 8 106 71 43 81 54 33 Other > 01db <1.5db 1 1 1 B 121 61 49 93 62 37 >•1.5db, <2db 1 2 2 09 610 011 8 136 91 55 105 70 42 >-2db 1 2 3 B 153 102 62 118 79 47 ' db - bar diameter 8 170 114 68 131 87 53 ENGINEERS - NORTHWEST, INC.P.S. SHEET OF 6869 WOODLAWN AVE. N.E. (SUITE 205) Rev. 9/28/99 SEATTLE, WA. 98115 Pivycrty of Engineers Northwest Inc. Seattle - Use by others uniaw/u1 REINFORCING STEEL TENSION SPLICE LENGTHS (inchest GRADE 60 UNCOATED BARS NORMAL WEIGHT CONCRETE per 2003 IBC Sec.1901.2 per ACI 318-02 Sec. 12.2.1, 122.3 ,12.2.4 ,12.14 & 12.15 Fy (kW) = 60 NORMAL WEIGHT CONCRETE? (Y or N Pc ( =I 4 EPDXY COATED BARS? (Y or N Lap Class A':- As s DAs (required) & max. 505, bars spliced. Lap C - "B" = ALL OTHER NOTES :. 1.) Categories 1 thru 3 which depend on the type of structural element, concrete cover, and the center to center spacing of the bars are defined above right : 2 Lap splice lengths are multiples of tension development lengths. Class A no 1.0 & Class B a 1.3•Id (ACI 1216.1). Values for Id for ban in beams or columns are based on transverse reinforcement meeting requirements for stirrups In ACI 11.6.4 & 11.5.5.3 or meeting tie requirements In ACI 7.10.6: & are based on minimum cover specified In ACI 7.7.1. 3.) Conditions which require Category 1 lap splice lengths (shaded regions) should be avoided If at all possible for the larger bar sizes. These inordinately long lengths present possible constructabiltty problems due to placing, congestion, etc. Options available in trying to avoid Category 1 conditions Include: a.) increasing the concrete cover to more than 1.5 bar diameters and Increasing the bar center - to - center spacing to more than three diameters. b.) Utilizing the Atr allowance in ACI 122.3.1(b) for beams or columns. Note that If ties or stirrups meet the minimum Atr requirement, Category 1 rengths are reduced to Category 2 lengths. 4.) Top bars are horizontal bars with more than 12 In. of concrete cast below the bars. 5.) @ Category = 1 2 3 (c+Ktr)idb - 1 1.5 2.5 Table R12.15.2 - Tension lap s 4/13/2006 Page 1 REBAR095.XLS • ENW PROJECT # SUBJECT ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WOODLAWN AvE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAx (206) 522 -6698 PROJECT 5 0 r4 DATE SHEET OF BY I/c.A..vp 3 5 Pins- 5141 4 C.avrtj 104.1441'4 -5)1 tit Project 1 Protect name : -(SC -4 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful IB.O.F. 23 In. below grade CMU CANTILEVERED SCREENWALL WIND & SEISMIC DESIGN (with Slab on Grade lateral support} (overturning resisted by the slab-on -grade, dead load, friction and passive pressure) 2003 IBC - 8ec.1622 & ASCE 7 -02 Sec.8.5 & 9.14.5 n ut NI= Masonry 14301 1350 ksi Sec. 1.8.2.2.1 29000 ksi Sec.1.8.2.1 21.481 =Es/Em (2on•(on1 V -on 14/3 24 ksi 500 psi 0.039 ks1 Is the wall a Buliding or Site wall? Wall height (above grade) = Wall length = fm = Fy = 81 = Sds= Sd1 = Ip Seismic Design Category a Is wall solid grouted ? ( Y or N ) Wind speed = Exposure = Iw= Krt Kd = Vertical load a top of wag = Horizontal bad fa top of wall = Horizontal bad a top of wall = CMU nominal thickness = CMU weight (Wp) _ Reinforcing size 1= CMU d = Footing bury (T.O.F.)= Weight of soil on footing = Footing concrete fc = Footing thickness = Footing 'Wldtlt'= Friction Coefficient f = Passive pressure allowable = Neglect soil top Roof slope = Roof Eave Height = Building is enclosed Selsmlc 0.209 • Wp = 16.27 psf working \�--> Horizontal load Wind 13.5 psf 4 = 0.02 sq.ln./ft. 0 Site 8.00 h 30.00 ft. 1500 psi 80 ksl 1.340 0.893 0.472 1.00 C 14 85 mph B 1.00 1.00 0.85 0 pH apH 0 pH 10 In. 78 psf 15 3.75 In. 1.00 R 120 per 2500 psi 11.25 in. 2.60 fL 0.3 200 per 1.00 fL 0.00 In./ft. 0.00 ft. height = 8 ft. Em= 900•fm= Es= n= k = Sec. 9.4.1 J = (Eq. 9.4.1.2.5-1) Fs (Eq. 9.4.1.2.5 -2) fm = Sec.9.6.1.5 Fv= Tbls. 1816.3(1)6(2) (for shear) Seismic - ASCE 7 -02 Sec. 9.14.6 Fp dsn = Cs'Wp Rp =3 Csu max. = Sd1•Ip/(1"R) = 1.574 Csu min. _ .044•Sds•Ip= 0.039 Csu calc. = Sds•IpJRp Csu calc. = 0.298 (Wind) Csu dsn.= 0.298 (Seismic fpu) Cs dsn.= 0.209 Fp dsn.= 18.271 psf ASD Mu = 0.298 *Wp'•11/2 +Ph'h (USD (4 thru 9)only Mu = 0.744 k -fluff. U.S.D. M = 0.521 k -ftjfl. A.S.D. V = 0.131 klf A.S.D. Tbl. 8-1 (Eq. 8-3) Tbl. 8-4 (for passive) Footing 'Width" 2.5 ft. centered on wall ENGINEERS - NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Sec. 2.3.2.1 Sea 2.3.3.2.2 (allowable) Eq. (2 -20) WIND - ASCE 7 -02 Sec. 8.6.13 qw gz•GrCf Eq. (8-25) Kz 0.70 qh= 11.01 Gf = 1.02252097 u = 0.26666667 Cf= 1.2 rev = 13.50 psf M = 0.432 k -t/t V= 0.108klf Controlling loads M= 0.621 k- ff./ft. V = 0.131 kit Wall Stem Reinforcing Fars p 48 In. olc V.E.F. 03 IBC w SOG Page 1 Table 8-3 Eq. (6-15) Sec.8.5.8.2 Fig. 6-20 Fig. 8-20 SHEET OF Rev. 1/30/06 DESIGN LOADS Seismic :- Cs = 0.209 ASD Wind = 86 mph Exposure B and Ica =1 ACI 53O-02 (Eq. 9.5.5.2 -1) Table 9.14.5.1.1 -10 (Eq. 9.5.5.2.1 -2) max. (Eq. 9.5.5.2.1-3) min. (Eq. 9.5.5.2.1 -1) calculated (Eq. 9.5.5.2.1 -1) calculated (controls design of wag U.S.D.) (controls) working (A.S.D.) = 0.7 tsu = Cs (ASD) Vertical bads P vertical = 0 pH P wall = 702 pH inc. to T.O.F.) P soil = 200 pit (above ftg.) P ftg. = 352 plf Sum P = 1254 pi a B.O.F. (stem a Slab on Grade) (stem a Slab on Grade) M allow.= 1.148 k -fLIR. (Max.,limit In stem, H reinf. a 16" o/c) Wall tied to Slab on Grade NOTE:- For the 2.5 foot wide footing input above: soil bearing "qa" Bury = 12 in. 1.) The wall is stable against overturning 1A41 O.K. F.3. >7 Ftg. Thick. =11.25 in. 2.) The max. b 900 psf 3.) Provide transverse B.O.F. reinforcing As = 0.02sq. In 1 ft. 4.) Footing shear checks O.K w/o shear reinforcing 6.) Checked for both DL & .6 DL In combination with lateral 4/17/2006 IBCSCRNWALL.xds INPUT Fy F'c = Mu = Vu = b= d= No. of tension bars = OUTPUT 1 3 1= Ku = p (design) _ = vu = vc = Av Maybe spcg.= ENGINEERS NORTHWEST, INC. P.S. SHEET OF 6869 WOODLAWN AVE. N.E. (SUITE 205) Rev.5/13/97 SEATTLE, WA. 98115 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful ACI 318-02 CONCRETE BEAM DESIGN FOR TENSION it SHEAR REINFORCING JOB #! 05 -072 I MARK: Slab-on-grade spanning a 8'0 soil soft spot 80. ksi 3. ksi 0.7 k-ft. 0.18 k 12.In. 3. in. 1 0.65 Sec 10.2.7.3 0.081 ksi 0.9 Sec 9.3.2.1 Flexure 0.0020 0.75 Sec 9.3.2.3 Shear 0.007 ksi 0.110 ksi Sec 11.3.1.1 NO TIES 1.5 in.o/c Input No. of vertical tie legs 2 3 4 Sec 11.5.41 & 3 Maximum Tie S i Choose Tie slze #3 # 3 # 4 P ac ng NO IES REQUIRED NO TIES REQUIRED NO TIES REQUIRED Page 1 b- 12. in. d -3.in. As -I 0.07 sq.in. U SE 1 #3 bars ACI 318 Sec. p (min.) = 0.0033 =.2/Fy 10.5.1 Mu (k -ft) = 2 © p (min.) As(in = 0.12 t p (min.) p (max.) = 0.0160 @.75 p bal. Mu (k -ft) = 6 @ p (max.) As(in 0.58 (dl P (max.) may be Tess than p (min.) providing 10.5.3 p (design) is >= 4/3 p (per analysis) 10.3.5 4/17/2006 CONCBM1.XLS ENW ' PROJECT # SUBJECT ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAx (206) 522 -6698 DATE SHEET OF BY P a9. pt,esf 40 t 7r x �8 p LT �,wll c 72e s 6 KSxf= et<3Zrs• `E3Z _ y 97 x/ 7 /9-5- .13 / )= ¶` G 't l< 4(7- i2 ti E P‘t = 3 0 { 0 x 0 0 18 in diam. Code: ACI 318 -95 Units: English Run axis: About X -axis Run option: Investigation Slenderness: Not considered lumn type: Structural Bars: ASTM A615 Date: 04/17/06 0 Time: 08:47:13 6 PCACOL V3.00 (PGA 1999) - Licensed to: Licensee name not yet specified. File: untitled.col Project: Column: Engineer: f'c = 4 ksi fy = 60 ksi Ag = 254.469 inA2 6 #8 bars Ec = 3605 ksi Es = 29000 ksi As = 4.74 inA2 Rho = 1.86% fc = 3.4 ksi e_rup = Infinity Xo = 0.00 in Ix = 5153 inA4 e_u = 0.003 in /in Yo = 0.00 in ly = 5153 inA4 ' = 0.85 Clear spacing = 5.13 in Clear cover = 2.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.7 • • • 'ft Property Of Engineers Northwest, Inc., Seattle - 1150 by others unlawful Cantilevered (soldier pile ) SHORING WALL DESIGN (w/ spaced steel /concrete oiled wl timber tagging Project No : -) I Project:ISC -4 Identification r Soil Wt. = Active EFP = Passive EFP s of pile passive is effective over = Pile + Pile spacing = Surcharge = Retained height "H" = Trial WF size = WF Fy Required WF clearance within pile = Required bending stress = Required bending stress = ENGINEERS - NORTHWEST, INC.P.S. SHEET OF 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Nt PUT 125 54 250 2.5 1.5 8 0 5 W14x120 50 2 OUTPUT Effective surcharge height "hs" = 0 Moment max. = 50.8 Sx (provided) = 190 fb (adual) = 321 Fb = .76 Fy a 38.00 WF O.K. for stress WF diagonal = 20.62 pd' Pd" Pd ft. ft. psf ft. ksi in. (all around) ft. k - t in ksi ksi RISC pg. 5 -165 0.432 1 5.40 hsa 0 ft. —• H"5n. —4 lower grade —,l -[mitt" Required pile embedment • d1 =11.4ft. 14.3 R-\ (8 v0 8.12 3378 i — ptla dla+ 1.5 a. 7.80 < 0.25dt=2et 25.83 NOTE: - 1.) d1 range is from "H" to "3H only. 2.) • = Per soils engineers requirements, including appropriate Factors of safety. 3.) Per "Foundation Engineering Handbook" in WF too large - will not fit in pile wl read. clearance WF Is too Tame for fit within pile a read. clearance 1.06 ksi (for 3.1/2" thk. pressure treated lagging at full acute EFP) 0.43 ksi (for 5- 112" thk. pressure treated lagging at full active EFP) upper wade 1.87 2.180 2.72 . 2.52 4.38 v o Man. mats 50.8 k -t 4/19/2006 Standard SHORPIL'e.XLS Project NO.:- Properly Of Engineers Northwest, Inc. Seattle - Use by otters unlawful Cantilevered (soldier pile 1 SHORING WALL DESIGN (w/ spaced steel /concrete piles1 wl timber tagging ' Project : - SG Identification : -I Soil Wt. = Active EFP = Passive EFP = t of pile + passive is effective over Pile += Pile spacing = Surcharge = Retained height "1-1" = Trial WF size= WF Fy= Required WF clearance within pile = ENGINEERS - NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 125 54 250 2.5 1.5 7 0 6 W14x120 50 2 pct• Pd Pcf • ft. ft. psf ft. ksi in. (all around) OUTPUT Effective surcharge height "hs" = 0 ft. Moment max. = 68.3 k -ft. Sx (provided) = 190 in. ft) (actual) = 431 ksi Fb = .76 Fy = 38.00 ksi AISC pg. 5 -155 WF O.K. for stress WF diagonal = 20.62 upper grade H ft 0 .378 1 H 6 M1 9.80 lover grade - -41 embedment = 01•12.411. lir 3.00 .-- 2.85 fa Required piie 9.81 40.73 8.35 pde dia. =1.5 ft 11 � 028 d1. 3211 3092 NOTE: - 1.) d1 range is from "H" to "3H only". 2.) • = Per soils engineer's requirements, including appropriate Factors of safety. 3.) Per "Foundation Engineering Handbook" in WF too large - will not fit in vile w/ reg'd. clearance WF Is too larne for fit within pile ® maid. clearance Required bending stress = 0.98 ksi (for 3 -1/2" thk. pressure treated lagging at full active EFP) Required bending stress = 0.40 ksi (for 5.1/2" thk. pressure treated lagging at full active EFP) Standard SHEET OF ti— 2.00 v os M. macs 88.3 411 4/19/2006 SHORPILE.XLS Property of Engineers Northwest, Inc, Seattle - Use by omen unlawful Cantilevered (soldier pile SHORING WALL DESIGN (wi spaced steel/concrete guest: w/ timber lagging Project NO.: -! ' Project : - Idemification Soil Wt. _ Active EFP = Passive EFP = 0 of pile passive is effective over = Pile + Pile spadng Surcharge = Retained height 'H" Trial WF size = WF Fy Required WF clearance within pile = ENGINEERS - NORTHWEST, INC .P.S. SHEET OF 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SC-4 INPUT 125 54 250 2.5 1.5 5.5 0 7 W14x120 50 2 Pcf " Pct' pct" ft. ft. tt ksi i n. (all around) OUTPUT Effective surcharge height "hs" = 0 ft. Moment max. = 70.0 k -ft. Sx (provided) = 190 in 5 fb (actual) = 4.42 ksi Fb - .76 Fy = 38.00 ksi AISC pg. 5 -155 WF O.K. for stress WF diagonal = 20.62 lower glade — 41 hs•on. -4 H=71 --• Required pile ernbedrrrent= d1 =12.3 It 15.8 ft." 0.857 ® v 1 I 9.80 41.74 8.48 in WF too large - will not fit in bile wi reri d. clearance WF Is too lame for fit within pile QD retied. clearance Standard r upperered° 0.297 //1/ \ \N 1 7.28 2.079 2.52 3.19 pile dia. -1.51 32 31.94 0.28 d1 NOTE: - 1.) 01 range is from "H" to' 3H only'. 2.) "= Per soils engineer's requirements, including appropriate Factors of safety. 3.) Per "Foundation Engineering Handbook" Required bending stress = 0.71 ksi (for 3-1/2" thk. pressure treated lagging at full active EFP) Required bending stress - 0.29 ksi (for 5-1/2" thk. pressure treated lagging at full active EFP) 2.33 0.81 2.43 4.78 —V =08 Mom. max.= 70 k -1 4/19/2006 SHORPILE.XLS Project N - , 0 . Properly of Engineers Northwest, Inc., Seattle - Use by others unlawful Cantilevered (soldier vile I SHORING WALL- DESIGN (wl spaced steel /concrete piles' w/ timber lagging Project Identification :- Soil Wt. = Active EFP = Passive EFP = • of pile + passive is effective over = Pile + Pile spacing Surcharge = Retained height "H" _ Trial WF size = WF Fy Required WF clearance within pile = ENGINEERS-NORTHWEST, INC.P.S. SHEET OF 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SC-4 INS 125 54 250 2.5 1.5 4.5 0 8 W14x120 50 2 OUTPUT Effective surcharge height "hs" = 0 ft. Moment max. = 73.9 Sx (provided) = 190 fb (actual) = 4.87 Fb = .76 Fy = 38.00 WF O.K. for stress PCf • PCf • PCf ft. ft. Psf ft. Standard lower grade — 4 M•OR -. H.80. –• Required pile embedment. 81.123 e. 15.7 R� (11 WO 1 ksi 9.98 in. (all around) 43.08 8.59 0.857 0.27 d1. 3 3 R upper Wade 0.243 "111 \ \ \\ 1 7.78 1.944 33.10 NOTE: - k-ft. 1.) dt range is from "H" to "3H only'. in . 2.) • = Per soils engineers requirements, ksi including appropriate Factors of safety. ksi AISC pg. 5 -155 3.) Per "Foundation Engineering Handbook" WF diagonal = 20.62 in. WF too large - will not fit In pile wl req'd. clearance WF Is too large for fit within oils 6' relied. clearance Required bending stress = 0.54 ksi (for 3-1/2" thk. pressure treated lagging at full active EFP) Required bending stress = 0.22 ksi (for 5-1/2" thk. pressure treated lagging at full active EFP) 2.87 0.78 2.21 2.27 4.83 E— 322 v =0s pile dbl... 1.511. Mom. max." 73.9 k-m. 4/19/2006 SHORPILE.XLS O 0 III tea, e i I' e II hh ENW ENGINEERS NORTHWEST, INC.,. P.S. STRUCTURAL ENGINEERS 6869 W000LAWN Ave. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAx (206) 522 -6698 PROJECT # PROJECT Sc 4 f 72 AG/ DATE 3' A °J -Obi SUBJECT F— vg SHEET 4 OF C> /2G w BY / ys if /, et 1;1 Fitt -ha t Category Table 1 -1 pg.4 Importance Factor Table 6-1 II III & IV 1.00 1.15 l AMERICAN SOCIETY OF CIVIL ENGINEERS WIND LOADS PER ASCE 7 -02 Section 6.0 - Method 2 INPUT CELLS = (Shaded) PROJECT NUMBER: PROJECT NAME: LOCATION: DESIGN BY: PROGRAM LIMITATIONS: 1.) The building height MUST NOT exceed the length nor width (a rigid structure) 2.) The building MUST NOT exceed 60 feet in height 3J The roof slope must not exceed 45 degrees. BUILDING AND SITE INFORMATION BUILDING WIDTH, B = BUILDING LENGTH, L= BLDG. EAVE HEIGHT, he = BLDG. RIDGE HEIGHT, hr = ROOF SLOPE, s = HEIGHT OF PARAPET, hp = WIND VELOCITY, v = SITE EXPOSURE = IMPORTANCE FACTOR, 1= TOPOGRAPHIC FACTOR Kzt = Building internal pressure condition = * ( See ASCE 7 Section 6.2 for definitions DIRECTIONALITY FACTOR Kd = MEAN ROOF HEIGHT, hmr = DESIGN HEIGHT, hd = DESIGN HEIGHT, hd = Design height for (qh) = INPUT 129.00ft 133.00 ft. 18.00 ft. 20.00 ft 0.25 InJft 22.00 ft 85 mph B 1.00 1.00 ENCLOSED of Enclosure 1.00 OUTPUT 19.00 ft. 22.00 ft 22.00 ft 18.00 ft ASCE7- 02.xls * Property of Engineers Northwest, (PARALLEL TO RIDGE) (PERPENDICULAR TO RIDGE) Inc., Seattle - Use by others unlawful * Roof slope = 1.1935 degrees (EL 0' - 0'toT.O.W.) Importance Factor - (3 second gusts only I l l ! ) Section 6.5.6.3 See table to the right Figure 6-4 & Eq. 6-3 Determines GCpi in Figure 6-5 * Classifications ) (WIND PERPENDICULAR TO RIDGE) (WIND PARALLEL TO RIDGE) Page 1 OF 6 Note:- III = Publ'c Assembly &/or Hazardous Substance & IV = Essential Facility UB = 1.03 B/L = 0.97 hmr/B = 0.147 hmr/L = 0.143 3/29/2006 ASCE7- 02.xls HEIGHT ABOVE GROUND (ft.) qz Kz HEIGHT (ft.) qz Kz 15.00 12.96 0.70 15.00 12.96 0.70 20.00 12.96 0.70 20.00 12.96 0.70 22.00 11.86 0.64 22.00 11.86 0.64 P. Roof design height, hd (perp.to ridge) 11.86 0.64 22 P Roof design height, hd (para.to ridge) 22 11.86 0.64 © Mean roof height, hmr 11.20 0.61 19 11.20 0.61 'ENCLOSED' BUILDINGS 0.18 -0.18 ASCE7- 02.xls MAIN WIND -FORCE RESISTING SYSTEM FROM ASCE 7 Figure 6 -5 ( Input From - 'Building intemal pressure condition" above) INTERNAL PRESSURE COEFFICIENTS FOR BUILDINGS, GCpi GCpi GCpi "OPEN" BUILDINGS 0 ARTIALLY ENCLOSED' BUILDINGS 0.55 0 -0.55 VELOCITY PRESSURE - ASCE 7 Sec. 6.5.10 VELOCITY PRESSURE, qz= 0.00256KzKztKd(V) - (Eq. 6-15) qz = [0.00256(V) = 18.50 ® Kz =1.00 (WIND PERPENDICULAR TO RIDGE) qz, gi(max)= 11.86 Page OF 6 Kd= 1.00 (WIND PARALLEL TO RIDGE) qz, gi(max)= 11.86 3/29/2006 ASCE7- 02.xls MAIN WIND -FORCE RESISTING SYSTEM WINDWARD WALL PRESSURE p = q *G *Cp - qi *(GCpi) All height buildings (WIND PERPENDICULAR TO RIDGE) qz = Varies See pg.2 above G = 0.834 Sect. 6.5.8.1 Cp = 0.8 qi = 11.86 GCpi = 0.18 qi *(GCpi) = 2.13 ASCE7- 02.xls Windward walls Psf Figure 6-5 , ' + & -" + & - Intemal pressure MAIN WIND -FORCE RESISTING SYSTEM Windward Wall Pressure (inward) HEIGHT ABOVE GROUND (ft.) (Wind prependicular to ridge) MAIN WIND -FORCE RESISTING SYSTEM Windward Wall Pressure (inward) HEIGHT ABOVE GROUND (ft) (Wind parallel to ridge) C rag - n nC r qz = G= Cp = qi = GCpi = qi *(GCpi) 15 20 22 15 20 22 Varies 0.835 0.8 11.86 0.18 2.13 GCpi P(Psf)= P (Psi) _ P (Pat) = GCpi P (Pe) = P(P P (P _ See pg.2 above Sect. 6.5.8.1 Windward walls Psf Figure 6 -5 ,*+&-" " + & - 'Intemal p essure 0.18 6.51 6.51 5.77 0.18 6.52 6.52 5.78 -0.18 10.78 10.78 10.04 -0.18 10.79 10.79 10.05 p = q *G *Cp - qi *(GCpi) All height buildings (WIND PARALLEL TO RIDGE) 3/292006 ACOC7 82.xls P Pis Wind perpendicular to ridge L/B = 1.03 h/I = 0.143 q = 11.86 Cp = -0.49 - 7.02 psf (outward) -2.75 psf (outward) Cp = -0.7 - 9.05 psf (outward) - 4.79 psf (outward) Cp = -0.900 Cp = -0.900 Cp = -0.500 Cp = -0.300 - 11.03 - 11.03 -7.08 -5.10 - 8.76 - 6.76 -2.81 -0.83 Cp = -0.900 Cp = -0.900 Cp = -0.500 Cp = -0.300 - 11.03 - 11.03 - 7.08 - 5.10 Cp = -0.900 Cp = -0.900 Cp = -0.500 Cp = -0.300 - 11.03 -11.03 -7.08 OF 6 -5.10 -6.76 -6.76 -2.81 - 0.83 -6.76 - 6.76 - 2.81 - 0.83 Wind parallel to ridge L/B = 0.97 h11 0.147 q = 11.86 Cp = -0.5 - 7.08 psf (outward) -2.81 psf (outward) Cp = -0.7 -9.05 psf (outward) - 4.79 psf (outward) Cp = -0.900 Cp = -0.900 Cp = -0.500 Cp = -0.300 -11.03 -11.03 - 7.08 - 5.10 4.76 -6.76 -2.81 -0.83 Main Wind -Force Resisting System p = q *G *Cp - qh *(Gcpi) G= 0.83355 LEEWARD WALL PRESSURE (10.0 psf minimum ) GCpi = 0.18 GCpi = -0.18 SIDEWALL PRESSURE (10.0 psf minimum ) GCpi = 0.18 GCpi = -0.18 ROOF PRESSURE (windward roof) cond. #1 h/I = 0.147 GCpi = 0.18 GCpi = -0.18 (10.0 psf minimum ) ROOF PRESSURE (windward roof) cond. #2 (only applies to roof slopes 20 0 & greater) (10.0 psf minimum ) ROOF PRESSURE (leeward roof) h/I = 0.143 GCpi = 0.18 GCpi = -0.18 (10.0 psf minimum ) 0 to h/2 h/2 to h h to 2h > 2h 0 to h/2 h/2 to h h to 2h > 2h 0 to h/2 h/2 to h h to 2h > 2h ASCE7 02.xis P (P = P (psf) = P(Psf)= (pefl = 0 to h/2 h/2 to h h to 2h > 2h P (Pe) = P (Ps) = P (PIA = P(Psfl= 0 to h/2 h/2 to h h to 2h > 2h P (Psi) = P (PM) = P (psfl = P (psfl = 0 to h/2 h/2 to h h to 2h > 2h P (Pen = P (psfl = P (PM) = 3/29/2006 ASCE7- 02.xls N ROOF ZONE/TAIB. 10 ft. 20 ft. 50 ft. 100 ft. 500 ft. & larger ZONE 1, GCp = roof overhang 0.30 -1.00 -1.70 0.27 -0.97 -1.67 0.23 -0.93 -1.63 0.20 -0.90 -1.60 0.20 -0.90 -1.10 ZONE 2, GCp = roof overhang 0.30 -1.80 -1.70 0.27 -1.59 -1.67 0.23 -1.31 -1.63 0.20 -1.10 -1.60 0.20 -1.10 -1.10 ZONE 3, GCp = roof overhang 0.30 -2.80 -2.80 0.27 -2.29 -2.20 0.23 -1.61 -1.40 0.20 -1.10 -0.80 0.20 -1.10 -0.80 ROOF - Cantroling Pressures p (Pst P (P P (Pe) P (Pe) P (p (10.0 psf minimum) ZONE 1 10.00 10.00 10.00 10.00 10.00 -13.21 -12.88 -12.43 -12.09 -12.09 roof overhang -21.05 -20.72 -20.27 -19.93 -14.33 ZONE 2 10.00 10.00 10.00 10.00 10.00 -22.17 -19.81 -16.69 -14.33 -14.33 roof overhang -21.05 -20.72 -20.27 -19.93 -14.33 ZONE 3 10.00 10.00 10.00 10.00 10.00 -33.37 -27.84 -20.08 -14.33 -14.33 roof overhang -33.37 -26.83 -17.72 -10.97 -10.97 COMPONENTS AND CLADDING ASCE7- 02.xls Roof slope = 1.1935 degrees Determine Zone Dimension "a" 12.90 ft.(10 %min.width) p = gh((GCp)- (GCpi)) 7.60 ft. (0.4 hd) mean roof ht. qh : Evaluated at eave height = 18.00 5.16 ft.(4 %min.width) GCpf : GIVEN IN ASCE 7 FIG. 6-11 USE "a" = 7.60 ft GCpi : GIVEN IN ASCE 7 Figure 6-5 "" With a wall parapet at least 3ft. high, zone 3 may be treated as zone 2. Page 5 OF 6 + = Inward & - = Outward 3/29/2006 ASCE7- 02.xls ZONE/TRIB. 10 ft. & less 20 ft. 50 ft. 100 ft. 200 ft. 500 ft. & larger ZONE 4, GCp = -0.99 -0.94 -0.88 -0.831 -0.78 -0.72 ZONE 5, GCp = -1.26 -1.16 -1.04 -0.942 -0.85 -0.72 ZONE 4&5, GCp = 0.90 0.85 0.79 0.741 0.69 0.63 WALLS Controlling pressures P (Ps) P (Pe) P (P P (Psf) P (p P (PO) (10.0 psf minimum ) ZONE 4 -13.10 -12.57 -11.86 -11.32 -10.79 -10.08 12.09 11.56 10.85 10.31 10.00 10.00 ZONE 5 -16.13 -15.05 -13.64 -12.57 -11.49 -10.08 12.09 11.56 10.85 10.31 10.00 10.00 COMPONENTS AND CLADDING If the roof slope is less than 10 the GCp is reduced by 10 %. Ref. ASCE 7 Fig.6 -11A note (5). WALLS Parapet Toads to MWFRS Windward parapet = 21.4 psf Leeward parapet = -13.1 psf GCpi = 0.18 GCpi = -0.18 ASCE7- 02.xls TRIBUTARY AREA f = INWARD & - = OUTWARD WIND ZONES - BUILDING COMPONENTS & CLADDING Page 6 OF 6 Roof slope = 1.1935 degrees 3/29/2006 ASCE7- 02.xls MCE Ground Motion - Conterminous 48 States Zip Code - 98188 Central Latitude = 47.447736 Central Longitude = - 122.273462 Period MCE Sa (sec) Mg) 0.2 133.7 MCE Value of Ss, Site Class B 1.0 046.0 MCE Value of 81, Site Class B 4 13 ENGINEERS - NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful Input • 'Shaded cells Job number : Job name : SC-0 Retail IBC 2003 Section 1616.6 f ASCE 7 -02 Section 9.5.6 Equivalent Lateral Force Procedure - Building design base shear All references below are to ASCE 7 -02 (UJ1.O.) Input Basic Seismic- Force- Resisting System = Basic Seismic-Force- Resisting System = Is Diaphragm considered Flexible? Is this considered a Building Structure ? hn = Ss = 81 = Site Class = Category = Top of wall elevation (parapet) Elevation of top of wall lateral support (max.) = Elevation of top of wall lateral support (min.) = Seismic Use Group = Site Coefficient Fa = SS Coefficient Fv = Sms = Sm1 = Sds = Sd1 = Seismic Design Category (SDC) To = Ts = Ct= Period = T = Sa= R= 520 = Cd = IE = Detailing Reference Section = Cs calc. _ Cs max. Cs min. = Cs use = Vu design • V design • plaohraams Ev • roof high point (minimum parapet) roof low point (maximum parapet) 0.179 "D • +/ -.2 8ds D (Eq. 9.6.2.7-1 & 9.6.2.7 -2) - May be Zero for proportioning foundations In ASD. Fpu 0.1786 *wp +Vpx (Eq. 9.6.2.6.2.7) USD Fp = 0.1260 "wp + 0.70Vp (Eq. 9.6.2.8.27) ASD V • 0.126 "W ASD (Eqs. 9.5.5.2.1 above) IBC EQ. SHEET OF Rev.6/29/04 G -y IBC Seismic I 1 1F Special reinforced masonry shear walls BWS Y Y 19.00 ft. 1.34 0.46 D 11 2200 R. 20.00 ft 19.00 it. 1 • Bearing Wall System Sec. 9.5.2.3.1 Sec. 9.14.1.1 - for Nonbuilding Structure definition. height to top level in main portion of structure (abv.base) Spectral response acceleration at 0.2 seconds for Site Class B. Spectral response acceleration at 1.0 seconds for Site Class B. Table 9.4.1.2 Soil profile properties "D" is default unless the Building Table 1 -1 page 4 Official thinks it is Site Class "E". Output W = Building weight (# or kips) I Section 9.1.3 & Table 9.1.3 1.000 Table 9.4.1.2.4a 1.540 Table 9.4.1.2.46 1.340 Sms = FaSs Sec. 9.4.1.2.4 (Eq. 9.4.1.2.4 - 1) 0.708 Sm1= FvS1 Sec. 9.4.1.2.4 (Eq. 9.4.1.2.4 -2) 0.893 Sds = 2/3Sms Sec. 9.4.1.2.5 (Eq. 9.4.1.2.5-1) 0.472 Sd1= 2/35m1 Sec. 9.4.1.2.5 (Eq. 9.4.1.2.5-2) D Tables 9.4.2.1a & 9.4.2.1b 0.106 0.2SdtMSds Section 9.4.1.2.6 0.629 Sd1 /Sds Section 9.4.1.2.8 0.02 Section 9.5.5.3.2 Table 9.5.5.3.2 0.182 seconds - Sec.9.5.5.3 (Eq. 9.5.53.2 -1) 0193 Section 9.4.1.2.6 (Eq. 9.4.12.6 -1)or (Eq.9.4.1.2.6 -2) 6 Table 9.5.2.2 Response Modification Coefficient 2 System Overstrength Factor modified for flexible diaphragm 3.6 Deflection Amplification Factor for use in Sections 9.5.3.7.1 8 9.5.3.7.2 1 Occupancy Importance Factor - Table 9.1.4 ACI 530,1.13.2.2.6 0.179 Section 9.5.5.2.1 (Eq. 9.5.5.2.1 -1) 0.619 Section 9.5.5.2.1 (Eq. 9.5.5.2.1 -2) 0.039 Section 9.5.5.2.1 (Eq. 9.5.5.2.1- 3) &(Eq. 9.5.5.2.1 -4) 0.179 Section 9.5.5.2.1 (Eq. 9.5.5.2.1 -1) 0.179 "W At strength level USD (Eqs. 9.6.6.2.1) 0.126 "W Working ( 0.7 "E) ASD Table 9.5.5.3.1 Cu =1. wp = The weight of the diaphragm and other elements of the structure attached to it Vpx = The portion of the shear force at the level of the diaphragm, required to be transferred to the components of the vertical seismic-force- resisting system because of the offsets or changes in stiffness of the vertical components above or below the diaphragm. Use the larger 0 these 2 equations 3/29/2006 Seismic IBC2003.xls Input • Job number : Job name : SC-4 Retail Walls - ASCE 7 -02 Section 9.5.2.6.24 Wall weight , Ww ap/Rp 1p . Are the walls bearing or shear walls? Top of wall elevation (parapet)' 22 Elevation of top of wall lateral support (max.) si 20 Elevation of top of wail lateral support (min.) • 19 le' 1 Sds • 0.893 Seismic Design Category (SDC) • D is Diaphragm considered Flexible? Y z/h • 1.0 Wall Anchorage & Parapets ASCE 7 -02 Section 9.5.2.6.2.8 Controls Wag Fpu* tels n Fpm Fp in at high M design . roof M design it at low M design • roof M design = Controls Wall Parapet only design Architectural Wan Element Farce ( Non-Bearing Walls 1 ENGINEERS - NORTHWEST, INC.P.S. 6889 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Property of Engineers Northwest Inc, Seattle - Use by others uNawfil (shaded cells psf Parapets braced to framing below its cg. ASCE Table 9.8.2.2) ASCE 7 -02 Section 9.6.1.5 ft. from " IBC EQ." Sheet ft. - fL " Output Ww • wall weight (psf) Concrete & Masonry Wall Lateral Loading - Out -of -plane force. 0.357 'WW Main wall design (USD) Controls Watt 0.251 'Ww Main wall design (ASD 0.7'E) desioo 19.6 psf ASD 980 (ft-ft/ft.) (ASD) simple span (neglecting parapet) 960 (#- ftJft.) (ASD) reduced for cantilevered parapet 884 0/-ft/ft.) (ASD) simple span (neglecting parapet) 841 (#- ftJft) (ASD) reduced for cantilevered parapet ASCE 7 -02 Section 96.1.3 Concrete & Masonry Parapets - Out-of -plane force. Fpu • 1.072 'Ww (Eq. 9.6.1.3 -1) Controls ParaDet Fpu' 1.429 •Ww (Eq. 9.6.1.3-2) maximum only design Fpu • 0.268 •Ww (Eq. 9.6.1.3-3) minimum Fpu • 1.072 'Ww USD - Controls Fp design • 0.750 'Ww Working ( O.TE factor ) Fp design • 58.6 psf (ASD (40.7•E ) M design • 117 (#- ftJft) (ASD a 0.7'E) min. parapet 2 ft high M design = 263 (a ftift.) (ASD {)i? 0.7•E ) max. parapet § 3 It high 2003 IBC Section 1604.8.2 & ASCE 7 -02 Section 9.5.2.6 - Concrete & Masonry Wall Anchorage - Out-of -plane force. Fpu • 290 (p11) Minimum USD @ point of anchorage Controls $nchorerm Forc@ Cs • 0.714 Wall anchorage Tributary Weight • 993 (pit) Max. point of anchorage Fpu is Cs • Tributary Weight Fpu' 710 (pit) USD @ point of anchorage Fp design • 497 (pit) (ASD 0.7•E) at point of anchorage ASEC 7 -02 Section 9.6.1.3 Architectural Wall Elements - Out-of -plane force. Fpu Is 0.429 •Ww (Eg. 9.6.1.3-1) Fpu = 1.429 'Ww (Eq. 9.6.1.3 - 2) maximum Fpu - 0.268 •Ww (Eq. 9.6.1.3-3) minimum Fpu' 0.429 *Ww USD - Controls Fp design • 0.301 •Ww (ASD «0.7•E) Wall Anchorage - NOTE:- 1.) For wall anchors that are not embedded 8 diameters minimum multiply the above wall anchorage factor by 2.0 for the anchor loads 2.) For design of steel elements of the wall anchorage system multiply the above anchorage loads by a factor of 1.4. Sec.9.2.6.3.2 3.) For design of wood elements of the wall anchorage system the minimum net thickness of thgBCgq 4elements must be 2 -1/2 ". SHEET OF Rev.6/16/04 Controls Component Seismic 3/29/2006 Seismic IBC2003.Ids L -lO • ENW ENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS P ROJECT # SUBJECT W PROJECT 5c - s' 2E 'n i L w - 10 - 'Id 6869 WOODLAwN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAx (206) 522 -6698 Lis , /z / 3 3 x /S r 8o Z y 2 ¥7 /7 /ft /2 9 6 ) / r 4' 2- / 7 30 . y /n' _ 7S ,P/ e )1p iyftc /S o1'ee4 e 6 ' fs ,4 n 7 Wt /d 040 2Gkc44 c / 4 A,„ U ct - - 3 6 .r //33 = 730 /' //' /a o ,� attL" DATE 5. 29'06 SHEET 4-it OF By 3°54 • ENW -5 ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAx (206) 522 -6698 PROJECT# PROJECT C _4' /at 7 / DATE J • 29 ¢6 SUBJECT SHEET L I2OF BY yZ l V = ,/2G ( /29x /f 80 z ) EGG //c � �= U0 = y66 / / i • / 3 = 3 4 1/29 s /7, . p /f S w Jo Stnt.5 e /2 Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Include Warping Yes Area Load Mesh (inA2) 144 Merge Tolerance (in) .12 P -Delta Analysis Tolerance 0.50% Vertical Axis Y Number of Shear Regions 4 Region Spacing Increment (in) 4 Biaxial Column Method PCA Load Contour Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes Hot Rolled Steel Code AISC: ASD 9th Cold Formed Steel Code AISI 99: ASD NDS Wood Code NDS 91: ASD NDS Temperature < 100F Concrete Code ACI 1999 , Global % 2 Company : Engineers Northwest Designer : Robert Raichle Job Number : Rolled Steel Properties 1 Label HR STL 1 29000 1 11154 1 .3 1 .65 1 .49 1 36 Hot Rolled Steel Section Sets 1 1 M N1 1 N2 Member Primary Data Label I Joint J Joint K Joint Rotate(deq Section/Shape Design List Type Material Design Rules 1 BEAM1 1 Channel Column HR STL I Typical Label Shape Design List Type Material Design Rules A [in21 lyy [in4] Izz rin41 J lino] 1 1 BEAM1 1 C8X11.5 1 Channel 1 Column 1 HR STL 1 Typical 1 3.38 1 1.32 1 32.6 1 .13 Member Advanced Data J E [ksil Label I Release J Release M1 1 Joint Coordinates and Temperatures Label X rft] G [ksil RISA -313 Version 5.0c [C: \RISA3d \COLUMN.r3d] Nu Therm ( \1E5F) Density[k/ft^3] Yieldlksil I Offsetrin] J Offset[in] T/C Only Physical TOM Inactive 1 Yes Y [ft] 0 1 Z [ft] 0 Temp 19 0 > May 30, 2006 3:43 PM Checked By:_ Detach From Diap N1 N2 0 0 6 0 0 Page 1 1 1 N1 0 7.4 0 0 0 0 2 1 N2 0 0 0 0 0 0 3 1 Totals: 0 7.4 0 None 4 1 COG (1t): X: 0 Y: 6 Z: 0 1 Dead None 1 1 2 Live left None 3 Live right None Company : Engineers Northwest Designer : Robert Raichle Job Number : Joint Boundary Conditions 1 2 N1 N2 Reaction Reaction Reaction Reaction Reaction Reaction Hot Rolled Steel Design Parameters Label Shape Lengthl.• . LbVV[ftl Lbzzlftl Lcomp top...Lcomp bot... Kyy Kzz Cm -yy Cm -zz Cb sway z sway 1 1 1 M1 I BEAM' 1 6 1 1 1 1 1 1 1 1 1 1 I Basic Load Cases Joint Loads and Enforced Displacements (BLC 1 : Dead) 11 1 BLC Description "Load Combinations Description Solve PDeita SRSS BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 11 'Total LoadlYes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Joint Reactions Joint Label X fkfm] Joint Label N2 LC Joint Label Cat or Member ASD Steel Code Checks (By Combination) L..Member Shape UC Max Loc...Shea..Loc Fa[ksi Ft[ksi_ yh 1 1 11 1 M1 I CsX 11.5 1 .200 X rk Y fk /inl RISA - 3D Version 5.0c [C: \RISA3d \COLUMN.r3d] Z fk/inl X Rot.rk -ft/rad] Y Rot.[k- ft/radl Z Rotdk- ft/radl X Gravity Y Gravity Z Gravit y Joint L,D,M Direction Magnituderk k -ft in rad k's ^2/ft1 L I Y 1 - 7.4 1 Y Ik Z Ik MX Ik -ft Fby[ksil May 30, 2006 3:43 PM Checked By:_ Point DistributedArea Me Surface MY Ik -ft MZ Ik -ft o /.000 0 27 08.962 1 .6 .6 H1 -1 Fbzf... Cb C... C... Eqn Page 2 Deck Metal Visabie weld diameter (In.) Gage Thickness (in.) 1/2" 5/8" 3/4" ggva 0.0283 440 557 873 0.0348 531 874 816 0.0451 677 883 1049 0.0566 828 1081 1295 Project: 1SC-4 ENGINEERS - NORTHWEST, INO.P.S. SHEET OF 6869 WOODLAWN AVE. N.E. (SUITE 205) Rev. 5/1/98 SEATTLE, WA. 96115 Properly of Engineers Northwest. Inc. Seethe - Use by oaten unlawful NPUT Input 112 n. C WR 22 pa. 381n. 6.5 Rolc 5 W 1/2 3 S 10 Y ASTM 006011 Decking depth "D" Decking Grade = Decking type Deckktg gage = Decking width = Decking span "Lv" _ Number of support fasteners per sheet = Are support fasteners welds (1N) or screws (S) 7 Input well diameter= Number of sidelap fasteners per span • Are sidelap fasteners welds (W) or screws (8) 7 screw # (sae) Do lateral bads include any Seismic Toad 7 = OUTPUT (1.12" Is the gDh option) 611 Grade C is the only option Options WR (wide rlb),IR (Intermediate rib) & NR (narrow rib) Opens 1820&22 Options 30 & 36" Support sparing (10 2 max.) Options (3,4,5&7on 36" wide sheet & 3,486 011 30" wide sheet) Support fastener Options (0 to 8) Sidelap (stitch) fastener Options screw sizes 88 910, 812 & *14 Seismic loads are included in the lateral loads NOTE - Decking thickness "t" = 0.0295 in. For sidelaps use screws wi $ 2 pt & 16 threadtim. Screw dia. (dkg. to dkg.) • 0.1867 Sidelap (stitch) fasteners Decking length "tit" = 19.5 R Decking Fy 33 ksi Diaphragm Of • 1.374 kips Eq .4.61 Strength Os • 0.633 kips Eq.4.5 - Evaluation aS = 05/05= 0.461 =1- 0LW(240(t) = 0.763 Eq. 22-4a nor os= 4.15 a1 a a2 IS 1.87 Eq. 2.2 -1 ne =ns= 9 np 2 Su 1 = 1.104 Mt. Eq. 2.2.2 E xp =E xe2 = 936 Eq. 2.2-4a B= 9.93 Su 2 = 0.666 k/ft. N • 1.39 Eq. 2.2.5 Su3 0.853 kMt R s = 3.00 DSC Sec.2230 D 5 -Factor of safety Smax.allow. 0.478 it/ft 8 • 0.218 klh. Allowable Shear Diaphragm E s 29600 ksi &ODness Sf= 0.0067 Evaluation Ss= 0.0175 C= 5.58 D 9093 4 0.90 un= $ uri2L= 34.97 K2 a Est - 870 Use for deflection calculation 2.6(s/c) = 3.80 141 • 0.288 Use for deflection calculation A1r = 758 Use for deflection oakulation O" • 19.62 Win. Use for defection calculation w (Mt.) L dlaph. span (R) & B dfapb. depth (R) siren:- A• v'(L9/(8•B"G REF.:- ICBO Acceptance Criteria for Steel Decks - AC43 dated 711/97 Section 4.3 states:- Diaphragm Capacity: Steel deck diaphragm capacities are determined by one of the following references. And reference 82 b: 4.3.2 Diaphragm Design Manual , 2nd edition, published by the Steel Deck institute Inc. 1987: except that factors of safety sludl be as set forth in Section 2230 D 5 of the 94UBC. NOTE - 1.) Minimum endlaps are 2 M. with 1 in. min. end distance each side of fastener. 2.) Minimum sidelap edge distances are 3/8 in. 3.) Screws must be installed using property calibrated toot to Mod overdriving which can strip threads. 4.) Decking to Supports and decking to decking connections must br tight prior to welding or screwing. 5.) Decking must be continuous over (3) spans minimum. 8.) For this program use ONLY nested sidelap decking. Design weld strengths (bsNialtl) ( weld washers not used) Fu = 45 ksl. & Factor of Safety =3.00 Diaphragm Design 5/8 or 12 inch diameter 329/2006 STLDLAPH.XLS Deck Metal Visable weld diameter (In.) Gage Thickness tor.) 1/2' 5/8" 314" F1 R!=m 00283 440 557 673 00346 631 874 818 0.0451 677 883 1049 0.0586 828 1061 1295 Project: ISC-4 Decking depth 'D' Decking Grade = Decking type = Decking gage = Decking width = Decking span 'Iv" _ Number of support fasteners per sheet = Are support fasteners welds (W) or screws (S) 7 Input weld diameter= Number of sidelap fasteners per span = Am sidelap fasteners welds (W) or screws (S) 7 screw* (size) - Do lateral loads Include any Seismic bad 7 Properly of Engineers Northwest, Inc., Seattle - Use by others unlawful kput 1 1/2 M. C WR 22 ga. 36 In. 8.5 tolc 5 w 1/2 6 S 10 Y ASTM Decking thickness "f' ENGINEERS - NORTHWEST, INC.P.S. SHEET 6869 WOODLAWN AVE. N.E. (SUITE 205) Rev. 5/1/98 SEATTLE, WA 98115 INPUT OUTPUT 0.0295 (1 -1/2" Is the gf(y option) 611 Grade C is IAe only option Options WR (wide db),IR fmtennediate rib) & NR (narrow rib) Options 18,20522 Options 30 & 38" Support spacing (10 It. max.) Options (3,4,5 &7on 38" wide sheet & 3,458 on 30" wide sheet) Support fastener Options 5/6 or 1/2 inch diameter Options (0 ID 8) Sidelap (stlkt) fastener Options screw sizes *8 *10, *12 & *14 Seismic bads are included in Ere lateral bads NOTE: in. For sidelaps use screws w/ a 2 pt & 15 threads/in. Screw dia. (dog. to dog.) • 0.1867 S deiap (stitch) fasteners Decking length "Lot' = 19.5 It Decking Fy = 33 ksi Diaphragm Of = 1.374 kips Eq.4.5 -1 Strength Os • 0.633 kips Eq.4.5-2 Evaluation as = Qs/Of = 0.481 k = 1- DLv/[240(t) "] = 0.763 Eq. 2.2-48 M ae= 8.91 at • a2 = 1.67 Eq. 2.2 -1 ne=ns= 15 np 2 Su 1 = 1.527 k/IL Eq. 2.2 -2 E tp+Sxe2• 938 Eq. 2.2-4a B = 12.69 Su 2 = 0.861 Mt N a 1.33 Eq. 2.2-5 Su 3 = 0.804 KM. O s = 3.00 UBC See.2230 D 5 - Factor of safety smaxallow.= 0.478 km. E • 0.268 Mt Allowabb Shear Diaphragm E= 20500 ksi Stiffness 51= 0.0067 Evaluation Bs = 0. 0175 C 4.17 D = 9093 $a 0.90 $ On =$ D/12L = 34.9/ 1C2 • E't = 870 Use for deflection calculation 2.8(e/d)= 3.80 K1= 0.214 Vas for deflection calc&afan Darr = 758 Use for deflection calculation G' • 20.27 kgn, Use for deflection calculation w (kilt), L dlaph. span (ft.) & B dlaph. depth (R.) thsn:- M w'(L) REF.: fCBO Acceptance Criteria for Steel Decks - AC43 dated 7/1/97 Section 4.3 states:- Diaphragm Capacity. Steel deck diaphragm capacities are determined by one of the following references: AM reference 92 W 4.3.2 Diaphragm Design Manual , 2nd edition, pubfnMd by the Steel Deck Institute Inc, 1987; except that factors of safety shall be as set firth in Section 2230 D 5 of tha (MUBC. NOTE: - 1.) Minimum end /aps are 2 in. with 1 in. at end distance each side of fastener. 2.) Minimum sidelap edge distances are 3/8 in. 3.) Screws must be installed using properly calibrated toots ED avlod overdriving which can strip Threads. 4.) Decking to supports and decking to decking connection must brtigM prior to yarding or screwing. 5.) Decking must be continuous over (3) spans minimum, 8.) For this program use ONLY nested sloerap decking. Deaipn weld strengths, (Ibs/weld) ( weld washers not used) Fu = 45 ksi.. Fads of Safety =3.00 Diaphragm Design 5 42 3/29/2008 STLDIAPH.XLS Deck Metal Visable weld diameter (in.) Gage Thickness (in.) 1/2" 5/8" 3/4" FRR1' 0.0283 440 557 873 0.0348 531 874 818 0.0451 877 883 1048 0.0586 828 1081 1295 Project: 1SC-4 Decking depth "D" Deddng Grade = Deddng type = Dodd,' page = Decking vddih Decking span "Le = Number of support fasteners per sheet = Are support fasteners welds (W) or screws (8)? input weld diameter = Number of sidelap fasteners per span = Are sidelap fasteners welds (W) or screws (S) ? screw 0 (size) _ Do lateral bads include any Seismic bad ? ENGINEERS - NORTHWEST. INC.P.S. SHEET OF 6889 W000LAWN AVE N.E. (SURE 205) Rev. 5/1/98 SEATILE, WA 98115 Property of Engineers Northwest. Inc., Swale - Use by others unlawful Decking thickness "1 _ INPUT input 1 4/2 in. C WR 22 qa. 361n. 6.5 ?Loft 7 w 1/2 6 8 10 Y OUTPUT 0.0295 (1 -1/2" is the got/ Option) 611 Grade C is the only option Options WR (wide rib),IR (Intermediate rib) 8 NR (narrow rib) Options 18,20822 Options 30 8 36" Support spadng (10 R max.) Options (3,4,587on 38" wide sheet & 3,488 on 30" wide sheet) Support fastener Options 5/8 or 1/2 Inch diameter Options (0 to 8) Screw die (dig. t0 dkg.) - 0.1887 Meted (stitch) fasteners Decking length "Ld" = 19.5 R Decking Fy= 33 ksi Diaphragm Of • 1.574 ldps Eq.4.5.1 Strength Os= 0.633 kips Eg.4.S-2 Evaluation us = 05/Of = 0.461 = 1 - 0Lv11240(t)'1 = 0763 Eq. 2.2-4a rn as 6.91 at =a2= 2.00 Eq. 2.2-1 ne =ns= 15 nor= 2 Su 1 • 1.821 kliL Eq. 2.2.2 E xp xe2 = 1006 Eq. 2.24a 8= 13.14 Su 2 = 0.892 k/fL 14 = 2.00 Eq. 2.2-5 Su3• 0.877 Mt. Las = 9.00 UBC Sec.2230 D 5 - Factor of safety Smax.ailow.= 0.478 kfft. S • 0.292 Mt. Allowable Shear Sldelap (stitch) fastener Options screw sizes #8 010, 012 8 014 Seismic bads are induded )n the lateral loads NOTE: - in. For sidelaps use screws w/ 0 2 pt. 818 threads/in. Diaphragm E = 29500 ksi Stiffness St = 0.0067 Evaluation Ss= 0.0175 C = 3.88 D 1549 = 0.90 rp on =11 Lut2L = 5.96 K2 • E't • 870 Use for deflection calculation 2.8(s/d) • 3.80 K1 = 0.199 Use for deflection calculation Uw = 129 Use for deflection calculation Cr • 63.82 kAn. the for del lion calculation w (Mt) , L diaph. span (R) & 8 diaph. depth (R.) then:- Co w(L) REF.:- ICBO Aooeptance Criteria for Steel Decks • AC43 dated 7/1 /97 Section 4.3 states:- Diaphragm Capacity Steel deck diaphragm capacities are determined by one of the following references: And reference 02 is: 4.3.2 Diaphragm Design Manual , and edition, published by the Steel Deck institute Inc. 1087, except that factors of safety shall be as set forth in Section 2230 D 6 of the 94UBC. NOTE: - 1.) Minimum endtaps are 2 M. with 1 in. min. end distance each side of fastener 2.) Minimum sidelap edge distances are 3/8 in. 3.) Screws must be Installed using properly calibrated tools to avlod overdriving which can strip treads. 4.) Decking to supports and decking b decldng connections must br light par to welding or screwing. 5.) Decking must be continuous over (3) spans minimum. 8.) For this program use ONLY nested sidelap decking. Design weld strengths, ObsM4d) ( weld washers not used) Fu = 45 ksi. & Factor of Safety =3.00 Diaphragm Design AZ 3/29/2000 STLDIAPH.XLS ENW ENGINEERS NORTHWEST, INC., P.S. ^- STRUCTURAL ENGINEERS • ROJECT # PROJECT / 3C -4 , /i / DATE S e �'� ' SUBJECT .�-,{ Le.I !N { �f S HEET 4„..)"I OF 4)7,440 e /oosl /7.66 ps( 2./, c1 e9 c 25 - / 4) eofr eia s /•o7 tJ we 4. Pa-sfla+ uJ„ pw pJ e 411, 17 jam: • z $ 6 'I L= 11 6869 WOODLAWN Ave. N. E., #205, SEATrt.e, WA 98115 (206) 525 -7560 FAx (206) 522 -6698 3 - - 2 ; X � 4 /11 (1. 73.33 ) / r1 (6 & e 2 /Ma By n p-at) &f "CMU" Unit Net Compressive Strength, (Pei) Design fm (par UNIX/ Typs "8" Molter 4800 3000 3750 2500 2800 2000 1900 1500 INPUT JOBS( 08 438 f Walls designed by thls method "REQUIRE SPECIAL INSPECT' DESIGN DATA Masonry fm • Reinlorting steel Fy • q wind (ASD) design • q wind (ASD) parapet design Seismic Cs (LSD) factor • Sds• Component Importance factor Ip • Parapet apMp • Parapet set • Fpu talc Parapet Fpu max. to Fpu min. • Parapet Fpu controls WALL DATA Nominal wall thickness • CMU block Is Jamb wall weight • Hader wan weigh Tohd wall height Clear wall design Might • L.stt wall opening width Left well opening height • Jamb width • Right wan opening width • Right wall opening height Opening (door) weight • K factor• Is Jamb solid graded? • M wall Running or Stack bond? • LOADING DATA Uniform Live Load • Uniform Dad Load • Load Ecc.from I.F.of wall • Concentrated Live Load • Concentrated Dad Load • Load Ecc.from I.F.ofwail • Concentrated load bry. width • Concentric Live Load • Concerto Dad Load • le Live Load F1onr,RooforSnow? Public Assembly, a100psf or Garage? Does Roof Shed Snow? Quantity of Rsbar in Jamb width • Rebid "d" • M• As max, • Em•0.900*fm • n • Es/Em• Seismic Factor "Cs" _ Wind Pressure • PRQIECT:-SC.4 1500 psi 60000 psi 12.50 pat MAO pH 0.3570 0.893 1.0 1.0 1.0 1.0718 1.4285 0.2679 1.0716 8M. Closed-end 65 pH 66 psf 22.00 R 1900 h 0.001E 0.00 f1 ♦00 0.0011 0.00 ff. 15 psi 1 N R 560.0 pit 2640 MI 2.00In. 0.0 lbs. 0.01b. 000 m. • 0.00 M. 0.0 pre 0.0 pN 8 N N VERTICAL REBAR DMA Reba, Size= 8 1 3.81 M. OUTPUT DATA 0.3 sq.ln. 100 sq.1n. 1360 ksl 21.48 0.357 1260 pH ASD ENGINEERS NORTHWEST. INC. 6869 WOODIAWN AVE. N.E. (SURE 205) SEATTLE. WA. 96115 of Enron Northwest, Me, Bone - Use by oSws unlawful �Yi 0c DESCRIPTION:.