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HomeMy WebLinkAboutPermit L06-016 - REDDING TOM / BALMA & HOLMBERG - HOLDAAS SHORT PLATHOLDAAS SHORT PLAT LAND DIVISION LAND DEVELOPMENT 4632 S 148 ST L06 -016 • June 27, 2006 Tom Redding Baima & Holmberg, Inc. 100 Front Street. S Issaquah, WA 98027 RE: L06 -016: Proposed Short Plat at 4432 So. 148 Street Dear Mr. Redding: The Short Subdivision Committee has completed review of your short plat application, L06 -016, and determined that it complies with all applicable City code requirements. This letter serves as the Notice of Decision per TMC 18.104.170. Based on the latest project submittal, preliminary approval is granted subject to the conditions stated below. There are four basic steps in the short plat approval process: 1. Preliminary Approval • • City of Tukwila Department of Community Development Steve Lancaster, Director NOTICE OF DECISION This letter constitutes your preliminary approval. The application was reviewed by the Tukwila Short Subdivision Committee and approved with conditions. The conditions are imposed to ensure the short plat is consistent with the Criteria for Preliminary Approval listed at TMC 17.12.020 C in the Tukwila Subdivision Code. PRELIMINARY APPROVAL CONDITIONS Steven M Mullet, Mayor 1. The Boundary Line Adjustment (L05 -042) must be recorded with the King County Department of Records and a copy of the recorded Boundary Line Adjustment (or original) is returned to the Department of Community Development. 2. Submit a landscape design plan for the Stormwater Detention Pond. The plan should address the function of the detention pond, screening from the property to the east, softening the appearance of the wall, safety and maintenance. The city recommends using native plants that are also ornamental, for instance: Q.A7•nn AM Mr. Tom Redding Baima & Holmberg, Inc. Short Plat L06 -016 June 27, 2006 For the upper dryer areas that will almost never be wet: Trees: Vine maple (Acer circinatum) Shrubs: Serviceberry (Amelanchier alnifolia (white blooms in spring)) Ocean Spray (Holodiscus discolor); Pacific Wax Myrtle(Myrica Californica (evergreen)); Nootka rose(Rosa nutkanka) Groundcover: Beach strawberry (Fragaria chiloensis); Kinnickinick For the lower slopes where it could be wet much of the year: Pacific Ninebark (Physocarpus capitatus); Clustered Rose (Rosa pisocarpa); Black Twinberry (Lonicera involucrate); Slough sedge (Carex obnupta); Small fruited bullrush (Scirpus microcarpus) 3. Prepare construction plans based on civil plan by Baima & Holmberg, Inc. dated November 1, 2005. 4. Construct and install common improvements under a Public Works Type C permit. 5. The existing garage must be removed before final approval. Contact the city for a demolition permit. 2. Public Works Permit Following Preliminary Short Plat Approval, all proposed construction related to the subdivision shall be reviewed, approved and inspected under a Public Works Type C permit. Please contact Jill Mosqueda P.E. at 206.431.2449, if you have any questions regarding permit requirements for the civil plans. A. Please provide the following when applying for the Type C permit: 1. Completed application. 2. Engineer estimate for right -of -way work. 3. Engineer estimate for onsite work 4. Modified plans as defined in `B." below. 5. The modified plans SHALL include, on the plans, approval from WD 125 and ValVue for the water and sewer connections in the right -of -way. B. Provide the following modifications to the plans: 1. Storm Water a. Provide an east to west cross - section of the pond. The cross section shall run from the property line to the east side of the access road. b. Provide a north to south cross - section of the pond. The cross section shall run from the centerline of S 148 Street to the north side of the fire department turn around. c. Provide a detail for the curb overflow. ICI) Page 2 of 5 06/27/2006 Q:\Short Plats \L06- 016PrelimApp.doc Mr. Tom Redding Baima & Holmberg, Inc. Short Plat L06 -016 June 27, 2006 APPEALS Appeal materials shall include: 1. The name of the appealing party. • 0 d. Provide bollards or other such at the maintenance access for the pond. e. Relocate CB #1 and CB #2 onto the private property. f. Provide a cleanout at each storm drain stub to each lot. 2. Access Road a. Provide signs "Private Road" and a street name sign, if needed. Fire Department does the addressing. b. Street light at access point to the right of way. 3. Frontage Improvements a. Provide a cross section for S 148 Street frontage improvements at the access road. Show all utilities, including the storm drainage. Before the Type C Permit is issued, you will need to provide: 1. Insurance, financial guarantee, business license, hold harmless for the contractor performing work in the right -of -way. Please refer to Customer Assistance Bulletin A4. 2. Performance financial guarantee for 150% of the work onsite. Before the Type C Permit is final provide: A. Documents in recordable format for recording at King County Records: 1. Maintenance plan for the water quality pond. This plan shall include a maintenance schedule and shall provide direction for charging home owners for repairs and maintenance 2. Maintenance plan for the joint access and shared utilities. This plan shall provide direction for charging home owners for repairs and maintenance 3. Two -year maintenance financial guarantee for the work in the right -of -way 4. Turnover documents for the new infrastructure in the right -of -way. For your Information • The retaining wall requires a separate permit from the building department. • The pavement mitigation fee charge for this project is $5.00/ SF of cut in the right -of- way. • A transportation impact fee per City of Tukwila ordinance No. 2111, applies and is paid under the building permits for each new single family residence. This short plat approval decision may be appealed to the Hearing Examiner. In order to appeal the decision, a written notice of appeal must be filed with the Department of Community Development within 21 days of the issuance of the Notice of Decision (June 27, 2006). The requirements for such appeals are set forth in Tukwila Municipal Code Chapter 18.116. If no valid appeals are filed within the time limit, the decision of the Department will be final. KD Page 3 of 5 06/27/2006 Q:\Short Plats \L06- 016PrelimApp.doc Mr. Tom Redding Baima & Holmberg, Inc. Short Plat L06 -016 June 27, 2006 • 2. The address and phone number of the appealing party; and if the appealing party is a corporation, association or other group, the address and phone number of a contact person authorized to receive notices on the appealing party's behalf 3. A statement identifying the decision being appealed and the alleged errors in the decision. The Notice of Appeal shall state specific errors of fact or errors in application of the law in the decision being appealed; the harm suffered or anticipated by the appellant, and the relief sought. The scope of an appeal shall be limited to matters or issues raised in the Notice of Appeal. All notices of appeal shall be submitted along with an appeal fee pursuant to the fee schedule, which is $100 for a Type 2 decision in the Low Density Residential district. Any appeal shall be conducted as an open record hearing before the Hearing Examiner. The Hearing Examiner's decision on the appeal is the City's final decision. A party who is not satisfied with the outcome of the administrative appeal process may file an appeal in King County Superior Court from the Hearing Examiner's decision pursuant to the procedures and time limitations set forth in RCW Chapter 36.70C. 3. Final Approval Once work has been completed under the Public Works permit, and final inspections have been approved, you may submit for final short plat approval. Please provide the materials specified in TMC 17.12.030 (see attached) including the survey signed by the surveyor, before and after legal descriptions, as -built plans for all new roads and utilities, signature lines signed and notarized by the property owner, etc. The recording numbers for the Easement and Maintenance Agreement must be on the plat. Please make sure the documents meet the King County Recorder's requirements, particularly the required margins. DO NOT FOLD THE FINAL SHORT PLAT SHEETS. All taxes and fees assessed against the property must be current prior to final approval. Please check with the King County Assessor's Office and the City of Tukwila Finance Department prior to submitting the final short plat. After the documents have been found to be in order, and the all of the requirements of the short plat have been met, per TMC 17.12.030 B., the Chair of the Short Subdivision Committee will sign your short plat, which constitutes a grant of final approval. 4. Recording The signature of the Chairman of the Short Subdivision Committee on the final short plat documents certifies that your short plat application is ready for recording. It is your responsibility to record the City approved short plat documents with the King County Department of Records. You will need to pay the recording fees and submit your approved original short plat to King County. See the Recording Procedures handout. Do not fold the documents as this damages the print and may require that you reprint the short plat and obtain all the approval signatures again. The short KD Page 4 of 5 06/27/2006 Q:\Short Plats \L06 -O 16PrelimApp.doc Mr. Tom Redding Baima & Holmberg, Inc. Short Plat L06 -016 June 27, 2006 plat is not complete until the recording occurs and copies of the recorded documents are provided to the Department of Community Development. After recording, the County returns the recorded original to the City of Tukwila within 4 -6 weeks, at which time your short plat is considered complete. You can shorten this processing time by hand - delivering a copy of the recorded short plat to the project planner. In many circumstances, building permits on the short platted property may not be issued until a copy of the recorded short plat (or original) is returned to the Department of Community Development. The final approved short plat must be filed with the King County Department of Records by one year from the date of this preliminary approval, , 06 or the application will expire. The City may grant a single one -year extension if requested in writing prior to the expiration date. EXPIRATION If you have any questions, please contact Kathryn Devlin, Assistant Planner, at 206 - 433 -7166. For questions about Public Works requirements, contact Jill Mosqueda P.E. at 206 - 431 -2449. For questions about the landscape design plan, contact Sandra Whitting, Urban Environmentalist, at 206 431 -3663. Sincerely, Steve Lancaster Chair, Short Subdivision Committee KD Page 5 of 5 06/27/2006 Q:\Short Plats \L06- 016PrelimApp.doc Dept. Of Community Development City of Tukwila AFFIDAVIT OF DISTRIBUTION vusa44 ( HEREBY DECLARE THAT: Notice of Public Hearing Notice of Public Meeting Board of Adjustment Agenda Pkt Board of Appeals Agenda Pkt Planning Commission Agenda Pkt Short Subdivision Agenda Shoreline Mgmt Permit FAX To Seattle Times Classifieds Mail: Gail Muller Classifieds PO Box 70 - Seattle WA 98111 Determination of- Non - Significance Mitigated Determinatio Significance of Non- Determination ficai Official Notice of Application Notice of Application forShoreli Permit Was mailed to each of the addresses listed on this year 20 n.nn.r JP FA =IRMC /A FFmAVIT -MAIL 08/29/003:31 PM Project Name: Project Number: 1 O - �O Mailer's Signature: (buif Person requesting mailing: June 11, 2007 City of Tukwila Department of Community Development Steve Lancaster, Director Mr. Tom Redding Baima and Holmberg, Inc 100 Front Street South Issaquah, WA 98027 -3817 RE: Extension Request L06 -016 Dear Mr. Redding: The City has received your extension request, dated June 5, 2007. You have requested an extension until June 27, 2008 for the above short plat. The City has concerns that the specific conditions laid out in the preliminary approval letter will not be met. One of the conditions of the short plat was to record a BLA (L05 -042) which had been filed with the City. One of the conditions of the BLA was to remove the existing detached garage on proposed lot one. The garage had to be removed because once the BLA was recorded an accessory structure (the garage) would be located on a lot that did not have a principal use (house). The City allowed a financial guarantee to be put up for the removal of the garage. This allowed the BLA to be recorded with the removal of the garage deferred until April of 2007. However, the garage has not been removed. The City will not grant an extension until the following as occurred. 1. The property owner provides a financial guarantee in the amount of $2,500. This financial guarantee will replace the financial guarantee placed by Cooper Development. 2. The property owner or representative submits for a demolition permit for the garage. Both items need to be accomplished by June 26, 2007. If you have any questions, please call (206) 431 -3684 or send an email to bmiles(aci.tukwila.wa.us. Sincerely, randon J. Miles Assistant Planner cc. File (L06 -016) Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 FROM : June , 2007 Steve ancaster City o.. Tukwila Dep; . ent of Community Development 6300 ' outhcenter. Blvd, Suite #100 Tuk.wi a, WA 98188 FAX NO. : RE: Holdaas Short Plat 4432 South 148 Street, Tukwila L06.016 Dear . Lancaster: Please short p extensi final s engine project Please all me at (425) 392 -0250 or email, me at tom@baimaholmberg.com if you have q estions or need additional information. Very y yours, BAT Tom R :•ding BAIMA & HOLMBERG INC. Dec. 16 2003 05:31AM P2 nsider this letter a request for a one -year extension to this preliminary at approval, as outlined in TMC 17.12.040. We are aware that without this n, the preliminary short plat approval will expire on June 27, 2007 if the rt plat is not recorded. We are in the process of preparing the final ring plans, and would like to request that the expiration date for the extended to June 27, 2008. & HOLMBERG, INC. (^12300122.17 11DocumnNAll.ettmfUtequell for SP Extenaion.dnc Lo-- __ o' 56/A5c, FROM : FAX NO. : Dec. 16 2003 05:31AM P1 Bai:ma & Holmberg, Inc. ENGINEERS & SURVEYORS 100 FRONT STREET SOUTH TSSAQUAH, WASHINGTON 98027-3817 PH: (425) 392 -0250 FAX : (425) 391-3055 TO: C't ATTN: DATE: FROM: CONTENTS: COMMENTS: rf e 7v kWcA S7VvL L #4- rit c� 61//407-- Al 140A-4 JOB NO: 2231 V7 491-DX1,45 PAGES (In luding this Nip): FAX NO: Ut r., 4,b Kathryn Devlin - RE: L06 -016 short pip From: <tom @baimaholmberg.com> To: < Kathryn @ci.tukwila.wa.us> Date: 6/14/06 10:13AM Subject: RE: L06 -016 short plat Kathryn, I discussed this with you a month or so ago. We haven't finalized the BLA because we are waiting on preliminary short plat approval to make sure that there are no issues that make us need to revise and re- record the BLA. If it is OK with the City, we would like to wait on the preliminary short plat approval before tearing down the existing garage and recording the BLA. Will this work? Thanks Tom Redding Baima & Holmberg 100 Front Street South Issaquah, WA 98036 (425) 392 -0250 (425) 391 -3055 fax tom @baimaholmberg.com Original Message From: Kathryn Devlin [mailto:kdevlin @ci.tukwila.wa.us] Sent: Tuesday, June 13, 2006 3:35 PM To: tom @baimaholmberg.com Subject: RE: L06 -016 short plat Tom - Looking over this application I do not see that the Boundary Line Adjustment (L05 -042) has been finaled and recorded. I mailed the Preliminary Approval letter on August 30 with the necessary conditions listed. I will attach a copy of that letter for your review. Please let me know what the progress is on that file. Kathryn Kathryn Devlin Assistant Planner 206 433 -7166 kdevlin @ci.tukwila.wa.us Page 1 March 13, 2006 Tom Redding Baima & Holmberg, Inc. 100 Front Street. S Issaquah, WA 98027 • Cizy of Tukwila RE: Holdaas Short Plat application 4432 S. 148 St Tukwila, WA 98188 L06 -016 Dear Tom: Sincerely, Kathryn Devlin Assistant Planner NOTICE OF COMPLETE APPLICATION You may reach me at (206) 433 -7166 or by email: kdevlin @ci.tukwila.wa.us. Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Your application for the Holdass Short Plat located at 4432 S. 148 Street, has been found to be complete on March 13, 2006 for the purposes of meeting state mandated time requirements. This determination of complete application does not preclude the ability of the City to require that you submit additional plans or information, if in our estimation such information is necessary to ensure the project meets the substantive requirements of the City or to complete the review process. This notice of complete application applies only to the permit identified above. It is your responsibility to apply for and obtain all necessary permits issued by other agencies. There may be permits from other agencies required which we have not identified. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 City of Tukwila Department of Community Development LAND USE PERMIT ROUTING FORM • TO: I. Building Planning ; Public Works Project: Holdaas Short Plat Address: 4436 So. 148 Street Date transmitted: 22 February 2006 Staff coordinator: Kathryn Devlin Plan check date: es? 3.o45 .c95 • J. Fire Dept. File Number L06 -016 Police Dept. Parks /Rec C 0 Comments prepared by: M-ag FEB 22 2006 PUBUCWp Response RKS requested by: 1 March 2006 Date response received: COMMENTS (Attach additional comment sheets and/or support materials as needed.) Update date: J p: routfrm 1. doc 01/29/98 Projects /L06 -016 SP prelim app • CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards Permit #: L06 -016 4 -Lot Short Plat Project Name: Holdaas Short Plat 4436 S 148 St Review #: 1 Date: 03.09.06 Reviewer: L. Jill Mosqueda, P.E. The City Of Tukwila Public Works Department (PW) has the following comments regarding your application for the above permit. Please contact me at 206.431.2449, if you have any questions. A. Please provide the following when applying for the Type C permit to install the infrastructure: 1. Completed application 2. Engineer estimate for right -of -way work 3. Engineer estimate for onsite work 4. Modified plans 5. The modified plans SHALL include, on the plans, approval from WD 125 and ValVue for the water and sewer connections in the right -of -way. B. Provide the following modifications to the plans: 1. Storm Water a) Provide an east to west cross - section of the pond. The cross section shall run from the property line to the east side of the access road. b) Provide a north to south cross - section of the pond. The cross section shall run from the centerline of S 148 Street to the north side of the fire department turn around. c) Provide a detail for the curb overflow d) Provide bollards or other such at the maintenance access for the pond. e) Relocate CB #1 and CB #2 onto the private property. fl Provide a cleanout at each storm drain stub to each lot. 2. Access Road a) Provide signs "Private Road" and a street name sign, if needed. Fire Department does the addressing. b) Street light at access point to the right of way. 1 For your Information 3. Frontage Improvements a) Provide a cross section for S 148 Street frontage improvements at the access road. Show all utilities, including the storm drainage. C. The retaining wall requires a separate permit from the building department. D. The pavement mitigation fee charge for this project will $5.00/ SF of cut in the right -of -way. E. Before the Type C Permit is issued, you will need to provide: a) Insurance, financial guarantee, business license, hold harmless for the contractor performing work in the right -of -way. Please refer to Customer Assistance Bulletin A4. b) Performance financial guarantee for 150% of the work onsite. F. Before the Type C Permit is final provide: 1. Documents in recordable format for recording at King County Records: a) Maintenance plan for the water quality pond. This plan shall include a maintenance schedule and shall provide direction for charging home owners for repairs and maintenance b) Maintenance plan for the joint access and shared utilities. This plan shall provide direction for charging home owners for repairs and maintenance 2. Two -year maintenance financial guarantee for the work in the right -of -way 3. Turnover documents for the new infrastructure in the right -of -way. Projects /L06 -016 SP prelim app • 0 2 City of Tukwila Department of Community Development LAND USE PERMIT ROUTING FORM TO: Building Planning Public Works Project: Holdaas Short Plat Address: 4436 So. 148 Street Date transmitted: 22 February 2006 Staff coordinator: Kathryn Devlin File Number L06-016 Fire Dept. Police Dept. Parks/Rec Response requested by: 1 March 2006 Date response received: COMMENTS (A ttach additional comment sheets and/or support materials as needed.) d vei_ , . , + re 4 v-etIrc • in-15 ri--A-ect4 -q vo-Ld le5J G h, c v,,? -41,, • 1, 4--,) rOvvIef.- o AA/. Irctd I -° Plan check d e: Comments Update date: prepared by: p:routfrml.doc 01/29/98 ti City of Tukwila Department of Community Development LAND USE PERMIT ROUTING FORM TO: Building Planning ,Public Works Project: Holdaas Short Plat FEB 2 2 2 Address: 4436 So. 148 Street Date transmitted: 22 February 2006 uus Response 8" WORXs requested by: 1 March 2006 Staff coordinator: Kathryn Devlin Date response received: COMMENTS (Attach additional comment sheets and/or support materials as needed.) e L Fire Dept. File Number L06 -016 LJ Police Dept. f Parks /Rec Plan check date: D .o� Comments prepared by: M �— Update date: p: routfrm 1. doc 01/29/98 CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards Permit #: L06 -016 4 -Lot Short Plat Project Name: Holdaas Short Plat 4436 S 148 St Date: 03.09.06 Reviewer: L. Jill Mosqueda, P.E. The City Of Tukwila Public Works Department (PW) has the following comments regarding the above permit application. Please contact Jill Mosqueda P.E. at 206.431.2449, if you have any questions. Dear Planner, (the following is intended for the Planner, not for the applicant) The information provided with the application shows that: 1. Appropriate provisions consistent with current Public Works standards have been made for water, sewer, storm drainage, erosion prevention and sanitary sewage disposal, 2. Appropriate provisions consistent with current Public Works Standards have been made for road, utilities and other improvements, 3. Appropriate provisions can be made for dedications, easements, and reservations, 4. Appropriate provisions can made for maintenance of commonly owned private facilities. Below this line is the PW condition for the short plat Per TMC 17.24.010, preliminary approval of subdivision constitutes approval for the applicant to develop construction plans and specifications. All proposed construction related to the subdivision shall be reviewed, approved and inspected under a Public Works Type C permit. Please contact Jill Mosqueda at 206.431.2449, if you have any questions regarding permit requirements for the civil plans. Below this line is FYI to the Applicant For the Public Works permit to install infrastructure: When addressing the following comments, please refer to TMC 17. 