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Permit MI98-0236 - FOSTERVIEW ESTATES (PURGED)
FOSTERVIEW ESTATES MI98-0236 Purued December. 2001 according to Public Records Retention Schedule and Destruction Authorization dated August 3, "vt 2000. Disposition Authority S00- 4. PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: MI98 -0236 DATE: 3 -2 -2000 PROJECT NAME: FOSTERVIEW ESTATES - RETAINING WALL SITE ADDRESS: 13400 42 AV S Original Plan Submittal Response to Incomplete Letter # XX Response to Correction Letter # 2 Revision # After Permit Is Issued DEPARTMENTS: Building Division Public Works Fire Prevention n Planning Division Structural Permit Coordinator n DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete DUE DATE: 3 -7 -2000 Incomplete n Not Applicable n Comments: TUES /THURS ROUTING: Please Route REVIEWER'S INITIALS: Structural Review Required n No further Review Required n DATE: APPROVALS OR CORRECTIONS: (ten days) Approvedr Approved with Conditions REVIEWER'S INITIALS: DUE DATE 4 -4 -2000 Not Approved (atta h co ments) n DATE: 3 ��7/ f CORRECTION DETERMINATION: DUE DATE Approved n Approved with Conditions n Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: PKROUR.DOC PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: MI98 -0236 DATE: 3 -2 -2000 PROJECT NAME: FOSTERVIEW ESTATES- RETAINING WALL SITE ADDRESS: 13400 42 AV S Original Plan Submittal Response to Incomplete Letter # XX Response to Correction Letter # 2 Revision # After. Permit Is Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural n Planning Division Permit Coordinator n DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete n DUE DATE: 3-7 -2000 Not Applicable Comments: TUES /THURS ROUTING: Please Route Structural Review Required No further Review Required REVIEWER'S INITIALS: DATE: 7 oa APPROVALS OR CORRECTIONS: (ten days) Approved Approved with Conditions REVIEWER'S INITIALS: DUE DATE 4-4 -2000 Not Approved (attach comments) n DATE: CORRECTION DETERMINATION: Approved Approved with Conditions REVIEWER'S INITIALS: DUE DATE Not Approved (attach comments) E1 DATE: V7tROUTI.000 .l PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: MI98 -0236 DATE: 3 -2 -2000 PROJECT NAME: FOSTERVIEW ESTATES- RETAINING WALL SITE ADDRESS: 13400 42 AV S Original Plan Submittal Response to Incomplete Letter # XX Response to Correction Letter # 2 Revision # After. Permit Is Issued DEPARTMENTS: Building Division Public Works n Fire Prevention Structural n n Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete a Incomplete n Comments: DUE DATE: 3-7 -2000 Not Applicable TUES /THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: Id L-1 No further Review Required DATE: 3 /7 /02vvv APPROVALS OR CORRECTIONS: (ten days) DUE DATE 4 -4 -2000 Approved Approved with Conditions n Not Approved (attach comments) REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved Approved with Conditions n Not Approved (attach comments) REVIEWER'S INITIALS: DATE: wRKOLSII D C jnW or PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: MI98 -0236 DATE: 3 -2 -2000 PROJECT NAME: FOSTERVIEW ESTATES - RETAINING WALL SITE ADDRESS: 13400 42 AV S Original Plan Submittal Response to Incomplete Letter # XX Response to Correction Letter # 2 Revision # After Permit Is Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural n Planning Division Permit Coordinator Li DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 3-7-2000 Complete Incomplete n Not Applicable Comments: TUES /THURS ROUTING: Please Route REVIEWER'S INITIALS: Structural Review Required No further Review Required n DATE: -�F 4.4 APPROVALS OR CORRECTIONS: (ten days) Approved Approved with ditions REVIEWER'S INITIALS: ►lam• It DUE DATE 4 -4 -2000 Not Approved (attact coTments) DATE: � 12Cb'a CORRECTION DETERMINATION: Approved Approved with Conditions n REVIEWER'S INITIALS: DUE DATE Not Approved (attach comments) n DATE: vmaoini.00c i/w r PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: M198 -0236 DATE: 1 -31 -2000 PROJECT NAME: FOSTERVIEW PLAT Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # XX Revision # 1 Before Permit Is Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural n LJ Planning Division Permit Coordinator n DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 2 -1 -2000 Complete Comments: Incomplete n Not Applicable TUES /THURS ROUTING: Please Route REVIEWER'S INITIALS: Structural Review Required No further Review Required DATE: APPROVALS OR CORRECTIONS: (ten days) Approved Approved with Conditions REVIEWER'S INITIALS: DUE DATE 2- 29-2000 Not Approved (attach comments) n DATE: 2 CORRECTION DETERMINATION: Approved ri DUE DATE Approved with Conditions ri Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: \PRROUTE.DOC 5/99 1 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: MI98 -0236 DATE:. 1 -31 -2000 PROJECT NAME: FOSTERVIEW PLAT Original Plan Submittal Response to Incomplete Letter # Response to Correction. Letter #._, XX Revision # 1. Before Permit Is Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural Planning Division Permit Coordinator n n DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete n DUE DATE: 2 -1 -2000 Not Applicable K. Comments: TUES /THURS ROUTING: Please Route Structural Review Required n No further Review Required REVIEWER'S INITIALS: , DATE: gl APPROVALS OR CORRECTIONS: (ten days) Approved n DUE DATE 2-29 -2000 Approved with Conditions n Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved Approved with Conditions REVIEWER'S INITIALS: Not Approved (attach comments) DATE: WRROUTE.DOC 5/99 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: MI98 -0236 DATE: 1 -31 -2000 PROJECT NAME: FOSTERVIEW PLAT Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # _ XX Revision # 1' Before Permit Is Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural Planning Division Permit Coordinator n DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 2 -1 -2000 Complete Fr Incomplete n Not Applicable Comments: TUES /THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: n No further Review Required DATE: 6 /l la4.700 APPROVALS OR CORRECTIONS: (ten days) DUE DATE 2-29-2000 Approved n Approved with Conditions n Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved Approved with Conditions Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: U'RROUTE,DOC 5/99 1 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: MI98 -0236 DATE: 1 -31 -2000 PROJECT NAME: FOSTERVIEW PLAT Original Plan Submittal Response to Incomplete Letter "# Response to Correction Letter # XX: Revision # 1 Before Permit'Is Issued DEPARTMENTS: Building Division Public Works mo Fire Prevention Structural Planning Division nPermit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 2 -1 -2000 Not Applicable n Comments: TUES /THURS ROUTIN . Please Route REVIEWER'S INITIAL Structural Review Required n No further Review Required DATE: /.3/1.00 APPROVALS OR CORRECTIONS: (ten days) Approved Approved with Conditions REVIEWER'S INITIALS: MI I4, 0,51 DUE DATE 2-29-2000 Not Approved (attach comments) DATE: 2 /'1- /2-6"-"P CORRECTION DETERMINATION: DUE DATE Approved Approved with Conditions Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: \PRROUTEDOC 5/99 FEB o 1 2000 rU LI W RKA FILE: APPLICANT: ADDRESS: DATE: PLAN REVIEWER: Comments: Review Comments Public Works Department MI98 -0236 Foster View Plat Comments /Jo 13400 Northup Way, Ste 33 Bellevue, WA 98005 ■ Contact Mike Cusick at (206).433-0119 if you have any questions regarding the following comments. Kappler 1. Provide an erosion control plan and notes for the installation of the retaining wall. 2. Provide Tukwila Public Works Department with time schedule for the installation of the wall. 3. Provide a detail for the footing of the wall. 4. Provide 3' landing behind the'curb line. See attached sketch.. 5. Show existing and proposed underground utilities in all sections. 6. The plan set for the retaining wall should include ALL drawings, details and notes needed to install the retaining wall. (doc147k) PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: rQ9s -0236 DATE: 4-5 -99 PROJECT NAME: FOSTERVIEW ESTATES Original Plan Submittal Response to Incomplete Letter. Response to Correction Letter # 1. Revision # After Permit Is Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 4 -6 -99 Complete Incomplete Not Applicable U Comments: TUES /THURS ROUTING: Routed by Staff Please Route 2 No further Review Required (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: DATE: 4 U APPROVALS OR CORRECTIONS: (ten days) Approved ❑ Approved with Conditions REVIEWERS INITIALS: DUE DATE: 5 -4 -99 Not Approved (attach comments) ❑ DATE: CORRECTION DETERMINATION: DUE DATE. Approved Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: WPR•ROUTE.DOC 6l9tl PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER:MI98 -0236 DATE: 4 -5 -99 PROJECT NAME: FOSTERVIEW ESTATES Original Plan Submittal Response to. Incomplete Letter Response to Correction Letter # 1 Revision # After Permit.Is Issued DEPARTMENTS: Building Division Public Works C Fire Prevention Structural Planning Division Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 4 -6 -99 Complete ❑ Incomplete _ Not Applicable 2.---- Comments: TUES /THURS ROUTING: Please Route C No further Review Required f:r"-f Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: DATE: 70/1, APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 54-99 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE. Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: \PR•ROUTE.DOC 6/98 c PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER:MI98 -o236 DATE: 4 -5 -99 PROJECT NAME: FOSTERVIEW ESTATES Original Plan: Submittal Response to Incomplete .Letter _x8_ Response to Correction Letter # 1 Revision # After Permit Is Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural Planning Division Permit Coordinator n DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 4 -6 -99 Complete Incomplete n Not Applicable ❑ Comments: TUES /THURS ROUTING: Routed by Staff REVIEWERS INITIALS: Please Route ❑ No further Review Required kTi (if routed by staff, make copy to master file and enter into Sierra) DATE: il/0 i APPROVALS OR CORRECTIONS: (ten days) Approved DUE DATE: 5 -4 -99 Approved with Conditions Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: Approved DUE DATE: Approved with Conditions ❑ Not Approved (attach comments) REVIEWERS INITIALS: DATE: \PR.ROUTE.00C G /98 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: MI98 -0236 DATE: 12 -15 -98 PROJECT NAME: FOSTERVIEW ESTATES — RETAINING WALL XX Original Plan Submittal Response to Incomplete Letter Response to Correction Letter # Revision # After Permit Is Issued .DEPARTMENTS: Building Division de Fire Prevention Public Works Structural n Planning Division Permit Coordinator n a DETERMINATIO OF COMPLETENESS: (Tues, Thurs) Complete DUE DATE: 12 -17 -98 Incomplete n Not Applicable Comments: TUES /THURS ROUTING: Please Route No further Review Required El Routed by Staff a (if routed by std make copy to master file and enter into Sierra) REVIEWERS INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved Approved with Conditions REVIEWERS INITIALS: WV( DATE: 12, ,z/9e DUE DATE: '1 1l i 19h- f Not Approved (attach comments) EV DATE: 6..laf9� CORRECTION DETERMINATION: DUE DATE: Approved Ej Approved with Conditions Not Approved (attach comments) EI REVIEWERS INITIALS: DATE: \PR•ROUTE,DOC 6/98 • TUKWILA BUILDING DIVISION PLAN REVIEW COMMENTS DATE: January 6, 1999 PROJECT NAME: Fosterview Estates - Retaining Wall PLAN CHECK NO: MI98 -0236 PLAN REVIEWER: Contact Bob Benedicto at (206) 431 -3670 if you have questions regarding the following comments. 1. "Keystone" retaining wall systems have been evaluated for compliance with the Uniform Building Code and can be approved for use provided that all conditions of approval (as listed in Evaluation Report ER -4599) are documented and submitted to Tukwila Building Division. The following information has not been located or was not included with the permit application, and needs to be provided: Condition 4.2 The Keystone Design Manual, dated November 1995. 4.3 Wall design calculations. Calculations must include an analysis as outlined in Evaluation Report ER -4599 section 2.3. Calculations should address each item. 4.5 Special inspection is required for foundation conditions rein- forced backfill placement, structural geogrid installation and Section 2.5 of Evaluation report, ER -4599. Identify the company that has or will be retained to provide this special inspection. PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: MI98 -0236 DATE: 12 -15 -98 PROJECT NAME: FOSTERVIEW ESTATES — RETAINING WALL XX Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter Revision # After Permit Is Issued DEPARTMENTS: Building Division Public Works Fire Prevention Planning Division n Structural Permit Coordinator n DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 12 -17 -98 Complete n Incomplete El Not Applicable ,Fr Comments: TOES /THURS ROUTING: Please Route n No further Review Required Routed by Staff n (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: C DATE: /L /% i APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 1 -14 -99 Approved n Approved with Conditions 0 Not Approved (attach comments) REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION[: DUE DATE: Approved 0 Approved with Conditions 0 Not Approved (attach comments) El REVIEWERS INITIALS: DATE: \PR•ROUTE.000 6/98 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: MI98 -0236 DATE: 12 -15 -98 PROJECT NAME: FOSTERVIEW ESTATES — RETAINING WALL xx Original Plan Submittal Response to Incomplete Letter Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: Building Division Public Works n n Fire Prevention Structural U n Planning Division • Permit Coordinator DETERMINATION OF COMPLETENESS Complete F1, Comments: R.rpr,,e_ cre.Ak- 1,0 TUES /THURS ROUTING: : (Tues, Thurs) DUE DATE: 12 -17 -98 Incomplete 0 Not Applicable 0 11 4,0 re p-, 4- 7) «��e�I-, - X1-0 s c� C�c. 5 eJ16e-V r\ o 4- LP _ � r�l Please Route No further Review Required Routed by Staff n (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: !J Li DATE: I'Zf /7 /2j APPROVALS OR CORRECTIONS: (ten days) 0004 Approved pp oved with w+OtA "REVIEWERS INITIALS: I " nditions ot Ap DUE DATE: 1 -14 -99 CA.5. kit c CORRECTION DETERMINATION: Approved 0 Approved with Conditions p] DUE DATE: Not Approved (attach comments) 0 REVIEWERS INITIALS: DATE. WR•ROUTE.DOC 6/98 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: MI98 -0236 DATE: 12 -15 -98 PROJECT NAME: FOSTERVIEW ESTATES — RETAINING WALL XX Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter Revision # After Permit Is Issued DEPARTMENTS: Building Division Public Works • Fire Prevention Structural n Planning Division Permit Coordinator T DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete ❑ Incomplete n Comments: DUE DATE: 12 -17 -98 Not Applicable ❑ TUES /THURS ROUTING: Please Route Rr No further Review Required Routed by Staff E (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: t /i/K DATE: f "� APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 1 -14 -99 Approved Approved with Conditions ❑ REVIEWERS INITIALS: Not Approved (attach comments) DATE: ZCI CORRECTION DETERMINATION: DUE DATE: Approved Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: \PR•ROUTE.DOC 6/99 PUBLIC WORKS DEPARTMEn1 COMMENTS DATE: January 25, 1999 PROJECT: FOSTERVIEW ESTATES Keystone Wall PERMIT NO: MI98 -0236 PLAN REVIE 1 : Contact Joanna Spencer at (206) 433 -0179, if you have any questions regarding the following comments. 1. Show wall drainage collection pipe (pipe size, material & pipe slope) and where it discharges to on civil site plan. Public Works recommends that the wall storm drainage system shall discharge to an existing wetland on site and not tightlined into existing storm drainage system. Show all utilities located in the right -of -way that shall be relocated prior to wall construction in order to accommodate the wall and leveling pad. 2. Cross reference any gotech engineering reports on plan (name of consulting firm, phone #, date and title of the report). Indicate earthwork quantities on plan: amount of cu yds of cut and fill . for land altering activity. Please note that all civil utility plans shall be prepared and stamped by a Professional Engineer, . licensed by the State of Washington. All plans shall be prepared in accordance with City, of Tukwila Infrastructure Design and Construction Standarts. CITY OF TII ;WILA Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431 -3670 FO r TAFF USE ONLY �� - Project P ��0 Number: (�Q ('� v 'Permit: Number I + OD- Miscellaneous v - Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. Project Name/Tenant: Fmsterview Estates Description of work to be done: Retaining Wall Will there be storage of flammable /combustible hazardous material in the building? ❑ yes ❑ no Attach list of materials and stoma ee location on se arate 8 1/2 X 11 a er indicating quantities & Material Safety Data Sheets Value of Construction: $75,000.000 Site Address: 1 3900 Vas / 0 5 S. 137t11 St & 42nd Ave S. City State /Zip: Tukwila, WA 98188 Tax Parcel Number: /5-4:30q - clb'iS 731/060- /(26.R ,5,;134 6 -9003 / Property Owner: Dujardin Developmentr'Oo ; npapy Phone: Phone: 425- 334 y"'&/ 3aO •- (.71S7 -5018 Street Address: 9623 32nd St SE, Everett, WA 98205 City State /Zip: Fax #: 425 -334 -5041 Contact Person: John Kappler 0 Water 0 Sewer Phone: 425 - 641 -5320 Street Address: 13400 Northup Way,,Ste 33, Bellevue, City State /Zip: WA 98005 Fax #: 425- 641 -5318 Contractor: TRn Phone: Street Address: City State /Zip: Fax #: Architect: Kappler Architects Phone: 425-641-9190 Fax #: 425 - 641 -5318 Street Address: 13400 Northup WA Ste 33, Bellevue, City State /Zip: WA 98005 Engineer: AGI Tcchnologios Phone: 425 - 452 -8383 Street Address: 11811 NE 1st St, Ste 201, Bellevue, City State /Zip: WA 98005 Fax #: 425- 646 -9523 MISCELLANEOUS PERMIT REVIEW AND APPROVAL REQUESTED: `(TO BEFILLED -OUT BY.APPLICA'NT) ;. Description of work to be done: Retaining Wall Will there be storage of flammable /combustible hazardous material in the building? ❑ yes ❑ no Attach list of materials and stoma ee location on se arate 8 1/2 X 11 a er indicating quantities & Material Safety Data Sheets ■ Above Ground Tanks U Antennas /Satellite Dishes Bulkhead /Docks ❑ Commercial Reroof ❑ Demolition ❑ Fence ❑ Mechanical ❑ Manufactured Housing- Replacement only ❑ Parking Lots 53 Retaining Walls ❑ Temporary Pedestrian Protection /Exit Systems ❑ Temporary Facilities ❑ Tree Cutting APPLICANT: REQUEST: FOR' MISCELLANEOUSPUBLICWORKS,PERMITS ";:''` ❑ Channelization /Striping ❑ Flood Control Zone ❑ Landscape Irrigation in Storm Drainage ❑ Water Meter /Exempt # ❑ Water Meter /Permanent # ❑ Water Meter Temp # ❑ Miscellaneous ❑ Curb cut/Access /Sidewalk in Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Land Altering: 0 Cut cubic yards 0 Fill cubic yards 0 sq. ft.grading /clearing ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Street Use ❑ Water Main Extension 0 Private 0 Public 0 Deduct 0 Water Only Size(s): Size(s): Size(s): Est. quantity: gal Schedule: ❑ Moving Oversized Load /Hauling MONTHLY SERVICE BILLINGS. TO: Name: Phone: Address: City /State /Zip: 0 Water 0 Sewer 0 Metro 0 Standby 1 WATER METER DEPOSIT /REFUND BILLING: Name: Phone: Address: City /State /Zip: Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application acce ted: .1 -61 g MISCPMT.DOC 7/11/96 Date application expires: 9- :1sgc1 Applic #tlgn takpby: (initials) ALL MISCELLANEOUS P— MIT APPLICATIONS MUST BE SU :;. TED WITH THE FOLLOWING: ➢ ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN ➢ BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED ➢ ARCHITECTURAL DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED ARCHITECT ➢ STRUCTURAL CALCULATIONS AND DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED STRUCTURAL ENGINEER ➢ CIVIUSITE PLAN DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED CIVIL ENGINEER (P.E.) Copy of Washington State Department of Labor and Industries Valid Contractor's License. If not available at the time of application, a copy of this license will be required before the permit is issued, unless the homeowner will be the builder OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner/Authorized Agent If the applicant is other than the owner, registered architecbengineer,,or contractor. licensed: by the State of Washington, a notarized letter from-the propertyow,ier authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. 