( ! Iwo WALL OPENINGS MASONRY WALL DESIGN, Based on 2003 IBC/ACI 630.02 Section 32.5 ASCE 702 8.5.12.2.2 6.5.11.5 9.5.2.8.2.8 9.4.1.2.6 90.1.5 TM. 9.8.2.2 9.8.1.3 'Ww(9.6.1.3.1) 'Ww(9.8.1.3 -2) 'Ww(9.8.1.3-5) sow (USD) Aria /at IAMroutad AM , 41 53 7.625 In. 6 l p •Aamd • 0.0017 6 '11c94 t( emile0/• 1.26058. // ( Jambe JAMa HDr soL1D GROUTED r JAMB Wt. • 66psf HEADER Wt. • 65 pet - mbar spacing to Wank walls WALL Thk. - 7.625 in. Q reline bit 00. Opening wr.• 10 pH Seismic opening wldtli= 0 R. Jamb width • 4 R opening vAdUp • 0 R. • + Ecc. • toward building Manor AO 603-02 Section 3.2.5.2 ACI 603-02 Section 10.2.2.1 NOTE: - 7MSe bars rsquit a lap or Inches mk USD Fpu•Cs Wp Parapet 23.39% ,DESIGN DATA WALL DESIGN DESIGN MEETS THE CODE DESIGN REQUIREMENTS of 2053 IBC Section 2108 MWphl Mn mats the requirements of ACI 630.02 Section 330.4 ASD deflection mats the requirements of 530 -02 Section 3.2.5.6 M M lass than rho maximum therefore mats the requirements of ACI 5330.02 Section 3.2.5.2 h'ltc•30 A M3fm therefore meets the requirements of ACI 530 -02 Section 3.2.5.5 The parapet portion of the wall designs O.R. Required CMU Compressive strength • 1900ps1 Hollow CMU Block (50150) Medium Weight (psf) Wall Thickness Solid Grouted 16 "ofc 24 "ac 32"ofc 40 "olc 48 "olc 6" 78 63 68 65 53 45 10" 18 80 72 68 68 64 12" 124 94 66 80 77 76 Cbaed -end block CMU thickness 81n. 3kr. 10 M. 12 M. d (EF) maxknum 201 In. 636 bL 7.25 in- 9.00 M. M• 28.50 CMU wall WALL ELEVATION JAMB m NOT SOLID GROUTED N• 0.0 R • 0.7 Ev • 0.2SinD noor snow 0.179 D e$-c 96 Uss o111Y Type B mortar 15801 this program SHEET OF 12/06/04 rid =Ort. 1 8 5 Q WALL CTR. Ern M • 103.6 np • 0.0360 k• 0.2348 J• 09217 PARAPET HEIGHT - 3ft TOTAL HEIGHT • 22 R. CLEAR HEIGHT - 1911 8:16 AM 3r3Or2000 CMUWLIBC.XLS "CMU" Unit Net Compressive Strength, (PM) Design fm (psi• Wing lyps "8" Mortar 4800 3000 3750 2500 2800 2000 1900 1500 Required CMU Compressive strength - 1900ps1 Closed-end Block Hollow CMU Bloc8(60160) Medium Weight (psi) CMU thickness d (EF) maximum Well Thickness t 10" 12" Solid Grouted 78 98 124 6 ht. 8 in. 10 M. 12 M. 221 M. 828 h. 7.26 M. 9.00 M. 18 "ok 63 80 94 24"ota 58 72 85 3rok 65 88 80 40 "ox 53 66 77 Ma 26.25 48"ok 46 64 75 Ungrouted 38 41 53 INPUT 2 JOB MASONRY WALL DESIGN Walls designed by mks method "REQUIRE S DESIGN DATA Masonry fm • Reinforcing steel Fy • q wind (ASO) design IF q wind (ASD) parapet design • Setemk Cs (USD) factor• Sds• Camponem Importance factor ip• Parapet ap!Rp • Parapet MI • Fpu talc. Parapet Fpu max. • Fpu min. • Parapet Fpu controls • WALL DMA Nominal wall thickness • CMU Mock is Jamb wall wslgM • Header wall weight • Total wall Might • Clear wail design MIgM • Leis wall opening width • Loft wall opening Might • Jamb wWt • Right wall opening width • Right wall opening Might is Opentng (door) weigh • K factor • Is Jamb solid grouted? • Is wall Running or Stack bond? • LOADING DATA Uniform Live Load • Uniform Dead Load • Lad Ecc.fnen IF.of wall • Concentrated Live Load • Concentrated Dead Lad • Load Ecc.from I.F.otwall • Concentrated Mad beg. width • Concentric LJve Load • Concentric Dead Load • Is Live Load Floor,ROot or Snow? Public Assembly, sloops? or Garage? Don Roof Shed Snow? VERTICAL RFBAR DMA Reber Size e Quantity of Reber In Jamb wilt • Reber "d" • M max.• Em•0.900•fm • n - Es/Em • PROJECT: - SC3 retail DESCRIPTION : rioitogkr1 1600 psi 60000 psi 12.80 pat 21.40 psi 0.2510 9.693 1.0 1.0 1.0 1.0716 1.4288 02679 1.0716 8 In. Closed-end 104 par 58 per 22.003. 17.501L 0.00 R. 0.00 R. 4.00 It 0.00 3. 0.002 15 psf 1 14 R 650.0 pal 284.0 pal 2.00 M.. 0.0 Ibs. 0.0 lbs. 0.0012. • 0.00 M. 0.0 elf 0.0 p1f 8 N N 86 1 3.91 In. OUTPUT DATA As• 0.31 aq.in. 0.uaq.ln. 1360 ksl 21.48 Seismic Factor "Cr • Wind Pressure • 12.80 p6T ASD ENGINEERS NORTHWEST, INC. 5869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 96115 or Endows tronnwen, Mc, Seam - Use by alters unlawful Based on 2003 IBC /ACI 530.02 Section 3.2.5 PECIAL INSPECTION" ASCE 7-02 6.5.12.2.2 8.5.11.5 9.52.8.2.8 9 .4.12.5 9 .8.1.5 TM. 9.8.2.2 9.8.1.3 'WW (9.8.1.3 -1) 'War (9.6.1.3 -2) 'Ww (9.6.1.33) 'Ww (USD) Actual net 7.825 M. Jamb equal. mild thickness • 3.301 M. JAMB NOT SOLID GROUTED JAMB Wt.* 104 HEADER IM. • 68 par • rear spacing for blank walls WALL Thk • 7.8251n. = 02 • + Etc, • toward banding interior S centerline 0.251 USD Fpu •Cs Wp Opening WT.• 16 psi seismic opening MOIL • 0 ft. Jamb wilt • 4 R opening wile = 01. NOTE:- ACI 503.02 Section 3.2.5.2 ACI 50342 Section 12.2.2.1 DESIGN DATA WALL DESIGN DESIGN MEETS THE CODE DESIGN REQUIREMENTS of 2003 IBC Section 2108 Morph) Mn meets the requirements of ACI 630 -02 Section 32.6.4 ASD deflection mob the requirements of ACI 530 -02 Section 3.2.5.6 M is loss than rho maximum therefore meets the requirements of ACI 530 -02 Section 3.2.5.2 h'/t040 5 fac2?m therefore meets the requirements of ACI 530 -02 Section 3.22.5 The parapet portion of the wall designs O.K. CMU wall p •Aelbd • 0.0017 t (teceshell) • 1250 In. L (was) • 1.000 In. 1 LL HEIGHT = 22R CLEAR HEIGHT r r WA ELEVATION JAMB IS NOT SOLID GROUTED N • 0.0 12 • 0.7 Ev • 0.2SOaD • SHEET OF IWro WALL OPENINGS Use gift Type S mortar with this program floor moos 0.179 D N on. 1 15 C WALL CTR. M• 65.4 np• 0.0360 k• 0.2349 J• 0.9217 PARAPET HEIGHT {.51L A TOTAL These bars require a lap of 32 Mches /P .6 t a dour. Parapet t 99.61 % 12/06/04 7:38 AM 3!30/2006 CMUWUBCXLS "CMU" Unh Net Compressive 2119000 IMO Design fm (pal)• Using Type "S" Mater 1800 3000 3760 2500 2800 2000 1000 1500 INPUT e Jo60® ENGINEERS NORTHWEST, INC. SHEET OF 6889 WOODLAWN AVE. N.E. (SUITE 205) 12/06/04 SEATTLE. WA. 98115 al Engineers Nm6N•el, Inc., SaatM. Use M a6•m unlawful PROJECT: - 8C4 stall DESCRIPTION : W/0 WALL OPENINGS MASONRY WALL DESIGN Based on 2003 IBC/ACI 530.02 Section 3.2.5 Walls designed by this method "REQUIRE SPECIAL INSPECTI DESIGN DATA Masonry fm• Reinforcing stall Fy q wind (ASD) design • q wind (ASD) parapet design - Setsmlc Cs (U8D) factor Skis • Component Importance factor Ip • Parapet aplRp Parapet r/h • Fpu cak. • Parapet Ppu maw Fpu min. • Parapet Fpu controls • WALL DATA Nomlal wan thickness • CMU Mock Is Jamb wall weigh • Mader will weight a Total wall haigM- CMar wag design Might • Left wail opening width • Lett wall opening Might • Jamb width • RIgMwall opening width • RIgM wall opening height • Opening (door) weight • K factor • Is lamb solid grouted? • Is wall Running or Stack bond? • LOADING DATA Uniform Lb* Load • Uniform Dead Load s Load Ecc.from I.F.of wall • Concenratad Um Lad • Concentrated Dead Load • Load Ecc.hom LF.of wall - Concentrated lad brg. width • Concentric Live Load • Concentric Dead Load • is Um Load FIoOr,Roof or Snow? Public Assembly. '100pef or Garage? Does Roof Shed Snow? 1500 mil 60000 pen 12.60 MI 21.40 ps/ 0.2510 0.693 1.0 1.0 1.0 1.0716 1.4288 0.2670 1.0716 61n. Closed-end 104 psf 68 per 22.003. 16.00 ft 0.00 ft 0.00 R. 4.0o ft. 0.00 h 000 h. 15 pill 1 N R 550.0 Of 2640 pK 2.00 In. • 0.0lbs. 0.01M. 0.00 In. • 0.00 M. 0.0 pre 0.0 pt 8 N N VERTICAL REBAR DATA Rear Sim e Quantity of Reber In Jamb width • Rober"d" • 8 6 1 535 m. OUTPUT DATA As • 0.11 sq.ln. As max.• 1.36 aq.In. tm• 0.900•I'm • 1350kel n • Es/Em • 21.43 Salsmk Factor "G "• 0.261 Wind Pressure • 1160 pal 9ESION DATA ASCE 7.02 8.5.12.2.2 8.5.11.5 9.52.6.2.8 9.4.12.5 9.8.1.5 Tbl. 9.6.2.2 9.8.1.3 'Ws/ (9.6.1.3-1) 'Ww (9.6.1.3 -2) "Net (9.6.1.3-3) Ws(USD) Actual net 7.626 in. Re. ulred CMU Compressive strength • 1900ps1 Hollow CMU Block (60/60) Medium Weigtn (MN 8" 68 Wall Thlek Solid Grouted 16"olc Wok 32"o/c 40 "ok 46"o/c Ungrouad 78 63 55 53 45 38 10" 98 60 72 68 66 64 _ 41 12" 124 94 85 80 77 75 53 Closed-end Block CMU mlckness 61n. SIn. 10 m. 121n. d (EF) maximum 221 In. 635In. 7.25In. 9.00 In. M• 24.00 p •Aa/bd • 0.0018 t (facastnli) • 1350 t(Webs)• 1.0001n. Jamb equiv. solid thickness • 3.301 in. JAMB NOT SOLID GROUTED JAMB WL • 104 pa HEADER Wt. is 58 pef • rear 6packklg for blank was WALL TM. • 7.625 in. hL =0ft- Opening WT.• 15pef seismic Opening width,- 0 ft jamb width • 4R opening widOgt • 0 t + Em. -toward building aerial Each Pia ACI 503-02 Section 3.22.2 ACI 503-02 Section 16.22.1 USD Fpu •Cs sip AIM Parapet C R ME Mulphl Mn mad 1M requirements of ACI530-02 Section 32.5.4 LSD deflection meets Iha requirements of ACI 530-02 Section 3.2.5.6 As Is Mss than rho maximum therefore meets the requirements of AC1530 -02 Section 3.2.5.2 h' /K •30 6 Ia•.2fm therefore meets the requirements of ACI 530 .02 Section 33.5.5 The parapet portion of the wall designs O.K. CMU well WALL ELEVATION JAMB IS NOT SOLID GROUTED N • 02 Door f2• 0.7 snow 0.1790 Eva 0.2Sos0 NOTE:_ These bars require a bap of 100 Inches minimum 0046 % Use ... Type S mortar with this program s=o 1 6 6 V.E.F. hit - 872 rap - 0.0377 k• 02394 r 02202 PARAPET HEIGHT • 6 R. TOTAL HEIGHT - 22ft Ga it OP eit'!eye t Rv root /7 t CLEAR HEIGHT • 18 ft 7:38 AM 3/30/2008 CMUWLIBCJ(LS • ENW ENGINEERS NORTHWEST, INC„ P.S. ^- STRUCTURAL ENGTNEERs PROJECT # PROJECT SUBJECT SHEET G> / OF BY 6869 WOODLAWN Ave. N. E., #205, SEATTLE, WA 98115 (206) 525-4560 FAx (206) 522-6698 sc. -et 2e- /a,/ 0 0 0 DATE 3 "30 ^06 0 ,► ll 1 at I tie EF TAP 041 scot to: h � f �r 1. 8 It II i It i i� 4 . • ENW ENGINEERS NORTHWEST, INC„ P.S. ^- STRUCTURAL ENGTNEERs PROJECT # PROJECT SUBJECT SHEET G> / OF BY 6869 WOODLAWN Ave. N. E., #205, SEATTLE, WA 98115 (206) 525-4560 FAx (206) 522-6698 sc. -et 2e- /a,/ 0 0 0 DATE 3 "30 ^06 0 ,► "CMU" Unit Net Compressive Strengl imil Design fm (pal)' Using Type "S" Mater j0pp 3000 3750 2500 2600 2000 1900 1500 INPUT • 1 1 Jos t) 06036 MASONRY WALL DESIGN Based on 2003 IBC/ACI 530.02 Section 3.2.5 Walls designed by this method "REQUIRE SPECIAL INSPECT DESIGN DATA Masonry fm • Reinforcing steel Fy• q wind IASD) dnlen • q wind (ASD) parapet design • Seismic Cs (USD) factor• Sde Component Importance factor Ip • Pampa ap/Rp • Parapet 2m • Fpu als. • Parapet Fpu max. • Fpu min. • Parapet Fpu controls - WALL DATA Nominal wall thickness • CMU block le Jsmb wall weight • Header wall wagM • Total wall Might • Clear wall design height • Leh wall opening width • Left wall opening height - Jamb width - Riga wall opening width • RlgMwall opening height • Opening (door) might • K factor - te jamb solid grouted? • Is wall Running or Stack bond? • LOADING DATA Uniform Live Load - Unifonn Dead Load • Lad Ecc.from LF.otwall - Concentrated the Load • Concenkabd Dead Load - Lad Ecc.from I.F.ot wall • Concentrated bad bt . width - Concenhlc Live Lad • Conewnde Dead Load • b Live Load Foor,Root or Snow? Public Assembly, •100psf or Garage? Does Roof Shed Snow? VERTICAL REBAR DATA Reber Sire = Quantity Of Reber In jamb width • Reber •d" • As max. • Em•0.900•fre • n • EsIEm • Seismic Factor "Cs" Mind Pressure • OUTPUT DATA As • 0.31 aq.ln. E ENGINEERS NORTHWEST. INC. SHEET OF 8889 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE. WA. 98118 of Rnprnwe Naltmed, Inc, Seattle Use Wolters ia*Mii PROJE 3C4 DESCRIPTION: W/ WALL OPENINGS 1600 pal 60000 psi 12.60 pat 21.40 pal 0.3670 0.693 1.0 1.0 1.0 1.0716 14288 0.2679 1.0716 6 m. Closad .end 66 psf 66 psf 22.00 K 19.00 K 3.331E 7 .331E 1.3311. 0,00 h 0,00 h. 16 per 1 N R 560.0 p11 284.0 plf 2.00 In. 0.0 m. 0.0 Ibs. 0.00 In. • 0.001n. 0.0 ph 0.o pis S N N 56 1 525 M. DESIGN DATA ASCE 702 65.12.2.2 8.5.11.5 9.52.62.8 9.4.12.5 9.6.1.5 Tbl. 9.6.2.2 9.6.1.3 "Ww(9.8.1.3 -1) • Ww (9.6.1.3 -2) •Ww(9.8.1.33) 'Ww (USD) Actual net 7.6250. WALL Thk. • 7.525 in. Mb Face 0.42 sq.ln. 1350 kal 21.48 0.357 USD Fpu • Ca Wp 12.60 pal Mb ACI 80302 Section 316.2 ACI 50342 Section 1.6.2.2.1 p •Aelbd • 0.0037 (racnhal0 • 1.250 In. t (webs) • 1.000 M. Jamb equal. solid thickness •4.906 In. JAMB NOT SOUD GROUTED JAMB Wt. • 66 pet HEADER MA. = 56 psf tt_= 7.33 ft -' Opening WT.• 16 pet seismic opening Mak• 3.33 ft J Jamb with • 1.33 R opening wldmR • 0 R • + Ecc. •toward bulldog Interior yteu. ELEVATION JAMB th NDT SOLID GROUTED f1• 0.0 12 • 0.7 Ev • 0.2SO0 • NOTE: - These bare require a lap of 46 inches minimum 1. .•d.. • 4. It" v 4 '3 ':e Mu/phi Mn meets the requirements of ACI 53042 Section 3.2.5.4 ASD deflection meets the requirements of ACI 63042 Section 32.6.6 M N tees than loo maximum therefore meets the requirements MALI 530 -02 Section 316.2 h'/K•30 61a<.2?m therefore meets the requlremenb of ACI 53002 Section 315.5 The parapet portion of the wall designs O.K CMU wall Use m_YI Type S mortar with Mks program floor snow 0.179 D TR • o 1 6 V.E.F. 12/06/04 Required CMU Compressive strength • 1900ps1 Hollow CMU Bloeks50/501 Medium Weight (psf) 10" Wall Thkknsss Solo Grouted 18 "ok 24"olc 3rok 40"ok 48 "o/c Ungraded 78 63 58 55 53 45 38 98 60 72 68 66 64 41 it 124 94 85 60 77 75 53 Closed -end Block CMU thlcknns 61n. 111n. 10 m. 12 In. d (BF) madmum 2.31 m. 635 m. 726 In. 9.00 In. M• 28.60 M• 103.0 np• 0.0767 k• 0.3257 Is 0.6014 PARAPET HEIGHT • 311. TOTAL HEIGHT • 22h CLEAR HEIGHT • 191E 8'.30 AM 3430/2006 CMUWLIBC.XLS "CMU" Unit Net Compmssla SOenpt (psi) Design fm (psq• Using Type "S" Mortar 4800 3000 3750 2500 2800 2000 1900 1500 INPUT = JOB O MASONRY WALL OESION Based on 2003 IBCIAC1 530.02 Section 3.2.5 Walls designed by this method "REQUIRE SPECIAL INSPEC DESIGN DMA Masonry fm • Reinforcing steel Fy q wind (ASD) design q wind (ASD) parapet design • Sekmk Cs (USD) factor • 8de• Component Importance factor Pp • Parapet se/Re • Parapet 7th • r Fpu wk.• Jll Fp max • Feu min. • Parapet Fpu controls • Parapet WALL DATA Nominal wag thickness CMU block is Jamb wall weIgM • Headarwml weight Total wall height • Clear wag design Mlgh • Left wall opening width • Left wall opening Might • Jamb width • Right wall opening width • RIOMwSI opening Might • Opening (door) weigh • K factor s. Is jamb solid grouted? • Is wall Running or Stock bond? is LOADING DATA Uniform Lk* Load • Uniform Dead Load • Load Ecahom LFAt wall • Concentrated Lk* Load • Concentrated Dead Load • Load Ecc.from LF.of wall • Concentrated bad brg. width • Concentric LM Load • Concentric Dead Load • M tJvs Load Floor,Roo/ or Snow? Public Assembly, •t00psf or Garage? Doss Roof Shed Snow? As ma • Em•0.900•fm • n • Es&Em• Seismic Factor "Cs" • Wind Pressure • ENGINEERS NORTHWEST, INC. 6869 WOODLAWN AVE. N . (SUITE 206) SEATTLE, WA. 96116 et Engineers Nanmeet Inc.. See18e. Use by Wars uMMi PROJECT:.j9CJ DESCRIPTION : 4 1600 pal 60000 pet 12.60 psf 21.40 pal 0.3570 0.593 1.0 1.0 1.0 1.0716 1.4288 0.2679 1.0716 12 In Closed -end 124 psi 66 pin 22.00 ft 1600 ft 12.568 10.00 R 2.008 11.33 8. 10.00 ft 16 psi 1 Y R 550.0 p11 264.0 pif 2.00 M.• S01bs. 0.0 Ibs. 0.00 M. 0.00 In 0.0 Of 0.0 pit 8 N N VERTICAL REBAR DATA NOTE: Reber Size • These bars require a lap Of 32 Inches minimum Quantity Of Reber Ingots width • Reber "d" 9 5 2 7.501n. OUTPUT DATA As • 0.52 sq.ln. 0.43 sq.ln. 1360 kin 21.43 0.357 12.50 pet ASD ASCE 7 -02 8 .5.12.2.2 6.5.11.5 9.5.2.6.2.8 94.1.2.5 9.6.1.5 TM. 9.6.2.2 9.8.1.3 'Wm (9.1.3.1) 'Ww (9.8.1.3-2) 'Ww (9.6.1.3-3) 'Ww (USD) Actual net 11.526 h. WALL Thk. • 11.825 M. Each Face Q 108 Opening WT. =16 pet seismic opening width. 1256 R Jamb width • 2 8 opening wittily - 11.33 8 •+ Ecc. • toward Wilding Interior ACI 503-02 Section 3.2.55 ACI 503-02 Section 1.5.2.2.1 USD Fpu Cs Wp DESIGN DATA WALL DESIGN DESIGN MEETS THE CODE DESION REQUIREMENTS of 20031OC Section 2108 Mu/phl Mn meets the requirements of ACI 530 -02 Section 35.6.4 AS0 deflection meets the requirements of ACI 530 .02 Section 32.5.8 As Is less than rho maximum thereon meets the requirements o1 ACI 530 -02 Section 3 2.5.2 hYtc-30 a lac.2fm therefore meets the requirements of ACI 630-02 Section 3.2.5.5 TM parapet portion of the wall designs O.K. CMU wall 11 • 00 12 • 0.7 Ev • 0.2SDSD • 'WI WALL OPENINGS Use W Ii Type S mortar with this program Required CMU Compressive strength = 1900psl Hollow CMU fllockJ60/S0) Medium WetgM (pet) Wall Thickness Solid Grouted 16 "o/c 24 "ok 3ro/e 40 "ok 45 "ode UngrouMl 5" 78 58 65 63 45 36 10" 98 50 72 68 66 M 41 tr 124 94 86 80 T7 75 53 Closed-end Stock CMU thickness 6 M. 0 M. 10 M. 12 M. d (EF) maximum 2.81 M. 6.25 h. 7.25 M. 9.00 In. hit• 19.00 p •As/bd • 0.0034 t (facesMlq • 1.15001n. t (webs)• 1.1251n. Jamb equiv. solid thickness • 11.825 M. JAMB SOLID GROUTED JAMB WL • 124 ps HEADER WI. - es pet WALL ELEVATION JAMB IS SOLID GROUTED 000; snow 0.179 D SHEET OF 12R1WM Iw = 108 25 6 V.E.F. hb • 67.9 rap• 0.0732 k• 0.3164 Pr 0.8945 PARAPET HEIGHT • 38 TOTAL HEIGHT - 228 CLEAR HEIGHT = 198 8:33 AM 3130/2006 CMUWLIBCXLS O 93 0 5'0 0 4 `e ^ k !■••• v u 4 4 f [ r C 0 �— ' re r — r y J c r r i 1 1 ' r l . 1�l+ 110 !tun n ompixoninqmpEonialigiiimi rillirrannail mars= 0 0 0 ' 0 • ENW ' PROJECT # SUBJECT gicts /O0 ENGINEERS NORTHWEST, INC., P.S. PROJECT C 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAX (206) 522 -6698 Sc -� 72e- ? STRUCTURAL ENGINEERS DATE 3'30'O SHEET 54 OF BY 03 -31 -2006 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 1 8:14:00 AM Licensed to: Licensee name not yet specified. pppppp ccccc aaaaa p pc ca a p p C a p p c aaaaaa p p c c a a p pc ca a pppppp ccccc aaaaaa P P MA DDDDD A A D D Q A A D D O AAAAAAA D D A A D D O A A D D O A A DDDDD 000 SSSSS SSSSS OS S S S 0 S S 0 0 SSSSS SSSSS 0 S S (ttttt mm mm ) OS S S S( t mmmm ) 000 SSSSS SSSSS (t m m m ) Stiputer program for ANALYSIS AND DESIGN OF SLAB SYSTEMS Licensee stated above acknowledges that Portland Cement Association(PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the ADOSS(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the ADOSS(tm) program. Although PCA has endeavored to produce ADOSS(tm) error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the ADOSS(tm) program. Note: Further information and technical support on the ADOSS computer program is available through the CPCA Web site at: "www.cpca.ca ". 03-31 -2006 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 2 8:14:00 AM Licensed to: Licensee name not yet specified. FILE NAME PROJECT ID. St•.cN ID. ENGINEER DATE TIME UNITS CODE 3/30/2006 16:29:35 U.S. in-Ib ACI 318-95 SLAB SYSTEM FLAT PLATE FRAME LOCATION INTERIOR DESIGN METHOD STRENGTH DESIGN MOMENTS AND SHEARS NOT PROPORTIONED NUMBER OF SPANS 7 CONCRETE FACTORS SLABS BEAMS COLUMNS DENSITY(pcf ) 150.00 150.00 150.00 TYPE NORMAL WGT NORMAL WGT NORMAL WGT fc (ksi) 4.00 4.00 4.00 density factor 1.00 1.00 1.00 (psi) 474.30 474.30 474.30 X:IADOSSISC- 4 -1.ADS SC-4 Direction 1 NS REINFORCEMENT DETAILS: NON - PRESTRESSED YIELD STRENGTH Fy = 60.00 ksi DISTANCE TO RF CENTER FROM TENSION FACE: AT SLAB TOP = 2.00 in OUTER LAYER AT SLAB BOTTOM = 2.50 in OUTER LAYER MINIMUM FLEXURAL BAR SIZE: AT SLAB TOP = # 4 AT SLAB BOTTOM = # 4 MINIMUM SPACING: IN SLAB = 6.00 in 93 -31 -2006 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 3 8:14:00 AM Licensed to: Licensee name not yet specified. SPAN /LOADING DATA � �\�N (LENGTH Tslab 1 WIDTH L2 * * *1 SLAB 1 DESIGN COLUMN 1 UNIFORM LOADS 1 M9VIBER1 L1 1 LEFT RIGHT 1 SYSTEM 1 STRIP STRIP"' S. DL UVE 1( (in)1(ft) 00 1 (ft) ( I(psf ) (Psf )1 1 1 11 1 1 1 I 1 I 1 1`1 1.0 7.01 7.5 7.5 1 1 1 15.0 .01 10.0 100.01 2 1 15.0 7.01 7.5 7.5 1 1 1 15.0 7.5 10.0 100.01 3 1 15.0 7.01 7.5 7.5 1 1 1 15.0 7.5 10.0 100.01 4 1 15.0 7.01 7.5 7.5 1 1 1 15.0 7.5 10.0 100.01 5 1 15.0 7.01 7.5 7.5 1 1 1 15.0 7.5 10.0 100.01 8 1 15.0 7.01 7.5 7.5 1 1 1 15.0 7.5 10.0 100.01 7* 1 1.0 7.01 7.5 7.5 1 1 1 15.0 .01 10.0 100.01 1 i t • - Indicates cantilever span Information. " -Strip width used for positive flexure. " " " -L2 widths are 1/2 dist to transverse column. "E "- Indicates exterior strip. PARTIAL LOADINGS ARE NOT SPECIFIED PARTIAL LOADING DATA ".........le...,f..< 03-31 -2006 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 4 8:14:00 AM Licensed to: Licensee name not yet specified. • COLUMN/TORSIONAL DATA * **** * * *** * **- UMN I COLUMN ABOVE SLAB 1 COLUMN BELOW SLAB 1 CAPITAL" (COLUMN MIDDLE( MBER 1 C1 C2 HGT 1 C1 C2 HGT 1EXTEN. DEPTHISTRIP' STRIP'( I (in) (in) (ft) I (in) fn) (ft) I (in) (in) I (ft) (ft) I I 1 1 1 1 1 .0 .0 .0 16.0 .0 99.0 .0 .0 7.5 7.5 2 .0 .0 .0 16.0 .0 99.0 .0 .0 7.5 7.5 3 .0 .0 .0 16.0 .0 99.0 .0 .0 7.5 7.5 4 .0 .0 .0 16.0 .0 99.0 .0 .0 7.5 7.5 5 .0 .0 .0 16.0 .0 99.0 .0 .0 7.5 7.5 6 .0 .0 .0 16.0 .0 99.0 .0 .0 7.5 7.5 I 1 Columns with zero "C2" are round columns. * -Strip width used for negative flexure. ""- Capital extension distance measured from face of column. COLUMN 1 TRANSVERSE BEAM I DROP PANEL/SOLID HEAD 1 SUPPORT 1 NUMBER 1 WIDTH DEPTH ECCEN 1 LEFT RIGHT WIDTH THICK 1 FIXITY' I I (in) (in) (in) I (ft) (ft) (ft) (in) I % 1 1 1 1 1 1 I 1 .0 .0 .0 .0 .0 .0 .0 0% 7 .0 .0 .0 .0 .0 .0 .0 0% .0 .0 .0 .0 .0 .0 .0 0% .0 .0 .0 .0 .0 .0 .0 0% .0 .0 .0 .0 .0 .0 .0 0% .0 .0 .0 .0 .0 .0 .0 0% i 1 1 I * - Support fixity of 0% denotes pinned condition. Support fixity of 999% denotes fixed end condition. 1 93-31-2006 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 5 8:14:00 AM Licensed to: Licensee name not yet specified. LATERAL LOAD /OUTPUT DATA 'RAL LOADS ARE NOT SPECIFIED OUTPUT DATA PATTERN LOADINGS: 1 THRU 4 PATTERN LIVE LOAD FACTOR (1 -3) = 75% LOAD FACTORS: U = 1.40 *D + 1.70 *L U = .75(1.40 *D + 1.70 *L + 1.70*W) U = .90 *D + 1.30*W OUTPUT OPTION(S): Input Echo Centerline Moments and Shears Column Strip Distribution Fac Shear Table Reinforcing Required Bar Sizing Additional Information Deflections Material Quantities AL UNFACTORED DEAD LOAD = 111.880 kips LIVE LOAD = 115.500 kips Q3 -31 -2006 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 6 8:14:00 AM Licensed to: Licensee name not yet specified. - STATICS PRINT -OUT FOR GRAVITY LOAD ANALYSIS - JOINT MOMENTS (ft-kips) JOINT PATTERN -1 PATTERN -2 NUMBER LEFT RIGHT TOP BOTTOM LEFT RIGHT TOP BOTTOM 1 -2.0 2.0 .0 .0 2 -98.6 98.6 .0 .0 3 -82.6 82.6 .0 .0 4 -82.8 82.6 .0 .0 5 -98.6 98.6 .0 .0 6 -2.0 2.0 .0 .0 JOINT PATTERN -3 NUMBER LEFT RIGHT TOP 1 -1.0 1.0 .0 .0 -2.3 2.3 .0 .0 2 -71.2 71.2 .0 .0 -108.8 108.8 .0 .0 3 -53.6 53.6 .0 .0 -82.2 82.2 .0 .0 4 -53.6 53.6 .0 .0 -82.2 82.2 .0 .0 5 -71.2 712 .0 .0 -108.8 108.8 .0 .0 6 -1.0 1.0 .0 .0 -2.3 2.3 .0 .0 JOINT SHEARS (kips) -2.0 2.0 .0 .0 -70.9 70.9 .0 .0 - 53.7 53,7 .0 .0 -53.7 53.7 .0 .0 -70.9 70.9 .0 .0 -2.0 2.0 .0 .0 PATTERN -4 BOTTOM LEFT RIGHT TOP BOTTOM JOINT PATTERN -1 PATTERN -2 PATTERN -3 PATTERN -4 NP'MBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT -3.9 24.6 -3.9 2 -36.1 32.7 -19.9 3 -30.9 31.6 -28.5 4 -31.6 30.9 -15.3 5 -32.7 36.1 -30.8 6 -24.6 3.9 -10.7 10.7 30.8 15.3 28.5 19.9 3.9 -2.0 24.9 -34.3 16.4 -14.1 29.6 -29.6 14.1 -16.4 34.3 -24.9 2.0 -4.5 27.3 - 41.5 36.2 - 32.6 34.4 -34.4 32.8 -36.2 41.5 -27.3 4.5 ** - Negative moment encountered in span, analyze manually. 03 -31 -2006 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 7 8:14:00 AM Licensed to: Licensee name not yet specified. DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS FROM SUPPORTS COL LOAD CROSS DESIGN DISTANCE LOAD MAX.I.P. LOAD NUM TYPE SECTN MOMENT CR.SECTN PTRN DISTANCE PTRN (ft-k) (ft) (ft) 1 TOTL LEFT TOP -1.6 .175 4 1.000 1 BOT .0 .000 0 .000 0 RGHT TOP .0 .000 0 .000 0 BOT -13.1 .591 4 .000 0 2 TOTL LEFT TOP -85.1 .591 4 4.500 2 BOT .0 .000 0 .000 0 RGHT TOP 88.2 .591 4 3.750 4 BOT .0 .000 0 .000 0 3 TOTL LEFT TOP - 65.1 .591 1 3.000 4 SOT .0 .000 0 .000 0 RGHT TOP 64.6 .591 1 5.250 2 BOT .0 .000 0 .000 0 TOTL LEFT TOP - 64.6 .591 1 5.250 2 BOT .0 .000 0 .000 0 RGHT TOP 65.1 .591 1 3.000 4 BOT .0 .000 0 .000 0 5 TOTL LEFT TOP - 88.2 .591 4 3.750 4 BOT .0 .000 0 .000 0 RGHT TOP 85.1 .591 4 4.500 2 BOT .0 .000 0 .000 0 6 TOTL LEFT TOP .0 .000 0 .000 0 BOT 13.1 .591 4 .000 0 RGHT TOP 1.6 .175 4 1.000 1 BOT .0 .000 0 .000 0 Q3-31 -2006 ADOSS(im) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 8 8:14:00 AM Licensed to: Licensee name not yet specified. DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS ALONG SPANS SPAN LOAD CRITICAL DESIGN LOAD MAX. I.P. LOAD MAX. I.P. LOAD NUM TYPE SECTION MOMENT PTRN DIST LEFT PTRN DIST RGHT PTRN (ft) (ft-k) (ft) (ft) 2 TOTL 5.625 TOP .0 0 .000 0 .000 0 BOT 79.3 4 .000 0 7.125 3 3 TOTL 7.875 TOP -4.4 3 .000 DOT 49.5 2 4.875 2 4 TOTL 7.125 TOP .0 0 .000 BOT 57.7 3 4.875 3 5 TOTL 7.125 TOP -4.4 3 .000 BOT 49.5 2 4.875 2 6 TOTL 9.375 TOP .0 0 .000 BOT 79.3 4 7.125 3 0 .000 0 4.875 2 0 .000 0 5.625 3 0 .000 0 4.875 2 0 .000 0 .000 0 Q3-31 -2006 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 9 8:14:00 AM Licensed to: Licensee name not yet specified. DISTRIBUTION OF DESIGN MOMENTS AT SUPPORTS COL CROSS TOTAL TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT (ft-k) (ft-k) ( %) (ft-k) ( %) (ft-k) ( %) (ft -k) (% ) 1 LEFT TOP -1.6 .0 ( 0) -1.6 (100) .0 ( 0) .0 ( 0) BOT .0 .0(0) .0(0) .0( 0) .0(0) RGHT TOP .0 .0 ( 0) .0 (0) .0 ( 0) .0 (0) BOT -13.1 .0 ( 0) -13.1 (100) .0 ( 0) .0 ( 0) 2 LEFT TOP -85.1 .0 ( 0) -63.8 (75) .0 ( 0) -21.3 (25) BOT .0 .0 ( 0) .0 ( 0) .0 (0) .0 ( 0) RGHT TOP 88.2 .0 ( 0) 66.2 (75) .0 ( 0) 22.1 (25) BOT .0 .0( 0) .0(0) .0( 0) .0( 0) 3 LEFT TOP -65.1 .0 ( 0) -48.8 (75) .0 ( 0) -16.3 (25) BOT .0 .0( 0) .0( 0) .0( 0) .0( 0) RGHT TOP 64.6 .0 ( 0) 48.5 (75) .0 ( 0) 16.2 (25) BOT .0 .0 ( 0) .0 ( 0) .0 (0) .0 ( 0) BOT 0) ( .0 75) .0 ( ( 0). 0( 6.2(25) 0 ) RGHT TOP 65.1 .0 ( 0) 48.8 (75) .0 ( 0) 16.3 (25) BOT .0 .0(0) .0( 0) .0( 0) .0( 0) 5 LEFT TOP -88.2 .0 ( 0) -66.2 (75) .0 ( 0) -22.1 (25) BOT .0 .0( 0) .0( 0) .0( 0) .0( 0) RGHT TOP 85.1 .0 ( 0) 63.8 (75) .0 ( 0) 21.3 ( 25) BOT .0 .0( 0) .0( 0) .0( 0) .0( 0) 6 LEFT TOP .0 .0 (0) .0 (0) .0 ( 0) .0 ( 0) BOT 13.1 .0 ( 0) 13.1 (100) .0 ( 0) .0 ( 0) RGHT TOP 1.6 .0 ( 0) 1.6 (100) .0 ( 0) .0 ( 0) BOT .0 .0( 0) .0( 0) .0( 0) .0( 0) 03 -31 -2006 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 10 8:14:00 AM Licensed to: Licensee name not yet specified. DISTRIBUTION OF DESIGN MOMENTS IN SPANS ******.. i......iS£*****..... + +..+ +. **** SPAN CROSS TOTAL TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT (ft - k) (ft ( %) (ft (%) (ft (%) (ft-k) (% ) 2 5.63 TOP .0 .0 (0) .0 ( 0) .0 (0) .0 ( 0) BOT 79.3 .0 ( 0) 47.8 (60) .0 ( 0) 31.7 (40) 3 7.88 TOP -4.4 .0 ( 0) -2.7 (60) .0 ( 0) -1.8 ( 40) BOT 49.5 .0 ( 0) 29.7 (60) .0 ( 0) 19.8 (40) 4 7.13 TOP .0 .0( 0) .0( 0) .0( 0) .0( 0) BOT 57.7 .0 ( 0) 34.6 (60) .0 ( 0) 23.1 (40) 5 7.13 TOP -4.4 .0 ( 0) -2.7 (60) .0 ( 0) -1.8 (40) BOT 49.5 .0 ( 0) 29.7 (60) .0 ( 0) 19.8 (40) 6 9.38 TOP .0 .0( 0) .0( 0) .0( 0) .0( 0) BOT 79.3 .0 ( 0) 47.6 (60) .0 ( 0) 31.7 (40) Q3 -31 -2006 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 11 8:14:00 AM Licensed to: Licensee name not yet specified. )TE- Allowable shear stress in slabs = 252.96 psi when ratio of col. dim. (long /short) is less than 2.0. DIRECT SHEAR WITH TRANSFER OF MOMENT AROUND COLUMN COL. ALLOW. PATT REACTION SHEAR PATT REACTION UNBAL. SHEAR SHEAR NO. STRESS NO. STRESS NO. MOMENT TRANSFR STRESS (psi) (laps) (psi) (kips) (ft-k) (ft-k) (psi) 1 E 252.96 4 31.1 147.81 4 31.1 8.5 .0 147.81 21 252.96 4 77.1 274.82* 4 77.1 .0 .0 274.82' 31 252.96 4 66.4 236.83 4 66.4 .0 .0 236.83 41 252.96 4 66.4 236.83 4 66.4 .0 .0 236.83 51 252.96 4 77.1 274.82 4 77.1 .0 .0 274.82' 6E 252.96 4 31.1 147.81 4 31.1 -8.5 .0 147.81 - Shear stress exceeded. SHEAR ANALYSIS - -Wide beam shear (see "CODE ") is not computed, check manually. -After the column numbers, C = Corner, E = Exterior, I = Interior. S e GOf Seivs thcs Q3 -31 -2006 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 12 8:14:00 AM Licensed to: Licensee name not yet specified. NEGATIVE REINFORCEMENT OLUMN'PATT'LOCATION * TOTAL `COLUMN STRIP * MIDDLE STRIP "' N UMBER' NO.'@COL FACE* DESIGN * AREA WIDTH * AREA WIDTH (ft-k) ( sq.in) (ft) * ( sq.in) (ft) 1*' 4 LII -1.6 1.13 7.5 1.13 7.5 2 4 II 88.2 3.13 7.5 1.13 7.5 3 1 L II -65.1 2.27 7.5 1.13 7.5 4 1 II R 65.1 227 7.5 1.13 7.5 5 4 L II -882 3.13 7.5 1.13 7.5 6" 4 IIR 1.6 1.13 7.5 1.13 7.5 " - Positive reinforcement required, compute manually. POSITIVE REINFORCEMENT ******** *** * * ** +...L..... *........»******** SPAN *PATT*LOCATION TOTAL * COLUMN STRIP * MIDDLE STRIP NUMBER* NO *FROM LEFT* DESIGN * AREA WIDTH ' AREA WIDTH (ft) * (ft-k) * (sq.in) (ft) * ( sq.in) (ft) 2 4 5.6 79.3 2.48 7.5 1.62 7.5 3" 2 7.9 49.5 1.52 7.5 1.13 7.5 4 3 7.1 57.7 1.78 7.5 1.17 7.5 5** 2 7.1 49.5 1.52 7.5 1.13 7.5 6 4 9.4 79.3 2.48 7.5 1.62 7.5 ' ' "- Negative reinforcement required, compute manually. Q3 -31 -2006 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 13 8:14:00 AM Licensed to: Licensee name not yet specified. DESIGN RESULTS 'TE --The schedule given below is a guide for proper reinforcement `"° placement and is based on reasonable engineering judgement. Unusual boundary and/or loading conditions may require modification of this schedule. NEGATIVE REINFORCEMENT .* *** ***** * COLUMN STRIP *MIDDLE STRIP • LONG BARS • SHORT BARS • LONG BARS COLUMN*- BAR - LENGTH -•- BAR - LENGTH - •- BAR- LENGTH- NUMBER * NO SIZE LEFT RIGHT • NO SIZE LEFT RIGHT * NO SIZE LEFT RIGHT * (ft) (ft) * (ft) (ft) * (ft) (ft) 1" 4 # 4 1.00 4.74 3 # 4 1.00 3.35 7 # 4 1.00 3.63 2 5 #55.36 4.74 5 #53.35 3.35 7 #45.36 4.61 3 6 #4 4.74 8.11 6 #4 3.35 3.49 7 #4 3.86 6.11 4 6 # 4 6.11 4.74 6 # 4 3.49 3.35 7 # 4 6.11 3.86 5 5 #54.74 5.36 5 #53.35 3.35 7 #44.61 5.36 6•• 4 #4 4.74 1.00 3 # 4 3.35 1.00 7 # 4 3.63 1.00 "" - Positive reinforcement required, design manually. * COLUMN STRIP * MID DLE STRIP " LONG BARS • SHORT BARS • LONG BARS * SHORT BARS SPAN •- BAR - *- BAR ----•- BAR---- * -BAR- NUMBER * NO SIZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH • (ft) * (ft) * (ft) ' (ft) 2 7 #4 14.66 6 #4 13.03 4 #4 15.16 4 #4 12.66 3** 4 #414.50 4 #4 11.25 4 #415.50 3 #410.50 4 5 #4 14.50 4 #4 11.25 4 #4 15.50 3 #4 10.50 5•• 4# 4 14.50 4# 4 11.25 4# 4 15.50 3# 4 10.50 6 7 #4 14.66 6 #4 13.03 4 #4 15.16 4 #4 12.66 ** - Negative reinforcement required, design manually. POSITIVE REINFORCEMENT ************* ************************** * **** Q3 -31 -2006 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 14 8:14:00 AM Licensed to: Licensee name not yet specified. . ADDITIONAL INFORMATION AT SUPPORTS REINF. SUMMARY` ADD'L R/F REQ'D DUE TO UNBALANCED (U.) MOMENT TRANSFER eletUMN * NUMBER * W/O U. MOMENT * MAX.U. *GAMMA* FLEXURAL "PATT* CRITICAL SECTION * REQ'D - PROVO* MOMENT * -f * TRANSFER *NO. *SLABW - AREA - R/F "( sq.in) (sq.inp (ft -k) " " (ft -k) " " (ft) ( sq.in) 1 2.27 2.80 .0 1.00 .0 3 2.9 .00 0 # 4 2 4.27 4.50 .0 1.00 .0 4 2.9 .00 0 # 5 3 3.40 3.80 .0 1.00 .0 3 2.9 .00 0 # 4 4 3.40 3.80 .0 1.00 .0 2 2.9 .00 0 # 4 5 4.27 4.50 .0 1.00 .0 2 2.9 .00 0 # 6 2.27 2.80 .0 1.00 .0 4 2.9 .00 0 # 4 NOTE: Zero transfer "CRITICAL SLABW' indicates no support dimensions given for transfer. If beam(s) are present, transfer mode may be due to beam shear and/or torsion, check manually. ADDITIONAL INFORMATION FOR IN -SPAN CONDITIONS * REINF. SUMMARY * SPAN * * TOTAL FACTORED SPAN NUMBER* AT MIDSPAN * STATIC DESIGN MOMENT * REQ'D. - PROV'D. * (W /O PARTIAL LOADS) * ( sq.in) (sq.in) * (ft-k) 2 4.11 4.20 3 2.65 3.00 4 2.95 3.20 5 2.65 3.00 6 4.11 4.20 109.7 109.7 109.7 109.7 109.7 ( 03 -31 -2006 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 15 8:14:00 AM Licensed to: Licensee name not yet specified. DEFLECTION ANALYSIS , )TES -The deflections below must be combined with those of the analysis in the perpendicular direction. Consult users manual for method of combination and limitations. - -Spans 1 and 7 are cantilevers. - Time - dependent deflections are in addition to those shown and must be computed as a multiplier of the dead load(DL) deflection. See "CODE" for range of multipliers. - - Deflections due to concentrated or partial loads may be larger at the point of application than those shown at the centerline. Deflections are computed as from an average uniform loading derived from the sum of all loads applied to the span. - Modulus of elasticity of concrete, Ec = 3834. ksi • *COLUMN STRIP * MIDDLE STRIP • DEAD * DEFLECTION DUE TO: * DEFLECTION DUE TO: SPAN • LOAD * NUMBER • leff. * DEAD * LIVE • TOTAL * DEAD * LIVE • TOTAL * • (inA4) * (in) • (in) * (in) • (in) * (in) * (in) * 1 5145. -.010 -.010 -.021 -.010 -.010 -.021 • 5145. .049 .055 .104 .033 .036 .069 5145. .016 .020 .036 .004 .006 .010 5145. .026 .027 .053 .014 .015 .029 5 5145. .016 .020 .036 .004 .006 .010 6 5145. .049 .055 .104 .033 .036 .069 7 5145. -.010 -.010 -021 -.010 -.010 -.021 QUANTITY ESTIMATES * **** ********wane ******w *ue*w *****. TOTAL QUANTITIES CONCRETE .... 25.0 cu.yd FORMWORK .... 1155. sq.ft REINFORCEMENT (IN THE DIRECTION OF ANALYSIS) (NEGATIVE) .... 595. lbs (POSITIVE) .... 794. lbs SUMMARY OF QUANTITIES CONCRETE .... .58 cu.ft/sq.ft FORMWORK .... 1.00 sq.ft/sq.ft REINFORCEMENT ** .... 1.20 lbs / sq.ft **(IN THE DIRECTION OF ANALYSIS) • Program completed as requested • F! FILE COPY Po rift No. nlons. REVIEWED FOR CODE COMPLIANCE JUN 1 reigi6 City Oc Tuicrfi RECEIVED JAN 0 6 2006 D EVELOP N MENT RECEIVED JAN 13 2006 i UKWILA PUBLIC WORKS LIU ASSOCIATES, INC. Geotechnical Engineering • Engineering Geology • Earth Science D06 - 149 GEOTECHNICAL ENGINEERING STUDY PROPOSED RETAIL BUILDING 17275 SOUTHCENTER PARKWAY TUKWILA, WASHINGTON L &A Job No. 5A110 C Date: December 30, 2005 Prepared for: Decker Development & Construction, Inc. 117 East Louisa Street, Suite 230 Seattle, WA 98102 Prepared By: Liu & Associates, Inc. 19213 Kenlake Place NE Kenmore, Washington 98028 FILE COPY Prrt No. REVIEWED FOR CODE COMPLIANCE JUN 1 2 7006 6?/ RECEIVED 'JAN 0 6 2006 COMMUNITY DEVELOPMENT City Of Tukwila 111 fj } • ze Pt J: • LIU & ASSOCIATES, INC. • Geotechnical Engineering Engineering Geology Earth Science �+ December 30, 2005 117 East Louisa Street, Suite 230 Seattle, WA 98102 Dear Mr. Decker: �+ Subject: Geotechnical Engineering Study Proposed Retail Building 17275 Southcenter Parkway Tukwila, Washington L &A Job No. 5A110 SUMMARY The subject site on which the proposed retail building is to be constructed is surrounded by paved parking lots and adjacent buildings in a developed commercial and retail zone. Underlying the site for about the upper 32 feet are layers and interbeds of loose fill, medium -dense silty fine sand, highly compressible silty peat and very-loose alluvium deposits. Underneath these weak soil strata are very- dense Kame terrace and very-hard Older Clay deposits. To provide proper foundation support to the building without causing excessive settlement, pile foundations are recommended to penetrate and transfer structural loads into the underlying Kame terrace and Older Clay deposits. Augercast piles appear to be well- suited to provide adequate foundation support and minimize potential complications associated with the weak and potentially caving upper soil strata underlying the site. 19213 Kenlake Place NE Kenmore, Washington 98028 Phone (425) 483 -9134 • Fax (425) 486 -2746 D&o° (4'1 w December 30, 2005 Proposed Retail Building L &A Job No. 5A110 Page 2 r INTRODUCTION r OVERVIEW y„ The subject site is located at 17275 Southcenter Parkway in Tukwila, Washington. The Parcel No. of the property is 2623049063. The site is an irregularly shaped parcel, totaling about nine y tenths of an acre. The proposed development for the subject site is to construct a new one -story retail building to replace an existing restaurant building currently occupying the site. The subsurface condition of the site were explored with three test borings. The type of so foundations to be used for supporting the proposed is based on the subsurface conditions encountered by the test borings. BACKGROUND it The site is located in the Tukwila valley which is known to have alluvium deposits with limited foundation support capability and liquefaction potential. Therefore, subsurface investigation is 1r required to explore the subsurface conditions of the site, with obtained soil data used to determine the type and bearing capacities of foundations to be used for supporting the building V+ and the method of mitigating liquefaction potential, if required. i+ We are unaware of whether contaminants exist under the site, or whether environmental site assessment had been performed on the site. Our observation of soil cutting from the drilling of to the test borings and examination of soil samples obtained from subsurface exploration of the site, however, seems to indicate that the site is free of contaminants. Wei PURPOSE AND SCOPE OF SERVICES No The purpose of this geotechnical engineering study is to explore and characterize the subsurface conditions of the site, perform geotechnical engineering analyses, and provide geotechnical r am LIU ASSOCIATES, INC. .t December 30, 2005 �y Proposed Retail Building L &A Job No. 5A110 Page 3 r n capacities of foundations, etc. for the proposed development. recommendations for site grading, drainage control, erosion mitigation, and type and bearing To achieve the above purpose, our scope of services for this study comprises specifically the following: IN 1 Review the geologic and soil conditions at the site based on a published geologic map. W 2. Explore the subsurface conditions of the site with three test borings. to 3. Perform necessary geotechnical analyses and provide geotechnical recommendations for site grading, erosion mitigation, surface and ground water control, and foundation type, design and construction, based on subsurface conditions encountered in the test borings w and results of our geotechnical analyses. Am 4. Prepare a written report to present our findings, conclusions, and recommendations. INVESTIGATIONS SUMMARY Subsurface conditions at the site were explored on August 30, 2005, with three test borings r drilled with a track mounted Mobile 20 drilled rig owned and operated by Davies Drilling. Soil samples were obtained from the test borings with a standard split -spoon sampler of 2 -inch 1W outside diameter. Standard Penetration Tests (SPT) were conducted, in accordance with ASTM D -1586, in the bore holes, by advancing the soil sampler with a 140 -pound hammer that was tr raised and released for a 30 -inch free fall. The number of blows required to advance the sampler a given distance is an indication of the density for granular soils or the consistency of cohesive r. soils. The sampler was advanced 18 inches and the total number of blows for the last 12 inches were recorded on the boring logs as SPT N- values. ow r LIU ASSOCIATES, INC. r December 30, 2005 4W Proposed Retail Building L &A Job No. 5A 110 Page 4 to r SITE CONDITIONS LOCATION AND SURFACE CONDITIONS to The general location of the subject site is shown on Plate 1 Vicinity Map. It is located in a commercial /retail zone, a short distance to the southwest of Southcenter Shopping Mall. The site W is bounded by Southcenter Parkway to the east and adjoined by commercial properties to the north and south, and backed into a wooded hillside to the west. to The site is situated near the western fringe of a flood plain of the nearby Green River, and is at a 4r short distance east of the base of a moderate to steep, east declining hillside. An existing one story restaurant building currently occupies the site. This existing building is surrounded by a tr paved parking lot to its north, south and west sides, and a grass covered lawn to its east. Within the site, the paved area is relatively level, while the grass covered area is sloping gently down to go the east towards Southcenter Parkway. to GEOLOGIC SETTING The Geologic Mao of the Des Moines Ouadrangle. Washington, by Howard H. Waldron, rr published by U. S. Geological Survey in 1962, was referenced for the geologic and soil conditions at the site. According to this publication, the surficial soil units at and in the vicinity I" of the site are mapped as Kame terrace deposits (Qit) overlain by alluvium deposits (Q 6 The geology of the Puget Sound Lowland has been modified by the advance and retreat of several glaciers in the past and subsequent deposits and erosions. The latest glacier advanced to 60 the Puget Sound Lowland is referred to as the Vashon St of the Fraser Glaciation which had occurred during the later stages of the Pleistocene Epoch, and retreated from the region some 10 14,500 years ago. i Ib LIU ASSOCIATES, INC. N December 30, 2005 Proposed Retail Building L &A Job No. 5A110 Page 5 The Kame- terrace deposits were lain down by ice - marginal streams flowing between higher ground on one side and an ice margin on the other side during the last glaciation. They consist mostly of silty sand and gravel to cobble. Locally, they also contain lenses and pods of till and beds of sand, silt and clay. The alluvium deposits are mainly composed of silt and fine sand with minor amounts of peat and clay. They were mostly laid down by the flooding water of the nearby Green River and the hillside streams to the west. SOIL CONDITIONS The approximate locations of the test borings are shown on Plate 2 - Site and Exploration Location Plan. The test borings were drilled to depths from 21.5 to 41.4 feet. Soil samples obtained from the test borings were visually classified in general accordance with United Soil Classification System, a copy of which is presented on Plate 3. A geotechnical engineer from our office was present during the exploration, who examined the soil samples retrieved from the test borings and he soil and geologic conditions encountered, and completed logs of test borings. Detailed descriptions of the soils encountered during site exploration are presented in test boring logs on Plates 4 through 6. The test borings encountered about 8.0 to 9.0 feet of loose to medium - dense, fine to medium to coarse sand, under the parking lot pavement. The layers of loose to medium sand appear to be alluvium deposits. l'hey are underlain by thick beds of very stiff to hard fine sandy silt and very dense fine to medium to coarse sand, appear to be Kame terrace deposits, to the depths explored. The test borings encountered layers of loose fill, medium -dense silty fine sand soils, highly compressible silty peat sediments, and very loose alluvium deposits, to depths about 30 to 32 feet below ground surface. The alluvium deposits of fine to coarse sand soils often have roots, tree logs and wood fibers intermixed in them. These weak soil strata are underlain to depths explored LIU & ASSOCIATES, INC. December 30, 2005 Proposed Retail Building L &A Job No. 5A110 Page 6 by very-dense fine to medium sand deposit and very-hard silt. The very-dense silty sand deposit appears to be of the Kame terrace and the very-hard silt appears to be of Older Clay soil units. The Older Clay soil unit consists of proglacial lacustrine deposits of the Vashon Drift, and is composed mostly of dark -gray, cohesive, over - consolidated clayey silt. It is also referred to locally as the Lawton Clay member. It is in part massive, but commonly horizontally laminated and interbedded with light -gray silt. It may contains a few beds of fine to very fine sand locally. Over - ridden by Vashon glacier, the Older Clay soils generally very stiff to hard, with extremely low permeability, in natural undisturbed state. Where exposed, the upper few inches to a couple of feet of the Older Clay unit be weathered and saturated, with much weaker strength. Stormwater infiltrating into the more permeable surficial soil units would perch on and flow down- gradient along the surface of the underlying Old Clay soil unit. GROUNDWATER CONDITION Groundwater table was encountered at about 8.9 feet deep in Test Boring B -1, 5.5 feet deep in Test Boring B -2, and at about 3.5 feet in Test Boring B -3, during drilling. The high groundwater level measured may be local groundwater perched on the beds of more silty and less permeable soils. Groundwater table may fluctuate seasonally, depending on precipitation, surface runoff, ground vegetation cover, site utilization, and other factors. The groundwater table may lower significantly in the dryer Summer months and accumulate and rise in the wet Winter months. SUBSURFACE CONTAMINATION No contaminants or materials suspected of contaminants were observed on the surface of the site or encountered in the test borings under the site. LIU & ASSOCIATES, INC. December 30, 2005 IN Proposed Retail Building L &A Job No. 5A 110 Page 7 Is 4W DISCUSSION AND CONCLUSIONS The site is underlain by layers of loose fill, medium -dense silty fine sand soils, highly w compressible silt peat sediments and very-loose alluvium deposits of fine to coarse sand to 32 feet deep or more. These weak soils are underlain by very-dense Kame terrace fine to medium w sand and very-hard Older Clay soils. The underlying Kame terrace and Older Clay deposits will be able to provide excellent foundation support to the proposed building. Piles should be used to Wr penetrate through the upper weak and unsuitable soils and seat into the underlying Kame terrace and Older Clay deposits to transfer structural loads to firm bearing soils and to minimize w potential foundation settlement. r SLOPE STABILITY w The site is nearly flat. Slope stability should not be an issue. SEISMIC CONSIDERATIONS w The Puget Sound region is in an active seismic zone. The site is underlain by loose and compressible soils to about 32 feet or more below existing ground surface. The very-loose 1r alluvium soils coupled with high groundwater table may be prone to liquefaction during strong earthquakes. The effect of liquefaction potential can be mitigated by supporting the proposed to building on piles with sufficient penetration into the underlying very-dense Kame terrace and very-hard Older Clay deposits. should be designed to withstand seismic forces induced by strong v earthquakes. Based on the soil conditions encountered by the test pits, we recommend that Seismic Use Group I and Site Class D be used in the seismic design of the proposed residences in to accordance with the 2003 International Building Code (IBC). W r b LIU ASSOCIATES, INC. In December 30, 2005 No Proposed Retail Building L &A Job No. 5A110 Page 8 v In SITE WORK Site preparation should include clearing and grubbing and removal of the existing parking pavement within construction limits. Demolition of the existing building should also have its IN foundations completely removed. The footprint excavation of the new building should be cut slightly below the finish subgrade level. The exposed soils should be compacted to a non tr yielding state with a vibratory mechanical compactor, then covered with a layer of 4 -to -6 -inch tr rock spalls for erosion control and to provide a working surface for foundation construction. Storm runoff will be contained in the excavated pit surrounded by nearby existing paved parking lot. Silt fence will likely only be required along the downhill eastern boundary of the site to 1r prevent sediments being transported onto the street bordering the site on this side. 40 RETAINING STRUCTURES ft Not applicable. Y* ROCKERIES M Not applicable. FOUNDATION SUPPORT aw Due to the thick deposits of weak and loose soils underlying the site up to 32 feet or more below the existing ground surface, we recommend pile foundations be used to support the proposed be building. The piles should penetrate through the weak and loose soils seat into the underlying very-dense Kame terrace and very-hard Older clay deposits. 