20, the Public Works Development Guidelines and Design and Construction Standards and Public Works Customer Assistance Bulletins available in the Public Works Department at 6300 Southcenter Boulevard, Suite 100, or online at www.ci.tukwila.wa.us . If you have Projects /L06 -016 1 questions about the following comments, please contact Jill Mosqueda P.E. at 206.431.2449. A. Provide the following when applying for the Type C permit to install the infrastructure: 1. Completed application 2. Engineer estimate for right -of -way work 3. Engineer estimate for onsite work 4. Amended plans B. Amendments to civil plans prepared by Baima and Holmberg, dated 11.01.2005 as follows: 1. Water and Sewer a) The modified plans SHALL include, on the plans, approval from WD 125 and ValVue for the water and sewer connections in the right -of -way. 2. Storm Water a) Include an east to west cross - section of the pond. The cross section shall run from the property line to the east side of the access road. b) Include a north to south cross - section of the pond. The cross section shall run from the centerline of S 148 Street to the north side of the fire department turn around. c) Include a detail for the curb overflow d) Show bollards or other such at the maintenance access for the pond. e) Relocate CB #1 and CB #2 onto the private property. f) Provide a cleanout at each storm drain stub to each lot. 3. Access Road a) Provide signs "Private Road" and a street name sign, if needed. Fire Department does the addressing. b) Street light at access point to the right of way. 4. Frontage Improvements a) Provide a cross section for S 148 Street frontage improvements at the access road. Show all utilities, including the storm drainage. For your Information A. The retaining wall requires a separate permit from the building department. B. The pavement mitigation fee charge for this project will $5.00/ SF of cut in the right -of -way. C. Before the Type C Permit is issued, you will need to provide: a) Insurance, financial guarantee, business license, hold harmless for the contractor performing work in the right -of -way. Please refer to Customer Assistance Bulletin A4. b) Performance financial guarantee for 150% of the work onsite. D. Before the Type C Permit is final provide: 1. Documents in recordable format for recording at King County Records: a) Maintenance plan for the water quality pond. This plan shall include a maintenance schedule and shall provide direction for charging home owners for repairs and maintenance Projects /L06 -016 2 b) Maintenance plan for the joint access and shared utilities. This plan shall provide direction for charging home owners for repairs and maintenance 2. Two -year maintenance financial guarantee for the work in the right -of -way. 3. Turnover documents for the new infrastructure in the right -of -way. Projects /L06 -016 3 CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS www.ci.tukwila.wa.us Development Guide lines and Design and Construction Standards Permit #: L06 -016 4 -Lot Short Plat Project Name: Holdaas Short Plat 4436 S 148 St Review #: 1 Date: 03.09.06 Reviewer: L. Jill Mosqueda, P.E. The City Of Tukwila Public Works Department (PW) has the following comments regarding your application for the above permit. Please contact me at 206.431.2449, if you have any questions. A. Please provide the following when applying for the Type C permit to install the infrastructure: 1. Completed application 2. Engineer estimate for right -of -way work 3. Engineer estimate for onsite work 4. Modified plans 5. The modified plans SHALL include, on the plans, approval from WD 125 and ValVue for the water and sewer connections in the right -of -way. B. Provide the following modifications to the plans: 1. Storm Water a) Provide an east to west cross - section of the pond. The cross section shall run from the property line to the east side of the access road. b) Provide a north to south cross - section of the pond. The cross section shall run from the centerline of S 148 Street to the north side of the fire department turn around. c) Provide a detail for the curb overflow d) Provide bollards or other such at the maintenance access for the pond. e) Relocate CB #1 and CB #2 onto the private property. f) Provide a cleanout at each storm drain stub to each lot. 2. Access Road a) Provide signs "Private Road" and a street name sign, if needed. Fire Department does the addressing. b) Street light at access point to the right of way. Projects /L06 -016 SP prelim app 1 3. Frontage Improvements a) Provide a cross section for S 148 Street frontage improvements at the access road. Show all utilities, including the storm drainage. For your Information C. The retaining wall requires a separate permit from the building department. D. The pavement mitigation fee charge for this project will $5.00/ SF of cut in the right -of -way. E. Before the Type C Permit is issued, you will need to provide: a) Insurance, financial guarantee, business license, hold harmless for the contractor performing work in the right -of -way. Please refer to Customer Assistance Bulletin A4. b) Performance financial guarantee for 150% of the work onsite. F. Before the Type C Permit is final provide: 1. Documents in recordable format for recording at King County Records: a) Maintenance plan for the water quality pond. This plan shall include a maintenance schedule and shall provide direction for charging home owners for repairs and maintenance b) Maintenance plan for the joint access and shared utilities. This plan shall provide direction for charging home owners for repairs and maintenance 2. Two -year maintenance financial guarantee for the work in the right -of -way 3. Turnover documents for the new infrastructure in the right -of -way. Projects /L06 -016 SP prelim app 2 DESCRIPTION United States Environmental Protection Agency Wet detention ponds are storm water control structures providing both retention and treatment of contaminated storm water runoff. A typical wet detention pond design is shown in Figure 1. The pond consists of a permanent pool of water into which storm water runoff is directed. Runoff from each rain event is detained and treated in the pond until it is displaced by runoff from the next storm. Office of Water EPA 832 -F -99 -048 Washington, D.C. September 1999 Storm Water Technology Fact Sheet Wet Detention Ponds By capturing and retaining runoff during storm events, wet detention ponds control both storm water quantity and quality. The pond's natural physical, biological, and chemical processes then work to remove pollutants. Sedimentation processes remove particulates, organic matter, and metals, while dissolved metals and nutrients are removed through biological uptake. In general, a higher level of nutrient removal and better storm water quantity control can be achieved in wet Riser with Trash Rack Emergency Spillway Riprap Cutoff Trench Principal Release Pipe Set on Negative Slope to Prevent Clogging Concrete Base Riprap for Shoreline Protection Normal Pool Elevation Low Flow Drain for Pond Maintenance (should be designed to provide easy access and to avoid clogging by trapped sediments.) Deep Water Zone for Gravity Settling Emergent Aquatic Plants Inlet Sediment Forebay Source: Maryland Department of the Environment, 1986. FIGURE 1 TYPICAL LAYOUT OF A WET DETENTION POND detention ponds than can be achieved with other Best Management Practices (BMPs), such as dry ponds, infiltration trenches, or sand filters. There are several common modifications that can be made to the ponds to increase their pollutant removal effectiveness. The first is to increase the settling area for sediments through the addition of a sediment forebay, as shown in Figure 1. Heavier sediments will drop out of suspension as runoff passes through the sediment forebay, while lighter sediments will settle out as the runoff is retained in the permanent pool. A second common modification is the construction of shallow ledges along the edge of the permanent pool. These shallow peripheral ledges can be used to establish aquatic plants that can impede flow and trap pollutants as they enter the pond. The plants also increase biological uptake of nutrients. In addition to their function as aquatic plant habitat, the ledges also have several other functions, which can include including acting as a safety precaution to prevent accidental drowning and providing easy access to the permanent pool to aid in maintenance. Finally, perimeter wetland areas can also be created around the pond to aid in pollutant removal. APPLICABILITY Wet detention ponds have been widely used throughout the U.S. for many years. Many of these ponds have been monitored to determine their performance. EPA Region V is currently performing a study on the effectiveness of 50 to 60 wet detention ponds. Other organizations, such as the Washington, D.C., Council of Governments (WMCOG) and the Maryland Department of the Environment, have also conducted extensive evaluations of wet detention pond performance. ADVANTAGES AND DISADVANTAGES Wet detention ponds provide both storm water quantity and quality benefits, and provide significant retrofit coverage for existing development. Benefits include decreased potential for downstream flooding and stream bank erosion and improved water quality due to the removal of suspended solids, metals, and dissolved nutrients. While the positive impacts from a wet detention ponds will generally exceed any negative impacts, wet detention ponds that are improperly designed, sited, or maintained, may have potential adverse affects on water quality, groundwater, cold water fisheries, or wetlands. Improperly designed or maintained ponds may result in stratification and anoxic conditions that can promote the resuspension of solids and the release of nutrients and metals from the trapped sediments. In addition, precautions should be taken to prevent damage to wetland areas during pond construction. Finally, the potential for groundwater contamination should be carefully evaluated. However, studies to date indicate that wet detention ponds do not significantly contribute to groundwater contamination (Schueler, 1992). The following limitation should also be considered when determining the feasibility of installing a wet detention pond: 1. Wet detention ponds must be able to maintain a permanent pool of water. Therefore, ponds cannot be constructed in areas where there is insufficient precipitation to maintain the pool or in soils that are highly permeable. In wetter regions, a small drainage area may be sufficient to ensure that there is enough water to maintain a permanent pool; whereas in more arid regions, a larger drainage area may be required. In some cases, soils that are highly permeable may be compacted or overlaid with clay blankets to make the bottom less permeable. 2. Land constraints, such as small sites or highly developed areas, may preclude the installation of a pond. 3. Discharges from ponds usually consist of warm water, and thus pond use may be limited in areas where warm water discharges from the pond will adversely impact a cold water fishery. 4. The local climate (i.e., temperature) may affect the biological uptake in the pond. 5. Without proper maintenance, the performance of the pond will drop off sharply. Regular cleaning of the forebays is particularly important. Maintaining the permanent pool is also important in preventing the resuspension of trapped sediments. The accumulation of sediments in the pond will reduce the pond's storage capacity and cause a decline in its performance. Therefore, the bottom sediments in the permanent pool should be removed about every 2 to 5 years. In most cases, no specific limitations have been placed on disposal of sediments removed from wet detention ponds. Studies to date indicate that pond sediments are likely to meet toxicity limits and can be safely landfilled ( NVPDC, 1992). Some states have allowed sediment disposal on -site, as long as the sediments are deposited away from the shoreline to prevent their re -entry into the pond. DESIGN CRITERIA In general, pond designs are unique for each site and application. Criteria for selecting the site for installation of the pond should include the site's ability to support the pond environment, as well as the cost effectiveness of locating a pond at that specific site. In addition, the pond should be located where the topography of the site allows for maximum storage at minimum construction costs (NVPDC, 1992). Site - specific constraints for pond construction may include wetlands impacts, existing utilities (e.g., electric or gas) that would be costly to relocate, and underlying bedrock that would require expensive blasting operations to excavate. The site must have adequate base -flow from the groundwater or from the drainage area to maintain the permanent pool. Typically, underlying soils with permeabilities of between 10 and 10" cm/sec will be adequate to maintain a permanent pool. All local, state and federal permit requirements should be established prior to initiating the pond design. Depending on the location of the pond, required permits and certifications may include wetland permits, water quality certifications, dam safety permits, sediment and erosion control plans, waterway permits, local grading permits, land use approvals, etc.(Schueler, 1992). Since many states and municipalities are still in the process of developing or modifying storm water permit requirements, the applicable requirements should be confirmed with the appropriate regulatory authorities. Wet detention ponds should be designed to meet both storm water quality and quantity control requirements. Storm water quantity requirements are typically met by designing the pond to control post - development peak discharge rates to pre- development levels. Usually the pond is designed to control multiple design storms (e.g. 2- and/or 10 -year storms) and safely pass the 100 -year storm event. However, the design storm may vary depending on local conditions and requirements. Storm water quality control is achieved through pollutant removal in the permanent pool. Removal efficiency is primarily dependent on the length of time that runoff remains in the pond, which is known as the pond's Hydraulic Residence Time (HRT). As discussed above, wet detention ponds remove pollutants through both sedimentation and biological uptake processes, both of which increase with the length of time runoff remains in the pond. These processes can be modeled to determine a design HRT using either the solids settling method or the eutrophication method, respectively (Hartigan, 1988). The calculated HRT will be dependent on the method selected. HRTs calculated by the eutrophication method can be up to three times greater than HRTs calculated by the solids settling method. The longer HRTs associated with the eutrophication method appear to be due to the slower reaction rates associated with the biological removal of dissolved nutrients (Hartigan, 1988). Once the design HRT has been determined, the actual dimensions of the pond must be calculated to achieve the design HRT. The primary factor contributing to a pond's HRT is its volume. Because many wet detention ponds are restricted in area, pond depth can be an important factor in the pond's overall volume. However, the depth of the pool also affects many of the pond's removal processes, and so it must be carefully controlled. It is important to maintain a sufficient permanent pool depth in order to prevent the resuspension of trapped sediments (NVPDC, 1992). Conversely, thermal stratification and anoxic conditions in the bottom layer might develop if permanent pool depths are too great. Stratification and anoxic conditions may decrease biological activity. Anoxic conditions may also increase the potential for the release of phosphorus and heavy metals from the pond sediments ( NVPDC, 1992). These factors dictate that the permanent pool depth should not exceed 6 meters (20 feet). The optimal depth ranges between 1 and 3 meters (3 and 9 feet) for most regions, given a 2 week HRT (Hartigan, 1988). Other key factors to be considered in the pond design are the volume and area ratios. The volume ratio, VB/VR, is the ratio of the permanent pool storage (VB) to the mean storm runoff (VR). Larger VBs and smaller VRs provide for increased retention and treatment between storm events. Low VB/VR ratios result in poor pollutant removal efficiencies. The area ratio, A/As, is the ratio of the contributing drainage area (A) to the permanent pool surface area (As). The area ratio is also an indicator of pollutant removal efficiency. Data from previous studies indicates that area ratios of less than 100 typically have better pollutant removal efficiencies (MD DEQ, 1986). The contours of the pond are also important. The pond should be constructed with adequate slopes and lengths. While a length -to -width ratio is usually not used in the design of wet detention ponds for storm water quantity management, a 2:1 length -to -width ratio is commonly used when water quality is of concern. In general, high length -to -width ratios (greater than 2:1) will decrease the possibility of short- circuiting and will enhance sedimentation within the permanent pool. Baffles or islands can also be added within the permanent pool to increase the flow path (Hartigan, 1988). Shoreline slopes between 5:1 and 10:1 are common and allow easy access for maintenance, such as mowing and sediment removal (Hartigan, 1988). In addition, wetland vegetation is difficult to establish and maintain on slopes steeper than 10:1. Ponds should be wedge- shaped so that flow enters the pond and gradually spreads out. ThiTriiinimizes the potential for zones with- little or no flow (Urbonas, 1993). The design of the wet pond embankment is another key factor to be considered. Proper design and L construction of the embankments will prolong the integrity of the pond structure. Subsidence and settling will likely occur after an embankment is constructed. Therefore during construction, the embankment should be overfilled by at least 5 percent (SEWRPC, 1991). Seepage through the embankment can also affect the stability of the structure. Seepage can generally be minimized by adding drains, anti - seepage collars, and core trenches. The embankment side slopes can be protected from erosion by using minimum side slopes of 2:1 and by covering the embankment with vegetation or rip -rap. The embankment should also have a minimum top width of 2 meters (6 feet) to aid in maintenance. Finally, the internal flow control of the pond must be considered. Discharge from the pond is controlled by a riser and an inverted release pipe. Normal flows will be discharged through the wet pond outlet, which consists of a concrete or corrugated metal riser and barrel. The riser is a vertical pipe or inlet structure that is attached to the base with a watertight connection. Risers are typically placed in or adjacent to the embankment rather than in the middle of the pond. This provides easy access for maintenance and prevents the use of the riser as a recreation spot (e.g. diving platform for kids) (Schueler, 1988). The barrel is a horizontal pipe attached to the riser that conveys flow under the embankment. Typically, flow passes through an inverted pipe attached to the riser, as shown in Figure 1, while higher flows will pass through a trash rack installed on the riser. The inverted pipe should discharge water from below the pond water surface to prevent floatables from clogging the pipe and to avoid discharging the warmer surface water. Clogging of the pipe could result in overtopping of the hours. These projections are supported by the results of the EPA's 1993 National Urban Runoff Program (NURP) studies. However, other studies indicate that an HRT of two weeks is required to achieve significant phosphorus removal (MD DEQ, 1986). The pond's treatment efficiency can be enhanced by extending the detention time in the permanent pool to up to 40 hours. This allows for a more gradual release of collected runoff, resulting in both increased pollutant removal and control of peak flows (Hartigan, 1988). OPERATION AND MAINTENANCE Wet detention ponds function more effectively when they are regularly inspected and maintained. Routine maintenance of the pond includes mowing of the embankment and buffer areas and inspection for erosion and nuisance problems (e.g. burrowing animals, weeds, odors) (SEWRPC, 1991). Trash and debris should be removed routinely to maintain an attractive appearance and to prevent the outlet from becoming clogged. In general, wet detention ponds should be inspected after every storm event. The embankment and emergency spillway should also be routinely inspected for structural integrity, especially after major storm events. Embankment failure could result in severe downstream flooding. When any problems are observed during routine inspections, necessary repairs should be made immediately. Failure to correct minor problems may lead to larger and more expensive repairs or even to pond failure. Typically, maintenance includes repairs to the embankment, emergency spillway, inlet, and outlet; removal of sediment; and control of algal growth, insects, and odors (SEWRPC, 1991). Large vegetation or trees that may weaken the embankment should be removed. Periodic maintenance may also include the stabilization of the outfall area (e.g. adding rip -rap) to prevent erosive damage to the embankment and the stream bank. In most cases, sediments removed from wet detention ponds are suitable for landfill disposal. However, where available, on -site use of removed sediments for soil amendment will reduce maintenance costs. COSTS Typical costs for wet detention ponds range from $17.50- $35.00 per cubic meter ($0.50 -$1.00 per cubic foot) of storage area (CWP, 1998). The total cost for a pond includes permitting, design and construction, and maintenance costs. Permitting costs may vary depending on state and local regulations. Typically, wet detention ponds are less costly to construct in undeveloped areas than to retrofit into developed areas. This is due to the cost of land and the difficulty in finding suitable sites in developed areas. The cost of relocating pre- existing utilities or structures is also a major concern in developed areas. Several studies have shown the construction cost of retrofitting a wet detention pond into a developed area may be 5 to 10 times the cost of constructing the same size pond in an undeveloped area. Annual maintenance costs can genera be estimated at 3 to 5 percent of the construction costs (Schueler, 1992). Maintenance costs include the costs for regular inspections of the pond embankments, grass mowing, nuisance control, debris and liter removal, inlet and outlet maintenance and inspection, and sediment removal and disposal. Sediment removal cost can be decreased by as much as 50 percent if an on -site disposal areas are available (SEWRPC, 1991). REFERENCES 1. Center for Watershed Protection, 1998. Cost and Benefits of Storm Water BMPs. 2. Hartigan, J.P., 1988 "Basis for Design of Wet Detention Basin BMPs," in Design of Urban Runoff Quality Control. American Society of Engineers. 1988. 3. Maryland Department of the Environment, 1986. Feasibility and Design of Wet Ponds to Achieve Water Quality Control. Sediment and Storm Water Administration. 4. Northern Virginia Planning District Commission, Engineers and Surveyors Institute, 1992. Northern Virginia BMP Handbook. em ankment and damage to the embankment (NVPDC, 1992). Flow is conveyed through the near horizontal barrel and is discharged to the receiving stream. Rip -rap, plunge pools, or other energy dissipators, should be placed at the outlet to prevent scouring and to minimize erosion. Rip -rap also provides a secondary benefit of re- aeration of the pond discharges. Planners should consider both the design storm and potential construction materials when designing and constructing the riser and barrel. Generally, the riser and barrel are sized to meet the storm water management design criteria (e.g. to pass a 2 -year or a 10 -year storm event). In many installations, the riser and barrel are designed to convey multiple design storms (Urbonas, 1993). To increase the life of the outlet, the riser and barrel should be constructed of reinforced concrete rather than corrugated metal pipe (Schueler, 1992). The riser, barrel, and base should also provide have sufficient weight to prevent flotation (NVPDC, 1992). In most cases, emergency spillways should be included in the pond design. Emergency spillways should be sized to safely pass flows that exceed the design storm flows. The spillway prevents pond water levels from overtopping the embankment, which could cause structural damage to the embankment. The emergency spillway should be located so that downstream buildings and structures will not be negatively impacted by spillway discharges. The pond design should include a low flow drain, as shown in Figure 1. The drain pipe should be designed for gravity discharge and should be equipped with an adjustable gate valve. PERFORMANCE The primary pollutant removal mechanism in a wet detention pond is sedimentation. Significant loads of suspended pollutants, such as metals, nutrients, sediments, and organics, can be removed by sedimentation. Other pollutant removal mechanisms include algal uptake, wetland plant uptake, and bacterial decomposition (Schueler, 1992). Dissolved pollutant removal also occurs as a result of biological and chemical processes (NVPDC, 1992). The removal rates of conventional wet detention ponds (i.e., without the sediment forebay or peripheral ledges) are well documented and are shown in Table 1. The wide range in the removal rates is a result of varying hydraulic residence times (HRTs), which is further discussed in the Design Criteria section. Increased pollutant removal by biological uptake and sedimentation is correlated with increased HRTs. Proper design and maintenance also effect pond performance. Studies have shown that more than 90 percent of the pollutant removal occurs during the quiescent period (the period between the rainfall events) (MD DEQ, 1986). However, some removal occurs during the dynamic period (when the runoff enters the pond). Modeling results have indicated that two- thirds of the sediment, nutrients and trace metal loads are removed by sedimentation within 24 TABLE 1 REMOVAL EFFICIENCIES FROM WET DETENTION PONDS Parameter Percent Removal Total Suspended Solid Total Phosphorus Soluble Nutrients Lead Zinc Biochemical Oxygen Demand or Chemical Oxygen Demand Schueler, 1992 50 -90 30 -90 40 -80 70 -80 40 -50 20-40 1 hydraulic residence time varies 2 hydraulic residence time of 2 weeks Source: Schueler, 1992 & MD DEQ, 1986. Hartigan, 1988 80 -90 50 -70 5. Schueler, T.R., 1992. A Current Assessment of Urban Best Management Practices. Metropolitan Washington Council of Governments. 6. Southeastern Wisconsin Regional Planning Commission, 1991. Costs for Urban Nonpoint Source Water Pollution Control Measures. Technical Report No. 31. 