1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW TILE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: SUBMIT APPLICATION AND REQUIRED CHECKLISTS FOR PERMIT REVIEW Submit checklist No: M -9 Above Ground Tanks/Water.Tanks - Supported directly upon grade exceeding 5,000 gallons and a ratio of height to diameter or width which exceeds 2:1 ri Antennas /Satellite Dishes Submit checklist:' No: M -1 0 Awnings /Canopies - No signage Commercial Tenant Improvement Permit O Bulkhead/Dock Submit checklist No: M -10 El Commercial Reroof Submit checklist . No: M -6 0 Demolition ; "Submit checklist . No M -3;: M -3a El Fences - Over 6 feet in Height Submit checklist No: M -9 0 Land Altering /Grading /Preloads . Submit checklist No: M -2 0 Loading,Docks Commercial Tenant Improvement Permit:. Submit checklist No: H -1.7 0 Mechanical' (Residential & Commercial) ''Submit checklist No M -8, Residential only - H =6, H -16. El Miscellaneous Public • Works Permits Submit checklist No H -9 El Manufactured Housing :(RED.INSIGNIA ONLY) , Submit checklist No :, M -5: 0 Moving .Oversized Load /Hauling Submit checklist No: M -5 0 Parking Lots Submit checklist . No: M -4 0 Residential Reroof - Exempt with following exception: If roof structure to be repaired or replaced Residential Building Permit Submit checklist . No: M -6 Retaining Walls - Over 4 feet in height Submit checklist No: M =1 in Temporary. Facilities; Submit checklist• No: M -7 Ei Temporary' Pedestrian Protection/Exit Systems Submit checklist No M -4 ` El Tree.Cutting Submit checklist No: M=2 Copy of Washington State Department of Labor and Industries Valid Contractor's License. If not available at the time of application, a copy of this license will be required before the permit is issued, unless the homeowner will be the builder OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner/Authorized Agent If the applicant is other than the owner, registered architecbengineer,,or contractor. licensed: by the State of Washington, a notarized letter from-the propertyow,ier authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. 1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW TILE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: A. 1 , 1i Date: L ,A.,,c y�J Signature: - , W e e - v L f -C`o. Print name: �r �,� Phone: I Fax #: Address: 13 (-100 /Valli up W y I" 1 f tLL�vU �•1c11 I l 00 MISCPMT,DOC 7/11/96 AGI TECHNOLOGIES Apri15, 1999 14,589.005 Ms. Brenda Holt Department of Community Development City of Tukwila 6300 South Center Blvd Suite 100 Tukwila, Washington 98188 Dear Ms. Holt: RECEIVED CITY OF TUKWILA APR 0 5 1999 CITY OF TUKWILA PERMIT CENTER APPROVED MAR 2 0 2000 AS MUTED. BUti..DING DIV181ON Development Permit Application Number M198 -0236 Fosterview Estates - Retaining Wall MI98OZ30 This letter is in response to your request to John Kappler at Kappler Associates Architects for corrections on development permit application #MI 98 -0236 to be addressed prior to permit approval. We have addressed the following review comments and enclosed the appropriate materials. 1. Public Works Department Comments, reviewed by Joanna Spencer, dated January 25, 1999. — Revised Plans - Wall drainage collection pipe is shown on the section and details. The discharge location, utilities, and right -of -way are shown on the civil site plan already submitted to the Department of Community Development by Kappler Associates Architects (enclosure). 2. — Geotechnical Report - A report for the project was completed by Terra Associates. AGI Technologies designed the wall based on a fax memoranda from Terra Associates dated October 26 and 29, 1998 (enclosure). Tukwila Building Division, reviewed by Bob Benedicto, dated January 6, 1999. ✓Keystone Design Manual (enclosure). — "Wall design calculations in compliance with Evaluation Report ER -4599, dated November 11, 1998 (enclosure). --4 Our understanding is that AGI Technologies will perform the special inspection required for foundation conditions, reinforced backfill placement, and structural geogrid installation as outlined by Section 2.5 of Evaluation Report ER -4599. 11011 1.1 V 1.. C C...._ onf . 0.11_...._ wi_.L: -_.__ nannt - o n n_.. 2000 /of_ nL___ /Ant% Ate 01102 — n• A.CV GAL nen2 Ms. Brenda Hold Department of Community Development Apri15, 1999 Page 2 AGI TECHNOLOGIES Four copies of each of the documents and plans are included along with a Keystone Design Manual. We would be pleased to discuss the plans with the City of Tukwila reviewing staff at their earliest convenience. Time is of the essence for our client. If you have any questions, please contact me at (425) 453 - 8383. Sincerely, AGI Technologies „Tay? 4,41.- Aaron J. Sundberg Geotechnical Engineer Dean M. White, P.E. Principal Engineer enclosures cc: Kappler Associates - John Kappler Dujardin Fowler Constuction - Gary Bumstead AJS /DMW /lsr. . OCT -28 -98 17ISS FROM =TERRA ASSOCIATES ID1206E3214334 PACE 1/1 FAX MEMORANDUM TERRA ASSOCIATES, Inc Consultants in Ceotechnical Engineering, Geology and Environmental Earth Sciences To: Bill Fowler Fax Number. (425) 334 -5041 Dujardin Development Co. Date: 10 -26 -98 From: Kevin Roberts Project Number: T- 1515 -2 Subject: Keystone Wall — S. 137`b Street Project Name: Fosterview Estates Bill: Last Thursday, I met with John Kappler, representatives from Keystone Retaining Wall Systems, the retaining wall contractor Landtech, and the project landscaper to discuss Keystone retaining wall construction in the eastern portion of South 137th Street. This memo provides our comments regarding construction feasibility of the wall. I have provided this information verbally to John and Crary Btunstead. Four shallow hand auger holes were advanced along the retaining wall alignment. The hand augers showed the depth to bearing soil vaxying between one foot and 2.5 feet below the sloping embanlanent surface. Sheet L1.4 dared 10 -19 -98 show retaining wall heights ranging from two to four feet over most of the alignment. The western portion of the wall will be six feet high. Bearing soil was found at a depth of two feet in the western hand auger, with greater depths to bearing soil possible adjacent to the existing culvert at the wetland crossing. Accordingly, the wall will need to be lowered two feet or more to place the foundation pad on firm bearing soil. An 8 -foot wall will require 9 to 10 feet (depending on block depth) from the face of the wall to the back of the reinforced one for wall construction. With an 8 -foot distance from the wetlands buffer to the curb, it appears Keystone wall construction will not be possible in the westemm portion of the alignment. Keystone wall construction appears feasible in the remaining central and eastern portions of the alignment. It should also be noted that because of the space constraints, near- vertical soil cuts will be required below the curb and roadway regardless of the type of wall being constructed. With loss of soil support adjacent to S. 1371 Street during wall excavation, there will be a risk of damage to the curb and pavement. In addition, any utilities located in the right -of - -way will likely need to be relocated prior to wall construction. RECEIVED If you have any questions or require additional information, please call. CITY OF TUKWILA APP 0 5 1999 Kevin P. Roberts, P.E. : John Kappler, Kappler Architects, FAX 641 -5318 PERMIT CE Signed: ; " a /nein _/41Y2f.. FAX MEMORANDUM TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences To: John Kappler Kappler Architects From: Kevin Roberts/Anil Butail Subject: Keystone Wall Soil Parameters Fax Number: 641 -5318 Date: 10/29/98 Project Number: T- 1515 -2 Project Name: Fosterview Estates John: The following soil parameters may be used in desit,, u of the Keystone wall to be constructed along S. 137th Street: Reinforced Fill Zone: Soil Unit Weight: 130 pounds per cubic foot (pcf) Soil Friction Angle (phi): 30 degrees Soil Cohesion: 0 pounds per square foot (pst) C1 oF�`N�t-p' Retained Soil: ;9, tl ¶ \999 Soil Unit Weight: 115 pcf cENEA � Soil Friction Angle (phi): 28 degrees PEA��� Soil Cohesion: 100 psf Foundation Soil: Soil Unit Weight: 115 pcf Soil Friction Angle (phi): 28 degrees Soil Cohesion: 100 psf Allowmble Soil Beating Capacity: 2.000 psf If you have any questions, please contact us, Kevin Roberts, P.E, Anil Butail, P,E, cc: Bill Fowler, FAX (425) 334- 5041 Signed: c 12525 Willows Road, Suite 101, Kirkland, Washington 98034 Phone No. (206) 821 -7777 Fax: 8214334 frlIdIR.OZ?L.. Rec pGI Te ICBO Evaluation Service, Inc. 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601 -2299 MS A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORT ' Copyright 1997 ICBO Evaluation Service, Inc. ER -4599 Reissued May 1, 1997 Filing Category: DESIGN— Concrete (038) KEYSTONE RETAINING WALL SYSTEM KEYSTONE RETAINING WALL SYSTEMS, INC. RECEIVED 4444 WEST 78TH STREET CITY OF TUKWILA EDINA, MINNESOTA 55435 5 1999 1.0 SUBJECT API' fl Keystone Retaining Wall System. 2.G DESCRIPTION 2.1 General: The Keystone Retaining Wall System utilizes modular concrete units for the construction of gravity or reinforced -soil retaining walls. The wall system is assembled in running bond without mortar or grout, utilizing high- strength fiberglass pins for shear connection and alignment. The system may include horizontal layers of structural geogrid reinforcement in the backfilled soil mass. Keystone concrete units are available in three basic configura- tions; Standard, Compac and Cap. Standard units weigh 110 pounds (50 kg) with normal- weight aggregates and have either a straight or three -plane split face: 21.5 inches (546 mm) deep nominal, 8 inches (203 mm) high, and 18 inches (457 mm) wide at the exposed face, tapering to 11 inches (280 mm) at the tail. Compac units weigh 85 pounds (40 kg) with normal- weight aggregates and have either a straight or three -plane split face: 12 inches (305 mm) deep nominal, 8 inches (203 mm) high, and 18 inches (457 mm) wide at the ex- posed face, tapering to 12.5 inches (317 mm) at the tail. Cap units weigh 45 pounds (20 kg) and have either a straight or three -plane split face: 10.5 inches (266 mm) deep nominal, 4 inches (102 mm) high, and 18 Inches (457 mm) wide at the exposed face, tapering to 13.75 inches (350 mm) at the tail. Cap units are 1 /2- height units with- out pin holes in the top of the surface. Full- height cep units may also be utilized. The unit weights noted above will vary between fabrica- tors because of mix design and aggregate weights. Actual unit weights are to be used in design. Standard and Compac units have four holes each for installation of fiberglass connection pins. See Figure 1 for typical unit configura- tion. All units comply as Grade N, Type 1, in accordance with UBC Standard 21 -4, with a minimum 28 -day compressive strength of 3.000 psi (20 MPa) on the net area and a maximum water absorption of 8 percent. Unit tolerances comply with Section 21.406 of UBC Standard 21 -4. A pultruded fiberglass pin is used to provide alignment of the units during placement, positive placement of the geogrid reinforcement, and inter -unit shear. The angle of wall inclination is determined by location of the fiberglass pin placement during assembly. See Figure 2. The pin placement in the rear pin hole in every course provides a minimum wall inclination of 7.1 degrees from vertical towards the backfill [1 inch (25 mm) minimum setback per course]. The pin placement alternating between the front and rear pin holes on verti- cally adjacent rows provides a wall inclination of approximately 3.6 PERMIT CENTER degrees from vertical towards the backfill [1/2 inch (13 mm) mini- mum setback per course]. The pin placement during assembly in the front pin hole provides a near - vertical wall inclination of approxi- mately 0.5 degree from vertical toward the backfill [1/8 inch (3 mm) minimum setback per course]. Fiberglass connection pins are made of pultruded fiberglass 0.5 inch (12.7 mm) in diameter and 5.25 inches (133 mm) long, with a minimum short beam shear strength of 6400 psi (44 MPa). Core fill is a 1/2 -inch to 3/4 -inch (12 mm to 20 mm), clean. crushed - stone material that is placed between and behind the units. The core fill provides additional weight to the completed wall section for sta- bility, local drainage at the face of the structure, and a filter to keep the backfill soils from filtering out through the face between units. Core fill is required in all the structural units and extends back 2 feet (600 mm) from the face of the wall. Geogrid soil reinforcement is re- quired to increase the height of the Keystone wall system above the height at which the wall is stable under its self - weight as a gravity system. Geogrids are synthetic materials specifically designed for use as soil reinforcement. Geogrids are manufactured from polyes- ter (PET), high - density polyethylene (HOPE), or polypropylene (PP) polymers. Geogrid reinforcement materials specifically tested for use with the Keystone retaining wall system are manufactured by the follow- ing companies: 1. Tensar Corporation — HDPE "UX series" geogrids — PP "BX series" geogrids 2. Nicolon /Mirafi Group —PET "Miragrid" geogrids 3. Strata Systems, Inc. — PET "Stratagrid" geogrids 4. Amoco Fabrics and Fiber — PP woven geotextile Geogrids must be stored at temperatures higher than –10 °F (- 20 °C). Contact with mud, wet cement, and epoxy or other adhesive materials must be avoided. Prolonged exposure to sunlight of geo- grid materials should be avoided because they are subject to ultra- violet (UV) degradation. 2.2 Design: The system is designed as a gravity or reinforced -soil retaining wall that depends on the weight and geometry of the mass to resist lateral earth pressures and other lateral forces. Lateral earth pressures are determined using either Coulomb or Rankine earth pressure theory. See Figure 1. The design must include evaluation of both external and internal stability of the structure and include consideration of ex- ternal loads such as surcharges and seismic forces. External stability analyses are similar to those required for conventional retaining walls. Minimum safety factors are 1.5 for sliding and 2.0 for over- turning (1.5 for overturning on gravity walls), and 2.0 for bearing ca- pacity. Internal stability analyses of reinforced soil structures must consider the maximum allowable reinforcement tension, pull -out re- sistance of the reinforcement behind the active failure zone. and the connection strength of geogrid reinforcement to the Keystone unit. Table 1 shows allowable design strength, (Ta), for the geogrids. The design strengths in the table have been reduced by a safety factor of Evaluation reports of ICBO Evaluation Service, Inc., are issued solely to provide information to Class A members of ICBO, utilizing the code upon which the report Is based. Evaluation reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor as an endorsement or recommen- dation for use of the subject report. This repon is based upon independent tests or other technical data submitted by the applicant. The ICBO Evaluation Service, Inc., technical staff hat reviewed the test results and/or other data, but does not possess test facilities to make an independent verification. There is no warranty by ICBO Evaluation Service, Inc., exprest or implied. as to any "Finding" or other matter in the report or as to any product covered by the report. This disclaimer includes, but is not limited to, merchantability. Pogo 1 of 6 NThisii3-02,Vo rage us o ER -4599 1.5'. Additional safety factors that have been incorporated into the table include the creep reduction factor, and factors considering chemical and biological damage and installation damage. Soil inter- action and direct sliding coefficients are described in Table 2. Inter - unit shear capacity equations are described in Table 3. Walls over 6 feet (1829 mm) high installed in Seismic Zones 3 or 4 are also designed for seismic loads. A pseudo- static design proce- dure is utilized for internal, external, and wall shear analyses. Seis- mic safety factors are 75 percent of the minimum allowable static safety factors. A foundation investigation in accordance with Section 1804 of the code is required for each site, except for landscaping applications. The foundation investigation determines the soil properties and rec- ommended values for design. The design of the Keystone wall is based on accepted geotechnical principles for gravity and soil rein- forced structures. Specifics of design are found in the Keystone De- sign Manual dated November 1995. Keystone retaining wall systems are designed as follows: 1. Gravity retaining walls: The gravity wall system relies an the weight and geometry of the Keystone units to resist lateral earth pressures. Gravity wall design is based on standard engineering principles for modular concrete retaining walls. The maximum height of Keystone Standard and Compac units is shown in Fig- ure 3 for different soil and backslope combinations. Typical de- sign heights are 2.5 to 3 times the depth of the unit being used. 2. Geogrid- reinforced retaining walls: The geogrid reinforced soil system relies on the weight and geometry of the Keystone units and the reinforced soil mass to act as a coherent gravity mass to resist lateral earth pressures. The design of a reinforced soil structure is specific to the Keystone unit selected, soil reinforce- ment strength and soil interaction, soil strength properties, and structure geometry. The maximum design height is theoretically unlimited; however, the general practical height limit is approxi- mately 50 feet (15 m). Figure 1 shows a free body diagram for a reinforced soil retaining wall. Figure 4 shows typical compo- nent details. 