0 The very-loose alluvium deposits underlying the site may be densified by ground vibrations from ow pile driving, and may result in foundation settlement and damages to adjacent buildings and parking pavement if driven piles are to be used. High groundwater table in very-loose sandy IM alluvium deposits may cave severely during hole drilling if drilled piers are to be used. Casing rr LIU ASSOCIATES, INC. to December 30, 2005 a Proposed Retail Building L &A Job No. 5A110 Page 9 ti r IN w drilled pier installation. Therefore, neither of these two types of piles is suitable for supporting and drilling mud will have to be used to keep drilled holes open and to minimize ground loss for the proposed building from the construction viewpoint. Augercast piles would be more suitable and are recommended for supporting the proposed building. Augercast piles are cast -in -place concrete piles. They are installed by drilling a hole in the ground with a continuous flight, hollow -stem auger. The continuous -flight auger can maintain an open hole even in potentially caving or squeezing soils. After the holes are drilled to kw depth, fluid cement -sand grout is then pumped into the hole through the hollow stem, filling the hole from bottom up as the auger is slowly withdrawn out of the ground. A rebar cage is then rr inserted into the grout- filled holes to complete the pile construction procedure. The installation of augercast piles would generate minimal ground vibration or ground loss. t✓ EXCAVATION SLOPES Wr Under no circumstance should excavation slopes be greater than the limits specified by local, state and federal safety regulations if workers have to perform construction work in excavated IN areas. Temporary, unsupported cuts greater than 4 feet in height should be no steeper than 1- 1 /41I:1V in the on -site topsoil and loose fill and no steeper than IH:1V in the underlying rr medium -dense silty fine sand soils, assuming groundwater will not be encountered over the depths of excavation during construction. If groundwater is encountered, sufficient numbers of v dewatering wells or sump pits should be installed to lower the groundwater table to at least 2 to 3 feet below the bottom of excavation to facilitate grading work. to STRUCTURAL FILL y Structural till is the fill that supports structural or traffic load. Structural fill should consist of clean soils with particles not larger than four inches and should be free of organic and other No deleterious substances. Structural fill should have a moisture content within one percent of its r LIU ASSOCIATES, INC. ar December 30, 2005 am Proposed Retail Building L &A Job No. 5A110 Page 10 optimum moisture content at the time of placement. The optimum moisture content is the water content in the soil that enable the soil to be compacted to the highest dry density for a given compaction effort. The on -site soils containing organic substances should not be used as structural fill. The clean on -site silty fine sand soils containing too much fines may only be used as structural fill under fair weather condition when its moisture content can be controlled to close to its optimum moisture content. Imported material for structural fill should be clean, free draining, granular soils containing no more than 5 percent by weight finer than the No. 200 sieve based on the fraction of the material passing No. 4 sieve, and should have individual particles not greater than four inches. Imported structural fill should be stockpiled and covered separately from the on -site soils. Structural fill should be placed in lifts no more than 10 inches thick in loose state, with each lift compacted to a minimum percentage of the maximum dry density determined by ASTM D1557 (Modified Proctor Method) as follows: AAnolication Within building pads of the building lots Roadway /driveway subgrade Retaining wall backfill Utility trench backfill TEMPORARY SHORING AND RETAINING WALLS Not applicable. LIU ASSOCIATES, INC. of Maximum Dry Densitv 95% 95% for top 3 feet and 90% below 90% 95% for top 4 feet and 90% below 0 0 December 30, 2005 w Proposed Retail Building L &A Job No. 5A110 Page 11 IN r REINFORCED SOIL STRUCTURES Not applicable. STRUCTURE AND FOUNDATIONS We recommend that 16- inch diameter augercast piles be used for supporting the proposed IN building. Our recommended allowable vertical bearing and uplift capacities for 16- inch diameter augercast piles are as follows: y0 a Pile Embed. Allow. Comp. Allow. Uplift Leneth. Feet Canacitv, Kins Capacity, Kips IN 12 28 15 14 38 22 60 16 50 26 18 62 35 20 74 42 apile embedment length is the length of piles penetrated into the very-dense Kame terrace and very-hard Older Clay Ir deposits which are 32 feet or more below existing ground surface. to The augercast piles should have a minimum penetration of 12 feet into the underlying very -dense Kame terrace and very-hard older Clay deposits. No reduction in pile capacities is required if the t pile spacing is kept at least three times the pile diameter. A one -third increase in the above allowable pile capacities can be used when considering short-term transitory wind or seismic Ur loads. We estimate that with the building supported on augercast piles, the total maximum post construction settlement should be about 3/8 inch or less, and the maximum differential settlement r across the building width should be 1/4 inch or less. Calculation of lateral resistance of the augercast piles may be based on assumed average soil stratification of 35 feet of loose fill, to r LIU ASSOCIATES, INC. r r December 30, 2005 aw Proposed Retail Building L &A Job No. 5A110 Page 12 10 to Clay deposits. A lateral modulus of subgrade reaction of 700 kcf (kips per cubic foot) for the compressible silty peat and very-loose alluvium deposits underlain by Kame terrace and Older alluvium deposits and of 2,150 kcf for the Kame terrace and Older Clay deposits may be used in calculating the lateral resistance of the piles. The allowable lateral load resistance of the piles W should include a proper factor of safety on their ultimate resistance. Yr The performance of augercast piles depends on how and to what bearing stratum the piles are installed. Since a completed augercast pile in the ground cannot be observed, it is critical that IN judgement and experience be used as a basis for determining the embedment length and acceptability of a pile. Therefore, we recommend that Liu Associates be retained to monitor b pile installation operation, collect and interpret installation data, and verify suitable bearing stratum. We also suggest that the contractor's equipment and installation procedure be reviewed 60 by L &A prior to pile installation to help mitigate problems which may delay work progress. a FLOORS Due to the highly compressible silty peat and very-loose alluvium soils underlying the site which rr can potentially result in excessive settlement, it is our recommendation that concrete floor slabs, if required, should be structural slabs supported on grade beams capping the augercast piles. W Where moisture control is critical, the floor slabs should be poured on a capillary break placed on compacted unyielding subgrade soils. The capillary break should consist of a minimum four- so inch -thick layer of free- draining gravel or crushed rock containing no more than 3% by weight passing the No. 4 sieve. A vapor barrier, such as a 6 -mil plastic membrane, may be placed over y the capillary break, as required, to keep moisture from migrating upwards. rr DRIVEWAY AND PARKING LOT PAVEMENT Performance of driveway and parking lot pavement is critically related to the conditions of the w underlying subgradc. It is economically impractical to completely excavate out the silty peat and tr LIU ASSOCIATES, INC. to M December 30, 2005 Proposed Retail Building L &A .lob No. 5A110 Page 13 r r very-loose alluvium deposits underlying the driveway and parking lot areas, which may be up to 32 feet thick or more, and replaced them with structural fill to support pavement. For the construction of driveway and parking lot pavement, we recommend that the surficial loose soils v should be over- excavated for at least 3 to 4 feet, and the exposed soils are then compacted to a non yielding state with a vibratory mechanical compactor. The over- excavation is then backfilled with structural fill to finished subgrade. A minimum 6- inch thick, compacted, crushed rock base (CRB), consisting of 5/8- inch -minus crushed rock, should be constructed over the structural fill. The crushed rock base should be topped with a 3- inch -thick asphalt treated base (ATB) and 2- inch -thick Class B asphalt concrete (AC). With the loose to medium dense alluvium deposits underlying the driveway and parking lot, maintenance and repair of pavements to may be required every few years. UNDERGROUND UTILITY INSTALLATION Underground utility installation within the site may encounter loose unstable soils. These unstable soils coupled with high groundwater, if encountered, may cave suddenly without warning. Trench blocks should be used, as required, for trenches deeper than 4 feet in areas of W. unstable soils to prevent trench caving if the trench walls are not to be sloped back sufficiently to maintain slope stability. M Loose and weak fill, topsoil, silty peat and alluvium deposits should be thoroughly removed from WJ the utility trenches down to firm bearing soils. If encountered, groundwater in utility trenches should be directed into sump pits dug two to three feet deeper than bottom of the trenches, from which water can be pumped out of the trenches. The pumps should be housed in perforated metal or plastic pipes/barrels placed in the sump pits backfilled with washed gravel. The sump r pits should be spaced closely enough to sufficiently lower the groundwater level and allow the trenches to be excavated to its finish grade. The sump pits should be filled with gravel or r crushed rock after they are no longer needed for dewatering. The bottom of the trenches should so LIU ASSOCIATES, INC. to r December 30, 2005 no Proposed Retail Building L&sA Job No. 5A110 Page 14 to be compacted with a vibratory compactor to a non yielding state, and the trenches lined with a V layer of non -woven filter fabric to prevent fined grained soils being washed into the more permeable trench backfill material. After the utility lines are laid on the bottom, the trenches should be backfilled with pea gravel or free draining, granular soil to within about 12 to 18 inches of the finish ground. Pea gravel, if used, should be densified to a non yielding state with a hoe -pack or a concrete vibrator. Granular soils, if used, should be compacted in lifts and to density per recommendations in the STRUCTURAL FILL. section of this report. The remaining Yr trench may be backtilled with on -site soils compacted to a non yielding state. u DRAINAGE CONTROL 1W Building Footprint Excavation Groundwater may be encountered during excavation of the building footprint. If encountered, r the bottom of the building footprint excavation should be sloped and ditches excavated along the bases of the cut slopes to direct collected groundwater into a sump pit from which water can be IN pumped out of the building footprint excavation. A layer of 4 -to -6 -inch rock spalls should be placed over subgrade soils, as required, to provide a working surface for construction equipment r and workers. IN Surface Drainage Final site grades should allow storm runoff to be drained away from the building. We suggest 60 the unpaved finish ground be sloped at a gradient of three percent minimum for a distance of at least 10 feet away from the building. Pavements surrounding the building should have sufficient y slope to drain storm runoff away from the building. W Roof runoff should be collected by an underground drain line system. Runoff over the pavement should be captured by catch basins. Collected water by these underground drain line systems IN should be tightlined to drain into a storm sewer or a suitable stormwater disposal facility. IN LIU ASSOCIATES, INC. to December 30, 2005 Proposed Retail Building L &A Job No. 5A1 1 0 Page 15 HAZARDS The site is nearly flat and the risk for landslide to occur on the site should be non - existent. The effect of liquefaction of the surficial loose to medium alluvium deposits on the building will be nullified by supporting the building on augercast piles penetrating into the underlying very-dense Kame terrace and very-hard Older Clay deposits. Storm runoff during construction will be confined in the pit of building footprint excavation surrounded by adjacent parking pavement, and erosion hazard during construction should be minimal. LIMITATIONS This report has been prepared for the specific application to this project for the exclusive use by Decker Development and Construction, and their associates, representatives, consultants and contractors. We recommend that this report, in its entirety, be included in the project contract documents for the information of the prospective contractors for their estimating and bidding purposes. The conclusions and interpretations in this report, however, should not be construed as a warranty of the subsurface conditions. The scope of this study does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in this report for design considerations. Our recommendations and conclusions are based on soil conditions encountered in the test borings, our engineering analyses, and our experience and engineering judgment. The conclusions and recommendations are professional opinions derived in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty, expressed or implied, is made. LIU & ASSOCIATES, INC. December 30, 2005 Proposed Retail Building L &A Job No. 5A110 Page 16 The site subsurface conditions encountered in the test borings may vary from those actually encountered during construction. The nature and extent of such variations may not become evident until construction starts. If variations appear then, we should be retained to re- evaluate the recommendations of this report, and to verify or modify them in writing prior to proceeding further with construction. We are pleased to be of service to you on this project. Please call if you have any questions regarding this report or need further consultation. 'SXFIRES 7/17/ Tool PLATES AND ILLUSTRATIONS 1. Vicinity Map 2. Site and Exploration Location Plan 3. Unified Soil Classification System 4, 4A, 5, 5A, and 6, 6A - Boring Logs CLOSURE Yours very truly, LIU &ASSOCIATES, INC. z LIU & ASSOCIATES, INC. J. S. (Julian) Liu, Ph.D., P.E. Consulting Geotechnical Engineer - ' F ST J, 1.1L33^FALssia-. . .ql ka 11 1 r •r . L , I FOSTER HS IL FS !]] 1 42 144 DST H S MID II $7 4600 /1011 < _ , I > < S 55 !y 142ND ' ® [T. z y ' : 1 • ,_, \ \ q \\ ?„ S ] 3Rp ST \ ` s ST � F� P >.. ,, 5900 , 144tH 4 tiT ST t; FARK N ri.' LIB >� °` FS `.. :•e J'1 ,, O \ - \ :u , _ v' : \ ‘. / , � ,, top ,. 9 -•F g ..., - L + :, , �- t AA .. ; ii m < 'D s )• �r)'i•y'�� •. � NTC 5 ST 19TH E �„ n. < ST S 150TH ST I:: s 14901 N S 10 V, 23 • S stx gr 14901 w' \\ 1 51• S ^ \ _ ❑ ° ^ 161ST ST . u+ T I RN D �, 1- � S 152ND Sr — 1 at \ 9 191 n � LI- i • mo T11 00 . ,� �� y I ":. / k . : ■ S � 5 1 52ND PL 1 v e.. \ , 518 S s 3 \ ST m �l `z�, i 5100 S _ a'`a .3 11.Y i� a 153RD '�,��` �� 7UKAiU . ' S 156T� ST \ �'�® `� ' 10 � ? • in 0 € ST aAAA, rT-/.�� I `` � � x 60TH g 5 !��7� r A � � � � �� S N , I 's s � 1 ,• K SWINCENTER ms • a EMBASS Y s \ SUITES • r / 1 / w�. GRESTV(EN PARK }., 'S16 A H N S AY 161sT ST . ST lz ° : "� BAKER ° �. ® Q AWL BLVD W M , > a S rV aoz le P[ v� _ i • a0191011Ik SO '/� STRANDER BLVD • • It s lwnl ST �.. s1 . T a ® • cc 1 NTC 27 5 167TH ST .466111 v. ST • mIMrrirT Sane TRECK N vms PIAZ4 _ DR O INDp f ^ 168TH ST ,, r I6Bm 170TH •: 26 .r 5 ST 1 L ` . S BY i5,7 m '� > < o Gd0 ° 172ND a ST 5700 FS /wIS !r ' .F„sI'. z 11 PROJECT SITE DR • 1� r 11 1 ST 1 S 172ND PL _ it m = .� r - I MINKLER DRS BLVD i; i c i 181 RENTON 175TH _ I N. ° ST 1 = PARKWAY N • 176TH • PLAZA ST ILP N I' NI' !!I - iT S 1 743 ST f "• • 1• vnr .. i yg� WETLANDS : lN a: DR � 1 L ® u0 O It P 1 - .... 8TH 'a uN 7c 1R � 1 SvM 0 TRI •ND ., - ° •, s mom..... II X . 11/1111 .0 ...:... ....: ..... •gr ealx_ ... LIU & ASSOCIATES, INC. Geotechnical Engineering - Engineering Geology • Earth Science VICINITY MAP RETAIL BUILDING 17275 SOUTHCENTER PARKWAY TUKWILA, WASHINGTON JOB NO. 5A110 I DATE 12/28/05 l PLATE 1 OC) IC04 ". nt a"" �1 W .. % C) En J be In .9 - . - .- — Ul C3.1 -0 r jNiR .0 vz, U VIR - . Cli ,Z 9. . - I I Lf LC Ix. + .5 12.1 *621 9-8 Cx p "! E4 S2 L4 X tn z° 0 N to IX CL CA .r. In - 4D 2 Cn - I N c CS LLI m 4rl W j� 'n C3 0 JA - a CQ5 rz- Ck: C> E, 4r .21 lz El ZVI �ji' �l��I��i�l�ill�i�i�����i�1�i21�i� ! ���.��:��31�!�1'''����1� TI 1 -1-11-- 1 1 1 1� 1-1-11 1116 :41 Inch 1/16 5L• 4L EL ZL LL 0G u .nilini nnlun �inlini niiltui �iiiiluii iuiliiii iiiliiii iiiiliiu ijnliiu iuilitii iuiliiii iiiiliiii iljilfiii iiiiliiii iiiiliii.Il 111 =30' N CL >- P, 40 0 3 3: t z° 0 N to < N c C CD U) C Cu V1 T C3) 0 7E-) CM CC •(D C C.) 0 6 UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS COARSE - GRAINED SOILS MORE THAN 50% RETAINED ON THE NO. 200 SIEVE FINE - GRAINED SOILS MORE THAN 50% PASSING ON THE NO. 200 SIEVE GRAVEL MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE SAND MORE THAN 50% OF COARSE FRACTION PASSING NO. 4 SIEVE SILT AND CLAY LIQUID LIMIT LESS THAN 50% SILTY AND CLAY LIQUID LIMIT 50% OR MORE CLEAN GRAVEL GRAVEL WITH FINES CLEAN SAND SAND WITH FINES INORGANIC ORGANIC INORGANIC ORGANIC HIGHLY ORGANIC SOILS LIU & ASSOCIATES, INC. Geotechnical Engineering • Engineering Geology • Earth Science GROUP SYMBOL GW GP GM GC SW SP S M SC ML CL OL MH CH OH PT GROUP NAME WELL - GRADED GRAVEL, FINE TO COARSE GRAVEL POORLY - GRADED GRAVEL SILTY GRAVEL CLAYEY GRAVEL WELL - GRADED SAND, FINE TO COARSE SAND POORLY - GRADED SAND SILTY SAND CLAYEY SAND SILT CLAY ORGANIC SILT, ORGANIC CLAY SILT OF HIGH PLASTICITY, ELASTIC SILT CLAY OF HIGH PLASTICITY. FAT CLAY ORGANIC SILT, ORGANIC SILT PEAT AND OTHER HIGHLY ORGANIC SOILS NOTES: 1. FIELD CLASSIFICATION IS BASED ON VISUAL EXAMINATION OF SOIL IN GENERAL ACCORDANCE WITH ASTM D2488 -83. 2. SOIL CLASSIFICATION USING LABORATORY TESTS IS BASED ON ASTM D2487 -83. 3. DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY ARE BASED ON INTERPRETATION OF BLOW -COUNT DATA, VISUAL APPEARANCE OF SOILS, AND /OR TEST DATA. SOIL MOISTURE MODIFIERS: DRY - ABSENCE OF MOISTURE, DUSTY, DRY TO THE TOUCH SLIGHTLY MOIST - TRACE MOISTURE, NOT DUSTY MOIST - DAMP, BUT NO VISIBLE WATER VERY MOIST - VERY DAMP, MOISTURE FELT TO THE TOUCH WET - VISIBLE FREE WATER OR SATURATED, USUALLY SOIL IS OBTAINED FROM BELOW WATER TABLE UNIFIED SOIL CLASSIFICATION SYSTEM PLATE 3 BORING NO. B -1 Logged By: JSL 8/30/2005 Ground Elev. ± Depth ft. USCS Soil Description Sample (N) Blows/ ft. W % Other Test Type No. 5 10 3 -in Asphalt Pavement over 4 -in Crushed Rock Base I SS 1 SS I SS ] SS SS t 2 3 4 5 19 22 14 6 4 SP Gray, dense, silty, fine to medium SAND, trace gravel O L 1 moist (FILL) / SM Dark -gray to black, loose, organic, silty fine SAND, moist (relic TOPSOIL) _ Brown, medium - dense, silty, fine to medium SAND, trace SM 1 gravel, moist r Dark -gray to black, medium - dense, silty fine SAND, Q very moist - Same, becomes wet below 10.0 ft SM Gray, very- dense, slightly silty to silty, fine SAND, moist to slightly moist 15 SM /OL Intermixed medium - dense, gray, silty fine SAND and brown, silty PEAT, with roots and wood fibers, moist to wet 20 SP /OL Intermixed loose, gray, fine to coarse SAND and brown, silty PEAT, moist to wet _ 25 _ 30 SW Gray, very- loose, fine to coarse SAND, with occasional wood fibers, very moist to wet (ALLUVIUM ?) (continued on Plate 4A) LEGEND: SS - 2" O.D. Split Sample GROUNDWATER: 'I Seal • ST - 3" O.D. Shelby -Tube Sample Water Level B - Bulk Sample ll Observation Well Tip LIU & ASSOCIATES, INC. Geotechnical Engineering • Engineering Geology • Earth Science BORING LOG RETAIL BUILDING 17275 SOUTHCENTER PARKWAY TUKWILA. WASHINGTON JOB NO. 5A110 I DATE 2/27/2005 I PLATE 4 BORING NO. B -1 (continued from Pate 4) Logged By: JSL 8/30/2005 Ground Elev. ± Depth ft. USCS Soil Description Sample (N) Blows/ ft. W Other Test T pe No. 35 40 — 45 50 55 60 SS 1 SS 1 SS G 7 8 3 50 56 ML Gray, hard, fine sandy SILT, slightly moist (fresh OLDER CLAY) - Same, very hard Boring terminated at 41.5 ft; groundwater encountered © 8.9 ft at completion of drilling. r7l LEGEND: SS - 2" O.D. Split -Spoon Sample GROUNDWATER: III Seal ST - 3" O.D. Shelby -Tube Sample Water Level WT.., B - Bulk Sample Observation Well Tip LIU & ASSOCIATES, INC. Geotechnical Engineering Engineering Geology - Earth Science BORING LOG RETAIL BUILDING 17275 SOUTHCENTER PARKWAY TUKWILA, WASHINGTON JOB NO. 5A110 I DATE 2/27/2005 PLATE 4A .. ° BORING NO. B -2 Logged By: JSL 8/30/2005 Ground Elev. ± Depth ft. USCS Soil Description Sample (N) Blows/ ft. W % Other Test Type No. 5 10 _ 15 _ bark 1 SS ] SS I SS I SS 1 SS 1 2 3 4 5 7 3 4 8 5 S inches of shredded _/— Light -brown to light -gray, loose, silty fine SAND, trace gravel, slightly moist SM /ML Gray, loose, silty fine SAND to fine sandy SILT, with occasional charred wood, moist (ALLUVIUM ?) -Same, very loose _ 20 _ 25 30 SM /ML Gray, loose, silty fine SAND to fine sandy SILT, moist (ALLUVIUM ?) - encountered 6-in- diameter, relatively fresh tree log and few decayed wood fragments (continued on 5A) LEGEND: SS - 2" O.D. Split -Spoon Sample GROUNDWATER: II Seal • ST - 3" O.D. Shelby -Tube Sample Water Level B - Bulk Sample II Observation Well Tip LIU & ASSOCIATES, INC. Geotechnical Engineering • Engineering Geology • Earth Science BORING LOG RETAIL BUILDING 17275 SOUTHCENTER PARKWAY TUKWILA, WASHINGTON JOB NO. 5A110 I DATE 2/27/200$ I PLATE 5 BORING NO. B -2 (continued from Plate 5) Logged By: JSL 8/30/2005 Ground Elev. ± Depth ft USCS Soil Description Sample (N) Blows/ ft. W % Other Test Type No. 5 SP Brown -gray, very- dense, fine to medium SAND, very moist - Unable to obtain soil sample @ 35.0 ft due to sand boil. SS — 6 45 10 15 20 25 30 Boring terminated at 35.0 ft; groundwater table encountered @ 5.9 ft at completion of drilling. LEGEND: SS - 2" O.D. Split -Spoon Sample GROUNDWATER: ST - 3" O.D. Shelby -Tube Sample Water Level B - Bulk Sample Seal Observation Well Tip LIU & ASSOCIATES, INC. Geotechnical Engineering • Engineering Geology • Earth Science BORING LOG RETAIL BUILDING 17275 SOUTHCENTER PARKWAY TUKWILA, WASHINGTON JOB NO. 5A110 I DATE 2/27/2005 PLATE 5A BORING NO. B -3 Logged By: JSL 8/30/2005 Ground Elev. ± Depth ft. USCS Soil Description Sample (N) Blows/ ft. W % Other Test Type No. 2 - in Asphalt Pavement over 4 -in Crushed Rock Base l SS I SS 1 SS 1 SS J ] SS 1 2 3 4 5 3 5 4 5 26 SP Brown, very- loose, silty fine SAND, trace to some gravel and few wood debris, moist (FILL) Q Brown - gray with rusty seams, very loose, silty fine SAND, trace gravel and charred wood, moist (ALLUVIUM ?) - Same, but gray in color 5 10 _ SM Gray, very- loose, silty fine SAND to fine sandy SILT, with occasional brown sand seams and frequent wood fibers, moist (ALLUVIUM ?) - Same, gray and brown jumbled, trace wood fiber 15 20 SM /ML Gray, loose to medium- dense, silty, fine to medium SAND, moist (ALLUVIUM ?) SM Gray to brown, medium - dense, fine to medium to coarse SAND. trace gravel, wet (continued on Plate 6A) SP 25 30 LEGEND: SS - 2" O.D. Split -Spoon Sample GROUNDWATER: Seal ST - 3" O.D. Shelby -Tube Sample Water Level B - Bulk Sample Observation Well Tip LIU & ASSOCIATES, INC. Geotechnical Engineering ' Engineering Geology • Earth Science BORING LOG RETAIL BUILDING 17275 SOUTHCENTER PARKWAY TUKWILA, WASHINGTON JOB NO. 5A110 1 DATE 2/27/2005 I PLATE 6 BORING NO. B -3 (continued from Plate 6) Logged By: JSL 8/30/2005 Ground Elev. ± Depth ft. USCS Soil Description Sample (N) Blows/ ft. W Other Test T pe No. 35 40 45 50 55 60 j SS 1 SS 6 7 66 79 Brown -gray, very-hard, SILT, slightly moist (fresh OLDER CLAY) - Same, but gray in color ML Boring terminated at 35.0 ft; groundwater table encountered @ 3.5 ft at completion of drilling. rT7 LEGEND: SS - 2" O.D. Split -Spoon Sample GROUNDWATER: l I' Seal ST - 3" 0.D. Shelby -Tube Sample Water Level WjT. B - Bulk Sample Observation Well Tip LIU & ASSOCIATES, INC. Geotechnical Engineering Engineering Geology , Earth Science BORING LOG RETAIL BUILDING 17275 SOUTHCENTER PARKWAY TUKWILA. WASHINGTON JOB NO. 5A110 I DATE 2/27/2005 I PLATE 6A Dear Mr. Decker: LIU & ASSOCIATES LIU & ASSOCIATES, INC. Ocotechnical Engineering Engineering Geology Mr.l3rad Decker Decker Development & Construction. Inc. 117 East Louisa Street, Suite 230 Seattle, WA 98102 Subject: Excavation and Pilling Proposed Retail Building 17275 Southcenter Parkway Tukwila. Washington L &A Job No. 5A 1 I0 April 7. 2006 P1- I t C. 4862746 FILE Con a to CODE COMPLIANCE, 19213 Kenlake Place NE • Kenmore, Washington 98028 Phone (425) 483 -9134 Fax (425) 486 -2746 Earth Science P.01 CEJWOons. t n. r�*,R�(ii ,,rite ,JUN :12 2006 APR, 2 8 20Q6 _1(th_ PUBtiG WORKS TUKWILA L. City Of Tukwila RI III 1DTW Th /TSTO!M We understand that the building pad for the subject retail hi4ttling -has been.e.:Lwaled down by about 2 feet. From this level an utility trench will be cut down about 6 feet with about 700 cubic yards of' soils removed from the trench. The building pad will then he filled up by about 4 feet. with about 1,000 cubic yards of 1111 placed, to support a one -foot thick floor slab. Presented in this letter are our recommendations for cut and till of the utility trench and the fill under the floor slab. Under no circumstance should utility trench cut slopes he greater than the limits specified by local. state and federal safety regulations if workers have to perform construction work in the trench, Temporary. unsupported cut banks of the utility trench greater than 4 feet in height should be no steeper than 1- 1 /4H:iv in the on -site loose to medium-dense fill and loose sandy soils. Trench block should he used to protect workers in the trench if vertical cuts are used. l'he above recommended cut slopes assume that groundwater will not be encountered over the depth of cut during construction. If groundwater is encountered, sufficient numbers of dewatering RECEIVED CITY OF TUKWILA APR 25716 PERMIT CENTER DD(e -119 LIU & ASSOCIATES April 7, 2006 Mr.l3rad Decker /Decker Des elopment & Construction L &A Job No. 5 A 1 1 0 Page 2 4962746 P.02 wells or sunip pits should he installed to lower the groundwater table to at least 2 lee( below bottom of trench to maintain cut hank stability and facilitate utility installation work. Fill to he placed under the building floor slab and in the utility trench should he constructed with structural till. Structural fill is the fill that supports traffic or structural load. Structural fill should consist of clean granular soils with particles not larger than four inches and should he lire of organic and other deleterious substances. Structural till should have a moisture content within one percent of its optimum moisture content at the time of placement. The optimum moisture content is the water content in soils that enable the soils to be compacted to the highest dry density for a given compaction effort. On -site sandy soils meeting the above requirements may he used as structural till if their moisture content can he controlled to close to their optimum water content at the time of placement. Imported material to he used as structural fill, should he clean, free- draining, granular soils containing no more than 5% by weight finer than the No. 200 sieve based on the fraction of the material passing No. 4 sieve. and should have individual particles not greater than four inches. Structural fill should he placed in lifts no more than 10 inches thick in its loose state. with each lift compacted to a minimum percentage of the maximum dry density determined by AS'l'M D1557 (Modified Proctor Method) as follows: Lip ica i m % of Maximum Dr [)ensity Within building pad and under floor slabs 95% Parking lot/driveway suhgrade 95% for top 3 feet and 90% below Retaining wall backfill 90% Utility trench backfill 95% for top 4 feet and 90% below LIU & ASSOCIATES, INC. LIU & ASSOCIATES April 7, 2006 Mr. Brad Deekcr /Decker Development & Construction 1. &A Job No. 5A110 Page 3 Please call if you have any questions. 4062746 P.03 Yours very truly, l.lt1 & ASSOCIATES, INC'. LW & ASSOCIATES, INC. J. S. (Julian) Liu. Ph.!)., P.E. Consulting Gcotcchnical Engineer LIU & ASSOCIATES, INC. Geotechnical Engineering Engineering Geology February 27, 2006 Earth Science Permit No, R EE;EIvg crntsslonrt, JUN 0 6 2006 letize TUKWILA » PUBLIC WORKS REVIEWED FOR CODE COMPLIANCE e , - JJUUN 12 nos - - -- Of Tukwila BIJILDT fT "TIT( l We understand the development for the proposed retail building will require a retaining wall to be constructed along the west side of the subject site. This retaining wall will be a reinforced concrete wall up to 8 feet tall, and will be supported on piles. We understand that the choice of using pile foundation to support this retaining wall is to minimize the extent of excavation normally required for retaining walls with footing foundations. Presented in this report are our geotechnical recommendations for the design of this retaining wall. Previously, we performed a geotechnical engineering study for this project, with our findings of the subsurface conditions of the site and our geotechnical recommendations for the development of the proposed retail building presented in our geotechnical report dated December 30, 2005. Mr. Brad Decker Decker Development & Construction, Inc. 117 East Louisa Street, Suite 230 Seattle, WA 98102 Dear Mr. Decker: Plan t L Subject: Geotechnical Recommendations for Retaining Wall SC -4 Retail Building 17275 Southcenter Parkway Tukwila, Washington L &A Job No. 5A INTRODUCTION DESIGN SOIL PRESSURES The reinforced concrete wall is to support a toe cut into the hillside along the west boundary of the site and the wall backfill. For the design of the wall, we recommend that an active soil 19213 Kenlake Place NE • Kenmore, Washington 98028 Phone (425) 483 -9134 Fax (425) 486 -2746 RECEIVED CITY OF TUKWII APR 2 5 ?r. PERMIT CENTER February 27. 2006 Mr. Brad Decker SC -4 Retail Building L &A Job No. 5A110 Page 2 pressure of 35 pcf EFD (equivalent fluid density) be used. This active soil pressure is for a level or descending backslope away from the wall for a horizontal distance of at least 1.25 times the wall height. If the backslope of the wall is rising from the back of the wall, an additional soil pressure of 0.75 pcf EFD per degree of backslope angle should be added to the above active soil pressure. To counter the active soil, a passive soil pressure of 325 pcf EFD may be used, except that the passive pressure within the top 12 inches of the finish grade should be ignored. The above passive pressure assumes that the finish grade in front of the wall is level or ascending away from the walls. The above lateral soil pressures are under the assumption that groundwater behind the wall is fully drained. The above soil pressures are ultimate values, and proper factors of safety should be used in the design of the wall against sliding and overturning failures. We recommended that 16 -inch- diameter augercast piles be used for supporting the retaining wall. Our recommended augercast pile allowable capacities against compressive and uplift forces on the wall are as follows: a Pile Embed. Allow. Comp. Length, Feet Capacity, Kips AUGERCAST PILE FOUNDATION Allow. Uplift Capacity, Kips 12 28 15 14 38 22 16 50 26 18 62 35 20 74 42 aPile embedment length is the length of piles penetrated into the very-dense Kame terrace and very-hard Older Clay deposits which are at 32 feet or more below existing ground surface. LIU & ASSOCIATES, INC. February 27, 2006 Mr. Brad Decker SC -4 Retail Building L &A Job No. 5A110 Page 3 The augercast piles should have a minimum penetration of 12 feet into the underlying very-dense Kame terrace and very-hard older Clay deposits which may lie at 32 feet or more below the existing grade. No reduction in pile capacities is required if the pile spacing is kept at least three times the pile diameter. A one -third increase in the above allowable pile capacities can be used when considering short-term transitory wind or seismic loads. Calculation of lateral resistance of the augercast piles may be based on assumed average soil stratification of 30 feet of loose fill, compressible silty peat and very-loose alluvium deposits underlain by Kame terrace and Older Clay deposits. A lateral modulus of subgrade reaction of 700 kcf (kips per cubic foot) for the alluvium deposits and of 2,150 kcf for the Kame terrace and Older Clay deposits may be used in calculating the lateral resistance of the piles. The allowable lateral load resistance of the piles should include a proper factor of safety on their ultimate resistance. DRAINAGE CONTROL A drain line consisting of perforated, rigid PVC, drain pipe or slotted, corrugated ADS, drain pipe, at least 4 inches in diameter, should be installed along the base of the retaining to intercept and drain away groundwater flowing towards the vault. The drain lines should be sloped at one- half percent minimum to generate flow by gravity, and water collected in the drain line should be tightlined to discharge into a storm sewer or a suitable stormwater disposal facility. The drain lines should be completely embedded in washed gravel wrapped in a layer of non -woven filter fabric, such as 140N by Mirafi Inc. or approved equal A vertical drainage blanket at least 12 inches thick horizontally, consisting of compacted pea gravel or washed gravel, should be placed against the wall. The remaining backlit] should be constructed of structural fill. Alternatively, a vertical drain mat, such as Miradrain 6000 by Mirafi Inc. or equivalent, may be placed against the perimeter vault walls in lieu of the gravel drainage blanket. The vertical drainage blanket or drain mat should be hydraulically connected to the drain line at the base of the perimeter walls. LIU & ASSOCIATES, INC. February 27, 2006 Mr. Brad Decker SC -4 Retail Building L &A Job No. 5A110 Page 4 Sufficient number of cleanouts at strategic locations should be installed for periodical cleaning of the wall drain line to prevent clogging. STRUCTURAL FILL Structural fill should be used to backfill the retaining wall. Structural fill should consist of clean soils with particles not larger than four inches and should be free of organic and other deleterious substances. Structural fill should have a moisture content within one percent of its optimum moisture content at the time of placement. The optimum moisture content is the water content in the soil that enable the soil to be compacted to the highest dry density for a given compaction effort. The on -site soils containing organic substances should not be used as structural fill. The clean on -site silty fine sand soils containing too much fines may only be used as structural fill under fair weather condition when its moisture content can be controlled to close to its optimum moisture content. Imported material for use as structural fill should be clean, free - draining, granular soils containing no more than 5 percent by weight finer than the No. 200 sieve based on the fraction of the material passing No. 4 sieve, and should have individual particles not greater than four inches. Structural fill should be placed in lifts no more than 10 inches thick in loose state, with each lift compacted with a vibratory mechanical compactor to at least 92 percent of its maximum dry density determined by ASTM DI557 (Modified Proctor Method). CLOSURE We are pleased to be of service to you on this project. Please call if you have any questions regarding this report or need further consultation. LIU & ASSOCIATES, INC. February 27, 2006 Mr. Brad Decker SC -4 Retail Building L &A Job No. 5A110 Page 5 Yours very truly, LIU & ASSOCIATES, INC. LIU & ASSOCIATES, INC. J. S. (Julian) Liu, Ph.D., P.E. Consulting Geotechnical Engineer PERMANENT FILE COPY 61CAY -term L . C. /6. o& TECHNICAL INFORMATION REPORT SC -4 RETAIL BUILDING 17275 Southcenter Pkwy BY SITE DEVELOPMENT SERVICES 310 208th ST. SE BOTHELL 98012 425- 481 -9687 April 24, 2006 CO DECOMPUANCE JUN 7 2 2006 Ci tyOf Tukt��,'i8 RI M I P r "`N 11Tvrcrfl RECEWED APR 2 8 2006 TUKWILA PUBLIC WORKS RECEIVED CITY OF TUKWILA APR 257796 PERMIT CENTER oUrIt1 TABLE OF CONTENTS Section Section Title Number Project Overview I Preliminary Conditions Summary II Offsite Analysis III Detention & Treatment Design IV Conveyance systems Analysis and Design V Special Reports and Studies VI(not used) Other Permits VII(not used) Erosion /Sedimentation Control Design VIII Bond Quantities and Other Forms IX(not used) Maintenance & Operations Manual X SECTION I PROJECT OVERVIEW PROJECT OVERVIEW Although the site consists of about 2.21 acres, this project will only develop the easterly 0.94 acres. The balance of the site is forested with no improvements. Runoff from the forested area will be collected in the wall drain and conveyed to the public storm drain system on the east edge of the site. Because the City staff has determined that downstream capacity problems exist, level one detention will be provided. This is being accomplished with a detention tank system located in the front of the proposed building. Due to past flooding, the building floor elevation will be raised to 27 feet (the previous Wendy's Restaurant on the site had a floor elevation of 22). As has') done on previous sites in the City, treatment will be provided with fStormceptor. - - -- Access to the site will be from a common driveway located on the south side of the site. The driveway will lead to a drive aisle that is shared with the site to the south. Grading for the project site will encroach slightly into the adjacent site. This is depicted on the project grading plan. Sanitary sewer will be connected to the existing side sewer, and water will be provided using the same meter location. It is anticipated that the water demand may be greater than the old Wendy's site, so the meter will be replaced with a 1W size. Water for fire suppression will be provided through the site to the south. The DDCV will be in the building. '2ND ST S 172ND PL *'',5 ST Le, 7 5TH ST S 176TH ST v> L77TH ST 5 -n 8011 k LAKE PK ' 178TH ST :'s S 179TH St id soda ST 'n v 161ST ST •: 'x al ST 94 ., SE4771E ST ' .' ]/91.9 -? Si , a_ :94 II ST s '- � S 167TH ST 3 168TH ST �f., ` A S 15STd 1 N S 168T1 z VI ST 1 z ST a ✓ S v T1 ST. SIT I 154A NTS i_n -i CC x A m■ TCdbLETRE£ m -D MAal& E j � . .