7. Urbonas, Ben and Peter Stahre, 1993. Storm Water Best Management Practices and Detention for Water Quality, Drainage and CSO Management. PTR Prentice Hall, Englewood Cliffs, New Jersey. ADDITIONAL INFORMATION City of Charlotte, North Carolina Steve Sands Storm Water Services, Engineering and Property Management 600 East 4t Street Charlotte, NC 28202 Illinois EPA Charles Fellman Auxiliary Point Source Program, Permit Section, Division of Water Pollution Control 1021 N. Grand Avenue East, P.O. Box 19276 Springfield, IL 62794 Minnehaha Creek Watershed District Pete Cangialosi Gray Freshwater Center, Navarre 2500 Shadywood Road, Suite 37 Excelsior, MN 55331 Polk County, Florida Bob Kollinger Natural Resources and Drainage Division 4177 Ben Durrance Road Bartow, FL 33830 City of Reynoldsburg, Ohio Larry Ward Storm Water Utility 7806 East Main Street Reynoldsburg, OH 43068 Southwest Florida Water Management District Betty Rushton 2379 Broad Street Brooksville, FL 34609 The mention of trade names or commercial products does not constitute endorsement or recommendation for the use by the U.S. Environmental Protection Agency. For more information contact: Municipal Technology Branch U.S. EPA Mail Code 4204 401 M St., S.W. Washington, D.C., 20460 EMTB Excellence h canplance through optimal technical ace/tams MUNICIPAL TECHNOLOGY BRAN H SECTION 5.3 D,�'DTIION S 4 Planting Requirements / Exposed earth on the pond bottom and interior side slopes shall be sodded or seeded with an appropriate seed mixture. All remaining areas of the tract must either be planted with grass or be landscaped and mulched with a 4 -inch cover of hog fuel or shredded wood mulch. Landscaping is encouraged, but not required, for most stormwater tract areas (see below for areas not to be landscaped). However, if provided, landscaping must adhere to the criteria which follow so as not to hinder maintenance operations. Landscaped stormwater tracts may, in some instances, be used to satisfy requirements for recreational space. In other instances, " naturalistc" stormwater facilities may be placed in open space tracts. For more information, see page 5 -26. If landscaping is proposed, the following requirements shall apply: 1. No trees or shrubs may be planted within 10 feet of inlet or outlet pipes or manmade drainage structures such as spillways or flow spreaders. Species with roots that seek water, such as willow or poplar, should be avoided within 50 feet of pipes or manmade structures. 2. Planting is restricted on berms that impound water either permanently or temporarily during storms. Note: This restriction does not apply to cut slopes that form pond banks, only to berms. a) Trees or shrubs may not be planted on portions of water- impounding berms taller than four feet high. Only grasses may be planted on berms taller than four feet. Intent: Grasses allow unobstructed visibility of berm slopes for detecting potential dam safety problems such as animal burrows, slumping, or fractures in the berm. b) Trees planted on portions of water - impounding berms less than 4 feet high must be small, not higher than 20 feet mature height, and have a fibrous root system. Table 5.3.1.A gives some examples of trees with these characteristics. Intent: These trees reduce the likelihood of blow -down trees, or the possibility of channeling or piping of water through the root system, which may contribute to dam failure on berms that retain water. Note: The internal berm in a wetpond is not subject to this planting restriction since the failure of an internal berm would be unlikely to create a safety problem. 3. All landscape material, including grass, must be planted in good topsoil. Native underlying soils may be made suitable for planting if amended with 4 inches of well- rotted compost tilled into the subgrade. Compost used should meet Ecology publication 94-38 specifications for Grade A compost quality. 4. Soil in which trees or shrubs are planted may require additional enrichment or additional compost top - dressing. Consult a nurseryman, landscape professional, or arborist for site - specific recommendations. 5. For a naturalistic effect as well as ease of maintenance, trees or shrubs must be planted in clumps to form "landscape islands" rather than evenly spaced. 6. The landscaped islands must be a minimum of six feet apart, and if set back from fences or other barriers, the setback distance must also be a minimum of six feet. Where tree foliage extends low to the ground, the six feet of setback should be counted from the outer drip line of the trees (estimated at maturity). Intent: This setback allows a 6 -foot wide mower to pass around and between clumps. 5 Shredded wood mulch is made from shredded tree trimmings, usually from trees cleared on site. It must be free of garbage and weeds and may not contain excessive resin, tannin, or other material detrimental to plant growth. 9/1/98 1998 Surface Water Design Manual 5 -24 TABLE 5.3.1.A SMALL TREES AND SHRUBS WITH FIBROUS ROOTS Small Trees / High Shrubs Low Shrubs *Red twig dogwood (Corpus sto/onifera) *Snowberry (Symphoricarpus albus) *Serviceberry (Amelanchier alnifolia) *Salmonberry (Rubus spectabilis) Strawberry tree (Arbutus unedo) Rosa rugosa (avoid spreading varieties) Highbush cranberry (Vaccinium opulus) Rock rose (Cistus spp.) Blueberry (Vaccinium spp.) Ceanothus spp. (choose hardier varieties) *Filbert (Cotylus comuta, others) New Zealand flax (Phormium penax) Fruit trees on dwarf rootstock Rhododendron (native and ornamental varieties) Ornamental grasses (e.g., Miscanthis, Pennisetum) * Native species 5.3.1 DETENTION PONDS — DESIGN CRITERIA 7. Evergreen trees and trees which produce relatively little leaf -fall (such as Oregon ash, mimosa, or locust) are preferred in areas draining to the pond. 8. Trees should be set back so that branches do not extend over the pond (to prevent leaf -drop into the water). 9. Drought tolerant species are recommended. Guidelines for Naturalistic Planting Stormwater facilities may sometimes be located within open space tracts if "natural appearing" (see page 5 -26 for details). Two generic kinds of naturalistic planting are outlined below, but other options are also possible. A booklet discussing stormwater ponds and landscaping possibilities is available at the Water and Land Resources Division; when completed, it should be consulted for additional ideas. Native vegetation is preferred in naturalistic plantings. Note: These landscaping criteria must be followed unless a landscape professional judges that long -term quality of the open space would be improved by deviating from the criteria, AND that if the facility is maintained by the County, maintenance would not be made more difficult by the deviations. Open Woodland In addition to the general landscaping criteria above, the following requirements must be met: 1. Landscaped islands (when mature) should cover a minimum of 30% or more of the tract, exclusive of the pond area. 2. Tree clumps should be underplanted with shade - tolerant shrubs and groundcover plants. The goal is to provide a dense understory that need not be weeded or mowed. 3. Landscaped islands should be placed at several elevations rather than "ring" the pond, and the size of clumps should vary from small to large to create variety. 4. Not all islands need have trees. Shrub or groundcover clumps are acceptable, but lack of shade should be considered in selecting vegetation. Note: Landscaped islands are best combined with the use of hog fuel or shredded wood mulch for erosion control (only for slopes above the flow control water surface). It is often difficult to sustain a low - maintenance understory if the site was previously hydroseeded. 1998 Surface Water Design Manual 9/1/98 5 -25 SECTION 5.3 DETENTION FACILITIES Northwest Savannah or Meadow In addition to the general landscape criteria above, the following requirements must be met: 1. Landscape islands (when mature) should cover 10% or more of the site, exclusive of the pond area. 2. Planting groundcovers and understory shrubs is encouraged to eliminate the need for mowing under the trees when they are young. 3. Landscape islands should be placed at several elevations rather than "ring" the pond. 4. The remaining site area should be planted with an appropriate grass seed mix which may include northwest meadow or wildflower species. Native or dwarf grass mixes are preferred. Table 5.3.1.B below gives one acceptable dwarf grass mix. Grass seed should be applied at 2.5 to 3 pounds per 1000 square feet. Note: Amended soil or good topsoil is required for all plantings. 5. Creation of areas of emergent vegetation in shallow areas of the pond is recommended. Native wetland plants, such as sedges (Carex sp.), bulrush (Scirpus sp.), water plantain (Alisma sp.), and burreed (Sparganium sp.) are recommended. If the pond does not hold standing water, a clump of wet - tolerant, non - invasive shrubs, such as salmonberry or snowberry, is recommended below the detention design water surface. Note: This landscape style is best combined with the use of grass or sod for site stabilization and erosion control. Detention Ponds in Recreational Tracts Projects required to provide onsite recreational space per KCC 21A.14.180 may combine the detention pond tract with the recreation space tract to receive a 50% reduction in required onsite recreational space. To receive the 50% credit, the following criteria must be met as required by KCC 21A.14.180.D: 1. The proposed stormwater tract must be dedicated or reserved as a part of a recreational space tract. 2. The stormwater pond must be constructed to meet the following requirements: a) Side slopes shall not exceed 33 percent unless they are existing, natural, and covered with vegetation. b) A bypass system or an emergency overflow pathway shall be designed to handle flow exceeding the facility design and located so that it does not pass through active recreation areas or present a safety hazard. c) The stormwater pond shall be landscaped in a manner to enhance passive recreational opportunities such as trails and aesthetic viewing. 9/1/98 1998 Surface Water Design Manual 5 -26 TABLE 5:3.1.B : STORMWATER TRACT "LOW-GROW" MIX- Seed Name Percentage of Mix Dwarf tall fescue 40% Dwarf perennial rye "Barclay" * 30% Red fescue 25% Colonial bentgrass 5% * If wildflowers are used and sowing is done before Labor Day, the amount of dwarf perennial rye can be reduced proportionately to the amount of wildflower seed used. SECTION 5.3 DETENTION FACILITIES Northwest Savannah or Meadow In addition to the general landscape criteria above, the following requirements must be met: 1. Landscape islands (when mature) should cover 10% or more of the site, exclusive of the pond area. 2. Planting groundcovers and understory shrubs is encouraged to eliminate the need for mowing under the trees when they are young. 3. Landscape islands should be placed at several elevations rather than "ring" the pond. 4. The remaining site area should be planted with an appropriate grass seed mix which may include northwest meadow or wildflower species. Native or dwarf grass mixes are preferred. Table 5.3.1.B below gives one acceptable dwarf grass mix. Grass seed should be applied at 2.5 to 3 pounds per 1000 square feet. Note: Amended soil or good topsoil is required for all plantings. 5. Creation of areas of emergent vegetation in shallow areas of the pond is recommended. Native wetland plants, such as sedges (Carex sp.), bulrush (Scirpus sp.), water plantain (Alisma sp.), and burreed (Sparganium sp.) are recommended. If the pond does not hold standing water, a clump of wet - tolerant, non - invasive shrubs, such as salmonberry or snowberry, is recommended below the detention design water surface. Note: This landscape style is best combined with the use of grass or sod for site stabilization and erosion control. Detention Ponds in Recreational Tracts Projects required to provide onsite recreational space per KCC 21A.14.180 may combine the detention pond tract with the recreation space tract to receive a 50% reduction in required onsite recreational space. To receive the 50% credit, the following criteria must be met as required by KCC 21A.14.180.D: 1. The proposed stormwater tract must be dedicated or reserved as a part of a recreational space tract. 2. The stormwater pond must be constructed to meet the following requirements: a) Side slopes shall not exceed 33 percent unless they are existing, natural, and covered with vegetation. b) A bypass system or an emergency overflow pathway shall be designed to handle flow exceeding the facility design and located so that it does not pass through active recreation areas or present a safety hazard. c) The stormwater pond shall be landscaped in a manner to enhance passive recreational opportunities such as trails and aesthetic viewing. 9/1/98 1998 Surface Water Design Manual 5 -26 J F e SECTION 5.3 Dh 11:NTION FACILITIES FIGURE 5.3.1.A TYPICAL DETENTION POND access ramp into pond see Section 5.3.1.1 for specifications 9/1/98 compacted embankment emergency overflow spillway rip rap per Table 4.4.1A NOTE: This detail is a schematic representation only. Actual configuation will vary depending on specific site constraints and applicable design criteria. 5 -28 5' min. see Figure 5.3.1.6 \ A for section cut diagrams tract lines as required altemate emergency outflow structure for ponds not required to provide a spillway (Figure 5.3.1.C) 1998 Surface Water Design Manual )\\ \-\1ow- 310' — 300' - - Exisitng' — Offsite — House 290' _ 280' — 270' 0' •Ii ?e/ � s a CD Existing Grade MSE Wall Pond Dead Storage 25' Storm Water Pond Area 50' SECTION A - A SCALE: 1 " =15' 75' See Appendix 'C' Access Road �- Geogrid Area 100' 2:1 Cut Slope 125' Cross Section VIEW THRU HOUSE, POND, and DRIVE Holdaas Preliminary Subdivision DENNIS JOULE, P.E. 31700 S.E. 48th STREET FALL CITY, WASHINGTON 98024 (208) 222-4681 BAIMA & HOLMBERG INC. RECEIVED FEB 16 2006 TECHNICAL INFORMATION REPORT COMMUNU rY DEVELOPMENT for Holdaas Short Plat February 1, 2006 'EMUS-- - _-11 38 06 -- Baima & Holmberg, Inc. Job No. 2237 -001 Prepared For Tim Holdaas 4432 South 148 Tukwila, WA 98168 SECTION 'i'i'1'LE TABLE OF CONTENTS 1 PROJECT OVERVIEW 2 CONDITIONS AND REQUIREMENTS SUMMARY 3 OFFSITE ANALYSIS 4 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN 6 SPECIAL REPORTS AND STUDIES 7 OTHER PERMITS 8 ESC ANALYSIS AND DESIGN 9 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 10 OPERATIONS AND MAINTENANCE MANUAL SECTION 1 PROJECT OVERVIEW Project Overview This project involves the development of a 1.11 -acre parcel into 4 single - family lots. The site is located at 4432 South 148 on the north side of the street, between 42 Avenue South and 46 Avenue South. The site currently has a large garage with driveway, about '/2 acre of woods, with the rest lawn/yard. The parcel is part of a pending boundary line adjustment —the other parcel contains an existing house that will remain. The existing garage will be removed. The site slopes down to the south, towards 148 at about 5% to 20 %. Per the geotech report for this project, the site is underlain with till soil. Proposed Drainage Controls A combination Level 2 detention pond and Basic Water Quality wet pond is being proposed to provide the required detention and water quality control for the project. TAX 0040000781 I /1 ' 1 TAX 0040000782 01:111111:1. WOW INN if KW LOCUM le x 1 —3 °La.. 1,1±1 11 ■11 11. 1_ • IIONOT NOM .‘, LO 2 \ LOT •A C T 1 H \\ \ .',.. \ ,.‘, V i. 't x. I{ ' ? \ '7. \ \ k s. \ \ 1 1 \ \ \ ......... Lerr a BLOCIf 6 A \ D \/ H 1 141: . ., , r . ... , --. , .y:. --t , \ , \ TAX # 0040000 • ,. \ \ \ ■■■ O FtSeE ''' ' \ 1 1 '\'. \'.,...'. , 1 I TO RE1.0 , 1 \ \ E_CFNE 0 \ VC. 4 :.-. 7'I 1. to. NA taxelt CM TR I #001 1111.M.St no.r-nal / NVOJ FENCE ON TCP OF 'MEC WALI. LOT 12 N Site Plan Vicinity Map 0 ml 0.2 0.4 0.6 Copyright ®1988-2000 Microsoft Corp. and/or its suppliers. All rights reserved. http: //www.microsoft.com/Streets 0 Copyright 1999 by Geographic Data Technology, Inc. All rights reserved. 01999 Navigation Technologies. All rights reserved. This data includes information taken with permission from Page 1 Canadian authorities 0 Her Majesty the Queen in Right of Canada. 0 Copyright 1999 by Compusearch Micromarketing Data and Systems Ltd. . �:: ��.:. , te r. � f•• ,- 'i � °;�.�• � �: .:.'. G t ^xis;_ - :: �.Y . PY�sgY a`.* *- ';:=S.... e• ..!.i'� Yt.• 61 - • Y • \ . 1 4 i - '_ . N... 0r 1 = � ... + ,,art, - � �� NIsIY AGEiBfi��IfV� a :���• � ., .� :��� � � , r�5�1�t ;�= � .:::c2-:V"; . _.e i. .r'i�8�:s it:, 4. rl � X( L'v=t. .. .... �5.. .. ,.r- , a - • . ^'1 •.�+ ?i ... . .. .a.. Community n e c P 7)i-14i V i . Drainage Basin King County Department of Development and.Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Patti PROJECT OWNERAND 'PROJECTENGINEER S Address 11143z *• /96740r Phone Pro•ec ngineer 1 B Pl- D'I Company ` rt4ltmtl Address/Phone 4Zsi — 19 -® z )'ATR-1 °AMA Subdivison • Short Subdivision Grading Commercial Other :Part 2 _+PROJECT:LOCATION AND iDESCRIPTION Project Name +lOc,1DR 5 Si 1 - Location Township 4 Range z3 N Section �Z s par •, i� ' - ti- Y - � - a'- , ; 47 .aa.�i::•X a u tf`O3NER+R IEWS'ALCID P,EIiIM ITS • DFW • HPA COE 404 DOE Dam Safety FEMA Floodplain COE Wetlands Shoreline Management Rockery Structural Vaults Other its 1T 4 . AC ERI River Stream Critical Stream Reach Depressions /Swales Lake Steep Slopes Floodplain Wetlands Seeps /Springs High Groundwater Table Groundwater Recharge Other Soil Type_ Slopes Erosion Potential Erosive Velcoties 414W14 op 5r - Zo ° l o Additional Sheets Attached art DEVELOPMENT% LIMITATIONS REFERENCE Ch. 4 — Downstream Analysis LIMITATION/SITE CONSTRAINT IF Additional Sheets Attached a ei riAgsaottpiitft 131REMENT } • t- `��p+�.a�T�;�1.a S'y^41'Ryt6.`0. ! vo 2F'i n );.s MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION Sedimentation Facilities V Stabilized Construction Entrance Perimeter Runoff Control /Clearing and Graing Restrictions I Cover Practices ✓Construction Sequence Other Pitt kF57.4 MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION 4 /Stabilize Exposed Surface . ,V Remove and Restore Temporary ESC Facilities ✓lean and Remove All Silt and Debris 4V Ensure Operation of Permanent Facilities q /Flag Limits of SAO and open space V preservation areas Other t SURFACEWATER SYSTEM Grass Lined Channel Tank Vault Energy Dissapator Wetland Stream Pipe System Open Channel Dry Pond )( Wet Pond Brief Description of System Operation . G Description of System Operation . G Infiltration Depression Flow Dispersal Waiver Regional Detention Method of Analysis r-C Compensation/Mitigati on of Eliminated Site Storage Facility Related Site Limitations Reference Facility Limitation �. IIRSTRUG JAL- aY . IS °> _ ` 04:E4 5•-` Cast in Place Vault Retaining Wall Rockery> 4' High Structural on Steep Slope Other _ ttP472 SE .,,.;� -�: � .:- ; }- ;�.. -••� r � ��...,.�. rte- xn. Drainage Easement Access Easement Native Growth Protection Easement Tract Other WaFt 3�:. GNATU OFSSIONALZENGINEER= � .. «����'. .�'; : rte - '_ .�.�Y .�f_.. „ � -. .:{'�i '. for a civil engineer under my supervision my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. DDI Signed/Date SECTION 2 CONDITIONS AND REQUIRMENTS SUMMARY SECTION 3 OFFS1'1i ANALYSIS Project Overview This project involves the development of a 1.11 -acre parcel into 4 single - family lots. The site is located at 4432 South 148 on the north side of the street, between 42 Avenue South and 46 Avenue South. The site currently has a large garage with driveway, about % acre of woods, with the rest lawn/yard. The parcel is part of a pending boundary line adjustment —the other parcel contains an existing house that will remain. The existing garage will be removed. The site slopes down to the south, towards 148 at about 5% to 20 %. Per the geotech report for this project, the site is underlain with till soil. Downstream Drainage Runoff from this site collects in a ditch along the north side of 148 Near the southwest property corner, the ditch drains into a 12" storm system. The 12" storm continues flowing west about 900' to the intersection of 148 and 42 " The 12" turn south, draining into a storm line flowing south under the southbound lane of 42 " Because 42 is a busy street, the storm pipe size was not determined —an out -of -date City drainage map suggested 18 ". This assumed 18" pipe flows south at least to the intersection South 42" Avenue with South 154 Street, about 2000' downstream from the site. Also because of traffic, it was not clear whether the storm system continued draining another 500' south to Gilliam Creek, or turned east at 154 An outfall was located about 400' west of the intersection, draining into a birdcage CB in Gilliam Creek —this was assumed to be the flow path. In any case, the site drains into Gilliam Creek in the area of the intersection of 42 " 154 about '/2 mile downstream. There were no apparent drainage problems, although there was evidence the creek had very high flows recently. Proposed Drainage Controls A combination Level 2 detention pond and Basic Water Quality wet pond is being proposed to provide the required detention and water quality control for the project. gsr 1. 04 4..640 _fess' _I 14.4.,07.4 ■41 SI )D • .410 • • :ad • :. wrz,-,...-..-7.-i_ _..ii.3. • - --: -. , ; .... , s 40iSti SI CTSLJL 4 ••140 • I las . • • ./. cy 1.... 1 , ,..... • •:: ..-.11—,....... 1 pd. .... 77 i 1 • ,,„1 MS • I st, QIC Id i 1 -."-Ir d• 4., i •• jjni..r. , ; ty , ., . ...rd..... - - OP I ii r 1... •01. •'. ;:: 1 --- - - - - ... .. '"'• .4 '...,aa . : 41' ma raw -- - - --=...,. _— —....- --...r.,:dirt_•4;,_ ."----.44,11 s. now. sr ,. 1 .A.tC 06 .. .. • • ww1 . ,.' ' . l'I*1 •,.> •:, 1 *.• . ;: ....u.......,.., •••••,.. • s t lelit ST U i1 a ADAM me - I • r i , •\ ' Ir V :ww • • ww• row A : - war r..tt n_ • aft --..— 2 11D r 004200 H aro war ■••••••• ' I 11.11- • fS " • ij rs. -swot. ! iv! ! ; 6 I J1 et, ....„ . 21..1 ' I • •• was car • • N Downstream Drainage Map 1" = 300'± CITY HALL SUBBASIN Seattle Tacoma I :ernatlonal Airport ♦ --�• 144th Street 1 \ 1-5 WEST m 1 1 1 North \ SUBBASIN 11 • v 1 � _ / ^\ ` �" Tributary \ N 1 • l 1 T I ° g \ \ 5 ` 1 " f 1 1 \ 1 \ ■ • 1-5 EAST \ i , \ ■ SUBBASIN 11 WSDOT 1 j • wetland Fonda I Tributary ....._______L.._, ` 1 , ' ler8n Tukwila _ f / ." \ ~ - // — 160th Street 1. —� J r , / -, i I [ — ,. rl ,� Sct:lhcenter it `-- - -1 ! J ♦ j ! p i CRYSTAL SPRINGS 1 SUBBASIN `, nds (j I \ ° a o , • I f 1 SOUTHCENTER I City of Seat= — SUBBASIN \ \ ♦ ' tt ?66th Street � � ' I a..� � 1111 / ii Legend — MaJor streets Open channel Piped flow — Subbasln boundary �•�• Political boundary 0 960 feet Figure 2. Gilliam Creek basin cbaraeteristies_ SECTION 4 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN - • TAX 1 0040000781 /1 / L _ _ _ TAX 1 0040000782 MEM 11•1111171Z TIT •-se iv 1.030111 N • ____ • 111.1.11.11 ran cr.c.-n 1. 7 . 1 - ::::: 1 :::,;,: V - • 1 \ 1 \ ) / A C T 5\ • \ • 10•1..11.51 se. 11 6 FENCE ON TCP OF 'CONC WALL LOT 12 N Site Plan 1" = 60' BAIMA & HOLMBERG, INC. 100 Front Steet South ISSAQUAH, WASHINGTON 98027 -3817 (425) 392 -0250 FAX (425) 391 -3055 g JOB SHEET NO OF CALCULATED BY CHECKED BY DATE SCALE DATE WO BAIMA & HOLMBERG, INC. 100 Front Steet South ISSAQUAH, WASHINGTON 98027 -3817 (425) 392 -0250 FAX (425) 391-3055 JOB zZ3 4v©/ SHEET NO CALCULATED BY DATE CHECKED BY DATE SCALE BAIMA & HOLMBERG, INC. 100 Front Steet South ISSAQUAH, WASHINGTON 98027 -3817 (425) 392 -0250 FAX (425) 391 -3055 D7T'flo&i C; N 6 JOB X -o©/ SHEET NO OF Q CALCULATED BY 77Z-- DATE (J/ z 7 /es CHECKED BY CHECKED BY DATE (( SCALE -z, Reg) 0490170e.„ BAIMA & HOLMBERG, INC. 100 Front Steet South ISSAQUAH, WASHINGTON 98027 -3817 (425) 392-0250 FAX (425) 391 -3055 JOB 203 - SHEET NO OF CALCULATED BY CHECKED BY DATE SCALE DATE b/Z 7fe5 Existing Conditions KCRTS Peaks Flow Frequency Analysis Time Series File:2237u.tsf Project Location:Sea -Tac - -- Annual Peak Flow Rates-- - Flow Rate Rank Time of Peak (CFS) 0.083 0.041 0.079 0.025 0.047 0.076 0.071 0.141 Computed Peaks 2 2/09/01 15:00 7 1/05/02 16:00 3 2/28/03 3:00 8 8/26/04 2:00 6 1/05/05 8:00 4 1/18/06 16:00 5 11/24/06 4:00 1 1/09/08 6:00 Developed Conditions KCRTS Peaks Flow Frequency Analysis Time Series File:2237d.tsf Project Location:Sea -Tac - -- Annual Peak Flow Rates-- - Flow Rate Rank Time of Peak (CFS) 0.172 0.131 0.210 0.132 0.161 0.182 0.190 0.360 Computed Peaks 5 2/09/01 2:00 8 1/05/02 16:00 2 2/27/03 7:00 7 8/26/04 2:00 6 10/28/04 16:00 4 1/18/06 16:00 3 10/26/06 0:00 1 1/09/08 6:00 Flow Frequency Analysis - - Peaks - - Rank Return Prob (CFS) 0.141 0.083 0.079 0.076 0.071 0.047 0.041 0.025 0.121 Period 1 100.00 0.990 2 25.00 0.960 3 10.00 0.900 4 5.00 0.800 5 3.00 0.667 6 2.00 0.500 7 1.30 0.231 8 1.10 0.091 50.00 0.980 Flow Frequency Analysis - - Peaks - - Rank Return Prob (CFS) Period 0.360 1 100.00 0.990 0.210 2 25.00 0.960 0.190 3 10.00 0.900 0.182 4 5.00 0.800 0.172 5 3.00 0.667 0.161 6 2.00 0.500 0.132 7 1.30 0.231 0.131 8 1.10 0.091 0.310 50.00 0.980 3.25' Deep KCRTS Level 2 Detention Pond Retention /Detention Facility Type of Facility: Detention Pond Side Slope: 3.00 H:1V Pond Bottom Length: 65.00 ft Pond Bottom Width: 22.00 ft Pond Bottom Area: 1430. sq. ft Top Area at 1 ft. FB: 4299. sq. ft 0.099 acres Effective Storage Depth: 3.25 ft Stage 0 Elevation: 0.00 ft Storage Volume: 7816. cu. ft 0.179 ac -ft Riser Head: 3.25 ft Riser Diameter: 12.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 0.75 0.027 2 2.50 1.50 0.053 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation Surf Area (ft) (ft) (cu. ft) (ac -ft) (cfs) (cfs) (sq. ft) 0.00 0.00 0. 0.000 0.000 0.00 1430. 0.01 0.01 14. 0.000 0.001 0.00 1435. 0.02 0.02 29. 0.001 0.002 0.00 1440. 0.03 0.03 43. 0.001 0.003 0.00 1446. 0.04 0.04 58. 0.001 0.003 0.00 1451. 0.05 0.05 72. 0.002 0.004 0.00 1456. 0.06 0.06 87. 0.002 0.004 0.00 1461. 0.16 0.16 236. 0.005 0.006 0.00 1514. 0.26 0.26 390. 0.009 0.008 0.00 1568. 0.36 0.36 549. 0.013 0.009 0.00 1623. 0.46 0.46 714. 0.016 0.010 0.00 1678. 0.56 0.56 885. 0.020 0.011 0.00 1734. 0.66 0.66 1061. 0.024 0.012 0.00 1790. 0.76 0.76 1243. 0.029 0.013 0.00 1848. 0.86 0.86 1431. 0.033 0.014 0.00 1906. 0.96 0.96 1624. 0.037 0.015 0.00 1964. 1.06 1.06 1823. 0.042 0.016 0.00 2024. 1.16 1.16 2029. 0.047 0.016 0.00 2084. 1.26 1.26 2240. 0.051 0.017 0.00 2145. 1.36 1.36 2458. 0.056 0.018 0.00 2207. 1.46 1.46 2682. 0.062 0.018 0.00 2269. 1.56 1.56 2912. 0.067 0.019 0.00 2332. 1.66 1.66 3148. 0.072 0.020 0.00 2396. 1.76 1.76 3391. 0.078 0.020 0.00 2460. 1.86 1.86 3640. 0.084 0.021 0.00 2525. 1.96 1.96 3896. 