2.3 Structural Analysis: Structural calculations must be submitted to the building official for each wall system installation. Structural analysis is based on accept- ed engineering principles, the Keystone Design Manual dated No- vember 1995, and the code. The analysis must include all items noted in Sections 2.3.1 and 2.3.2 and follow the design methodology of the Keystone Design Manual dated November 1995. 2.3.1 External Stability Analysis: 1. The length of the reinforced mass is 0.6 times the height of the wall (as measured from top of leveling pad to top of wall) or as required to satisfy a safety factor of 1.5 on sliding at the base, whichever is greater. 2. The minimum safety factor for overturning the reinforced mass is 2.0, considering the mass as a rigid body rotating about the toe of the wall. 3. Global stability analysis must be provided for walls with slopes below the toe of the wall, walls on soft foundations, walls that will be designed for submerged conditions, or tiered walls. 4. After completion of the internal stability analysis and geogrid layout, sliding along each respective geogrid layer must be checked, including shearing through the connection at the wall face. 2.3.2 Internal Stability: 1. Geogrid spacing is based on local stability of the Keystone units during construction. A safety factor of 2 is used for cantilevered units overturned by the soil forces alone. Vertical spacing is typi- cally 2 times the depth of the unit. 2. Tension calculations for each respective layer of reinforcing must be provided. Tension is based on the earth pressure and surcharge load calculated from halfway to the layer below to halfway to the layer above. Calculated tensions must not exceed Ta for each respective layer. See Table 1. 3. Connection capacity shall be checked for each geogrid- to -Key- stone connection. The calculated connection capacity must be equal to or greater than the calculated tension for each layer. 4. A calculation check must be made on pullout of the upper layers of reinforcing from the soil zone beyond the theoretical Rankine failure plane (45 +4)/2). The pullout capacity must be equal to or greater than the calculated tension after applying the adjustment factors shown in Table 2. 2.4 Installation: The installation of the Keystone Retaining Wall System is as fol- lows: 1. Excavate for leveling pad and reinforced fill zone. 2. Inspect excavations for adequate bearing capacity of foundation soils and observation of groundwater conditions by a qualified geotechnical engineer. 3. Install a 6- inch -thick (150 mm) leveling pad of crushed stone, compacted to 75 percent relative density as determined by ASTM D 4564. (An unreinforced concrete pad in accordance with Section 1923 of the code may be utilized in place of the crushed stone pad.) 4. Install the first course of Keystone units, ensuring units are level from side to side and front to back. 5. Install the fiberglass pin in the proper alignment hole for batter selection. 6. Fill the units with core fill. 7. Clean the top surface of the units to remove loose aggregate. 8. At appropriate levels, install geogrid reinforcing, connecting over the pins. All geogrid reinforcement is installed by placing the geogrid over the fiberglass pin at design elevations to prop- erly position the reinforcement. The roll or warp direction is the direction of primary design strength of the reinforcement. Adja- cent rolls are placed side by side; no overlap is required. 9. Pull taut to remove slack from the geogrids before placing back- fill. Pull the entire length of the geogrid taut to remove any folds or wrinkles. 10. Place and compact backfill over the geogrid layer. 11. Repeat placement of units, corefiil, backfill, and geogrids as shown on plans to finished grade. 12. Backf ill used in the reinforced fill mass must consist of suitable fine - grained or coarse - grained soil placed in lifts compacted to at least 90 percent of the maximum dry density, as determined by ASTM D 1557 (95 percent per ASTM D 698). The backfill soil properties, lift thickness, and degree of compaction shall be de- termined by the soils engineer based on site - specific conditions. In cut wall applications, if the reinforced soil has poor drainage properties, a granular drainage layer or synthetic drainage com- posite should be installed to prevent buildup of hydrostatic pres- sures behind the reinforced soil mass. Provisions for adequate subsurface drainage must be determined by the soils engineer. 13. Stack and align units using the structural pin connection be- tween vertically adjacent units at the design setback batter. The completed wall is built with alignment tolerances of 1.5 Inches (40 mm) in 10 feet (3 m) in both the horizontal and vertical direc- tions. 14. When required by the design, geogrid reinforcement is placed at the elevations specified in the design. The reinforced backfill must be placed and compacted no lower than the top of the unit elevation where geogrid placement is required. 2.5 Special Inspection: For walls 6 feet (1829 mm) high and higher, a special inspector is engaged to monitor foundation and reinforced fill soils, uncom- pacted lift thickness, and compaction procedures. Special inspec- tion for geogrid placement also includes verification of proper place- ment with respect to geogrid type, elevation, and orientation; proper tensioning of geogrids to remove slack; and fill placement proce- dures over geogrids. 2.5 Identification: A letter of certification must be provided for the Keystone units Indi- cating the manufacturer's name and address, name of the product, S 9C u us v thi unit type, and the evaluation report number, for each project. Each roll of geogrid is identified by the manufacturer's name and ad- dress, the name of the product, and the product designation. Fiber- glass pins are provided with each shipment, with a letter of certifica- tion by Keystone. 3.0 EVIDENCE SUBMITTED Descriptive literature, calculations, and test reports. 4.0 FINDINGS That the Keystone Retaining Wall System complies with the 1994 Uniform Building Code -, subject to the following conditions: 4.1 The system is designed and installed in accordance with this report; the Keystone Design Manual dated November 1995; manufacturer's instructions; and accepted engineer- ing principles. 4.2 The Keystone Design Manual, dated November 1995, Is submitted to the building official. 4.3 The wall design calculations must be submitted to and ap- proved by the building official. 4.4 Keystone units comply with this report and UBC Standard 21-4 as Grade N, Type 1. 4.5 A foundation investigation in accordance with Section 1804 of the code is provided for each project site. 4.6 Special inspection is required for foundation conditions, reinforced backfill placement, and structural geogrid installation in accordance with Section 1701 of the code; Section 2.5 of this report; and the Keystone Design Manual dated November 1995. 1996 Accumulative Supplement: This report is unaffected by the supple- ment. This report is subject to re- examination in one year. TABLE I- GEOGRID DESIGN STRENGTH DATA AND CONNECTION DATA (FACTORED FOR WORKING STRENGTH DESIGN VALUES) TENSAR GEOGRIO DESIGN DATA T, (IbIfL) BX1200 336 (4.9) UX0I00SB 476 (6.9) UX0140S B 762 (11.1) UX0I5OSB 1270 (18.5) UX1400SB 889 (13) UX 1500SB 1460 (21.3) MIRAFI MIRAGRID DESIGN DATA r, (IbJN.) 5T 838 (12.2) 7T 1069 (15.6) 8T 1668 (24.3) I0T 2199 (32.1) STRATA SYSTEMS STRATAGRID DESIGN DATA %P/ff.) Strata 200 828 (12.1) Strata 300 1026 (150) Strata 500 1506 (22.0) Strata 600 2532 (36.9) AMOCO 2044 FABRIC DESIGN DATA T, (bJit.) Amoco 2044 616 (9.0) For SI: 1 IbJft. = 68.6 IcN /m. TABLE 2- GEOGRID INTERACTION AND SLIDING COEFFICIENTS, CUCDs SOIL TYPE •1 CMOs Crushed stone, gravel (GW, GM) >34° 1.0 Sand, gravel, silty sands (SW, SM, SP) 4>32° 0.9 Sandy silt, clayey sand (SC, ML) 4 >28° 0.8 Sandy clay, lean clay (CL) >26° 0.7 Other clays • <26° 0.6 'See Figure 1 and Keystone Design Manual. TABLE 3- INTER -UNIT SHEAR RESISTANCE1 Standard Unn F= 1600 +0.37N (F =23 +0.11 N) commie unit F= 5I3 +0.34N (F =7.3 +0.11 N) tThe inter -unit shear resistance, F (lb./linear foot (kN /m)l, of the Keystone units at any depth is a function of the pin strength and normal pressure, N (lb/square foot (kN /m2)), of Keystone units detmnuned from laboratory test results in accordance with the above equations. t•age'4 ui o hn -H ■ ' • rced Soi ass ■ mar (45+0/2 q r r L�O.6H 5 = Angle of Inclination Internal 8 = 2/3 External 8 = Min (p Rein, m Ret) = angle of intemal friction hn/2 Refer to Keystone Design Manual (November. 1995) for design procedures. FIGURE 1 —FREE BODY DIAGRAM STANDARD UNIT 110 Ib. (50kg) COMPAC UNIT 85 Ib. (40kg) CAP UNIT 45 Ib, (20kg) FIGURE 2 ?age 5ot6 ER -4599 Total Height Slope 1 Retained Soil Type NEAR VERTICAL WALL (Minimum setback per unit) Total Height 1 Slope Retained Soil Type ONE INCH (25mm) SETBACK WALL (25mm (1") min. setback per unit) STANDARD UNITS MAX. HGT. Backslope Soil Type Level 4H:1V 3H:1V 2H:1V Sand/Gravel 5.2' (1.6m) 4.7' (1.4m) 4.6' (1.4m) 4.1' (1.2m) Silty Sand tY 4.7' (1.4m) 4.3' (1.3m) 4.1' (1.2m) 3.6' (1.1m) Silt/Lean Clay (1.3m) (1.2m) (31 m) (0.9m) COMPAC UNITS MAX. HGT. Backslope Soil Type Level 4H:1V 3H:1V 2H:1V Sand/Gravel 2.9' (0.9m) 2.6' (0.8m) 2.5' (0.8m) 2.3' (0.7m) Silty Sand tY 2.6' (0.8m) 2.4' (0.7m) 2.3' (0.7m) 2.0' (0.6m) Silt/Lean Clay (0.7m) (0 6m) (0.6m) (0.5m) STANDARD UNITS MAX. HGT. Backslope Soil Type Level 4H:1V 3H:1V 2H:1V Sand/Gravel 6.8' (2.1 m) 6.2' (1.9m) 5.9' (1.8m). 5.3' (1.6m) Silty Sand (1.9m) (11.7m) (1.6m) 5.2' (1.3m) Silt/Lean Clay (1.6m) (1.4m) (14.2m) (13.Cm) COMPAC UNITS MAX. HGT. Backslope Soil Type Level 4H:1V 3H:1V 2H:1V Sand/Gravel 3.8' (1.2m) 3.4' (1.0m) 3.3' (1.0m) 2.9' (0.9m) Silty Sand 3.4' ( ) 3.0' (0.9m) 2.9' (0.9m) (0..7m7m ) Silt/Lean Clay (0.9m) 3.0' (0.8m) (0.8m) (0.6m) Notes: Calculations assume a unit weight of 18.9 kN /sqm for all soil types. Assumed .f angles for earth pressure calculations are: Sand /Gravel =34 °, Silty Sand =30 °, and Sandy Silt/Lean Clay =26 °. Minimum SF >1.5. No surcharge loadings are included. Surcharges or special loading conditions will reduce maximum wall heights. Sliding calculations assume a 150mm (6 ") crushed stone leveling pad as compacted foundation material. FIGURE 3 -aye o us o ER -4599 Keystone Units Setback/Batter Total Nall Height Finished Grade Finished Grade Backslope or Surcharge Low Permeability Soil (Retained Soil Zone Embedment Depth Leveling Pad Unit Core Fill /Drainage Limit of Excavation (Rough cut) Drainage Collection Pipe (if required) Keystone Units Setback/Batter Wall Height Total Finished Grade .rWry.l.y1 V Embedment Depth Finished Grade Backslope or Surcharge .•����iNP,+iii Low Permeability Soil (Reinforced Soil Zone Geosynthetic Reinforcement Leveling Pad / / / / Retained Soil Zone) / / / / Unit Core FiIVDrainage Drainage Collection Pipe (if required) Limit of Excavation (Rough cut) FIGURE 4— TYPICAL WALL SECTIONS Project: Fosterview Estates Tukwila, Washington Job Number: 14,589.005 For Dujar din Fowler Construction, Inc Everett, Washington Modular Block Wall Design Sections November 11, 1998 RECEIVED CITY OF' TUKWILA. APR n 5 1n(9 PERMIT ,CENTER. The enclosed design cross sections were chosen based on differences in wall heights in the Easfand West portions of the proposed retaining wall. The design cross sections support the cross sections shown on the attached AGI Modular Block Wall Design Plans, dated November 11, 1998. • page 1. of 3 =MOWS RAMMING WALL DIATOM Based on Rankine -w /Batter (modified soil interface) Methodology KeyWall Ver la, July 11, 1997 AGI Technologies Project: Fosterview Retaining Wall Proj. No.: 14589.005 Design Parameters Soil Parameters f c sf g pcf Reinforced Fill: 30 0 130 Retained Fill: 28 100 115 Foundation Fill: 28 100 115 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Date: 11/10/98 By: KAW Overturning: 2.00 Uncertainties: 1.50 Bearing: 3.00 Peak: 1.50 ServiceabiliHtA Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd RFid LTDS FS Strata -200+ 2418 1.61 1.10 1.10 1241 1.50 Analysis: Section AAA' - ‘Nos"," ••••h«. S <c7== ..1 Unit Type: STANDARD (21.5 in) Leveling Pad: Crushed Stone Wall Ht: 6.50 ft embedment: .1.00 ft Level Backfill Surcharge: LL 4-80 psf uniform surcharge DL -- 0 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 2.78 7.25 7.93 9.58 3.82 Calculated Bearing Pressure: 895 psf Eccentricity at base: 0.05 it Reinforcing: (ft & lbs /ft) Layer Height Length, Reinf. Td Tension Tconn FSpo 2 4.67 5.00 Strata -200+ 585 320 585 k< 1.09 1 2.67 4.50 Strata -200+ 827 259 843 3.62 Reinforcing Quantities (no waste included): Strata -200 +: 1.06 sy /ft Wall Batter: 3.50 deg. Keystone Retaining Wall Systems,' Inc. 4444. West 78th Street Minneapolis, Mtn 55435 page of 71 RSTSTONS =TAMING WALL =SIGN Based on Rankine -w /Batter (modified soil interface) Methodology KeyWall Ver la, July 11, 1997 AGI Technologies Project: Fosterview Retaining Wall Proj. No.: 14589.005 Design Parameters Soil Parameters f c sf g pcf Reinforced Fill: 30 0 130 Retained Fill: 28 100 115 Foundation Fill: 28 100 115 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Overturning: 2.00 Pullout: 1.50 Uncertainties: 1.50 Connection Peak: 1.50 Analysis: Section B -B' - r.'s,T .-i 1. Sacs=,,.. At j,• Unit Type: STANDARD (21.5 in) Leveling Pad: Crushed Stone Wall Ht: 4.50 ft embedment: 1.00 ft Level Backfill Surcharge: LL 4-50 psf uniform surcharge DL -- 0 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 7.36 0.92 « 1.71 « N/A N/A Calculated Bearing Pressure: 3107 psf Eccentricity at base: 0.98 ft Date: 11/10/98 By: KAW Bearing: 3.00 ServiceabiliNti1, Wall Batter: 3.50 deg. ANAL/5=5, P a- G,5.4A— w =« N. A t o w (LEc .9 L G LA. = /_' o- O V s.. r'td2r. �'fa 3.ND .6 ..tea; �f /iJJb =; rw.+ o'- 4 LA -,t.e_ 3 PI `— SNv .5 /N. "*L.1 Sav 12cs .i 7 WHJ �k1= ��•+EC.Y K..Ci -t L.:1,ed Le, Fliz'.› f14 DJ) Ti- B7 rCe..[ �. /4.o A A.0 O JcK :vat aG 14^.0 $°aa -z - FA C. TI,./2 S Or S,4 =5: r/ N•41.! A�c.E�raBc.E "r t. g f a 7 Cgigs* edg. CP S- . Tr1 : =mot Ti• 13-00.J1 , =F ,54404,4- 8. r— P L r.1►5 ; w g c 4 s � .. rrlyrt4.:.v6, Keystone Retaining Wall Systems, Inc. 4444 West 78th Street Minneapolis, MN 55435 • page 3 of MUST0NS RZTMNING MALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodology KeyWall Ver la, July 11, 1997 AGI Technologies Project: Fosterview Retaining Wall Proj. No.: 14589.005 Design Parameters Soil Parameters f c psf g pcf Reinforced Fill: 30 0 130 Retained Fill: 28 100 115 Foundation Fill: 28 100 115 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Overturning: Pullout: 1.50 Uncertainties: Connection Peak: Reinforcing Parameters: Strata -Grid Geogrids Tult RFcr RFd RFid LTDS Strata -200+ 2418 1.61 1.10 1.10 1241 Date: 11/11/98 By: KAW 2.00 1.50 Bearing: 3.00 1.50 ServiceabiliNtI. FS Tal Ci Cds 1.50 827 0.90 .0.95 Analysis: Section B -B' -6.44;7- Sa-.'�., Ala Unit Type: STANDARD (21.5 in) Leveling Pad: Crushed Stone Wall Ht: 4.50 ft embedment: 1.00 ft Level Backfill Surcharge: LL 440 psf uniform surcharge DL -- 300 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 1.34 « 6.59 8.71 9.49 6.74 Calculated Bearing Pressure: 786 psf Eccentricity at base: -0.01 ft Reinforcing: (ft & lbs /ft) Layer Height Length Reinf. Td Tension' Tconn FSpo 1 2.67 4.00 Strata -200+ 585 323 585 * 1.98 Wall Batter: 3.50 deg. Reinforcing Quantities (no waste included): Strata -200 +: 0.44 sy /ft Keystone Retaining Wall Systems,, Inc. 4444 West 78th Street Minneapolis, MN 55435 •a SECTION 02276 SEGMENTAL CONCRETE RETAINING WALL [with notes] PART 1: GENERAL 1.01 Description A Furnish and install a segmental concrete retaining wall in conformance with the project construction drawings and specifications or as directed by the Architect/Engineer. B. Work includes, but is not limited to: excavation as required; furnishing and installing leveling pad; furnishing and installing segmental wall units; furnishing and installing geosynthetic soil reinforcement; furnishing and installing segmental wall unit soil fill; furnishing and installing wall fill soil; installing random backfill; and furnishing and installing drainage materials. 1.02 Related Work RECEIVED CITY OF TUKWILA APR R 5 1999 PERMIT CENTER A Section 02100 - Site Preparation B. Section 02200 - Earthwork C. Section 02775 - Geosynthetic Soil Reinforcement 1.03 Referenced Standards A American Society for Testing and Material Standards - C 90: Hollow Load Bearing Masonry Units C 140: Sampling and Testing Concrete Masonry Units C 145: Solid Load Bearing Concrete Masonry Units C 150: Portland Cement C 331: Lightweight Aggregate for Concrete Masonry Units C 595: Blended Hydraulic Cements C 616: Fly Ash and Raw or Calcined Natural Pozzolan for use as a Mineral Admixture in Portland Cement Concrete C 989: Ground Granular Blast Furnace Slag Cement B. American Assoc. State Highway & Transportation Officials T -99: Moisture - Density Relations of Soils Using a 5.5 Pound Ram in a 12 inch Drop C. Geosynthetic Research Institute - GG-4: Determination of the Long -term Design Strength of Geogrids 1 . D. Where specifications and reference documents conflict, the Architect/ Engineer shall make final determination of applicable document. 