„' >7ftj5 airfaal - c II INY.LEP. PARKWAY SI:FERCEN STRANDER BLV SO[. ?,CENTER • PLAZA _ TRLCK 1N00 8 DR S ) , 3v uA,'2:7T TLKWIL4 R7ND PARC CORPORATE DR N CORPORATE DR S R U ' W S 180TH ST VICINITY MAP .. ".'£fr£7EALN� DR ( /R.'S TE'iSE'! EASEL :'.4 ■ W it >_ RI IDF _ Dp W 43RD S 25 7 I ST ST W! RED WETe King County Department of Development and. Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Party PROJECT OWNER AND PROJECT ENGINEER Proje Owner Address t!7 f; C!Utc PC, i4 *'7-36 Phone Project Eng' eer �r t`e e. t V-1 Company S�4� cz. A P Address/Phone A2s'y4 9C, 9 Part'3 TYPE,OF PERMIT APPUCATIQN' Subdivison Short Subdivision Grading Commercial Other cs Part2 PROJECT LOCATION AND DESCRIPTION Project ,X Name 1 J Location Township Range 5to.yk-Section 'Z-� 'Part.4; 'OTI-IEMREVIEWSAND`'PERMYCS. DFW HPA COE 404 DOE Dam Safety FEMA Floodplain COE Wetlands Part'5 SITE ..C6MMUNITYAND.DRAINAGE:BASIN Shoreline Management Rockery Structural Vaults Other Community rr T:�I lc (00. Drainage B I..YY`G.t v7 C In Part 6 SITE CHARACTERISTICS- River Stream Critical Stream Reach Depressions /Swales Lake Steep Slopes Floodplain Wetlands Seeps/Springs High Groundwater Table Groundwater Recharge Other Part 7 SOILS Soil Tyke yittatt Sathawi Slopes Additional Sheets Attached Erosion Potential 1 Erosive Velcoties totJ Part 8' DEVELOPMENT LIMITATIONS REFERENCE Ch. 4 — Downstream Analysis Additional Sheets Attached LIMITATION/SITE CONSTRAINT Part 9 ESC:REQUIREMENTS:: MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION Sedimentation Facilities ✓Stabilized Construction Entrance > rimeter Runoff Control Clearing and Graing Restrictions 47 1over Practices C onstructon Sequence Other MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION 4Stabilize Exposed Surface remove and Restore Temporary ESC Facilities etre n and Remove All Silt and Debris Ensure Operation of Permanent Facilities Flag Limits of SAO and open space preservation areas Other Part 10 SURFACE WATER SYSTEM Grass Lined Channel 4ipe System Open Channel Dry Pond Wet Pond 'Tank Infiltration ault Depression Energy Dissapator Flow Dispersal Wetland Waiver Stream Regional Detention Brief Descnption of System Operation Pa .4` 0v o &. `Fo J /ft. 4-67 erakik SJ� (v. Cl FO G SFOPwc Facility Related Site Limitations Reference Facility Limitation Method of Analysis !Cc g2rS Compensation/Mitigati on of Eliminated Site Storage `Fartl1" STRUCTURAL. ANALYSIS Cast in Place Vault t'etaining Wall Rockery > 4' High Structural on Steep Slope Other Part'12 EASEMENTS/TRACTS Drainage Easement se-Access Easement Native Growth Protection Easement Tract Other Part'l3 SIGNATURE OF PROFESSIONAL:ENGINEER I or a civil engineer under my supervision my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. ete Signed/Date V JUR- LAJPIJCNVgl WAS JLRVtt,G SYMBOL Cb Coastal Beaches SOIL LEGEND The first capital letter is the initial one of the soil name. A second capital letter, A, B, C, 0, E, or F, indicates the class of slope. Symbols without a slope letter are those of nearly level soils. NAME AgB Alderwood gravelly sandy loom, 0 to 6 percent slopes AgC Alderwoad gravelly sandy loam, 6 to 15 percent slopes AgD Alderwood gravelly sandy loom, 15 to 30 percent slopes AkF Alderwood and Kitsap soils, very steep Am8 Arents, Alderwood material,0 to 6 percent slopes • AmC Arents, Alderwood material, 6 to 15 percent slopes • An Arents, Everett materials BeC Beausite gravelly sandy loam, 6 to 15 percent slopes B.D Beausite gravelly sandy loom, 15 to 30 percent slopes BeF Beausite gravelly sandy loam, 40 to 75 percent slopes Bh Bellinghom silt loom Br Briaco, silt loam Bu Buckley silt loam Ea Earlmant silt loom Ed Edgewick fine sandy loam EvB Everett gravelly sandy loom, 0 to 5 percent slopes EvC Everett gravelly sandy loam, 5 to 15 percent slopes EvD Everett gravelly sandy loom, 15 to 30 percent slopes EwC Everett- Alderwood gravelly sandy looms, 6 to 15 percent slopes InA Indianola loamy fine sand, 0 to 4 percent slopes InC Indianola loamy fine sand, 4 to 15 Percent s lopes InD Indianola loamy fine sand, 15 to 30 percent slopes KpB Kitsap silt loam, 2 to 8 percent slopes KpC Kitsap silt loam, 8 to 15 percent slopes KpD Kitsop silt loam, 15 to 30 percent slopes KsC Klaus gravelly loamy sand, 6 to 15 percent slopes Ma Mixed alluvial land NeC Neilton very gravelly loamy sand, 2 to 15 percent slopes Ng Newberg silt loam Nk Nooksack silt loom No Norma sandy loam Or Orcos peat Os Oridia silt loam OvC Ovall gravelly loam, 0 to 15 percent slopes OvD Ovoll gravelly loom, 15 to 25 percent slopes OrF Ovoll gravelly loam, 40 to 75 percent slopes Pc Pilchuck loamy fine sand Pk Pilchuck fine sandy loom Pu Puget silty clay loom Py Puyallup fine sandy loam RaC Rognar fine sandy loam, 6 to 15 percents lopes RaD Rognar fine sandy loam, 15 to 25 percent slopes RdC Rognar- Indianola association, sloping • RdE Rognar- Indianola association, moderately steep* Re Renton silt loom Rh Riverwash So Sala! silt loam Sh Sommomish silt loom Sk Seattle muck Sm Sholcor muck Sn Si silt loam So Snohomish silt loam Sr Snohomish silt loam, thick surface variant Su Sultan silt loom Tu Tukwila muck Ur Urban land �..� w Woodinville silt loam eseres-•-• • The composition of these units is more variable than that of the others in the area, but It has been controlled well enough to interpret for the expected use of the soils. SECTION II PRELIMINARY CONDITIONS SUMMARY PRELIMINARY CONDITIONS SUMMARY No conditions of approval have been created by the City for this project, so this section will only address the core and special requirements. CORE REQUIREMENTS Discharge at the Natural Location: The existing site drains to a storm drain system in Southcenter Pkwy. The completed site will drain to the same location. Offsite Analysis: All drainage systems in and around the site are fully developed and consist of storm drain pipes. See Section III for a full description. All of the on -site system except the drains adjacent to the street will be removed or abandoned. Flow Control: 4e.tet 14./ 4 -0-wks 5aa 50 L2 Conveyance System: A complete backwater analysis was not done, as the runoff from the site is distributed as it was in the predeveloped conditions, and the post- developed runoff will be less than the pre - developed condition. Erosion and Sediment Control: No sediment trap or pond is required, as the size of the site and the length of runoff are too small. Other BMP's are proposed. See Section VII. Maintenance and Operations: Maintenance requirements are provided in Section X. Financial Guarantees and Liability: All required guarantees will be provided when requested. Water Quality: Water quality is required, as the new and disturbed PGIS is over 5,000 square feet. In conformance with past projects, treatment can be provided with a Stormceptor. Flood Protection Facilities: SPECIAL REQUIREMENTS Other Adopted Area - Specific Requirements: No such areas are known to affect this site. Floodpiain /Floodwav Delineation: The flood plain maps were reviewed, but an elevation was not found. By experience with flooding conditions, it is estimated to be an elevation of 25. Therefore, the building is set at elevation 27. The site is not adjacent to a Class 1 or 2 stream, nor does is propose to construct a new or modify and existing flood protection facility. Source Controls: No special controls should be required for the site, as no significant sources of storm water pollution are proposed. 00 Control: This is not a high use site, nor is it redeveloping an existing high use site. Therefore, special oil control measures are not required. SECTION III OFF SITE ANALYSIS Upstream: Runoff from the uphill area will be collected in the wall drain system and directed around the site. There is currently little runoff occurring from this area, as it is forested and about 1.3 acres. On -site: Downstream: OFFSITE ANALYSIS Having been fully developed in the past, the site runoff is collected in existing storm drain systems. The site is occupied by a restaurant building in the center, with parking around it. Runoff is routed via storm drain pipes to the system in Southcenter Pkwy. No capacity problems are known to exist with systems on the site. All of the runoff enters and large diameter storm drain in Southcenter Pkwy. This pipe drains to Minkler St., where it turns and heads east in a 54 inch pipe. The system is illustrated in copies of the City's storm drain maps, enclosed herein. The developed site will drain into this system, as it does now. The system does have a record of capacity problems during heavy storms. The flood elevation is reported to be below elevation 25 2.69 A. rt . 10 3.11 At, 453 Ac FL 69 TAKUMI MIKAM1 YANAGAWA NANAKO s (8 26) o 3 • 1.00 Ac Kt, 96 KiY010 MIKAMI 0 — 'WINKLER J C PENNEY ( (1) 0 54 (167) UNION PACIFIC kt t. a . w Jian•u•uum 11- 5: t cC F.Maiammearm •1115•111111111110111M•II• 1111111110111•1111 - 24 Srlie Woe tot • ..4•••• 000 s • 4 at tyloto r,4e .S a 00,e' UPR.R. de ' he. .-T•fate.1.3 e./;; ,vest 170P SLAB : .:60770k/ .51418 I. • ENNEY'S _Ts 'sn's .4 , In cApensw 7 At v reA N scsee,itstaiedV, .ertsco are ra 0.00 0 .7 3 ,sedeil r _ — er.e -14 tract cool's-1 Arsx se' • "Will 4(.1tr at M. At SZct ce 00057 1 4/N sr a. _re" s -0.0090 i • • • Ce49.40S/ .7 A SSG A by ta eo ro .1".11 Ateete.4S7 • Aoret. ' M4/ weans .7, 4 cceireo 7/C/*L G0 ec TO RE I1`) ; n Kk S2Ct C6" .:•ss:CF. s6" .Sa0 0090 CeoI✓,y TOA/./rCN co -1 * /• E. O // OyEN on ave./ A'/J''*PAP 60rroM OF 0 5g i s¢ ttO 7 O /rc/v FLOW 3C OJJ'E AJREV / /OS 74" I ' se" -free NO.erN Cara' 70M.Vreef' C-I✓L/NC 3" 0.0007 ASSOC /A TED CROCE/FS OPEN O/7 - Y'BO)TO,N /!f ra / SIOr sd 00°C S. O, coos DET4 /L `:1 " . ,.•o rust - U t- 3 /•E, /3.27 PLUM t ei sa" JO 'EASEMENT :?4'S roe No TA c-eos» 1.O .NA7CN t-!'✓L.sve J" 0.00007 4 ass. sd' 6391 6'S=O.0006f en. ,F,sifi.�. C.(+o,YW ro .NArCN z-.4::4 eyeless air O /TCHFO.PMm(. ' RiP -RASP TEACH , SJpEaF OJPE'. see e eS c- warfZtc ',For w.FLS OPEN 2.7 SO CC "so.coZ6 Sr, IF DE7A /1 iP 71. ` !SWIM. A..1A SAMMAMISH COMMERCIAL CO., INC. a Z3 - r DMWpNO in .. SECTION IV DETETENTION & TREATMENT DESIGN c sc. -4 Q r G S C cwvtsfre w.upr id) �e{�w�c`o .4.-0 IQ ra a,S d..c. toe w&.u4- e. v-.. e.: 0-14 4c, Pe'r e rec'(t'o(As C'47 f es- C` C s TCY< S G {. t•s Kyp a ss !bind � wCI) L W w U W W I'm Ca CO c 0 c 0 0 N IV a o a c'c N N N k je) 1'o 3 `f et tNt [Op yet 1 . b p 4r\ ( r'oVs, 4 4 2 a o so, v-Nteo us Sot Pe v un tie Se (s wL fee t Cs ' \AleeckrwClive 5:El.. Lo4wt (A); ‘e wocle(,n as +st'tl kc rtrs La sty Pre oteVe- top# FOsf. r4c(op 1 1 pe feH4 -t (4.tra.9 SG40rc. s 6.4 pos sc4.1e.f Se-4 ov* ✓Les✓ Os e Us 2 L t- o'- �o C) t'� p ' G✓ c'.1-t‘ 5 (t' etc.. 5 rci c Use TWO onccass se it c ovI-p -Potr- cattat'(s SECTION 3.2 RUNOFF COMPUTATION AND ANALYSIS METHODS FIGURE 3.2.2.A RAINFALL REGIONS AND REGIONAL SCALE FACTORS ST 1.0 Rainfall Regions and In Incorporated Area ...c:.3 River/Lake — Major Road 9/1/98 ST 1.0 LA 0.8 Regional Scale Factors LA 0.9 3 -22 ST 1.0/ LA 0.8 LA 0.9 LA 1.0 LA 1.2 1998 Surface Water Design Manual BASIN DATA King County Runoff Time Series Program Version 4.42 All files will be read /written in the Working Directory 'Working Directory:c:\KC SVDM KCRTS Command CREATE a ner Time Series Production of Runoff Time Series Project Location Sea -Tac Computing Series : se4 re.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating Hourly Time Series File Loading Time Series File:C:\XC_SVDM■KC_DATA\STTG60R _ rnf 8 Till Grass 0.94 acres Scaling Yr: 8 Total Area : 0.94 acres 'Peak Discharge: 0.199 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:sc4pre.tsf 8 Time Series Computed RCRTS Command CREATE a new Time Series Production of Runoff Time Series Project Location : Sea -Tee Computing Series : sc4� Regional Scale Factor . 0 Data Type : Reduced :Creating Hourly Time Series File Loading Time Series File :C:\KCSVDK\KC 8 Till Grass 0.14 acres Scaling Yr: 8 Loading Time Series File :C:\KCSVDK\KCDATA\STEI6OR.rnf 8 Impervious 0.80 acres Adding Yr: 8 Total Area : 0.94 acres ,Peak Discharge: 0.408 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:sc4pos.tsf 8 Time Series Computed Floe Frequency Analysis Time Series File:sc .tsf Project Location: - Tac -- Annual Peak Flow Rates -- Flow Rate Rank Time of Peak (CFS) 0.084 4 2/09/01 2:00 0.043 7 1/05/02 16:00 0.107 2 2/27/03 7:00 0.017 8 3/24/04 19:00 0.046 6 1/05/05 8:00 0.086 3 1/18/06 16:00 0.077 5 11/24/06 3:00 0.199 1 1/09/08 6:00 Computed Peaks Flow Frequency Analysis Tine Series File:sc4pos.tsf Project Location:`a'c - Annual Peak Flow Rates- - Flow Rate Rank Time of Peak (CFS) 0.206 6 2/09/01 2:00 0.177 8 1/05/02 16:00 0.249 3 12/08/02 18:00 0.202 7 8/26/04 2:00 0.241 4 10/28/04 16:00 0.220 5 1/18/06 16:00 0.294 2 10/26/06 0:00 0.408 1 1/09/08 6:00 Computed Peaks BASIN FLOW DATA Flow Frequency Analysis- - - Peaks - - Rank Return Prob (CFS) Period 0.199 1 100.00 0.990 107 2 25.00 0.960 O.OR 3 10.00 0.900 0.084 4 5.00 0.800 0.077 5 3.00 0.667 0.046 6 2.00 0.500'"' 4(- 0.043 7 1.30 0.231 0.017 8 1.10 0.091 0.168 50.00 0.980 - -Flow Frequency Analysis --- -- - - Peaks - - Rank Return Prob (CFS) Period 0.408 1 100.00 0.990 0.294 2 25.00 0.960 0.249 3 10.00 0.900 0.241 4 5.00 0.800 0.220 5 3.00 0.667 0.206 6 2.00 0.500 0.202 7 1.30 0.231 0.177 8 1.10 0.091 0.370 50.00 0.980 SYSTEM OUTPUT DATA AND SPECIFICATIONS Time Series File : sc4out . tsf C.004 ( j -` se , * - L.e§ Project Location::Wfac — Annual Peak Flow Rates— Flow Frequency Analysis— Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.142 2 2/09/01 18:00 0.360 5.09 1 100.00 0.990 0.035 8 1/06/02 6:00 0.142 5.02 2 25.00 0.960 0.065 S 2/28/03 7:00 0. Q84 5.00 .00 0.900 0.035 7 8/24/04 0:00 1 .076 4.38 4 5. 0 0.800 0.045 6 1/05/05 11:00 0 Q65 3.55 5 3.00 0.667 0.076 4 1/18/06 22:00 (1.045 _ 2.71 6 2.00') 0.500 0.084 3 11/24/06 0.360 1 1/09/08 :omputed Peaks Type of Facility Tank Diameter: Tank Length: Effective Storage Depth: Stage 0 Elevation: Storage Volume: Riser Head: Riser Diameter: Number of orifices: 7:00 0.035 1.69 7 3T30 0.231 9:00 0.035 1.64 8 1.10 0.091 0.287 5.07 50.00 0.980 : Detention Tank 6.00 ft —'— "ruvAc.. 272. ft *4 i avS- Le f� r r 101.00 f t .� Z S 1 ci2 f t %. �> « ot.e &e 6848. cu. ft C 4 0re`it- 5.00 ft 12.00 inches 2 Full Head Pipe Orifice * Height Diameter Discharge Diameter (ft) (in) (CFS) (in) �` � 1 0.00 1.00 0.061 «3 c e pcit. 2 2.75 0.75 0.023 4.0 F Top Notch Weir: None Outflow Rating Curve: None 10 e10 1 SC4OUT.pks in Sea -Tac • SC4PRE.pks • • 2 as c R • • (0 • 0 • 00 Return Period 5 10 20 50 190 • • 10 5 10 20 30 40 50 60 70 80 90 95 98 99 Cumulative Probability SECTION V CONVEYANCE ANALYSIS CONVEYANCE ANALYSIS Runoff from the entire site will be less than the capacity of a 12 inch diameter pipe at the flattest grade of 0.5%. To verify this, using the rational formula with C =0.85 and an intensity of 3.0, and an area of 0.94 acres, the flow is 2.39cfs. The capacity of a 12 inch smooth wall pipe at 0.5% is 2.51cfs. This is capacity is virtually equal to a 100 year flood, showing the capacity is adequate with no backwater affect, and not flooding. SECTION VIII EROSION /SEDIMENTATION CONTROL DESIGN EROSION /SEDIMENTATION CONTORL DESIGN No sediment trap or pond is required, as the size of the site and the length of runoff are too small. The maximum runoff path is from the west side to the east side, a distance of about 255 feet over a slope of 2.4 %. In accordance with Section D.4.3 of the Drainage Manual (see next page), perimeter protection is adequate for this condition. Thus, basic BMP's such as a silt fence, catch basin filters, construction entrance, and ground cover techniques are adequate. SECTION D.4 ESC MEASURES D.4.3 PERIMETER PROTECTION ESC Requirement 3: Perimeter protection to filter sediment from sheetwash shall be located downslope of all disturbed areas and shall be installed prior to upslope grading. Perimeter protection includes the use of vegetated strips as well as more conventional, constructed measures, such as silt fences. During the wet season, 50 linear feet of silt fence (and the necessary stakes) per acre of disturbed area must be stockpiled on site. Purpose: The purpose of perimeter protection is to reduce the amount of sediment transported beyond the disturbed areas of the construction site. Perimeter protection is primarily a backup means of sediment control. Most, if not all, sediment -laden water is to be treated in a sediment trap or pond. The only circumstances in which perimeter control is to be used as a primary means of sediment removal is when the catchment is very small (see below). When to Install: Perimeter protection is to be installed prior to any upslope clearing and grading. Measures to Use: There are three perimeter protection measures in this section that can be used to satisfy ESC Requirement 3: silt fence, brush barriers, and vegetated strips. These measures can be used interchangeably. If surface water is collected by an interceptor dike or Swale and routed to a sediment pond or trap, there is no need for the perimeter protection measures specified in this section. Criteria for Use as Primary Treatment: At the boundary of a site, perimeter protection may be used as the sole form of treatment when the flowpath meets the criteria listed below. If these criteria are not met, perimeter protection shall only be used as a backup to a sediment trap or pond. Average Slope Slope Percent Flowpath Length 1.5H:1 V or less 67% or less 100 feet 21-1:1V or less 50% or less 115 feet 4H:IV or less 25% or less 150 feet 6H:1 V or less 16.7% or less 200 feet -----,1011 or less 10% or less 250 feet +r D.4.3.1 SILT FENCE Code: SF Symbol: -X --9C X X X Purpose Use of a silt fence reduces the transport of coarse sediment from a construction site by providing a temporary physical bather to sediment and reducing the runoff velocities of overland flow. Conditions of Use I. Silt fence may be used downslope of all disturbed areas. 2. Silt fence is not intended to treat concentrated flows, nor is it intended to treat substantial amounts of overland flow. Any concentrated flows must be conveyed through the drainage system to a sediment trap or pond. The only circumstance in which overland flow can be treated solely by a silt fence, rather than by a sediment trap or pond, is when the area draining to the fence is small (see "Criteria for Use as Primary Treatment" on page D -18). Design and Installation Specifications 1. See Figure D.4.E for details. 9/1198 Erosion and Sediment Control Standards 1)-18 ■ • • SECTION X MAINTENANCE & OPERATIONS MANUAL MAINTENANCE AND OPERATIONS MANUAL Only catch basin and Stormceptor maintenance is required. The Stormceptor shall be cleaned by vactor equipment, the same as a catch basin. Clean the sediment when it reaches a depth of 8 inches by extending the vacuum pipe through the access lid and to the bottom of the structure. This will likely be required on an annual basis. See the enclosed guidelines for the maintenance of catch basins. • .' Maintenance Component Storage Area Manhole Catch Basins APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.3 - CLOSED DETENTION SYSTEMS (PIPES/TANKS) Defect Plugged Air Vents Debris and Sediment Joints Between Tank/Pipe Section Tank Pipe Bent Out of Shape Cover Not in Place Locking Mechanism Not Working Cover Difficult to Remove Ladder Rungs Unsafe Conditions When Maintenance Is Needed One -half of the cross section of a vent is blocked at any point with debris and sediment Accumulated sediment depth exceeds 10% of the diameter of the storage area for rk length of storage vault or any point depth exceeds 15% of diameter. Example: 72 -inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than Y length of tank. Any crack allowing material to be transported into facility Any part of tank/pipe is bent out of shape more than 10% of ifs design shape Cover Is missing or only partially In place. Any open manhole requires maintenance. Mechanism cannot be opened by one maintenance person with proper tools. Bolts Into frame have less than Ya inch of thread (may not apply to self - locking lids.) One maintenance person cannot remove lid after applying 801bs of lift Intent is to keep cover from sealing off access to maintenance. King County Safety Office and/or maintenance person judges that ladder Is unsafe due to missing rungs, misalignment, rust, or cracks. See "Catch Basins" Standards No. 5 Results Expected When Maintenance Is Performed Vents free of debris and sediment All sediment and debris removed from storage area. All joint between tank /pipe sections are sealed Tank/ pipe repaired or replaced to design. Manhole is closed. Mechanism opens with proper tools. Cover can be removed and reinstalled by one maintenance person. Ladder meets design standards allows maintenance person sate access. See "Catch Basins" Standards No. 5 1998 Surface Water Design Manual 9/1/98 A -3 ^ APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES Maintenance Component General Cleanout Gate Orifice Plate NO.4 - CONTROL STRUCTURE/FLOW RESTRICTOR Defect Trash and Debris (Includes Sediment) Structural Damage Damaged or Missing Cleanout gate is not watertight or is missing. Damaged or Missing Obstructions Overflow Pipe Obstructions Manhole Catch Basin Condition When Maintenance is Needed Distance between debris build -up and bottom of orifice plate is less than 1 -1/2 feet Structure is not securely attached to manhole wall and outlet pipe structure should support at least 1,000 lbs of up or down pressure. Structure is not in upright position (allow up to 10% from plumb). Connections to outlet pipe are not watertight and show signs of rust. Any holes—other than designed holes —in the structure. Gate cannot be moved up and down by one maintenance person. Chain leading to gate is missing or damaged. Gate is rusted over 50% of its surface area. Control device is not working properly due to missing, out of place, or bent orifice plate. Any trash, debris, sediment, or vegetation blocking the plate. Any trash or debris blocking (or having the potential of blocking) the overflow pipe. See 'Closed Detention Systems" Standards No. 3 See 'Catch Basins' Standards No. 5 Results Expected When Maintenance is Performed All trash and debris removed. Structure securely attached to wall and outlet pipe. Structure in correct position. Connections to outlet pipe are water tight; structure repaired or replaced and works as designed. Structure has no holes other than designed holes. Gate is watertight and works as designed. Gate moves up and down easily and is watertight Chain is in place and works as designed. Gate is repaired or replaced to meet design standards.. Plate is in place and works as designed. Plate is free of all obstructions and works as designed. Pipe is free of all obstructions and works as designed. See "Closed Detention Systems' Standards No. 3 See 'Catch Basins° Standards No. 5 9/1/98 1998 Surface Water Design Manual A-4 Maintenance Component General APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.5 - CATCH BASINS Defect Trash & Debris (Includes Sediment) Structure Damage to Corner of frame extends more than 3/4 inch past Frame and/or Top Slab curb face into the street (If applicable). Cracks in Basin Walls/ Bottom Sediment/ Misalignment Conditions When Maintenance is Needed Trash or debris of more than 1/2 cubic toot which is located immediately in front of the catch basin opening or is blocking capacity of the basin by more than 10% Trash or debris (in the basin) that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocking more than 1/3 of its height Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). Deposits of garbage exceeding 1 cubic foot in volume Top slab has holes larger than 2 square inches or cracks wider than 1/4 inch (intent is to make sure all material is 'tinning into basin). Frame not sitting flush on top slab, i.e., separation of more than 3/4 inch of the frame from the top slab. Cracks wider than 1/2 inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that structure is unsound. Cracks wider than 1/2 inch and longer than 1 foot at the joint of any inlet/ outlet pipe or any evidence of soil particles entering catch basin through cracks. Basin has settled more than 1 inch or has rotated more than 2 Inches out of alignment Results Expected When Maintenance is performed No Trash or debris located immediately in front of catch basin opening. No trash or debris in the catch basin. Inlet and outlet pipes free of trash or debris. No dead animals or vegetation present within the catch basin. No condition present which would attract or support the breeding of insects or rodents. Frame is even with curb. Top slab is free of holes and cracks. Frame is sitting flush on top slab. Basin replaced or repaired to design standards. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Basin replaced or repaired to design standards. 1998 Surface Water Design Manual 9/1/98 A -5 • APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES Maintenance Component Catch Basin Cover Ladder Metal Grates (If Applicable) General Metal 9/1/98 NO.5 - CATCH BASINS (CONTINUED) Defect Fire Hazard Vegetation Pollution Nonflammable chemicals of more than 1/2 cubic foot per three feet of basin length. Cover Not in Place' Cover is missing or only partially in place. Any open catch basin requires maintenance. Locking Mechanism Mechanism cannot be opened by on maintenance Not Working person with proper tools. Bolts into frame have less than 1/2 inch of thread. Cover Difficult to One maintenance person cannot remove lid after Remove applying 80 lbs. of fit intent is keep cover from sealing off access to maintenance. Ladder Rungs Unsafe Damaged or Missing. Trash and Debris Damaged/ Missing Bars. Conditions When Maintenance is Needed Presence of chemicals such as natural gas, oil and gasoline. Vegetation growing across and blocking more than 10% of the basin opening. Vegetation growing in inlet/outlet pipe joints that is more than six inches tall and less than six inches apart. Ladder is unsafe due to missing rungs, misalignment, rust, cracks, or sharp edges. Grate with opening wider than 7/8 inch. Trash and Debris Trash and debris that is blocking more than 20% of grate surface. Grate missing or broken member(s) of the grate. NO.6 DEBRIS BARRIERS (E.G., TRASH RACKS) Maintenane Defect Condition When Maintenance is Needed Components Trash or debris that is plugging more , of the in the banter. are bent out of shape m Bars are missing or entire banter missing. Bars are loose and rust is causing 50% deterioration to any part of banter. A - 6 3 inches. Results Expected When Maintenance Is performed No flammable chemicals present. No vegetation blocking opening to basin. No vegetation or root growth present No pollution present other than surface film. Catch basin cover is closed Mechanism opens with proper tools. Cover can be removed by one maintenance person. Ladder meets design standards and allows maintenance person safe access. Grate opening meets design standards. Grate free of trash and debris. Grate is in place and meets design standards. Results When ante is Performed. Banter clear to receive capacity flow. Bars in place with no bends more than 3/4 Inch. lace according to design. Repair or replace design standards. 0 1998 Surface Water Design Manual May 23, 2007 Brad Decker SC -4 LLC 117 East Louisa Street, #230 Seattle, WA 98102 RE: Release of Funds SC -4 Retail Building Dear Mr. Decker: Enclosed is a check in the amount of $27, 115.00 deposited for the outstanding Public Works items for the above referenced project located at 17275 Southcenter Py, Tukwila, Washington. If you should have any questions, please contact our office at (206)431 -3672. Sincerely, Brenda Holt Permit Coordinator encl xc: Permit No. D06 -14 City of Tukwila Department of Community Development Steve Lancaster, Director }M q: \documents\bond release\pw04 -023 — release letter — traffic signal.doc bh Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 - 431 -3665 City of Tukwila 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 206 -431 -3670 ftECEWED CITY OF TUKWILA JUN 1 5 2006 DEVELOPER'S PROJECT WARRANTY REQUEST FORM PERn!ureasi ER Section 1. -.to be completed by Developer Name of Development: S C Address: / 7 Z. 7.5 Soc./ Aces Ryttat Release should be sent to: Name: Address: City /State /Zip Phone Number: SG y L4c // 7 �Jt Loam, ST' Z.:to Se w81e (O// %,o Z Date: G / %S /LNi Permit No.: Da IV? Description of items to be completed (reference plans/documents where items are described): r {� We./c, M4/'.1 r'niiN rc>�u-t / iv Kew Ott t.te ano o. .t, 0.) jReenv / &4 Y/ %t.e �zRtt. i� re ,- c� ®�rra 4 /c % /cce t.i;ilt Si S,Vrwe //c z ✓.- h 1-yiftc.r' e eV& /} + s.bi L..../k- �9D/ cal . As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ / /S: or (150% of value to complete work above) and attach support documentation for value of work. I will have this work carried out and call for a final inspection by this date: 6 /IC tr , or risk having the City use these funds to carry out the work with their own contractor or in -house - • - • fail to car • : t the work, I hereby authorize the City to go onto the property and carry out complet agree to complete all work listed above prior to requesting inspection and relea Signed: Title: Section 2 - to be completed by City staff THIS FUND ISAUTHORIZED TO BE ACCEPTED SignedXSir Department Head: A Amount: $ t i tt' ---* Deposited this Date. [X Cash /Check ❑ Cash Assignment ❑ Bond L�.�� �" .' City Receipt No.: 1 ' ^191/51�i Received By: NVLAt.t Section 3 -.to a complete d.by'`Developer All work identified in Section 1 of this form has now been completed and returned to department which authorized warranty. I hereby request inspection and release of my cash /cash equivalent/bond. Developer's Representative: To be completed by Citystaft I have reviewed the above work and found it acceptable and therefore authorize the release of the above cash /ca quivalent/bond. C Inspector: Date: .4;0 Authorized By: �10't3ZLS Section 4 - to completed. by City staff Amount Released: $ 2-7 115 • t7C) Y Check - Check No. sat bC ❑ Cash quivalent - L tter attached ❑ Bond - Letter attached Date Released: 5 1 2 - I 107 Released by: Y /v1 -cam Volley Crewed: l p.oWurtNS e,,. • .wm.. tI.•.Y tan 10 15 Date: mud Memo May4,2037 To: Laurie Anderson From: Brenda Holt,. ��,(/ Re: D06 -149 SC4 LLC 117 East Louisa St, #230 Seattle, WA 98102 Xc: File No. D06 -149x' H1DowmenthBond Release000- 149 - Refund Memo coo City of Tukwila Permit Center Please refund $27,115.00 to SC4 Limited Liability Company. The items outlined in the developer's project warranty form have been completed and approved by the City's Public Works Department. Please make the check out to: Please send the check to my attention and I will forward it to them. Thank you. • City of Tukwila 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 206 -431 -3670 RECEIVED crwocrutcwm JUN 1 5 2006 DEVELOPER'S PROJECT WARRANTY REQUEST FORM PERng1TCENTER Section 1 - to be completed by Developer Name of Development: SC- 9 (Re ,4i / R/4 e Address: / 7 2. 7S SOL/ JAcc f tir•/ 94 Release should be sent to: Name: SC c/ L.t Address: // 7 Oaf L.ou/Jr, ,S7 " Ae Zao City /State /Zip Se •. We Ct.'I 75• /c' Phone Number: p&) Description of items to be completed (reference plans /documents where items are described): Wt. /c/ Mc. r' n Net e.A u-t 4) /1/e..✓ DnUe art ch m Deete uaf,. t / a,c• r d rcer/ccee 4i / ,S fir wc //c ear', �cii/fC� • c1 -icF fat safe K//c r:rDO . As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ 2 7 , / /S. C1(5 (150% of value to complete work above) and attach support documentation for value of work. I will have this work carried out and call for a final inspection by this date: G /i< o or risk having the City use these funds to carry out the work with their own contractor or in -house t the work, I hereby authorize the City to go onto the property and carry out complet agree to complete all work listed above prior to requesting inspection and relea Section 2 — to be completed by City staff THIS FUND IS AUTHORIZED TO BE ACCEPTED SignedK 7k - Department Head: Amount: $ 2'1, I16— Deposited this Date. (p/15 [X Cash /Check ❑ Cash Assignment ❑ Bond City Receipt No.: 1Sh(o—Ott 722 Received By: Section 3 - to be completed by Developer All work identified in Section 1 of this form has now been completed and returned to department which authorized warranty. I hereby request inspection and release of my cash /cash equivalent/bond. Developer's Representative: Date: To be completed by City staff I have reviewed the above work and found it acceptable and therefore authorize the release of the above c /ca¢ quivalent/bond. m eA m �bMW a' a'• projca »avmn> tam Signed: Title: Date: 4 *7 Inspector: Section 4 — to lye completed by City staff Amount leased: $ t '1l his — rg Check - Check No *Mt ❑ Cash Equivalent — Letter attached Date Released: 5 . 2 , 2.0) Released by: 4X Date: Ci/ /S/(k Permit No.: Darr /`/c1 Authorized By: YS _ _ ___ ❑ Bond — Letter attached j4tV December 5, 2006 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director SC-4 Limited Liability Company 117 East Louisa Street, #117 Seattle, WA 98102 RE: Water Meter Refund SC-4 Retail Building Dear Sir: Enclosed is a check in the amount of $7,955.00. The developer will be installing a 1" meter vs a 1 -1/2" meter for the project located at 17275 Southcenter Py, Tukwila, WA. Therefore, this refund is owed to you. If you have any questions, please feel free to contact our office at 206 - 431 -3670. Sincerely, (13ftems 4,\-ttr Brenda Holt, Permit Coordinator encl xc: Permit No. D06 -149 Q:\Documents \Letters \D06 -149 - refund letter.doc bh 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206-431-3665 November 27, 2006 Brad Decker Decker Development & Construction, Inc. 117 East Louisa St #230 Seattle, WA 98102 RE: CORRECTION LETTER #1 to REVISION #1 Development Permit Application Number D06 -149 SC-4 —17275 Southcenter Py Dear Mr. Decker: 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 he addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time the Fire, Planning, and Public Works Departments have no comments. Building Department: Allen Johannessen, at 206 433 -7163, 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) 433 -7165. Sincerely, Jet'nifer arshall hnician encl File No. D06 -149 P:VennifetlCorrection LCtreg12006006 -149 Corr Ltr $1 to Rev Si DOC jem City of Tukwila Steven Al. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Building Division Review Memo Date: November 21, 2006 Project Name: SC-4 Retail Permit #: D06 -149 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped not copied.) 1. Egress from a room or space shall not pass through intervening spaces, which in this case the storage rooms. Provide a revised plan to show egress path meets code. (IBC 1013.2) Should there be questions concerning the above requirements, contact the Building Division at 206-431- 3670. No further comments at this time. Brad Decker Decker Development & Construction, Inc. 117 East Louisa St #230 Seattle, WA 98102 RE: CORRECTION LETTER #1 Development Permit Application Number D06 -149 SC-4 —17275 Southcenter Py Dear Mr. Decker: 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, Planning, and Public Works Departments. At this time the Fire Department has no comments. Building Department: Ken Nelsen, at 206 431 -3677, if you have questions regarding the attached memo. Planning Department: Nora Gierloff, at 206 433 -7141, if you have questions regarding the attached memo. Public Works Department: L 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) 433 -7165. Since rel i encl City of Tukwila Department of Community Development Steve Lancaster, Director a,,I�V.Q i er arshal it echnician File No. D06 -151 P:Vennifez'Conection Letters \20064306 -149 Correction Ltr WI .DOC jem Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 - 431 -3665 15. Building Division Review Memo Date: May 17, 2006 Project Name: SC-4 Retail, permit applications Application #: D06 -149 Plan Reviewer: Ken Nelsen, Senior Plans Examiner Tukwila Building Division Ken Nelsen, Sr. Plan Examiner An initial architectural Building Division plan review has been conducted on the subject permit application. Please address the following comments with revised plans and /or other applicable documentation. 1. The submitted Reflective Ceiling plans must be accompanied with a completed Washington State Energy Code compliance form. The lighting form information must address both the interior and exterior lighting requirements found in W.S.E.C. Chapter 1. Each of the proposed speculative tenant spaces, must be provided with a basic Egress Illumination route of travel in compliance with I.B.C. Section 1006. The intended egress path may be identified on the plans as a single route of travel between the required exterior exit access doors. Additionally, the performance of the required illumination system described in I.B.C. Section 1006.4 must be specified in the general notes or otherwise shown on the plans. No further comments at this time. DATE: May 10, 2006 PROJECT NAME: SC-4 Building Permit PLAN CHECK NO: D06 -149 PLANNING DIVISION COMMENTS Plan Reviewer: Contact Nora Gierloff at (206) 431 -3670 if you have any questions regarding the following comments. Please submit a finish/color /material schedule matching that approved by the Board of Architectural Review and information about the proposed medallion. CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards Permit #: D06 -149 New Commercial Project Name: SC-4 17275 Southcenter Pkwy Review #: 1 Date: 05.16.2006 Reviewer: L. Jill Mosqueda, P.E. The City Of Tukwila Public Works Department (PW) has the following comments regarding the above permit application. Please contact me at 206.431.2449, if you have any questions. 1. Public Works will allow the wall drain and the footing drain to drain into the detention. PW will allow the Stormceptor, since this was previously approved by the City. 2. Provide a detailed engineer's estimate for all of the public works activities. Include erosion prevention, water supply, sanitary side sewer, storm drainage (include reconstruction of existing manhole), and backflow prevention devices (water, irrigation, fire), upgrade to the traffic signal and video detection system. 3. Add the upgrade to the signal and the video stection system at Minkler. Please contact Scott Bates (206.433.1860) for the specific requiremetns. 4. Show the RPPA to scale on the site plan. 5. Show the fire line connection. 6. Show the fire line vault and backflow prevention to scale and at the property line. The Public Works Director will not approve the fire line backflow inside the building. 7. The Stormceptor connects to an existing manhole. This manhole must have a new barrel and ladder installed. Please include this in the work shown on the plans and in the engineer estimate. 8. Add the treatment for the CMP pipe. PW prefers treatment 1 per APWA 2006 spec. 9.05.4. 9. Provide a recording number for the easement for the drain that runs along the property to the south (Tony Roma's). 10. Provide a recording number for the shared access easement . Reid iddleton June 7, 2006 File No. 262006.005/00802 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 SC -4 Retail (D06 -149) Dear Mr. Benedicto: RECEIVED JUN 0 6 2006 PERMIT CENTER 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. 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. The following deferred submittal is identified: 1. Design drawings for open -web steel joists and joist girders. Special inspections by the geotechnical engineer should be provided for the following elements: 1. Site excavation and grading. 2. Installation of auger -cast concrete piles. 3. Verification of auger -cast concrete pile capacities. 4. Placement of structural fill and soil compaction. 5. Placement and compaction of retaining wall backfill. Washington Oregon Structural special inspections by qualified special inspectors should be provided. The Alaska following is a summary: 1. Construction of augered uncased (augercast) concrete piles: Continuous. 2. Concrete placement at concrete construction: Continuous. 3. Reinforcement at concrete construction: Periodic. 4. Installation of concrete expansion anchors and masonry adhesive anchors: Continuous. 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 June 7, 2006 File No. 262006.005/00802 Page 2 Sincerely, Reid Middleton, Inc. � Se for Engineer Senior Engineer 5. Masonry construction, including mortar, reinforcement and structural connections: Periodic. 6. Grout placement at masonry construction: Continuous. 7. Fabrication and erection of structural steel: Periodic. 8. Structural welding of structural steel for single -pass fillet welds (maximum 5/16 -inch) and roof deck welds: Periodic. 9. Structural welding of structural steel, other than single -pass fillet welds (maximum 5/16 -inch) and roof deck welds, where applicable: Continuous. 10. Erection of open -web steel joists and girders: Periodic. Structural tests by qualified special inspectors and other methods of verification, as applicable, should be provided. The following is a summary: 1. Testing of concrete for specified compressive strength (f,), air content, and slump. See IBC Table 1704.4. 