0.089 0.021 0.00 2591. 2.06 2.06 4158. 0.095 0.022 0.00 2658. 2.16 2.16 2.26 2.26 2.36 2.36 2.46 2.46 2.50 2.50 2.52 2.52 2.53 2.53 2.55 2.55 2.56 2.56 2.58 2.58 2.59 2.59 2.61 2.61 2.63 2.63 2.73 2.73 2.82 2.82 2.92 2.92 3.02 3.02 3.12 3.12 3.22 3.22 3.25 3.25 3.35 3.35 3.45 3.45 3.55 3.55 3.65 3.65 3.75 3.75 3.85 3.85 3.95 3.95 4.05 4.05 4.15 4.15 4.25 4.25 4.35 4.35 4.45 4.45 4.55 4.55 4.65 4.65 4.75 4.75 4.85 4.85 4.95 4.95 5.05 5.05 5.15 5.15 5.25 5.25 Hyd Inflow Outflow Target Calc 1 0.36 * * * * * ** 0.29 2 0.17 * * * * * ** 0.08 3 0.17 0.08 0.07 4 0.21 * * * * * ** 0.06 5 0.18 * * * * * ** 0.06 6 0.11 0.05 0.02 7 0.13 * * * * * ** 0.02 8 0.13 * * * * * ** 0.02 4428. 4703. 4986. 5276. 5394. 5453. 5483. 5543. 5573. 5633. 5663. 5724. 5785. 6093. 6377. 6700. 7030. 7367. 7711. 7816. 8171. 8533. 8903. 9280. 9666. 10059. 10460. 10870. 11287. 11713. 12147. 12589. 13040. 13500. 13967. 14444. 14929. 15423. 15926. 16438. Route Time Series through Facility Inflow Time Series File:2237d.tsf Outflow Time Series File:rdout Peak Stage Elev 3.32 3.32 3.25 3.25 2.95 2.95 2.81 2.81 2.78 2.78 2.29 2.29 1.78 1.78 1.18 1.18 0.102 0.022 0.00 0.108 0.023 0.00 0.114 0.023 0.00 0.121 0.024 0.00 0.124 0.024 0.00 0.125 0.025 0.00 0.126 0.026 0.00 0.127 0.028 0.00 0.128 0.032 0.00 0.129 0.036 0.00 0.130 0.041 0.00 0.131 0.045 0.00 0.133 0.046 0.00 0.140 0.054 0.00 0.146 0.060 0.00 0.154 0.066 0.00 0.161 0.071 0.00 0.169 0.075 0.00 0.177 0.079 0.00 0.179 0.080 0.00 0.188 0.392 0.00 0.196 0.959 0.00 0.204 1.690 0.00 0.213 2.490 0.00 0.222 2.770 0.00 0.231 3.030 0.00 0.240 3.270 0.00 0.250 3.490 0.00 0.259 3.700 0.00 0.269 3.890 0.00 0.279 4.080 0.00 0.289 4.260 0.00 0.299 4.430 0.00 0.310 4.600 0.00 0.321 4.760 0.00 0.332 4.910 0.00 0.343 5.060 0.00 0.354 5.210 0.00 0.366 5.350 0.00 0.377 5.480 0.00 (Cu -Ft) 8051. 7799. 6801. 6356. 6241. 4781. 3439. 2061. Storage (Ac -Ft) 0.185 0.179 0.156 10 -yr 0.146 0.143 0.110 2 -yr 0.079 0.047 2725. 2794. 2862. 2932. 2960. 2974. 2981. 2995. 3002. 3016. 3023. 3038. 3052. 3123. 3188. 3261. 3335. 3409. 3484. 3507. 3583. 3659. 3737. 3815. 3894. 3973. 4054. 4135. 4216. 4299. 4382. 4466. 4550. 4636. 4722. 4809. 4896. 4984. 5073. 5163. Inflow /Outflow Analysis Peak Inflow Discharge: 0.360 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.287 CFS at 9:00 on Jan 9 in Year 8 Peak Reservoir Stage: 3.32 Ft Peak Reservoir Elev: 3.32 Ft Peak Reservoir Storage: 8051. Cu -Ft 0.185 Ac -Ft Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea -Tac - -- Annual Peak Flow Rates-- - Flow Rate Rank Time of Peak (CFS) 0.080 2 2/09/01 20:00 0.020 7 12/28/01 18:00 0.060 4 2/28/03 7:00 0.016 8 8/26/04 6:00 0.023 6 1/05/05 19:00 0.057 5 1/18/06 23:00 0.068 3 11/24/06 7:00 0.287 1 1/09/08 9:00 Computed Peaks (CFS) 0.287 0.080 0.068 0.060 0.057 0.023 0.020 0.016 0.218 Flow Frequency Analysis - - Peaks - - (ft) 3.32 3.24 2.95 2.81 2.78 2.29 1.78 1.18 '3.29 Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS $ $ $ 0.001 41472 67.632 67.632 32.368 0.324E +00 0.003 3510 5.724 73.356 26.644 0.266E +00 0.006 4261 6.949 80.305 19.695 0.197E +00 0.008 2773 4.522 84.827 15.173 0.152E +00 0.010 3374 5.502 90.329 9.671 0.967E -01 0.012 1952 3.183 93.513 6.487 0.649E -01 0.015 1180 1.924 95.437 4.563 0.456E -01 0.017 1001 1.632 97.069 2.931 0.293E -01 0.019 666 1.086 98.156 1.844 0.184E -01 0.021 430 0.701 98.857 1.143 0.114E -01 0.023 475 0.775 99.631 0.369 0.369E -02 0.026 69 0.113 99.744 0.256 0.256E -02 0.028 22 0.036 99.780 0.220 0.220E -02 0.030 6 0.010 99.790 0.210 0.210E -02 0.032 6 0.010 99.799 0.201 0.201E -02 0.034 8 0.013 99.812 0.188 0.188E -02 0.037 4 0.007 99.819 0.181 0.181E -02 0.039 1 0.002 99.821 0.179 0.179E -02 0.041 2 0.003 99.824 0.176 0.176E -02 0.043 3 0.005 99.829 0.171 0.171E -02 0.046 5 0.008 99.837 0.163 0.163E -02 0.048 14 0.023 99.860 0.140 0.140E -02 0.050 9 0.015 99.874 0.126 0.126E -02 0.052 14 0.023 99.897 0.103 0.103E -02 0.054 9 0.015 99.912 0.088 0.881E -03 0.057 11 0.018 99.930 0.070 0.701E -03 0.059 9 0.015 99.945 0.055 0.554E -03 0.061 4 0.007 99.951 0.049 0.489E -03 0.063 5 0.008 99.959 0.041 0.408E -03 Rank Return Prob Period 1 100.00 0.990 2 25.00 0.960 3 10.00 0.900 4 5.00 0.800 5 3.00 0.667 6 2.00 0.500 7 1.30 0.231 8 1.10 0.091 50.00 0.980 0.066 2 0.003 99.962 0.038 0.375E -03 0.068 7 0.011 99.974 0.026 0.261E -03 0.070 3 0.005 99.979 0.021 0.212E -03 0.072 1 0.002 99.980 0.020 0.196E -03 0.074 2 0.003 99.984 0.016 0.163E -03 0.077 4 0.007 99.990 0.010 0.978E -04 0.079 3 0.005 99.995 0.005 0.489E -04 77:Paused - Duration Analysis - KCRTS 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11111 10 -4 10 -3 10 -y Probability Exceedence (4 Gc)Rvg, I 1 1 1 1 1 111 -1 10 rdout.dur 0 target.dur • SECTION 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN SECTION 6 SPECIAL REPORTS AND STUDIES Geotethnical Engineering Report HOLDAAS SHORT PLAT (L03 -032) Tukwila, Washington March 21, 2005 Prepared For: Timothy Holdaas 4432 148 Street Tukwila, Washington 98168 Prepared By: Dennis Joule, P.E. 31700 S.E. 46th Street Fall City, Washington 98024 Consultant In Geotechnical Engineering 1.0 SUMMARY 2.0 INTRODUCTION 2.2 OVERVIEW 2.3 BACKGROUND GEOTECHNICAL ENGINEERING REPORT Holdaas Short Plat (L03 -032) Tukwila, Washington March 21, 2005 The site is underlain by compact soil over moderately consolidated glacial till. The slopes are mild, with an average slope of ten percent or less. The site is considered compatible with the proposed land subdivision and additional single - family residences. The project site, located at 4432 South 148 Street, is about 1.2 acres in area and approximately rectangular in plan. There is an existing single - family residence and detached garage on the property, as shown on the site plan. The garage is to be removed from the site as a part of the development. The planned development consists of subdividing the property into five single - family residential lots with associated access and utilities. It is proposed to construct a storm water pond in the southwest corner of the site. Requirement for a geotechnical report for this project was specified in the letter to Mr. Timothy Holdaas, dated December 15, 2003, from the City of Tukwila, Department of Community Development. This report is in the specified City of Tukwila format. The planned development consists of subdividing the property into five single - family residential lots with associated access and utilities. It is proposed to construct a storm water pond in the southwest corner of the site. To my knowledge no previous geotechnical reports have been prepared for this site. Page 1 2.4 PURPOSE AND SCOPE OF SERVICES The scope of work in this investigation included the following: 1. Subsurface exploration by means of four backhoe test pits, 2. Engineering evaluation and analysis of field data and published documents for the purpose of providing recommendations regarding the geotechnical aspects of site development, and 3. Preparation of this report in accordance with Chapter 18 of the U.B.C., presenting the findings and recommendations. This report is presented in the City of Tukwila format. 2.5 INVESTIGATIONS SUMMARY The field investigation was performed on 3- 14-05. The site was field mapped, including observation of the two existing structures. Subsurface exploration was accomplished by logging four backhoe test pits within the property. 2.6 REPORT OVERVIEW • Vicinity maps are contained in Appendix 'A' • A drawing showing the site location, dimensions, topography, existing structures, and proposed lot layout was provided by Baima - Holmberg, Inc., Civil Engineers of Issaquah. This information was used in preparing the Site Plan at the beginning of this report. • Section A -A on the Site Plan is contained in Appendix 'B'. • The MSE Wall design drawing, specifications, and calculations are contained in Appendix 'C'. • Pavement design calculations are contained in Appendix `D'. • Exploration test pit logs are contained in Appendix `E'. 3.0 SITE CONDITIONS 3.1 LOCATION AND SURFACE CONDITIONS The property slopes down toward the southwest at an average slope of just under ten percent. At the time of the field investigation there were two structures on the property, a house and a detached garage (see the Site Plan). The area immediately adjacent to the house was landscaped, with the remaining ground covered with pasture grass. There were some fir trees along the west property boundary. Page 2 Project 1888 March 21, 2005 3.2 GEOLOGIC SETTING The soils and land types of the King County Area formed largely in deposits of glacial drift laid down during the Vashon period of the Fraser glaciation late in the Pleistocene. This site is underlain by Vashon till (Vt) (Galster & Laprade, 1991). The Vashon till consists of very dense, consolidated lodgement till that ranges in thickness to nearly one hundred feet and has a mantle of ablation till about eight foot thick. 3.3 SUBSURFACE SOIL CONDITIONS The area has not been mapped by the U.S. Soil Conservation Service. Within the twelve -foot maximum depth of exploration, the site is underlain by medium dense very silty, slightly plastic fine to medium grained sand, over moderately consolidated glacial till. Refer to the test pit logs in Appendix 'E' for specific soil data. This site is not considered suitable for the use of storm water infiltration systems due to low soil permeability and shallow seasonal water table. 3.4 GROUNDWATER CONDITIONS No ground water was encountered in the test pits; however this has been a very dry winter. Soil color mottling was observed indicating a possible high - perched seasonal water table as shallow as four feet below the ground surface. 3.4 SUBSURFACE CONTAMINATION No evidence of soil contamination was observed in the test pits. While the existing residence was originally served by a septic system and oil heat, the owner said the septic tank was pumped and backfilled and the oil tank removed. 4.0 DISCUSSION AND CONCLUSIONS 4.1 SLOPE STABILITY Page 3 Project 1888 March 21, 2005 The site is underlain by compact soil over moderately consolidated glacial till. The slopes are very mild, with an average slope of ten percent or less. These conditions combine to result in a very stable slope condition. 4.2 SEISMIC CONSIDERATIONS As with all land in the Puget Sound region, this property lies in Seismic Zone 3. Seismic hazards can be divided into two general categories, hazards due to ground rupture and hazards due to ground shaking. Since no faults are known to pass through the site, the possibility of earthquake induced ground rupture appears to be remote. Even if severe ground shaking were to occur at the site, the medium dense silty sands and underlying moderately glacial till encountered in the exploration will not liquefy because they do not have the characteristics of materials prone to liquefaction under dynamic loads. The sands encountered are too dense, and their hydraulic conductivity allows dissipation of excessive pour pressure. The silts are too compact, and can rely on the cohesive component of their shear strength. When determining minimum earthquake forces for structures in accordance with U.B.C. Section 1629.1, consider the site to be underlain by soil Profile Type SD. 4.3 SITE WORK Project 1888 March 21, 2005 Gradeing should be minimal on this site since the access road and houses will be constructed essentially on- grade. The storm water pond will require excavation and retaining walls on two sides. Near surface on -site soils are slightly plastic and slightly sensitive to soil -water content. These materials tend to retain moisture, and become soft and muddy during wet weather. It may be difficult to operate construction equipment within this site when the soils are wet. The moderately consolidated glacial till underlying this property is relatively impermeable. Water landing on the site as rain, or water entering as off -site drainage percolates through the twelve to forty inches of permeable surface soils. It is then trapped on top of the less permeable glacial till and must travel downslope on top of this layer. This groundwater should be anticipated in excavations made during or just following the wet season. Construction monitoring is recommended for verifying foundation bearing capacity, retaining wall construction (see Appendix `C'), road subgrade preparation, and placement of structural fill. 4.4 RETAINING STRUCTURES While the site has minimal ground slope, houses may be designed with a daylight basement. Retaining wall designs should use the soil parameters given in section 5.2. An MSE retaining wall is proposed between the storm water pond and the access road. It is currently planned to use a Keystone /MSE wall system. Discussion of this wall is presented in Section 5.2, and a design is contained in Appendix 'C'. Page 4 Project 1888 March 21, 2005 4.5 ROCKERIES No rockeries are planned for this project. 4.6 FOUNDATION SUPPORT The proposed single - family residences may be supported on conventional shallow foundations bearing on firm natural soil as discussed in section 5.5. 5.0 RECOMMENDATIONS 5.1 SITE GRADING AND EARTHWORK Depressions and loose soil zones resulting from the removal of trees, large shrubs, or underground structures (that may be encountered during construction) should be carefully backfilled with thoroughly compacted on -site inorganic soil or approved import soil. The surface of the site within the proposed building and pavement areas should be stripped to remove vegetation and organic topsoil. Soil containing more than two percent by weight organic matter should be considered organic. Stripping depths should be decided in the field at the time of construction but for planning purposes an average stripping depth of six inches may be assumed. Strippings may be stockpiled for subsequent use in landscaped areas. Cut or fill banks should not exceed slopes of 2:1. These slopes should immediately be covered with visqueen. The visqueen should remain until they can be landscaped. Soil stockpiles should be covered with visqueen to prevent saturation and erosion. If any import fill is required it should be inorganic, of low expansion potential, and should contain no rocks or lumps larger than 4 inches in greatest dimension. Stripped soil surfaces in those areas to receive structural fill, foundations, slabs -on- grade, or pavements, should be scarified to a depth of at least six inches. The soil should be moisture conditioned (or allowed to dry) to produce a moisture content of two percent above the optimum value and then compacted to a density equivalent to at least 90 percent of the maximum value as determined by ASTM Test D1557 -70. (U.B.C. Standard 70 -1: Field -tests by U.B.C. Standards 70 -2, 70 -3, 70 -4, or 70 -5). Structural fill using on -site or import inorganic soil should be placed in layers not exceeding eight inches in loose thickness, conditioned with water (or allowed to dry) and compacted to the requirements described previously. Page 5 5.2 TEMPORARY SHORING AND RETAINING WALLS Temporary Shoring No temporary shoring is anticipated for this project. Retaining Walls as a Part the Single Family Residence Foundation System Retaining wall constructed as part of the foundation system cannot be allowed to "rotate ", developing "active" soil pressures. Therefore an "at rest" lateral soil coefficient of 0.5 should be used. Retaining walls may be designed using the equivalent fluid pressure method. For non- compacted granular soil an average backfill soil unit weight of 100 -1b /cu ft may be assumed (lateral pressure would then be 50 -1b /cu ft). Any addition surcharge must be considered. Passive pressure may be assumed at 3.00 lb /cu ft for undisturbed or compacted native soil. The lateral coefficient of sliding between the concrete base and the soil may be designed at 0.35 for the underlying silty sands. Wall drains are required; see Section 5.9. Storm Water Pond MSE Retaining Wall These walls are to be constructed as Keystone/MSE (mechanically stabilized earth) walls, see Section 5.4 and Appendix 'C'. 5.3 ROCKERIES No rockeries are planned for this project. 5.4 REINCORCED SOIL STRUCTURES An MSE (mechanically stabalized earth) retaining wall is planned on the east and north sides of the storm water pond. This wall is shown on the Site Plan and Section A -A (Appendix `B'). The wall design and calculations are presented in Appendix 'C'. 5.5 STRUCTURE AND FOUNDATIONS When determining minimum earthquake forces for structures in accordance with U.B.C. Section 1629.1, consider the site to be underlain by soil Profile Type Sp. Reinforced concrete continuous footings may be designed to impose pressures on foundation soils up to 2000 pounds per square foot from dead plus normal live loading provided the resulting foundation width is not less than 12 inches for one story, 15 inches for two story, and 18 inches for three story portions of the structure. Page 6 Project 1888 March 21, 2005 Project 1888 March 21, 2005 Individual reinforced concrete foundations, such as may be used for supporting columns, may also be designed to impose pressures of up to 2000 pounds per square foot from dead plus normal live loading, but should be at least 24 inches in minimal plan dimension. As a minimum, isolated concrete pads shall have two #4 bars. These bars shall form a cross (as seen in plan view), and shall be set mid depth in the concrete. Where footings are constructed adjacent to downslope cut banks or slopes, there is to be a minimum 2:1 slope drawn between the bottom of the footing (point nearest the slope) and the toe of the cut bank or slope. Foundations should be embedded at least twelve inches below existing grade or adjacent finished grade, whichever is lower. There are no compressible soils anticipated within the building areas. Soils are uniform in compactness and thickness within each building pad. Therefore, the total differential settlement for buildings designed and constructed in accordance with the recommendations presented in this report should be negligible. Settlement should occur during the initial framing period. When designing posts or poles as embedded columns in accordance with U.B.C. Section 1806.8.2.1, lateral bearing (S or S may be taken at 150 lb /ft /ft depth below ground surface. 5.6 FLOORS Concrete floor slab should be constructed on compact soil subgrades prepared as described in the sections under Grading and Compaction. Where floor dampness must be minimized, a minimum 4 -inch section of capillary break material covered with a membrane vapor barrier should be placed between the floor slab and the compact soil subgrade. The capillary break should be free draining, clean gravel or rock, such as 3/8" pea gravel. The membrane vapor barrier should be at least 10 -mil thick polyethylene or its equivalent. Where floor dampness is not objectionable, concrete slabs may be laid directly on the compact soil subgrade. Where elevated wood floors are used, the crawl space surface should be covered with six -mil thick visqueen. Page 7 5.7 PAVEMENT SECTION - ACCESS ROAD Subgrade Soil Conditions & Design Traffic 5.8 UTILITIES 2.0" Asphalt Concrete 1.5" Crushed Surface Top Course 3.5" Crushed Surface Base Course Project 1888 March 21, 2005 Evaluation of the subgrade soil underlying the proposed pavement area results in a design 'R' value of 55. A design traffic count is an assumed number based on the number of houses. Design data is presented in the worksheet in Appendix `D'. Using the Washington Highway Department Flexible Pavement Design Procedure, the following minimum pavement section is recommended: Utility trench excavation can be performed with conventional mechanical equipment to depths up to twelve feet. Vertical trench excavations up to four feet deep should be capable of standing either unbraced or with minimal bracing for short construction periods. For the purposes of this section of the report, backfill is material placed in a trench starting one foot above the pipe or conduit or at the top of concrete formed around the pipe or conduit; and bedding is all material placed in a trench below the backfill. Unless concrete bedding is required around utility pipe or conduits, free draining sand should be used as bedding. Sand bedding should be compacted by mechanical means to a density equivalent to at least 95 percent of the compaction test maximum (ASTM D1557 -70). Trench backfill should be placed in horizontal layers not exceeding 6 inches in loose thickness and compacted by mechanical means at least 90 percent of the compaction test maximum (ASTM D1557 -70). 5.9 DRAINAGE Footing and Retaining Wall Drains Footing drains are required for all footings and retaining walls. A perforated drainpipe should be placed at the upslope base of the footing. The drainpipe should be covered with at least a twelve -inch wide zone of washed 1/2" to 1" drainrock. The drainrock layer should be about twelve inches thick for footings and should extend at least half way up the back of retaining walls (see appended details). The drainrock should be covered with filter fabric paper, and a layer of native soil should be placed over filter fabric as a soil cap. Page 8 Surface Drainage Infiltration Systems 5.10 HAZARDS 6.0 FIGURES AND ILLUSTRATIONS LIMITATIONS Page 9 Project 1888 March 21, 2005 Surface drainage gradients should be planned to prevent ponding and to direct surface water away from the building, slabs, edges of pavements, and towards suitable collection and discharge facilities. Drainage pipe should be provided to catch and dispose of downspout rainwater, discharge should be the approved storm sewer. Landscaped ground should slope down away from building foundations at a minimum five percent slope for at least five feet from the footings. Paved ground should slope down away from building foundations at a minimum two percent slope for at least five feet from the footings. This site is not considered suitable for the use of storm water infiltration systems due to low soil permeability and shallow seasonal water table. No geologic hazards are known to exist within this property. No wetlands, standing or flowing water, steep slopes, or indications of coal mine activities were observed during the field study. • Vicinity maps are contained in Appendix `A' • A drawing showing the site location, dimensions, topography, existing structures, and proposed lot layout was provided by Baima- Holmberg, Inc., Civil Engineers of Issaquah. This information was used in preparing the Site Plan at the beginning of this report. • Section A -A on the Site Plan is contained in Appendix `B' . • The MSE Wall design drawing, specifications, and calculations are contained in Appendix 'C'. • A recommended pavement section is contained in Appendix 'D'. • Exploration test pit logs are contained m Appendix `E'. Changes in development plans will render these specific recommendations invalid unless such changes are reviewed by this office and these recommendations modified accordingly. Subsurface exploration of any site is necessarily confined to selected locations, and conditions may and often do vary between these Locations. Should varied conditions come to light during project development these conditions should be reported to this office for evaluation. Report Prepared By: Page 10 Ot k1 06 44 * . lk y } 1 N r� , 16173 4r � . - of, E sTE0 d \ �4'.fib 6sioN , ,'11� EXPIRES 7 -9 -05 Project 1888 March 21, 2005 1 Appendix A Vicinity Maps Washington, United States, North America 4432 S 148th St Seattle, WA 98168 x1I Zi7NN Copyright ®1988.2003 Microsofl Corp. and/or its suppliers. All rights reserved, http: // vww.ndcrosoft.comistreets ® Copyright 2002 by Geographic Data Technology. Inc All rights reserved. ® 2002 Navigation Technologies. All rights reserved. This data Indudes information taken with permission from Canadian authorities ®1991 -2002 Govemment of Canada (Statistics Canada and/or Geomatics Canada). all rights reserved. King County _Home News Services Comrrients Holdaas. Pro 4410 'Kink irfonttatiotr it led on :thy rinap'.tias bm erir ; ;bY !9 , , .ittatf.from a variety of sauces and is subject to change without notice. Cowdy nor f or warranties. express or impbed. as.to accuracy, completeness, timeliness, of rights to the use of such • Kkig' County shall not be,liable for any general. special, indict, k>cidental, or consequential damages including, but not limited to, revenues or tort profits resifting iron the use or alitOte Of the information contained on this map. Any sale of this map or information on is , ,, • - written _ ,. . of r. . KInq County I GIS Center I News 1 Services 1 Comments 1 Search By visiting this and other King County web pages, you expressly agree to be bound by terms and conditions of the site. The details. http:// www5. metrokc. gov /servlet/com.esri.esrimap.Esrimap ?ServiceName= overview &Clie... 3/10/2005 Map Output King county Home _ Comrne' t. ' SearcH Page 1 of 1 Holdaas Pro ' e e information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. County makes no, representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such niormation. King County shall not be fat$o for any general, special, Indirect, incidental, or consequential damages Including. but not limited to, t revenues *lost profits resulting from the use or misuse of the information contained on this map. Any sale of this map or information on s map Is prohibited except by written permission:of King County. It1ng County I GIS Center 'I News I Sew I, en j.seart By visiting this and other ling County web pages, you expressly agree to be bound by terms and conditions of the site. The details. Appendix B Cross Section A-A Through Offsite House, Storm Water Pond, MSE Wall, & Access Road 310' _ 300' — 290' — 270' 280' — 0' Exisitng Offsite House v (D r - . 