1.04 Certification A Contractor shall submit a notarized Manufacture's certification, prior to start of work, that the segmental concrete units meet the requirements of this specification. (Certification shall address segmental concrete unit requirements as listed under Section 2.021. B. Contractor shall submit a notarized certification, prior to start of work, that the segmental concrete units: i) have been successfully utilized on a minimum of 5 (5) similar projects, i.e., height, soil fill types, erection tolerances, etc.; and ii) have been successfully installed on a minimum of five million (5,000;000) square feet of retaining walls. C. Contractor shall submit a list of previous projects totaling 500,000 square feet or more where segmental concrete has been used successfully. Contact names and telephone numbers shall be listed for each project. D. Contractor shall submit a test report documenting strength of specific segmental concrete units and geosynthetic reinforcement connection, tested in accordance with NCMA Design Manual. Report shall be sealed by a professional Engineer. E. Contractor shall submit a notarized Manufacture's certification, prior to start of work, that the geogrid reinforcement meets, or exceed, the requirements of this specification (Certification shall address geosynthetic reinforcement requirements as listed under 2.04J. 1.05 Measurement and Payment A Payment shall be considered full compensation for all labor, materials, and equipment to install geogrids, geotextiles, segmental concrete retaining wall units, soil fills, leveling pad, and clean up work. B. Quantities may vary from that shown on construction drawings depending on existing topography. Nominal changes to the total quantity of materials will be at the contract unit price bid. C. The Segmental Concrete Retaining Wall System shall be paid for on a square foot of wall surface basis at the contract unit price. Measurement of the square foot of wall shall include all materials supplied and installed by the Contractor. Measurement and payment shall include all necessary materials, labor, de- watering, 2 supervision, equipment, engineering, design submittals, and incidentals to complete the retaining wall. PART 2: PRODUCTS 2.01 Definitions A Structural Geosynthetic - a structural element formed by a regular network of integrally connected tensile elements with apertures of sufficient size to allow interlocking with surrounding soil, rock or earth and function primarily as reinforcement. B. Segmental Concrete Unit - a segmental retaining wall element, machine made from portland cement, water, and mineral aggregates. C. Drain fill - granular soil which is placed within, between, and /or immediately behind segmental concrete units. D. Reinforced Backfill - compacted soil which is within the reinforced soil volume as outlined on the plans. 2.02 Segmental Concrete Retaining Wall Units A Segmental concrete units shall conform to the following architectural requirements: Unit width to height ratio shall be equal to 2.25, nominal; Face area per unit = 1 square foot, nominal, [width to height ratio and face not applicable to capping units] Face color - standard manufacturer's color or custom color as specified by owner; Face finish - sculptured rockface, striated, or smooth in either straight plane or angular multiplanar configuration as available from manufacturer and specified by the owner; Bond configuration - running with bonds nominally located at midpoint of vertically adjacent units, in both straight and curved alignments; All units shall be sound and free of cracks or other defects that would interfere with the proper laying of the unit or significantly impair the strength or permanence of the construction; 3 minor cracks incidental to the usual method of manufacture, or minor chipping resulting from shipment and delivery (up to 5% of total units) are not grounds for rejection; and exposed surfaces of units shall be free of chips, cracks, or other imperfections when viewed from a distance of 10 feet under diffused lighting. B. Segmental concrete units shall conform to the following material requirements: 1. Cementatious Materials - Materials shall conform to the following applicable specifications. a. Portland Cement - ASTM C 150 b. Modified Portland Cement - Portland cement conforming to ASTM C 150, modified as follows: Limestone - calcium carbonate, with a minimum 85% content, may be added to the cement, provided these requirements of C 150 as modified are met: (1) limitation on insoluble residue - 1.5 %; (2) limitation on air content of mortar - volume percent, 22% maximum; and (3) limitations of loss of ignition - 7 %. c. Blended Cements - ASTM C 595 d. Pozzolans - ASTM C 618 e. Blast Furnace Slag Cement - ASTM C 989 2. Aggregates - Aggregates shall conform to the following specifications, as applicable: a. Normal Weight Aggregates - ASTM C 33 b. Lightweight Aggregates - ASTM C 331 3. Other Constituents - Air - entraining agent, coloring pigments, integral water repellents, finely ground silica, and other constituents shall be previously established as suitable for use in segmental concrete retaining wall units and shall conform to applicable ASTM standards or, shall be shown by test or experience to be not detrimental to the durability of the segmental concrete units or any material customarily used in retaining wall construction. C. Segmental concrete units shall conform to the following structural requirements: compressive strength = 3000 psi minimum; absorption = 8% maximum; shear strength between vertical adjacent units = plf minimum at normal pressure of psi and greater; connection strength = long -term allowable geosynthetic strength (plf) minimum at normal pressure of 2 psi and greater with; [test reports documenting shear and connection strength shall be submitted by the manufacturer] unit depth > 20 inches; unit depth to height ratio = 2.5 : 1 minimum; and [unit depth to height ratio not applicable to capping units] maximum horizontal gap between erected shall be < 1/2 inch. D. Segmental concrete units shall conform to the following constructability requirements: vertical setback = 3/32 minimum; [this is a mjnjmum value] vertical setback = 3/32 or 3/4 or 1-1/2 inch per vertical foot as noted on the construction drawings; (amount of batter will impact usable land on top of wall] • alignment mechanism - pins, two per unit minimum; [aftemative method subject to Architect/Engineer approval] curves - minimum concave and convex radii of 3.5 feet; unit depth > 1/3 height of gravity wall; and [stability requirement] 2 x unit depth = maximum vertical spacing between geosynthtics of reinforced soil walls. [required to prevent rotation during compaction] E. Sampling and Testing 1. The Architect/Engineer shall be accorded proper facilities to inspect and sample units from Tots ready for delivery. 2. Architect/Engineer shall sample and test units for compressive strength and absorption in accordance with the applicable provisions of ASTM C 140. Compressive strength test specimens shall conform to the saw -cut coupon provisions of section 5.2.4 of ASTM C 140 with the following exceptions: a. coupons shall have a minimum thickness of 1 -1/2 inch; and b. full unit samples may be used in lieu of coupons if testing facility has capability. F. Rejection - If a lot fails to conform to the specified requirements, new specimens shall be selected by the Architect/Engineer at the expense of the manufacturer. If the second set of specimens fails to conform to the test requirements, the entire lot shall be rejected. 2.03 Shear Connectors A Strength of shear connectors between vertical adjacent units shall be applicable over a design temperature of -10 °F to +100 °F. 2.04 Geosynthetic Reinforcement A The following geosynthetic reinforcement shall possess the following minimum design properties, consistent with the wall fills that will be used on this project. LTDS ff4 ,4, Geogrid Type "A" Geogrid Type "B" Geogrid Type "C" B. The geosynthetic to SRW unit connection strength shall be acs = lb/ft and Xa = °, as tested in accordance with NCMA SRWU -2. 2.05 Base Leveling Pad Material A Material shall consist of compacted angular sand, gravel, crushed rock or leveling concrete (non- reinforced) as shown on the construction drawings. The leveling pad shall be a minimum of 6 inches thick. The leveling concrete may be 1 to 3 inches thick with compacted soil for a total thickness of 6 inches. B. Leveling pad shall be trenched in below grade to a depth such that the top of pad is a minimum of 1.5 inches below grade for each 1 foot of wall height, with height measured from top of units to bottom of leveling pad, unless otherwise noted on the construction drawings. C. Leveling pad may be eliminated for walls less than 3 feet in height if existing site soils are inorganic, well draining, and naturally compacted with' a minimum bearing capacity of 2500 psf. 2.06 Drain Fill A Drain fill shall consist of angular, well graded gravel with 1 inch maximum particle size, and within the gradation listed below. Fill shall be ,approved by the Architect/Engineer prior to use. Sieve Size 1 inch 3/4 inch No. 4 No. 40 No. 200 Percent Passing 100 40 -95 5 -60 0 -25 0 -5 One ft3, minimum, of drain fill shall be used for each square foot of wall face. Drain fill may be placed within cores of, between, and/or behind units to meet this requirement. 6 2.07 Reinforced Backfill A Soil shall conform to the following gradation: Sieve Size 2 inches 3/4 inch No. 4 No. 40 No. 200 Percent Passing 100 -75 100 -75 100 -20 60 -0 35 -0 and plasticity index < 15 and liquid limit < 40. (Note that fill materials outside of these gradation and plasticity Index requirements have been used successfully on reinforced soil walls.] B. Material shall be on site soils where the above requirements can be met. Unsuitable soils, as determined by the Architect/Engineer, shall not be used in the reinforced backfill. C. Contractor shall submit soil fill sample and property specifications to the Architect/Engineer for approval prior to import and use of any off site fill. PART 3: EXECUTION 3.01 Excavation A Contractor shall excavate to the lines and grades shown on the construction drawings. Architect/Engineer will inspect the excavation and approve prior to placement of leveling material or fill soils. Over- excavation of deleterious soils and replacement with suitable fill will be paid at unit cost rates. 3.02 Base Leveling Pad A Leveling pad material(s) shall be placed to the lines and grades shown on the construction drawings, to a minimum thickness of 6 inches. B. Soil leveling pad materials shall be compacted to a minimum of. 95% standard or 90% modified Proctor. C. Leveling pad shall be prepared to insure full contact to the base surface of the segmental concrete units. A 3.03 Segmental Concrete Unit Installation A First course of units shall be placed on the leveling pad, and alignment and level checked. Note that the first course is the most important to insure acceptable erection. Pins or molded surfaces of segmental concrete units shall be used for alignment control. B. Position vertically adjacent segmental concrete units as recommended by the manufacturer. C. Maximum stacked vertical height of wall units, prior to wall drain fill and backfill placement and compaction, shall not exceed the unit depth dimension. Whole, or cut, units on curves and corners shall be erected with running bond approximately centered on units above and below. E. Cap units shall be glued to underlying units with an adhesive recommended by the segmental unit manufacturer. 3.04 Structural Geosynthetic Installation A Geosynthetic shall be oriented with the highest strength axis perpendicular to the wall alignment. B. Geosynthetic reinforcement shall be placed at the elevations and to the .extent shown on the construction drawings or as directed by the Engineer. C. The geosynthetic shall be laid horizontally on compacted backfill. Place the next course of segmental concrete units over geosynthetic. The geosynthetic shall be pulled taut, and anchored prior to backfill placement on the geosynthetic. D. Geosynthetic reinforcements shall be continuous throughout their embedment lengths. Spliced connections between shorter pieces or geosynthetic is not allowed unless preapproved by the Architect/Engineer prior to construction. 3.05 Reinforced Backfill Placement A Reinforced backfill shall be placed, spread, and compacted in such a manner that minimizes the development of slack in the geosynthetic. B. Reinforced backfill shall be placed and compacted in lifts not to exceed 8 inches where hand compaction equipment is used, or 12 inches where heavy compaction equipment is used. 8 Reinforced backfill shall be compacted to 95 % of the maximum density as determined by AASHTO T -99. The moisture content of the backfill material prior to and during compaction shall be uniformly distributed throughout each layer and shall be within 2 percentage points dry of optimum. Only lightweight hand - operated equipment shall be allowed within 3 feet from the front face of the segmental concrete unit. Tracked construction equipment shall not be operated directly upon the geosynthetic reinforcement. A minimum fill thickness of 6 inches is required prior to operation of tracked vehicles over the geosynthetic. Tracked vehicle turning should be kept to a minimum to prevent tracks from displacing the fill and damaging the geosynthetic. Rubber tired equipment may pass over geosynthetic reinforcement at slow speeds, less than 10 mph. Sudden braking and sharp turning shall be avoided. G. At the end of each day's operation, the Contractor shall slope the last lift of reinforced backfill away from the wall units to direct runoff away from the wall face. The Contractor shall not allow surface runoff from adjacent areas to enter the wall construction site. AGI TECHNOLOGIES A CDM COMPANY January 28, 2000 14,589.005 Mr. Gary Bumsted Dujardin Fowler Construction P.O. Box 5308 Everett, Washington 98206 Dear Mr. Bumsted: Design Plan Revision Fosterview Estates Development Retaining Walls Tukwila, Washington This letter has been prepared in response to a request by John Kappler of Kappler Architects (the project architect) to evaluate changes to modular block walls designed by AGI Technologies (AGI). We prepared our original design drawings, dated November 29, 1998 for wall heights up to eight feet. We reviewed design drawings P2.7, P2.7a, and P3.0 that were prepared by Kappler Architects and dated January 19, 2000. Based on the drawings, we understand that the wall configurations have been changed so that the maximum wall height is now 3.5 feet. Based on our review of the Kappler plans, we believe that the new wall configuration can be constructed according to the November 29, 1998 AGI design drawings with the following revisions: • If the maximum wall height is less than four feet, no geogrid reinforcing will be necessary. All other conditions apply. • A perforated rigid drain pipe having a minimum diameter of 4 inches should be installed behind the base of the wall at the connection with the spread footing. The drain pipe should discharge by gravity and cleanouts should be installed. Please call if you have any questions regarding this letter. Sincerely, AGI Technologies Keith A. Ward, P.E. Geotechnical Engineer cc: John Kappler - Kappler Architects Kamm e9 rukvvRA JAN 3 1 2000 1..;0441T CENTER 1 EXPIRES 03 /12/oo 1 • TOP OF WALL mommwolier EDGE OF WATER COURSE/ WETLANDS BUFFEP. 2' OFF EDGE OF f/W RAIL, DETIC PROVIQED BY .01klekt?' ; "4 , • re it 4: • " it■ GUARD RAIL POST INSTALLED AFTER COMPLETION OF WALL , r 2% SLOPt KEYSTONE STANDARD BLOCK UNITS WITH 6400 SHEAR PIN — PER MANUFACTURER FINISHED GRADE -\ BOTTOM OF WALL ul LENGTH VARIES: MIN. 70% OF TOTAL WALL H 1 EIGHT TOP OF 4TH BLOCK 0 R 0 ,I 0 0 L 6" TYP3— LEVELING PAD PER KEYSTONE SPECS EXISTNG CURB PAVEMENT SURFACE 36 IN. MIN. +TALL UTILITY ONDUITS DURING '/ALL CONSTRU TION, SEE NOTE 14 DRAINAGE. FILL PER KEYSTONE SPECS. 4 INCH ,NAMETER DRAINAGE COLLECTION PIPE k • EXCAVATION LIMITS '- i-1/2 MINUS \ \... (CONTx6'Wx12" FOOTING SUBGR IDE TO BE CONFIRMED AI BY ENGINEER OF RECORD, SEE NOTE 9 ) t OR C(I TROL OtNSITY FILL ilP.'READ 'FbOTIN4 ) PER kEYSTONE SPEC TYPICAL SECTION - EAST WALL S 137TH STREET APPROXIMATE STA 6+75 to 8+20 ; 054i- N.T.S. • • KE UNI FINISHED BO • o„ • • • TE EDGE OF WATER COURSE/ • WETLANDS BUFFER: 2' OFF EDGE OF R/W U AFTER • 1MPTAIL PROVIDED BY vS; URB �, r_ 2g SI OPE PAVEMENT SURFACE TO` •O+' WALL -••j -- I (71=====.2.t41- .11 3.5°— .,4 GUARD RAIL POST INSTALLED AFTER COMPLETION OF WALL EXISTING CURB - - -- 0 rT. ---- -- YOP' 61 7TH BLOCK \ bRAINAC;c:,, r i 'L PER KEYSTWE S.'ECS. KEYSTONE STANDARD BLOCK UNITS Wj i;hi E-/'00 SHEAR PIN --- -17'ER MANUFACTURER FINISHED GRADE -7 0 0 O`I'.O -E- k--I— 4.5 FT, OF 4TH BLOCK BOTTOM OF WALL 6" TYPJ LEVELING PAD PER, KEYSTONE SPECS 4 INCH DIAMETER DRAINAGE COLLECTION - 'I -1/2" MINl15::OR CONTROL DENSITY FILL SPREAD FOOTING V (CONTx6'Wx12' T.); :PER KEYSTONE SPECS. \ FOOTING SUBGRADE. T,0 BE CONFIRMED •. BY. ENGINEER OF REC•'RD SEE NOTE 9 TYPICAL SECTION - WEST WALL S 137TH 'STREET APPROXIMATE Slo,4 4 +70 to 6 +75 V.T.J.. t• `1R. PAVEMENT SURFACE GEOGRID REINFORCEMENT LOCATION AND LENGTH FROM FACE OF WALL INSTALL UTILITY CONDUITS DURING WALL CONSTRUCTION, SEE NOTE 14 PIPE CULVERT PIPE PER CIVIL DESIGN WHERE APPLICABLE (SEE DETAIL) O OPEN APERTURES GGEOGRID FIT OVER . ' FIBERGLASS PINS , TENSION GEOGRID WITH STAKES TO TENSION GEOGRID IN THIS DIRECTION TRANSVERSE BA OF GEOGRID HOOKS OVER AN CONTACTS FIBERGLASS PIN COM AC T EQ FFILL UNDER GEOGRID 1 l 1 1 /1111111 1 1 1 1 1 1 1 POST INSTALLED AFTER OF WALL EXISTING CURB PAVEMENT SURFACE PENT LOCATION AND LENGTH ITS DURING EE NOTE 14 CULVERT PIPE PER CIVIL DESIGN WHERE APPLICABLE (SEE DETAIL) es 1 NG L 75 GENERAL NOTES. • 1)' THE ENGINEER OF RECORD FOR THE KEYSTONE RETAINING WALL IS AGI TECHNOLOGIES, 11811 NE 1ST STREET, SUITE 201, BELLEVUE, WA. 98005 (425) 453 -8383. CONSTRUCTION INSPEpT1ON SHOULD BE PERFORMED BY THE ENGINEER OF RECORD. 2) CONTRACTOR SHALL VERIFY ALL SITE CONDITIONS, GRADES, QUANTITIES, AND ELEVATIONS PRIOR TO COMMENCING WORK, IF II,J. THE EVENT THERE IS A DISCREPANCY BETWEEN PLANS AND THE SITE, CENT ACTQR SHALL NOTIFY THE ENGINEER OF RECORD IMMEDIATELY. SHOULD THE I ONTRACTOR,,Pff: WEE�T'• WITHOUT NOTIFICATION AND RESPONSE, HE DOES SO AT HIS OWN ISK AND EXPENt a.' . �• r , • 3) . THE DETAINING WALL S.IbWtd IF A KEYSTONE RETAINING WALL SYSTEM, AND SHALL BE BUILT TO 'THE LATEST VERSIf3f €TF KEYSTONE STANDARD SPECIFICATIONS AND THE KEY NOTES 'CONSTRUCTION MANUAL. <fr SSE PUBLISHED MATERIALS ARE AVAILABLE FROM KEYSTONE AT 206 —,'680 -8907. )4. 