2. Verification of specified compressive strength (f of masonry prior to construction. See IBC Table 1708.1.2. Enclosed are two sets of the revised drawings, structural calculations, and correspondence from the structural engineer for your records. If you have any questions or need additional clarification, please contact us. F. ; �ad Rowshanzamir, P.E. Bri r Moon, P.E., S.E. Enclosures cc: Brad Decker, Decker Development and Construction (by surface mail) Lance Mueller, Lance Mueller and Associates (by surface mail) Bob Raichle, Engineers Northwest (by surface mail) dop:\ doc \26 \planrevw \tukwila \06 \t008r2. doc\fr Reid iddleton Reid iddleton May 23, 2006 File No. 262006.005/00801 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 SC -4 Retail (D06 -149) 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 RECEIVED MAY 3 0 2006 DEVELOP 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 for the following elements. See IBC Sections 1704.7 and 1802. 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. e. Placement and compaction of retaining wall backfill. Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fox: 425 741 -3900 Foundation Mr. Bob Benedicto, Building Official City of Tukwila May 23 2006 File No. 262006.005/00801 Page 2 Structural General a. Design drawings for open -web steel joists and girders. 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: 2, 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. Installation of concrete expansion anchors and masonry adhesive anchors: Continuous, see also Section 1704.13. e. Masonry construction, including mortar, reinforcement and structural connections: Periodic, see also Section 1704.5.2. f. Grout placement at masonry construction: Continuous, see also Section 1704.5.2. g. Fabrication and erection of structural steel: Periodic, see also Section 1704.3. h. Structural welding of structural steel for single - pass fillet welds (maximum 5/16 -inch) and roof deck welds: Periodic, see also Section 1704.3. i. 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. j. Erection of open -web steel joists and girders: Periodic, see also Section 1704.3. 3. Design floor live load should be identified in General Notes. Reference Sheet 50.1. 1. Pile designation adjacent to Grid Intersection D -4 on drawing S1.1 is missing. Please modify the drawing to show the appropriate pile call out. Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila May 23 2006 File No. 262006.005/00801 Page 3 2. It is not clear if the contribution of floor live load is considered in the design of the grade beam on page F -4 of the calculations. Please confirm if floor live load is accounted for in the design of the grade beam. 3. Augercast pile and retaining wall information shown on drawing S2.2 should be consistent with the information provided on the foundation plan Sheet S1.1. Please modify the drawings to show consistent information. 4. Please verify the augercast pile diameter shown in A / S2.2. Lateral 1. Calculations qualifying the design of the collector elements, including open -web steel joists and joist girders, should be submitted for review. Please refer to Section 9.5.2.6.2.6 of the ASCE 7 — 2002 Code. 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 eton, Inc. n� Z3r Farhad ' owshanSmir P.E. Senior Engineer Brian Moon, P.E., S.E. Senior Engineer cc: Brad Decker, Decker Development and Construction (by surface mail) Lance Mueller, Lance Mueller and Associates (by surface mail) Bob Raichle, Engineers Northwest (by surface mail) dop:\ doc \26 \planrevw \tukwila \06 \t008r 1.doc\fr Reid iddleton May 1, 2006 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review SC -3 Retail— D06 -149 17275 Southcenter Py, 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 Brenda Holt at (206)431 -3672. Sincerely, arshall Permit Technician encl xc: Permit File No. D06 -149 City of Tukwila P:Vennifer\Sbuctural ReviewVM6 -149 Structural Review.DOC Page I of I bh Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206 - 431 -3665 '. Jill Mosqueda- Re: SC-4 Page 1 From: Jill Mosqueda To: Bryan Still Date: 10/5/06 11:22AM Subject: Re: SC-4 The permit was issued for a 1 -1/2" meter. The developer wants to retain the 1" meter. 1. If the supply line in Tuk. Pkwy is 1", can they upgrade to a 1 -1/2" meter and keep the 1" line? 2. I calculated the demand at 25 gpm. That is in the range of a 1" meter. 3. Based on the above, do you have a recommendation regarding the meter and the line? L. Jill Mosqueda P.E. »> Bryan Still 10/05/06 11:09AM »> Jill, it is a copper line and is ok. I remember permit being issued for a 1 ' /z" and I am concerned that the 1" may not provide the flow they will demand. How many spaces and type of tenants will occupy? Bryan Jill INosqueda - Fixture counter From: To: Date: Subject: Jill, Here is the fixture list for the building per your request. 6 Sinks 6 Toilets 2 Mop sinks 4 Hose bibs Thanks Brad Decker Decker Development & Construction, Inc. 117 E. Louisa, #230 Seattle, WA 98102 (206) 545-4964 Fax (206) 545 -4952 UP C T oak_ (o yuastvv (� 2eo3 p5 a4-4 — "Brad Decker" <brad @seattleforrent.net> "'Jill Mosqueda "' <Jmosqueda@ci.tukwila.wa.us> 10/4/06 9:53AM Fixture counter xa b a.% 3 rr 4 X i. S= � G vvl0. hfl �Aw M spy t �klePC cR \c(—) a, WFSU _ b i0 3 4 3 4 t IS= :q 3 ' -(+fit= ■a3 PERMANENT FILE COPY KIO SIO(o (3 Oh \t-0: %,"\ ate z Ck.€12 t y M c - 1 - Q" Foy `3te1ja 1- vt � e OS o ass P • 1 - Ca 1 -� na a I • get/ z -&o vke.Z Jill Mosqueda - Re: SC-4 Page 1 From: Bryan Still To: Jill Mosqueda Date: 10/4/06 7:56AM Subject: Re: SC-4 Jill, Has anyone reviewed the demand that SC-4 will require through the 1" meter. The ideal flow for normal use on a 1" meter is 25 gpm. What will they require? Excessive flows will decrease accuracy and shorten the life of the internal components. Thanks Bryan PERMANENT FILE COPY CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS www.ci.tukwilawa.us Development Guidelines and Design and Construction Standards TO: FILE Permit #: D06 -149 Project Name: SC-4 Building Date: 08.08.2006 Reviewer: CORRECTION TO RCFC FEE On 06.13.2006, PW assessed additional fee for RCFC, for the difference between the old 1" meter and the new 1.5" meter as $5555.00, which is incorrect. Actual difference is $11620. Permittee has paid $5555. Balance due is $6065. Correction made in P +, notified Richard Takechi and Laurie Werle. Notified Brad Decker, project contact, at 206.545.4964. L. Jill Mosqueda, P.E. CC: Richard Takechi Laurie Werle PERk7 NENT FILE COPY 1 (LAB USE ONLY) DRINKING WATER RESULTS ❑ UNSATISFACTORY, Coliforms present - [SATISFACTORY, j' 'olitorns absent REPEAT • E. CO present • E. Coe absent SAMPLES REQUIRED • Fecal present ❑ Fecal absent OTHER LABORATORY RESULTS TOTAL COLIFORM _/100 ml E. COLT _/100 ML FECAL COLIFORM /100 ml PLATE COUNT /ml ANOTHER SAMPLE REQUIRED SAMPLE NOT TESTED BECAUSE* TEST UNSUITABLE BECAUSE: growth , culture � debris • Sample too old -- ❑ Confluent ❑ Wrong container • TNTC ❑ Incomplete form • Turbid • • Excess Lai "rkI testing L Inc. �' S. Harney Seattle, WA 98108 << WATERBACTERIOLOGICAL ANALYSIS SAMPLE COLLECTION: READ INSTRUCTIONS ON BACK OF GOLDENROD COPY If instructions are not followed, sample will be rejected. DATE COLLECTED TIME COLLECTED MONTH DAY YEAR 'I / ,1 / to ❑ AM p•PM TYPE OF SYSTEM IF PUBLIC SYSTEM, COMPLETE [Z1 PUBLIC ❑ INDIVIDUAL (serves only 1 resident•) NAME OF SYSTEM I.D. No.1 EVENING SYSTEM OWNER/MGR,: (Name) T jI ✓11 /.v SPECIFIC Loco • NWHER SAMPLE COLLECTED TELEPHONE NO. T E51' r< I_ IIFio,- k arDAY 'u 'i 'I SAMPLE COLLECTED BY: (Name) i COUNTY.NAME t.na 0 CIRCLE GROUP (A B SOURCE TYPE • GR • UND WATER UNDER SURFACE INFLUENCE . , • ❑ SURFACE ❑ WELL or ❑ SPRING ®'PURCHASED or ❑ COMBINATION WELL FIELD INTERTIE or OTHER SEND REPOyr rft: (Print Full Name, ddress and Zip Go ) • /c Ste-} Cot( il1 ( rAJ Trr(Z F,/L'(I 7.' t W ASMNGTO 67 Q TYPE OF SAMPLE (check only one in this column) ❑ ROUTINE DRINKING WATER check treatment ❑ REPEAT SAMPLE Previous coliform presence Lab # Date ❑ RAW SOURCE WATER Source e ct NEW CONSTRUCTION or REPAIRS ❑ OTHER (Specify) REMARKS: LAB NO. (7 DIGITS) DATE REPORTED REMARKS DOH 305002 (REV.. Lag) WATER SUPPLIER COPY I LASORATO ❑ Chlorinated (Residual _ — Free) ❑ Filtered i. ❑ Untreated or Other II! DATE, TIME RECEIVED (J u H2:175 ' "' +- k ❑ Total Coliform ❑ Fecal Coliform SEE REVERSE SIDE OF GREEN COPY FOR EXPLANATION OF RESULTS RECEIVED BY V D c-A- 6 1 ti Testing Laboratories, Inc. 940 South Harney 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: P.O. #: REPORT TO: ATTEN: DFSCRIPTION Tests -sc adsU '1 1- ( +IStt ucks City of Tukwila- Engineering ptvk. 3 City of Tukwila Engineering Department 6300 Southcenter Blvd. #100 Tukwila, WA 98188 SM9223B Colisure (TC, E.coli) P /A, Water www.lauckslabs.com Please include our invoice number for proper credit to your account. 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 OK TO PAY d 1 1 —1 ,- 11NIT PRICE QUANTITY AMOUNT $25.00 2 FORM LTC- ACC -2.0 The sok liability of these laboratodes for these services, including claims for negligence. Wet liability in ton or warranty, shall not exceed the amount of this invoice. Samples may be discarded after analysis unlcu otherwise requested. A finance charge of 15% will be charged on all part due accomra, which is an annual percentage rate of 18%. Amount Due $50.00 N' • ,l, \11 , IL • Invoice 3 Vllopvc $50.00 $50.00 PTIW on Recycled MPS/ tot ;t Date Project Name: Permit Number• 7 Billing to be sent to: § City of Tukwila Public Works Department 6300 Southcenter Boulevard, Suite X100 Tukwila, Washington 98188 Phone: (206) 433 -0179 Authorization of Special Billing It is the intent of this letter to authorize the City of Tukwila to bill the undersigned for ail costs incurred relative to the above - referenced project, by the City of Tukwila for the following worst Name: 5 0 L / LL_G Address: 1/ , F; 47 t Zouic ° L30 City /State /Zip: SC /( /f 95» -t Attn: p,c( Dc'cte/ me Phone Number- ZeCr - S Signature: -},x9- 5 `ZL i¥i`li`( per, Contractor or Authorized Agent July 31, 2006 Brad Decker S 4 Limited Liability Company 117 E Louisa St. #230 Seattle, WA 98102 Re: 17275 Southcenter Parkway Dear Brad: I have reviewed and approved the submittals for the subject project except as follows: • The bands for the detention tanks must be asphalt coated. • The backflow preventors must be on the City's approved list. • All materials and equipment must meet City standards Also, be aware that, per the shop drawings, the proposed tank is to have 5x 1 corrugations, not 3x1 as specified on the plans. This is acceptable with me. Sincerely, c David C. Dougherty, P. SITE DEVELOPMENT SERVICES t Enclosures: Two copies of submittals, for your use. i µ� 310 - 208th S.E. • Bothell, Washington 98012 • (425) 481 -9687 (VOICE) • (425) 485 -7199 (FAX) w , %t t .� � ► r 1 &V17 CONSTRUCTION PRODUCTS INC. 16- Jul.O6 To: Deeny Construction Jon Deeny Project SC4 Retail Tukwila, WA SUBMITTAL MATERIALS Pipe: The pipe for the storm water detention system will be: 272 LF 72" diameter x 16ga. galvanized with 6" x 1 " corrugations, asphalt treatment 1 coating Inside and out, meeting the requirements of AASHTO M36 and M190. Bands: Joint connectors will be 24" wide annular bands not asphalt coated per 2004 WSDOT Standard Specification 9-05.4(7) as the asphalt hinders proper tightening. Gaskets: 3/8" thick closed cell neoprene meeting ASTM D1058, same width as bands. Fabrication: The system will be Iayed out and fabricated according to the attached shop drawings. Flow 12" aluminum with 2 2/3" x 1/2" corrugations meeting MSHTO M196 and fabricated Restrlctor according to the attached shop drawing Questions? Please contact your Sales Engineer if you have questions regarding this submittal or any or our other quality construction products. Jelena Vandenhaak 206 - 730 -7946 pike. cre Kathi Jones, Sales 800 - 242 -2181 ext 204 jonesk ®contech- cpl.com Project: SC4 Retail Tukwila, WA 4 Account Deeny Construction Jon Deeny 1 4-42° H1 4 — 0 1 ________ 72" x 16ga. Galvanized 5x1, Asphalt Coated 24° wide bands, 318" thick gaskets PLAN VIEW NOT TO SCALE 2" vent " 12" dead storage 85' • 4 - 2' -0 1 PROFILE VIEW Return approved drawing to fax 360 - 435.8436 Approved by Date: rte `\ Ile IveaAu %Pa 1 EVIR CONSTRUCTION PRODUCTS INC: Kattd Jones, Sales 800- 242 -2181 fax 360 -435 -8436 this will have to be a 3" elbow to fit here Saltirclai .75" 8" shear gate - -+ with rod & handle Orifice #1: 1" Customer. Deafly Construction Project SC4 Retail Tukwila, WA smooth sleeve to tit HOPE OE: 21.50 3" IE: IE: 33" NOT TO SCALE RIM: OE: 21.6 36" IE: 18.5 24" SP: Approved by. Kathi Jones 800 - 242 -2181 ext 204 return to fax 360 -435 -9436 o*rsn CONSTRUCTION I 1EVi7 M 0 ba O M 0 A7 a 48 STC 450i STORMCEPTOR SCALE: 3/8' - 1'-0' R sser Hydro Conduit v a v 25t M 3' SUaJRBAN FRAME & SLOTTED COVER M/ 6' GRADE RING HANDLE FOR REMOVEABLE DOME ANO TEE t TRASH GUARD WITH DOWN PIPE I 4'I ILET 4"I OUTLET .1 DOUR PIPE RISER PIPE (REMOVABLE) 48'0 .I l� 1 25' SECTION A I' L t 4 t PVC PPE I MW. 15' MN • W /4' CAP 1. S Lam.® RY EL STORMCEPTOR NSERT tY OUT a • 1528' FLOOR a w m .29 - � 114.E /7 It MOPE 16' MOLE L[. *544' rP OP PLAN VIEW INSERT PLAN VIEW INSERT DE AND TEE FERE (TEE OPENINGS TO FACE SIDE VALLS) INLET SEE NOTE N4 1101E /1 It MOPE 11' MOLE 1J:. ism' N' IP 4O [ISLET SLR PIPE OUTLET EANOUT/VENT PIPE 4•I PVC PIPE NOTES: 1. NO STATE / COP INSPECTION Kowa. 2. STEPS 0 150. 3. Au. PRECAST SECTgNs SHALL CONFORM TO ASTM C -478. 4. THE 25'. ACCESS SHOULD BE PpSTCNED OKR THE 0.EANOUT VENT PIPE. S. THE USE OF FLEXIBLE CONNECTORS 6 RECOMNENOEo AT THE RILE! AND OUTLET WHERE APPLICABLE. 0. CONTRACTOR TO PROVIDE DLL LFTRID DEVICES 7. THE INLET EI.EV. WAS BEEN ADJUSTED '10 ALLOW 7' OF FALL. 0 0 Z 0 CC 0 0 bJ W O 0 O 0 U r 0 4 to 0 N 0 a a Quality Concrete Products, Inc., 4200 78th St. SW, MuMiteo, WA 98275, Ph: (425) 355 -5510, Fax: (425) 355 -5559 frame and cover grade rings top slab pre -cast riser section pre -cast base .,J steps ladder 1-24 —{ 54" PRECAST MANHOLE _1 MANHOLES ARE CONSTRUCTED IN ACCORDANCE WITH ASTM C478 (AASHTO M199), ASTM C89O AND WASHINGTON STATE APWA / WSDOT STANDARD SPECIFICATIONS. 8" —1 RUBBER GASKET JOINTS PER ASTM C443. FLAT TOP REINFORCING IS 84 DEFORMED BAR MANHOLE WALL REINFORCING 15 MINIMUM 0.135 SQ. INCH /LINEAR FOOT. BASE SLAB REINFORCING IS 0.19 SQ. IN /LINEAR FOOT IN BOTH DIRECTIONS. STEPS ARE POLYPROPYLENE MANHOLE STEP P -14938 AS MANUFACTURED BY LANE INTERNATIONAL. Quality Concrete Products, Inc., 4200 78th St. SW, Mukitteo, WA 98275, Ph: (425) 355 -5510, Fax: (425) 355 - 5559 30 " 34" 20" 20 "w 24" CB18 - TYPE 1 CATCH BASIN REINFORCING IS 0.12 SQ. INCH /LINEAR FOOT. FOUR 18 KNOCKOUTS PROVIDED FOR PIPE ENTRY. WEIGHT IS 1920 LBS. 6" RISER REINFORCING 15 0.12 SQ. INCH /LINEAR FOOT. WEIGHT 15 280 LBS. 12" RISER REINFORCING 15 0.12 SQ, INCH /LINEAR FOOT. WEIGHT 15 560 LBS. AU. COMPONENTS CONFORM TO WASHINGTON STATE APWA /WSDOT STANDARD SPECIFICATIONS. SYSTEMS. ADVANCED DRAINAGE INC The unmatched durability of Polyethylene pipe ADS N -12 Pipe is more durable than RCP or CMP. Manufactured with High Density Polyethylene (HOPE) resins, N -12 Is highly resistant to chemical attack and corrosion. An inert material, poly- ethylene is immune to galvanic and electrochemical effects, and Is unaffected by soils or effluents with a ph range from 1 to 14. Durability studies have shown N -12 to be significantly more resistant to abrasion than traditional materials. in fact ADS pipe has often successfully replaced conventional materials which had failed due to extreme abrasion. This has made ADS pipe popular ao a Inner to restore deteriorated metal culverts. RECOMMEND= 1JOC •N RAN= t uGATEO fl&PIPE r�rr� rtNFORcCO cO CA TE RF'E es P4 1 7 u ADO EKC The hisst ,. stariclaith quality and perfonnauce Advanced Drain Systems is the nation's oldest and most experienced maker of polyethyl- ene drainage products. Over the years, ADS has pioneered many of the advances that have become Industry standards. At its more than 20 plants across the country, ADS maintains a comprchondvo quality control program that extends through every stage of production to ensure that its polyethylene products meet applicable ASTM and MSHTO standards. Today, Advanced Drainage Systems Is America's leading manufacturer of quality corrugat- ed polyethylene pipe and related products. Ever - increasing num- bers of engineers and contractors are choosing ADS pipe for use in Industrial, mining and public works projects -the toughest of application. N -12 delivers all the quality and performance the industry has come to expect from ADS, and puts it to work In storm sewer and other applications where Frydraufcs we Important and durability Is critical. ADS Cormatad HOPE s Recnnfnietided Nanning's D P- X ° .::..pey,.f one ?4y54.10,11t1:'s:r,.! .- r:xta 16 {_aa: .. ?.:018 i1D5•W.f2;iT > Palye ;e ta -out . 010 -A10 - : Af0-.012 wto:SBis _010 . • •KSCE Mend and Report odttctneednp Ptactka f7l: - c • <-.A20. • i g o. :... ;•ri ^yen• : +rt z,:. • ' .J. ' ..020• . • -ADS 2142 Pipe Stiffness ti- <'4.c,s no0,160,e0a1 • . 20 (aril ••12•0001 - 60(3451 , •(6•(3/61 • 42(289] :.:•16"(_4601 . .ai :., -. do inr6J .. tts "i;‘ ytaol 44- 11931 : . ' -- -- - --- ...d•.tt (1621: • i`.:'PerMtM 02312 • ;11ei5ht CoinPa tisen t .. r e ciesi t .' Ams !• et y M tao yre4rtN .0sdwv) ' � NOP2� .; rwnra.a a 011atal:: • le 4.0 Is 111 8.4 131 P4' 14.6 217 . 30 164 a,' 15.1 624 tandardLAngth et N-12 Piper 2P 1 'h1" Fo�'D tign . 12.9 16.6 12.4 ' Sou 56.0 HeOght of Cover liable for ADS N -12 or Corrugated Pipe --Depth of Dover for Cmnagated Polyathytrac Pipe '-1(20 Or.rso Lire Load , . . --Pipe Manufactured is AASHTO Iw234 ar M-2 2 • Natal$ pe ° • .. .022 r.026 A23 x.626 .022-.026 .022 -.07t .922-.On A23 - Clumsier tihabnem Cover Maximum Carter In.(MMJ : c , ... 4 212 0 E20 Die (meters) rt 1D.1r 108.000 4,f (_ . 112 660) u (6801 �'68y181 • . • 1 H2 (206 • $t • 69'(161 :' : tele:tot . . (700) 'ilia M M1. -12 (10) 2136001 42$6601 24 (6001 at 7101 , + r ... So97se, ti:4 kit* • - ,:sL(16J 1. Ccs nLtaigas eadeutatnn using bad factor design 2. Cali deiislty pi 1001ieu.R(1400 keer') is assumed., . . BnkSU roa the pip, must b. Compacted to density at 60% perA452170 143• . 4. Use resSanaUin sant haald6ng and histallation. 6. Cavot tied anoaa are wn. sawl from rho topet the pipe - 6. Spacial situations Mich as Coro ism than tt (500md+) ee xis Mahn than SO ft. (11 mrters).hould Ire discussed !Ash an ADS Rrarrna Ca,tn,•_ Applicable specifications and ton guidelines 4. ASTM F 405, Standard Spedfication for Corrugated Polyethylene Pipe and Fittings. 2. ASTM F 667, Standard Specification for Large Diameter Corrugated Polyethylene Pipe and Rttings. 3. AASH r0 M252, Standard Specification for Polyethylene Corrugated Drainage Pipe. 4. AASHTO M 294, Standard Specification for Corrugated Polyethylene Pipe, 12" to 30" diameter. 6. ASTM D 2321, Standard Practice for Underground Installation of Thermoplastic Pipe tor Sewers and Other Gravity Flow Applications. ADS Corrugated polyethylene pipe is a flexible conduit When properly installed, ADS pipe has excellent compressive load bear- ing strength. It is suitable for use under 1120 and E80 We toads, or with fill heights in excess of 50 feet. To ensure maximum perfor- mance, ADS pipe should be installed in accordance with the following recommendations: Insi latfnn rec onunendations 1. Crushed stone, gravel or uumpacted soil badddl material should be used as the bedding and envelope material. • 2. The corrugated pipe should be laid on grade, on a layer of bedding material. 11 native soli is used as the bedding and backfill material, it should be well nampacted in six inch layers under the haunches, around the sides and above the pipe to the recommended minimum height of cover. 3. Either flexible (asphalt) or rigid (concrete) pavements may be laid ac part of the minimum cover requirements. 4. Site conditions and evallability of bedding materials often dictate the type of installation method ifsed. 5. Tho load beating capability of flexible conduits is dependent on the type of.baddili metertal used and the.degree of compaction achieved. Cnished stone and gravel bacdcfilt materials typically reach a compaction level of 90- 95% AASHTO standard density without compaction. When native soils are used as backfill material, a minimum rampacton level of 85% is required. This is the same minimum compaction that is recommended by au drainage pipe manufacturers and can be achieved by various compaction methods. 6. ADS recommends that N - pipe be Installed in accordance with ASTM D 2321. Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity Flow Applications. N-12 Pebdcated Tee Firing (Wye ridings &so available) N -12 Fabricated Elbow Fitting - can be made to any angle between 5' and 90 °, with one or more miters N Coupler - 'premium- version aveltab(e with neoprene gasket for tightness in fine sops Polyethylene Berea end section - for 12' - W diameter piping Al -fa As applications vary for gravity flow piping, so too must the performance of the ooupling system. Advanced Drainage Systems, a recognized leader in the drainage industry, offers a complete range of coupling systems to bring optimum cost - effectiveness to arty project. Pro Link Sr • Standard ADS N -12 splh coupler • Available far pipe sizes 12' to 3V in diameter • Wraps around plpe and fits into external corrugations —the length of coupler engages . a minimum of 2 corrugations on each piece of pipe being joined fur a secure fit • Easy to install; provides a sat -light pull -apart resistant pint • Available In a gasketed version for applioalions with extremely fine -grained soils to prevent Anil migration Pro Link 18:8" • Available for pipe sires 4` to 24' In diameter • Thermal - molded PVC double bell coupler comm installed on the pipe with 0 -Ring gasket • ASTM 3212 Joint textod at to.a psi • Can be misaligned up to $ degrees per joint and all hold the test pressure Pro Link 51T • Available fur pipe sties 12• to 24' in diameter • Constructed of high - density polyethylene • Pressure testable to 5.0 psi with up to 5 degrees of axial misalignment • Foc :ory installed L EL AM INCED Dui AAGE 5Y51EM5. WC. 03/12/2004 FRI 11:29 FAX 208 682 1611 NATIONAL WATERWORKS JUL 28 '00 16 :32 FR IPEX INC 604 534 7616 70 i2O6E511611 � ,n (Q U S 5149r r PVC DRAIN PIPE Perforated or Solid C Standard CSA 8182.2 (0R35) MA 8182.1 ASTM 02729 C 1P'E20C Commuted t• Esdelledee Benefits of PVC Drain Pipe • Corrosion Resistant • Chemical Resistant • High Flow Capacity • Flexible Yet Strong • Economical • Long Lasting Drainage Applications • Septic • Foundations Length 4 m 10 ft 10 ft • Parks and Golf Courses • Agricultural 3 Options Available Size Range (mm) 100 thru 375 75,100,150 75,100, 150 Perforation Pattern l The pipe has two rows of 16 mm diameter holes, spaced 150 mm along the pipe (centre to centre), with a radial separation of 120° between rows. 0002/003 P.01. 02 6 2 . 2 02.0 a - / &j/ Langley. BC Calgary, AB Edmonton. A8 Saskatoon. SK Winnipeg, MB 'a (604) 634.8631 a (403)23x6 -1333 a (780) 415 -5300 s (306) 933-4664 v (204) 633 -3111 Toll FREE (800) 663 -5864 Fax (403) 279 -8443 FAX (780) 415 -5358 Fax (306) 934 -2020 mu. FREE (800) 667 -8858 FAx (604) 534 -7616 Fax (204) 633 -3075 www.ipexinc.com istofl xi 0 0 0 z c 03/12/2004 FRI 11:29 FAX 208 882 1811 NATIONAL WATERWORKS 6104 534 7618 TO 12066821611 : .62/02 JUL 26 '60 16:33 FR M 11NC Pipe Size Avg. O.D. Minimum Wail Minimum Pipe (mm) (mm) Thickness (min) Stiffness (kPa) 100 107.0 , 3.08 320 150 159.4 0.55 320 200 213.4 6.10 320 250 266.7 7.62 320 300 317.5 9.07 320 376 388.0 11.10 320 Pipe Size Avg. 0.D. Minimum Wall (mm) (min) Thickness (mm) 15 82.6 2.36 100 107.0 2.92 150 159.4 4.35 Pipe Size (mm) 75 100 150 Pipe Size (mm) 75 100 150 Technical Data 4 CSA 8182.2 OR35 - Perforated or Solid ) ,�--- GSA 8162.1- Solid Only CSA 8182.1- Perforated Only ) Avg. O.D. Minimum WaII Minimum Pipe (mm) Thickness (mm) Stiffness (kPa) 82.6 2.02 190 107.0 2.24 120 159A 2.90 75 C ASTM 02729 - Perforated or Solid ) Avg. 0.13. " Minimum Wall (mm) Thickness (mm) 82.6 1.78 107.0 1.90 159.4 2.54 Minimum Pipe Stiffness (kPa) 320 320 320 Minimum Pipe Stiffness (kPa) 131 76 55 ¢too3 /ooa Ub /U5 /ZUUZ WEu LU:u5 FAA 208 U82 1811 US FILTER fT009 /013 • voiuDizuuz MD 18:88 FA4,2U81582.1811'US "PILTER. • " SIiORT FORM SPECIFICATIONS FOR MULTI SEWER FITTINGS SDR35 Sewer Fittings All SDR35 gasketed sewer fittings must comply to ASTM 03034, F679 and F1336 standards. M fittings shall have a minimum cell classification of 124548 and comply with ASTM 01784. Materials used for gaskets must conform to the requirements of ASTM F477 or F913: AB fittings must be rnanutactured with a locked -in gasket, These fittings must be third-milli certified to CSA 8182.1 and CSA 8182.2. Multi SDR3$ Sewer Fittings meet these' Standards: ASflA fUw4. •. . wwo Fete a 1336 Heavy' Wa11 SDR26 Sewer Fittings AB heavy wall SDR2G gasketed sewer fittings must conform to ASTM D3039 and shall be made of PVC resin having a minimum ceaelassification of 12454-8 as prescribed in ASTM D178 -t Materialsi'sed for gaskets must conform to the requirements of ASTM .F913 F477. All fittings must have a locked -In gasket. These fttingsrust be third -party certified to CSA B182.2. ivreilti:ilniriWall SDR26 Sewer Fittings meet th _standards: limb.. C.1,03). Sewer Fittings DR18 gasketed sewer tees, couplings. elbows. plugs and reducers shall conform toAWWA C907 Polyvlii$ Chloride (PVC) pressure fittings for water and be certified to CSA 81372 They shall be UL fisted and FM approved. All otter configuraibM must have a m i n i m u m DR18 wall Wckness. DR18 fil8nps shall be made from • a coMpoeind with s mWmum cell classification of 124548 par ASTM 01784. The compound must have a minimum Hydrostatic Design Basisbi 4,0X psi and nest be fisted with the National Sanitation FoeidahaiL Ftrficated.DAJB littingtshall be made from segments of 08118 AWWA C900orC905 pipe welded together. The pipe stock used to manufacture tic fittings must be third -party rrdified to CSA 8137 3 Multi DRiS C.I.O.D. Sewer Fittings meet these standards ": avjw 69IJ ltas$aMao (4Wi tw • It ♦ J.rs WA App. NY JC 1 fl9ni.w. v - C,.N: raw AS M03134 CSAan(r2 I 010 /010 uo /Ub /2UVZ WEI) 19 :06 FAX 206 682 1611 US FILTER ' Ultra -Rib Sewer Fittings SHORT FORM SPECIFICATIONS FOR MULTI SEWER FITTINGS PVC Ultr •Sib fittings must conform to ASTM 1794. Infection- molded fittings must be used In available configurations, They must be third-patty certified to .. CSA 8182.1 or GSA B1 82.2. Fabricated fittings shall be certified to CSA 0182A. Gaskets designed for Vitra•Rib • • fittings must only be used with Ultra -Rib pipe- q SA Multi Ultra -Rib Sewer, Fittings meet these standards: AMA VW a22sc csa H t mane otinvt PV&DWV•Schedule 40 Fittings P J ..WV:Ilttings:shae contonp to ASTM D2665 and he listed by NSF Standard 14. They must be dint-par& rerudeb fo' ESA 81812. 11,Giult DWV Schedule 40: Fitt'ings /ineet ;these stsndat4s': 4 Attrd D2665 canard u raraay. NSF . CSAeia72 ' Solvent Weld SDR35 ," SeWer ttings 4 ASTM D34 i All SDR35.aDlventt.weld surer fittings must comply With ASTM A303I. These fittings must be third -party ranted tb ZSA Bi82.i Gild CSA 8182.2. Multi Solvent Weld Sewer Fittings meet these standards: UAW CSAIllt61 a W1242) 0011/013 U0/05/ZUUZ WED 18:06 FAX 206 682 1611 US FILTER MULTI FralNos P.O. Bent3300, Teem."A" Loodem, Oat Coat taken (319)611-2140 1400465-1W ($19) 614-2114 Yams truly, • Gerd Burnell Manager of Product Engineering • 0 1 2 / 0 1 3 1 MULTI 7111114133 CORP., 360 Mad Stiael Pad Ewan, Makipo WA (SID) 364-4050 14004234$39 rag Ole) 364-40S7 ASICETED SEWER FITTINGS • • . • • !Min OF CERTIFICATION • • •• - •.'fo s tope: ": • . This certification coven Whit; Fittings seqtdrements for PVC SDR 35 Oasketed Sewer Phillip. These products • • • ; moot or acted performance standards set by the Antexican Soddy of Testing mid Materials(ASTlit) mtd thc • CanalianStanclards Association (CSA). All fittings are compatible with pipe mantrfactued to ASTM D3034, CSAI$182.•1 and CSA 13182.2. •••••-• Masai% PVC Poly(Vinyt Odoride) used in the manufaattring ofisfulli Map WS Onsketed Pass nags toinplies with ASIM D1734, all classification 1245443 and it compounded to ghe superior physical ' • • •; Itropettiesin the finished product._ Materials used for dastomelic seals maser acted the reinirementa of • • , ' • ;,'" ASIMP47/ and/or ASIMP913. • . • Fittings Standard= ••• • The Mowing standards apply to Multi Fittings SDR35 Gasketed Sawa Fitting= • • • . . !. AS11.174254 • . . - • this speCification stovers requirements and test methods tar ntausrial, dimensions, workmanship, flattening • - •7fleastinbe, impact restosece. pipe =items, =Mission quality, Joining systems and a loon of markIng for type ••• ‘' • q".5M Paly(Vinyl Chkildc) (PVC) SLIM PiPc and fittings. • • • ; • .Thit spacifi9tion cons requilements and tea methods for fabricated or molikel Poty(Viro4 Chloride) (PV -- gasiceted, Mier fittings IC be used oath piping marittilietured to meditation D3034, F679, F789, � F891. The • • • • • C54 Ma I . lids standard covers plastic drain and sewer pipe imd plastic fittings hi the size lenge NPS-2 throughPIPS-6 with plpe stiffness of 275, 320, or 625 krt CSA 111812 mis standirel describes rixpirernents tidiest methods for makriab, .dmensiems, wcskmansbip, pipe ; -stiffness, Salk conteol,joieing. s)stems, and marling z,t SDR 28,' 35 and 41 type PSMFVC sewer pipe mid ..• . . . . . • ' • • Mythic ' • • . ' Dakota Scvsx Fittings are marked as prescribed in the above applicabk standards to indicate the size of the • • fittlugs," soitaird compliance. to.standard and manufacturer's name or trademark. . • • . • Note TAls &tin mewl as aorlfiartion that Gadded Saver Fitrusgs marisfortured ay Multi Fillings Pt . comprised of 10014 Mt asousstfacbutsf row material, am I this comprises In exam of X% tithe total cog of the ?road- Theseprodods conform to the Bay American Act Noe-93 ;08/05/2002 WED 19:08 FAX 208 682 1611.US FILTER PVC TYPICAL PROPERTIES . 'The PVC wiWiul used by Mold Finings to produce its fittings k a Type; [kale I rigid vinyl compound dated for fittings where maximum tensile strength s chemical re istaaae k required. It has a cell classlfcatloa of 1244341 (ASTM D- 1784). • Value Delt Method GENERAL PROPERTIES 1,39 AMU D-792 135 Rockwell MECHANICAL PROPERTIES Moroi Strength 7,000 0 ASTMD-638 TensileModuhu 400,000 psi ASTMD-638 . Mc urn: Strength 12,000 psi ASTM D -790 r 390,000 psi ASfMD-790 Gardner Impact, at 23°C, 1/2 in It by 320 in -lbs. 2.56 in,4bam11. ' Specific Gravity Hardness Notched ILA Impact, (W) at 23°C 0.8 B. ibs in. AS'1MD -256 • it 40°C . . 0.6 t1.- 16tH. AS774 D -256 THERMALPROPERTiES ; . Dc leOloaTempstme @ 264 Psi ®66psi - Fiammahtiity ti 70 °C ASTMD-648 74 OC A5IMD-648 FLAMMABILITY • 38 'Y. AMID-2E63 V-0 IL 94 Nov/93 X013/013 Pacific States Cast Iron Pipe Company D 1.1 C T 1 L E 1110 14 PIP E LAYING CONDITIONS Type 1 T Fiot -bottom Trench.• Loose backlit'. Typo 2 Flat- bottom trench.' Bockfill lightly consolidoted to centerline of pipe. Type 3 Floe bedded in 4 -in. minimum loose soil." Bocklill lightly consolidated to top of pipe. Type 4 Pipe bedded in sond, grovel or crushed stone to depth of k pipe diameter, 4 -in. minimum. Backlit' compacted to top of pipe (Approximately 80% Standard Proctor AASHO T -99.I Type 5 Pipe bedded in compacted or gronulor material to centerline of pipe. Compocled or gronulor or select" material to top of pipe. "Approximately 90% Slondord Proctor AASHO T -99.) ff pipe 30' and larger. consideration should be given so the use d Ieytg conditions other Ilion type 1. •'flat. bosom• Is defined os undiWrbed earth. **loose sod' or - select material' is defined os native sal escovoted from the trench, bee of rocks. foreign manias and 6ocen conk STANDARD THICKNESS CLASS FOR THICKNESS OF PIPE WALL Size Inches 50 51 52 53 54 35 56 3 .25 .28 .31 .34 .37 .40 4 .26 .29 .32 .35 .38 .41 6 .25 .28 .31 .34 .37 .40 .43 8 .27 .30 .33 .36 .39 .42 .45 10 .29 .32 .35 .38 .41 .44 .47 12 .31 .34 .37 .40 .43 .46 .49 . 14 .33 .36 .39 .42 . 45 48 .51 16 34 .37 .40 .43 .46 .49 .52 18 .35 .38 .41 A4 .47 - .50 .53 20 .36 39 .42 .45 .48 .51 .54 24 38 .41 44 .47 .50 .53 .56 30 .39 .43 .47 .51 35 .59 .63 36 .43 .48 .53 .58 .63 .68 .73 WEIGHT TO BE ADDED TO DUCTILE IRON PIPE FOR CEMENT LINING• 51se Cement lining of Weight Weight Per Pipe P.r Foot 18 Ft. Length 3 .45 8.1 4 1.2 21.6 6 1.8 32.4 8 2.4 43 2 10 3.0 54.0 12 36 64.8 14 5.8 104 4 - 16 . 6.66 119.8 33 7.46 134.2 20 6.26 148.6 24 100 180.0 30 122 2196 36 14.6 2628 'This stondord cement Sang has a minimum thickness oi id 16 F. F 12 F. and smaller sizes. It hes a minimum ' al 3.32 F. F 141 F. Oyu 24 F. sizes. A Mier cement fining con be furnished. Cement lining lining b Iunthed in accordance with ANSI A21.4 end W rflrrrr rMrWw_(4 ug.Y. rt;t.W ggggggg PWOVNNG - JW0Y03 23WJ#9tN 0Ga'o4:M vo�L♦PP T ARAMIJ N AAA yp � OM VO -WNV< gamy P 8;'01 ♦No 01 LrW4IN Y p .0 P 41 y M�VWa NNp pNpN!44 p N 8888888 ONWIN 88000M0 Y Wa�N 3 $(4NM 2,uP..2: rMrMw=3 ggggggg YOPNWOm IFIINZCSS taV8I"SW °SMC -r= rrrrZt8 oPPPPPP 040014 - NNNNNNN 8388338 estLe84 0000000 NNW -Yt VI ♦%0001 = txr3:r 000000 00 000 rrrMv =3 00 r - ONN 3P N W33 88:%. y, ♦UUNNN hu . MoMMWPW 4 ♦ r WNN1� WO s3> -rW3 PPPPPPP 335£'.NN o N aa N Oaaa '444 00.40£ OPNP♦ NNpOOOYi gig8r -iS NNNNNNN sprewy 0081(4` R1 s OVW'In� e Y 'PWOJY ggttt.t 0000000 N �J'OPWOJY NNNNNNN 0000000 rW:o &3M a -♦oP tk -WYN9 ONNONO VuNVOiJ /. rand (.$04°0£ Mr= NNNYPW W41WWWWIJ NWPCl-a N o0NNP.W0 1rMrU= 0000000 = a.4N0PW 8MM Sr3Nu-:V w1N-.a vN iowtgw 0 V I P N PPPPPPP num 00(4%1400 rMrMNU3 00WOJYW 411JWIJW1.141 MxJMS�M(4 rr..PO W WNN PMrrN4.O 0000000 .001(4 VJY - a gnUg N xrU!i1.IV 0000000 PPN♦WN- NVNN�WY rt 0000000 tot-W.= 0000000 04 &4%040 NNNNNNN gUgMi Isttttr r WW man tttpAtelt NPm' �e a W rrrM2 =8 MN•PW0V MMrMN =3 0000000 -0 '00.0-0-0-0 JY;4JNN NmN �V 1J O N P y. PN0 ♦♦ [JOON 3 u (400. 4%Y P W <Ni.la 401 ,°a VVNN pO. N�P♦Uw- b =3 WOJS L 9 4. gg W W W rMrMNN -3 0000000 WOJY =ON PPPPPPP 8888888 NN N - V N 01010 ON ♦0140 Mane N0Yti0040 VON ♦Pm0 rMrMW1A -0NWa0 r PP 888880 SOOOOP 808880 888888 MM rrrMttr 900000 888888 VPNWN■ WNOPPP M W N O N W O NYnN VP•♦W-. WP G -4iJ PPPPPP m 0010'01- NNN 0JYW.N WWWWW (4 (4 (4 (4(4 80000m 800000 888888 880888 1 Y • • Y ? ft 2V ° « (i ? - O ;r3 r 000000 SJY�ON WWWWWW PPPPPP . ..100P 0.° 00000,0 mma ♦41 -4 ° iiNN1 ♦ &a ng r4 N11'... • .gg'ttssive Water Gxrmirr want A itrm'I,tnemlly applied to water Ik crrnined to be tinily by lankx•Rer and Rpanr inters. Chant! by 4m cakimn, naal dissolved solids and alkalinity. Alen. waver luring a high CO2 cteacal. Annealing Treating metal by ( ammdkd heating and awding to move imernal stresses and bring about the datind mk'minnture. Ball Impression Test A quality coal test in which a steel sphere is pressed under kad into the interior surface of the spigot death duck iron pipe length. A switahk resuhing indention is an indnatem of proper duniky. Carbidic A tens applied w iron carbide (also called canna). a hard hank constant of ductile cast iron before annealing Cantilever A ham securely fixed at one end and unsupp red at the other end. Cathode Protection A system of pntesting a metal structure from corrosion h• using k as the cathode of a cell along with aaRnvl a impr snarl cmrrm anodes. Ductility The ability of a nimbi to he pbakally &fanned by ekmptkm. within frame. Elongation The ansnml d punnet erten km in the vkinin of die (rmmn• in a tack test. Expressed as a percentage doriginal gauge lenca. Terrific A term applied ul the microstructure of duck inm. Ferrite is the micmonngnutnl that sumunds the rdem 'graphite' *fluids I duciik icon. k omairo up to 2.4% silicon which impulses strrngth and wear rrsisancc of ductile iron. Holidays ��� Discontinuities !n outings to linings. including Sailer. pens, ie Hydrostatic Test A wilily control am in which rah pipe is su!*.inl rb an Lrterml water pressure and ,lxnrd for kaks or the imbibe to withganl the pressure. Leaching Test A yualiw coning leo for ,cjkiutcd. nenlem-mcur kning in which the lined pipe is exposed to distilled or dcmineralized water for three successive periods. Al the end of each period. the water is mad and no more dun 23 ppm o f hardness or alkalinity may he impincd to the water Long - line Current The acatmu)ukm of direct current on a king. ckaaral y nmtintcus pipeline due to differences in the rkaaeal potential of soils along the pipe. Mil One oneohottunkh inch (.0) in) Negative Pressure A saw of ezpmsing 3 vacuum a pinul racuum Notched Chorpy Impact Test A <Wily cmml ern lA.slll•E;31 in which a neched metal strip from the wan of dntik iron pipe t0.i z 0.21 is impacted with an anvil tat a temperature d "ff F t f0°) and must hate an hn{aa resfaane dm kait tat Pearltk Iron A bmelbr aggr gaie of fertile and cementite ikon cubicle) in the micruamnure of iron. This u an imennedute cambia of duck icon in the annealing pnwess. When complied with ferrite dntik iron. peadidc iron has higher )irk' and uhiml'e uensile azenphs but knver ekmgnial and impact resistance. Permeability (Penn) The ability of a mtnhrne or other nuteial to pant a degree of prmabilin. Spheroidal /Spherultic The spherical hem of crystalized pphne in doctik iron. Stray Direct Current INrerl eleariaal tureens anunning from ants such as cathodic protesting systems or d.c. pmtrd industrial or trartsprt:akin equipment and traveling dinmgh the earth Under main coalitions it can enter and dpcn from underground manic structures. thereby musing aenetion Tensile Test A quality control tea for ductile iron pipe. A specimen machined from the mid - section of the pipe wall is placal under tensile had (A5131 ES procedure). 1 id d and uhinulc strengths are mull akmg with percent elonpinn. Torque Rotation moment or force a applied by a wrench to a nut in Lightening the nut an a bolt. Tuberculation/Red Water Results of woman of iron or .tai pipe by aggressne water. TuhnOJIatnm is a collection of tenons products that oodles the free flow of water through the pipe. Rd water mar he caused by rust (oxidized iron). also a mat of cornnkm. Ultimate Tensile Strength The sums on a tensile tea spsimtn at the timed fracture. Water Hammer Pressure doe in a pipeline caused hp suddn aiunle in flow velocity. Yield Strength The stress at which a tensile strength test specimen exhibits 3 specific deviation from the n'emal are„anin pnrrmiam. Short Form Specification: 1 Scope 1.1 This sp+. nor tl c get s equiremkm 1, e Pacific 'L I dk- been pt� -ar "p' I wen•r atx1 1211!. 2 Conformance 2.1 Pipe: I )uttile 1> a: ):;•. s t''•,s % ravel the rnproner.: -•: 1\y YQN.\41'- \_; trt seal :1V.1%\\‘' 2.2 Joints: RuiJxr- c.•;a: s : :JI ix f;+ ` 3113 -2i and Fa4ite :!!, -" dal n2e1Ilw :ai : :ac :1'arG• 4 \sl .\Nl\ \t :i1 :21 11. 2.3 Coating and Linings: n )ui.ikk t• •:.. lx .m .... ...,•axing apps wm_::de .:k nci :hit:. PIN •:.:41 h ttmwmt- nxm.m line,i :ter \bl !NIA t 1• -t 12! I. 2.4 Fittings: fining• •F,!I mud the :a uireir 1 • •; .\ \sl t:l lo All i...,nt! or t \\ N.\ 4.-1‘3 3 Physical Requirements 3.1 Factory Pipe Testing: Each length „f pip shall he hdrr cestd ill 'ski psi k e a minimum ,d 1' sec . 3.2 Quality Control and Inspection: The pip nutndaaunr dull. -uit -h the nxt ,sar qn dinvImm I and inspect al kthniylk' w rnwrc nmplimc n ANSI ANNA CI ; I 12131. 4 Installation Pipe Jan he baud d and imulled per :MIA use. ImulLnkm to Ihvlile• Ina Niter Ai as. 5 Pre ssure and Leakage Test A n 'alsined pn•.4m and kakare id shall be conducted as Iv Sett!tm ' of AWIL 11)01. The kakale shall not exceed dw• amounts Jxmn in Table h Id A\r&•t Gen. 6 Disinfectio Tln• insta pip shall he didnfnted in atv'mbne with ACS! ANNA COI The pip line .lxklkl he flushed as etem.1 p•41ie• f, doming the moo (within 1' hours, .ima• Ivt expNre,d h\du chlorine nee erinandm t's'kl dilltige Ilk' asphaltic seal nut. mow ..... IOW" MO. \laintum!X-lMlkm 9 Standard Pipe hall 1'Lkknt% 17 Cemaii Lining Niigins 17 Faahe Joint Hinknskns 18 Mechanical loins lattemkms 18 Bolted Restrained Tntm Joins Himnskns 19 Htkknss. lanensions and Niiglus of T)vm. Taste and )ktixlnkal Jams Selection Table 20 Gott• 21 Index Page No. Applications Dudek Inns Pipe Standards >Inallurgy Ductility. Sirength. Impact Resistance Nlac binahibiy handling Pipe elms Eternal Canaria Prevention _11 Internal Corrosion Prevention Wastewater Piping Pidyeth)iene Lining Pamaline (Lied Tar Epoxy Lining' High Alumina Cement -Monar Lining ?binienm'e Curing. Tapping Elms Chamateristics Lxrien Intro Intro 4 5 7 7 8 13 15 1 5 15 15 16 16 16 16 • ••• • utiloNfOu.NPF • •;;- ovia Am .** sPEaricatious . . -. Sclitictile iron Fittings for Water and Other Liquids ,,• • Intreitht4it'aja • :4;ispsetit fin of DuctikS fienS‘tor . Waif stoncisy_PgaliMI!tonlifactures a use h tuanfiriaterOuppland tentIctiapplicafats: These! a tinderiteildiriWitiutated &Ate Oar petiet witer Works ASSOteist(WA) and Atti4t::43RatRUMhtlardi InsliMta(ANSI)vbxe Maitliefb14... Atatiinoti 41••• attritiekt~WOMyckinii tiftitrtarittfaCtunad under:U:1 • ir 'all I: .Ii. 'a C:1 j • to 4 , ft! Ali Paellalit foungs:fip Grade 70-50-05. ' ;: ';:'.. • The follardinglitlingsSines am manufactured by Union Fosaidry and em listed with the conasport:Spg Mtaitr of ANSUAWWA Standards as of December, 1994- • Pnadikt :: • Sizes Standani . Mechanical Jc4nt- COmPact Ful Body 3*-24" ANSUAWWA C-1531A21.53 3" - 35" ANSUAWINA C-110/A21.10 (mcludes 2" size) •Push-on Joint- Mimeo Compact Flanged Fittings- , Ctaii 125 Faced & Brined 2" -24" ANSUAWWA C-110IA21.10, ANSUAWVVA C-1151A21.15 & Occludes r size) . ANSI B10.1 Class 125 gio:re Flange ends on Compact Clings em not of the same thidatess es Sited for h these standard; and are Manu(aetmers Standard) Fabriccd0 Flatige“Wded0- ;FMntr:PPe.. 19.5.4:5 Glands- OgliP44 ILI FtilBady MJEtetidnetCempact W Milner Full Body WMGlands Hydrant Gland Specialty Products- Union Flanges Tyten Pusht Plugs • 4" - 24" ANSVAWNA C-1531A21.53 3" - - 12" ANWAINWA C-110M21.10 r - 12" T-36" r 12" 4" - ir r - 12" 3" - 12" 1. ANSI/MINA C-1151A21.15 & ANSVAWWA C4531A2123 ANSVAWWAC-1101A21.10 (e:ecept 2") Manufrahrers Standard Manufacturers Standard Manufacturers Standard Manufacturers Standard Manufacturers Standard ANSVAVVWA C-110fA21.10 ANSVAWWA C-1 021.11 (Rubber Gasket Joints) applies to alt C-110 and C-153 Fittings. AI UFC0 fillings meet ANSVAWWA C-104M121.4 %each establishes Standards for Cement Ening and Asphaltic coating. 