5 Storm Water Pond Area Existing Grade — 25' Pond Dead Storage I 1 50' SECTION A - A SCALE: 1.15' 75' Geogrid Area MSE Wall See Appendix 'C' Access Road 100, 125' Cross Section VIEW THRU HOUSE, POND, and DRIVE Holdaas Preliminary Subdivision DENNIS JOULE, P.E. 31700 SE 46th STREET FALL CITY, WASHINGTON 98024 (208) 222-4881 2:1 Cut Slope Appendix C MSE Wall Design Wall Is Between The Storm Water Pond & The Access Road NSW " NNISER d If PI NANO LIMO ONO OP 1 MIRAGRID TYPE 411 4 ft 8 2 3 ft ST 5T 0.7 2.0 6 ft 11 2 5 ft 5T 5T 2.0 1.0 8 ft 14 3 5 ft rr 5T 5T 2.0 4.0 5.0 TOP OF WALL STEPS SCALE N.T.S. KEYSTONE STANDARD UNIT BASE LEVELING PAD NOTES: LEVEUPIO PAD 0 TO BE GCNSTRUCTED OF CRUSHED STONE OR 2.O:0 PSN UNRERFORCED GCR1CRETE 2 ME EASE FOUNOATIEN 13 TO OE APPROVED SY ME SITE GEOTF_ENNIGAL ENGINEER RN= TO PLACEMENT OR TNE LEVELING IRA.D SLOPE CUT • 3NIENSK613 MOO NAY VARY SY RF-OIGN 04A3 LINE PENCE FEKESECT1ON 8 PLAN DETAIL STANDARD UNIT • r MINIMUM SETIUCIE STANDARD UNIT/BASE PAD ISOMETRIC VIEW W.A.11. NIA. 6 CRUSHED ROCK OR UNREINFORCED CONCRETE PAD --■1110-11111- 1•111■1111111== 111•1111MIIIIIMA ME IPA NM a lig NON.SNRINK GROUT POSIT IN PLACE ELEVATION r STEP 11..001 r 11111 nor 1 L. SECTION LEVELING PAD DETAIL SCALE N.T.S. GEOGRID INSTALLATION 014 CURVES SCAR MIA KEYSTONE BLOCK UNIT POND GRADE UNREINFORCED CONCRETE OR CRUSHED STONE LEVEUNG PAD Plag; I ISIEENNITNNAN.C.CIIRER IPEORGOONII CN CORRECT ONECIICNOP oRmunoroore =ORD TO COMM POORER SIOIN3114 r crag% RuISRECUR61 sETNEENoWINAPPRa0 GEO= Roo FROM MORMIROM KEYSTONE r CAP UNIT lateminaueaux =13l13 4Sweo7T011 OP MU) O U T S I D E C U M s l 1 wt. OP VAJJ A,4< • Includes 2 Blocks buried Mr/10d 57. Min. LTADI. 10% Strain = 1050 Iblft Mfragrid 7T Min. LTADL c 10% Strain = 1600 Ibirt GEOGRID, SEE CHART ABOVE REINFORCED BACKFILL 7 GRID LENGTH, L , UNIT CORE FILL ow CRUSHED ROCK OR STONE) PERFORATED DRAIN PIPE TYPICAL REINFORCED SECTION El APPROXIMATE EXCAVATION LINE / SOIL 7, EI, Cc. MSE (Mechanically Stabalized Earth) Wall Holdaas Short Plat Storm Water Pond DENNIS JOULE, P.E. 31700 S.E. 46th STREET FALL CITY, WASHINGTON 98024 (206) 222-4681 Holdaas Storm Water / Access Road MSE Wall Structural Soil Reinforcement - Mirafi Miragrid 5T & 7T Geotextile Fabric The reinforcement material selected for this project is Mirafi Miragrid 5T and 7T Geotextile Fabric. Miragrid 5T is to have a minimum Tong -term allowable design load (LTADL) of 1050 pounds per foot and Miragrid 7T is to have a minimum long -term allowable design Toad (LTADL) of 1600 pounds per foot The reinforcement shall be rolled out, cut to length, and laid at the proper elevation, location, and orientation. Orientation of the reinforcement is of extreme importance since geogrids vary in strength with roll direction. The roll direction of Miragrid should be laid in the direction of main reinforcement. The contractor shall be responsible for correct orientation. Reinforcement should be placed coincident with the compaction lift nearest the design elevation on the drawing. Geogrids can be placed directly on the existing fill surface. After being rolled out, the reinforcing material should be tensioned by hand until it is taut, free of wrinkles, and lying flat. No overlaps will be allowed in the direction of strength. Adjacent roll widths should overlap a minimum of 4 inches. The reinforcing material should be cut to length as shown on the drawing. A razor blade, scissors, or sharp knife are acceptable instruments to cut the material. Should it be necessary to section a roll width, a high speed, abrasive saw or vibrating knife edge works well. Extreme care should be taken to prevent wrinkle development and /or slippage of reinforcement during fill placement and spreading. When practical, fill is to be placed in the direction in which the reinforcement was rolled out, to aid tensioning. However, if fill must be placed transverse to the roll length direction, slight (4 -inch) overlaps between roll widths with the top piece of reinforcement being the first to receive fill, will prevent permanent folding of reinforcement. Rubber -tired equipment is allowed to pass over bare reinforcement at slow speeds, less than 10 mph, and without sudden braking. Track equipment should not be allowed onto bare reinforcement. To avoid damaging the reinforcement, there must be a minimum of six inches of fill on top of the reinforcement before tracked equipment can be operated. Reinforced backfill shall be placed and compacted in lifts not to exceed 6 inches where hand compaction is used, or 8 - 10 inches where heavy compaction equipment is used. Lift thickness shall be decreased to achieve the required density as required. Reinforced backfill shall be compacted to 95% of the maximum density as determined by ASTM D698. The moisture content of the backfill material prior to and during compaction shall be uniformly distributed throughout each layer and shall be dry of optimum, + 0 %, - 3 %. Keystone Retaining Wall System Where not covered here refer to Keystone manufacturers wall installation specifications. Unit drainage fill shall consist of clean 1" minus crushed stone or crushed gravel meeting the following gradation tested in accordance with ASTM D -422: Sieve Size Percent Passing 1 inch 100 3/4 inch 75 -100 No. 4 0 - 10 No. 50 0 - 5 One cubic foot, minimum, of drainage fill shall be used for each square foot of wall face. Drainage fill shall be placed within cores of, between, and behind units to meet this requirement. Leveling pad material shall be placed to the lines and grades shown on the construction drawings, to a minimum thickness of 6 inches and extend laterally a minimum of 6" in front and behind the modular wall unit. Soil leveling pad materials shall be compacted to a minimum of 95 % Standard Proctor density per ASTM D -698. Leveling pad shall be prepared to insure full contact to the base surface of the concrete units. First course of units shall be placed on the leveling pad at the appropriate line and grade. Alignment and level shall be checked in all directions and insure that all units are in full contact with the base and properly seated. Place the front of units side -by -side. Do not leave gaps between adjacent units. Layout of corners and curves shall be in accordance with manufacturer's recommendations. Install shear /connecting devices per manufacturer's recommendations. Place and compact drainage fill within and behind wall units. Place and compact backfill soil behind drainage fill. Follow wall erection and drainage fill closely with structure backfill. Maximum stacked vertical height of wall units, prior to unit drainage fill and backfill placement and compaction, shall not exceed two courses. Cap units shall be glued to underlying units with an all - weather adhesive recommended by the manufacturer. Design Calculations program MGRSW (ver 2.21 August 1990) copyright 1990 Mirafi Inc. MIRAFI Inc. P.O. Box 240967 Charlotte, N.C. 28224 U.S.A NOTES: To the best of our knowledge the calculations performed by this software are accurate. However, Mirafi Inc cannot assume any liability whatsoever for the accuracy or reliability of the program and its related documentation. Therefor results from this program are neither guaranteed nor implied to be correct. AE such, Mirafi Inc cannot be held responsible for incorrect results or damages resulting from the use of this program. Design calculations performed by this program should be checked and verified by a registered professional engineer. A registered professional engineer should review the design prior to construction to ensure proper wall drainage is established that will prevent t buildup of hydrostatic pressures over the service life of the structure. Additionally, the engineer should evaluate the GLOBAL STABILITY and the LOCAL STABILITY of the wall facia since GLOBAL STABILITY and LOCAL STABILITY of the facia are not considered in this program. Suitability of any material or infringement of patents is the sole responsibility of the user. The user must satisfy himself /herself through independent investigation that all materials can be used safely. Mirafi Inc ha described certain hazards in using this software and Mirafi Inc reinforcement products but cannot guarantee that these hazards are the only ones that exist. JOB: Holdaas Pond RUN: 1 DATE: 03 -21 -2005 ENGR: PROBLEM GEOMETRY: Wall Height SURCHARGE DETAILS: 8.0 (ft) Uniform surcharge starting at crest of wall Magnitude = 100.0 (lbs /ft - 2) SOIL DATA: COHESION FRICTION ANGLE BULK UNIT WEIGHT (lbs /ft "2) (degrees) (lbs /ft"3) REINFORCED ZONE 0.0 32.0 120.0 BACKFILL 0.0 32.0 120.0 FOUNDATION 100.0 32.0 120.0 RESULTS OF EXTERNAL STABILITY CALCULATIONS: Total Active Earth Force = 142.6E +01 (lbs /ft) DZt►Or. CLt. J.1L11L1 Ly REINFORCEMENT DETAILS: Base Reinforcement length Number of Reinforcement layers Miragrid 7T 1600.0 (lbs /ft) Miragrid 5T 1050.0 (lbs /ft) SUMMARY OF INTERNAL STABILITY CALCULATIONS: Assumed Earth Pressure distribution Active Earth Force Minimum F.S. against grid tensile overstress Minimum F.S. against grid pullout RESULTS OF INTERNAL STABILITY CALCULATIONS: 1 1 2.0 5.0 811 2 2 4.0 5.0 356 3 2 6.0 5.0 258 0.10 ILL) = 5.0 (ft) 3 REINF. TYPE LONG TERM ALLOWABLE LOAD, COEFF. OF SHEAR STRESS INTERACTION 1.97 2.95 4.07 0.80 0.80 = Rankine, (i.e. Triangular) 142.6E+01 (lbs /ft) 1.97 in layer 1 = 1.56 in layer 3 LAYER TYPE ELEV. L FHORIZ F.S. tensile V.Stress la NO. NO. (ft) (ft) (lbs /ft) Overstress (lbs /ft"2) (ft) 720 3.9 480 2.8 240 1.7 2801 1335 402 Anch.CAP F.S. (lbs /ft) Pull( 3. 3.' 1.! *see NOTES above for reference to drainage systems and global /local stabilit! program MGRSW (ver 2.21 August 1990) copyright 1990 Mirafi Inc. MIRAFI Inc. P.O. Box 240967 Charlotte, N.C. 28224 U.S.A NOTES: To the best of our knowledge the calculations performed by this software are accurate. However, Mirafi Inc cannot assume any liability whatsoever for the accuracy or reliability of the program and its related documentation. Therefox results from this program are neither guaranteed nor implied to be correct. As such, Mirafi Inc cannot be held responsible for incorrect results or damages resulting from the use of this program. Design calculations performed by this program should be checked and verified by a registered professional engineer. A registered professional engineer should review the design prior to construction to ensure proper wall drainage is established that will prevent t buildup of hydrostatic pressures over the service life of the structure. Additionally, the engineer should evaluate the GLOBAL STABILITY and the LOCAL STABILITY of the wall facia since GLOBAL STABILITY and LOCAL STABILITY of the facia are not considered in this program. Suitability of any material or infringement of patents is the sole responsibility of the user. The user must satisfy himself /herself through independent investigation that all materials can be used safely. Mirafi Inc ha described certain hazards in using this software and Mirafi Inc reinforcement products but cannot guarantee that these hazards are the only ones that exist. JOB: Holdaas Pond RUN: 1 DATE: 03 -21 -2005 ENGR: PROBLEM GEOMETRY: Wall Height SURCHARGE DETAILS: 6.0 (ft) Uniform surcharge starting at crest of wall Magnitude = 300.0 (lbs /ft"'2 ) SOIL DATA: COHESION FRICTION ANGLE BULK UNIT WEIGHT (lbs /ft "2) (degrees) (lbs /ft"3) REINFORCED ZONE 0.0 32.0 120.0 BACKFILL 0.0 32.0 120.0 FOUNDATION 100.0 32.0 120.0 RESULTS OF EXTERNAL STABILITY CALCULATIONS: Total Active Earth Force = 121.7E +01 (lbs /ft) BASE eccentricity REINFORCEMENT DETAILS: Base Reinforcement length = Number of Reinforcement layers = Reinforcement Type Long Term Allowable Design Load = Coefficient of Shear Stress Interaction = SUMMARY OF INTERNAL STABILITY CALCULATIONS: Assumed Earth Pressure distribution Active Earth Force Minimum F.S. against grid tensile overstress Minimum F.S. against grid pullout RESULTS OF INTERNAL STABILITY CALCULATIONS: 0.59 (It) 5.0 (ft) 2 Miragrid 5T 1050.0 (lbs /ft) 0.80 = Rankine, (i.e. Triangular) = 121.7E +01 (lbs /ft) = 1.36 in layer 1 1.51 in layer 2 LAYER TYPE ELEV. L FHORIZ F.S. tensile V.Stress la NO. NO. (ft) (ft) (lbs /ft) Overstress (lbs /ft - 2) (ft) 1 1 2.0 5.0 774 1.36 480 3.9 2 1 4.0 5.0 442 2.37 240 2.8 Anch.CAP F.S. (lbs /ft) Pullc 1867 2.4 668 1.5 *see NOTES above for reference to drainage systems and global /local stabilit program MGRSW (ver 2.21 August 1990) copyright 1990 Mirafi Inc. MIRAFI Inc. P.Q. Box 240967 Charlotte, N.C. 28224 U.S.A NOTES: To the best of our knowledge the calculations performed by this software are accurate. However, Mirafi Inc cannot assume any liability whatsoever for the accuracy or reliability of the program and its related documentation. Therefor results from this program are neither guaranteed nor implied to be correct. As such, Mirafi Inc cannot be held responsible for incorrect results or damages resulting from the use of this program. Design calculations performed by this program should be checked and verified by a registered professional engineer. A registered professional engineer should review the design prior to construction to ensure proper wall drainage is established that will prevent t buildup of hydrostatic pressures over the service life of the structure. Additionally, the engineer should evaluate the GLOBAL STABILITY and the LOCAL STABILITY of the wall facia since GLOBAL STABILITY and LOCAL STABILITY of the facia are not considered in this program. Suitability of any material or infringement of patents is the sole responsibility of the user. The user must satisfy himself /herself through independent investigation that all materials can be used safely. Mirafi Inc ha described certain hazards in using this software and Mirafi Inc reinforcement products but cannot guarantee that these hazards are the only ones that exist. JOB: Holdaas Pond RUN: 1 DATE: 03 -21 -2005 ENGR: PROBLEM GEOMETRY: Wall Height SURCHARGE DETAILS: 4.0 (ft) Uniform surcharge starting at crest of wall Magnitude = 300.0 (lbs /ft "2) SOIL DATA: COHESION FRICTION ANGLE BULK UNIT WEIGHT (lbs /ft"2) (degrees) REINFORCED ZONE 0.0 32.0 120.0 BACKFILL 0.0 32.0 120.0 FOUNDATION 100.0 32.0 120.0 RESULTS OF EXTERNAL STABILITY CALCULATIONS: (lbs /ft "3) Total Active Earth Force = 663.7E +00 (lbs /ft) bASJ eccentricity REINFORCEMENT DETAILS: Base Reinforcement length = Number of Reinforcement layers = Reinforcement Type = Long Term Allowable Design Load Coefficient of Shear Stress Interaction = SUMMARY OF INTERNAL STABILITY CALCULATIONS: Assumed Earth Pressure distribution Active Earth Force Minimum F.S. against grid tensile overstress Minimum F.S. against grid pullout RESULTS OF INTERNAL STABILITY CALCULATIONS: LAYER TYPE ELEV. L FHORIZ F.S. tensile NO. NO. (ft) (ft) (lbs /ft) Overstress 1 1 0.7 3.0 2 1 2.0 3.0 290 3.62 374 2.81 u. 'ko tiL� 3.0 (ft) 2 Miragrid 5T 1050.0 (lbs /ft) 0.80 = Rankine, (i.e. Triangular) = 663.7E +00 (lbs /ft) = 2.81 in layer 2 = 1.21 in layer 2 V.Stress (lbs /ft "2) la Anch.CAP F.S. (ft) (lbs /ft) Pull( 396 2.6 1034 3.! 240 1.9 454 1: *see NOTES above for reference to drainage systems and global /local stabilit] Appendix D Access Road Pavement Design Project Name: Ho /daas Access Road Flexible Pavement Design based on the Washington Highway Department "R" Value Method Proj.No. 1888 PAVEMENT SECTION Design Subgrade 'R' Value = Total Required Gravel Equivivalent= Depth of Asphalt = 2 inches Gravel Equivalent = 2.86 inches (for the asphalt) Depth of ATB = 0.00001 inches Gravel Equivalent = 0.00 inches (for the ATB) Remaining Gravel Requirement = 2.06 inches 55 4.92 inches Appendix E Test Pit Logs SOIL LOG - TEST PIT No 1 PROJECT: Holdaas Preliminary Subdivision DATE: 3 -14 -05 EXCAVATED BY: Case 580 Extendahoe HOLE ELEVATION: 294' DEPTH TO GROUNDWATER: INITIAL None FINAL -- LOGGED BY: DJ SOIL DESCRIPTION COLOR MOISTURE CONSISTENCY SOIL TYPE DEPTH PENITR.. TORVANE Very Silty SAND with Small Rounded Gravel Light Moist Loose SML Brown -1- Medium Dense - 2- -3- Brown -4- Mottled Orange - 5- -6- -7- -8- Very Silty, Slightly Plastic, Compact SAND Brown Moist Dense* SML Mixed with Fractured Siltstone /Sandstone - 9 - (increase cementation with depth) -10- - 11- -12- Boti_om Hole 12' No Water - 13- -14- -15- -16- -17- -18- -19- *Backhoe had to scratch to excavate. - 20- CONSISTENCY AND SOIL TYPE INDICATE SOIL CLASSIFICATION BASED ON THE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICATION SYSTEM - PENITR. INDICATES READINGS TAKEN WITH A SOILTEST POCKET PENITROMETER INSTRUMENT - TORVANE INDICATES READINGS TAKEN WITH A SOILTEST HAND TORVANE INSTRUMENT SOIL DENNIS JOULE, P.E. CIVIL ENGINEER SOIL LOG - TEST PIT No. 2 PROJECT: Holdaas Preliminary Subdivision DATE: 3 -14 -05 EXCAVATED BY: Case 580 Extendahoe HOLE ELEVATION: 297' DEPTH TO GROUNDWATER: INITIAL None FINAL -- LOGGED BY: DJ SOIL DESCRIPTION COLOR MOISTURE CONSISTENCY SOIL TYPE DEPTH PENITR.. TORVANE Very Silty SAND with Small Rounded Gravel Light Moist Loose SMN Brown -1- Very Silty Fine SAND with small rounded Light Moist Medium SML - 2- Gravel Brown Dense - 3- Brown -4- Mottled Orange - 5- -6- -7 - -8- -9 - Very Silty, Slightly Plastic, Compact SAND Brown Moist Dense* SML Mixed with Fractured Siltstone /Sandstone - 10- (increase cementation with depth) -11- - 12- Bottom Hole 12' No Water - 13- -14- -15- -16- -17- -18- -19- *Backhoe had to scratch to excavate. -20- CONSISTENCY AND SOIL TYPE INDICATE SOIL CLASSIFICATION BASED ON THE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICATION SYSTEM - PENITR, INDICATES READINGS TAKEN WITH A SOILTEST POCKET PENITROMETER INSTRUMENT - TORVANE INDICATES READINGS TAKEN WITH A SOILTEST HAND TORVANE INSTRUMENT SOIL DENNIS JOULE, P.E. CIVIL ENGINEER SOIL LOG - TEST PIT No. 3 PROJECT: Holdaas Preliminary Subdivision DATE: 3 -14 -05 EXCAVATED BY: Case 580 Extendahoe HOLE ELEVATION: 308' DEPTH TO GROUNDWATER: INITIAL None FINAL -- LOGGED BY: DJ SOIL DESCRIPTION COLOR MOISTURE CONSISTENCY SOIL TYPE DEPTH PENITR.. TORVANE Very Silty SAND with Rounded Gravel Light Moist Loose SMN (Gravel Clasts to 12 ") Brown -1 - Very Silty Fine SAND with small rounded Light Moist Medium SML -2- Gravel Brown Dense -3- Brown -4- Mottled Orange -5- -6- Very Silty, Slightly Plastic, Compact SAND Brown Moist Dense* SML Mixed with Fractured Siltstone /Sandstone - 7 - -8- (increase cementation with depth) -9 - -10- -11- -12- Bottom Hole 12' No Water -13- -14- -15- -16- -17- -18- -19- *Backhoe had to scratch to excavate. -20- CONSISTENCY AND SOIL TYPE INDICATE SOIL CLASSIFICATION BASED ON THE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICATION SYSTEM - PENITR. INDICATES READINGS TAKEN WITH A SOILTEST POCKET PENITROMETER INSTRUMENT - TORVANE INDICATES READINGS TAKEN WITH A SOILTEST HAND TORVANE INSTRUMENT SOIL DENNIS JOULE, P.E. CIVIL ENGINEER SOIL LOG - TEST PIT No, 4 PROJECT: Holdaas Preliminary Subdivision DATE: 3 -14 -05 EXCAVATED BY: Case 580 Extendahoe HOLE ELEVATION: 302' DEPTH TO GROUNDWATER: INITIAL None FINAL -- LOGGED BY: DJ SOIL DESCRIPTION COLOR MOISTURE CONSISTENCY SOIL TYPE DEPTH PENITR.. TORVANE Very Silty SAND with Small Rounded Gravel Light Moist Loose SML Brown -1 Medium Dense - 2- -3- Brown - 4- Mottled Orange - 5- -6- -7 - Very Silty, Slightly Plastic, Compact SAND Brown Moist Dense* SML Mixed with Fractured Siltstone /Sandstone - 8- -9 - -10- (increase cementation with depth) -11 - 12- Bottom Hole 12' No Water - 13- -14- -15- -16- -17- -18- -19- *Backhoe had to scratch to excavate. - 20- CONSISTENCY AND SOIL TYPE INDICATE SOIL CLASSIFICATION BASED ON THE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICATION SYSTEM - PENITR. INDICATES READINGS TAKEN WITH A SOILTEST POCKET PENITROMETER INSTRUMENT - TORVANE INDICATES READINGS TAKEN WITH A SOILTEST HAND TORVANE INSTRUMENT SOIL DENNIS JOULE, P.E. CIVIL ENGINEER SECTION 7 OTHER PERMITS SECTION 8 ESC ANALYSIS AND DESIGN SECTION 9 BOND QUANTITIES, FACILITY SUMMMUES, AND DECLARATION OF COVENANT SECTION 10 OPERATIONS AND MAINTENANCE MANUAL Geotechnical Engineering Report HOLDASS SHORT PLAT (L03 -032) Tukwila, Washington March 21, 2000 Prepared For: Timothy Holdaas 4432 148 Street Tukwila, Washington 98168 Prepared By: Dennis Joule, P.E. 31700 S.E. 46th Street Fall City, Washington 98024 Consultant In Geotechnical Engineering RECEIVED FEB 16 2006 COMMUNffY DEVELOPMENT North Scale: 1"=40' GEOTECHNICAL INVESTIGATION Holdaas Short Plat Tu Avila, Washington Dennis Joule, P.E. 31700 S.E. 46th Street Fall City, Washington 98024 (425) 222-4661 4' wa Existing House On Adjacent Property \ \ \ \ Lo1\2 \ \ \ ■ Exist g , ( To Be e \LO \ t \ l TP NM \ TP-4 NE Indicates location of the backhoe test pits Section A-A is contained in Appendix 'A' MSE Wall Design is contained in Appendix 'C' 1.0 SUMMARY 2.0 INTRODUCTION 2.2 OVERVIEW 2.3 BACKGROUND GEOTECHNICAL ENGINEERING REPORT Holdaas Short Plat (L03 -032) Tukwila, Washington March 21, 2005 The site is underlain by compact soil over moderately consolidated glacial till. The slopes are mild, with an average slope of ten percent or less. The site is considered compatible with the proposed land subdivision and additional single - family residences. The project site, located at 4432 South 148 Street, is about 1.2 acres in area and approximately rectangular in plan. There is an existing single - family residence and detached garage on the property, as shown on the site plan. The garage is to be removed from the site as a part of the development. The planned development consists of subdividing the property into five single - family residential lots with associated access and utilities. It is proposed to construct a storm water pond in the southwest corner of the site. Requirement for a geotechnical report for this project was specified in the letter to Mr. Timothy Holdaas, dated December 15, 2003, from the City of Tukwila, Department of Community Development. This report is in the specified City of Tukwila format. The planned development consists of subdividing the property into five single - family residential lots with associated access and utilities. It is proposed to construct a storm water pond in the southwest corner of the site. To my knowledge no previous geotechnical reports have been prepared for this site. Page 1 2.4 PURPOSE AND SCOPE OF SERVICES The scope of work in this investigation included the following: 1. Subsurface exploration by means of four backhoe test pits, 2. Engineering evaluation and analysis of field data and published documents for the purpose of providing recommendations regarding the geotechnical aspects of site development, and 3. Preparation of this report in accordance with Chapter 18 of the U.B.C., presenting the findings and recommendations. This report is presented in the City of Tukwila format. 2.5 INVESTIGATIONS SUMMARY The field investigation was performed on 3- 14 -05. The site was field mapped, including observation of the two existing structures. Subsurface exploration was accomplished by logging four backhoe test pits within the property. 2.6 REPORT OVERVIEW • Vicinity maps are contained in Appendix `A' • A drawing showing the site location, dimensions, topography, existing structures, and proposed lot layout was provided by Baima- Holmberg, Inc., Civil Engineers of Issaquah. This information was used in preparing the Site Plan at the beginning of this report. • Section A -A on the Site Plan is contained in Appendix `B'. • The MSE Wall design drawing, specifications, and calculations are contained in Appendix 'C'. • Pavement design calculations are contained in Appendix `D'. • Exploration test pit logs are contained in Appendix `E'. 3.0 SITE CONDITIONS 3.1 LOCATION AND SURFACE CONDITIONS The property slopes down toward the southwest at an average slope of just under ten percent. At the time of the field investigation there were two structures on the property, a house and a detached garage (see the Site Plan). The area immediately adjacent to the house was landscaped, with the remaining ground covered with pasture grass. There were some fir trees along the west property boundary. Page 2 Project 1888 March 21, 2005 3.2 GEOLOGIC SETTING The soils and land types of the King County Area formed largely in deposits of glacial drift laid down during the Vashon period of the Fraser glaciation late in the Pleistocene. This site is underlain by Vashon till (Vt) (Galster & Laprade, 1991). The Vashon till consists of very dense, consolidated lodgement till that ranges in thickness to nearly one hundred feet and has a mantle of ablation till about eight foot thick. 3.3 SUBSURFACE SOIL CONDITIONS The area has not been mapped by the U.S. Soil Conservation Service. Within the twelve -foot maximum depth of exploration, the site is underlain by medium dense very silty, slightly plastic fine to medium grained sand, over moderately consolidated glacial till. Refer to the test pit logs in Appendix `E' for specific soil data. This site is not considered suitable for the use of storm water infiltration systems due to low soil permeability and shallow seasonal water table. 3.4 GROUNDWATER CONDITIONS No ground water was encountered in the test pits; however this has been a very dry winter. Soil color mottling was observed indicating a possible high - perched seasonal water table as shallow as four feet below the ground surface. 3.4 SUBSURFACE CONTAMINATION No evidence of soil contamination was observed in the test pits. While the existing residence was originally served by a septic system and oil heat, the owner said the septic tank was pumped and backfilled and the oil tank removed. 