4) ;UNLESS OTHERWISE' SPEdrjEj); ?ALL WORK SHALL CONFORM TO THE 1998 STD. '.SPECjFICATIONS FOR„ k(A,D, ,13RIDGE.'AND MUNICIPAL CONSTRUCTION AS PUBLISHED BY WSDOT AND THE APWA, .i STAP:1 AT2 . SPE ;IFIQATION,S). ALL GRADING ACTIVITY SHALL CONFORM TO UBC,I CHAPTER 70. . • .rrh, 5) ALL EXCAVATIONS SHAL(,E PLANNED AND EXECUTED IN ACCORDANCE WITH GOOD CONSTRUCTION PRACTICES; AND ALL APPLICABLE CODES INCLUDING WASHINGTON ADMINISTRATIVE CODE;,,.; CHAPTER 296 -155, "SAFETY STANDARDS FOR CONSTRUCTION WORK ", OCCUPATIONAL .?'AFETY' AND HEALTH ADMINISTRATION (OSHA), 29 CFR PART 1928, "EXCAVATIONS ", WASHiNGION INDUSTRIAL SAFETY AND HEALTH ADMINISTRATION (WISHA), AND∎WASHINGTON STATE SAFETY CODE. 6) .CONTRACTOR' SMALL 'SUPPLY ENGINEER WITH A 70 LB. (5 -GAL.) SAMPLE OF PROPOSED ,WALL BACKFILL 'MATERIAL FOR TESTING AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 7) COMPACTION TESTS SHALL BE TAKEN FOR ALL STRUCTURAL FILLS AT THE DIRECTION OF THE ENGINEER OF RECORD. LL 8) . THE ENGINEER OF RECa2D SHALL BE NOTIFIkb IMMEDIATELY UPON THE DISCOVERY OF ANY CONFLICTS OR DISCREPANCIES RELATIVE TO THESE PLANS. 9) UNSUITABLE SUBGRADE SOIL SHOULD BE EXCAVATED AND REPLACED WITH STRUCTURAL FILL. 10) GRID SPACING AND LENGTHS AS SHOWN ON SECTIONS ARE REFERENCED FROM THE BOTTOM OF THE WALL. WHER(;,';TOP0.-0F -WALL ELEVATION DECREASES FROM THAT SHOWN ON SECTION, UPPER GRID 'LAYERS MAY BE OMITTED. 11) LOCATION OF TOE OF WALL IS SHOWN ON SHEET L2.7 OF KAPPLER ASSOCIATES PLANS (UNDATED). STATIONING IS SHOWN ON SHEET C -7 OF ERICH 0. TIETZE AND ASSOCIATES PLANS, DATED 8/6/98 12) GEOGRID REINFORCEMENT SHALL BE A WOVEN POLYMERIC GEOGRID WITH MINIMUM AVERAGE ROLL VALVES EXCEEDING 2,400 LBS. /FT. ULTIMATE WIDE WIDTH TENSILE STRENGTH ACCORDING TO ASTM D 4595. STRATA -200+ MEETS THIS SPECIFICATION. 13) IN AREAS WHERE RAILING IS NOT INSTALLED, KEYSTONE CAP UNITS SHALL BE INSTALLED 'AND GLUED IN PLACE. 14) UTILITY CONDUITS - SEE CIVIL DRAWINGS FOR LOCATIONS, GEOGRID REINFORCEMENT MAY BE SPLICED ONLY IN AREA WERE CONDUITS INTERSECT GRID, MAXIMUM SPLICE LENGTH IS 4 FT. IN ANY DIRECTION UNLESS APPROVED BY ENGINEER OF RECORD. 15) USE WOVEN GEOTEXTILE WITH MINIMUM AVERAGE ROLL VALUES EXCEEDING 240 LBS. GRAB TENSILE STRENGTH ACCORDING TO ASTM D -4632. SYNTHETIC INDUSTRIES, GEOTEX 200+ MEETS THIS SPECIFICATIONS. MINIMUM OVERLAP 18 INCH IN ANY DIRECTION. CUT BLOCKS AS NE:CESSAI2Y. FILL ALL GAPS :WITH CONCRETE ha�►e fre once Wi.cueMd These plans tor is subjc -. , of Works Acceptance t j City sIv-- ,dl,ch do not 3 1 ci^r ad op',- • - -d; or ordinances. . adoy �' of the design res �e • ;, deletions or r :Ice for t. , will of cgs desi; date . . drag. resouvbn and ' . • •_.pP .;ion tti for •, subject to V.:,..:.1 Final r, u ilities inspc6 • -r (mil I��._. el- O Z W DESCRIPTION w a p 2 ca w J 2 0 0 au rn W -29 -981 UTILITY CONDUIT REVISIONS 12 -8 -98 i ALT. FOOTING REVISIONS W . Q Z Z L i F- U) <W a W fY = p 0 0 U 1- Z Li.l J c) LI J • GENERAL NOTES, 1) THE ENGINEER OF RECORD FOR THE KEYSTONE RETAINING WALL IS AGI TECHNOLOGIES, 11811 NE 1ST STREET, SUITE 201, BELLEVUE, WA. 98005 (425) 453 -8383. CONSTRUCTION 1NSPEC110N SHOULD BE PERFORMED BY THE ENGINEER OF RECORD. 2) CONTRACTOR SHALL VERIFY ALL SITE CONDITIONS, GRADES, QUANTITIES, AND ELEVATIONS PRIOR, TO COMMENCING WORK. IF IN THE EVENT THERE IS A DISCREPANCY BETWEEN PLANS ANb THE SITE, C(.k4TRAC I OR SHALL NOTIFY THE ENGINEER OF RECORD IMMEDIATELY, SHOULD THE CONTRACTOR' ;P OCEF:l7 WITHOUT NOTIFICATION AND RESPONSE, HE DOES SO AT HIS , , OWN r. 3) .TrIE 4ISK AND EXPEN . ETAINING WALL SPiW 4 IS A KEYSTONE RETAINING WALL SYSTEM, AND SHALL BE BUILT TO TiiE LATEST VERSA 7" OF" KEYSTONE STANDARD SPECIFICATIONS AND THE KEY NOTES CONSTRUCTION MANUALAiTI ,$E PUBLISHED MATERIALS ARE AVAILABLE FROM KEYSTONE AT 206 -,'680 - 8907,'''' 4) 'UNLESS OTHERWISE SPF.,i:I11Epj;' ALL WORK SHALL CONFORM TO THE 1998 STD, SPECIFICATIONS FOR: JIOAD' ;uRID•GE. 'AND MUNICIPAL CONSTRUCTION AS PUBLISHED BY WSDOT AND THE APWA, i STt{h 1 A1t . SPEtIFIQATION.S). ALL GRADING ACTIVITY SHALL CONFORM TO 'UBC,' CHAPTER 76. •ern 5) ALL EXCAVATIONS SHALL4E PLANNED AND EXECUTED IN ACCORDANCE WITH GOOD CONSTRUCTION PRACTICES. AND ALL APPLICABLE CODES INCLUDING WASHINGTON ADMINISTRATIVE CODE,. HAPTER 296 -155, "SAFETY STANDARDS FOR CONSTRUCTION WORK ", OCCUPATIONAL :;AFEI'Y' AND HEALTH ADMINISTRATION (OSHA), 29 CFR PART 1928, "EXCAVATIONS ", WASAGIQN INDUSTRIAL SAFETY AND HEALTH ADMINISTRATION (WISHA), AN[) WASHINGT01`I STATE SAFETY CODE. I 6) CONTRACTOR SI -{ALL 'SUPPLY ENGINEER WITH A 70 LB. (5 -GAL.) SAMPLE OF PROPOSED , WALL BACKFILL 'MATERIAL FOR TESTING AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 7) COMPACTION TESTS SHALL BE TAKEN FOR ALL STRUCTURAL FILLS AT THE DIRECTION OF THE ENGINEER OF RECORD. 8) THE ENGINEER OF REC(AD SHALL BE NOTIFIkb IMMEDIATELY UPON THE DISCOVERY OF ANY CONFLICTS OR DISCREPANCIES RELATIVE TO THESE PLANS. 9) . UNSUITABLE SUBGRADE SOIL SHOULD BE EXCAVATED AND REPLACED WITH STRUCTURAL FILL. 10) GRID SPACING AND LENGTHS AS SHOWN ON SECTIONS ARE REFERENCED FROM THE BOTTOM OF THE WALL. WHER':TOPtl -OF -WALL ELEVATION DECREASES FROM THAT SHOWN ON SECTION, UPPER GRID 'LAYERS MAY BE OMITTED. 11) LOCATION OF TOE •i3F WALL IS SHOWN ON SHEET L2.7 OF KAPPLER ASSOCIATES PLANS (UNDATED). STATIONING IS SHOWN ON SHEET C- 7 OF ERICH 0. TIETZE AND ASSOCIATES PLANS, DATED 8/6/98 12) GEOGRID REINFORCEMENT SHALL BE A WOVEN POLYMERIC GEOGRID WITH MINIMUM AVERAGE ROLL VALVES EXCEEDING 2,400 LBS. /FT. ULTIMATE WIDE WIDTH TENSILE STRENGTH ACCORDING TO ASTM D 4595. STRATA -200+ MEETS THIS SPECIFICATION. 13) IN AREAS WHERE RAILING IS NOT INSTALLED, KEYSTONE CAP UNITS SHALL BE INSTALLED AND GLUED IN PLACE. 14) UTILITY CONDUITS - SEE CIVIL DRAWINGS FOR LOCATIONS, GEOGRID REINFORCEMENT MAY BE SPLICED ONLY IN AREA WERE CONDUITS INTERSECT GRID, MAXIMUM SPLICE LENGTH IS 4 FT. IN ANY DIRECTION UNLESS APPROVED BY ENGINEER OF RECORD. 15) USE WOVEN GEOTEXTILE WITH MINIMUM AVERAGE ROLL VALUES EXCEEDING 240 LBS. GRAB TENSILE STRENGTH ACCORDING TO ASTM D -4632. SYNTHETIC INDUSTRIES, GEOTEX 200+ MEETS THIS SPECIFICATIONS. MINIMUM OVERLAP 18 INCH IN ANY DIRECTION. CUT BLOCKS AS NECESSARY. FILL ALL GAPS ,WITH CONCRETE been review bY1hh cum tans have conform Works plans nt for o sublc� Dep Acceptance not authoriz City standards, do &lanceS• ce wt....,.Y,and of ,•y Ce '.ngs 01111SS■• ado • .. for t. des dra': • an6 . for .- • Final the Pu- Wel .d of the design res .. -3, deletions ill 01' date Ot resubmmai :.pproual• �....o Is subject to utilities insprc Bv� 1: :..r�ultoiill� CULVERT Ul a Z r `t L_ n W o � Z > 0_ r J O CC Y W O- O J LL m Z 0! a LLI J O Ca 0 Z w Z (I3 Z O O N U o I Z (!� O 1--- M OInZ 0 x LLI -J b. 1 w w JOB NUMBER } 4 4 DESCRIPTION LiJ F- 0 11- 11 -981 ORIGINAL DESIGN 11 -29 -981 UTILITY CONDUIT REVISIONS FOOTING REVISIONS -J 4 U) rn CCJ a 0 p W Z Z Y w 2 o I- (7 a W a Wo-i 0 0 0 U CHNOLOGIES C cc N IAD • • C7 cn .11 tp +.1 p N z-• a TENS WITH REMO COND GEOGRID REINFORCING, LEVELING PAD PER KEYSTONE SPECS SEE NOTE 12 WRAP WITH WOVEN GEOTEXTILE, SEE NOTE 15. 6" TYP.� 2 - 4 IN. SPALLS ALTERNATE FOOTIN4 SECTION (REPLACES CONTROL DES ISITY FILL SPREAD FOOTING) NOTE: TO BE USED IN SOFT SUt GRADE:AT DIRECTION OF ENGINEER OPEN APERTURES : OF GEOGRID' \ FIT OVER - FIBERGLASS PINS . ',. TENSION • GEOGRID IN THIS DIRECTION TRANSVERSE BA OF GEOGRID HOOKS OVER AN CONTACTS FIBERGIASS PIN D D TENSION GEOGRID WITH STAKES TO REMOVE SLACK CONDITION ELEVATIOr PLACE ADDITIONAL UNITS TO SECURE GEOGRID PULL GEOGRID INTO FILL AREA •. 1 monomminewmi mom imummilm _____ mou 1____im_ 111111111•11111111.11111111111111 111 tomirairallbabgloit. 4.11" CUT BLOCKS AS NECESSARY. FILL ALL GAPS ;WIi'H CONCRETE EXISTING CULVERT PIPE PER CIVIL DESIGN :t SCOUR PROTECTION AS REQUIRED. USE RIP RAP OR CONCRETE SLAB INLET /OUTLET AREA. ELEVATION VIEW W "r subjeCtto I,— final : " .' , Is lnspr a "r the pU_ eq- SCOUR PROTECTION AS REQUIRED. USE RIP RAP OR CONCRETE SLAB IN OUTLET AREA. tETAIL 1 CULVERT DETAIL NTS '''' ry + • 1CULVERT a r7 .. � -.0 sow CXD PLAN VIEW CULVERT IN /OUTFALL RECEIVED CITY OF TUKWILA APR 0 5 1999 PERMIT CENTER T BLOCKS AS NECESSARY. . CULVERT L ALL GAPS ,Wt1'H CONCRETE I ING CULVERT 'PIPE CIVIL. DESIGN • " i aallitaa !der:Mr 7::1141 SCOUR PROTECTION AS REQUIRED. 1,� =I�I0 ' 0 SQUIRED. USE RIP RAP OR CONCRETE SLAB/ .,y,r.I�� ETE SLAB IEJ, OUTLET AREA. C)C7 ��'�r� UI - ect fiQ ,) is subs final ' .. utilif►es the P gy. 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A4i /M: 7k "..aw•._•_ - '7' '7' - .1.::1- t.c./P '• .ere •_....r... ,,...�.�.. ... �.A.c „•,.;w,.» f' fyr.Y,Q�/��� / „••�y,'./�i ,,A/}�p}a+/�Ylwy. -._ /» /.ten.. u. .•T��ryl�.. • . v w ...NJy^�. •. r. .... •.... »•.. ",4 /T �.1 •� If �MiYS �M ..V' r...•�A/ .•... • .... ... _.•ray... •,. • • .... ... .•r .. These plans have . Works. Departmen, City standards'. .Ac omission; which $dopptc °��n•'�crds brthc. ;r: f^ o desig • .n• draw; ~. as and.•' : •a. for Cif NG WALL ALA 'Final '. the Public Works iskimora catorrlicw • YRD FILL. (WADED) THE GRADE LEVEL IN THE .EIFFER WILL •` BE RE/URNED, .TO .. RE'v/5ED'CAI IN4L cweispE .. . 1.REVEGITATED. . aI, f c�utt CPvgRAC HATE PE1 ATRATI V.6TRUCT .dE iN16 ee TATED . ... • rr ,JaTI trr • :EXIST114 .. • r1/144.6 CCAIRACIE ' c�iE4C, lR ul' 6Tl�JCT, C ETAQB FE47;114e a/e4P5 47 ,wie 4/=fROA11•14 06":47/c2s/ C/•'//= PER heigi) ni PAO 1 fn. 1.74AK E5 (70 • r ,I6# A64 A• 4.7 'NW r 0646 Ds 04 , . . . . . , . . . t , . . . . . . .. • . . . . . . . ..."- .' . . . . . , . , . . ,,,■••■ J, ' e „.............................. . , . . ... ., . . . Is N . 4 •,1 , oiv.6/re 9 /.5.0 These pfana have been revienyd by the Works Department for conformance with City standards. Acceptance Is subjc rrs a Ornissicr3 . which do not authonz • adoptc:': or ordinances. -I • . for th;' • .7 ;' of the design rest:. • , desig- : !7‘.ns, deletions or r: • draw . s date. Will 'void • -.••:: and v..: : a resubntittal of 'a for - 7.1 approval. • Final ...;.nce.: is subject to ..„ Jtion ete Pubuc 'Works utilities inspec..-.:; . By: • F NAL CIRAO— E , • • 8e8 1445tRigmria ..c.ctorricr4b; rai t,Liv.' ns, n4 ELEV, fl2 > ELEv 111 ■ '„ . •, ........ ....... — • IMENCe1, ' COVERAGE 1,NATIV PENATRATION Albin 1111 dliCiirt r1L-TAil 'CC port* oxxxi:, TO OE REMOVED • ELEV.,18r2), ELEV.l�lg. ELEV. fl ELEV. 11 ELEV. ,11:, ELEV. n ELEV 174 EL V: 113 ELEV 112:.:` ELEV.' iii1 ELEV. n ELEV� 1 EDEN 1 EEV1 1- Y: 1 1 V 1 1G 4 ELEY.f °1`ro3` WV. 10;1 V. .15S v; 158` THIS 2% 'SLOPE VIV AWAY FROM CURB • SE.E'ENGINEERITts t EXISTING GRADE (NO FILL 144 Dr-Ramat) WATER COURSE ;E(FFER AT:::....:. 2 ! TNIS'SEiGtoN GUT) _II issisuiiKauurru unuseuas CUl?9 • GUTTER ,`.." — . �.� ® WAL rIPE ---� . r :A RETANING 1 1 CONSTRU TlON DETA1LS . 1 . WA.L DRAINAGE- CC CTION co 0+ 13E01'1D 1 1 0 1 5 4 E ' ..TI C GIALL fiFFOOTING. PIP B44AI„L $LOPE, 4/6 tlitt•TOPISCHARGE'PONT 1,1SC WARGErOkiT,,TO f :QUARRY 0F°A1:4;S T'8 45E.YJ t! iL.L • !PLEAS. LOCATED EYERY.2PjP1'• .14 .......... ... .:.. E� Cs L XIISTR, tl 11 MIN. 36' COVERAGE COORDINATE PENATRATIC N OF. GEOCIRID:W/..STI2UGC..DE CAIL S SHOULD THIS I3E NECESSITATED . DURING CONSTRUCTION WALL.DiRAN AGE, COLLECTION.. . PIPE SHALL'CONSIST OF 4' PEF ORAtED.RIDGE.Q PiP • • B E N I t o THE S A ( E OF THE tL 4LL •Ar '114E •CC:t JECTION'OP'Mt FOOTING!. ";THE PIPE NHALL abet 'Mt L TO tsfeic#4AW.55 14oIl�IT. DISCHARGE PONT TO E. WALLS AT BASE OF tU,ALLI CLE4 OUTS „TO. BE. LOCATED. EVE RY 2049'... -FILL TO BE FEMO D (SHADED), Tht eigAbEllytt. . IN ' DER WILL BE RETUR4ED TO AE-06#0 OFZk/NAL GCE ,1YEGITA VISED ORIGINAL. NO FILL WATER 1 WALL DRAINAGE,COLLEGTI ' PIPE sTALL CONSIST OF 4' PE ATEDAP PI- DEHIND;THE SASE'OF THE ALL AT. THE' .0 [fcw OF T C•FOOTMG. THE SHALL 2% rllra.•TO DISCHARGE PO T. DISCHARGE POINT. TO DE (WALLS AT BASE`OP WALL CLEAN OUTS TO BE LOCATED.EVE ' 200'... OLLECTIC7N i ST. "4, . D.PIPE I. OF THE-WALL OF' THE ' (MALL SLOPE E• PONT; • i . . TO BE QUARRY OF WALL:' CLEAN I TEt? EvERY 7F. : I 0' 4_ Yi! 41GA �.. ..f r• 4 2% SLOPE= 3'm' AWAY FR',Oh1 CURB 2% SLOPE 3'0' AWAY FRAM • CURB CURB.~ GUTTER ExISTING UTILITY TMCI-I. «- Mthl. 30! GOYER4C E COORDINATE PENATRATIoN ....OF.GEOGRIDAULSTRUCT. DEiAIL.S SHOULD THIS BE • N .. ECESSITATED DURING CUM9TMiCT1ot4 1 iRtimover> FILL (SHADED). THE •GRADE LEVEL IM.THE IN/MR WILL. ' t CURB BE RETURNED TO • REVISED CAIGINAL .ale4DE ... • 4 REVEGITATED. EXISTING ' UTILITY. L' MIN, 36* COVERAGE COC INATE F ENATRATION ii CF,GEOGRID Id/ STRUCT, DETAILS SI.01ED TATS .. .. ... CONSTRLiCTICN. seiwimoriensuumnstionsion WALL . MATTE - COLLECTION PIPE SHALL CONSIST OP 4' PERFORATED .RI ► p PIPE BEHIND THE BASE OF i14I:.0 ATTRECONNECTION.CF114E FOOTING. ;THE PPE SHALL GL.OPE '2 *' MIN. W I�ISC4•IA} PONT: ' ' . DISCHARGE POINT .TO.OE GLI4RRY SPALLS AT BASE OF WALL CLEAN OUTS •TO. E. LOCATED. EVERT ..20@',.:,. I. - R,EvISED ORIGINAL . . GRADE .MOGUL R FETAIN•Cz WALL FOOTING PER MA NLFAC1URES. STAND ARD CONSTRICTION DETAILS. • •••h WALL DRAINAGE COLLECTION :PI}?E WALL CONSIST OF '4' Q t ORA'CE'I7. RfaGto rift 'MVP, j'}lg E34 E THE AT THE CONNECTION CAF THE FOOTING, :THE. lid 04,4441 SLOPE 2% MIN. TO DISCNAT +EPOINT .. 'DISCHARGE POINT WOE OIJARRr SPALLS: AT BASE OF WALL. CLEAN. OUTS TO SE 'LOCATED EVI:RT'•'200': 4' •` 1' -0' we 2% SLOPE 3'®' AWAY FROM CURB EXISTING !ROOKS TO BE IREMOVEP DRANAGE COLLECTION SOALL CONSIST CF 4' ATEO; kit,GEP PIM • T1 BA% QF: TEE .11)41.4.. , ,,,, . E CONNECTION CF TWE, . PIPE WALL. SLOPE TO PI$ONARGiu.POMT: ` • ARGE POINT TO BE MARIICY... , S AT BASE OF WALL CLEAN ro•8E LOCATED EVERY '21.001.' • ELEV. fig) ELEV. 19 ELEV. ELEV. 111 ELEV. 170. ELEV. 115 ELEV. 114 ELEV. 113 ELEV, 112 ELEV. 171 ELEV. 170 EL.EV. 1‘79 ELEV. 1 3 ELEV.' .I 1 ELEV.' l'( ELEV. 165 '. ELEV. I64 ELEv. 103 :ELEV. 162 ELEV. 161 EL.EV.:ie.p, ELEV. 15 ', ELEV. 150 ` ELEV. 151 ELEV. 150. ELEV. 155. ELEV. 154. ELEV. ,153 ELEV,' 152. ELEV 15f EL EV. 150 ELEV. 149 EV:14a.: EL:EV: 147. ELEV. '.14ra ELEv ' 1:45 ELEV. ',144 . L. E 1r'; :143 ELE V, 142 . ELEVi 14.1> MAR, .2 0..200 AS NOTED e¶./11..D mist NO, ; 9801321 i•. `i!iii,, ; i4tLi.11I ■,; , 1'01,4 ; • ';‘.:2•• 1 ■1'`. .:0 • • „l": , . . ••-•••••......•-" • . ..• ••"•,'. • .:::■!."1,22;:.: "".• • ■194, No d� Or t, lest !ray ind )r N . ' YN. . A, .. :1/4 \ \ '',■,., \, N1/4 N ‘ k ., \ „ i These plans have been reviewed by the MI6 \ -, \ , \ \ ' Works Department for conformance with current\ ''s \ \ \ ‘ \ , \ City standardo. Acceptance is sui-• - • and \ -... _ , . •,„ \ \ k ‘ \ \ lomic.T.,7:-..- i••'-:::11 r'o not auth:.:-'.. nf N N , N \ \ \‘ \ 1/4 \ )ado F •._ , .r... , . . _ ,cr, ordinanc: -....„ \ \ \ \ \ (for to - - 7-.: ", coo design ..- .. ... ....) \ \ \ \ \ \ \I desic. : -- . deletions c ,. %. _ . • , ;o \ \ , , \ \ \ drnradik. i :,, ,, .:... _ , \ \ \ -pproval. . resubmittarol-7.1-• ■ ',-- 'ngs date fioll vc . „ . • -,- - :,'0 \ \ \ \ ---... \ 7 ....,„, ......., ss1 , \ PublioVorks utilities Inspect ) al cf......,;/-nce is subject to i: :;1 i _otion \. , or \ „„. / \ ' / lei st,c4 By: , \ tr-- \ ' I . 1, i i - \ i k ) , 1 A I \ i 1 ' I TY / ./. T , 1 / i AS NOCED ale FROM RO*\. �DgFE OF WA' RSE BUtf 2' FOM R: RO.W: RECEIVED CI'ry OF TUKWILA RJ R: 2.200U 4'•:•1•/> : '• • • ••;,,7; ••••1.: 7 • "..":.••••••;••••••::', •••• ■ • • • • • • • . . •!.. . • • •,. . . . .. . . ■ • . • I ■ • 1 • • • • • ■ • .• . . . ' . . ' ' - ..S.....+;..., ••••• ....,■:....1■0 74 ..7. ••••■•• 1., m1. .0.1, .61.. :eq.,. . . . • . • . . ■ • . • - • ■ • '1 es. r‘"?\,. •`,. '.- , ‘. '':'...... . , - .... -;,: ,..,. ...v. ,.... • .... ... c. ..... ..,...-- • : ,, . ... :..s,.,:,.,•...:,; • ' ...,,,..,. , ..., ..:-., ',.. :. ...,,.,-.4:... • -4,... ,.--' ' \;-• Ur Ity,tr cl ?In et 11■711 ..CL *,.-..,";:r • Works Oepattment or City st214dards. Accepta OMIS:17.117, A.:1-11.Sh do n Or thfi Pif.::.; , /utilities Inspect r. 1 1 1 1. )t 1 \ . i t t I,c.t :�d' r;4i��nii :hat the Plan Check approvals are, r �: �. `11.;01C%:i to errors and omissions and approval of - �` •,4 �I,an does. not authorize the violation" of an t �) �r. ` • , '\ . adapted code or ordinance: Receipt of con tractor's copy of approved Plans acknowledged. r t { , .k .. 1. { ,t y \ By r t r 1 Date fwedeN �S�nt r t e crroPs and MLCTD-02-3(0 • nt for " Folmar° ect to r /� r Permit No. f AcdoP h Is subject r r 8 The re �slb. r 1 f / `I /' s :th r / r S / �; or o� rests total th r r� 1 r 1 r • ofi thQ �' r revlslo r / s or tG r r �s, deletion this ,.p ! // / r • I X111 ofidrevls>�" / // f f ; / Otte i G� awtngs / resuibm ' rev"( r . / ,' 1 / eclion by • cp 'ov . / subject to tial'd insp / i CITY ( Ti�KWIlJ1 4▪ s subJ d / f / r APPROVED • oNtilities inspec f r• / /i / . 1! � i 4 / By: 1 r^ C, / /�. ,/ f _ —J MAR 2 0 2000 Zoo ,,... 1 r r a i I { ti, i AS HOfkA \ t \' tl i ! , ` ` ` BUfLDIP3 DM TON j1 t j t // �� `1 F t 1 t 1 1 �. r t { ,r i Ali. �` ill ii k '" r I` �o !` c a,f 9 { r'r �1 r �� e �: y ,.\ / a rr AL ■ ,' \ \.1 ' f ' / 'fr i'- \ \ Il y \ J ly, ,a,Mr;,•T1T,r. n��\ '\ \ \ • ~ \ \ \ sl ▪ \ f t Y C" ✓ • ... \K YS `ONE ..., ...... N'N. N. .... , ....,-.. ..... ...... .... .... . .... \ ...... AL i.: ' r •.‘,4 - -•,, R hTi6N City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director July 26, 2001 Mr. John Kappler 13400 Northup Way, Ste 33 Bellevue, WA 98005 Re: EXPIRED PERMIT APPLICATION #M198 -0236 13400 42 "d Ave S - Fosterview Estates - Retaining Wall Dear Mr. Kappler: In reviewing our current permit application files, it appears that your development permit application applied for on 12 -15 -98 has not been issued by the City of Tukwila Permit Center. Per the Uniform Building Code and /or Mechanical Code, every permit application not issued within 180 days from the date of application shall expire by limitation and become null and void. In order to renew your permit application after expiration, you will need to resubmit a new permit application, plans and supporting documentation, and the necessary plan review fees. The City of Tukwila is currently under the 1997 Uniform Building Code and 1997 Uniform Mechanical Code. As of ten -days from the date of this letter, your permit application for the work described above will be considered expired. Please contact the Permit Center at (206) 431 -3670 if you wish to submit a new permit application. Thank you for your cooperation in this matter. Sincerely, Stefania Spencer Permit Technician Xc: Duane Griffin, Building Official 6300 Southcenter Boulevard, Suite 11100 • Tukwila, Washington 98188 •: Phone: "206.431.3670 • "Fax: 206.431. 