1994 UNION FOUNDRY COMPANY P.O. BOX 309 ANNISTON AL 36202 (205) 236-7601 UNION FOUNDRY COMPANY a Division of McWane, Inc. SPECIFICATIONS For Ductile Iron Ftttidigs for Water and Other liquids (Continued) Mechanical Joint (MJ) fittings are furnished without accessodes, unless specifically scaly ordered as .'with accessories ". Such accessodes wi! include aU necessary MJ glands, plain rubber gaskets and high-strength , tow -alloy steel (Con- ten) tee•ihead bolts and bex4 ead ruts, in accordance With ANSVAW WA 0111/A21.11. Retainer glands, split glands, Union Flanges and other special connecting devices can be ordered separatetyas needed. • Ali fittings (except sleeves, caps and plugs) wOL be furnished wNh Cement modarknkig as set forth in ANSVAWNA C- 104/A21A Standards, unless spedf salty ordered otherwise. Unless specially requested, all products wit be provided with an asphaltic coating which meets the standards set - forth under ANSVAWWA forthe respective product Upon n3 quest, selected other finings and coatings can be applied to uncoated Union Foundry products, and are available through Union Foundry. Uncoated product, can be provided forappGcation of special coatings or finings in the field. Unless otherwEse spedfiod on Le pun chase order, cement liping will be Standard thickness as in C104, Sea 4-8.1. Gaskets, bolts and nuts provided am not rnanufadured by Union Foundry Company. Suppliers to Union Foundry have certified that these Items am produced under ANSI / AWWA 0- 111 / A21.11, as tevtsed. Flanged fittings and fabricated pipe are banished without joint material. Push-on fittings are provided with applicable gaskets as indicated. Union Foundry manufactures many fittings which am not included in AWWA Standards. Such fittings are produced under'Manufacdruees Standards" and are made to accommodate working pressures based upon applicable AWWAdesigrh principles for each respective product line. Al pressure ratings shown are for water service. • Bosses are not normally precast on fittings. Fittings requiring bosses and / or taps Increase delivery time. The recommended mwdmz cn tap size in the body of Compact fillings without a boss is 14 (one-half inch). Refer to the kidvidual Specification sections for maximum tap -size information. FttIngs with taps and / or bosses, Flange pipe and non -stock Items are not cancellable once cast or in process. Such Items are not returnable. Compact wyes of sizes 14" and larger are not khcuded in Standards for pressure applications. Consult Union Foundry or Its dlsbthutors for pressure ratings for specific application. ALL UNION FOUNDRY COMPANY- MANUFACTURED PRODUCTS ARE IN COMPLIANCE WiTH NSF - 61, AND ARE NSF APPROVED. AU. UNION FOUNDRY r -12" (C-153 AND C -110 ) MECHANICAL JOINT, GRIP -TITS AND FLANGE FITTINGS, UNION FLANGES AND RETAINER GLANDS ARE tit LISTED. UNION FOUNDRY COMPANY P.O. BOX 309 ANNISTON AL 36202 (205) 236-760 Ii. From:UTILITY VAULT CO COVER No. 5771 -42C 2,64 OPTIONAL COVER SECTIONS LOCKING STEEL COVERS No. 57R.-2 -332P 2,430 Iba. UTILITY VAULT" a division of OOldwstle Reyes17lnc P.O. BOX 515, Auburn, Washington 91071.0555 Phone: 253409-3500 Fa: 253 LOCKING STEEL COVER No. 571L -332P 3,220 lbs. 2537354201 07/19/2006 12:43 #036 P.001 /001 SCL 80 STYLE COVER No. 57— CLX- 2- 33 —SCL 2,500 Iba. Covers Available With NonSidr For Vault Estansions, See RISET For Details See' 577 -LA 'N4f vH �Cl d� From:UTILITY VAULT CO COVER No. 5771 -42C 2,64 OPTIONAL COVER SECTIONS LOCKING STEEL COVERS No. 57R.-2 -332P 2,430 Iba. UTILITY VAULT" a division of OOldwstle Reyes17lnc P.O. BOX 515, Auburn, Washington 91071.0555 Phone: 253409-3500 Fa: 253 LOCKING STEEL COVER No. 571L -332P 3,220 lbs. 2537354201 07/19/2006 12:43 #036 P.001 /001 SCL 80 STYLE COVER No. 57— CLX- 2- 33 —SCL 2,500 Iba. Covers Available With NonSidr For Vault Estansions, See RISET For Details See' 577 -LA National aterwrks WE ARE SENDING YOU: X Shop Drawings _ Copy of Letter Other. _Prints Change Order COPIES 1 DATE DESCRIPTION Watts Regulstotr Sertesl774t)CDA Double <C11eak Detector.. Watts M eg�tiator Sefies °85009 � Reduced Pressure Zon' Note Antes f" Stainless tevice is not maoafacxured .plans Regulator Sedes 009 Reduced Pressure Zone A Hvt Box HSt `F bergiass enclosure Ctow wawa- estiient S tedge Gat l Ciow Vaive- ULFM tttdlcator pad i :', HattingttsStarz 30 gi'ee E ........_.:, THESE ARE TRANSMITTED: REMARKS: X For Approval _Approved as Submitted X For Your Use _ Approved as Noted X As Requested _ Retumed for Corrections _ For Review and Comment Other. For bids due: LETTER OF TRANSMITTAL _Plans _Samples X Submittal X Specifications Page 1 of 1 415 S. Holgate Seattle, WA 98134 Phone: 206/223-0400 FAX: 206/682 -1611 Resubmit Copies for Approval Submit _Copies for Distribution Return Corrected Prints Prints Retumed After Loan to Us For Non - Health Hazard Applications Job Name Job Location Engineer Approval Series 774DCDA Double Check Detector Assemblies Sizes 21/2" - 12" (65 - 300mm) Series 774DCDA Double Check Detector Assemblies are designed for use in accordance with water utility non - health hazard containment require- ments. 11 is mandatory to prevent the reverse flow of fire protection sys- tem substances, i.e., glycerin wetting agents, stagnant water and water of non - potable quality from being pumped or siphoned into the potable water supply. Features • Patented torsion spring check valve provides low head loss • Short lay length is ideally suited for retrofit installations • Stainless steel body is half the weight of competitive designs reducing installation and shipping cost • Stainless steel construction provides long term corrosion protection and maximum strength • Single top access cover with two -bolt grooved style coupling for ease of maintenance • Thermoplastic and stainless steel check valves for trouble -free operation • No special tools required for servicing • Compact construction allows for smaller vaults and enclosures • Furnished with 3/4" x' /d' bronze meter (gem or cfm) • Detects underground leaks and unauthorized water use • May be installed horizontal or vertical "flow up" position Specifications A Double Check Detector Assembly shall be installed on fire protection systems when connected to a potable water supply. Degree of hazard present is determined by the local authority having jurisdiction. The assembly shall consist of two positive seating check valves located between two resilient seated shutoffs with a hydraulically balanced bypass line and four test cocks. The main valve body shall be manufac- tured from 300 Series stainless steel to provide corrosion resistance. The check valves shall be of thermoplastic construction with stainless steel hinge pins, cam arm and cam bearing. The check valves shall utilize a single torsion spring design to minimize pressure drop through the assembly. The check valves shall be modular and shall seal to the main valve body by the use of an 0 -ring. There shall be no brass or bronze parts used within the check valve assembly. The check valve seats shall be of molded thermoplastic construction. The use of seat screws as a retention method is prohibited. All internal parts shall be accessible through a single cover on the valve assembly. The valve cover shall be held in place through the use of a single grooved style two -bolt coupling. The bypass line shall be hydraulically sized to accurately measure low flow. The bypass line shall consist of a meter, a small diameter double check assembly with test cocks and isolation valves. The bypass line double check valve shall have a single access cover, two independently operating modular poppet check valves, and top mounted test cocks. The assembly shall be a Watts Regulator Company Series 774DCDA. Contractor Approval Contractor's PO No Representative Test Cock Bypass Meter Cover Test Cock Grooved Coupling Bypass Double Check Valve Laser Cut Polished Cam Arm Available Models Suffix: LF — without shutoff valves OSY— UUFM outside stem and yoke resilient seated gate valves 'OSY FxG — flanged inlet gate connection and grooved outlet gate con- nection "OSY GxF — grooved inlet gate connection and flanged outlet gate connection *DSY GxG — grooved inlet gate connection and grooved outlet gate connection CFM — cubic feet per minute meter GPM — gallons per minute meter Available with grooved NRS gate valves - consult factory* Post indicator plate and operating nut available - consult factory` `Consult factory for dimensions Now Available WattsBox Insulated Enclosures. For more information, send for literature ES -WB. ES- 774DCDA Test Cock Resilient Disc IMPORTANT: INOUIRE WITH GOVERNING AUTHORITIES FOR LOCAL INSTALLATION REQUIREMENTS a WAITS® REGULATOR Watts pioduct specifications U.S. customary units and metric are approximate and are provided for reference oriiy. For precise measurements, please contact Watts Technical Service. Watts reserves the right to change or modify product design, construction, specifications, or materials with- out prior notice and without incurring any obligation to make such changes and modifications on Watts products previously or subsequently sold. SIZE (ON) in. mm , h. A mm C (0SYI b. mm - kl. 01MENSIONG 0 mm h. G mm in. - 1 mm kt P mm WEIGHT w/Gates 76 kg w/o Gates Po kg. 21/2 65 38 965 16 416 31/2 89 10 250 22 559 121/2 318 155 70 68 31 80 38 965 181/2 479 33/4 95 10 250 22 559 13 330 230 104 70 32 100 40 1016 22 578 41/2 114 10 250 22 559 141/2 368 240 109 73 33 6 150 481/2 1232 30'%A 765 51/2 140 15 381 271/2 699 151/2 394 390 177 120 54 8 200 521/2 1334 37% 959 6 171 15 381 291/2 749 1814 464 572 259 180 82 10 250 551/2 1410 45% 1162 8 200 15 381 291/2 749 191/2 495 774 351 190 86 12 300 571/2 1461 5310 1349 91/2 241 15 381 291/2 749 21 533 1044 474 220 100 Materials All internal metal parts: 300 Series stainless steel, Main valve body: 300 Series stainless steel. Check assemhly: Noryl® Flange dimensions in accordance with AWWA Class D. Pressure - Temperature Temperature Range: 33 °F — 110 °F 10.5 °C — 43 °C) continuous Pressure Range: 175psi (12.06 bar) Capacity Flow curves as tested by Underwriters Laboratory per UL 1469, 1996 kPa psi 2'4" (65mm) p 12 0 bD If Plana .1 0 6Pa pi 93 12 ) n 69 c l 2 n 61 E 4I R i- v .A 1 1' :f MPe pi G 1113 Is r 1 C 93 17 E 62 0 y 41 6 _1 • I 25 5 101 150 90 130 360 570 E5- 774DCDA 0515 90 380 570 4 I 9 "WATTS REGULATOR 200 2 0 300 7 0 9 0 7140 15 4.6 Flow 250 3 0 350 400 4 0 500 950 1140 13W 1520 1710 19110 15 4" 3" (60mrg) NO37I 2 1 re01sier% trademark 0I General Beclr1' Company 1123gOtif CERTIFIED 350 400 450 500 525 ppn 1330 1520 1710 1900 1 1 0 6 ® CC 1048 For 12" approvals consult factory Rated flow "UL Tested 90 600 pp0 2200 pm MS 0' 5 0 I r , 150 200 250 300 35 400 40 500 550 000 650 700 750 17 200 577 769 950 1140 11 0 15 0 1170 1900 2090 2200 270 2660 2850 Ipm 5 10 15 Ip 15 Flaw 3 4.6 Dip Standards AWWA C510 -97, CSA B64.5 Approvals (21/2" - 10" only) kh pi 103 15 } 03 12 E 62 9 6 21 3 83 12 0 62 9 • 41 6 21 3 1 1 62 9 41 6 21 3 kPo pi 110 16 97 14 63 12 69 10 t ft 0 e 55 6 41 6 2B 4 14 2 0 500 1000 1900 3800 US Approved IOSY only) 6" (150mm) 0 100 200 300 400 500 600 700 600 900 IWO 1100 1200 1 W 1400 1500 9pn 380 760 1140 1520 1900 2280 2660 3 40 342D 3800 4180 4 60 4 4053 0 5700 * 15 15 3 4.6 7906 Flow Oa pi 8" (200mm) * 250 500 750 1000 1250 1500 950 1900 2850 3800 450 5 00 ID ' 5 Flow 3 10" (250mm) 0 250 500 750 1%0 1250 1500 1750 2000 2 50 2500 3000 3591 gym 950 1900 2850 3800 4 50 5700 6650 7600 8550 9530 11400 13300 lom 5 I 'p5 5 Flow 6 Dip 12" (300mm) 1500 2000 5700 7600 5 2500 9500 Flow 3300 3500 11400 13300 10 3 * * 17 0 2000 2 50 2 00 9011 0050 7601 850 9500 bm 15 fps 4.6 Dips 4000 USA: 815 Chestnut St., No. Andover, MA 01845 -6098; www.wattsreg.com Canada: 5435 North Service Rd., Burlington, ONT. L7L 5H7; www.wattscanada.ca © Watts Regulator Company, 2005 15200 17100 Ipm 4500 gpm Ip 9910 For Health Hazard Applications Job Name Job Location Engineer Approval Series SS009 Stainless Steel Reduced Pressure Zone Assemblies Sizes: 1/4" -1" (8 - 25mm) Series 53009QT Stainless Steel Reduced Pressure Zone Assemblies provide protection of the potable water supply in accor- dance with national plumbing codes and water authority require- ments Series SS009 can be used in a variety of health hazard installations whenever the downstream liquid is of a composition which may damage bronze material or it is desirable to eliminate trace elements of lead and copper. Typical applications are: Industrial or plant use, medical /diagnostic equipment, reverse osmosis systems. carbonated beverage machines, breweries/dis- tillers. paper and pulp industry, chemical plants and aggressive atmospheres. The SS009 series features two in -line independent check valves. captured springs, replaceable check seats, corrosion resistant internal parts and a hydraulically operated differential pres- sure relief valve. All sizes are constructed with NPT body connec- tions and are standardly furnished with vandal resistant EZ -TC Test Cocks. Series SS009QT's are furnished with 316 Stainless Steel, hill pod investment cast. quarter turn ball valve shutoffs with 304 Stainless Steel tee handles Features • Investment Cast 316 Stainless Steel Assembly for corrosion resistance. • All wetted valve components — test cocks, ball valve shutoffs. pipe nipples. body and cover, check modules and relief valve assembly are made from "Lead Free" Stainless Steel or Plastic consti action • Beltci I rn, h!p entry singly access cover for ease of maintenunLe • Modular check construction featuring nonreversible checks with captured springs for simplified servicing. • Top mounted vandal resistant EZ -TC test cocks provide easy access for testing- • Stainless Steel EZ -TC test cocks include dust covers to protect the threads from dirt, dust and insects. • EZ -TC Test cocks eliminate the need for tools and test fittings. • True line sized check modules open further allowing dirt and debris to pass freely through the vale reducing fouling problems. • Check and Relief Valve Seats are replaceable without the use of special tools • Interned relief valve for right and left hand installations. NO`.N AVAILABLE WattsBox Insulated Enclosures. For more information, send for ES -WB. Contractor Approval Contractor's PO No Representative Test Cock No 3 EZ -TC -SS Test Cocks Test Cock No. 2 First Check Module Assembly R P. Zone Relief Valve Assembly SS009QT ES -SS009 Test Cock No. 4 Second Check Module Assembly Water Outlet Specifications A reduced pressure zone assembly shall be installed at each noted potential health hazard location to prevent backflow due to back - siphonage and /or backpressure. The assembly shall consist of an internal pressure differential relief valve located in a zone between two independently operating positive seating check modules with captured springs and silicone seat discs. Seats and seat discs shall be replaceable in both check modules and the relief valve, without the use of special tools- There shall be no threads or screws, in the waterway, exposed to line fluids. Service of all internal components shall be through a single access cover secured with stainless steel bolts. The assembly shall include two resilient seated isolation valves, four top mounted vandal resistant test cocks with dust cov- ers, a protective stainless steel ‘we strainer with a 20 mesh screen and an air gap fitting. The assembly shall consist of an investment cast 316 Stainless Steel body and cover with Series 300 Stainless Steel test cocks, 316 Stainless Steel Ball Valve Shutoffs with PTFE Seat blowout proof 304 Stainless Steel Stems, and 304 Stainless Steel Tee Handles. The assembly shall meet the requirements of ASSE Standard 1013, AW WA Standard C511. Assembly shall be a Watts Regulator Company Series SS0090T. A LEADEN IN VALVE TECMNOOLOOGGV WATT REGULATOR Water Products Division • Safety & Control Valves USA: 815 Chestnut St.. No. Andover. MA 01845- 6098'. www.wattsreg.com Canada: 5435 North Service Rd., Burlington, ONT L7L 5H7; wwwwattscda com • atts product specifications rn U.5. customary units and metric are approximate and are provided for reference only. For precise measurements, please contact Watts Technical Service. Watts reserves the right to change or modify product design, construction, specifications, or materials without prior notice and without incurring any obligation to make such changes and modifications on Watts products previously or subsequently sold. MODEL SIZE (DN) . _ DIMENSIONS (apprixt) - WEIGHT • A 0 C L M N Width HI mm ,n. mm in. mm in. mm m mm in mm in mm m mm lbs. kgs. SS009M30T 8.10.15 10 250 41/2 117 3a%s 86 51/2 140 - - - - 5 127 4.50 2.0 SS009M30T - 20 10 273 5 127 3 69 63/4 171 - - - - 6% 159 5.75 2.6 350090T 1 25 163 425 51/2 140 3 76 91/2 241 - - - - 81/2 210 12.25 5.6 SS009M30T -S • i . 8.10.15 10 250 6 150 3 86 51/2 140 3 97 2'/a 67 5 127 7.25 3.3 5S009M30T -S 20 103/4 273 63/4 159 31/2 89 63/4 171 41/2 111 33/46 81 63/4 159 9.25 4 2 SS0 0090T -S -S) it ; 25 163 425 71/4 197 3 76 91/2 241 5 //e 132 33/4 95 8'/ 210 17.00 7.7 Available Models Suffix: It1 ,.tnerr -ref, St7to,l Note: The installation of a drain line is recommended. When installing a drain line, an air gap is necessary (see ES- AG /ELJTC). Materials Body: .116 6tnnlet:s ad( w`I Disc and Relief Valve: Silicone rubber Check Seats: Peptic o, polymer Relief Valve Seat: Strnnle•,; Ste PI Cover Bolts: bt -Th ro=c. -.i444:1 Pressure - Temperature let ul4 -rnl.;rp F ,rig f- - IP F {5 -8212) continuous (Wit n: n nn VV ?n n!1!Foosu 1 �>pS: (1296 bars) Standards l_ISU Nl.lnuul 9th Frhlir:n A.SSL No. 1013 AWWA ( 1511 -92 USA F3F7-1 .1 Approvals iT�S! AVNA'A.. 1 IF( ,,,,, - " ;:nui " horizontal IMPORTANT: INQUIRE WITH GOVERNING AUTHORITIES FOR LOCAL INSTALLATION REQUIREMENTS Dimensions - Weight ES-SSol (11 L A Capacity Performance as established by an independent testing laboratory. *Typical maximum system flow rate (7.5 feet /sec.) kPa psi 138 20 103 15 69 10 34 5 0 0 kPa psi 138 20 103 15 69 10 34 5 0 0 kPa psi 138 20 103 15 69 10 34 5 0 0 kPa psi 207 30 172 25 138 20 103 15 69 10 34 5 0 0 kPa psi 172 25 138 20 103 15 69 10 34 5 0 0 ©Watts Regulator Company, 1997 /a" (8mm) •02- 0.4 0.6 08 12 r - 1. gpm 0 36 1.5 2.3 3 3 8 4.6 ' 5. Ipm a/a (10mm) I 0 0.5 1.5 2 2.5 3 35 4 gpm 1.9 38 5.7 76 9.5 11.4 13.3 15.2 Ipm / " (15mm) 2 4 6 8 10 12 gpm 7.6 15 23 30 38 461pm a/" (20mm) I 0 10 20 30 40 50 gpm 38 75 114 152 190 Ipm ((25mmT) 0 5 10 15 20 25 30 35 40 45 50 55 60 gpm 0 19 38 57 76 95 114 133 152 171 190 209 228 Ipm Prin ed in U.S. For Health Hazard Applications Job Name Job Location Engineer Approval Series 009 Reduced Pressure Zone Assemblies Sizes. 1/4" - 3" (8 - 80mm) Series 009 Reduced Pressure Zone Assemblies are designed to protect potable water supplies in accordance with national plumbing codes and water authority requirements. This series can be used in a variety of installations, including the prevention of health hazard cross connections in piping systems or for con- tainment at the service line entrance. This series features two in -line, independent check valves, cap- tured springs and replaceable check seats with an intermediate relief valve. Its compact modular design facilitates easy mainte- nance and assembly access. Sizes 'G," - 1" (8 - 25mm) shutoffs have tee handles. Features • Single access cover and modular check construction for ease of maintenance • Top entry - all internals immediately accessible • Captured springs for sate maintenance • Internal relief valve tor reduced installation clearances • Replaceable seats for economical repair • Bronze body construction for durability ' /d' - 2" (8 - 50mm) • Fused epoxy coated cast iron body 21/2" and 3" (65 and 80mm) • Ball valve test cocks — screwdriver slotted 'A" - 2" (8 - 50mm) • Large body passages provides low pressure drop • Compact, space saving design • No special tools requires I for servicing Specifications A Reduced Pressure Zone Assembly shall be installed at each potential health hazard location to prevent backflow due to backsiphonage and /or backpressure. The assembly shall con- sist of an internal pressure differential relief valve located in a zone between two positive seating check modules with cap- tured springs and silicone seat discs. Seats and seat discs shall be replaceable in both check modules and the relief valve. There shall be no threads or screws in the waterway exposed to line fluids. Service of all internal components shall be through a single access cover secured with stainless steel bolts. The assembly shall also Include two resilient seated isolation valves, four resilient seated test cocks and an air gap drain felting. The assembly shall meet the mquirements of: USC Manual 8th Edihnnt 4SSI Std tn1? AVNWA Std. C511: CSA 064.4. Shall he a 1:Vadt, Retlulat i Co Jehes 009 - tDoes not indicate approval status. Refer to Page 2 for approved sizes 8 models. Contractor Approval Contractor's PO No Representative Test Cock No 3 Ball Type Test Cocks Test Cock No. 2 First Check Module Assembly R.P. Zone Relief Valve Assembly Y2" 009QT 2" 009M2QTHC Now Available WattsBox Insulated Enclosures. For more information, send for literature ES -WB. ES -009 Test Cock No. 4 Second Check Module Assembly Water Outlet IMPORTANT INQUIRE WITH GOVERNING AUTHORITIES FOR LOCAL INSTALLATION REQUIREMENTS M ; CERTIFIED W WAm REGULATOR USA: 815 Chestnut 5c, No.Andover, MA 01845 -6098; www.wattsreg.corn Canada: 5435 North Service Rd., Burlington, ONT L7L 5H7 :www.wanscanadaca Watts product specifications ;n U.S. customary units and metric are approximate and are provided for reference only. For precise measurements, please contact Watts Technic al Service. Watts reserves the right to change or modify product design, construction, specifications, or materials without prior notice and without inuring any obligation to make such changes and modifications on Watts products previously or subsequently sold. M08EL for 909 rr and 993 sizes OflAIN OOTLET A mm in. OIMEYSIONS A mm 8 in. .. mm - WEIGHT -.� IDs. kgs. 909A6 -A %"-1/2 'h 13 2% 60 3'h 79 .625 .28 %a' 009M2/M3 909AG -C W-1" 009/909, 1 25 31/4 83 4'%s 124 1.50 .68 P h' 009M2) 909A0 1 009M1, 2 51 4 111 6% 171 3.25 1.47 1'W -3" 009/909, 2" 009M2, 4' -6" 993 909AG -K 4" -6" 909. 3 76 6% 162 9 243 6.25 2.83 8 " -10" 909M1 909A0-M 8" -10" 909 4 102 7% 187 11'/ 394 15.50 7.03 909EL -A '1'-' 009.'/4' 009M2/M3 - - - - - - - - 909EL-G =' -1" 009/909 - - 2a 60 2 60 .38 .17 ' 909E1 -F 1'f -2' 009M1. - - 3% 92 3 /e 92 2 .91 11'f--2' 009/909. 2 " 009M2. 4 " -0 993 __ ' 909EL -H 2'c' -3" 009/909 - - Vertical • Available Models: 1 /4" - 2" (8 - 50mm) Suffix: ) I PC - H- 1;1 FIC - Prefix: uter -tul n hall valve. e: slim:' 1 wd hout sh utoff valves nlbnw htrinys for 360 elation - (70 - 5Ornm) only it ito nal Polymer Coating Ica king handle ball valves (open position) s- .doles steel ball valee handles " inset 'outlet tire hydrant fitting (2" valve) r.•k ran er - 7bnn Ti ) )nly (1niol connections (sec) ES- L1009) Available Models: 21/2" - 3" (65 - 80mm) Suffix: NOS -- non- rising stem resilient seated gate valves raSY - ULFM outside stem turd yoke resilient seated Bate valves 5 -i DA - E DA epoxy coated stainer OT -FDA - FDA epoxy coated quarter -turn ball valve shutoffs - without shutoff valves 5 - casr iron strainer Note: The installation of a drain line is recommended. When installing a drain line. an air gap is necessary (see ES -AG). Materials: 1/4" - 2" (8 - 50mm) t;rcnze body construction. silicone rubber disc material in the hrct and second check plus the relief valve. Replaceable poly - ler check seats for first and second checks. Removable stain- less steel relief valve seat. Stainless steel cover bolts. Stai rdardly furnished with NPT body connections. For optional broi ve union inlet and outlet connections, specify prefix U - 2 "(15 - 50mm)). Series 609QT furnished with quarter turn, full port resilient seated. bronze ball valve shutoffs. Air Gaps and Elbows Materials: 2 and 3" (65 - 80mm) • (FDA approved) Epoxy coated cast iron unibody with bronze seats • Relief valve with stainless steel seat and trim • Bronze body ball valve test cocks Pressure / Temperature Series 009 1 /4" - 2" (8 - 50mm) Suitable for supply pressure up to 175psi (12 bar). Water temperature: 33"F - 180 ' (-3 - 75 Sizes 21/2" emir (65 and 80mm) are suitable for supply pressures up tq 175psi (12 bar) and water temperature at 110 °F (43`C) continuous. 140'F (60'C) intermittent. • Standards USC Manual 8th Editiont ASSE No. 1013 AWWA C511-92 CSA B64.4 IAPMO File No. 1563. tDoes not indicate approval status. See below for approved models. SP® Approvals ASSE, AWWA, CSA. IAPMO Approved by the Foundation for Cross- Connection Control and Hydraulic Research at the University of Southern California. Approval modelAQT, PC, NRS. OSY. UL Classified :" - 2" (20 - 50mm) (LE models only) 21/2" and 3" (65 and 80rnrn) with OSY gate valves. A A B :SIZE (ON) m nuu m. A mm ra . B mm in. DIMENSIONS(APPROX.) C mm D in, mm „ - m. L mm ; - STRAINER DIMENSIONS M in mm N In. ,. mm - WEIGHT " Ibs kg /. 8 10 250 4% 117 3 86 11/4 32 51/2 140 2' 60 21/2 64 5 2 "% 10 10 250 4 117 31/4 86 1'% 32 51/2 140 2% 60 21/2 64 5 2 1/2 15 10 250 4 117 33/4 86 1'% 32 51/2 140 21/4 70 2'/4 57 5 2 460 20 101+ 273 5 127 31/2 89 11/2 38 6 171 33/46 81 23 70 6 3 1 25 16 425 51/2 140 3 76 21/2 64 91/2 241 31/4 95 3 76 12 5 11/2 32 17 441 6 150 31/2 89 21/2 64 11 289 41/46 113 312 89 15 6 117 40 171/2 454 6 150 31/2 89 21/2 64 1116 283 41/4 124 4 102 16 7 2 50 213/4 543 7 197 41/2 114 31/2 83 131/2 343 5 151 5 127 30 13 MODEL SIZE ON mm m A mm in. .. C mm m. : DIMENSIONS D mm (APPROM.) E in. mm in. - , : L mm _ in, - R mm in. U mm r ': WEIGHT ., Ibs. kgs. 009LF 21 65 — — 845 — 151/4 — 403 41/2 41/2 114 114 — 161/2 — 416 181/2 181/2 460 460 — 7 — 197 10% 101/4 270 270 76 166 34.5 75.3 0090SY 2': 65 33'% 009NRS 0090T 2' 2' 65 33': 845 111/2 289 41/2 114 16% 416 181/4 460 7 197 10 270 161 73.0 65 3.3 845 6 152 41/2 114 16 416 181/4 460 7 197 10 /8 270 150 68.0 009LF 3 80 — — — — 41/2 114 — — 181/4 460 — — 10' /e 270 76 34.5 0090SY 3 80 34 870 181/2 470 41/2 114 16 422 18% 460 81/2 222 101/2 270 198 89.8 009NRS 3 80 34 ' 870 12 324 41/2 114 16% 422 181/2 460 81/4 222 10 270 191 86 6 0090T 1 3 80 34 a 870 7 178 41/2 114 161/2 422 181/2 460 8 222 10 270 158 71.7 Dimensions and Weight: 1 /4" — 2" (8 — 50mm) 009 Suffix HC - Fire Hydrant Fittings dimension 'A' = 25' (637mm) 009 1 /4" - 2" Dimensions and Weight: 21/2" and 3" (65 and 80mm) 009 STRAINER SIZE DMENSIONS (appro .) WEIGHT rn min M mm 21/2 65 10 254 3 80 10' /6 257 }Clearance for servicing N NIL in mm In. mm 61/2 165 9 248 7 178 10 254 Ibs. kgs. 28 12.7 34 15.4 Watts G -4000 Series QT - Ball Valves Capacity Perfomtance as established by an independent testing laboratory. Ya" (8mm) 0090T kPa psi 138 20 117 17 96 14 76 1 55 8 35 5 AP g kPa ps 138 20 117 17 96 14 76 11 55 8 35 5 AP kPa psi 172 25 138 20 103 15 69 10 35 5 0 2.5 �P 0 38 95 5 15 kPa psi 207 30 165 24 124 18 83 12 41 6 0 0 kPa psi 207 30 172 25 138 20 103 15 69 10 0 3P E n Ida 25 60 .75 95 19 2 3 8 4.5 Ipm /e" ( 10mm) 0090T 25 .50 .75 125 1.50 2 5 3.1 gpm 0 0 .95 1.9 2.9 38 4.8 57 94 11.8 1pm AP0 0 + /? (15mm) 009QT + 75 10 12.5 15 gpm 19 28.5 38 4.5 57 Ipm 7.5 15 fps 2.3 4.6 mps a /." (20mm) 009M3QT ■■■■ ■■11■■u■■■ ■■■ ■■■■■■■ NOM 1■■ ■■■ ■ ■ ■■■ ■ ■ ■M, ■ ■■■■■11■■ ■ ■■■■■■■ ■■pia ■ ■■■11 ■■ ■■ ■■■■ ■.pis■■ ■�■ ■ ■llt■■ _■ ■I��a�■■■■■■ ••m • mi�� uI�■■■■■■■ ■ ■■■ umommmilmommummommmm ■■ ■■■■b1■■■■■■■ ■moan 0 2 6 10 14 18 22 26 30 34 38 42 46 gpm AP 07.6 23 38 53 68 84 99 114 129 144 160 1 5 Ipm 7.5 15 fps 2.3 4.6 mps 1" (25mm) 009M20T + 1.1 gpm 3 10 20 30 40 50 60 70 80 gpm 19 38 7 114 152 190 228 266 30 Ipm 7 5 15 fps 2 3 4.6 mps 'Typical maximum system flow rate (7.5 feet /sec., 2.3 meters/sec.) /1/4" (32112m) 009M2QT kPa psi 172 25 138 20 103 15 69 10 35 5 0 0 p p 0 kPa psi 207 30 172 25 138 20 103 15 69 10 35 5 kPa psi 207 30 172 25 138 20 103 15 69 10 35 5 0 0 AP 0 kPa psi 172 25 138 20 103 15 69 10 35 5 0 0 AP 0 © Watts Regulator Co.. 2002 10 20 30 40 50' 60 70 80 gpm 38 76 114 1 2 190. 228 266 304 Ipm 5 7.5 10 15 fps _..29- ,__3.A.,_ 4.6 nips 4½" (40mm 009M2QT " 10 20 30 40 50 60 0 80 90 100 1 0 120 gpm 38 76 1 4 152 90 228 266 304 342 380 4 8 4 6 fpm 5 7 5 10 15 fps 1.5 2 3 3.0 4.6 mps 2" (50mm) 009M2QT + 20 40 60 80 100 120 140 160 180 200 gpm 76 152 2 8 304 380 456 532 608 684 760 Ipm 5 7.5 10 15 fps 1.5 2.3 3.0 4.6 mps 21/2" 009 + 25 50 75 100 125 150 175 200 225 250 gpm 05 10- 295 380 475 570 665 760 885 9 0 Ipm 5 7.5 10 15 fps 1.5 2.3 3.0 4.6 mps 3" (80mm) 009 + kPa psi 172 25 138 20 103 15 69 10 35 5 0 0 0 25 50 75 100 125 150 175 200 225 250 275 300 325 gpm AP 0 95 190 285 3 0 475 570 65 760 855 950 1045 11401235 1pm 5 7.5 10 Ips 15 2.3 30 mps Printed in U.S.A. SUBMITTAL DATA SHEET BULLETIN NO: ESFF1203 (800) 736 Fax: (904) 783 -6965 http: / /www.hot -box. com Email: sales @hot- box.com FLIP TOP FIBERGLASS ENCLOSURES: SPECIFICATION; The enclosure, certified to ASSE 1060, shall he of min, I/S "tk. thixotropic polyester resin reinforced with fiberglass strand. Molded exteriors will be a smooth, yacht quality finish, protected w /UV inhibited isopthalic polyester gel coat. Non- molded products will utilize an "industrial" exterior texture, with the seine gel coated finish. Insulation shall be min. i' /; "lk. (RI), uni- cellular. non - wicking, puly'isocyanuralt foam. Enclosure shall utilize a lockable flip top design, for maintenance access through lid without removal of the entire unit. Molded product shall utilize an overlapping lid scam design for weather proofing and vandal resistance. Drains shall he sized for full port hackneys discharge and designed for ' one way" exit, inhibiting Intrusion of debris and /or vermin. Enclosure shall be anchored to a concrete slab or GL.%SSPA D from within the enclosure w /steel anchors and require a single lock for security purposes. Ileat, when required, will protect the piping and equipment from exterior temperatures to 30 I and be thermostatically controlled. UL or ETI listed self regulating cablets) or wall mounted alr heaters) will be sized to maintain the equipment at +4trE, in accordance with N.F:RA. 3 -3.I.A & 34.13.2. Heat source shalt be mounted a minimum of 7" above the slap unless it is UL or El I. certified and NEC approved for submersion. Power source shall be installed inside the enclosure by others. protected with a ground fault interrupting receptacle IGFI) or GF1 circuit — ref. UL 943, N.E.M A.3R. OPTION COLOR VENT(S) EXHAUST ALARM Al ARM HEAT IGHT(S) OTHER OPTIONS: CERTIFED TYPE 810044 No: Ha 75 miaM MB3N Etmrulney •oo9? W. IOTA ss» snagm3. LOW PROFILE Se,ies U.S.PATENT #33,523 MODEL HOTBOX LOa BOX we Guam, j � INSIDE mSIDE ! INSIDE SHIPPING PAD I GLASSPA NUMBER W/HEAT NO HEAT Fil NO INSUL lit LENGTH' WIOTW I I HEIGHT' HEAT O WEIGHY SIZE ; MODELa - ------ YYY .--.e- -tee- .....e . ... .. Assam O. 7 7 snasonw oilm.n.. 7 Anson GP.TS GPI GPI GPI.S GP2 GPI GP2S GP2S IVVA NA WA WA OPT000 GP4000 GP5000 -■ • ... INDUSTRUA TEXTURE • ADD D TO HEIGHT A r !OLEIC IX MPS WO ROUX ''', IS WA Et•DOW_t_l UP • b_ axiii0M,D *MR SIZE PHASE t . VOLTAGE OUANTITY MEMBERS OF: Job Name Contractor Job Location Approval Engineer Contractor's P.O. No. Approval Date: Representative Date: HOT BOX... THE ENGINEERED ENCLOSURE J 0 1 REAR LID SEAM FRONT LID SEAM— SLAB OR FOUNDATION Hot Box® 924 LANE AVE. N. JACKSONVILLE, FLORIDA 32254 (904) 786-0204 (800) 736 -0238 FAX (904) 783 -6965 httpt / /www,hot- box,com REV. 1 REV. 2 REV. 3 NOTE 1. RECOMMENDED SLAB SIZE 1 36'L x 22'W x 4' MINIMUM THICKNESS. 2. HEAT IS PROVIDED BY A 60W, 120V, SINGLE PHASE HEAT TRACE CABLE. 3. THE ENCLOSURE BECOMES A LB1 WHEN INSTALLED WITHOUT THE HEAT. FRONT LID SEAM SLAB OR FOOTER TITLE STANDARD # HB1 FIBERGLASS ENCLOSURE ENGINEER / CONTRACTOR . SCALE, N. T. S. LOCATION 1 REP. / DISTRIBUTOR CONTINUOUS HINGE AT REAR FLANGE DRAIN (TYR OF 2) RESTRICTED DRAWING. PATENT # 4, 726, 394. - BY /DATE/DVG. SBT / 7 -19 -99 H31 APPROVED/DATE (MOTE G' ?rid the Definitive In 1975 Clow recognized the increased requirements and escalating maintenance cost of water systems in the United States. Clow responded by introducing the first R/W (Resilient Wedge) Valve in America. This introduction revolutionized the valve market in the U.S. Clow is the first to introduce and still leads in the Design and Technology of the Bubble - Tight Resilient Seating Valve. The Clow Valve with its unique features and benefits is the first to be manufactured with both AWWA and ULFM Approval for all water system requirements. RECOMMENDED SPECIFICATIONS FOR RESILIENT WEDGE GATE VALVES CLOW VALVE COMPANY Valves shall conform to the latest revision of AWWA Standard C -509 covering resilient seated gate valves and be approved by ULFM. The valves shall be either non - rising stem or rising stem, opening by turning stem left or right and provided with 2" square operating nut or handwheel with the word Open and an Arrow cast in the metal to indicate direction to open. The wedge shall be of cast iron completely encapsulated with rubber. The sealing rubber shall be permanently bonded to the cast iron wedge to meet ASTM tests for rubber metal bond ASTM D429. Valves shall be supplied with o -ring seals at all joints. No fiat gaskets allowed. Stems for NRS assemblies shall be cast bronze with integral collars in full compliance with AWWA. OS & Y stems shall be bronze. The NRS stem stuffing box shall be the o -ring seal type with two o -rings located above thrust collar and one o -ring below. The two o -rings above the thrust collar shall be replaceable with valve fully open and subjected to full rated working pressure. There shall be two low torque thrust bearings located above and below the thrust collar. The stem nut shall be independent of the wedge and shall be made of solid bronze. There shall be a smooth, unobstructed waterway free of all pockets, cavities and depressions in the seat area. The body and bonnet shall be coated with fusion bonded epoxy both interior and exterior, complying with AWWA C550 and be NSF 61 approved. Each valve shall have maker's name, pressure rating and year in which manufactured cast on the body. Prior to shipment from factory, each valve shall be tested by hydrostatic pressure equal to requirement for both AWWA (twice the specified working pressure) and 400 PSI ULFM requirements. DELRIN THRUST BEARINGS ABOVE AND BELOW THE THRUST COLLAR REDUCE FRICTION AND MINIMIZE OPERATING TORQUES. ELECTRO- PLATED NUTS AND BOLTS PROVIDE LONG -LIFE CORROSION PROTECTION. LONG, TROUBLE FREE LIFE WITH HIGH STRENGTH, NON- CORRO- SIVE BRONZE STEM AND STEM NUT. 100% COATED WEDGE ENSURES BUBBLE -TIGHT SEAL EVERY TIME UP TO 250 P51. WITH TWIN SEAL DESIGN. SMOOTH, UNOBSTRUCTED WATERWAY IS FREE OF POCKETS, CAVITIES, AND DEPRESSIONS ALLOWING FOR MINIMAL FLOW LOSS AND LOWER PUMPING COSTS. ALL VALVES ACCEPT FULL SIZE TAPPING CUTTER. Features and Benefits ALL VALVES ARE RATED AT 250 PSI FOR AWWA SERVICE AND 200 PSI FOR ULFM SERVICE. ALL VALVES ARE HYDROSTATICALLY TESTED TO 500 PSI. TWO 0-RING SEALS ARE REPLACEABLE WITH THE VALVE FULLY OPEN AND SUBJECTED TO. FULL -RATED WORKING PRESSURE. 0-RING SEALS AT STUFFING BOX AND BONNET TO BODY FLANGES TO ENSURE THE BEST POSSIBLE SEAL. NO FLAT GASKETS. CLOW CORROSION RESISTANT FUSION - BONDED EPDXY COATING, CONFORM- ING TO AWWA C -550 AND NSF61 AP- PROVED, PROTECTS BOTH INSIDE AND OUTSIDE OF VALVE. PADS ON THE BOTTOM OF ALL VALVES KEEP VALVE IN UPRIGHT POSITION FOR EASIER STORAGE AND PROTECTION FROM THE ELEMENTS. Size Range Water Working Pressure psi Bubble Tight Test psi Hydrostatic Shell Test psi AW2" -12" 250 250 500 ULFM 4 " -12" 200 200 400 CLOW AWWA Resilient Wedge Gate Valves Meet or Exceed the Requirements of AWWA Standard C509 Available in either non-rising stem, outside screw & yoke. Available End Connections & Size Range FLG End (NRS) M Figure No. 2 " -12" F -6102 2 " -12" (except 2 ") F -6100 3 " -12" (F- 61067' Puffin tor PVC (SDR) 2"-8" F-6110 FLG End (OS & Y) 2 " -12" F -6136 M.J. for Tapping 4 " -12" F -6114 Tyton for D.I. & C900 PVC 4 " -12" F -6112 M.J. Cutting -in 4 " -12" F -6111 Push -on for D.I. X FLG 4 " -12" F -6113 Threaded 2 " -3" F -6103 Push - on for C.I. for Tapping 4 " -6" F - 6115 Accessories (Illustrated in the Gate Valve Section) Indicator Posts 6" Sq. Operating ri , "T" Handles Handwheels Stem Guides Extension Stems Electric Motor Actuators Ffoor Boxes Chain Wheels Floorstands (non- rising stem) MODEL 2639 AWWA C509 FULL BODY DUCTILE IRON MODEL 2640 AWWA C509 FULL BODY GRAY IRON RESILIENT WEDGE VALVES CLOW VALVE COMPANY R/W VALVE Material Specifications CLOW VALVE COMPANY CAST IRON Specification ASTM Al26 Class B Physical Properties Minimum tensile strength 31,000 psi Minimum transverse strength 3,300 Ibs. Minimum deflection (12" Centers) .12 in Chemical Analysis (percent) Phosphorus (maximum) .75 Sulfur (maximum) .15 Ductile Iron ASTM A536 Minimum tensile strength 65,000 psi Minimum yield strength 45,000 psi Elongation 10-12 % Urethane Rubber Hardness 78±2 100% Modulus (PSI) 820 Tensile (PSI) 5,400 Elongation ( %) 460 Seat Rubber (SBR) Hardness 78±2 100% Modulus (PSI) 820 Tensile (PSI) 5,400 Elongation ( %) 460 Compression Set, ASTM D395 Method B 18% max. R/W VALVE Material Specifications CLOW VALVE COMPANY STANDARD CAST BRONZE -ASTM 13584 CDA836 (Stem Nut) Physical Properties Minimum tensile strength 30,000 PSI Minimum yield strength 14,000 PSI Minimum elongation (in 2 inches) 20% Chemical Analysis Copper Lead Tin Nickel (maximum) Zinc 84.0-86.0 4.0 -6.0 4.0 -6.0 1.0 4.0-6.0 CAST BRONZE — ASTM B584 CDA867 (Stem) Physical Properties Minimum tensile strength 80,000 psi Minimum yield strength 32,000 psi Minimum elongation (in 2 inches) 15% Chemical Analysis Copper 55.0-60.0 Lead (maximum) .50 -1.5 Aluminum 1.0-3.0 Iron 1.0-3.0 Nickel (maximum) 1.0 Zinc 30.0 -38.0 Manganese 1.0-3.5 Tin (maximum) .2 ALTERNATE CAST BRONZE —NDZ -S CA. NO. 995 (Stem) Physical Properties Minimum tensile strength 70,000 psi Minimum yield strength 40,000 psi Minimum elongation (in 2 inches) 12% Chemical Analysis Copper 82.8 Lead (maximum) .25 Aluminum (maximum) 2.0 Iron (maximum) 5.5 Nickel (maximum) 5.5 Zinc (maximum) 2.0 Silicon (maximum) 2.0 1. Valve complies with AWWA specs where applicable. 2. Valve complies with Underwriters Laboratory standard UL 262. 3. Valve is rated at 200 psi working pressure. 4. Valve is bubble -tight at all pressures up to full rated pressure (200 psi). 4 " -12" R/W VALVE UL /FM Performance Information CLOW VALVE COMPANY ._ n MODEL 2639 & 2640 5. Valve is capable of bubble -tight seal at twice the rate pressure (400 psi) for short periods of time. 6. 2" thru 6" valve sizes have been hydrostatically shell tested at five (5) times the rated pressure (1000 psi). 7. 8", 10" and 12" valve sizes have been hydrostatically shell tested at four (4) times the rated pressure (800 psi). 8. Valve has been subjected to torques 150 percent of the designated minimum required torques. 9. Valve has been cycle tested 5 000 times without loss of bubble -tight seal. 10. Rubber to Iron bond on wedge is inspected for strength as per ASTM D 429 -73 specification. For complete data on the tests Underwriters Laboratories performed reference UL File EX2897 Project 87NK7353 2 " -12" RNV VALVE AWWA SERVICE Performance Information CLOW VALVE COMPANY MODEL 2639 & 2640 1. Vatve complies with AWWA C509 specs where applicable. 2. Valve is rated at 250 psi working pressure. 3. Valve Is bubble -tight at all pressures up to full rated pressure (250 psi). 4. Valve is capable of bubble -tight seal at twice the rate pressure (500 psi) for short periods of time. 5. 2" thru 12" valve sizes have been hydrostatically shell tested at 2.5 times the rated pressure (625 psi). 6. Valve has been subjected to torques 150 percent of the designated minimum required torques. 7. Valve has been cycle tested 5,000 times without loss of bubble -tight seal. 8. Rubber to iron bond on wedge is inspected for strength as per ASTM D 429 -73 specification. Features Benefits Bubble Tight Closure at 250 psi (2" -12 ") • No leakage -no toss of water (AW WA SERVICE) Smooth, Unobstructed Waterway • High flow characteristics • 100% smooth passage without turbulent flow • No sedment build -up • Wig not impede travel of line cleaning tools Only Three Internal Parts • Virtually maintenance free No Seat Rings • Nothing to be damaged by scoring Delrin" Anti - Friction Thrust Bearing • Operating torque to close and open held to absolute minimum Solid, Bronze Stem Nut and High • No corrosion Strength Bronze Stern • Trouble -free service Stem Nut is Self Centering • Egminates possible stress on stem and wedge Two ° O" Ring Seals Above Stem • Can be replaced with valve in service Thrust Collar High Strength Iron Wedge Fully Encapsulated with Rubber • Trouble -free service with minimum maintenance Permanently Bonded to Metal. • No leaks-no wear Wedge Design Incorporates Two Seating Surfaces. 'DuPont Tradreik R/W RESILIENT WEDGE GATE VALVE Product Analysis CLOW VALVE COMPANY MODEL 2639 & 2640 CR (CORROSION RESISTANCE) COATING (INTERIOR & EXTERIOR) CLOW VALVE COMPANY Clow CR Coating is a high performance, one -part, heat - curable, thermoset coating which provides superior corrosion resistance protection for metal parts. Clow CR Coating material is a stable, non -toxic resin consisting of 100% solids. It is impervi- ous to and imparts no taste to potable water. Clow CR Coating is formulated from materials deemed acceptable In the Food and Drug Administrations Document Title 21 of the Federal Regulations on food additives, Section 175.300 entitled "Resinous and Polymeric Coatings ". Clow CR Coating is applied by a heat application, fusion — bonding process which secures the coating material to the metal vale components. This process provides a continuous coating 9 mils thick with excellent adhesion qualities. The durable Clow CR Coating has a hard finish and exhibits excellent corrosion resistance in most aqueous solutions and good abrasion resistance. It will not sag or cold flow or become soft during long -term storage. In addition to excellent corrosion resistance to aqueous solu- tions, the coating has excellent stability and resistance to acidic soil conditions. Clow CR Coating meets the requirements of the American Water Works Association Standard C -550 entitled Protective Interior Coatings for Valves and Hydrants ". This high performance coating has a ten year history of satisfactory service as a corrosion protection coating used in corrosive potable water applications and soil conditions. CHEMICAL ACIDS: Acetic, 10% Benzene Sulfonic, 10% Benzoic Boric Chloracetic, 10% Chromic, 5% Citric, 10% Fatty Acids Fromic, 90% Hydrobromic, 20% Hydrochloric, 20% Hydrocyanic Hydrofluoric, 205 Hypochlorous, 5% Lactic, 5% Malefic, 25% Nitric, 5 %. Nitric, 30% Oleic Oxalic Phosphoric Picric Steraric Sulfuric, 50% Tannic Ketones Ethers Esters Gasoline Cargon Tetrachloride Organics: Aniline EPDXY RATING ' 70 °F 180 °F F N E E E E E E E E F N E N E E E F G G E G E E G G F N F N E E E G G P E E E E G F G F E E G F E E F F F F F F E E E E G P KEY: E - no attack G • appreciably no attack F - some attack, but useable In some instances P - attacked, not recommended tor use N - rapidly attacked - and nitrate and sulfate CR (CORROSION RESISTANCE) COATING CLOW VALVE COMPANY CHEMICAL ALKALIES: Ammonium Hydroxide Calcium Hydroxide Potassium Hydroxide Sodium Hydroxide ACID SALTS: Aluminum Sulfate Ammonium Chloride* Copper Chloride' Iron Chloride` Nickel Chloride* Zinc Chloride' ALKALINE SALTS: Barium Sulfide Sodium Bicarbonate Sodium Carbonate Sodium Sulfide Trisodium Phosphate NEUTRAL SALTS: Calcium Chloride* Magnesium Chloride' Potassium Chloride* Sodium Chloride' SOLVENTS: Alcohols Aliphatic Hydrocarbons Aromatic Hydrocarbons Benzene Formaldehyde, 37% Phenol, 5% Mineral Oils Vegetable Oils Chlorobenzene EPDXY RATING 70 °F 180 °F E G E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E G E F E E E E VALVE SIZE Cv (FULL OPEN) K (FULL OPEN) 2 300 0.15 292 500 0.130 3 800 0.115 1500 0.105 6 3600 0.090 8 6700 0.080 10 10,500 0.080 12 15,000 0.080 0 Cv = eP Values given are calculated, based on hydraulic lab tests on 6" R/W valve. 