4.0 DISCUSSION AND CONCLUSIONS 4.1 SLOPE STABILITY Page 3 Project 1888 March 21, 2005 The site is underlain by compact soil over moderately consolidated glacial till. The slopes are very mild, with an average slope of ten percent or less. These conditions combine to result in a very stable slope condition. 4.2 SEISMIC CONSIDERATIONS 4.3 SITE WORK Project 1888 March 21, 2005 As with all land in the Puget Sound region, this property lies in Seismic Zone 3. Seismic hazards can be divided into two general categories, hazards due to ground rupture and hazards due to ground shaking. Since no faults are known to pass through the site, the possibility of earthquake induced ground rupture appears to be remote. Even if severe ground shaking were to occur at the site, the medium dense silty sands and underlying moderately glacial till encountered m the exploration will not liquefy because they do not have the characteristics of materials prone to liquefaction under dynamic loads. The sands encountered are too dense, and their hydraulic conductivity allows dissipation of excessive pour pressure. The silts are too compact, and can rely on the cohesive component of their shear strength. When determining minimum earthquake forces for structures in accordance with U.B.C. Section 1629.1, consider the site to be underlain by soil Profile Type SD. Gradeing should be minimal on this site since the access road and houses will be constructed essentially on- grade. The storm water pond will require excavation and retaining walls on two sides. Near surface on -site soils are slightly plastic and slightly sensitive to soil-water content. These materials tend to retain moisture, and become soft and muddy during wet weather. It may be difficult to operate construction equipment within this site when the soils are wet. The moderately consolidated glacial till underlying this property is relatively impermeable. Water landing on the site as rain, or water entering as off -site drainage percolates through the twelve to forty inches of permeable surface soils. It is then trapped on top of the less permeable glacial till and must travel downslope on top of this layer. This groundwater should be anticipated in excavations made during or just following the wet season. Construction monitoring is recommended for verifying foundation bearing capacity, retaining wall construction (see Appendix 'C'), road subgrade preparation, and placement of structural fill. 4.4 RETAINING STRUCTURES While the site has minimal ground slope, houses may be designed with a daylight basement. Retaining wall designs should use the soil parameters given in section 5.2. An MSE retaining wall is proposed between the storm water pond and the access road. It is currently planned to use a Keystone /MSE wall system. Discussion of this wall is presented in Section 5.2, and a design is contained in Appendix 'C'. Page 4 Project 1888 March 21, 2005 4.5 ROCKERIES No rockeries are planned for this project. 4.6 FOUNDATION SUPPORT The proposed single - family residences may be supported on conventional shallow foundations bearing on firm natural soil as discussed in section 5.5. 5.0 RECOMMENDATIONS 5.1 SITE GRADING AND EARTHWORK Depressions and loose soil zones resulting from the removal of trees, large shrubs, or underground structures (that may be encountered during construction) should be carefully backfilled with thoroughly compacted on -site inorganic soil or approved import soil. The surface of the site within the proposed building and pavement areas should be stripped to remove vegetation and organic topsoil. Soil containing more than two percent by weight organic matter should be considered organic. Stripping depths should be decided in the field at the time of construction but for planning purposes an average stripping depth of six inches may be assumed. Strippings may be stockpiled for subsequent use in landscaped areas. Cut or fill banks should not exceed slopes of 2:1. These slopes should immediately be covered with visqueen. The visqueen should remain until they can be landscaped. Soil stockpiles should be covered with visqueen to prevent saturation and erosion. If any import fill is required it should be inorganic, of low expansion potential, and should contain no rocks or lumps larger than 4 inches in greatest dimension. Stripped soil surfaces in those areas to receive structural fill, foundations, slabs -on- grade, or pavements, should be scarified to a depth of at least six inches. The soil should be moisture conditioned (or allowed to dry) to produce a moisture content of two percent above the optimum value and then compacted to a density equivalent to at least 90 percent of the maximum value as determined by ASTM Test D1557 -70. (U.B.C. Standard 70 -1: Field -tests by U.B.C. Standards 70 -2, 70 -3, 70 -4, or 70 -5). Structural fill using on -site or import inorganic soil should be placed in layers not exceeding eight inches in loose thickness, conditioned with water (or allowed to dry) and compacted to the requirements described previously. Page 5 5.2 TEMPORARY SHORING AND RETAINING WALLS Temporary Shoring No temporary shoring is anticipated for this project. Retaining Walls as a Part the Single Family Residence Foundation System Project 1888 March 21, 2005 Retaining wall constructed as part of the foundation system cannot be allowed to "rotate", developing "active" soil pressures. Therefore an "at rest" lateral soil coefficient of 0.5 should be used. Retaining walls may be designed using the equivalent fluid pressure method. For non- compacted granular soil an average backfill soil unit weight of 100 -1b /cu ft may be assumed (lateral pressure would then be 50 -1b /cu ft). Any addition surcharge must be considered. Passive pressure may be assumed at 300 lb /cu ft for undisturbed or compacted native soil. The lateral coefficient of sliding between the concrete base and the soil may be designed at 0.35 for the underlying silty sands. Wall drains are required; see Section 5.9. Storm Water Pond MSE Retaining Wall These walls are to be constructed as Keystone /MSE (mechanically stabilized earth) walls, see Section 5.4 and Appendix 'C'. 5.3 ROCKERIES No rockeries are planned for this project. 5.4 REINCORCED SOIL STRUCTURES An MSE (mechanically stabalized earth) retaining wall is planned on the east and north sides of the storm water pond. This wall is shown on the Site Plan and Section A -A (Appendix `B'). The wall design and calculations are presented in Appendix 'C'. 5.5 STRUCTURE AND FOUNDATIONS When determining minimum earthquake forces for structures in accordance with U.B.C. Section 1629.1, consider the site to be underlain by soil Profile Type SD. Reinforced concrete continuous footings may be designed to impose pressures on foundation soils up to 2000 pounds per square foot from dead plus normal live loading provided the resulting foundation width is not less than 12 inches for one story, 15 inches for two story, and 18 inches for three story portions of the structure. Page 6 Page 7 Project 1888 March 21, 2005 Individual reinforced concrete foundations, such as may be used for supporting columns, may also be designed to impose pressures of up to 2000 pounds per square foot from dead plus normal live loading, but should be at least 24 inches in minimal plan dimension. As a minimum, isolated concrete pads shall have two #4 bars. These bars shall form a cross (as seen in plan view), and shall be set mid depth in the concrete. Where footings are constructed adjacent to downslope cut banks or slopes, there is to be a minimum 2:1 slope drawn between the bottom of the footing (point nearest the slope) and the toe of the cut bank or slope. Foundations should be embedded at least twelve inches below existing grade or adjacent finished grade, whichever is lower. There are no compressible soils anticipated within the building areas. Soils are uniform in compactness and thickness within each building pad. Therefore, the total differential settlement for buildings designed and constructed in accordance with the recommendations presented in this report should be negligible. Settlement should occur during the initial framing period. When designing posts or poles as embedded columns in accordance with U.B.C. Section 1806.8.2.1, lateral bearing (S or S may be taken at 150 lb /ft /ft depth below ground surface. 5.6 FLOORS Concrete floor slab should be constructed on compact soil subgrades prepared as described in the sections under Grading and Compaction. Where floor dampness must be minimized, a minimum 4 -inch section of capillary break material covered with a membrane vapor barrier should be placed between the floor slab and the compact soil subgrade. The capillary break should be free draining, clean gravel or rock, such as 3/8" pea gravel. The membrane vapor barrier should be at least 10 -mil thick polyethylene or its equivalent. Where floor dampness is not objectionable, concrete slabs may be laid directly on the compact soil subgrade. Where elevated wood floors are used, the crawl space surface should be covered with six -mil thick visqueen. 5.7 PAVEMENT SECTION - ACCESS ROAD Subgrade Soil Conditions & Design Traffic Project 1888 March 21, 2005 Evaluation of the subgrade soil underlying the proposed pavement area results in a design 'R' value of 55. A design traffic count is an assumed number based on the number of houses. Design data is presented in the worksheet m Appendix 'D'. Using the Washington Highway Department Flexible Pavement Design Procedure, the following minimum pavement section is recommended: 5.8 UTILITIES 2.0" Asphalt Concrete 1.5" Crushed Surface Top Course 3.5" Crushed Surface Base Course Utility trench excavation can be performed with conventional mechanical equipment to depths up to twelve feet. Vertical trench excavations up to four feet deep should be capable of standing either unbraced or with minimal bracing for short construction periods. For the purposes of this section of the report, backfill is material placed in a trench starting one foot above the pipe or conduit or at the top of concrete formed around the pipe or conduit; and bedding is all material placed in a trench below the backfill. Unless concrete bedding is required around utility pipe or conduits, free draining sand should be used as bedding. Sand bedding should be compacted by mechanical means to a density equivalent to at least 95 percent of the compaction test maximum (ASTM D1557 -70). Trench backfill should be placed in horizontal layers not exceeding 6 inches in loose thickness and compacted by mechanical means at least 90 percent of the compaction test maximum (ASTM D1557 -70). 5.9 DRAINAGE Footing and Retaining Wall Drains Footing drains are required for all footings and retaining walls. A perforated drainpipe should be placed at the upslope base of the footing. The drainpipe should be covered with at least a twelve -inch wide zone of washed 1/2" to 1" drainrock. The drainrock layer should be about twelve inches thick for footings and should extend at least half way up the back of retaining walls (see appended details). The drainrock should be covered with filter fabric paper, and a layer of native soil should be placed over filter fabric as a soil cap. Page 8 Surface Drainage Project 1888 March 21, 2005 Surface drainage gradients should be planned to prevent ponding and to direct surface water away from the building, slabs, edges of pavements, and towards suitable collection and discharge facilities. Drainage pipe should be provided to catch and dispose of downspout rainwater, discharge should be the approved storm sewer. Landscaped ground should slope down away from building foundations at a minimum five percent slope for at least five feet from the footings. Paved ground should slope down away from building foundations at a minimum two percent slope for at least five feet from the footings. Infiltration Systems This site is not considered suitable for the use of storm water infiltration systems due to low soil permeability and shallow seasonal water table. 5.10 HAZARDS No geologic hazards are known to exist within this property. No wetlands, standing or flowing water, steep slopes, or indications of coal mine activities were observed during the field study. 6.0 FIGURES AND ILLUSTRATIONS • Vicinity maps are contained in Appendix `A' • A drawing showing the site location, dimensions, topography, existing structures, and proposed lot layout was provided by Baima- Holmberg, Inc., Civil Engineers of Issaquah. This information was used in preparing the Site Plan at the beginning of this report. • Section A -A on the Site Plan is contained in Appendix 13'. • The MSE Wall design drawing, specifications, and calculations are contained in Appendix 'C'. • A recommended pavement section is contained in Appendix Tr. • Exploration test pit logs are contained in Appendix `E'. LIMITATIONS Changes in development plans will render these specific recommendations invalid unless such changes are reviewed by this office and these recommendations modified accordingly. Page 9 Subsurface exploration of any site is necessarily confined to selected locations, and conditions may and often do vary between these locations. Should varied conditions come to light during project development these conditions should be reported to this office for evaluation. Report Prepared By: Dennis Joule, P.E. Page 10 t 4-1 ;1 �s Jo I C) � � O E WASy �� l i 161713 cO 9 i� `00ST4.R ���',4� G V Z ONAL EN S EXPIRES 7 -9-05 Project 1888 March 21, 2005 Appendix A Vicinity Maps Washington, United States, North America aassjyj 4432 S 148th St Seattle,_ WA 98168 Copyright (0 1988-2003 Microsoft Corp. anci/or Its suppliers. All rights reserved. httplAwnv.microsoft.com/streets Copyright 2002 by Geographic Data Technology, inc. All rights reserved. © 2002 Navigation Tedino fogies. All rights reserved, This data includes (Statistics Canada and/or Geornatics Canada), all rights reserved. tion taken with permission from Canadian authorities Ci 1991-2002 Govemment of Canada . Map Output I® King County ome = J ews Se rye ces: earch rage 1 or 1 Information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. j County makes no representations or warranties, express or implied. as to accuracy. completeness, timeliness, or rights to the use of such . King County shall not be liable for any general, spy. Indirect, incidental. or consequential damages including, but not limited to, revenues or lost profits resulting from the use or misuse of the information conmhted on this map. Any sale of this map or information on map Is prohibited except by written pemdssion of King County. King Coun 1 GIS Center I News 1 Services 1 Comments 1 Search By visiting this and other King County web pages. you expressly agree to be bound by terns and conditions of the site. The details http: / /www5.metrokc.gov /servlet/ coin. esri.esrimap.Esrimap?ServiceName= overview &Clie... 3/10/2005 Map Output King County Hbme News Services Co" n Search Page 1 of 1 1414 14. ,1.1:1 ,4.14 . 14.14'4 % . I 1 14'1 I 1 1 , ., 41.4 , 11 • 1'444 411:4 — uu40000715 14 44 "1 VY1 tau 2(1 11•141441 1.14:1• .. 148T 4 ST 1•n 1 14 4144 .., 14 4441 •. 44 11:1 , 1.1.._• Holdaas Property 2 9 tCJ 2003A Co y ` \ King County I =Center I'�4ttl I Serves I Comments Lsea By visiting this and other King County web pages, you expressly agree to be bound by terms and conditions of the site. The details. t= Ar The information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King County makes no representations or warrants, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. King County shall not be liable for any general, spedal, indirect, inddental, or consequential damages Including, but not limited to, lost revenues or lost profits resulting from the use or misuse of the hrformation contained on this map. Any sale of this map or hdornwtiwt on this map is prohibited except by written permission of King County. Appendix B Cross Section A -A Through Offsite House, Storm Water Pond, MSE Wall, & Access Road 310' , 300' — 290' — 280' — 270' 0' Exisitng Offsite House -, Pond Dead Storage 25' Storm Water Pond Area Existing Grade 50' SECTION A - A SCALE: 1"=15' 75' Geogrid Area -MSE Wall See Appendix 'C' Access Road 100' !II DENNIS JOULE, P.E. 31700 S.E. 46th STREET FALL CITY. WASHINGTON 98024 {206) 222 -4661 2:1 Cut Slope 125' Cross Section VIEW THRU HOUSE, POND, and DRIVE Holdaas Preliminary Subdivision Appendix C MSE Wall Design Wall Is Between The Storm Water Pond & The Access Road YNI 10 .1100 fir PIOOIr ria YF RS LSHyM1 W MIRAGRID TYPE" V A W PI E P1 4 ft 8 2 3ft 5T 5T 0.7 2.0 6 ft 11 2 5ft 5T 5T 2.0 4.0 8 ft 14 3 5ft 7T 5T 5T 2.0 4.0 6.0 I TOP OF WALL STEPS SCALE: N.T.S. STANDARD UNIT 1 TEDTN Tr DEPTH 7 WENT r : BASE LEVEUNG PAD NOTES: f. THE LEVELING PAD IS TORE CONSTRURW CRUSHED STONE w 10:0 MN w�EI DCOHORETE PRNN 2 THE BASE OATICN 6 TOPE APPROVED BV THE SITE GEOTEGOJIGIL ENGINEER PRIOR TO RAIMENT OF THE LEVNDA PAD • •MEGH, 115 LEO AME CUT FENCE SECTION 8 PLAN DETAIL, STANDARD UNIT - r NW WIA1 SETBACK STANDARD UNIT /BASE PAD ISOMETRIC VIEW SCALE: N. •0MENSOEN3 A WEIGHT MAY VARY SY REGION NCNSIONK GROUT POST IN PLACE MINI CAP UNIT • GEPRH. 1r 8VGTH. 1r I HEIGHT r •UEGHT WS twat PACE rCRUSHED ROCK OR URREw8ORCEO CONCRETE LEVELING PAO 114•• C0111•01171 ttr NOTE; H OKISCAON YANISACTLINER SEC CAT8O ON CORRECT CISECTI OP OR¢HTAT POR GOD N NI OEO TOOKTN MEi STIIBIDM T1 I i iII=IIF=11CI nimmi SECTION LEVELING PAD DETAIL SCALE N.T.S. 21' GEOGRID INSTALLATION ON CURVES SGEE: N 13 POND GRADE UNRE NFORCED CONCRETE OR CRUSHED STONE LEVELING PAD — rOP SCA GILL ISREWIRED RT5FH CVEIRAPINNO CEOS= 5 ON mOPER ANCI■PMGE KEYSTONE 4' CAP UNIT — �} KEYSTONE BLOCK UNIT I I l l II , r �� ff I l includes 2 Blocks buried "Miragrid 5T, Min. LTADL @ 10% Strain = 1050 lb/ft , Miragrid 7T Min. LTADL © 10% Strain = 1600 lb/ft GEOGRID, SEE CHART ABOVE REINFORCED SACKFILL 7 GRID LENGTH. L UNIT CORE FILL (314' CRUSHED ROCK OR STONE) PERFORATED DRAIN PIPE TYPICAL REINFORCED SECTION ' APPROI(IEEATE EXCAVATION LINE r MSE (Mechanically Stabalized Earth) Wall Holdaas Short Plat Storm Water Pond DENNIS JOULE, P.E. 31700 S.E. 46th STREET FALL CITY, WASHINGTON 98024 (208) 222 -4661 / '– RETAINED SOIL Holdaas Storm Water / Access Road MSE Wall Structural Soil Reinforcement - Mirafi Miragrid 5T & 7T Geotextile Fabric The reinforcement material selected for this project is Mirafi Miragrid 5T and 7T Geotextile Fabric. Miragrid 5T is to have a minimum long -term allowable design load (LTADL) of 1050 pounds per foot and Miragrid 7T is to have a minimum Tong -term allowable design load (LTADL) of 1600 pounds per foot The reinforcement shall be rolled out, cut to length, and laid at the proper elevation, location, and orientation. Orientation of the reinforcement is of extreme importance since geogrids vary in strength with roll direction. The roll direction of Miragrid should be laid in the direction of main reinforcement. The contractor shall be responsible for correct orientation. Reinforcement should be placed coincident with the compaction lift nearest the design elevation on the drawing. Geogrids can be placed directly on the existing fill surface. After being rolled out, the reinforcing material should be tensioned by hand until it is taut, free of wrinkles, and lying flat. No overlaps will be allowed in the direction of strength. Adjacent roll widths should overlap a minimum of 4 inches. The reinforcing material should be cut to length as shown on the drawing. A razor blade, scissors, or sharp knife are acceptable instruments to cut the material. Should it be necessary to section a roll width, a high speed, abrasive saw or vibrating knife edge works well. Extreme care should be taken to prevent wrinkle development and /or slippage of reinforcement during fill placement and spreading. When practical, fill is to be placed in the direction in which the reinforcement was rolled out, to aid tensioning. However, if fill must be placed transverse to the roll length direction, slight (4 -inch) overlaps between roll widths with the top piece of reinforcement being the first to receive fill, will prevent permanent folding of reinforcement. Rubber -tired equipment is allowed to pass over bare reinforcement at slow speeds, less than 10 mph, and without sudden braking. Track equipment should not be allowed onto bare reinforcement. To avoid damaging the reinforcement, there must be a minimum of six inches of fill on top of the reinforcement before tracked equipment can be operated. Reinforced backfill shall be placed and compacted in lifts not to exceed 6 inches where hand compaction is used, or 8 - 10 inches where heavy compaction equipment is used. Lift thickness shall be decreased to achieve the required density as required. Reinforced backfill shall be compacted to 95% of the maximum density as determined by ASTM D698. The moisture content of the backfill material prior to and during compaction shall be uniformly distributed throughout each layer and shall be dry of optimum, + 0 %, - 3 %. Keystone Retaining Wall System Where not covered here refer to Keystone manufacturers wall installation specifications. Unit drainage fill shall consist of clean 1" minus crushed stone or crushed gravel meeting the following gradation tested in accordance with ASTM D -422: Sieve Size Percent Passing 1 inch 100 3/4 inch 75 -100 No.4 0 -10 No. 50 0 - 5 One cubic foot, minimum, of drainage fill shall be used for each square foot of wall face. Drainage fill shall be placed within cores of, between, and behind units to meet this requirement. Leveling pad material shall be placed to the lines and grades shown on the construction drawings, to a minimum thickness of 6 inches and extend laterally a minimum of 6" in front and behind the modular wall unit. Soil leveling pad materials shall be compacted to a minimum of 95 % Standard Proctor density per ASTM D -698. Leveling pad shall be prepared to insure full contact to the base surface of the concrete units. First course of units shall be placed on the leveling pad at the appropriate line and grade. Alignment and level shall be checked in all directions and insure that all units are in full contact with the base and properly seated. Place the front of units side -by -side. Do not leave gaps between adjacent units. Layout of corners and curves shall be in accordance with manufacturer's recommendations. Install shear /connecting devices per manufacturer's recommendations. Place and compact drainage fill within and behind wall units. Place and compact backfill soil behind drainage fill. Follow wall erection and drainage fill closely with structure backfill. Maximum stacked vertical height of wall units, prior to unit drainage fill and backfill placement and compaction, shall not exceed two courses. Cap units shall be glued to underlying units with an all - weather adhesive recommended by the manufacturer. Design Calculations program MGRSW (ver 2.21 August 1990) copyright 1990 Mirafi Inc. MIRAFI Inc. P.O. Box 240967 Charlotte, N.C. 28224 U.S.A NOTES: To the best of our knowledge the calculations performed by this software are accurate. However, Mirafi Inc cannot assume any liability whatsoever for the accuracy or reliability of the program and its related documentation. Therefore, results from this program are neither guaranteed nor implied to be correct. As such, Mirafi Inc cannot be held responsible for incorrect results or damages resulting from the use of this program. Design calculations performed by this program should be checked and verified by a registered professional engineer. A registered professional engineer should review the design prior to construction to ensure proper wall drainage is established that will prevent the buildup of hydrostatic pressures over the service life of the structure. Additionally, the engineer should evaluate the GLOBAL STABILITY and the LOCAL STABILITY of the wall facia since GLOBAL STABILITY and LOCAL STABILITY of the facia are not considered in this program. Suitability of any material or infringement of patents is the sole ;responsibility of the user. The user must satisfy himself /herself through 'independent investigation that all materials can be used safely. Mirafi Inc has described certain hazards in using this software and Mirafi Inc reinforcement ;products but cannot guarantee that these hazards are the only ones that exist. JOB: Holdaas Pond RUN: 1 DATE: 03 -21 -2005 ENGR: 'PROBLEM GEOMETRY: `Wall Height = 8.0 (ft) SURCHARGE DETAILS: Uniform surcharge starting at crest of wall Magnitude = 100.0 (lbs /ft °2) SOIL DATA: COHESION FRICTION ANGLE BULK UNIT WEIGHT (lbs /ft - 2) (degrees) (lbs /ft'"3) REINFORCED ZONE 0.0 32.0 120.0 BACKFILL 0.0 32.0 120.0 FOUNDATION 100.0 32.0 120.0 RESULTS OF EXTERNAL STABILITY CALCULATIONS: Total Active Earth Force - 142.6E +01 (lbs /ft) BASE eccentricity REINFORCEMENT DETAILS: Base Reinforcement length Number of Reinforcement layers REINF. TYPE LONG TERM ALLOWABLE LOAD - COEFF. OF SHEAR STRESS INTERACTION Miragrid 7T 1600.0 (lbs /ft) 0.80 Miragrid 5T 1050.0 (lbs /ft) 0.80 SUMMARY OF INTERNAL STABILITY CALCULATIONS: Assumed Earth Pressure distribution Active Earth Force Minimum F.S. against grid tensile overstress Minimum F.S. against grid pullout 1 1 2.0 5.0 811 2 2 4.0 5.0 356 3 2 6.0 5.0 258 U./15 (It) 5.0 (ft) = 3 = Rankine, (i.e. Triangular) = 142.6E +01 (lbs /ft) = 1.97 in layer 1 1.56 in layer 3 ; RESULTS OF INTERNAL STABILITY CALCULATIONS: LAYER TYPE ELEV. L FHORIZ F.S. tensile V.Stress la Anch.CAP F.S. NO. NO. (ft) (ft) (lbs /ft) Overstress (lbs /ft "2) (ft) (lbs /ft) Pullout 1.97 720 3.9 2801 3.45 2.95 480 2.8 1335 3.75 4.07 240 1.7 402 1.56 *see NOTES above for reference to drainage systems and global /local stability program MGRSW (ver 