3665 PERMIT COORD pr PLAN REVIEW /R�UTING SLIP ACTIVITY NUMBER: MI98 -0236 DATE: 3 -2 -2000 PROJECT NAME: FOSTERVIEW ESTATES - RETAINING WALL SITE ADDRESS: 13400 42 AV S Original Plan Submittal Response to Incomplete Letter # XX Response to Correction Letter # 2 Revision # After Permit Is Issued DEPARTMENTS: B it inn Division P bic W.rks U Fire Prevention Planning Division n Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 3-7 -2000 Not Applicable Comments: TUES /THURS ROUTI Please Route REVIEWER'S INITIALS: Structural Review Required No further Review Required DATE: APPROVALS OR CORRECTIONS: (ten days) Approved Approved with Conditions REVIEWER'S INITIALS: DUE DATE 4 -4 -2000 Not Approved (attach comments) n DATE: CORRECTION DETERMINATION: Approved Approved with Conditions REVIEWER'S INITIALS: DUE DATE Not Approved (attach comments) n DATE: 11'kkn1111.1XX vwi City of Tukwila Department of Community Development John W.,Rants, Mayor-. Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 22e v �� Plan Check/Permit Number: ❑ Response to Incomplete Letter # Response to Correction Letter # 2--. ❑ Revision # after Permit is Issued Project Name: Project Address: , 42`° S. Contact Person: \O ■VAFR-2 Ir ii\c6 Summary of Revision: Phone Number: 1E.PU �c-1) CITY O MANILA • 11-7-77000 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of r�e�vksion Received at the City of Tukwila Permit Center by: , . Entered in Sierra on 3 -2 -00 C. City of Tukwila Department of Community Development February 15, 2000 John Kappler 13400 Northup Way, Suite 33 Bellevue, WA 98005 RE: CORRECTION LETTER #2 Development Permit Application Number MI98 -0236 Fosterview Estates — Retaining Wall 13400 — 42nd Avenue S Dear Mr. Kappler: Steven M.,Mullet, Mayor Steve Lancaster, Director This letter is to inform you of corrections that must be addressed before your development permit 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 Public Works Department. At this time, the Building Division, Fire Department and Planning Division have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206)431 -3672. Sincerely, ah,„ Brenda Holt Permit Coordinator encl xc: File No. MI98 -0236 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington' 98188.' ; phone: `206=431.3670, • PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: M198 -0236 DATE: 1 -31 -2000 PROJECT NAME: FOSTERVIEW PLAT Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # _ XX Revision # 1 Before Permit Is Issued DEPARTMENTS: Building Division • Fire PTV evention /9iu& t--1---60 2 -11 -00 Public Works MN Structural is Planning Division n /lam s -1 - Permit Coordinator ■ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 2 -1 -2000 Not Applicable Comments: TUES /THURS ROUT NG: Please Route Structural Review Required n No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) Approved Approved with Conditions n DUE DATE 2- 29-2000 Not Appr d (attach comments) FV(P) Cb vvk -c,(cm L1Fv 1- ti S1b 4 2- (s- REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: Approved DUE DATE Approved with Conditions [1 Not Approved (attach comments) Ell REVIEWER'S INITIALS: DATE: \PRROUTE.DOC 5/99 City of Tukwila John W.,Rants, Mayor Department of Community Development Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: I ` Plan Check/Permit Number: ❑ Response to Incomplete Letter # ____ ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued Project Name: FO V\ W PCA4"1-- Project Address: , /' ,� Contact Person: c\ 0 k C t iJ 'POI— V1918-02-te Phone Number: `k r 1,4k' IS 2-0 Summary of Revision: c2fEkA 7(Ci11 2.:$2T ri 01 k.-:1 MECED CITY OF TUKWILA JAN 3 1 2000 PERMIT CENTER Sheet Number(s): ' #5 ') A7 a.. "Cloud" or highlight all areas of revision incl ing Received at the City of Tukwila Permit Center by: Entered in Sierra on !� `'' CW 0 0 06/29/99 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • (206) 4314670 • Fax (206) 4314665 11/4. i�"Ylfll � Cord. Copj PLAN REVIEW/ROUTING SLIP ACTIVITY N UMBER: MI98 -o216 DATE: 4 -5 -99 PROJECT NAME: FOSTERVIEW ESTATES Original Plan Submittal Response to Incomplete Letter _la__ Response to Correction Letter # 1 Revision # After Permit is Issued DEPARTMENTS: Building Division A2u� .-ti-41f Public Works N /04r. Fire Prevention 2] Planning Division 'ltL 4fa'k -f r( Structural ❑ Permit Coordi ator lilGc, DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 4 -6 -99 Complete 4 Incomplete Not Applicable Comments: TUES /THURS ROUTING: Please Route No further Review Required Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) ❑ REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 5 -4 -99 Approved ❑ Approved with Conditions Not Approved (attach comments) D REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE. Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: 1PR•ROUTE.000 6/98 CITY OF TUKWILA Department of Community Development Permit Center 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Date: 14 "5 Plan Check/Permit Number: r 1538 .-02a0 ❑ Response to Incomplete Letter Er Response to Correction Letter *1. 1 ❑ Revision after Permit Issued Project Name: Vs -tors ieu) Env eS Project Address: N-100 00 1 Z 5 Contact Person: /' 'a. r ' VC k ibv/vl!sl Phone Number 6?57 9 3 $' e? ?3 Summary of Revision: ,WiS /0%-i) -04 /14, i 'G RECEIVED CITY OF TUKWILA APR 0 5 1999 PERMIT CENTER Sheet Number(s) "Cloud" or highlight all areas of revisions and date revisions, Submitted to City of Tukwila Permit Center 3 • &c - Er Entered in Sierra on LI _5 _qg AGI TECHNOLOGIES April 5, 1999 14,589.005 Ms. Brenda Holt Department of Community Development City of Tukwila 6300 South Center Blvd Suite 100 Tukwila, Washington 98188 Dear Ms. Holt: Development Permit Application Number MI98 -0236 Fosteiview Estates - Retaining Wall RECEIVED CITY OF TUKWILA APR 0 5 1999 PERMIT CENTER MI'1 8 O2?J. This letter is in response to your request to John Kappler at Kappler Associates Architects for corrections on development permit application #MI 98 -0236 to be addressed prior to permit approval. We have addressed the following review comments and enclosed the appropriate materials. 1. Public Works Department Comments, reviewed by Joanna Spencer, dated January 25, 1999. — Revised Plans - Wall drainage collection pipe is shown on the section and details. The discharge location, utilities, and right -of -way are shown on the civil site plan already submitted to the Department of Comnntnity Development by Kappler Associates Architects (enclosure). Geotechnical Report - A report for the project was completed by Terra Associates. AGI Technologies designed the wall based on a fax memoranda from Terra Associates dated October 26 and 29, 1998 (enclosure). 2. Tukwila Building Division, reviewed by Bob Benedicto, dated January 6, 1999. - Keystone Design Manual (enclosure). - Wall design calculations in compliance with Evaluation Report ER -4599, dated November 11, 1998 (enclosure). -- Our understanding is that AGI Technologies will perform the special inspection required for foundation conditions, reinforced backfill placement, and structural geogrid installation as outlined by Section 2.5 of Evaluation Report ER -4599. 11811 N.E. 1st Street, Suite 201 • Bellevue, Washington 98005 • P.O. Box 3885 (Zip 98009) • Phone (425) 453.8383. • FAX (425) 646.9523. WASHINGTON OREGON JAPAN Ms. Brenda Hold Department of Community Development April 5, 1999 Page 2 AGI TECHNOLOGIES Four copies of each of the documents and plans are included along with a Keystone Design Manual. We would be pleased to discuss the plans with the City of Tukwila reviewing staff at their earliest convenience. Time is of the essence for our client. If you have any questions, please contact me at. (425) 453 - 8383. Sincerely, AGI Technologies Aloes 6/4 /AY" Aaron J. Sundberg Geotechnical Engineer Dean M. White, P.E. Principal Engineer enclosures cc: • Kappler Associates John Kappler Dujardin Fowler Constuction - Gary Bumstead AJS /DMW /lsr unnIT[nu anir■u 400 owJdm.. mum% City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director February 9, 1999 John Kappler 13400 Northup Wy, Suite 33 Bellevue, WA 98005 Dear Mr. Kappler: SUBJECT: CORRECTION LETTER #1 Development Permit Application Number MI98 -0236 Fosterview Estates - Retaining Wall 13400 42 Av S This letter is to inform you of corrections that must be addressed before your revision to this development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed review comments from the Building Division and Public Works Division. At this time the Fire Department and Planning Division have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your review does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal a Revision 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 the City of Tukwila Permit Center at (206) 431 3671. . Sincerely, Brenda Holt Permit Technician Enclosures File: MI98 -0236 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 :•(206) 4314670. • F r (206),431.36x5 PUrN REVIENUtA SLIP ACTIVITY NUMBER: MI98 -0236 DATE: 12 -15 -98 PROJECT NAME: FOSTERVIEW ESTATES — RETAINING WALL XX Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter Revision # After Permit Is Issued DEPARTMENTS: BkiYr It Division 1-(o-'f1 JJS corks 110( Fire Prevention Structural n4. iszs Plannerg ing Division Permit Coordinator is DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete g 1-6-611 Incomplete ❑ Not Applicable Comments: DUE DATE: 12 -17 -98 TOES /THURS ROUTING: Please Route No further Review Required Routed by Staff El (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) Approved n Approved with Conditions evrrrsi C'v #/ hodid z -q-99 REVIEWERS INITIALS: r -� ri• L7Y DUE DATE: "1""t4"--99- Not A• •roved (attach comments) DATE: CORRECTION DETERMINATION: Approved E Approved with Conditions ❑ DUE DATE: Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: \PR•ROUTE.DOC 6/98 '1•7'?-r,!),77r,•7;77,,I.F•777,777",r77,1,77frIM,17,,frr,1-7,11-1,7:47/774717;7,i'Ve:ATX5 -,47;C:17••!'MIVr.41,(7,775,71:rn:''.7e47,,TrIcrnc:7,7;r137., ,, A 'c,Tr7741SY,F,C7Y7771 1",q, tOtri,7, c.:f • c • • . ; • *--* A * *** * A ..4.* * * * * * A * * A 4.! :V* * • * A-4. A A * *** A * A * A * •,4L * 4,1* C;ITY OF TLIKWIL,A. A. .4 74. A A Vs A., A * * A* A. * * * A TRANSMIT Nttmber: J19700082 inic,urst . 47,5 .1 r? 12/.1.5198 14:10 P ay to en t Met hod: t HE Cl( NotatiO rf 1'1J J A It D C W I P TRANSMIT ar:t***-t,t A—A * * 4 -A lo • •••• •■•• • ••• •to ■••+ Permit No , MI98-02S.6 Type: MISCPERM litSCELLANIEOLJS' PER/IIT Parcel No: 1!523()4-907S Lcmat i on 42 AV S & 135 ST, SOUTHGATE: 1)ARI( Total Fees:- 1.,.:!10.65 This Pal/went 475.15' Total ALI. Potts: 471,5,15" Account Code Desor i pi; ion AMoutit . 000/345,830 PL4r4 CHEN( NONRES . 475..15 : STEWAR:' 'TITLE COMPANY OF wASHING T OI4, INC. 1201 Third Avenue, Suite 3800 Seattle, Washington 9$101 KELLY CORNWALL., Senior Tile Officer 'T'ERESA HOL .E1iHECK, T iL? a Officer Unit No. 6 FAX Number 206- 343 -8401 Teleyhor:e Number 206- 343 -1335 Stewart Title Escrow 3224 Wetmore Avenue Everett, Washington 98201 Attention: Lisa Customer Ref.. 01941685 Title Quiet No.: 259961 A. L. T. A. COyt^7T_TRENT SCHEDULE A Effective Date: December 2, 1994, et 8:o0 *.m. Stewart 'Title Guaranty Company l icy (i es) to be issued: A. i ,';A Owner's Policy Amount $984, 000.00 Standard (X) Extended ( ) Premium $ 2,220.00 Tax 167.78 Proposed Insured: DUJARDIK INVESTMENTS and /o= assigns E. A' TA Loc.n Pcl icy Amount TO BE AGREED t1PON Standard ( ) Extended (X) Premium Tax NOTE: TBE FORTECOMIN3 LENDPAS POLICY WILL PEPLEC:' THE 9PP,OI171C LIABILITY CONTAINED ON THE INSURED) D2ED OF TRUST. Proposed znau'red: APPROPRIATE LVIDER 2. The estate or interest in the land desc,:ribed herein and which is covered by this commitment is zee simple. 3. ':he estrite or interest referrers to herein is at pate o£ Commitment 'vested in: NORTH LUTON INVESTMENT, INC, , a Panama corporation (N075: SEE SPECIAL EXCEPT:ON NUMBER to RE0AREING EXECU':ION OF THE FORTHCOM.NG D)CUN,EA"?'(S) TO BE INSURED), 4. The land referred to in this crmm.'.tcrent is ei.tuated in the County of King, State cf Washington, anal dee.ribed ae :o11ow8s As on Stnedul e A, pages 2 and °, att.acr:ed. RTIP #: tins f. sn ?. -- 711 I.L .DIV IR I.0 . 7I: R 2R-.Q _p CITY RECEIVED Milit.n7mA 7UKWILA DE:� 1 5 199$ X157 .IX74S Order No. :.59951 A.L.1'.A. COMMITM ND SCligDUi.F. A Page 2 The land referred to in this commitment i5 situated in the county of King, state of Washington, and described as follows: PARCE:, A: That portion of Government Lot 2, SCCtion .S, Township. 23 North, Range 4 cast, Wa4., in King County, Waahington, deoer�.ped as follows; Beginning at the northwest corner of said Government Lot; thence easterly along the north line thereof 586.69 feet; thence southerly parallel with the wont line of said Government Lot distance of 586.55 feet, more or less, to the north line of the south 691.50 feet of said Government Lott thence westerly along Said north line 140.03 teat to the east aim: of the west 446.67 feet of said Government Lot: thence southerly along said east .'sire 7.50 feet to the north lire of the south 684 feet cf said C- ove_nment Lot; thence westerly along said north line 143.34 feet to C.he northwest corner of a tract Of land deeded to Ralph A. Olsen and Reatha Olson by deed recorded under Recording NUMber 50892511 thence south along the west line of said deeded tract a distance of 20.00 feet to the north line of the south 664.00 feet of said Government Lot; thence westerly along said north line 303.34 feet, more or :Less, to the west "line of said Government Lot; thence northerly along said we line 606.50 feet, more or 1ese, to the point of beginning; EXCEPT that portion thereof condemned for F. 0. Folkenda11 Road in King County Superior Court Cause Number 214626; AND EXCEPT those portions thereof deeded ;.o King County for Charles E. as Road (42nd Avenue South) by deeds recorded under Recording Numbers 472354 and 5558264; (AL5W KNOWN As Parcel s, City of Tutwila Boundary Line Adjustment N. L92 -0064, as recorded under Record {ng Number 943E050706 }; GARS CEL s ; That. portion, of Tract 67, Rivers de Interurban Tracts, according to :he plat thereof. recorded in Volume 10 of Plats, page 74, in King COunty, Washington, lying northeasterly of 42nD Avenue South, as deeded to Xing Gouty by deed recorded under Recording Number 5655246; EXCITT the test 20 feat thereof, deeded to King County by deed recorded ..2ndox Recording Number 12078771 ALSO EXCEPT the north 350 feet thereof. (legal description, continued) .I.N!8 a.l.g PI;R : gR -4 -P Z1::: A,L' .A. L A COMMITMENT Page 3 Order No. 259961 L$GAI� ,DR5CRIPTto3J, ,:tontinumds PARML Ct That portion of Government Lot 3, Section 1S, Township 23 North, Aengs Tea p Washington, lyi.rg northeasterly of 42 s Avenue h�.M. , in Ling LO King County by deed recorded AL• 42nd Avenue SOatr„ �� un,deY Recording N=er SG5S246; EXCEPT County Roads. PARcsL D; to she That portion of Tract 19, Fostoria Garden 'tracts, according the J. s page 5, it (Ord County, past _'rton, recorded southwesterly a of. F , Plats, . ? doh 9 Vo. vonue . south), on lying sputa), ae oandemTlBd in King Conanty suptr4ax Court cause END OF &CU-DULt A 1;; 6 h • 9 u. • 4 2�i„► et✓ • `� ` 111 !r On rt o �.. e4 f,. ' c Ml�1f c��yr IS r`1 je f f13 , , e + 1� (� j ff.I f, I � i,gr' � 51P� :I. Tr �i s 12 j 1 L e'.S� 13 , W Ft� , p'°co° F� itf� , W I. �,� if • 1 e4 'may �_• NI�,�}{r.. ►'r,'i y�•�� ,�.._ �t a ' e i fir— ;� A� ;)c 1�.1 10 itq'iii11 t I ( • rd .�.r,r. ' f Y i ►� • 4. 1�,, .1 ' it J Nee ! 4.ri. fl S f✓ :D:i C1 ` , .! JI o►,,.,1 ws sc ..K_ '. ✓1!•'rr .1•___ S" f�y�p i; '�,.�a), t -D 54'a� y'-��G .. -" IM 5. (3 °TI! Qi. • . 1 1 ,t. 1 /..id f 1�`.u' D P,.Ir.•'' ©,1 :AIr%., .. /'- -" to S frrl..r ...el "I..•- -� . fajjk.�. -- +"•%M'"."..1142 `•'11r STEWART TITLE COMPANY OF WASHINGTON, INC. �� u t?.gi 2 "A Tradition of Excellence" Order Nu. c.'�"° TG, j 1NiPf)RTANT; Tills is not a Plat of Survey . it is lilrnishod as n comunicnce to lecalc the land indicated ltcron with rcterence :o si=ts and otl :er land, No nobility is assumed by reason of ;eltanco hereon. • pt /E't =: tins tct' 9n' x'1.1.1.1. ,1.?ivsaIS et :t : cg-: -4 .NORTH SOUTH • : A.L.T.A. COMMTTMENT SCREEDu;z 3 ?age 2 Order N. 255951 5PSCIAL EXCEPTIONS: 1. EASEMENT AND THE TERM9 AND CONDITIONS THEREOF': GRANTEE: PURPOSE: AREA AFFECTED: RECORDED: RECORDING NUMBER: 2. EASEMENT AND THE =Win : PURPOSE: AREA AFFECTED: RECORDED: RECORDING NUMBER: Pacific Telephone and Telegraph Company, a California corporation Telephone lines As now constructed in Parcel Pebruary 14, 1930 2587212 TERMS AND CONDITIONS THEREOF: Pacific Northwest Bell Telep:2c to Company and aaattle City T,ta"tt One guy stub and anchor A portion of said Parcel. A December 2, 1965 5960611 3 COVENANTS, COi4'DI .t:CNS, RESTRICTIONS AND EASEMENTS LINE ADJUSTMENT, COPY ATTACHED: RECORDED; RECORDING NUMBER, 4. RI3HT TO MAKE NECESSARY SLOPES HEREIN DESCRIBED AS GRANTED IN RECORDED: RECORDING NUMBERS: GRANTEE: 9. DELINQUENT S CQND HALF GENERAL YEAR: TAX ACCOUNT N{,'MSER : LEVY LADE: AFFECTS: CURRENT ASSESSED `ThLUT: DELz oJEN': SECOND HALF O ERAL AMOJt: T B X LLED : AMOUNT PAID: ACT DUE: cl /fii =: Tiff' f•f:t; August 8, 1994 9406480706 CONTAINZD IN FOR CUTS OR rIZ:L6 UPON PROPERTY DEED: LOT March 20, 1963 and October 23, 1953 5558464 And 5555246 King County AND SPECIAL 'TAXES AND CHARGES: 1994 152304.9013 -00 24.3 Parcei A and other property Lard: $.72,6CO.00 Improvements: NONE T.hXI S : 52,290,29 51,145.15 $1,145.14 PLUS INTEREST (continued) y ; J A.L.T.A. COMMITMENT SCHEDULE B Page 3 E. vFLINOUEU'V SECOND KLLR GENERAL YEAR: AX :.u2OUNT NUMBER: LEVY CODE: AFPEC,: S : CURRENT ASSESSED VALUE: DELINQUENT SECOND HALF' GENERAL AMOUNT 3ILT,ED: AMOUNT PAID: AMOUNT DUE: 7. DELINQUENT SECOND HALF GENERAL YEAR: TAX ACCOUNT NUMBER: LEVY CODE; AFFECTS: Ct'RR. NT ASSESSED VALUE: DELINQUENT SECOND RALR GENERAL AMOUNT T BILLED: MOUNT PAID: AMOUNT DUE: 8. D;.L2NQU_'NT SECOND rRALF GENERAL YEAR: TAX ACCOUNT NUMBER: LE t AFFECTS' CURRENT ASSESSED VALUE: DELINQUENT SECOND HALF GENERAL AMOUNT PILLED; AMOUNT PAID: AMOUNT DUE: f.t,'it�:tif�6 KR 4n? —R1111 1?;1 14a (.c Order No. 259961 AND SPEC :AL TAXES AND C.jiJaFGEEl s 1994 734060 - 1062 -04 2413 Parcel Land: S30,600.00 Improvements: NONE TAXES: $406.04 $203,02 $203,02 PLUS INTEREST AND SPECIAL TAXES AEI CHAROE9 s 1994 192304- 9003 -00 2413 Parcel. C Land: $23,3Do.00 Improvements: NONE TAXES: $311.83 $155.92 $155.91 PLUS INTEREST AND SPECIAL TAXES AND C}iAAOES.t 1994 261320.0151-05 241.3 Parcel D LUrnd: S2; 904 . oo _mprovementsa : NONE TAXES: $38.48 $19.24 $19.14 p .. nue INTtREs" (ocnt inued ) et:F 5TYJWA.T TITZ$ COMPANY 3F ViA3HIN3TON, INC. A.L.T.A. COMMITMENT Schedule 8 Order No. 259961 1. The following are the requirements t0 be complies. With A. Instruments necessary to creams the estate or interest to to insured meat be properly executed, delivered and duly fled for record, B. Payment to or for tl :s account of the g:ar.tore or :mortgagors of the full consideration for the estate or interest to be insured. II. Schedule B of the policy or Policies to be issued (as set for forth in Schedule A) will contain exceptions to the following matters unless the same arm disposed of to the satisfaction of the Company: A. Defect:a, liens, encumbrances, adverea claims or other pct t ' re, if any created, first appoarice in the public records cr attaching subsequent to the effective date hereof but prior to the date the proposed Insured acquires for value of record the estate or interest or mortgage thereon covered by this Commitment. B. OENP,r"{AL EXCEPTIONS: 1. nights or claimer of parties in possession not shown by the public records. 