2" THRU 12" R/W VALVE Flow Coefficients P CLOW VALVE COMPANY MODEL 2639 & 2640 K = L RESILIENT WEDGE GATE VALVES Recommended Specifications CLOW VALVE COMPANY MODEL 2639 & 2640 Valves shall conform to the latest revision of AWWA Standard C -509 covering resilient wedge gate valves. The valves shall be either, non - rising stem or rising stem, opening by turning stem left or right and provided with 2" square operating nut or handwheel with the word Open and an Arrow cast in the metal to indicate direction to open. The wedge shall be of cast iron completely encapsulated with rubber. The sealing rubber shall be permanently bonded to the cast iron wedge to meet ASTM tests for rubber metal bond ASTM D429. Stems for NRS assemblies shall be cast bronze with integral collars in full compliance with AWWA. 05 & Y stems shall be bronze. The NRS stem stuffing box shall be the o -ring seal type with two o-rings located above thrust collar and one o-ring below. The two o-rings above the thrust collar shall be replaceable with valve fully open and subjected to full rated working pressure. There shall be two low torque thrust bearings located above and below the stem collar. The stem nut shall be independent of wedge and shall be made of solid bronze. There shall be a smooth unobstructed waterway free of all pockets, cavities and depressions in the seat area. The body and bonnet shall be coated with fusion bonded epoxy both interior and exterior, complying with AWWA C550 and be NSF 61 approved. Each valve shall have maker's name, pressure rating and year in which manufactured cast on the body. Prior to shipment from fac- tory, each valve shall be tested by hydrostatic pressure equal to requirement for both AWWA (twice the specified working pressure) and 400 P5I ULFM requirements. • P -20 P -21 INDICATOR POST STYLE 2945 A TELESCOPING BARREL ASSEMBLY UL AND FM APPROVED CLOW VALVE COMPANY �.— `T' -II Fi Barrel Telescoping Ground Line Trench Depth INDICATOR POST STYLE 2945 A TELESCOPING BARREL UUFM DIMENSIONS AND INSTRUCTIONS " Sq. Extension CLOW VALVE COMPANY max. =10" min. =7" FIELD ADJUSTMENT INSTRUCTIONS 1. Remove the Body from the top of the Indicator Post assembly. 2. Loose the telescoping Barrel set screws and adjust Barrel to the Ground Line. .3. Cut the 1" Sq. Extension at a distance of 9" above the top of the Barrel end. 4. Set the "OPEN" and "SHUT" targets for the appropriate valve size. 5. Reattach the Body to the top of the Indicator Post assembly INDICATI' ' • STYLE 2945 &.� PARTS LIST CLOW VALVE COMPANY PART NO QTY P-1 P -2 P -3 P -4 P -5 P -6 P -7 P - P -9 P -10 P -11 P P-13 P.14 P -15 P -16 P -17 P 18 P 19 1 1 2 2 2 1 2 4 8 4 1 1 1 1 2 2 P -20 4 P -21 4 DESCRIPTION LOCKING WRENCH MAIN STEM RETAINER 0 -RING #226 BODY WINDOW GLASS OPEN TARGET SHUT TARGET CARRIER ASSEMBLY CARRIER NUT CARRIER PLATE TARGET RETAINER #10 -24 X 1/2' PAN HEAD SCREW #10 -24 HEX NUT 1/2' NPT PIPE PLUG 3/8" EYEBOLT #23 3/8- 16X1 " HEX CAPSCREW EXTENSIONROD 1' SO. NUT SOCKET 5/16" X 3-1/4" DRIVE PIN 3/4" SO. CUP POINT HARDENED SET SCREW TELESCOPING BARREL STANDPIPE BASE FLANGE 3/4" SO. CUP POINT HARDENED SET SCREW 5/8" X 2 -1/4" HEX CAPSCREW 5/8" HEX NUT MATERIAL CAST IRON ASTM A -126 CL. B BRONZE ASTM 8584 ALLOY 864 BUNA N CAST IRON ASTM A -126 CL. B LEXAN - UV STABILIZED CAST ALUMINUM CAST ALUMINUM BRONZE ASTM 8584 ALLOY 844 1/16" SHEET METAL 16 GA. 302 S.S. ZINC PLATED STEEL ZINC PLATED STEEL MALL. IRON FORGED STEEL ZINC PLATED STEEL AISI M1020 HRS CAST IRON ASTM A -126 CL. B BRASS STEEL, BLACK OXIDE CAST IRON ASTM A -126 CL. B 4" D.I. CI 52 ANSI A21.51 CAST IRON ASTM A - 126. CL 8 STEEL. BLACK OXIDE ZINC PLATED STEEL ZINC PLATED STEEL { TELESCOPING BARREL 2945 J \ TRENCH DEPTH LIMITS VALVE B SIZE C SIZE D SIZE SIZE MIN. MAX. MIN. MAX. MIN. MAX. M 31" 1 51" 48" 68 6" 35" J 55" 53" 73 8' 40' i 60" Se" 78' 10" 45" 1 65" 6T 83" 12" 49" __ 69" _ - 67" 87" VALVE SIZE 4" 54" 74" 72" 4" 45-1/2" 6" 49 -1/2" 8' 54 -1/2" 10" 59" 12" 64" 14" 69" P SIZE O SIZE INDICATOR POST STYLE 2945 & 2945 A TRENCH DEPTHS FOR GATE VALVES UL & FM APPROVED CLOW VALVE COMPANY 4' 92" FIXED LENGTH POSTS 2945 MAXIMUM TRENCH DEPTH 66" 86' 71' 91' 76" 96" 81' 101" 85" 105" 90" 110' H SIZE 63-1/2' 87 -1/2" 67 -1/2" 91-1/2" 72.1/2' 96 -1/2' 77" tor 82" 106" 87" 111" Fixed Length Units — Remove the body from the end of the standpipe 2. Base Flange Installation: Attach the base flange along with the standpipe to the valve plate using the four 5/8" bolts and nuts provided. 3. Grade Line Adjustments: Telescoping Barrel Units Fixed Length Units INDICATOR PO MODEL 2945A & INSTALLATION INS CLOW VALVE COMPANY Installation -- The valve should be opened to the fully open position before proceeding with the Indicator Post Installation. 1. Disassembly of the Indicator Post Unit Telescoping Barrel Units Remove the body from the end of the barrel. Loosen the two set screws on the barrel and slide off the top of the standpipe. Lower the barrel over the standpipe until the grade line mark on the barrel is at ground line height and then tighten the two set screws securely. Cut the required length off the bottom of the standpipe so that the indicated grade line of the standpipe is at the ground line height and then secure to the base flange by tightening the two set screws. 4. Extension Rod Adjustments: Lower the extension rod into the barreL/standpipe, placing the end socket over the valve operating nut. It is necessary that the extension rod engage the main stern a minimum of 2 inches but not more than 5 inches. To check for correct engagement, the end of the extension rod should be from 7 inches to 10 inches above the top of the standpipe (Fixed Length Units) or the top of the telescoping barrel. 5. Target (Open and Shut) Adjustments Remove the target assembly from inside the body by rotating the stem nut counter - clockwise. Loosen the target retainer screws, but do not remove them. s 5. Cont'd Op Left Valves Move the OPEN target to the top of the plate. Note: Position of the SHUT target can be determined by the following chart: Valve Size 8" 10" 12" 14" Gate Valve "A" 1^ 1 -3/8" 1 -3/16" 2 -3/16" 2 -5/8" 3" RN/ Valve "A" 7/8" 1 -5/18" 1- 11/16" 2 -1 /8" 2 -1/2" NA Position the SHUT target as indicated below and tighten the retainer screws until snug. Avoid over tightening. Repeal the procedure for the other side. Open Right Valves The procedure is similar as for open left, but with two differences: A: The open target Is placed below the shut target. B: The open target is placed at the very bottom of the plate. INDICATOR PO MODEL 2945A & INSTALLATION INSTRUCT ONS CLOW VALVE COMPANY The position of the shut target valve above the open target is then determined and set as described above. Maintenance 1. Lubrication Oil upper bearing at least once per year, adding several drops of oil in the hole located on the top of the main stem flange. Access to lubrication hole is gained by raising the locking wrench off the main stem nut. 2. Operation The Large mechanism will travel off the threads of the main stem in both directions should the targets or target mechanism be positioned incorrectly. Should this happen, readjust targets. If the target mechanism falls from the main stern, it will be stopped a short distance below the window. "IA RR TORZ. FANNER WRENCHES TM ON - PART L MB A . 'HSSW 41.61 --"Single-End Same s Wrench" HSSW TM •4" & 5" Storz Hose Couplings, NFPA/U.S. Standards: •Storz Pressure Seal •Storz Locking Devise •Hard - anodized aluminum = R.-6' 00 — "Hydrant Spanner Wirench" HHSW TM Harrington, Inc. Hydrant Storz Specialists 2630 West 21st Street, Erie, PA 16506 Phone. 1-800 - 553-0078 • Fa: 814-838-7339 www.hydrantetorc.com • info@harrinc.com / r y ; �- /� ':. ! •4" & 5" STORZ - HIHS — Integral Hydrant Storz w /Cap • HIHS- AMLOK -40 -45 •HIHS- AMLOK -50 -45 • HIHS- AVK -40 -45 • HIHS- AVK -50 -45 •HIHS- CLOW -40 -45 •HIHS - CLOW -50 -45 • HIHS -EJIW- 40-375 • HIHS- EJIW -50 -375 •HIHS- EJIW -40 -45 •HIHS- EJIW -50 -45 •I - IIHS- KEN-40 -45 •HIHS- KEN -50 -45 •HIHS- MLR -40 -45 •HIHS- MLR -50 -45 • HIHS-USPIPE-40-45 •HIHS - USPIPE -50 -45 „HIHS- WAT -40 -45 " HIHS - Viz AT -50.45 Note: Each OEM connection method is unique. � ( J te .4" & 5" STORZ - HPHA'" — Permanent Hydrant Adapter w /Cap •HPHA40 -40 (Special thread) •HPHA50 -40 (Special thread) •HPHA4O -4ONH (4 "NST) •HPHASO -4ONH (4 "NST) •HPHA40 -45NH (4.5"NST) •HPHASO -45NH (4.5 "NST) Note: Rigid (non - swivel) Female Thread. •4" NST (National Standard Thread) = 5.010 (ODM) x 41pi •4.5" NST (National Standard Thread) = 5.760 (ODM) x 41pi "ODM" = Outside Diameter of the Male ..t r , s ! � � = - -�' •4" & 5" STORZ - HPSSTh — Permanent Sprinkler Storz w /Cap •HPSS40- 40-00 (4 "NPT) •HPSSSO- 40.001 (4 "NPT) •HPS540- 50-OOt (5 "NPT) •HPSS50.50.001 (5 "NPT) •HPSS4O -60-001 (6 "NPT) •HPSS50- 60-001 (6"NPT) Note: Rigid (non swivel) NPT Female Thread. •4" NPT (National Pipe Thread, Tapered) _ (approx) 4.470 (ODM) x sip' •5" NPT (National Pipe Thread, Tapered) = (approx) 5.563 (ODM) x 61p1 •6" NFr (National Pipe Thread, Tapered) = (approx) 6.590 (ODM) x 8tpi - ` (1...tH � •4" & 5" STORZ 30° ELBOW- 1- I3OET" " ° F ow w /Cap •H30E 40 40 002 (4"NPSH) • 30E- 50- 40 -00g (4"NPSH) •1-130E-40-50-002 (5 NPSH) •H30E -50 -50002 (5"NPSH) •H30E 40 60002 (6 NPSH) •1430E -50 -60 -002 (6 "NPSH) (Note: Swivel NPSH Female Thread. •4" NPSH (National Pipe Thread, Straight) _ ;4.470 (ODM) X Stpi .5" NPSH (National • 6" NPSH (National Pipe Thread, S = 6 j (ODM) x 8tpi •4" & 5" StCrz Permanent Cap - HBC - -Storz 131ind Cap, with aircraft cable. "IA RR TORZ. FANNER WRENCHES TM ON - PART L MB A . 'HSSW 41.61 --"Single-End Same s Wrench" HSSW TM •4" & 5" Storz Hose Couplings, NFPA/U.S. Standards: •Storz Pressure Seal •Storz Locking Devise •Hard - anodized aluminum = R.-6' 00 — "Hydrant Spanner Wirench" HHSW TM Harrington, Inc. Hydrant Storz Specialists 2630 West 21st Street, Erie, PA 16506 Phone. 1-800 - 553-0078 • Fa: 814-838-7339 www.hydrantetorc.com • info@harrinc.com Jill Mosqueda - Fwd: Minkler / Southcenter+ ffic revisions � From: Jill Mosqueda To: BRAD @SEATTLEFORRENT.NET Date: 5/25/06 3:50PM Subject: Fwd: Minkler /Southcenter traffic revisions From Scott Bates, our signal person. L. Jill Mosqueda P.E. Page 1 + Jill Mosqueda - Minkler /Southcenter traffic' 'isions Page 1 • From: Scott Bates ` To: Jill Mosqueda Date: 5/25/06 11:02AM Subject: Minkler /Southcenter traffic revisions Jill, Here is a few things we verified at the intersection for your project. If they would like to meet soon just schedule it through GroupWise. Thanks. Scott Bates Maintenance and Operations Foreman Traffic Control Division Cell: 206 - 571 -6302 Office: 206 -433 -1862 Fax: 206-575-3404 sbates@atukwila.wa.us City of Tukwila 600 Minkler Blvd Tukwila, Wa 98188 CC: Pat Brodin; Stan Anderson [Jill Mosgueda jet-Southcenter Parkway -mink' - .doc Page 1 Southcenter Parkway / Minkler Blvd Signal revisions for Westside development Field review by Tukwila signal staff has confirmed the following information: 1. Northbound left turn movement would need: 1- 4 section head (All LED) with 24X30 R10 -12, 5 -c wiring from terminal can to mast arm nipple, remove buttons; install curbing beyond Red Robin driveway. ( loops are intact and tested, wiring exists to controller from terminal can). 2. Eastbound movement would need: 2- 3 section signal heads (All LED), Vehicle Detection - 1 single channel video detection system and e- access communication card. J- boxes may need relocated in drive area. (Opticom detector, phase selector and wiring exists, 2 -5c wiring from controller to heads exists, pedestrian equipment exists) 3. Southbound Pedestrian movement would need: 2 pedestrian heads w/led countdown modules and 2 PPB. (All wiring exists for heads and PPBs) Field survey was for equipment only and does not account for all other needs such as timing revisions, illumination and channelization etc. But should help with many of the design questions that could arise. Jill Mosqueda - Re: DO6 -149 SC 4 Page 1 PERMANENT FILE COPY From: Bob Benedicto To: Allen Johannessen; Jill Mosqueda; Ken Nelsen; Ryan Larson Date: 6/12/06 11:45AM Subject: Re: D06 -149 SC-4 The average local frost depth specified ( IRC Table R301.2(1)) for Tukwila is 12 ", the UPC requires that all water piping be located at least 12 Inches below the average local frost depth. 12 " +12 " +1.5" = 25.5" which would leave 4.5" clear from the bottom of the water pipe to the top of the detention tank. If the tank is in fact located 2.5 feet below finish grade there should not be a problem. (Lots of Ifs') »> Jill Mosqueda 06/12/06 06:54AM »> Sheet 3 of 6 of the utilities plans shows the 1.5" water supply being placed above the detention tanks. From the plans it appears that the top of the detention is 2.5 feet below grade. The plumbing code requires at least 12" of cover over the pipe and the pipe is 1.5 ". Ryan and building dept., any comments or concems. L. Jill Mosqueda P.E. Jill Mos. ueda - Re: D06 -149 SC-4 Pa.e 1 From: Ryan Larson To: Jill Mosqueda Date: 6/12/06 7:38AM Subject: Re: D06 -149 SC-4 .; No concems on my end. »> Jill Mosqueda 06/12/06 06:54AM »> Sheet 3 of 6 of the utilities plans shows the 1.5" water supply being placed above the detention tanks. From the plans it appears that the top of the detention is 2.5 feet below grade. The plumbing code requires at least 12" of cover over the pipe and the pipe is 1.5 ". Ryan and building dept., any comments or concerns. L. Jill Mosqueda P.E. PERMANENT FILE COPY MEMORANDUM Date: December 14, 2005 TG: 05357.00 To: Nora Gierloff, City of Tukwila From: Brandon Moen, AICP Tasha Atchison, P.E. cc: Brad Decker, Decker Development RECEIVE JUN 0 6 2006 TUKWILA PUBLIC WORKS Subject: 17275 Southcenter Parkway: Traffic and Parking Assessment The Transpo Group This memorandum provides a brief traffic and parking assessment of the proposed redevelopment at 17275 Southcenter Parkway in Tukwila, Washington. The scope of this memorandum is based on feedback from City of Tukwila staff that was provided to Transpo by the project developer. This traffic assessment addresses the following key areas identified by City staff: • Site Trip Generation • On -site Parking Supply /Demand • Parking Layout Operations Redevelopment Summary The proposed redevelopment would construct up to 16,160 square feet (sf) of fumiture store space, replacing the existing 2,645 sf fast -food restaurant with drive - thru. Access to the site would be provided via a shared access to be constructed as the west approach to the signalized Southcenter Parkway /Minlder Boulevard intersection. The site access would be controlled by the traffic signal at the intersection, as opposed to the existing right -out only access that currently fours the intersection's west approach. The site's existing access at the intersection serves as the exit for the drive -thru of the fast -food restaurant on the site, and is currently stop controlled despite being at a signalized intersection. A site plan for the redevelopment is shown as Attachment 1. Trip Generation To identify the traffic implications of the proposed redevelopment, trip generation estimates were prepared for the existing fast -food restaurant with drive -thru located on -site and compared to the proposed development. The difference between the two represents the net impact of the redevelopment. Trip generation estimates were developed for a typical weekday, weekday PM peak hour, and Saturday peak hour of the generator. Trip generation estimates were developed using trip rates provided in ITE Trip Generation (7 Edition). For the existing fast -food restaurant, the trip rate for Land Use # 934 (Fast -Food Restaurant with Drive -Thru Window) was used, while the trip rate for Land Use # 890 (Furniture Store) was used for the proposed redevelopment. RECEIVED CITY OF TUKWIL! APR 2 5 2906 PERMIT CENTER The Transpo Group Inc. 11730118th Avenue N.E., Suite 600 Kirkland, WA 98034 -7120 425.821.3665 Fax: 425.825.8434 P Land Use Daily Trips Weekday PM Peak Hour Saturday Peak Hour of the Generator Total In Out Total In Out PROPOSED REDEVELOPMENT Furniture Store' 82 7 3 4 13 7 6 (16,160 sf) Less Pass-by Trips (53 %)' (44) (4) (2) (2) (7) (4) (3) Primary Project Trips 38 3 1 2 6 3 3 EXISTING SITE Fast Food Restaurant with Drive -Thru Window' 1,312 92 48 44 157 80 77 (2,645 sf) Less Pass -by Trips (50 367 (656) (48) 124) (24) (78) (39) (39) Primary Existing Trips 656 44 24 20 79 41 38 NET NEW TRIPS Total Trips -1,230 -85 - 45 - 40 - 144 -73 -71 Pass -by Trips ( -612) (-44) ( -22) ( -22) ( -71) ( -35) ( -36) Primary Trips -618 -41 -23 -18 -73 -38 -35 . Based on averaae trio aeneration rate for "Furniture Store" land use ILU #890)- ITE Trip Generation (2003). 1 2. 3. The Transpo Group Appropriate pass -by trip rate considerations were made for both land uses based on the ITE Trip Generation Hand (2001). Pass -by rates are not provided for daily or Saturday peak hour conditions, so the PM peak hour rates provided by ITE were used (50- percent for Fast -Food Restaurant with Drive-11m Window, 53- percent for Fumiture Store). Table 1 shows the estimated existing trip generation, the proposed redevelopment's trip generation, and the resulting net new trips. Table 1. Redevelopment Trip Generation Summary The Transpo Group Based on average pass -by rate for "Furniture Store" land use (LU #690) -ITE Trip Generation Handbook (2"' Edition). Based on average trip generation rate for "Fast Food with Drive -Thru Window" land use (LU #934)- ITE Trip Generation (2003) for the weekday PM peak hour. 4. Based on average pass -by rate for "Fast Food with Drive -Thru Window" land use (LU #934)- ITE Trip Generation Handbook (2'" Edition) for the weekday PM peak hour. As is shown in Table 1, the proposed redevelopment would result in less primary and pass -by vehicle trips over the course of a typical weekday, as well as in the weekday PM peak hour and the Saturday peak hour. For instance, during the weekday PM peak hour, the proposed redevelopment would result in 41 less new trips, and 44 less pass - by trips, while during the Saturday peak hour of the generator, the proposed redevelopment would generate 73 less new trips and 71 less pass -by trips. Based on this analysis, the proposed redevelopment is anticipated to generate less traffic than the current land use located on -site. Thus, the traffic impacts to the site driveway and area intersections should be less than if the fast -food restaurant with drive -thru were to remain. Page 2 • Table 2. Parking Demand Summary Proposed Parking Supply 39 Projected Peak Demand' 16 Parking Surplus +23 T Tra nspo Group On -Site Parking The proposed redevelopment would include a supply of 39 parking stalls to be located in on -site, surface parking lots. The adequacy of the proposed parking supply for the redevelopment was compared to the estimated peak parking demand for such a land use. ITE Parking Generation (3' Edition) was used to estimate the parking demand, which is identified in Parking Ge rrarion as occurring on a Saturday. The average peak parking demand rate for Land Use # 890 (Furniture Store) was used to estimate the parking demand for the proposed redevelopment. Table 2 compares the proposed parking supply to the calculated peak demand. Saturday Peak Hour Conditions (Parking Stalls) 1. 0.94 parking stalls per 1,000 sf: ITE Parking Generation (2'° Edition)- Average Peak- Period Parking Demand (Saturday Peak Hour) for LU 0690 (Furniture Store). As is shown in Table 2, the project's proposed parking supply of 39 parking stalls exceeds the estimated peak demand by 23 stalls during the peak demand time -period (Saturday). Based on this comparison, the proposed parking supply on -site should adequately serve the proposed redevelopment. The peak-period parking demand identified in ITE Parking Generation for land use # 890 (Furniture Store) ranges between a low of 0.67 stalls per 1,000 sf, to a high of 1.30 stalls per 1,000 sf. This would suggest a peak parking demand of between 11 and 21 parking stalls, both of which are accommodated by the proposed parking supply. Parking Layout Operations In order to evaluate the current parking lot and access configuration proposed for the site and evaluate parking circulation and operations, the cw.ent site plan for the development was reviewed by Transpo staff. The most recent site plan provided shows that the site access will form the west approach of the Southcenter Parkway /Minkler Boulevard intersection. The parking aisle that serves the majority of on -site parking would be located approximately 40 feet west of Southcenter Parkway. The parking aisle would align with the proposed location of the parking aisle of the development directly adjacent to the south, as well as the existing Ethan Allen site further to the south. There is the possibility that a parked vehicle backing out of one of the parking stalls near the south end of the lot may block the entry of an inbound vehicle, if the inbound vehicle turns north into the parking lot. However, there is a relatively low likelihood for such a conflict given the project's anticipated trip generation. Even if the potential for a conflict did occur, a queue of at least two vehicles would be able to The Transpo Group Page 3 M \05 \05357 17275- 17305 Southcenter Parkway\ WP \05357m1.doc The Transpo Group form in the driveway throat before the queue would reach Southcenter Parkway. The occurrence of such a series of simultaneous events necessary to result in such a conflict is unlikely. Similar spacing between parking lot drive aisles and Southcenter Parkway have been approved for other developments in the area which were anticipated to generate more traffic than the redevelopment of the 17275 Southcenter Parkway site. The lower trip generation for this site further reduces the likelihood of potential conflicts. No other elements of the site plan appear to be worthy of additional transportation consideration. We trust that this memorandum addresses the issues requested by City staff regarding the 17275 Southcenter Parkway redevelopment as it relates to the anticipated nip generation, parking demand, and potential parking - layout issues. Please let us know if you have any questions or comments. The Trenspo Group Page 4 1\ — e n »a 1 1 i M:\0510535717275- 17305 Southcenter PaAway1Graph outlicenter grapMcOl.dxg, A. 12/14N5717:14 AM, Mandolvn arr S tmc Z S.s.chs & Aral i 4 yy .�__ �LWrA1 R _.... ._ �: . _ 1E9+F3 .:4rw. t.1/rPx!♦>- NO NOT TO SCALE 5 ct leant trr lml • t.,. bap d k11400 J ! Attachment 1 me Site Plan Transpo 17275 Southcenter Parkway: Tukwila, Washington G rp After Recording Return to: Brad Decker ERRE LLC 117 East Louisa Street #230 Seattle, WA 98102 20060120001363 0 3es pnx 42> CsneL# bvj. #/D F /o,., J, l/ Mos 70 eda , /f ,S - /6 - 06 Document Title or Titles: RECIPROCAL DRIVEWAY EASEMENT AND MAINTENANCE AGREEMENT Reference Nos. of Documents Assigned or Released: None Name of Grantors: Masao LLC, a Washington limited liability company, and ERRE LLC, SC 3 LLC, and Evans 10 LLC, as Tenants in Common, each of which is a Washington limited liability company Name of Grantees: ERRE LLC, SC 3 LLC, and Evans 10 LLC, as Tenants in Common, each of which is a Washington limited liability company, and Masao LLC, a Washington limited liability company Pages referencing additional names: None Abbreviated Legal Descriptions: Lot 1, City of Tukwila Short Plat 80- 45 -SS. Parcel B of City of Tukwila Boundary Line Adjustment recorded under Rec. No. 7811290697 Additional Legal Description Found On: Exhibits A and B Assessor's Property Tax Parcel Number or Account Number: 2623049063; 262304-9024-02 ( JBSL1/J9999/000 1 11111E1 11111 1 20060120001363 PAGE001 OF 013 SAS 44.00 KINGOCOUNTY, WA 11 CITYOFTUKWILA JUN 02 2006 PERMIT CENTER 11 RECEIVED JUN 0 6 2006 TUKWILA PUBLIC WORKS CORRECTION LTR #_±.- st;fl I RECIPROCAL DRIVEWAY EASEMENT AND MAINTENANCE AGREEMENT This Reciprocal Driveway Easement and Maintenance Agreement ( "Agreement ") is made and entered into this _ day of January, 2006, by and between MASAO LLC, a Washington limited liability company ("Masao'), and ERRE LLC, SC 3 LLC and Evans 10 LLC, as Tenants -in- Common, each of which is a Washington limited liability company (collectively, "TIC "). ( ,BSL1fl9999/00001/81.B1124955.1) RECITALS A. Masao is the owner of that certain real property located in King County, Washington commonly known as 17275 Southcenter Parkway, Tukwila, Washington 98188 and legally described on ExhihiLA attached hereto ( "Masao Property"). B. TIC is the owner of that certain real property located in King County, Washington commonly known as 17305 Southcenter Parkway, Tukwila, Washington 98188 and legally described on Exhibit R attached hereto ("TIC Property "). The Masao Property and the TIC Property are herein collectively called the "Properties" and individually as a "Property". C. The City of Tukwila desires to have signaled access for both Properties through a common driveway. This driveway must be on both Properties in order to line up with Minkler Blvd. D, The parties hereto intend to declare, reserve, grant and establish certain reciprocal and non - exclusive easements with respect to the Properties, all as is more fully set forth herein. E. The fee owners of the Masao Property and the TIC Property from time to time are sometimes collectively referred to as the "Owners" and individually as an "Owner." F. The easement area's from the Owners from time to time are sometimes collectively referred to as the "Easement ". NOW, THEREFORE, in consideration of the Recitals above, the mutual covenants and conditions below, and other good and valuable consideration, the receipt and sufficiency of which are acknowledged, the parties agree as follows: 1 GRANT OF RECIPROCAL EASEMENTS a. Grant of Easement to TIC. Masao, on behalf of itself and its successors and assigns, does hereby declare, grant, establish and dedicate to and for the benefit of the TIC Property and the Owner of the TIC Property from time to time, and such Owner's successors and assigns, a perpetual, non - exclusive easement and right -of -way of ingress and egress over the southerly 16 feet of the easterly 240 feet, including without limitation, driveway access on the southerly 34 feet of the easterly 58 feet of the Masao Property ( "TIC Easement ") as diagramed on Exhibit 1) attached hereto. The TIC Easement is for access, ingress and egress for the purpose of vehicular (including automobiles and truck) ingress and egress to and from the Properties. The 2 Easement shall be for the benefit of both Owners and such Owners' employees, guests, tenants, subtenants, patrons, vendors, transacting business on or temporarily visiting the Properties. b. Grant of Easement to Masao. TIC, on behalf of itself and its successors and assigns, does hereby declare, grant, establish and dedicate to and for the benefit of the Masao Property and the Owner of the Masao Property from time to time, and such Owner's successors and assigns, a perpetual, non - exclusive easement and right -of -way of ingress and egress over the northerly 10 feet of the easterly 240 feet of the TIC Property ("Masao Easement") as diagramed on F.xhihit 11 attached hereto. The TIC Easement and Masao Easement shall collectively be referred to as the "Easements." The Masao Easement is for access, ingress and egress for the purpose of vehicular (including automobiles and truck) ingress and egress to and from the Properties. The Easement shall be for the benefit of both Owners and such Owners' employees, guests, tenants, subtenants, patrons, vendors, transacting business on or temporarily visiting the Properties. c. Construction of Easement Road. The Owner of the TIC Property shall enter into a contract with a third party contractor to pave and construct the improvements within the Easements at grades necessary for both Properties and with plans and specifications approved by both Owners. The Owner of the TIC Property shall bear the cost of the construction of such improvements. 2. USE, MAINTENANCE AND REPAIR OF EASEMENTS a. No Interference. Neither Masao nor TIC, nor the successors and assigns of either shall, without the prior written consent of the other, prohibit or materially interfere with the reasonable use of the easement rights herein granted. Each Owner and its respective employees, guests, tenants, subtenants, patrons, venders and invitees, shall not avail themselves of the right under the easements in such a manner as to materially interfere with the rights of the other Owners to use and enjoy both the easement and such other Owner's respective Property. Except for emergencies, an Owner shall notify the other Owner in writing at least ten (10) days prior to the commencement of any construction, reconstruction, repair or repaving of Easement area or closure of any entrance to the Property. No Owner or their respective employees, guests, tenants, subtenants, patrons, venders and invitees, shall have the right to install, construct, maintain and shall not permit the installation, construction or maintenance of any fence, wall, or other improvement that would block the access of the access, ingress and egress after the easement road is constructed. b. Taxes. Except as may otherwise be provided in a lease or other agreement between Owners, all property taxes and assessments for a Property shall be paid by the Owner of such Property. c. Maintenance. Following completion of the improvements described in Section 1.c above, each Owner of a Property shall maintain, or shall cause to be maintained, the improvements in good repair and in a clean, sanitary and attractive condition, at such Owner's sole costs and expense, on and within the Easements located on such Owner's Property. Each ( 1BSL1/79999/00001/BL3/124955.1) 3 (IBSLI 119999/0000I(8LBII2495S.1) Owner shall also comply, at its sole cost and expense, with all applicable governmental requirements applicable to the improvements constructed on such Owner's Property. d. Default. In the event that any Owner fails to perform any of its obligations under this Section 2, the other Owner shall, upon thirty (30) days written notice to such defaulting Owner, have the right, but not the obligation, in addition to all of the other rights and remedies available to such non - defaulting Owner, at law or in equity, including, but not limited to, damages and/or injunctive relief, to repair or maintain, or cause to be repaired or maintained, the area of the easement and the improvements thereon which the defaulting Owner failed to maintain or repair, including the right to enter upon the parcel of the defaulting Owner as may be reasonably necessary in connection therewith. The defaulting Owner shall, upon written demand by the non- defaulting Owner performing such corrective work, reimburse the non - defaulting Owner for all of its costs and expenses incurred by such non - defaulting Owner in connection therewith. Any such notice sent to a defaulting Owner may be given personally or by mail, and shall be deemed to have been delivered to the defaulting Owner when it is personally delivered or, if mailed, when five (5) days have elapsed from the date of the deposit in the United States mails, postage prepaid, registered or certified, addressed to such defaulting Owner at the Owners address, or such other address as such Owner by written notice to the other Owner may designate. 3. Notices. All notices shall be sent to the following address unless otherwise changed: To MASAO LLC: Masao LLC 10710 66 Avenue South Seattle, WA 98178 Attn: Karlyne Iwata To SC 3: SC 3 LLC, ERRE LLC & EVANS 10 LLC 117 E. Louisa Street, #230 Seattle, WA 98102 Attn: Brad Decker 4. Binding Effect; Runs with the Land. The restrictions and easement rights set forth herein shall run with the land and shall bind and be obligatory upon the Owners and their respective successors and assigns, tenants, sub- tenants, licensees and invitees. 5. Attorneys' Fees. If either Owner shall institute any action or proceeding against the other Owner, including any arbitration proceedings, relating to the provisions of this Agreement, or any defaulting or alleged default hereunder, then the unsuccessful Owner in such action or proceeding shall reimburse the successful Owner therein for the reasonable costs (including court costs and reasonable attorneys' and expert fees) incurred therein by such successful Owner. 4 IN WITNESS WHEREOF, this Agreement has been executed as of the day and year first above written. ( 113SLI/39999/00001/BLB/124955.1) MASAO: MASAO LLC, By: Masao Mikami Trust Its Member evvivtiv By: Karlyne Iwata, Trustee By: Robert H. Schofield Its: Manager By: Decker Properties Limited Partnership, Its: Managing Member Its: Brad Decker, General Partner EV • a By: Decker Properties Limited Partnership, Its: Managing Member Its: Brad Decker, General Partner 5 STATE OF WASHINGTON COUNTY OF - /Nlv I certify that I know or have satisfactory evidence that the person appearing before me and making this acknowledgment is the person whose true signature appears on this document. On this day personally appeared before me KARLYNE IWATA, to me known to be the Trustee of the MASAO MIICAMI TRUST, the Member of MASAO LLC, the limited liability company that executed the within and foregoing instrument, and acknowledged that she signed the same as her free and voluntary act and deed, for the uses and purposes therein mentioned. GIVEN under my hand and official seal this /oa * day of (hZf? .C 2006. COUNTY OF ( JBSLI/J9999/00001/BLB/124955.1) Notary d for th residing at -11 076 My c, mmission expires: ` �ct j 1/41. sr , ( i [Type or Print Notary Name] STATE OF WASHINGTON it ) ss. ) ss. No Pu . c in and for the State of Washington residing at a m,,,Qle J t,()i9 My commission expires: 9 / 9- U$ CA' f • 44,Q,- . [Type or Print Notary Name] 6 J S C 1 fl it QQ" `veKIN'' et ii I certify 4ha4 I know or have satisfactory evidence that the persons appearing before me and making this acknowledgment are the persons whose true signatures appear on this document. On this day personally appeared before me Robert H. Schofield, to me known to be the Manager of SC 3 LLC described in and who executed the within and foregoing instrument, and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein mentioned. under my hand and official seal this / / ' day of January, 2006. :Oct; 4014,0E J, ■ NOTARY • PUBIS" i 2 eb .9 SP '�'�° % YOAS %.%.* 1 ( 1 0 STATE OF WASHINQTON COUNTY OF ) ss. I certify that I know or have satisfactory evidence that the persons appearing before me and making this acknowledgment are the persons whose true signatures appear on this document. On this day personally appeared before me Brad Decker, to me known to be the General Partner of Decker Properties LP, who is the Manager of ERRE LLC described in and who executed the within and foregoing instrument, and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein mentioned. # %ma P" No • . • u T r' :. d for the State of Washington, rest . t..{, i i9 My commission expires: 9- /9 -Og (Ans»gcc J 11gnw [Type or Print Notary Name] (JBSLI119999/00001BLB/1 249$5.1) under my hand and official seal this J - / r day of January, 2006. 7 git agne se p N OTAgy = 13 . . k lb S.� ••:. Ws: PUBLIC ' k `9 S a ; � ,0 s : ;oF war, '01 STATE OF WASHINGTON COUNTY OF [Type or Print Notary Name) QBSL1139999/00001/BLB/124955.1) ) ss. I ce t I know or have satisfactory evidence that the persons appearing before me and making this acknowledgment are the persons whose true signatures appear on this document. On this day personally appeared before me Brad Decker, to me known to be the General Partner of Decker Properties LP, who is the Manager of Evans 10 LLC described in and who executed the within and foregoing instrument, and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein mentioned. GIVEN un. er my hand and official seal this � / — day of January, 2006. ,1 l '• 51o%y'• V ` o&y�y' b c in oh; for the State of Washington, 4 o% � residing at t1�ta to jt-t 43"S % ' 5' OTARY My commission expires: 9-1 C ' a C4MDA, S AAtAe I : N 4 ; p s A 9 _� • ;gy p44 � 9'' WAS't )4 4 1 R EXHIBIT A LEGAL DESCRIPTION OF MASAO PROPERTY THAT PORTION OF THE NORTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 26, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, LYING WESTERLY AT SOUTHCENTER PARKWAY AND LYING EASTERLY OF INTERSTATE HIGHWAY FIVE (5), DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHEAST CORNER OF THE NORTHEAST QUARTER OF THE SOUTHWEST QUARTER; THEN N 88 °05'42" W 701.10 FEET TO THE WESTERLY MARGIN OF SAID SOUTHCENTER PARKWAY; THENCE ALONG SAID WESTERLY MARGIN S 01 °08'45" W 10.65 FEET; THENCE CONTINUING ALONG SAID MARGIN S 01 °05'23" W 1305.71 FEET TO THE INTERSECTION WITH THE SOUTH LINE OF SAID NORTHEAST QUARTER OF THE SOUTHWEST QUARTER; THENCE WESTERLY ALONG SAID SOUTH LINE N 87 °55'53" W 621.98 FEET TO THE SOUTHWEST CORNER OF SAID NORTHEAST QUARTER OF THE SOUTHWEST QUARTER, BEING THE POINT OF BEGINNING; THENCE N 00 °50'36" E 155.01 FEET; THENCE PARALLEL WITH SAID SOUTH LINE OF THE NORTHEAST QUARTER OF THE SOUTHWEST QUARTER, S 87 °55'53" E 622.65 FEET TO A POINT ON SAID WESTERLY MARGIN OF SOUTHCENTER PARKWAY; THENCE ALONG SAID WESTERLY MARGIN S 01 °05'23" W 155.01 FEET TO A POINT ON SAID SOUTH LINE OF THE NORTHEAST QUARTER OF THE SOUTHWEST QUARTER; THENCE ALONG SAID SOUTH LINE N 87 °55'53" W 621.98 FEET TO THE POINT OF BEGINNING; BEING A PORTION OF SURVEY RECORDED UNDER AUDITOR'S FILE NO. 8008209001. (ALSO KNOWN AS LOT 1 OF SHORT PLAT NO. 80- 45 -SS, AS RECORDED UNDER RECORDING NO. 8106040707, RECORDS OF KING COUNTY; SITUATED IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON.) EXCEPTIONS: TERMS AND CONDITIONS OF EASEMENT IMPOSED BY INSTRUMENT RECORDED ON MAY 6,1968, UNDER RECORDING NO. 6343884. (3BSUU9999ro0001/BLBn24955. q 9 PARCEL B OF CITY OF TUKWILA BOUNDARY LINE ADJUSTMENT, AS RECORDED UNDER RECORDING NO. 7811290697, RECORDS OF KING COUNTY; SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. (JBSL1/79999/00001BLB/124955.1) 10 E)GEBIT B LEGAL DESCRIPTION OF TIC PROPERTY EXHIBIT C LEGAL DECCRIPTION OF EASEMENT Ingress, Egress Easement (17275 Southcenter Parkway) The southerly 34 feet of the easterly 58 feet together with the southerly 16 feet of the easterly 240 feet of Lot 1, City of Tukwila Short Plat No. 80- 45 -SS, recorded under recording number 8106040707, said Short Plat being a portion of the Northeast Quarter of the Southwest Quarter in Section 26, Township 23 North, Range 4 East, W.M. in King County, Washington. Ingress, Egress Easement (17305 Southcenter Parkway) The northerly 10 feet of the easterly 240 feet of Parcel B of City of Tukwila Boundary Line Adjustment, as recorded under recording number 7811290697, records of King County; Situate in the City of Tukwila, County of King, State of Washington. ( I3SLI/19999/00001/BI8/124955.1) 1 1 ( JBSLl/J9999/00001/BLB/124955.1) EXHIBIT D DIAGRAM OF EASEMENT (See attached page.) 12 l c?` .nyak « '_ starrawn t� Ka;" LANCE MUELLER & ASSOCIATES A R C H I T E C TS • 130 Lakeside, Suite 250 Seattle, Washington 98122 (206)325 -2553 (206)328 -0554 Fax Job: SC-4 RETAIL BUILDING 17275 Southcenter Parkway Tukwilla, WA Wells/LMA/Scofl @Id SC- 4/project desc.doc \ A I A SC - 4 RETAIL BUILDING PROJECT DESCRIPTION REernfen JAN 1 3 2006 PUBLIC RECEIVED (JAN 0 6 2006 COMMUNITY DEVELOPMENT Date: 11/5/05 Page 1 of 1 Job No. 04 -096 This project consists of demolition of the existing 2,700sf Wendy's Restaurant and construction of a new t16,000sf retail building and related site work. The site ingress and egress is by an existing common driveway from Southcenter Parkway. Parking for ±38 cars is provided on the site, plus 2 truck loading spaces. The building will be constructed of integral color concrete masonry with stucco finish on the entry facade. The west or entry roofline will be modulated with steps, pitched and gabled parapet forms and formed comice detailing. Metal canopies over entry storefronts will add shelter, color and projecting elements to the wall plane. The west wall has two steps in the plan which will further provide modulation on the front of the building. The side and rear elevations of the building are predominately CMU masonry in integral color and texture creating a facade pattern for interest and terminate the wall plane. The highest wall will be approximately 37 ft. Rooftop HVAC equipment will be screened by parapet walls. The stucco will be painted with an off -white base color and inset tile accents will add variety and visual interest. Wall sconces will provide accent lighting along the front sidewalk. The rear west wall will have bracket mounted downlights with glare reduction lens or shields. Landscaping will consist of 15 ft. along Southcenter Parkway, and front, side and rear yard planting areas that meet or exceed the area ratio required for parking areas. Tenant signage will be wall mounted as required. There will also be one freestanding sign on a pylon with a face area of 75sf per side. All signage will comply with the City Sign Code. The project complies with the City of Tukwila's Comprehensive Plan, Development Regulations and other applicable laws, policies and objectives based on meetings with City staff, review of Codes. Construction is expected to begin in the spring /summer 2006 and complete later in 2006. Permit Number to to —t Date pto - tD-• PW Development Engineer Construction Cost estimates Onsite Right - of-way ft z.. zb5 P ` t go +-s- Q + ` , Number of Correction Letters 1 -Nnmier-of-Revisions_ N a Pavement mitigation fee calculation Pavement is less than three years old and can not be cut. Estimated remaining pavement life IL %. Charge per square foot of cut $ 5' Estimated cut area before issuance a 7- C Pavement mitigation fee a 0 a5 Pr✓ Transportation mitigation fee calculation (Ord. 2111) Zone Use Unit of measure Fee /Unit of Measure itt Sr Fee srt b 193 5F 2 I p&.tu v1 ESL se /e F-A Co .81 eti-f p*✓ Assessments Allentown Water Allentown Sewer Ryan Hill Water Duwamish /Foster Sewer LID Water LID Sewer o as 6 o Financial Guarantees Performance ROW (150% of Estimate) Performance onsite (150 %of estimate) Performance Subdivision Illumination Maintenance ROW (10% of Estimate) Maintenance Subdivision Illumination (10% of construction cost) $ q u t 5 er 400 fit PW FEES AND FINANCIAL GUARANTEES PERMANENT FILE COPY Project # 1 PW permit(s) 1 Building permit(s) 1 Land Use permits: Preapplication Conditions Met Previous Permits in P+ Does project need a "P" #? Flood Zone Type A 'Allentown Flood Prone e Type B Water meter permanent E11.9 )Cj� % z " ,f/ Water meter deduct I " Type D Water meter water only pr Type E Water meter temporary Of Type F Water district - t UK Sewer district t `+r- Septic Drainage basin 'rat C. L2 detention RS Infiltration restriction caf SAO 4 '5 /sP) / Pavement remaining life ( )/ -iv Pavement is less than three years old g! Backflow prevention Water i ;," for Hs ao9en a47 6-- Fire i cvutis I ?4L bV— Irrigation i " ahu.a a 00 o ,54 eV_ Frontage improvements (TMC 11.12) 0 Frontage improvements waived Q� Undergrounding per TMC 11.28 y0 5 Undergroundinq waived R!' Street Vacation d' Turnover 0 Developer Reimbursement Agreement Voss Cr dole_ C SLc fl .