2.21 August 1990) copyright 1990 Mirafi Inc. MIRAFI Inc. P.O. Box 240967 Charlotte, N.C. 28224 U.S.A NOTES: To the best of our knowledge the calculations performed by this software are accurate. However, Mirafi Inc cannot assume any liability whatsoever for the accuracy or reliability of the program and its related documentation. Therefore, results from this program are neither guaranteed nor implied to be correct. As such, Mirafi Inc cannot be held responsible for incorrect results or damages resulting from the use of this program. Design calculations performed by this program should be checked and verified by a registered professional engineer. A registered professional engineer should review the design prior to construction to ensure proper wall drainage is established that will prevent the buildup of hydrostatic pressures over the service life of the structure. Additionally, the engineer should evaluate the GLOBAL STABILITY and the LOCAL STABILITY of the wall facia since GLOBAL STABILITY and LOCAL STABILITY of the facia are not considered in this program. Suitability of any material or infringement of patents is the sole responsibility of the user. The user must satisfy himself /herself through independent investigation that all materials can be used safely. Mirafi Inc has described certain hazards in using this software and Mirafi Inc reinforcement products but cannot guarantee that these hazards are the only ones that exist. JOB: Holdaas Pond RUN: 1 DATE: 03 -21 -2005 ENGR: PROBLEM GEOMETRY: Wall Height SURCHARGE DETAILS: 6.0 (ft) Uniform surcharge starting at crest of wall Magnitude = 300.0 (lbs /ft "2) SOIL DATA: COHESION FRICTION ANGLE BULK UNIT WEIGHT (lbs /ft - 2) (degrees) (lbs /ft - 3) REINFORCED ZONE 0.0 32.0 120.0 BACKFILL 0.0 32.0 120.0 FOUNDATION 100.0 32.0 120.0 RESULTS OF EXTERNAL STABILITY CALCULATIONS: Total Active Earth Force = 121.7E +01 (lbs /ft) 3ASE eccentricity = REINFORCEMENT DETAILS: Base Reinforcement length = dumber of Reinforcement layers = Reinforcement Type - = Long Term Allowable Design Load = Coefficient of Shear Stress Interaction = SUMMARY OF INTERNAL STABILITY CALCULATIONS: Assumed Earth Pressure distribution Active Earth Force Minimum F.S. against grid tensile overstress Minimum F.S. against grid pullout 0.59 (ft) 5.0 (ft) 2 Miragrid 5T 1050.0 (lbs /ft) 0.80 = Rankine, (i. = 121.7E +01 ( = 1.36 in = 1.51 in RESULTS OF INTERNAL STABILITY CALCULATIONS: LAYER TYPE ELEV. L FHORIZ F.S. tensile V.Stress la NO. NO. (ft) (ft) (lbs /ft) Overstress (lbs /ft "2) (ft) 1 1 2.0 5.0 774 1.36 480 3.9 2 1 4.0 5.0 442 2.37 240 2.8 e. Triangular) lbs/ft) layer 1 layer 2 Anch.CAP F.S. (lbs /ft) Pullout 1867 2.41 668 1.51 *see NOTES above for reference to drainage systems and global /local stability To the best of our knowledge the calculations performed by this software are accurate. However, Mirafi Inc cannot assume any liability whatsoever for the accuracy or reliability of the program and its related documentation. Therefore, results from this program are neither guaranteed nor implied to be correct. As such, Mirafi Inc cannot be held responsible for incorrect results or damages resulting from the use of this program. Design calculations performed by this program should be checked and verified by a registered professional engineer. A registered professional engineer should review the design prior to construction to ensure proper wall drainage is established that will prevent the buildup of hydrostatic pressures over the service life of the structure. Additionally, the engineer should evaluate the GLOBAL STABILITY and the LOCAL 'STABILITY of the wall facia since GLOBAL STABILITY and LOCAL STABILITY of the facia are not considered in this program. ,Suitability of any material or infringement of patents is the sole responsibility of the user. The user must satisfy himself /herself through .independent investigation that all materials can be used safely. Mirafi Inc has described certain hazards in using this software and Mirafi Inc reinforcement products but cannot guarantee that these hazards are the only ones that exist. JOB: Holdaas Pond RUN: 1 DATE: 03 -21 -2005 ENGR: program MGRSW (ver 2.21 August 1990) copyright 1990 Mirafi Inc. MIRAFI Inc. P.O. Box 240967 Charlotte, N.C. 28224 U.S.A NOTES: 'PROBLEM GEOMETRY: 'Wall Height = 4.0 (ft) SURCHARGE DETAILS: Uniform surcharge starting at crest of wall Magnitude = 300.0 (lbs /ft "2) SOIL DATA: COHESION FRICTION ANGLE BULK UNIT WEIGHT (lbs /ft "2) (degrees) (lbs /ft"3) REINFORCED ZONE 0.0 32.0 120.0 BACKFILL 0.0 32.0 120.0 FOUNDATION 100.0 32.0 120.0 RESULTS OF EXTERNAL STABILITY CALCULATIONS: Total Active Earth Force = 663.7E +00 (lbs /ft) DROSS t.•t.c.Cli L.A. i\r 4s REINFORCEMENT DETAILS: Base Reinforcement length = Number of Reinforcement layers = Reinforcement Type = Long Term Allowable Design Load = Coefficient of Shear Stress Interaction = SUMMARY OF INTERNAL STABILITY CALCULATIONS: Assumed Earth Pressure distribution Active Earth Force Minimum F.S. against grid tensile overstress Minimum F.S. against grid pullout 3.0 (ft) 2 Miragrid 5T 1050.0 (lbs /ft) 0.80 = Rankine, (i. 663.7E +00 ( = 2.81 in = 1.21 in RESULTS OF INTERNAL STABILITY CALCULATIONS: LAYER TYPE ELEV. L FHORIZ F.S. tensile V.Stress la NO. NO. (ft) (ft) (lbs /ft) Overstress (lbs /ft"'2) (ft 1 1 0.7 3.0 290 3.62 396 2.6 2 1 2.0 3.0 374 2.81 240 1.9 e. Triangular) lbs /ft) layer 2 layer 2 Anch.CAP F.S. ) (lbs /ft) Pullout 1034 3.57 454 1.21 *see NOTES above for reference to drainage systems and global /local stability Appendix D Access Road Pavement Design Flexible Pavement Design based on the Washington Highway Department "R" Value Method Project Name: Holdaas Access Road Proj.No. 1888 PAVEMENT SECTION Design Subgrade 'R' Value = Total Required Gravel Equivivalent= Depth of Asphalt = 2 inches Gravel Equivalent = 2.86 inches (for the asphalt) Depth of ATB = 0.00001 inches Gravel Equivalent = 0.00 inches (for the ATB) Remaining Gravel Requirement = 2.06 inches 55 4.92 inches Appendix E Test Pit Logs SOIL LOG - TEST PIT No. 1 PROJECT: Holdaas Preliminary Subdivision DATE: 3 -14 -05 EXCAVATED BY: Case 580 Extendahoe HOLE ELEVATION: 294' DEPTH TO GROUNDWATER: INITIAL None FINAL -- LOGGED BY: DJ SOIL DESCRIPTION COLOR MOISTURE CONSISTENCY SOIL TYPE DEPTH PENITR.. TORVANE Very Silty SAND with Small Rounded Gravel Light Moist Loose SML Brown -1- Medium Dense -2- -3- Brown - 4- Mottled Orange -5- -6- -7 - -8- Very Silty, Slightly Plastic, Compact SAND Brown Moist Dense* SML Mixed with Fractured Siltstone /Sandstone - 9 - (increase cementation with depth) -10 -11- -12- Bottom Hole 12' No Water -13- -14- -15- -16- -17- -18- -19- *Backhoe had to scratch to excavate. -20- CONSISTENCY AND SOIL TYPE INDICATE SOIL CLASSIFICATION BASED ON THE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICATION SYSTEM - PENITR. INDICATES READINGS TAKEN WITH A SOILTEST POCKET PENITROMETER INSTRUMENT - TORVANE INDICATES READINGS TAKEN WITH A SOILTEST HAND TORVANE INSTRUMENT SOIL DENNIS JOULE, P.E. CIVIL ENGINEER SOIL LOG - TEST PIT No 2 PROJECT: Holdaas Preliminary Subdivision DATE: 3 -14 -05 EXCAVATED BY: Case 580 Extendahoe HOLE ELEVATION: 297' DEPTH TO GROUNDWATER: INITIAL None FINAL -- LOGGED BY: DJ SOIL DESCRIPTION COLOR MOISTURE CONSISTENCY SOIL TYPE DEPTH PENITR.. TORVANE Very Silty SAND with Small Rounded Gravel Light Moist Loose SMN Brown -1- Very Silty Fine SAND with small rounded Light Moist Medium SML -2- Gravel Brown Dense -3- Brown -4- Mottled Orange -5- -6- -7 - -8- -9 - Very Silty, Slightly Plastic, Compact SAND Brown Moist Dense* SML Mixed with Fractured Siltstone /Sandstone -10- (increase cementation with depth) -11- -12- Bottom Hole 12' No Water -13- -14- -15- -16- -17- -18- -19- *Backhoe had to scratch to excavate. -20- CONSISTENCY AND SOIL TYPE INDICATE SOIL CLASSIFICATION BASED ON THE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICATION SYSTEM - PENITR. INDICATES READINGS TAKEN WITH A SOILTEST POCKET PENITROMETER INSTRUMENT - TORVANE INDICATES READINGS TAKEN WITH A SOILTEST HAND TORVANE INSTRUMENT SOIL DENNIS JOULE, P.E. CIVIL ENGINEER SOIL LOG - TEST PIT No. 3 PROJECT: Holdaas Preliminary Subdivision DATE: 3 - 14 - 05 EXCAVATED BY: Case 580 Extendahoe HOLE ELEVATION: 308' DEPTH TO GROUNDWATER: INITIAL None FINAL -- LOGGED BY: DJ SOIL DESCRIPTION COLOR MOISTURE CONSISTENCY SOIL TYPE DEPTH PENITR.. TORVANE Very Silty SAND with Rounded Gravel Light Moist Loose SMN (Gravel Clasts to 12 ") Brown -1- Very Silty Fine SAND with small rounded Light Moist Medium SML -2- Gravel Brown Dense - 3- Brown -4- Mottled Orange -5- -6- Very Silty, Slightly Plastic, Compact SAND Brown Moist Dense* SML Mixed with Fractured Siltstone /Sandstone -7 - -8- (increase cementation with depth) -9 - -10- -11- -12- Bottom Hole 12' No Water -13- -14- -15- -16- -17- -18- -19- *Backhoe had to scratch to excavate. -20- CONSISTENCY AND SOIL TYPE INDICATE SOIL CLASSIFICATION BASED ON THE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICATION SYSTEM - PENITR. INDICATES READINGS TAKEN WITH A SOILTEST POCKET PENITROMETER INSTRUMENT - TORVANE INDICATES READINGS TAKEN WITH A SOILTEST HAND TORVANE INSTRUMENT SOIL DENNIS JOULE, P.E. CIVIL ENGINEER SOIL LOG - TEST PIT No. 4 PROJECT: Holdaas Preliminary Subdivision DATE: 3 - 14 - 05 EXCAVATED BY: Case 580 Extendahoe HOLE ELEVATION: 302' DEPTH TO GROUNDWATER: INITIAL None FINAL -- LOGGED BY: DJ SOIL DESCRIPTION COLOR MOISTURE CONSISTENCY SOIL TYPE DEPTH PENITR.. TORVANE Very Silty SAND with Small Rounded Gravel Light Moist Loose SML Brown -1 Medium Dense -2- -3- Brown -4- Mottled Orange -5- -6- -7 - Very Silty, Slightly Plastic, Compact SAND Brown Moist Dense* i SML Mixed with Fractured Siltstone /Sandstone -8- -9 - -10- (increase cementation with depth) -11- -12- Bottom Hole 12' No Water -13- -14- -15- -16- -17- -18- -19- *Backhoe had to scratch to excavate. -20- CONSISTENCY AND SOIL TYPE INDICATE SOIL CLASSIFICATION BASED ON THE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICATION SYSTEM - PENITR. INDICATES READINGS TAKEN WITH A SOILTEST POCKET PENITROMETER INSTRUMENT - TORVANE INDICATES READINGS TAKEN WITH A SOILTEST HAND TORVANE INSTRUMENT SOIL DENNIS JOULE, P.E. CIVIL ENGINEER • • TO: Baima & Holmberg 100 Front Street South Issaquah, WA 98027 Attn: Bonnie Babcock Ref.# 2287 -001 CC: Tim Holdaas 4432 South 148 Street Tukwila, WA 98168 PACImC NoR1tiwusT Tm.E Gom,wine •J' Wa.h:ngtnn. Inc. 215 Columbia Street Seattle; Washington 98104 PNWT Order Number: 588116 CERTIFICATE FOR FILING PROPOSED PLAT RECEIVED FEB 16 2006 COMMUNITY D EVELOPMENT SUPPLEMENTAL REPORT #1 TO THE SHORT PLAT CERTIFICATE The following matters affect the property covered by this order: • A Full Update of the Short Plat Certificate from March 10, 2005 through January 25, 2006 at 8:00 a.m. has disclosed the following: • Paragraph 3 and 4 of the commitment is /are out, 2005 taxes are paid in full. • The following have been added as paragraphs 7 and 8: 7. GENERAL AND SPECIAL TAXES AND CHARGES: FIRST HALF DELINQUENT MAY 1, IF UNPAID: SECOND HALF DELINQUENT NOVEMBER 1, IF UNPAID: YEAR: 2006 TAX ACCOUNT NUMBER: 004000 - 0775 -05 LEVY CODE: 2401 AFFECTS: Parcel A CURRENT ASSESSED VALUE: Land: $79,000.00 Improvements: $119,000.00 AMOUNT BILLED GENERAL TAXES: $2,556.61 SPECIAL DISTRICT: $1.59 $10.00 TOTAL BILLED: $2,568.20 PAID: $0.00 TOTAL DUE: $2,568.20 (continued) • SUPPLEMENTAL TITLE REPORT Page 2 8. GENERAL AND SPECIAL TAXES AND CHARGES: FIRST HALF DELINQUENT MAY 1, IF UNPAID: SECOND HALF DELINQUENT NOVEMBER 1, IF UNPAID: cg YEAR: 2006 TAX ACCOUNT NUMBER: 004000 - 0780 -08 LEVY CODE: 2401 CURRENT ASSESSED VALUE: Land: $79,000.00 Improvements: $0.00 AMOUNT BILLED GENERAL TAXES: $1,020.06 SPECIAL DISTRICT: $1.59 $10.00 Dated as of January 31, 2006 at 8:00 a.m. By: Mike Sharkey Title Officer Phone Number: 206 - 343 -1327 Order No. 588116 TOTAL BILLED: $1,031.65 PAID: $0.00 TOTAL DUE: $1,031.65 • There has been no change in the title to the property covered by this order since March 10, 2005, EXCEPT the matters noted hereinabove. PACIFIC NORTHWEST TITLE COMPANY PACIFIC NORTHWEST TITLE COMPANY OF WASHINGTON, INC. 215 Columbia Street Seattle, Washington 98104 -1511 Senior Title Officer, Mike Sharkey (mikesharkey @pnwt.com) Title Officer, Curtis Goodman (curtisgoodman @pnwt.com) Assistant Title Officer, Charlie Bell (charliebell @pnwt.com) Unit No. 12 FAX No. (206)343 -1330 Telephone Number (206)343 -1327 Baima & Holmberg 100 Front Street South Issaquah, Washington 98027 Attention: Bonnie Your Ref.: 2287 -001 GENTLEMEN: In the matter of the plat submitted for your approval, this Company has examined the records of the County Auditor and County Clerk of King County, Washington, and the records of the Clerk of the United States Courts holding terms in said County, and from such examination hereby certifies that according to said records the title to the following described land: As on Schedule A, pages 2 and 3, attached. IS VESTED IN: TIMOTHY A. HOLDAAS, as his separate estate SUBJECT TO THE FOLLOWING EXCEPTIONS: As on Schedule B, attached hereto. CHARGE: TAX: $250.00 $ 22.00 • 1 SHORT PLAT CERTIFICATE SCHEDULE A RECORDS EXAMINED TO: March 10, 2005 at 8:00 a.m. Title Order No. 588116 CERTIFICATE FOR FILING PROPOSED PLAT TOTAL CHARGE: $272.00 PACIFIC NORTHWEST TITL COMPANY OF WASHING •N, IN ike arkey Senior Title Officer Unit No. 12 • • In the matter of the plat submitted for your approval, this Company has examined the records of the County Auditor and County Clerk of King County, Washington, and the records of the Clerk of the United States Courts holding terms in said County, and from such examination hereby certifies that according to said records the title to the following described land: PARCEL A: SHORT PLAT CERTIFICATE SCHEDULE A PAGE 2 That portion of Lots 13 and 14, Block 6, Adams Home Tracts, according to the plat thereof recorded in Volume 11 of Plats, page 31, in King County, Washington, described as follows: Beginning at the southeast corner of said Lot 13; thence north 88 °02'35" west along the south line thereof, 22.00 feet to the TRUE POINT OF BEGINNING; thence continuing north 88 °02'35" west 170.99 feet to the west line of the east one -half of said Lot 14; thence north 01 °09'52" east, along said west line, 218.08 feet; thence south 88 °02'35" east 101.05 feet; thence south 01 °10'43" west 73.33 feet; thence south 88 °02'35" east 70.04 feet; thence south 01 °10'43" west 144.75 feet to the TRUE POINT OF BEGINNING; EXCEPT the south 5.00 feet thereof as dedicated to the City of Tukwila for road purposes by Recording Number 9208121704. (ALSO KNOWN AS Lot A, City of Tukwila Boundary Line Adjustment No. L94 -0094, recorded under Recording Number 9501031007). PARCEL B: That portion of Lots 13 and 14, Block 6, Adams Home Tracts, according to the plat thereof recorded in Volume 11 of Plats, page 31, in King County, Washington, described as follows: Beginning at the southeast corner of said Lot 13; thence north 88 °02'35" west along the south line thereof, 22.00 feet; thence north 01 °10'43" east 144.75 feet; thence north 88 °02'35" west 70.04 feet; thence north 01 °10'43" east 73.33 feet; thence north 88 °02'35" west 101.05 feet to the west line of the east one -half of said Lot 14; thence north 01 °09'52" east 93.00 feet, along the west line thereof, to the north line of said Lot 14; thence south 87 °59'10" east, along the north line of said Lots 14 and 13, 193.07 feet to the northeast corner of Lot 13; (legal description, continued) • • SHORT PLAT CERTIFICATE SCHEDULE A PAGE 3 thence south O1 °10'43" west, along the east line of said Lot 13, 310.89 feet to the point of beginning; EXCEPT the south 5.00 feet thereof as dedicated to the City of Tukwila for road purposes by Recording Number 9208121704. (ALSO KNOWN AS Lot 13, City of Tukwila Boundary Line Adjustment No. L94 -0094, recorded under Recording Number 9501031007). END OF SCHEDULE A GENERAL EXCEPTIONS: • • SHORT PLAT CERTIFICATE Schedule B Order No. 588116 1. Rights of claims of parties in possession not shown by the public records. 2. Public or private easements, or claims of easements, not shown by the public record. 3. Encroachments, overlaps, boundary line disputes, or other matters which would be disclosed by an accurate survey or inspection of the premises. 4. Any lien, or right to a lien, for services, labor or material heretofore or hereafter furnished, imposed by law and not shown by the public records, or Liens under the Workmen's Compensation Act not shown by the public records. 5. Any title or rights asserted by anyone including but not limited to persons, corporations, governments or other entities, to tide lands, or lands comprising the shores or bottoms of navigable rivers, lakes, bays, ocean or sound, or lands beyond the line of the harbor lines as established or changed by the United States Government. 6. (a) Unpatented mining claims; (b) reservations or exceptions in patents or in Acts authorizing the issuance thereof; (c) water rights, claims or title to water. 7. Any service, installation, connection, maintenance, capacity, or construction charges for sewer, water, electricity or garbage removal. 8. General taxes not now payable or matters relating to special assessments and special levies, if any, preceding the same becoming a lien. 9. Indian tribal codes or regulations, Indian treaty or aboriginal rights, including, but not limited to, easements or equitable servitudes. SPECIAL EXCEPTIONS: • • 1. COVENANTS, CONDITIONS, RESTRICTIONS AND EASEMENTS CONTAINED IN LOT LINE ADJUSTMENT, COPY ATTACHED: RECORDED: RECORDING NUMBER: 2. AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BY: Timothy A. Holdaas and City of Tukwila RECORDED: RECORDING NUMBER: AFFECTS: REGARDING: Funding future undergrounding improvements 3. GENERAL AND SPECIAL TAXES AND CHARGES: FIRST HALF DELINQUENT MAY 1, IF UNPAID: SECOND HALF DELINQUENT NOVEMBER 1, IF UNPAID: YEAR: 2005 TAX ACCOUNT NUMBER: 004000 - 0775 -05 LEVY CODE: 2401 AFFECTS: Parcel A CURRENT ASSESSED VALUE: Land: $75,000.00 Improvements: $111,000.00 AMOUNT BILLED GENERAL TAXES: $2,473.51 SPECIAL DISTRICT: $1.59 $5.00 Order No. 588116 SHORT PLAT CERTIFICATE SCHEDULE B Page 2 January 3, 1995 and August 12, 1992 9501031007 and 9208121704 February 27, 1995 9502270139 Parcel A TOTAL BILLED: $2,480.10 PAID: $0.00 TOTAL DUE: $2,480.10 (continued) YEAR: TAX ACCOUNT NUMBER: LEVY CODE: AFFECTS: AMOUNT: DATED: RECORDED: RECORDING NUMBER: Rob Chelton • • 4. GENERAL AND SPECIAL TAXES AND CHARGES: FIRST HALF DELINQUENT MAY 1, IF UNPAID: SECOND HALF DELINQUENT NOVEMBER 1, IF UNPAID: AMOUNT BILLED GENERAL TAXES: $997.38 SPECIAL DISTRICT: $1.59 $5.00 2005 004000 - 0780 -08 2401 Parcel B CURRENT ASSESSED VALUE: Land: $75,000.00 Improvements: $0.00 TOTAL BILLED: $1,003.97 PAID: $0.00 TOTAL DUE: $1,003.97 5. DEED OF TRUST AND THE TERMS AND CONDITIONS THEREOF: GRANTOR: Timothy A. and Sheryl Holdaas, husband and wife TRUSTEE: Brian Wichmann, Attorney at Law BENEFICIARY: Thomas A. and Shirley Holdaas, husband and wife $200,000.00 November 30, 2000 December 1, 2000 20001201001924 The amount now secured by said Deed of Trust and the terms upon which the same can be discharged or assumed should be ascertained from the holder of the indebtedness secured. 6. Right, title and interest of Sheryl Holdaas presumed from the execution of instrument recorded under Recording Number 20001201001924. END OF SCHEDULE B Title to this property was examined by: Any inquiries should be directed to one of the title officers set forth in Schedule A. CC: Tim Holdaas /Tukwila REC/slm/8911090838 Adams Home Tracts is ISO 6 a �" ZOt05 1OT ?0 Q sae TU LOT A 77599 2 193.07 ' BLA ,� 78 LOT 8 27757as 700' 313011x/ No 0a�' L94-00.1 v8.4(P) use PACIFIC NORTHWEST TITLE Company of Washington, Inc. 124.8 I I • Na... II J 728.8 n w al , waci 0 9618# Order No. 588116 IMPORTANT: This is not a Plat of Survey. It is furnished as a convenience to locate the land indicated hereon with reference to streets and other land. No liability is assumed by reason of reliance hereon. 1' EXECUTED at R . opo neaoasua ¢ ,, ab e ., Q .mrGOion A9 �O TA T„7 : °. Z m �. CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 FAX (206) 431 -3665 E -mail: tukplan(a)ci.tukwila.wa.us AFFIDAVIT OF OWNERSHIP AND HOLD HARMLESS PERMISSION TO ENTER PROPERTY STATE OF WASHINGTON COUNTY OF KING The undersigned being duly swom and upon oath states as follows: 1. I am the current owner of the property which is the subject of this application. 2. All statements contained in the applications have been prepared by me or my agents and are true and correct to the best of my knowledge. 3. The application is being submitted with my knowledge and consent. 4. Owner grants the Ci employees, engineers, contractors or other representatives the right to enter upon Owner's real property, located at City, 4 3 L . 1218th St. for the p of application review, for the limited time necessary to complete that purpose. 5. Owner agrees to hold the City harmless for any loss or damage to persons or property occurring on the private property during the City's entry upon the property, unless the loss or damage is the result of the sole negligence of the City. 6. The City shall, at its discretion , cancel the application without refund of fees, if the applicant does not respond to specific requests for items on the "Complete Application Checklist" within ninety (90) days. (city), vl�� • (state), on N o • I <Y. m in: A - ; i ' % P• WAS .. 1",o ° On this '8'ay �perso i�at beta"' me MO rit y , L M. 10 4 • /ie me known to be the individual oleo executed t`fie'fo ?egoing instrument and 'acknowledged that he/she tgned the same as his/her voluntary act and deed for the uses and purposes mentioned therein. , SUBSCRIBED AND SWORN TO BEFORE ME ON T 7/ r ' DAY OF 20 Og 1A--, o l NOTARY PUBL[ in nd for.th State of hfngton residing at is RECEIVED FEB 16 1006 COMMUNITY DEVELOPMENT a t: , 9 20 5 (Print Name) 174/3 SD / cig % ✓s��� tom / (Address) (Signat My Commission expires on (Phone Number) 8911090838 Filed Filed for Record at Request of Sea Tac Escrow, Inc. AFTER RECORDING MAIL TO: Name TIMOTHY A. HOLDAAS Address 4432 SOUTH 148TH STREET City, State, Zip T11KWILA. WA 98168 Title Co. D 100759 Escrow Q B890194 By ated this By — S EN A. CRATZER STATE OF WACHTNCTON 1 ss COUNTY OP Mr: ' .....1.11...• • f1ECCWRU 1111$ QAl Ilou 9 II ui hlt'89 ID . h • 1 . M Statutory Warranty Deed THE GRANTOR E GRA STEPHEN A. GRATZER AND MIMI C. GRATZER, HUSBAND AND WIFE O '4 for and in consideration of TEN DOLLARS AND OTHER GOOD AND VALUABLE CONSIDERATION Go In hand paid, conveys and warrants to TIMOTHY A. HOLDAAS , A SINGLE PERSON the following described real estate, situated in the County of KING , State of Washington: LOT 13 AND THE EAST HALF OF LOT 14, BLOCK 6, ADAMS HOME TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 11 OF PIATS, PAGE 31,IN KING COUNTY, WASHINGTON SUBJECT TO: EASEMENT,RESTRICTIONS, COVENANTS ETC., OF RECORD IF ANY. 03 _ day of November , 1989 ».... . By . .C. GRATZER .. .. ..» ... . ». .» .... MINI By This Space Reserved For Recorder's Use: 39/11/09 #0838 t RECD F 5.00 RECFEE 2.00 CRSHSL * ** *7.00 55 I certify that I know or have satlsfactory evidence that STRPHFN A _ CRATZFR ItTMT C CRAT7FR MS the persona_ who appeared before me, and said person2— acknowledged that t hey signed this butrumenl and acknowledged it to be the free and voluntary act for the uses and purposes • in this instrument. ,111111111�1Q1,,,, `11 ' 1 R• I v Nctary Public in and the State of WASHINGTON • P lIC ; Residing at SEAM, ,',; M � 0 � 1 .� My appointment expirex 2 /Z'm \{\• LCICL/-0/, ir Ii. Ipe.1l1 '�' '' � FWASliilk .01' RECE EVE® FEB 16 2006 D Ey�OP N T 9501031007 LEGAL DESCRIPTIONS BEFORE THE ADJUSTMENT: BOUNDARY LINE ADJUSTMENT/LOT CONSOLIDATION CITY OF TUKWILA, WASHINGTON FILE NO. i - 4 Y -00 l AFTER THE ADJUSTMENT: $ems Nava Filed for record at the request of Vj_t9jYZV_ R k__OAri‘ NAME 0. 600.. 077. • ego APPROVAL . 11 \ 4 DEPARTMFxr OF fsam;rcd oral apps Cilerr A/r '.L (, . . humor Dim &mot � 19 qt Department of Community Development: Examined and a,Rprov this 19 . day of iillkk.... _9,¢. matanne Direct , Dept. of Community De el4 opment Dept. of Public Works: Exai ned and approved this 21! of Q , 19.L. Director, Dept. of Public Works - Return to: Dept. of Community Development Planning Division Clty of Tukwila 6300 Southcentcr Boulevard Tukwila, Washington 98188 Page of • Existing 1 Legal Descriptions • Parcel A That portion of Lots 13 and 14, Block 6, Adems Home Tracte, according to the Plet thereof recorded in Volume 11 of Plata, page 31, in King County, Washington; Beginning.at the southeast corner of said Lot 13; thence N 88 °02'35" W, along the south line of said Lot 13 and Lot 14, 192.99 feet to the west line of said east one -half of Lot 14. and the true point of beginning; thence N 1 °09'52" E, along the West line of the said east one -half, 100.01 feet; 'thence 5 88 °02'35" E 81.50 feet; thence 5 1 °10'17" W 100.01 feet to the south line of said Lot 13; thence N 88 °02'35" W, along said south line of Lots 13 end 14, 81.49 feet to the true point of beginning; Except the south 5 feet thereof to be dedicated to the City of Tukwila for road purposes. •' '.