2. Public or private earementL, or claims of easements, not sheen by the public record. 3. 2noroaCl1IenLe, overlaps, boundary line disputes, or other natters which would be diecicsea by an accurate survey or inspection of the premises. 4, Any lien, cr right to a lien, for services, labor cr material heretofore or hereafter =urniened, lrlpOsed by law and not shown by the publio records, or Liens under the workmen's Compensation Act not shown by the public records. 5. Any title or rights asasertod by anyone including but not limited to persons, corporations, governments or other entities, to tide lends, or lands comprising the shores or bottoms of navigable rivers, lakes, bays, Ocean or Bound, or lands beyond the line of the harbor lines as established or chanced by the United States Government. G. (a) Unpatented mining claims; (b) reservaticne cr exceptions in patents or ir. Ante authorizing the issuance thereof; (c) water rights, Claims or title to water. 7. Any se_vioe, installation, connection, maintenance, capacity, or con.truetion charges for sewer, water, elactr.i.city or garbaRe removal. 8. General taxes not now payable or matters relating to special assessments and spacial Zev.'.e5, if any, preceding the same becoming a lien. 9. Indian tribal codas or regulations, radian treaty or abcrlp::na1 rights, including, but not limited to, easements or equitable servitudes. iIiR If702 f f40 EPSCIAL EXCEPTIONS: As oo Schedule a, attached. . I, I. I.I..I.dlb'W.4 i C A.L.T.A. COMMITMENT SUMMIT, H Page 4 Order No. 259961 9. The fallowing matter(s) disclosed by survey recorded under Recording NIAMber 9005299024: :'ence encroaches oatO southwesterly portion of parcel A ,,/ A copy of ua1d 6U'ey is hereto Attached. i4,. Evidence cf the identity and authority of the officers of North I.utdn ;.nve8tntent, Inc., Aa Panama corporation to execute the forthcoming inst_utnent cruet be submitted. Title is to veer in Dujas'din _nvoetments, and will then be subject tot We find no corporation under the name cujardin InvestTnente on the list of active corporations in the office of the Secretary of State. It may net be legal entity capable of acgUiring an interest. in real property, 12. Payment of Real Estate i;.xc .ae Tax, if required, The property deacribad herein is situated curio the boUnderies c' loco... taxing authority of City of Tukwila. Present Rate of Real Estate Bxcise Tax as of the date here;.:► is. 13. MattcrC relating to A1LTA Extended Pol +Cy coverage and /or Homeowners Eni;orsement coverage; The results of our inspection will be furnished by supplemental report. ND OF SCIIEDULE a Title to this property was examined by: Barry__Tesch_og Any inquiries uhcald be directed to one.of the tltie, officers eet' forth in Schedule A. cc: Games S. N err /Seattle S, /dkh /E 49Q Rt /c;to: if-0g i'F'f; Afl� -711.1 1. a. W44 l.L 2 I : R OCT -26 -9B 17 :SS FROM :TERRA ASSOCIATES ID :2066214334 PAGE 1/1 FAX MEMORANDUM TERRA ASSOCIATES, In Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences To: Bill Fowler Dujardin Development Co. From: Kevin Roberts Subject: Keystone Wall — S. 137th Street Fax Number: Date: Project Number: Project Name: (425) 334 -5041 10 -26 -98 T- 1515 -2 Fosterview Estates Bill: Last Thursday, I met with John Kappler, representatives from Keystone Retaining Wall Systems, the retaining wall contractor Landtech, and the project landscaper to discuss Keystone retaining wall construction in the eastern portion of South 137th Street. This memo provides our comments regarding construction feasibility of the wall. I have provided this information verbally to John and Gary Butmstead. Four shallow hand auger holes were advanced along the retaining wall alignment. The hand augers showed the depth to bearing soil varying between one foot and 2.5 feet below the sloping embankment surface. Sheet L1,4 dated 10 -19 -98 show retaining wall heights ranging from two to four feet over most of the alignment. The western portion of the wall will be six feet high. Bearing soil was found at a depth of two feet in the western hand auger, with greater depths to bearing soil possible adjacent to the existing culvert at the wetland crossing. Accordingly, the wall will need to be lowered two feet or more to place the foundation pad on firm bearing soil. An S -foot wall will require 9 to 10 feet (depending on block depth) from the face of the wall to the back of the reinforced zone for wall construction. With an 8 -foot distance from the wetlands buffer to the curb, it appears Keystone wall construction will not be possible in the western portion of the alignment. Keystone wall construction appears feasible in the remaining central and eastern portions of the alignment. It should also be noted that because of the space constraints, near - vertical soil cuts will be required below the curb and roadway regardless of the type of wall being constructed. With loss of soil support adjacent to S. 137th Street during wall excavation, there will be a risk of damage to the curb and pavement. In addition, any utilities located in the right -of -way will likely need to be relocated prior to wall construction. If you have any questions or require additional information, please call. Kevin P. Roberts, P.F. : John Ka ler, K ler Architects, FAX 641 -5318 Wiseouu� Signed: f .. RECEIVED CITY OF TUKWILA 12/ 9/96 12:O9PM; 1.:. 15P1r{ c;E't;-C:'iE ( 612 897 3513 -> AOI Technologies; Page 2 NO, 6059 P. 2/7 ICBC) evaluation Service, inc. 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601 -2299 A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORT Copyright ® 1997 IC80 Evaluation Service, Inc. Filing Category: DESIGN—Concrete (038) KEYSTONE RETAINING WALL SYSTEM KEYSTONE RETAINING WALL SYSTEMS, INC. 4444 WEST 76TH STREET EDINA, MINNESOTA 55435 1.0 SUBJECT Keystone Retaining Wall System. 2.0 DESCRIPTION 2,1 General: The Keystone Retaining Wall System utilizes modular concrete units for the construction of gravity or reinforced -soil retaining walls. The wall system is assembled in running bond without mortar or grout, utilizing high - strength fiberglass pins for shear connection and alignment The system may include horizontal layers of structural geogrid reinforcement in the backfilled sail mass. Keystone concrete units are available In three basic configura- tions: Standard, Compac and Cap. Standard units weigh 110 pounds (50 kg) with normal- weight aggregates and have either a straight or three -plane spilt face: 21.5 inches (546 mm) deep nominal, 8 inches (203 mm) high, and 18 inches (457 mm) wide at the exposed face, tapering to 11 inches (280 mm) at the tail. Compac units weigh 85 pounds (40 kg) with normal - weight aggregates and have either a straight or three -plane split face: 12 Inches (305 mm) deep nominal, 8 Inches (203 mm) high, and 18 inches (457 mm) wide at the ex- posed face, tapering to 12.5 inches (317 mm) at the tall. Cap units weigh 45 pounds (20 kg) and have either a straight or three -plane split face: 10.5 inches (266 mm) deep nominal, 4 inches (102 rnm) high, and 18 inches (457 mm) wide at the exposed face, tapering to 13.75 inches (350 mm) at the tail. Cap units are 1 /2•height units with- out pin holes in the top of the surface. Full•height cap units may also be utilized. The unit weights noted above 'wet vary between fabrica- tors because of mix design and aggregate weights, Actual unit weights are to be used in design. Standard and Compac units have tour holes each for installation of fiberglass connection pins. See Figure 1 for typical unit configura- tion. All units comply as Grade N, Type 1, In accordance with UBC Standard 21-4, with a minimum 28-day compressive strength of 3,000 psi (20 MPa) on the net area and a maximum water absorption of 8 percent. Unit tolerances comply with Section 21.406 of UBC Standard 21 -4. •A pultruded fiberglass pin is used to provide alignment of the units during placement, positive placement of the geogrid reinforcement, and inter -unit shear. The angle of wall inclination Is determined by location of the fiberglass pin placement during assembly. See Figure 2. The pin placement in the rear pin hole in every course provides a minimum wall inclination of 7.1 degrees from vertical towards the backtill (1 inch (25 mm) minimum setback per course), The pin placement alternating between the front and rear pin holes an verti- cally adjacent rows provides a wall inclination of approximately 3.6 ER-4599 Reissued May 1, 1997 degrees from vertical towards the backfill (1/2 inch (13 mm) mini- mum setback per course]. The pin placement during assembly in the front pin hole provides a near - vertical wall inclination of approxi- mately 0.5 degree from vertical toward the backfill (1 /a inch (3 mm) minimum setback per course). Fiberglass connection pins are made of pultruded fiberglass 0,5 inch (12.7 mm) in diameter and 5.25 inches (133 mm) long, with a minimum short beam shear strength of 6400 psi (44 MPa). Core fill is a1/2-Inch to 3/4 -Inch (12 mm to 20 mm), clean, crushed - stone material that is placed between and behind the units. The core fill provides additional weight to the completed wall section for sta- bility, local drainage at the face of the structure, and a filter to keep the backlit! soils from filtering out through the face between units. Core fill is required in all the structural units and extends back 2 feet (600 mm) from the face of the wall. Geogrld soil reinforcement Is re- quired to increase the height of the Keystone wall system above the height at which the wall is stable under Its salt - weight as a gravity system. Geogrlds are synthetic materials specifically designed for use as soil reinforcement. Geogrlds are manufactured from polyes- ter (PET), high - density polyethylene (HDPE), or polypropylene (PP) polymers, Geogrid reinforcement materials specifically tested for use with the Keystone retaining wall system are manufactured by the follow- ing companies: 1. Tensor Corporation -- HOPE "UX series" geogrlds — PP "BX series" geogrids 2. Nicolon/Mirafi Group —PET "Miragrid" geogrids 3, Strata Systems, Inc. — PET "Stratagrid" geogrids 4, Amoco Fabrics and Fiber — PP woven geotextile Geogrids must be stored at temperatures higher than -10eF (- 20 °C). Contact with mud, wet cement, and epoxy or other adhesive materials must be avoided. Prolonged exposure to sunlight of geo- grid materials should be avoided because they are subject to ultra- violet (UV) degradation. 2.2 Design: The system Is designed as a gravity or reinforced -soil retaining wall that depends on the weight and geometry of the mass to resist lateral earth pressures and other lateral forces. lateral earth pressures are determined using either Coulomb or Rankine earth pressure theory. See Figure 1. The design must include evaluation of both extemal and internal stability of the structure and include consideration of ex- ternal loads such as surcharges and seismic forces. External stability analyses are similar to those required for conventional retaining walls. Minimum safety factors are 1,5 for sliding and 2.0 for over turning (1.5 for overturning on gravity walls), and 2.0 for bearing ca- pacity. Internal stability analyses of reinforced soil structures must consider the maximum allowable reinforcement tension, pull-out re- sistance of the reinforcement behind the active failure zone, and the connection strength of geogrid reinforcement to the Keystone unit. Table 1 shows allowable design strength, (1), for the geogrids. The design strengths in the table have been reduced by a safety factor of Evaluation reports 01 1080 Evaluation Service, inn., are issued sorely to provide information 0 Clan .4 acrobat of I00, Waiting the code upon which the repo, is hated. Evaluation reports are not to be construed as representing aesthetics or any other tdtribates not specifically addressed nor at an ertderseweat or recoa mew• dation for use of the subject report. This report It bated upon independent tests or other teehntcal data submitted by the applicant. The ICBO EvaLroaon Service, Ina., teehiWils%w tiaet reviewed fie test results andlor other data, bus does not possess test facilities to snake an independent verj%icatiom There is no womanly by ICAO &siltation Service, Inc., sweet or implied, as to any "Finding" or other letter in the report or as to any product covered b the capon. Ms disclaimer inehrdes, but is not limited to, mereiaata ttMty. 1 ,—do. /ice `#P est / CITY O DEC 1 5 1998 1 f eived: 12/ 9/98 12:1OPM; 612 897 3613 -> AGI Technologies; :AEG. P. 1.:3 3' 1;P2 1.5. Additional safety factors that hi- ,,een incorporated Into the table include the creep reduction factor, and factors considering , chemical and biological damage and installation damage. Soil Inter- ' action and direct sliding coefficients are described in Table 2. Inter- , unit shear capacity equations are described in Table 3. Walls over 6 feet (1829 mm) high installed in Seismic Zones 3 or 4 are also designed for seismic Toads. A pseudo - static design proce- dure is utilized for internal, external, and wall shear analyses. Seis- mic safety factors are 75 percent of the minimum allowable static safety factors. A foundation investigation in accordance with Section 1804 of the code is required for each site, except for landscaping applications. The foundation investigation determines the soil properties and rec- ommended values for design. The design of the Keystone wail is based on accepted geotechnical principles for gravity and soil rein- forced structures. Specifics of design are found in the Keystone De- sign Manual dated November 1995. Keystone retaining wall systems are designed as follows: 1. Gravity retaining walls: The gravity wall system relies on the weight and geometry al the Keystone units to resist lateral earth pressures. Gravity wail design is based on standard engineering principles for modular concrete retaining walls. The maximum height of Keystone Standard and Campac units is shown In Fig- ure 3 for different soil and backslope combinations. Typical de- sign heights are 2.5 to 3 times the depth of the unit being used. 2. Geogrid- reinforced retaining wails: The geogrid reinforced soil system relies on the weight and geometry of the Keystone units and the reinforced soil mass to act as a coherent gravity mass to resist lateral earth pressures. The design of a reinforced soil structure is specific to the Keystone unit selected, soil reinforce - ment strength and soil interaction, soil strength properties, and structure geometry. The maximum design height Is theoretically unlimited; however, the general practical height limit is approxi- mately 50 feet (15 m). Figure 1 shows a free body diagram for a reinforced soil retaining wall. Figure 4 shows typical compo- nent details. 2.3 Structural Analysis: Structural calculations must be submitted to the building official for each wall system installation, Structural analysis Is based an accept- ed engineering principles, the Keystone Design Manual dated No- vember 1995, and the code. The analysis must Include all items noted in Sections 2.3.1 and 2.3.2 and follow the design methodology of the Keystone Design Manual dated November 1995. 2.3.1 External Stability Analysis: 1. The length of the reinforced mass is 0,6 times the height of the wall (as measured from top of leveling pad to top of wail) or as required to satisfy a safety factor of 1.5 on sliding at the base, whichever is greater. 2. The minimum safety factor for overturning the reinforced mass Is 2.0, considering the mass as a rigid body rotating about the toe of the wall. 3: Global stability analysis must be provided for walls with slopes below the toe of the wall, wails on soft foundations, walls That will be designed for submerged conditions, or tiered waifs, 4. After completion of the internal stability analysis and geogrid layout, sliding along each respective geogrid layer must be checked, including shearing through the connection at the wall ' face. 2.3.2 Internal Stability: 1. Geogrid spacing is based on local stability of the Keystone units during construction. A safety factor of 2 is used for cantilevered units overturned by the soil forces alone. Vertical spacing 15 typi- cally 2 times the depth of the unit. 2. Tension calculations for each respective layer of reinforcing must be provided. Tension is based on the earth pressure and surcharge toad calculated from halfway to the layer below to halfway to the layer above. Calculated tensions must not exceed To for each respective layer. See Table 1. •■■••■••■=wswom...( Page 3 N0, 6059 P. 3/1st, 3. Connection capacity shell be checked for eacti geogrid- to -Key- stone connection. The calculated connection capacity must be equal to or greater than the calculated tension for each layer. 4. A calculation check must be made on pullout of the upper layers of reinforcing from the soli zone beyond the theoretical Rankine failure plane (45+0/2). The pullout capacity must be equal to or greater than the calculated tension atter applying the adjustment factors shown in Table 2. 2.4 Installalion: The installation of the Keystone Retaining Wail System is as fol- lows: 1. Excavate for leveling pad and reinforced fill zone. 2. Inspect excavations for adequate bearing capacity of foundation soils and observation of groundwater conditions by a qualified geotechnical engineer. 3. Install a 6- Inch -thick (150 mm) leveling pad of crushed stone, compacted to 75 percent relative density as determined by ASTM D 4664. (An unreinforced concrete pad in accordance with Section 1923 of the code may be utilized in place of the crushed stone pad.) 4. install the first course of Keystone units, ensuring units are level from side to side and front to back, 5. install the fiberglass pin in the proper alignment hole for batter selection. 6. Fill the units with core fiii. 7. Clean the top surface of the units to remove loose aggregate. e, At appropriate levels, install geogrid reinforcing, connecting over the pins. AO geogrid reinforcement is installed by placing the geogrld aver the fiberglass pin at design elevations to prop- erty position the reinforcement. The roll or warp direction Is the direction of primary design strength of the reinforcement. Adja- cent rolls are placed side by side; no overlap Is required. 