£ Development Agreement Encroachment 4' Dedication Of Private road to PW standards Of Public road C' Dead End & Landscape Island 0' Hammerhead Cfr' Turning restrictions Signal uYYadc a V AAA &ltk /t R'■ Shared infrastructure Cel Grease interceptor QS Project Name Project Address Parcel numbers PW Review Check List sc - ' -I 1 -a Ts S- C-Plcwy \• c�S ib •o co Backflow e-mail to Han gf Backflow from Operations Pavement Age o k Joint side sewer 9 Water plans o /< Sewer plans n I< Surface water plans o la Road plans ffi Street lighting plans CY Cyndy Knighton 71A mc.sh - No Co nCc<!t Jim Morrow 6 S Pat Brodin 96 Bryan Still 0 John Howat sr Ryan Larson oc. / t,. 0 4 Robin Tischmak q Mike Cusick 0 Building Department S o Baaec CSi5 tied ) .ee t A.1 a l are I) ; m e a Yr lia rlc.4 ias M t u- p °ynv< ci-4-• l ACTIONS c is 5e rn- p r not-v\- R- et 0 C IL JI.ag 155ue ti.) m / ¢L kna_ he m a 6eye cea Te n f o n — ✓ PLLc nt & f rte doc — Alp,-)66,t ✓ La_tsori - pato/o , /1o7- €d 1 /ci 2 r .irk 7 tDt -ccid / t T Application or_ Engineer estimate - ROW 1 g 0 7 S Engineer estimate - onsite he a ok ✓ l a a, a l' s Plans Water concurrency Sewer concurrency SW concurrency Water availability ci! Sewer availability O r KC sewer Use Certificate nee d KC septic approval d Traffic safety study Refit) ri R does No Technical Information Report A os i 6 .o k Geotechnical report lex. r A Street Lighting calculations pl State of Washington current water right permit for wells Of King County Industrial Waste Discharge approval 4' King County DNR approval for connection to interceptor line Submittals T�� 4 5 c$neaf 'e etc ci Before Issue: Water meter WO# Fee Sheet in permit files Pavement Mitigation in P+ Charged for extra reviews in P+ Completed the description Completed comments Right -of -way Hold Harmless ROW Insurance ROW Financial Guarantee Work Zone Traffic Plan SAO Hold Harmless KC Metro approval for sewer connection to metro line ROW Hold Harmless to Gail SAO Hold Harmless to Gail 0 1 c O ' Close -out Before Final Charge for revision P+ Financial Guarantee Release • ht- - ---- -- -To-Gai1 :--- -. - Recording #: --T-e -Gailt MAINTENANCE AGREEMENTS Surface Water To Gail: Recording #: Shared infrastructure To Gail: Recording # Grease-intercepter 1 o Gail: "Recording # L: _ _ _ • - - : - Agreement —Re ing -# _ . EASEMENTS Acce To Gail: Recording # ttJtilityl `sra �, To Gail: Recording # Shared—side—sewer --Te . ecardiag.# -Gail- TeGail Rew # Nndergrean&W&v2r"" --- ToGatfrr hte- P.rotesttt© ° --- Signal loops — VtDE0 To Gail: il: To Gail: c E Inn amT - t a( e_ ee..t S1naata ine Close -out Before Final PERMANENT FILE COPY NA PUBLIC WORKS ENGINEER'S ESTIMA'`we' RECEIVED JUN 0 6 2006 TUKWILA PUBLIC WORKS Page 1 CITY OF WILA JUN 02 2006 PERMITCENTER CORRECTION LTR #1 RP 4) Ito W Ito do Roc° Rout 0 NS`TG .. I eo *C ?-n x,1,5 Unit Price Unit Quantity Cost EROSION & SEDIMENT CONTROL. Fencing, silt $ 3.00 LF 127 $ 381.00 Construction Entrance- 100'x20'x1' $ 2,546.68 EACH 1 $ 2,546.68 Catch Basin Protecton $ 150.00 EACH 5 $ 750.00 Mulch, straw- by hand $ 1.75 SY 221 $ 386.75 TOTAL $ 4,064.43 ROAD & SITE CONSTRUCTION Sawcut, asphalt- 3" depth $ 5.00 LF 57 $ 285.00 ROW asphalt- 3 "AC,4.7 "ATB $ 30.00 SY 26 $ 780.00 SignalNideo Detection $ 15,000.00 LS 1 $ 15,000.00 Curb and gutter, vertical $ 15.00 LF 32 $ 480.00 Sidewalk, 4" thick $ 26.54 SY 20 $ 530.80 TOTAL $ 17,075.80 DRAINAGE, SEWER. AND WATER Reconstruct Exst Catch Basin $ 2,100.00 LS 1 $ 2,100.00 DCV for Irrigation $ 1,500.00 EACH 1 $ 1,500.00 Water Meters $ 800.00 EACH 2 $ 1,600.00 RPPA $ 2,500.00 LS 1 $ 2,500.00 DDCV for Fire Line $ 8,000.00 LS 1 $ 8,000.00 4" CL 52 DUCTILE IRON $ 65.00 LF 85 $ 5,525.00 Live tap to existing water main $ 1,000.00 EACH 1 $ 1,000.00 Detention Tanks, Including MH's $ 69,400.00 LS 1 $ 69,400.00 Flow Restrictor Tee $ 1,100.00 EACH 1 $ 1,100.00 12" Storm Drain $ 25.00 LF 387 $ 9,675.00 Type 1 Catch Basins $ 950.00 EACH 4 $ 3,800.00 Stormceptor $ 13,000.00 EACH 1 $ 13,000.00 TOTAL $ 119,200.00 TOTAL COST OF CIVIL WORK $ 140,340.23 PERMANENT FILE COPY NA PUBLIC WORKS ENGINEER'S ESTIMA'`we' RECEIVED JUN 0 6 2006 TUKWILA PUBLIC WORKS Page 1 CITY OF WILA JUN 02 2006 PERMITCENTER CORRECTION LTR #1 RP 4) Ito W Ito do Roc° Rout 0 NS`TG .. I eo *C ?-n x,1,5 SUN 14 '06 10 :20AM TUKWIL,A DCD'PW Work Location: Abbreviated Work Description: Indemnification and Hold Harmless and Permit Temporary in Nature NOW, THEREFORE, the parties agree as follows: The Pemuttee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right -of -way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Pennittee, its officers, agents, and employees. Further, the right -of -way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Pennittee. Page i of P. Reference Number(s) of Related Document(s): D06 -149 Grantor/Borrower: SC-4 LLC Grantee/Beneficiary: CITY OF TUKWILA, a municipal corporation of King County, Washington 17275 Southcenter Parkway Fire line connection from the east side of SC Pkwy onto the property. Approximately 275 SF of cut area. JUN 14 '06 10:20RM TUKWILR DCD /PW P.3 DATED this /q day of 3 k , 200 GRANTOR: SC L Lt. C✓ a lknute.. ;i. corporation By. Print Name: ,,eel De 4V Its: ✓ ti era /lqy -Z/' STATE OF WASHINGTON COUNTY OF KING On this /1 day of 200 before me a Notary Public in and for the State of Washington, per! _ally appeared p€31 rice's"' ,. to me known to be the o n t& �'r t' rr, La;fd FArkyuke. man) gy x f SC ILA alimited liability corporation that executed the foregoing instrument, and acknowledged it to be the free and voluntary act of said corporation, for the use , , d purposes mentioned in this instrument, and on oath stated that he/she was autho to execute said instrument. IN WITNESS WHEREOF, I hay and year first above written. (seal) & d Ha ■ 0 t� / N ` : My commission expires: PUBl-�G j 0 ; OF W; Se i III NO Y PUBLIC, in and forty Stale of Washington, residing at ` ., 40A Page? -of 3 d official the day JUN 14 '06 10:21PM TUKWILA DCD /PW DATED this day of , 20Q GRANTEE: CITY of TIJKWILA By, Print Name: James Morrow Its: Public Works Director STATE OF WASHINGTON COUNTY OF KING On this day, before me personally appeared JIM MORROW to me known to be the PUBLLC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as?UBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF,. I have hereunto set my hand and official seal the day and year first above written. . . (seal) NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: Page 3 of Name: P.4 THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS. EXCLUSIONS AND CONDITIONS OF SUCH POLICIES AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS NSH LTR %DU L NSRC TYPE OF INSURANCE PRODUCER Balcos Insurance, Inc. 2211 Rimland Drive Ste 102 Bellingham WA 98226 Phone: 360- 714 -9500 Fax:360- 255 -2555 POLICY NUMBER PULILY lPI-tC APE DATE (MMND/W) POLICY tXPIRATION DATE (MM/DD/YY) LIMITS A X GENERAL LIABILITY COMMERCIAL GENERAL LIPBILITY SMP -03 -6432 03/18/06 03/18/07 EACH OCCURRENCE $ 1,000,000 X V I Ht rJ PREMSES( Eeocc wence) 5 100,000 CLAIMS MADE IX I OCCUR MED EXP (Any one person) $ 5,000 PERSONAL 8 ADV INJURY $ 1,000,000 GENERAL AGGREGATE $2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: n JJE& n LOC PRODUCTS - COMP/OP AGG $ 2,000,000 n POLICY AUTOMOBILE LIABILITY ANY AUTO ALL OWNED AUTOS SCHEDULED AUTOS HIRED AUTOS NON-OWNED AUTOS COMBINED SINGLE LIMIT (Ea accident) $ BODILY INJURY (Per person) $ BODILY INJURY (Per accident) PROPERTY DAMAGE (Per accident) $ GARAGE LIABILITY ANY AUTO AUTO ONLY- EA ACCIDENT $ OTHER THAN EA ACC $ AUTO ONLY. AGG $ EXCESS/UMBRELLA LIABILITY EACH OCCURRENCE $ n OCCUR CLAIMS MADE AGGREGATE $ DEDUCTIBLE RETENTION $ $ $ $ WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? S yes, A PR Under SPECIAL IAL L PROVISIONS below I WL SIAN)- UIK TORY LIMITS ER EL. EACH ACCIDENT $ E L. DISEASE - EA EMPLOYEE $ EL DISEASE - POLICY LIMIT $ OTHER DESCRIPTION OF OPERATIONS / LOCATIONS I VEHICLES / EXCLUSIONS ADDED BY ENDORSEMENT / SPECIAL PROVISIONS Certificate Holder is Additional Insured as respects to work performed on their behalf by the Named Insured. ACORD. CERTIFICATEbF LIABILITY INSURANC°` OP ID SK DECKE -1 DATE(MM DD YYYY) PRODUCER Balcos Insurance, Inc. 2211 Rimland Drive Ste 102 Bellingham WA 98226 Phone: 360- 714 -9500 Fax:360- 255 -2555 THIS CERTIFICATE 1S ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. INSURERS AFFORDING COVERAGE NAIC# INSURED Decker Development and Construction, Inc. 3302 Fuhrman Ave, E, Suite 110 Seattle WA 98102 INSURER Umialik Insurance INSURER B INSURER C' INSURER D'. INSURER E. COVERAGES City of Tukwila 6300 Southcenter Blvd Tukwila WA 98188 CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL 30 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY HIND UPON THE INSURER, ITS AGENTS OR REPRESENTATIVES. AUTHO REPRESENTATIVE / [ 0] 1 ) 7 [2] L ACO D 25 (2001/08( ® ACORD CORPORATION 1988 INITIAL TEST PASSE PCYA /RPBA DCVA 1 RPBA MBA OPENED AT PS113 PVBA/SVBA CHECK VALVE NO.1 CHECK VALVE NO.2 AIR INLET OPENED AT PSID CLOSED TIGHT LEAKED ❑ i 2 . .5 PSID CLOSED TIGHT LEAKED ❑ Q 1/ PSID NI CHECK PSID DID NOT OPEN • AIR GAP OK? FAILED • a g0.4 CLEAN REPLACE PART ❑ ❑ CLEAN *EPLACE PART CLEAN REPLACE PART CHECK VALVE HELD AT PSID • • ❑ • LEAKED ❑ • ❑ ❑ • ❑ ❑ ■ ❑ ■ • ❑ ❑ CLEANED • ❑ • ❑ ❑ ❑ ❑ REPAIRED • TEST AFTER REPAIRS CLOSED TIGHT • CLOSED TIGHT • OPENED AT PSID AIR INLET . PSID LEAKED ❑ PSID LEAKED • PSID #I CHECK PSID CHIC VALVE PSID PASSED • FAILED • DOMINIC S. MCLAUGHLIN STATE CERTIFIED INDEPENDENT OPERATOR ACCOUNT NAME OF PREMISE Sc t` REMARKS: TESTERS SIGNATURE: 2 TESTERS NAME PRINTED: REPAIRED BY: BACKFLOW PREVENTION ASSEMBLY TEST REPORT , h GREATER SEATTLE AREA & PENINSULA PHONE: (360)5984445 FAX: (360)5984456 CELL: (206)890-8337 TOLL FREE: (866)897 -4445 SERVICE ADDRESS / 7275" r U i Nc F -)r f' Fit-1,7 CITY 71AG4 -.E't t CONTACT PERSON tin S/-+FP /» c PHONE (%-DC) = = 7 7 3 I C FAX ( LOCATION OF ASSEMBLY ° I/4 '/ F" 44'tr N rXt tO fin/ DOWNSTREAM PROCESS Fitt F Pgi t cr-ra ) NEW INSTALL I3, EXISTING ❑ REPLACEMENT ❑ OLD SER. N PROPER INSTALLATION? YES RI NO ❑ MAKE OF ASSEMBLY IAt) gTTS MODEL 7 741 °C 0 4 SERIAL NO. 1 100 3 7 SIZE t i AIR GAP INSPECTION: Required minimum air gap separation presided? Yes ❑ FINAL TEST BY. CERT. NO. DATE MIDWEST MODEL _830- SERVICE FOUND WAITS SERVICE RESTORED? I certi» that this report is accurate, and I have used WAC 246. 290 -490 approved D test methods and test equipment. CALIBRATION DATE G//7/ 1( GAUGE # DOMINIC S. MCLAUGHLIN 11030986 10040661 00793 CERT. NO. BAT 4253 DATE TESTERS PHONE # ( 360 ) LIC NO MCLAUD5960JE DATE Commercial41 Residential 0 ZIP DCVA O RPBA❑ PVBA ❑ OTHER 1)( No 0 Detector Meter Reading LINE PRESSURE / % PSI CONFINED SPACE? 598-4445 ON - OFF ❑ YES NO ❑ INITIAL TEST PASSED ak FAILED ❑ pCVA /RPBA »CVA / RPBA RPBA OPENED AT MD PVBA/SVBA CHECK VALVE NO.( CHECK VALVE NO.2 AIR INLET OPENED AT PSID CLOSED TIGHT LEAKED • /. PSID CLOSED TIGHT LEAKED ❑ 2 / PSID #1 CHECK PSID DID NOT OPEN • AIR GAP OK? 3P 0, CLEAN REPLACE PART CLEAN REPLACE PART CLEAN REPLACE PART ❑ ❑ CHECK VALVE HELD AT PSID ❑ • • ❑ LEAKED ❑ • • ❑ ❑ • • ■ • ❑ ❑ ❑ • CLEANED • • ❑ ❑ ❑ • 13 REPAIRED ❑ TEST AFTER REPAIRS PASSED 0 FAILED ❑ CLOSED TIGHT ❑ CLOSED TIGHT ❑ OPENED AT PSID AIR INLET PSID LEAKED • PSID LEAKED • PSID #1 CHECK PSID CHIC VALVE PSID DOMINIC S. McLAUGHLIN STATE CERTIFIED INDEPENDENT OPERATOR BACKFLOW PREVENTION A TEST REPORT ACCOUNT # NAME OF PREMISE c • L I P/ C:1 f G r SERVICE 17 <7c Se vrHc FNr,t_ c CONTACT PERSON I SN/_ /'N 9t9 PHONE % 73/G FAX( ) LOCATION OF ASSEMBLY 1,3 ► / wU1 T r, y )cF /xT re, 7 DOWNSTREAM PROCESS Fr "- F I ! '"; S S DCVA @/ RPM ❑ PVBA ❑ OTHER NEW INSTALL El EXISTING ❑ REPLACEMENT ❑ OLD SER. # PROPER INSTALLATION? YES EP NO ❑ MAKE OF ASSEMBLY wn-rr$ MODEL 1707 2 - SERIAL NO. I 6 2 77 SIZE S /H AIR GAP INSPECTION: Required minimum air gap separation prosidodl Yes O No O Detector Meter Reading 0 I %- LINE PRESSURE /S 1 PSI CONFINED SPACE? '1/4 REMARKS: TESTERS SIGNATURE: GREATER SEATTLE AREA & PENINSULA PHONE: (360)598 -4445 FAX: (360)598 -4456 CELL: (206)890 -8337 TOLL FREE: (866)897 -4445 Commercial Residential ❑ CITY t ill 1 i rw 41 ZIP CERT. NO, BAT 4253 TESTERS NAME PRINTED: DOMINIC S. MCLAUGHLIN TESTERS PHONE # ( 360) 598 - 4445 REPAIRED BY: LIC NO MCLAUD5960JE DATE FINAL TEST BY: CERT. NO. DATE 11030986 MIDWEST CALIBRATION DATE 01 /.3 / GAUGE H 10040661 MODEL 830 SERVICE FOUND 00793 WATTS SERVICE RESTORED? 00775 TK99D I certfy that this report u accurate, and I have and WAC 246290.490 approved test methods and test equipment. DATE a "/ /of 7 ON fl OFF YES 9 NO INITIAL TEST PASSED FAILED • pCVA /RPBA pCVA / RPBA RPBA PVBA/SVBA CHECK VALVE NO.1 CHECK VALVE NO.2 OPENED AT PSID AIR INLET OPENED AT PSID CLOSED TIGHT E0 LEAKED • 1 PSID CLOSED TIGHT,E* LEAKED • l / PSID #1 CHECK PSID DID NOT OPEN ❑ AIR GAP OK? v02� CLEAN REPLACE PART ❑ ❑ CLEAN REPLACE PART CLEAN REPLACE PART ❑ ❑ CHECK VALVE HELD AT PSID • • LEAKED ❑ ❑ ❑ • • • ❑ ❑ • • • ❑ • CLEANED • • • ❑ ❑ • ❑ REPAIRED ❑ TEST AFTER REPAIRS PASSED • FAILED ❑ CLOSED TIGHT O CLOSED TIGHT • OPENED AT PSID AIR INLET PSID LEAKED • PSID LEAKED • PSID #1 CHECK PSI!) CHIC VALVE PSID DOMINIC S. MCLAUGHLIN STATE CERTIFIED INDEPENDENT OPERATOR ACCOUNT NAME OF PREMISE S c t / BACKFLOW PREVENTION ASSEMBLY TEST REPORT P'Z-C&J e G SERVICE ADDRESS ! 7 7 5 S tivrH c r,irbt FA-4.y DOWNSTREAM PROCESS 1 R ttf r frrfl'J REMARKS: TESTERS SIGNATURE: h CERT. NO. GREATER SEATTLE AREA & PENINSULA PHONE: (360)598.4445 FAX: (360)598 -4456 CELL: (206)890 -8337 TOLL FREE: (866)897 -4445 cTTY 7 ZIP Commercial Residential ❑ CONTACT PERSON SHfF//JZ9 PHONE (=' 22 7 3) FAX( LOCATION OF ASSEMBLY CA.) GO')rcoL eox •‘ t 3 r TL' A%f rill L/C of V4VC DCVA RPBA ❑ PVBA ❑ OTHER NEW INSTALL CI EXISTING ❑ REPLACEMENT ❑ OLD SER. # PROPER INSTALLATION? YES r NO ❑ MAKE OF ASSEMBLY L✓47T S MODEL 00 7 / Or SERIAL NO. f} ym 6 7 SIZE I if AIR GAP INSPECTION: Required minimuin air pp sepatntion provided, Yes ❑ No ❑ Detector Meter Reading LINE PRESSURE t7 5 PSI CONFINED SPACE? __ . BAT 4253 DATE TESTERS NAME PRINTED: DOMINIC S. MCLAUGHLIN TESTERS PHONE N ( 360) 5984445 REPAIRED BY: FINAL TEST BY: CERT. NO. DATE 11030986 MIDWEST, CALIBRATION DATE ° / /� /67GAUGE # .10040661 MODEL 030— SERVICE FOUND ON OFF ❑ 00793 WATTS SERVICE RESTORED? YES W NO ❑ 00775 TK99D TTT I cern)" that this report it accurate, and I have wed WAC 246-290-490 approved test methods and test equipment LIC NO MCLAUD5960JE DATE INITIAL TEST PASSED 4 FAILED ❑ HCVA /RPBA DCVA / RPBA RPBA PVBA/SVBA CHECK VALVE NO.1 CHECK VALVE NO.2 OPENED AT g SID AIR INLET OPENED AT PSID CLOSED TIGHT ❑ LEAKED ❑ PSID CLOSED TIGHT q LEAKED • PSID HI CHECK ?PSID DID NOT OPEN • AIR GAP OK? YES �< CLEAN REPLACE PART CLEAN REPLACE PART CLEAN REPLACE PART CHECK VALVE HELD AT PSID • • • ❑ ❑ • LEAKED ❑ • ❑ ❑ ❑ ❑ • ❑ • • • • • CLEANED • • ❑ • • ❑ • REPAIRED ❑ TEST AFTER REPAIRS PASSED • FAILED • CLOSED TIGHT • CLOSED TIGHT • OPENED AT PSID AIR INLET PSID LEAKED ❑ PSID LEAKED ❑ PSID #1 CHECK PSID CI-11( VALVE PSID DOMINIC S. MCLAUGHLIN STATE CERTIFIED INDEPENDENT OPERATOR ACCOUNT NAME ?PREMISE SG- t/ rtr BACKFLOW PREVENTION ASSEMBLY TEST REPORT CONTACT PERSON 'Irk A r < b IV A9 t P PHONE (2t' ) 2 z p 7 3 / G FAX ( LOCATION OF ASSEMBLY -r^-) Nor 40X 00 A Ai O/ ficut r✓ DOWNSTREAM PROCESS D 0 r7 F.5 n G GREATER SEATTLE AREA & PENINSULA PHONE: (360)598 -4445 FAX: (360)598 -4456 CELL: (206)890 -8337 TOLL FREE: (866)897 -4445 Commercial Residential 0 ADDRESS / 7 2 25 sOorh'c `^'`ft 7t '/ CITY Tvk unC/tie/ ZIP DCVA O RPBA PVBA ❑ OTHER NEW INSTALL pt EXISTING ❑ REPLACEMENT ❑ OLD SER. # PROPER INSTALLATION? YES ONO ❑ MAKE OF ASSEMBLY 1 V f'r1 $ MODEL a 0 1 r`7 . - O rSERIAL NO. /O / c l 5-6 SIZE I 2 rr AIR GAP INSPECTION: Required minimum air gap separation provided] Yes ❑ No ❑ Detector Meter Reading REMARKS: C 1 r` t F "0 NOT LINE PRESSURE / '/ PSI CONFINED SPACE? TESTERS SIGNATURE: —' CERT. N O. BAT 4253 DATE O 7 7 7 7 % TESTERS NAME PRINTED: DOMINIC S. MCLAUGHLIN TESTERS PHONE # ( 360) 598 - 4445 REPAIRED BY: LIC NO MCLAUD5960JE DATE FINAL TEST BY: CERT. NO. DATE 11030986 MIDWEST CALIBRATION DATE 0/ / / /O7GAUGE # 10040661 MODEL - 830 — SERVICE FOUND YES ON M OFF ❑ 00793 WATTS SERVICE RESTORED? NO ❑ 00775 TK99D I certify that this report is accurate, and I have sued WAC 246-290-490 approved test methods and test equipment City of Tukwila 6200 Southcenter Boulevard • Tukwila, Washington 98188 V -t1 la,S0 teN SC-4 ■•_ 42 1 L1. I. e"t• ; C Yrt - , ) tec,-;-; - • NI( _ , f 01 flu ft4 ' k a in/ cr.) ■ 1:?.. • ttt S MEMORANDUM f," - e - It/ Ft ki 0 :1 L4. " girt !e- lc> ;a la (206) 433-1800 I 7reta 6i/ Ots /7(17/4)70,7 ays / z 4/1. deg e City of Tukwila 6200 Southcertter Boulevard • Tukwila, Washington 98188 Sr - tit a'» ith ir€ F 14 Y n' ;a-a) Gom rvae n T JECT: 'r r YY-sTA-4,f77[ /KNJ.Gti t gin etnll C (206) 433 -1800 City of 2 ukWilaPERMANENT FILE COPY 6200 Southcenter Boulevard • Tukwila, Washington 98188 (206) 433 -1800 MEMORANDUM O t\ N 1, 3■ J (IC TA.) A }3C)-Q- -7 Y�1` TO. FROM. D4TTi: 0 2 _ o sualEcr: Sr - 4 T (DE_ D Wary- /5 44 tieJ , / yi 'lore n .WGE 1 1N1SH... \.". ... — ..._ - - (3) 8:0 —. .._\ ..._ N = 33.0 = 28.0 9 t i‘ ".e ECYCLING F PER 1000 GROSS J80 SF REOb. O � rn N r i s s it h h _ •V. 7 {lootko— ,Lt: Go &ere_ verci (57 a pfr vt d st"t a-WV ec 4 ,s tc..( kirtc Stc, I A W 'CY\ tsfiltat-r " C. rntif.4:gs CD_ -DA;tt %Ate_ V — 9-ta.pcienc) S Can,' 11 Lot v1/4_q — Sscwsr - 77) LwLds Cs9 na c- *aid- s\ ssze _1(--;LA 09. La, 0 cis.c4-12_ \o(dr. 7 Projects D06 -149 PW Comm #1 CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards Permit #: D06 -149 New Commercial Project Name: SC-4 17275 Southcenter Pkwy Review #: 1 Date: 05.16.2006 Reviewer: L. Jill Mosqueda, P.E. The City Of Tukwila Public Works Department (PW) has the following comments regarding the above permit application. Please contact me at 206.431.2449, if you have any questions. 1. Public Works will allow the wall drain and the footing drain to drain into the detention. PW will allow the Stormceptor, since this was previously approved by the City. 2. Provide a detailed engineer's estimate for all of the public works activities. Include erosion prevention, water supply, sanitary side sewer, storm drainage (include reconstruction of existing manhole), and backflow prevention devices (water, irrigation, fire), upgrade to the traffic signal and video detection system. Q3 Add the upgrade to the signal and the video stection system at Minkler. Please contact Scott Bates (206.433.1860) for the specific requiremetns. .4. Show the RPPA to scale on the site plan. ,$. Show the fire line connection. Show the fire line vault and backflow prevention to scale and at the property line. The Public Works Director will not approve the fire line backflow inside the building. 7. The Stormceptor connects to an existing manhole. This manhole must have a new barrel and ladder installed. Please include this in the work shown on the plans and in the engineer estimate. 8. Add the treatment for the CMP pipe. PW prefers treatment 1 per APWA 2006 spec. 9.05.4. rovide a recording number for the easement for the drain that runs along the property to the south (Tony Roma's). rovide a recording number for the shared access easement . 1 Completeness Concurrency Notices i 1. Water All projects except: C y , r , e - o1440 nor • SFR (one) T,,,5b `v`^'"`'`l • 4 -plex or smaller • Short Plats (2-9 lot) • Categorically exempt from SEPA For transportation, must add 30 or more PM peak hour trips 2. Sewer 3. Surface Water 4. Transportation k 5. Application ✓ 8. Plans ✓ Vl. tv OPS A17o 6. Engineer Estimate Onsite #v4 9. KC sewer use cert 7. Engineer Estimate ROW t/* 10. SW TER To L sz 4' A. u ,n- 2PRorfO3 ca_o5. c 11. KC Health Septic Approval U A' I 12. Water District 18. Allentown Water 13. Sewer District 19. Ryan Hill Water 14. Drainage Basin 20. TMC 14 Water 15. Infiltration Restriction 16. L2 Detention 21. Allentown Sewer 17. Flood Zone 22. Duwamish/Foster Sewer 23. TMC 14 sewer Backflow 24. Fire 25. Water 27. Pavement mitigation 26. Irrigation 28. Traffic Fee s Hold Harmless 34. Liability Insurance 29. ROW 35. Automobile Insurance 30. Sensitive Area 36. Business License • Financial Guarantee 37. Performance Onsite 150% 40. Maintenance ROW 10% 38. Performance ROW 41. Maintenance Subdiv Ilium 10% 39. Performance Subdiv. Ilium 42. KC Business Declaration 43. Easement 44. Underground Waiver 45. Encroachment 46. Dedication 47. Turnover Maintenance Plans Recorded 48. Surface Water 49. Grease Interceptor PW Review Check List PW COMPLETENESS FOR PERMITS C olo -oo l� LIXv - ao %L Oh -co a t 1. Concurrency Notices Cal) Water © Sewer m Surface Water d) Traffi Dees Mot ki 2. Preapplication Conditions 3. Application 4. Engineer Estimate Onsite 5. Engineer Estimate ROW 6. Plans 7. KC sewer use cert 8. SW TIR 9. KC Health Septic Approval 10. 11. 12. 13. Required for all building permit projects except: • SFR (one) • 4 -plex or smaller • Short Plats (2-9 lot) • Categorically exempt from SEPA For traffic, project must add 30 or more PM peak hour trips To: FROM: City of Tukwila 6200 Southcenter Boulevard • Tukwila, Washington 98188 MEMORANDUM DATE. O(1 1 SUBJECT: \ rn c ( or r tn (T Aral mac• v to \& 0 nok (R_ 1n v 1 .� A (206) 433 -1800 ( c.._w ? vt 7 T IR SC— ( 4-`( 2.zt acx - StTe - btsru- t(oH,,a.. 0.44 eke-Met , { ate pRi. � c e d 1t P 9?Pf G t ()TX 7 ?s t v\ (4 ` c� c J - 3 Actri" aT 4Ropc,,,� ke.. - 2_, s - A Lot� T . ) /sL 0 t 4 tt,�tok e,f o s: o 6 per, N c 'At �tU 71 ` GF.e S o v■ S\tr7—C? 1 ''ale - _ 0 tit S ST a . ctcL._ v y- l J. 4_20 `1 no Co h . se - Etc_ � I irto e _[- C.e+ps, -- /a-4-4, - Q er44 t{. _ c5e Cam, ado a - / old& r ctt F n5 , .,1 / 04a‘ cu .orh 3 b g ztL., v Southcenter Parkway / Minkler Blvd Signal revisions for Westside development Field review by Tukwila signal staff has confirmed the following information: �)( LvC 1. Northbound left turn movement would need: 1- 4 section head (All LED) with 24X30 R10 -12, 5 -c wiring from terminal can to mast arm nipple, remove buttons; install curbing beyond Red Robin driveway. ( loops are intact and tested, wiring exists to controller from terminal can). 2. Eastbound movement would need: 2- 3 section signal heads (All LED), Vehicle Detection - 1 single channel video detection system and e- access communication card. J- boxes may need relocated in drive area. (Opticom detector, phase selector and wiring exists, 2 -5c wiring from controller to heads exists, pedestrian equipment exists) 3. Southbound Pedestrian movement would need: 2 pedestrian heads w/led countdown modules and 2 PPB. (All wiring exists for heads and PPBs) Field survey was for equipment only and does not account for all other needs such as timing revisions, illumination and channelization etc. But should help with many of the design questions that could arise. ACTIVITY NUMBER: D06 -149 DATE: 12 -12 -06 PROJECT NAME SC -4 RETAIL BUILDING SITE ADDRESS: 17275 SOUTHCENTER PY Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # X Revision # 4 After Permit Issued DEPARTMENTS: �0 iti LI B I ng Divi Public Works up OA- DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route d Structural Review Required REVIEWER'S INITIALS: APPROVALS 0 CORRECTIONS: Documents/routing slip.doc 2 -28-02 ,.PERMIT COORD COPY ■ PLAN REVIEW /ROUTING SLIP . 5 !1 Mu. Fire Prevention Structural Incomplete ❑ DATE: 116r fit, Is 4 Lf - o Planning Division NI ❑ Permit Coordinator No further Review Required DATE: u DUE DATE: 12 -14 -06 Not Applicable ❑ DUE DATE: 01-1 Approved Approved with Conditions❑ Not Approved (attach comments)'❑ Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DEPARTMENTS: Buitdih"g etisiof Public Works Complete Comments: APPROVALS OR CORRECTIONS: Documents/rouling slip.doc 2 -28 -02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -149 DATE: 11 -27 -06 PROJECT NAME: SC -4 RETAIL SITE ADDRESS: 17275 SOUTHCENTER PY Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 X Revision # � 7 After Permit Issued Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 11-28-06 Incomplete ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUJING: Please Route u Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: DATE: Planning Division ❑ Permit Coordinator ❑ Not Applicable ❑ DUE DATE: 12-26-06 Approved V Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D06 -149 DATE: 11 -09 -06 PROJECT NAME: SC -4 RETAIL SITE ADDRESS: 17275 SOUTHCENTER PY Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 3 After Permit Issued DEPARTMENTS: Building Division Public Works Complete Comments: DETERMINATION OF COMPLETENESS: (Tues., Thurs.) APPROVALS OR CORRECTIONS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Documents/routing slip.doc 2 -28 -02 PERM' I* WORD COPY' PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Incomplete ❑ ❑ Permit Coordinator ❑ DUE DATE: 11 -14-06 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: li Bldg No further Review Required DATE: Planning Division Fire ❑ Ping ❑ PW ❑ Staff Initials: DUE DATE: 12 -12 -06 Approved El Approved with Conditions ❑ Not Approved (attach comments) rd Notation: REVIEWER'S INITIALS: DATE: ACTIVITY NUMBER: D06 -149 DATE: 09 -27 -06 PROJECT NAME: SC -4 RETAIL SITE ADDRESS: 17275 SOUTHCENTER PY Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # X Revision # 2 After Permit Issued DEPARTMENTS: Building Division C WoS O DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: PERMIT COORD COPY `' PLAN REVIEW /ROUTING SLIP -00 Fire Prevention Structural Incomplete ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTJNG: Please Route U Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documentdrouting slip.doc 2 -28.02 ❑ Permit Coordinator No further Review Required DATE: DATE: Planning Division n C DUE DATE: 09-28-06 Not Applicable ❑ DUE DATE: 10-26-06 Approved '❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ,PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -149 DATE: 07 -13 -06 PROJECT NAME: SC -4 RETAIL BUILDING SITE ADDRESS: 17275 SOUTHCENTER PY Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # X Revision # 1 After Permit Issued DEPARTMENTS: �'�( 1-1 Bu' ilding'Division Public Works Complete Comments: Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROU ING: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVAL CORRECTIONS: Documents/routing slip.doc 2 -28 -02 Planning Division ❑ Permit Coordinator ❑ DUE DATE: 07-18-06 Not Applicable ❑ No further Review Required DATE: DATE: n DUE DATE: 08-15-06 Approved Approved with Conditions Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D06 -149 PROJECT NAME: SC -4 RETAIL SITE ADDRESS: 17275 SOUTHCENTER PY Original Plan Submittal X Response to Correction Letter # 1 DATE: 06 -02 -06 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: AWL/ 4 - jVQ Budding Division P blic Works Structural /9I >)0 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ LETTER OF COMPLETENESS MAILED: Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28-02 HERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Incomplete Structural Review Required Approved with Conditions El Alec A (Al f Division Permit Coordinator L DUE DATE: 06-06-06 Not Applicable ❑ No further Review Required DATE: n DUE DATE: 07 -04 -06 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D06 -149 PROJECT NAME: SITE ADDRESS: X Original Plan Submittal SC -4 RETAIL Response to Correction Letter # 17275 SOUTHCENTER PY DATE: 04 -25 -06 Response to Incomplete Letter # Revision # After Permit Issued DEPART MENTS: -- K i t - 11 - 0 (9 B 11 ng rvision Pu licW I1Y/YI ADA Leo ur DETERMINATIQN OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES/THURS ROUTTNG: Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: 8 P 2 -28-03 ...PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP 511 44(/0 5 Fire Prevention Structural 4 4 Incomplete Structural Review Required DATE: DATE: 0(,- d 510 -0(e Planning Division Permit Coordinator d No further Review Required DUE DATE: 04-27-06 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ LETTER OF COMPLETENESS MAILED: Fire ❑ Ping ❑ PW ❑ Staff Initials: DUE DATE: 05-25-06 Approved with Conditions ❑ Not Approved (attach comments) Permit Center Use Only I CORRECTION LETTER MAILED: % f I [01 Departments issued corrections: Bldg Fire ❑ PIngX PW X Staff Initials: Documems/routin sli .do< Revision No. ( Date Received Staff Initials Staff Date I Initials ( Issued Date I Issued I . " Staff Initials Staff I Initials I2• . I/ . I O I 0 iL a d a o �� 1 1.c---- Summary of Revision: (u�n it L 11 I iu .�IJ. r , • AMEENTIRIM'a log f ' rw - Mtn e l A (I ' . �) ii? union r6r1 . i �. l,h74.- �. w V Received By:61,0444,4 € Revision No. Date Received Staff Initials Date I Issued Date I Issued I . " Staff Initials . • • - lI at, d a o �� I LW Summary of Revision: r, w 1A S mmary or Revision: — • • AMEENTIRIM'a Received By: aVJ • 1�� �. w Revision No. I Received I Staff Initials Staff I Initials Date I Issued 3 1 I ' Dl • btr I `in` I /2//0(.. [ I Initials 2 I rA . at, I I >,2)/11/0 co I LW Summary of Revision: r, w 1A t „ J p yn d- .b ('' (� y �}. t iv Received By: f , J QecAe,‘ Revision No. Date Received I Staff Initials Date Issued I Staff Initials 3 1 I ' Dl • btr I `in` I /2//0(.. [ Summary of Revision: 1r ovt yiji 'w bI (itltc,Gl 0 nowt/4 %a/L(I & tj yt&, C2) V-1' dtw& 4'1 (2) (i -'V bog, v rvwwuc VI All l4 AAA V('Wavl (0 wain j tiosct ('y■ (4..400 04'4 A) as d Wm 4 Vbit I n citict 162 Received By: b Dowry Revision No. Date I Received Staff ( Initials Date Staff ( • Issued Initials 3 I Summary of Revision: Received By: PROJECT NAME: . - 4-1.411 Site Address: 11-21S {,r m itr'- Par REVISION LOG PERM' NO:. - Origirt Issue Date: (please prin4 (please print) . (please print) (please int) (pl ease print) 1* City of Tukwila Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mall, fax, etc. Date: I an a /OQ ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ® Revision # 4 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: SC y (/tie ia, R ✓i I di n Project Address: I7&7 Sou /cee ter Pktov Contact Person: React peukv Sum ary of Revision: �i akk ; PPrr,.f P-Jo& -l32— Move d en'::.!v, Wall bp twee, Svae. /03 4 Salle /00 -ti 3 miff, A2,1 (Re uat_ Ce.lr (' ,-.d be hole tit Sulk /03 4- Salk /09 A Z- I (l ,11 _ Cr,i.4 6e,i( &;i job PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on I 2 " (Z - a 6 lappbcationslfonns- applications on Ime revision submittal Created: 8 -13 -2004 Revised: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.cttukwila.wa.us Plan Check/Permit Number: DOG — l y9 Steven M. Mullet, Ma Steve Lancaster, Director Phone Number: (ZOO YYl- v 9G Y ize RECEIVED CITY OP YUKWILA DFC 1 2 SS eei Pia el 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: Jtttp: //www.ci.tukwila.wa. Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mall, fax, eta Date: 11174 /0 6 Plan Check/Permit Number: ❑ Response to Incomplete Letter # afp Revision # 3 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: S C / QC >‘ ld Project Address: Contact Person: Phone Number: Summary of Revision: 1applications\fonns- applications on line revision submittal Created: 8 -13 -2004 Revised: vt 7L73 5o01h , k- 7kly Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ti Entered in Permits Plus on i i I2 ` I 9 Do & -/f? Steven At Mullet, Mayor Steve Lancaster, Director ClTy OP nift NOV 2 11008 PERMIT CENTER 2-o6 SYS -y Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 11/9/04 ❑ Response to Incomplete Letter # _ ❑ Response to Correction Letter # ® Revision # 3 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: SC 9 661-u,/ $v,la/,'„f Project Address: / 72 75 Sou/4 c,°n/et 9rkw,.r Contact Person: Rr°.e( De o4c. An a 4 *i e. Phone Number: 204- S YS' - 'tfL'/ Summary of Revision: QPrnove .Ta•,,1r./ Close/ in .s6/4 cc ioe I Moue Loa be ewe eai Sitter d— Apari /05 Wes). 3 Choi. (2) .3 -7 Ooor.t A + (&) G ° - 7 ° wars 07 J- Ii � r t "( "Vt. WA 11 i3 beh.nsa. Stvajc 109 4 saitito°Ki 1 Acne 'Windo,.l be4toe., Shriv /OY + Sfhce /O Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Cen ter by: /1 W I En t ered in Permits Plus on /( /q /Q 6 \applications foram- sppl,canons on line\revision submittal 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: fttp: //www.ci.tukwilawa.us Wide4 J- 1 -,,.f 004 I 1 seat . /00 /41 a Cwve.P ..jn // S fJc,e /01 Plan Check/Permit Number: DOG - /v7 Steven M. Mullet, Mayor Steve Lancaster, Director RECEIVED c.l I r tar TUKKVVILA. Nov 0 W[OOb PERMIT CENTER City of Tukwila Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: \applcations\forms- applications on Inre1revrsron submittal Created: 8-13-2004 Revised: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: ham: / /www.ci.tukwila.wa.u, Plan Check/Permit Number: Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: A Entered in Permits Plus on Do - Pvt Steven M. Mullet, Mayor Steve Lancaster, Director ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # a after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: S L y dee ati nd/n Project Address: 171 Soythcen/ei fiw4lily Contact Person: 8rc1 LGc%ee Phone Number: 2o6- SvS-Yy 9' Summary of Revision: Qn recta 4cfi/cl 5ik Ssfwl.;.. - 604k s f A.1 q 2 1 ' , not i A, 0111' SEP 2 7 2006 PERliur CE ER Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 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: hnp: / /www.ct.tukwtlawa.us Plan Check/Permit Number: Doc -Pi? Steven M. Mullet, Mayor Steve Lancaster, Director ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # a after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: 5G W Nth, / $,,,'Id.1 Project Address: / 7275 SoLV- Zeealy Pnl4 .y Contact Person: $ra j -rice/ Phone Number: 2o& 54 Y Summary of Revision: Correa 4ef,jc/ Sole Ssi',.+1.. - (da melt. 1 a 1 " , lvat 1 CITY SEP 2 7 Y006 PERMI TTER RECEIVED bLI' 'L U 'LUUb /.el e TUKWILA PUBLIC WORKS Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: iNfill4lill 14 Entered in Permits Plus on \applicationstforms-applications on linerevis,on submittal • Created: 8 -13 -2004 Revised: Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Project Name: Project Address: Contact Person: SZ Created: 8 -13 -2004 Revised: 7//3/06 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.waus Plan Check/Permit Number: ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # IN Revision # 1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner S c G?c 13 in Z / S Sov,s4c $ rice-tdr-ty DOG - /yq 8,-c- De cheez-, Phone Number: 7-04 -S9's - 5'96'/ Summary of Revision: Seel, d t -1. L,ft d/ S Crlsnc/,r cosi Side wa /k /v F S fvcf✓m/ S , "�lp�u /k 13 - 3. Z.,C -Z.2 D-3. D3. CH I , ed S 3.2 Steven M. Mullet, Mayor Steve Lancaster, Director RECEIVED CITY OPTUIONIL4 JUL 1 3 2006 PERMrr CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on al ` 9 j t ciO \applicauonsltorms- applications on hne revision submittal Date: (4)4 /C (a 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 REVISION SUBMITTAL 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 # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: SC-4 Retail Project Address: 17275 Southcenter Py Contact Person: Brad Decker Summary of Revision: -e S es-h.& L (OYHCeY'— /4v Sheet Number(s): "Cloud" or highlight all areas of revision including date of evision PA Received at the City of Tukwila Permit Center by: ,Entered in Permits Plus on /0a' / C \applications\ forms- applications on linebevision submittal Created: 8 -13 -2004 Revised: Plan Check/Permit Number: D06 -149 Phone Numb Steven M. Mullet, Mayor Steve Lancaster, Director 20 @) syc Y9/ 5L RECEIVED CRY O JUN U 1 2 006 PEWIT CENTER Kind of Fixture Rxtor Units No. of Fixtures Total Fixture Units Public urinate Public Private Bathtub and Shower 4 4 O 0 Shower, per head 2 2 d O Dishwasher 2 2 n 0 Drinking fountain (each head) 1 .5 t J Hose Bibb (Interior) 2.5 2.5 3 1 Clotheswasher or laundry tub 4 2 0 Sink, bar or lavatory 2 1 , Q 12. Sink, Clinic flushing 8 8 (2 0 Sink, kitchen 3 2 (' 0 Sink, other (service) 3 1.5 U I (� 5 Sink, wash fountain, circle spray 4 3 r'j 0 0 Urinal, flush valve,1 GPF 5 2 n 0 p Urinal, flush valve. >1 GPF 6 2 0 p 0 Water doset, tank or valve, 1.6 GPF 6 3 ( 0 . t Water closet, tank or valve, >1.6 GPF 8 4 ( 0 0 Non - Residential Sewer Use Certification lOng County (To be completed for all new sewer connections, reconnections or change of use of existing connections. This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect.) Pursuant to King County Code 28.84, all sewer customers who establish a new sewer customers. The charge is collected semi - annually. All future new service which uses metropolitan sewage facilities shall be subject to a billings can be prepaid at a discounted amount. capacity charge. The amount of the charge is established annually by the Questions regarding the capacity charge or this form should be referred to residential customer County ome r equivalent f a rate per month a period residential King County's Wastewater Treatment Division at (206) 684 -1740. re c for of o per fifteen n years. The customer purpose of or the charge is to recover costs of providing sewage treatment capacity for (Please print or type) G LG Owner's Name (Last First Middle Initial) Party to be Billed (if different from owner) Subdivision Name Lot # Party's Mailing Address: Subdiv. # Block # Building Name (if applicable) Sc y (Re 1+• Y Rid) ,O Property Street Address I 7 /IS Sovi4 r enici `arbwy 7�ukx City, State, ZIP we /q / 14.14 , 99/83 Owner's Phone Number ( 20C/) .'YS 7 %fit fry Owner's Mailing Address (if different from above a ll 7 f >t+ Lova.r H/t (AM- leloz A. Fixture Units Fixture Units x Number of Fixtures = Total Fixture Units 1093 (Rev. 1/03) Residential Customer Equivalent (RCE) 20 fixture units equal 1.0 RCE Total No. of Fixture Units _ 20 Total Fixture Units I S7 RCE White — King County Property Tax ID# 142-30 y9O63 City or Sewer District / U it m. kg Date of Connection Side Sewer Permit # Department of Natural Resources and Parks 3onw, 2.007 rlO4 —141 or Property Contact Phone # ( 7,,04 )S(.0 9945. Demolition of preexisting building? tines ❑ No Type of building demolished T � l^ Wend ys (RPJfitrnmt Sewer disconnect date .l-nyr i , tool?' B. Other Wastewater Flow (in addition to Fixture Units identified in Section A) Type o Facility /Process: Ole Ad /)ur %l%ny Estimated Wastewater Discharge: Nan Ada4A Gallons/days Residential Customer Equivalents (RCE): 187 gallons per day equals 1.0 RCE Total Discharge (gal/day) _ 187 I 0 1 C. Total Residential Customer Equivalents (add A & B) A B 0.75 RCE RCE I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of corrected data for determination of a revised capacity charge. Signature of Representa Print Name of Owner/ /f s N141, N141, N141, Reeprr Representative �J <<, v � Date �i ( /w Yellow — Local Sewer Agency _clink — Sewer Customer r�� License Information License DECKEDC002C2 Licensee Name DECKER DEVELOPMENT & CONST INC Licensee Type CONSTRUCTION CONTRACTOR UBI 601704966 Ind. Ins. Account Id Business Type CORPORATION Address 1 117 E LOUISA ST 230 Address 2 City SEATTLE County KING State WA Zip 98102 Phone 2065454964 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 2/22 /2000 Expiration Date 4/10/2007 Suspend Date Separation Date Parent Company Previous License SIERR00044KS Next License Associated License Business Owner Information Name Role Effective Date Expiration Date DECKE, BRAD 01/01/1980 Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 3 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Bond Information Bond #5 Bond Company Name OLD REPUBLIC SURETY CO Bond Account Number YLI239874 Effective Date 02/07/2002 Expiration Date Until Cancelled Cancel Date Impaired Date Bond Amount $12,000.00 Received Date 11/05/2001 https: // fortress .wa.gov /lni/bbip /printer.aspx ?License= DECKEDC002C2 06/15/2006 F625 -052.000 (8/97) DEPARTMENT OF LABOR AND INDUSTRIES REGISTERED AS PROVIDED. BY LAW AS , CONST CONT GENERAL �.' REGIST. # EXP DATE CC01 DECKEDC002C2 04/10/2007. T .PFEC.TIVE. DATE :•.. c:y.02/22/200,0: DECKER DEVELOPMENT .& CONST INC 117 E LOUISA ST 230 SEATTLE WA 98102 ■ Business iD it '1 Expires: 04 -30- 2007 Director, Department of Ucensing REGISTRATIONS AND LICENSES DECKER.DEVELOPMENT 8 CONSTRUCTION,' INC. -- 117 E LOUISA STE 230 SEATTLE WA 98102 MASTER LICENSE SERVICE. PO Box 9034 'Olympia, WA 98507 -9034 • (360j 664 -1400 Domestic Profit Corporation Renewed by Authority of Secretary of State The licensee named above has been issued the business registrations or licenses listed. By accepting this document the licensee certifies the information provided on the application for these licenses was complete, true, and accurate to the best of his or her knowledge, and that business will be condated in compliance with all applicable Washington state, county, and city regulations. 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 x x x x x x x x x