9. Pull taut to remove slack from the geogrids before placing back - fill, Pull the entire length of the geogrid taut to remove any folds or wrinkles. 10. Place and compact backfill over the geogrid layer. 11. Repeat placement of units, oorefill, backfill, and geogrids as shown on plans to finished grade. 12. Backf111 used in the reinforced fill mass must consist of suitable fine- grained or coarse - grained soil placed in lifts compacted to at least 90 percent of the maximum dry density, as determined by ASTM D 1557 (95 percent per ASTM D 898), The backfill soil properties, lift thickness, and degree of compaction shall be de- termined by the soils engineer based on site - ecifio conditions. In cut wall applications, if the reinforced soli has poor drainage properties, a granular drainage layer or synthetic drainage com- posite behind theireinforced t soil mass. buildup of y for adequate subsurface drainage must be determined by the soils engineer. 13, Stack and align units using the structural pin connection be- tween vertically adjacent units at the design setback batter. The completed wall is built with alignment tolerances of 1.5 Inches (40 mm) In 10 feet (3 m) in both the horizontal and vertical direc- tions. 14. When required by the design, geogrid reinforcement Is placed at the elevations specified in the design. The reinforced backfill must be placed and compacted no lower than the top of the unit elevation where geogrid placement is required. 2.5 Special inspection: For walls 6 feet (1829 mm) high and higher, a special inspector Is engaged to monitor foundation and reinforced 1111 soils, uncom- pacted lift thickness, and compaction procedures. Special inspec- tion tor geogrid placement also Includes verification of proper place- ment with respect to geogrid type, elevation, and orientation; proper tensioning of geogrids to remove slack; and fill placement proce- dures over geogrids. 2.6 Identification: A letter of certification must be provided for the Keystone units indi- cating the manufacturer's name and address, name of the product, eived: 12/ 9/98 12:11PM; 812 897 3513 F13Gr ..1: ::lF1ri 1,E`isTc :'jE the unit type, and the evaluation report number, for each project. Each roll of geogrid is identified by the manufacturer's name and ad- dress, the name of the product, and the product designation. Aber - giass pins are provided with each shipment, with a letter of cert'ifica- 'tion by Keystone. 3.0 EVIDENCE SUBMITTED 'Descriptive literature, calculations, and test reports. 4.0 FINDINGS That the Keystone Retaining Wail System complies with the 1994 Uniform Building Code' , subject to the following conditions: 4.1 The system is designed and instalied in accordance with this report: the Keystone Design Manual dated November 1995; manufacturer's instructions; and accepted engineer- ing principles. .a AOI Technologies; Page 4 O. 6059 P. 4 /eR -4699 4.2 The Keystone Design Manual, dated November 1995, It submitted to the building official. 4.3 The wait design calculations must be submitted to and ap- proved by the building official. 4.4 Keystone units comply with this report and UBC Standard 21-4 as Grade N, Type 1. 4.5 A foundation investigation in accordance with Section 1804 of the code is provided for each project tile. 4.6 Special inspection is regelred for foundation aondltions, reinforced beoidlli placement, and structural geagrid installation In accordance with Section 1701 of the code; Section 2.5 al this report; and the Keystone Design Manuel dated November 1995. 1996 Accumulative Sepplemeut: This report Is unaffected by the supple- meat. This report is subject to re- eltaminalloa In one year. TABLE 1— GEOGRID DESIGN STRENGTH DATA AND CONNECTION DMA . (FACTORED FOR WORKING STRENGTH DESIGN VALUES) TENSAR CIEOCAD 0 ' r DATA 0 T• (I) Cnufied stone, gravel (OW, GM) BX1200 1.0 336 (4.9) 0 >32• UX0100S13 — Sandy silt, clayey sand (SC, ML) 476 (6.9) 0.8 UX0140SD p26' 762 (I1.1) Other clays UXO150B 0.6 1270 (18.5) _ UX1400S13 889 (13) UX1500SB r 1460 (21.3) MIRAI1 MIRAGA1D Ott CH DATA r, ) 51' 838 (12.2) 7T 1069 (15.6) 8T 1668 (24.3) 101' 2199 (32.1) STRATA SYSTEMS sTIlATAGRIO DESIGN DATA To (IbJ Strata200 828(12.1) Strata 300 1026 (150) Strata 500 1506 (22,0) Strata 600 — 2532 (36.9) AMOCD 2044 FABRIC -0E3KM AAA r• (SAL) Amoco 2044 616 (9.0) J Por SI: 1 Ibllt. = 68,6 kN/rn, TABLE 2— GEOGRID INTERACTION AND SLIDING COEFFICIENTS? Ci/DOi SOILTIva 0 ONhw Cnufied stone, gravel (OW, GM) 0,34' 1.0 Sand, gravel. silty sands (SW, SM, SP) 0 >32• 0.9 Sandy silt, clayey sand (SC, ML) pee° 0.8 Sandy clay, lean clay (CL) p26' 0.7 Other clays •c26° 0.6 See Figure 1 and Keystone Design Manual. TABLE 3-- INTER -UNIT SHEAR RESf9TANCE1 sew It= 1600 +0,37 N (Pik 23 +0.11N) F =513+0.34N (F•• 7.3+0.11M into inter •unit shear resistance, F tlblliecar root (krdim) , of tin Keyssoae uni411 any dopth is i inaction of ohs pin strength and normal pressure, N flbhquare foot (kNhus)), of Keystoae units determined frtun laboratory test results in accordance with the above equations. i elved: 12/ 9/98 12:11PM; 612 897 3513 -> ` FJEC , 19g8 3:18PM ;KEYSTONE AOI Technologies; Page 5 NO, 6059 P, 5 /t"— p4ao ` sP 6 = Angle of IncJinatron Internal 5 = 2/3 External 5 = MIn ($ Rain ¢ Rat) Oft angle of Internal fiction Refer to Keystone Design Manual (November 1995) for design procedures, FIGURE 1 --FREE BODY DIAGRAM STANOAgp UNIT 110 Ib. (50kg) CAP UNrr 43 Ib. (204) eived: iv; r, 12/ 9/98 12:11PM; 1.:3 3:1SPM TI STONE f Total Height 812 897 3613 -> Aar 6059 P. 6/7R.4509 rotts Slope 1 Retained Soil Type NEAR VERTICAL WALL (Minimum setback per unit) STANDARD UNITS C Total Height Slope .1 Retained Soil Type c:1fi' ONE INCH (25mm) SETBACK WALL (25mm (1) min. setback per unit) MAX. HGT. Backslope Soil Typo Level 4H:1 V 3H:1V 21-i:1 V Sand/Gravel 5.2' (1,6m) 4.7' (1.4m) 4.6' (1.4m) 4.1' (1.2m) Silty Sand 4.7' (1.4m) 4.3' (1.3m) 4.1' (1.2m) 3.6' (1.1m) Silt/Lean Clay (i 3m) (1.2m) (31 m) (0.9m) COMPAC UNITS MAX. MGT. Backslope Soil Type Level 4 H:1 V 3H:1V 2H :1 V Sand/Gravel 2.9' (0.9m) 2.6' (0.8m) 2,5' (0.8m) 2.3' (0.7m) Silty Sand 2.6' (O.8m) 2,4' (0.7m) 2.3' (0.7m) 2.0' (0.6m) Silt/Lean Clay (0.7m) (0 6m) (0.6m) (O.5m) STANDARD UNITS MAX, HGT. Backslope Soil Type Level 4H:1 V 3H:1V r 2H:1 V Sand/Gravel 6,8' (2.1m) 6.2' (1.9m) 5.9' (1.8m) 5.3' (1.6m) Silty Si Sand 6.1' (1,9m) 5.5' (1.7m) 5.2' (1.6m) 4 -4' (1.3m) Silt/Lean Clay 5.3' (1.6m) 4.6' (1.4m) 4.1' (1.2m) 3.2' (1.Om) COMPAC UNITS MAX. HGT. Backslope Soil Type level 4H:1 V 311:1V 2H:1 V 9andJGravei 3.8' (1.2m) 3.4' (1.0m) 3.3' (1.Om) 2.9' (0.9m) Silty Sand (3.4' Om) (0.9m) (0 9.Sm) (0 7m) SilVLean Clay (3.0' m) (0.8m) (0.8m) (0.6m) Notes: Calculations assume a unit weight of 18,9 kN/sgm for all soil types. Assumed f angles for earth pressure calculations are: Sand /Gravcl=34 °. Silty Sanda30', and Sandy Slt/Leen Clay-28°. Minimum SF >1,5. No surcharge loadings are included. Surcharges or special loading conditions wfll reduce maximum wall heights. Sliding calculations assume a 1 50mm (6") crushed stone leveling pad as compacted foundation material. FIUURE 3 etved: 12/ 9/98 12:12PM; 'DEC, :, 1- 19Pb1 612 897 3513 -> AOI Technologies; Page 7 NO. 6059 P. 7/7 a-4699 Keystone Units Finished Grade 4 Setback/Batter Total Nall Height Finished Grade Baokslope or Surcharge Low Permeability Soil (Retained Soil zone E nbairV \ S Depth 4 Leveling Pad Unit Core FIII/Drainage Limit of Excavation (Rough cut) Drainage Collection Pipe (if required) Finished Grade Sac slope or Surcharge Wall Height Total Permeability Soil 1 Retained Soil Zone rv'r'r�,rYv Embedment Depth Leveling Pad Unit Core FilUDrainage Drainage Collection Pipe (if required) FIGURE 4— TYPICAL. WALL SICTION$ Limit of Excavation (Rough cut) March 13, 2000 Cizy of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster,. Director Bill Fowler Dujardin Development Company PO Box 1059 Snohomish, WA 98291 RE: Release of Bond Bond No. 11133467610 Bond No. 11141570637 Dear Mr. Fowler: This letter hereby authorizes the release of Bond #11133467610 in the amount of $284,325.00 for the construction of a keystone retaining wall, guardrail, handrail and asphalt cap for Fosterview Estates. This letter also authorizes release of Bond #11141570637 in the amount of $224,000.00 for the clearing, grading and land altering for Fosterview Estates. The scope of work has lessened for both of these bonds, therefore reduced bonds have been submitted and accepted by the City of Tukwila Public Works Department. I have enclosed copies of the original bonds submitted for your reference. If you should have any questions, please contact our office at (206)431 -3672. Sincerely, 47,1044-4a- Brenda Holt Permit Coordinator encl xc: Darlene Jakielski, American Automobile Insurance Company Jinx Harrison, Dujardin Development Company Anna Marie Nelson, Buck & Gordon Jim Morrow, Public Works Director Permit File No. PW96 -0151 and M198= 02363' 6300:Southcenter Boulevard, Suite #100 • • Tukwila, Washington 98188 •Phone: 206431.3670 •'Fax. 206 4306 City ofjukwiia DEVELOPER'S PR'.JECT WARRANTY REQUEST FORM ::.::.::...: • 8,...::der ... .. „........ :+>k ,.a�>i�l :. . x rat NAME OF DEVELOPMENT: o,.lr ,(I r Q(i1-Q. j - Cb . DATE: ( // 0 9 DEVELOPMENT ADDRESS: 11 ' r , 1WN d. L ii1 '''€ r '' I .3 �'' . i PERMIT NO.: ° IV / - 0 ( 51 CASH ASSIGNMENT NAME: 33 j l , -f jw lei TEL. NO. ` - 02 • SHALL BE REFUNDED BY MAILING TO: ADDRESS: P 0 (50X (a j y] c-I 25- 33 L1- S0 B (please print) CITY/STATE/ZIP 5wokx m 151 \AA '2-9 1 DESCRIPTION OF ITEMS TO BE COMPLETED (REFERENCE PLANS/DOCUMEI5S WHERE ITEMS ARE DESCRIBED): UMS- V1A.CA V-4,1 stT rre,f-Ltiit►;1 vk ,.) GuuvclYCI,U� IA (LVcLLI Ct.AL G&S ixtti (8- l Acl.tCcLkd - ICUM JJ (poduAA No. I [ - q S -0236) As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ 23 L X 32 S , 0c) ($150% of value to complete work described above) and attach supporting documentation for value of work. I will have this work carried out and call for a final inspection by this date: ( 1 t / 15 / C' 1 ), or risk having the City use these funds to carry out the work with their own contractor or in -house manpower. If I fail to carry out the work, I hereby authorize the City to go onto the property to carry out completion of the above deficiencies. I further agree to complete all work listed above prior to requesting inspection and release of these funds. SIGNED: uSS I Ct UAt yid- valuttid■ ' \ (rUAL. C1A. ►'1viS i flAus low YCUicW TITLE: G/ • —,� • • SIGNED: AMOUNT: fik 3c95-7 c-0 Q CASH CASH EQUIVALENT E D. THIS FUND IS AUTHORIZED TO BE ACCEPTED. X. DEPARTMENT HEAD: C- CITY RECEIPT NO. DEPOSITED THIS DATE: /1/17/99 RECEIVED BY: „.• 72 HOUR NOTIFICATION FOR INSPECTION AND RELEASE OF FUNDS DEVELOPER'S REPRESENTATIVE: 'eted >'ti y <Gl ter >: at; 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. DATE: CHECKED BY: I have reviewed the above work and found it acceptable and therefore authorize the release of the above cash assignment. AUTHORIZED BY: � LS -SLISAN. DEPARTMENT: ' L3 AMOUNT: ea- CASH EQUIVALENT - LETTER AUTHORIZING RELEASE RELEASED THIS DATE: 0, - •- 00 CASH CITY CHECK NO. RELEASED BY: , FINANCE DEPT. Upon completion through Section 2, Finance personnel shall send copies to: - Developer - Finance Department - Permit Coordinator, DCD Upon completion of entire form, Finance personnel shall send copies to: _ Developer - Finance Department -Permit Coordinator, DCD 0111131130 BOND NO. 11133467610 KNOW ALL BY THESE PRESENTS, That we, Dujardin Development Company as Principal, and the American Automobile Insurance Company corporation organized under the laws of the State of Missouri and authorized to transact the business of surety in the State of Washington as Surety, are held and firmly bound unto City of Tukwila, Washington in the just and full sum of TWO HUNDRED EIGHTY FOUR THOUSAND THREE HUNDRED TWENTY FIVE AND NO /100 - - -- ($284,325.00) for which sum, well and truly to be paid, we bind ourselves, our heirs, executors, administrators, successors and assigns, jointly and severally firmly by these presents. Sealed with our seals, and dated this 15th day of November, 1999. THE CONDITION OF THIS OBLIGATION IS SUCH, That, WHEREAS, the Principal is developing a certain tract of land in the City of Tukwila known as Fosterview Estates which development requires the performance of Removal of Embankment along the North side of 137th Street and construction of retaining wall within the City of Tukwila, and WHEREAS, said Obligee requires that a good and sufficient bortd be furnished by said Principal guaranteeing the satisfactory installation and completion of said Removal of Embankment along the North side of 137th Street and construction of retaining wall as shown in detail on the plans approved by the City of Tukwila. NOW, THEREFORE, the condition of this obligation is such that if said Principal shall well and truly perform said Removal of Embankment along the North side of 137th Street and construction of retaining wall in accordance with the above designated specifications to the satisfaction of The City of Tukwila on or before November 15, 2001 and pays all the costs incurred in completing the same, then this obligation shall be void, otherwise to be and remain in full force and effect. SEALED with our seals and dated this 15th day of November, 1999 DUJARDIN DEVELOPMENT COMPANY BY: AMERICAN AUTOMOBILE INSURANCE COMPANY BY: DARLENE JAKIELS , ATTORNEY -IN -FACT. 1! EMAN'S FUND INSURANCE COMPAN( NATIONAL SURETY CORPORATION ASSOCIATED INDEMNITY CORPORATION THE AMERICAN INSURANCE COMPANY AMERICAN AUTOMOBILE INSURANCE COMPANY GENERAL POWER OF ATTORNEY KNOW ALL MEN 13Y THESE PRESENTS: That FIREMAN'S FUND INSURANCE COMPANY, a California corporation, NATIONAL SURETY CORPORATION, an Illinois corporation, THE AMERICAN INSURANCE COMPANY, a New Jersey corporation redomesticatcd in Nebraska, ASSOCIATED INDEMNITY CORPORATION, a California corporation. and AMERICAN AUTOMOBILE INSURANCE COMPANY, a Missouri corporation, (herein collectively called "the Companies") does each hereby appoint Steven K. Bush, M. J. Cotton, Nancy J. Osborne, Mike Amundsen, S. M. Scott, Darlene Jakielski, Mark A. Jensen, Robert W. Lagler, Julie M. Glover, and Cindy L. Villasista of Kirkland, WA their true and lawful Attorney(s)-in -Fact, with full power of authority hereby conferred in their name, place and stead, to execute, seal, acknowledge and deliver any and all bonds, undertakings, recogni•ranccs or other written obligations in the nature thereof` and to bind the Companies thereby as fully and to the same extent as if such bonds were signed by the President, sealed with the corporate seals of the Companies and duly attested by the Companies' Secretary, hereby ratifying and confirming all that the said Attorney(s)-in-Fact may do in the premises. This power of attorney is granted under and by the authority of Article VII of the By -laws of FIREMAN'S FUND INSURANCE COMPANY, NATIONAL SURETY CORPORATION, THE AMERICAN INSURANCE COMPANY, ASSOCIATED INDEMNITY CORPORATION and AMERICAN AUTOMOBILE INSURANCE COMPANY which provisions arc now in full force and effect. This power of attorney is signed and sealed under the authority of the following Resolution adopted by the Board of Directors of FIREMAN'S FUND INSURANCE COMPANY, NATIONAL SURETY CORPORATION, THE AMERICAN INSURANCE COMPANY, ASSOCIATED INDEMNITY CORPORATION and AMERICAN AUTOMOBILE INSURANCE COMPANY at a meeting duly called and held, or by written consent, on the 191h day of March, 1995, and said Resolution has not been amended or repealed: "RESOLVED, that the signature of any Vice- President, Assistant Secretary, and Resident Assistant Secretary of the Companies, and the seal of the Companies may be affixed or printed on any power of attorney, on any revocation of any power of attorney, or on any certificate relating thereto, b facsimile, and any power of attorney, any revocation of any power of attorney, or certificate bearing such facsimile signature or facsimile seal shall valid and binding upon the Companies:" IN WITNESS WHEREOF, the Companies have caused the$ , prrsents to be signed by their Vice- President, and their corporate seals to be h nto affixed this t day of u e , 1 yy STATE OF CALIFORNIA COUNTY OF MARIN On this 1 Sth day of T11nP , 1999 , before me personally came Harold N. Marsh to me known, who, being by me duly sworn, did depose and say: that he is a Vice- President of each company, described in and which executed the above instrument; that he knows the seals of the said Companies; that the seals affixed to the said instrument are such company seals; that they were so affixed by order of the Board of Directors of said companies and that he signed his name thereto by like order. IN WITNESS WHEREOF, I have ereunto set my and and affixed m o trial seat, the day and year herein first above written. L OCAMPO Commission # 1163726 lik — z �s,'"� . Notary Public - California w Marin County My Comm. Expires N SS. By FIREMAN'S FUND INSURA LE COMPANY NATIONAL SURETY • RPORATION HE AMERICAN INSU E COMPANY SOCIATED INDEMN ORPORATION A ERIC AUTOMOBILE INSU'.; CE COMPANY Yicc.Presidenr STATE OF CALIFORNIA COUNTY OF MARIN 1, the undersigned, Resident Assistant Secretary of each company, DO HEREBY CERTIFY that the foregoing and attached POWER OF ATTORNEY remains in full force and has not been revoked; and furthermore that Article VII of the By -laws of each company, and the Resolution of the Board of Directors; set forth in the Power of Attorney, are now in force. SS. Signed and scaled at the County of Marin. Dated the NIlNllllflff. i,,ems,, , 15th dayof November 1999 . KIRTLEY los COLE November 12, 1999 Mr. Bill Fowler Dujardin Development Company 9623 32nd Street SE Everett, WA 98205 RE: Retaining wall at Fosterview Estates Mr. Fowler, The cost to complete the keystone retaining wall, guardrail, handrail, and walk as designated on documents supplied to the City of Tukwila as part of building permit number MI98 -0236 is $189,550 excluding WSST, The costs are broken down as follows: Excavation & drainage control Shoring & Road Protection Keystone wall & drainage Landscaping & Replacement Guardrails It asphalt capping Re-routing of utilities TOTAL $17,250 $61,215 $47,069 $7,475 $42,291 $14,250 $189,550 excluding WSST if you have any questions or concerns please call me. Sincerely, KI TL COLE ASSOCIATES, INC, odd' elson • ASSOCIATES, IN — KIFRTLCA271RAF w!'TAOLi'suM, INC. KIR�LCR.�,A4LK DGSIIIN,