• Parcel B That portion of Leta 13 end 14, Block 6, Adems Home Tracts, according to the Plot thereof recorded in Volume 11 of Plata, page 31, in King County, Washington; Beginning et the southeast corner of said Lot 13; thence N 88 °02'35" W, along the south line of said Lots 13 end 14, 192.99 feet to the west line of said east one -half of Lot 14; thence N 1 °09'52" E, along the West line of the said east one-half of Lot 14, 100.01 feet to the true point of beginning; thence continuing N 1 °09'52' E 111.08 feet; thence N 93 ° 44'00" E,on a radial line, 52.33 feet to a point of curvature; thence on a curve to the left with a radial bearing of 5 83 °44'00" W, a radius of 45 feet and en arc length of 37.47 feet to a point of reverse curve; thence on e curve to the right with a radius of 25 feet and on arc length of 24.06 feet to a point of tangency; thence S ,+ 1 °10'17" W 67.34 feet; thence N 88 °02'35" W81.50��*�,��VEfl �! the west line of said Lot 14 and the true point of beginning. OCT 1 71994 CUlvq +w.•.,, 1 DEVELOPMENT NEW LOT "A ": THAT PORTION OF LOTS 13 AND 14, BLOCK 6, ADAMS HOME TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 11 OF PLATS, PAGE 31, RECORDS OF KING COUNTY, WASHINGTON; DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHEAST CORNER OF SAID LOT 13; THENCE N 88 02' 35" W, ALONG THE SOUTH LINE THEREOF, 22.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING N 88 02' 35" W 170.99 FEET TO THE WEST LINE OF THE EAST ONE -HALF OF SAID LOT 14; THENCE N 01 09' 52" E, ALONG SAID WEST LINE, 218.08 FEET; THENCE S 88° 02' 35" E 101.05 FEET; THENCE S 01 10' 43" W 73.33 FEET; THENCE S 88 02' 35" E 70.04 FEET; THENCE S 01 10' 43" W 144.75 FEET TO THE TRUE POINT OF BEGINNING; EXCEPT THB SOUTH 5.00 FEET THEREOF AS DEDICATED TO THE CITY OF TUKWILA FOR ROAD PURPOSES BY REC. NO. 9208121704. NEW LOT "B": • THAT PORTION OF LOTS 13 AND 14, BLOCK 6, ADAMS HOME TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 11 OF PLATS, PAGE 31, RECORDS OF KING COUNTY, WASHINGTON; DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHEAST CORNER OF SAID LOT 13; THENCE N 88 02' 35" W, ALONG THE SOUTH LINE THEREOF, 22.00 FEET; THENCE N 01 10' 43" E 144.75 FEET; THENCE N 88 02' 35" W 70.04 FEET; THENCE N 01 10' 43" E 73.33 FEET; THENCE N 88 02' 35" W 101.05 FEET TO THE WEST LINE OF THE EAST ONE -HALF OF SAID LOT 14; THENCE N 01 09' 52 "E 93.00 FEET, ALONG THE WEST LINE THEREOF, TO THE NORTH LINE OF SAID LOT 14; THENCE S 87 59' 10" E, ALONG THE NORTH LINE OF SAID LOTS 14 AND 13, 193.07 FEET TO THE NORTHEAST CORNER OF LOT 13; THENCE S 01 10' 43" W, ALONG TUE EAST LINE OF SAID LOT 13, 310.89 FEET TO THE POINT OF BEGINNING; EXCEPT THE SOUTH 5.00 FEET THEREOF AS DEDICATED TO THE CITY OF TUKWILA FOR ROAD PURPOSES BY REC. NO. 9208121704 RECEIVED OCT 171994 CUivti urvi 1 Y DEVELOPMENT 01 0014 • 8 !1 O ' 4 O • • 4 0- MAP Land Surveyor's Certificate: This Boundary Line Adjustment/Lot Consolidation correctly represents a survey* made !:y me or under my direction in conformance with the requirements of appropriate State statute. Name: Date; Certificate No A lot consolidation does not require a survey of the perimeter unless the lines are adjusted. Page of Map on File in Vault Direction: Scale: Stamp: • a E 0 in t 0 CO I— 0 a O N) Cl 1o1 OUfl PM yI 11 101 non 1Q . g6 W 6erolr CETL 0 3 ° u 0 a0 0J Land Surveyor's Certificates This short plat correctly represents a survey nude by ne or under my direction in confbrnance with the requlrenents of appropriate stann co. tyVgtnfute and co for once e D2T 4. (".(21__ Certificate Noa___�- - --- 73 - -- - - - ---- 13. i., A. ii9i1— old. -- ot�ly *alo+ r °; •C 663.89' (mess) N 1'06'08" E 42nd Ave. So. 90'C1Z 3 .ZS.60.10 N r II,NIIIIIIII III h1IIIIIII• • RECEIVED OCT 17 1994 ( 1 Y DEVELOPMENT cV 3 .0.01.10 N Nap on 1"Ae In Vault Directions Scales r-50' N W O In DECLARATION: Know all men by these presents th we, the undersigned, owner(s) In fee simple and /or contract purchaser(s) of the land herein described do hereby make an application for a boundary line ad- justment /lot consolidation thereof. The undersigned further declare that the attached map is the graphic representation of said boundary line adjustment /lot consolidation and the same Is made with the free consent and in accordance with the desire of the owner(s). In witness whereof we have set our hands and seals. �� Name: �J� Name: ! //►�t0 }� I7o X040 4 'Tr/toiv Name: Name: Names Name: • Name: Name: STATE OF WASHINGTON County of King On this day personally appeared before me %/M O 76/y 14/277/a2 404 . to me known to be the individual described in and who executed the within and foregoing in- strument, and acknowledge that Re- - signed the same as t7•5 free and voluntary act and deed, for the uses and purposes therein mentioned. GIVEN under my hand and offidal seal this /7 ' day of c9e. bi '(i ,19 Notary Publicl for ` a �tateiof d, gt residing at - / 4 'i : t .; r / • / / r ' - I3 r- 7s-,, Mze STATE OF WASHINGTON County of King On this day personally appeared before me to me known to be the individual described in and who executed the within and foregoing in- strument, and acknowledge that signed the same as free and voluntary act and deed, for the uses and purposes therein mentioned. GIVEN under my hand and official seal this day of RECEIVED our 171994 C(JIveiviu MI e Y DEVELOPMENT S FFIDAVIT OF OWNERSHIP' Page ,19 Notary Public in and for the State of Washington, residing at of 4 —0011 LEGAL DESCRIPTIONS BEFORE THE ADJUSTMENT: NAME • 0 BOUNDVY LINE ADJUSTMENT/LOT CarOLIDATION '-CITY OF TUKWILA, WASHING.-N FILE NO. Z oat? AFTER THE ADJUSTMENT: Filed for record at the tequest of OVAZ...qa OF ASSESSMFATS Wollner! end approved thls.../2.day of l 1913 /VoRiat J. 3ie.,..7)is Deputy Assessor APPROVAL g Department of Community Development Examined and approved this day of 44 Dictor, Dept. of Community Development Dept. of Public Works: Examined and a proved this _C.__ day of , irector, Dept. of Public Works Return to: Dept. of Community Development Planning 6300 Southcenter Boulevard Tukwila, Washington 98188 Page._L of 1:4 CV n CO r _N OD CD N • • pp 000- off" /.r Existing Legal Description Tracts, according to the Plat thereof recorded in Volume 11 of Plats, page 31, in King County, Washington. Lot 13 and the East Half of Lot 14, Block 6, Adams Home OF5 = Lot 13 and the East Half of Lot 14, Block 6, Adams Home Tracts, according to the Plat thereof recorded in Volume 11 of Plats, page 31, in King County, Washington; EXCEPT the South 154.50 feet of the West 101.00 feet thereof. afpe oc as al W In conformance wit appro date s conf Hance of TE 1 in A Y 01 3 , 156.59' Land Surveyor's Certificate' This short plat correctly represents a survey made by ne or under my • ection he re•ulr to of i - and Certificate No.• LsZ3¢ Short Plat No.• 92 , 0B\ 20 0 4 01 ar o0 S 190'43• W .310.89' s 1'09'x2 w in 154.50' N 1'09'52' E 311.08' 663.89' (mom) N 1'06'08" E 42nd Ave. So. 0 J 154.50' Scale' N-w Direction' N 1'50' i tia d QdCE - 1 FEB 2 0 1992 J CITY OF TUKWILA PLANNING DEPT. 8 kg E 0 .0 u Map on File In Vault Page 7 of S .r1 r • DECLARATION: ( 1 'AFFIDAVIT OF OWNERSHIP Know all men by these presents that we, the undersigned, owner(s) in fee simple and/or contract purchaser(s) of the land herein described do hereby make an application for a boundary line ad- justment /lot consolidation thereof. The undersigned further declare that the attached map is the graphic representation of said boundary line adjustment /lot consolidation and the same is made with the free consent and in accordance with the desire of the owner(s). In witness whereof we have set our hands and seals. Name c ;10�6li- / /�� Name: / /r ,:f �7'/ At /`7 e; S / 5K oz.. *' ,4 r/f $15 -4.,.•/ Name: Name; Name: Name; Name: Name t7• h. STATE OF WASHINGTON N County of King p On this day personally appeared before me / /I' d 7'H > /1427/71,-,;)- /Z#$ to me known to be the individual described in and who executed the within and foregoing in- strument, and acknowledge that /,it signed the same as , ,free and voluntary act and deed, for the uses and purposes therein mentioned. GIVEN under my h. and of 1 •. a1 this t 441 day of 5 uary ,19 6 0! .� � , �%" Notary Pub1i in d for the State of Washington, Alb- residing at \iQt 1 STATE OF W HINGTON County of King On this day personally appeared before me to me known to be the individual described in and who executed the within and foregoing in- strument, and acknowledge that signed the same as free and voluntary act and deed, for the uses and purposes therein mentioned. GIVEN under my hand and official seal this day of ,19 Notary Public in and for the State of Washington, residing at • Page -S of IT IS DUE TO THE OUALITY OF THE DOCUMENT. . " •.+1 j' • 9502270139 City of Tukwila Department of Public Works This Agreement shall be binding upon the particle, their respective heirs, legal roproeentatives, assignees, transferee° and euccoaeor°. Thie Agreement rune with the land. The propo°od development et: #'V36 S, /5/87}./ Sr /LIKW/c A • tLiA, Parcel No. 009' 2-277 ?squires undorgrounding per Ordinances 486, 924 and 1321. In compliance with the requirement° of Ordinance No. 1607 the property owner of this single family development has demonstrated application of the Undergrounding Ordinance will create undue hardship if carried out as part of the development. OWNER: Owner (Signat rel TiMOrwy A. /IO41a9A S Owner (Print Name) yf%?Z S, /si9ri, Street Addreso UNDERGROUNDINO AGREEMENT WAIVER TO UNDERGROUNDING ORDINANCE OBLIGATION FOR FUTURE UNDERGROUNDING The Owner le obligated to participate in funding future undergrounding improvements for their proportionate share of said undorgrounding fronting their property. Furthermore, if the L.I.D. / U.L.I.D. process le used to carry out the construction of this undergrounding, the Owner waiveo the right to precept L.I.D. or U.L.I.D. formation for thie undergrounding. Owner retains the right to contoet the method of calculating aeuesamente in ouch L.I.D. and the amount thereof to be levied against the Owner's subject property, and other property owned by Owner which would be within such L.I.D. This Agreement shall be recorded by the City Clerk with tho King County Auditor ea required by Chapter 35.91 RCW and the coat of said recording will be paid by the City. Date Page 1 of 2 15 2r2 Phono City, State, Zip John W. Rants, Mayor Rau A. Earns% P. E, Director Reft/rn T: Cef A WY OP TUKWILA IWO bO vA fl/X1I 4 WA W 9e /6e (8/93) 6300 Southcenter Boulevard, Suite #'100 • Tukwila, Washington 98188 • Phone: (2001 0179 • Far (206) 4313605 • STATE OF WASHINGTON County of CP' A On this day personally appeared before me %- . /� ,., r-''.• ;�,. P� d R•.t to we known to be the individual described in and who exOuuted the within and foregoing instrument, and acknowledged that -`c. signed the same ae `-1;• , free and voluntary act and deed, for the twee and purposes therein mentioned. r, / Given under my hand and official Deal this , 7/6 day of ( c( „ « a S../ 19 C trs i CITY OF TUKWILA: ublic Works Director (Cswaiver) • • Page 2 of 2 'ROTARY PUBLIC TO AND FOR THE STATE OF WASHINGTON, RESIDING AT; .e /A , -I. //q/ . ' 41 i Date 20001201001924 When Recordediuun To Bran Wichmann 15201 Military Rd S Seattle, WA 98188 Mil 20 01201 1924 PIS Ire 1 OF DT to ee ► K��I i l� DEED OF TRUST THIS DEED OF TRUST, made on November 30, 2000 between Timothy A and Sheryl Holdaas, husband and wife, Grantor, whose address is 4432 S 148th St in Tukwila, WA , Bnan Wichmann, Attorney at Law, Trustee, whose address is 15201 Military Rd S, Seattle, WA 98188, and Thomas A and Shirley Holdaas, husband and wife, Beneficiary whose address is 15908 SE 184th St, Renton, WA 98058 WITNESSETH Grantor hereby bargains, sells and conveys to Trustee to Trust, with power of sale, the following descnbed real property m KING County, Washington Abbreviated legal descnpuon Ptn Of Lots 13 and 14, Block 6, Adams Home Tracts Full legal description attached as Exhibit A. N TAX PARCEL NOs 004000 - 0780.08 and 004000 - 05 tY► which real property is not used pnncipally for agricultural or fanning purposes, together with all ° tenements, hereditaments, and appurtenances now or hereafter thereunto belonging or in any wise appertaining, and the rents, issues and profits thereof This deed is for the purpose of secunng performance of each agteemcnt of grantor hercm `" contained, and payment of the sum of two hundred thousand dollars even with interest, in accordance with the terms of a pronussory note of even date herewith payable to Beneficiary or order, and made by C73 Grantor, and all renewals, modifications and extensions thereof, and also such further sums as may be N advanced or loaned by Ben eficrary to Grantor, or any of their successors or assigns, together with mtercst thereon at such rate as shall be agreed upon To protect the secunty of this Deed of Trust, Grantor covenants and agrees To keep the property in good condmon and repair, to pernut no waste thereof, to complete any building, structure or improvement being built or about to be built thereon, to restore promptly any budding, structure or improvement thereon which may be damaged or destroyed, and to comply with all laws, ordinances, regulations, covenants, conditions and restrictions affecting the property 2 To pay before delinquent all lawful taxes and assessments upon the property, to keep the property free and clear of all other charges, liens or encumbrances tmpainng the secunty of this Deed of Trust 3 To keep all buildings now or hereafter erected on the property descnbed herein continuously insured against loss by fire or other hazards in an amount not less than the total debt secured by this Deed of Trust All policies shall be held by the Beneficiary, and be m such companies as the Beneficiary may approve and have loss payable first to the Beneficiary as its interest may appear and then to Grantor. The amount collected under any insurance policy may be apphcd upon any indebtedness booby secured in such order as tho Beneficiary shall detenrune Such application by the Beneficiary shall not cause discontinuance of any proceedings to foreclose this Deed of Trust In the event of foreclosure, all nghts of the Grantor in insurance policies then in force shall pass to the purchaser at the foreclosure sale 4 To defead nay action or proceeding purporting to affect the security hereof or the nghts or powers of Beneficiary or Trustee, and to pay all costs and expenses, rncludmg cost of title search and attonwy's foes in a reasonable amount, m any such action or proceeding, and in any suit brought by Beneficiary to foreclose this Deed of Trust 5 To pay all costs . fees and expenses in connection with this Deed of Trust, including any reconveyance fee and the expenses of the Trustee incurred in enforcing the obligation secured hereby and Trustees attorney's fees actually incurred, as provided by statute 6 Should Grantor fail to pay when due any taxes, assessments, insurance premiums, hens, encumbrances or other charges against the property hereinabave described, Beneficiary may pay the same, and the amount so paid, with interest at the rate set forth in the note secured hereby, shall be added to and become a part of the debt secured in this Deed of Trust • IT IS MUTUALLY AGREED THAT 1 In the event any portion of the property is taken or damaged m an eminent domain proceeding, the entire amount of the award or such portion thereof as may be necessary to fully satisfy the obligation secured hereby, shall be paid to Beneficiary to be applied to said obligation 2 By accepting payment of any swn secured hereby after its due date, Beneficiary does not waive its right to require prompt payment when due of all other sums so secured or to declare default for failure to so pay 3 The Trustees shall reconvey all or any part of the property covered by this Deed of Trust to the ., person entitled thereto on written request of the Grantor and the Beneficiary, or upon satisfaction of the obligation secured and written request for reconveyance made by the Beneficiary or the person entitled thereto 4 Upon default by Grantor in the payment of any indebtedness secured hereby or in the performance of any agreement contained heroin, all sums secured hereby shall immediately become due and payable at the option of the Beneficiary. In such event and upon written request of Beneficiary , Trustee or its authonzed agent shall sell the trust property, in accordance with the Deed of Trust cNt Act of the State of Washington, .� at public auction to the highest bidder Any person except Trustee may bid at Trustee's sale Trustee shall apply the proceeds dike sale as follows (1) W the expense c of sale, including a reasonable Trustee's fee and attorney's fee, (2) to the obligation secured by this Deed of Trust, the surplus, if any, shall be distributed to the persons entitled thereto 5 Trustee shall deliver to the purchaser at the sale its deed, without warranty, which shall convey to the purchaser the interest in the property which Grantor had or had the power to convey at the time (Ohm execution of thus Deed of Trust, and such as he may have acquired thereafter Trustee's deed shall recite the facts showing that the sale was conducted m compliance with all the requirements of law and of this Deed of Trust, which recital shah be pnma face evidence of such compliance and conclusive evidence thereof in favor of bona fide purchasers and encumbrances for value 6 The power of sale conferred by this Deed of Trust and by the Deed of Trust Act of the State of Washington is not an exclusive remedy, Beneficiary may cruse this Deed of Trust to be foreclosed as a mortgage 7 In the event of the death, incapacity or disability or resignation of Trustee, Beneficiary shall appoint m wntmg a successor trustee, and upon the recording of such appointment in the mortgage records of the county to wluch this Deed of Trust is recorded, the successor trustee shall be vested with all powers of the original trustee The trustee is not obhgated to notify any party hereto of pending sale under any other Deed of Trust or any action or proceeding In which Grantor, Trustee or Beneficiary shall be a party unless such action or proceeding is brought by the Trustec 8 This Deed of Trust apphes to, inures to the benefit of and is bmdmg upon not only the parties hereto, but on their heirs, devisees, legatees, admwstrators, executors, successors and assigns The term Beneficiary shall mean the holder and owner of the note secured hereby, whether or not named as Beneficiary herein State of Washington County of King ) I certify that I know or have sausfactory evidence that Timothy A and Sheryl Holdaas, husband and wife are the persons who appeared before me, and said persons acknowledged that they sigmed the instrument, and acknowledged it to be their free and votumary act of such parry for the uses and purposes therein mentioned Dated November 30, 2000 _ --01-17%,1 "N Anthony J �Gt Washington, rest . at Seatac . . 5s1Oiy'•• 1 My appointment expires 06 /17/02 $ o $OTAg --' ° i :tin Z ; ; P UBLIC i i r ttti•.QC � fi • — r tic in and for the State of Exhibit A THAT PORTION OF LOTS 13 AND 14, BLOCK 6, ADAMS HOME TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 11 OF PLATS, PAGE 31, RECORDS OF KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS BEGINNING AT THE SOUTHEAST CORNER OF SAID LOT 13, THENCE N 88°02'35" W, ALONG THE SOUTH LINE THEREOF, 2200 FEET TO THE TRUE POINT OF BEGINNING, THENCE CONTINUING N 88°02'35" W 170 99 FEET TO THE WEST LINE OF THE EAST ONE -HALF OF SAID LOT 14, THENCE N01°09'52" E ALONG SAID WEST LINE, 218 08 FEET, THENCE S 88°02'35" E 10105 FEET, THENCE S 01°10'43" W 73 33 FEET, THENCE S 88°02'35" E 7004 FEET, THENCE S 01 °10'43" W 144 75 FEET TO THE TRUE POINT OF BEGINNING, EXCEPT THE SOUTH 500 FEET THEREOF AS DEDICATED TO THE CITY OF TUKWILA FOR ROAD PURPOSES BY REC N0 9208121704 THAT PORTION OF LOTS 13 AND 14, BLOCK 6, ADAMS HOME TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 11 OF PLATS, PAGE 31, RECORDS OF KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS BEGINNING AT THE SOUTHEAST CORNER OF SAID LOT 13, THENCE N 88 W, ALONG THE SOUTH LINE THEREOF, 2200 FEET, THENCE N 01°10'43" E 144 75 FEET, THENCE N 88°02'35" W 7004 FEET, THENCE N 01 °10'43" E 73 33 FEET, THENCE N 88°02'35" W 10105 FEET TO THE WEST LINE OF THE EAST ONE -HALF OF SAID LOT 14, THENCE N 01°09'52" E 93 00 FEET, ALONG THE WEST LINE THEREOF, TO THE NORTH LINE OF SAID LOT 14, THENCE S 87°59'10" E, ALONG THE NORTH LINE OF SAID LOTS 14 AND 13,19307 FEET TO THE NORTHEAST CORNER OF LOT 13, THENCE S O1 °10'43" W, ALONG THE EAST LINE OF SAID LOT 13, 310 89 FEET TO THE POINT OF BEGINNING, EXCEPT THE SOUTH 500 FEET THEREOF AS DEDICATED TO THE CITY OF TUKWILA FOR ROAD PURPOSES BY REC 140 9208121704 End of Exhibit A CITY TUKWN11 Camnue;a. Development Department Permit Center 6300 Southcenter blvd., Suite x00 Tukwila, WA 98188 4 ( � es3 A./ hydrant location end vise of main): She address (a1tdi trap *end:egal description CERTIFICATE OF WATER AVAILABILITY .Requlrod (my if outside City of Tukwila water district This certificate is for the pwposes at o Permit . 0 Preliminary Piet �nmerdsetridusttisi Building Penn ❑ Rezone Estimated taunter o1 ser.lce cannetdans and water meta' Sing Vehicular distance from neatest hydrant td the closes( paint of strucsue Is it. Area is served by (water Witty chalet):—,44,„ .— f S 1217PII 4 „ a 41 ` 3 l D.5 OwnerlAgerd ire Date • 1 . The P Opposad'ptvJed Is %thin 2 • t9 ry 1 ovements required. 3. ,The t minimum r e w ired ttootftle Wad* me apnea to bring it into compfance whh the utilities' comprehensive Plan or to .regcM9rnento: - d the ProJed before connection and to meet the State Cross connection control aria. Depends deer a Tare room ski eedvdi 4. Based upon the Improvements Sated above, water can be provilit and will be available at the site With a flow of at 20 psi residual for a duration of 2 hours at a velocity of / fps as documented by the attached calcWationa. 5. Water iy, Acceptable service con be provided to this project ❑ Acceptable service cannot be provided to.thie project unless the Improvements In Item 13-2 are met. System is not capable of providing service to this project. I hereby gerxify Ih at the above klfotmetiom is true and correct k-f;_15 Ata 706 2- i.sl54('7 R ECD FE 1 11 certificate eartutuVar Att t to Certificate of Water Di ice No. 125's attachment entitled Water Availability." Permit Center/Build Division: 206431 -3670 Pubtle Works Department: 206-s33 -0179 Planning Division: 206.431 -3676 PERMIT NO.: A4wT; 13R'b' outf X Short Subdivision Other gpm Date , / 0 r-cS' ATTACHMENT TO CERTIFICATE OF WATER AVAILABILITY LNG COUNTY WATER DISTRICT NO. 125 The following terms and conditions apply to the attached Certificate • of Availability ("Certificate "). 1. This Certificate of Water Availability is valid only for the real property reed herein fir the sole purpose of ••submission to the City of -r ,g ("City")_ This Certificate is issued at the request of the City, and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or u a third party beneficiary or otherwise. 2. The. District makes no representations, express OP implied, that the applicant will be able to obtain the rimy permits, approvals, and authorizations from the.Ctty or any other applicable land use jutasdic lion -or governmental agency necessary before. applicant can utilize the utility service which is the subject of this Certificate. . 3. 'As of the date ofthe issuance of thus Certificate, the District has mater available to provide utility service to :the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service 'to such property. However, e issuance of this Certificate creates no contractual relationship between the District and the applicant or the city, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all federal, state, and District laws, ordinances, policies and regulations in effect at the time of such application for utility service„ including conservation, water restrictions, and other policies and regulations then in effect. Applicant's Signature District Represertta l ArDate 3 16 S �v = 3Aa3 Part A: (To Be Completed by Applicant) Purpose of Certificate: ❑ Building Permit 21 Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: 'a Residential Single Family ❑ Residential Multi- Family ❑ Commercial ❑ Other , re 0.. rl cad i 09 AApplicants Name: ( ql W tto / Phon tits -3/2 —o,5a Property Address or Approximate Location: Tax Lot Number: ri- It' 004000 O r Iii 3. S. 1111114 s i; oa4 t Oo 0790 Legal Description(Attach Map and Legal Description if necessary): Part B: (To Be Completed by SewerjAgency) , 1. ❑ a. Sewer Service will be provided by side sewer connection only to an existing size sewer feet from the site and the sewer system has the capacity to serve the proposed use. OR ® b. Sewer service will require an improvement to the sewer system of ❑ (1) feet of sewer trunk or lateral to reach the site; and/or ® (2) the construction of a collection system on the site; and /or ❑ (3) other (describe): 2. (Must be completed if 1.b above is checked) CA a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. tiO a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ t eo ' 6 t a. District Connection Charges due prior to connection' itt. lie wow GFC: $ ? 'O ' fiot SFC: $ 15 UNI $ TOTAL: $ (Subject to Change on January 1st) King County/METRO Capacity Charge: Currently, $4136.93 /residential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co /Metro without notice.) b. Easements: ❑ Required ® May be Required c. Other: IOUNKIPJG rr) 7T TER Et/V!RQfl(tENT By Title 148111Vilitary Road South` RECEIVED P.O.VBx 69550 Tukwila, WA 98168 Phone: (206) 242 -3236 conn,vluN�n, Fax: (206) 242 -1527 °EyE Lop T FEB 16 2006 CERTIFICATE OF SEWER A'VAILABIUTY /NON - AVAILABILITY Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from date of signature. 3 17 /aS Date - ROM :BAIMA AND HOLMBERG INC • FAX NO., :4253913055 03/18 10 :29 -VAL WE SEWER DISTRICT 4 4253913055 ttennearro^*oltssvtot t.00c (vsann) A' TA NT TO VAL VUE SEWER DISTRICT CERUFICATE OF SEWER AVAIIADILfl Y/NON•AVAILMUW'1'Y The following tenons and conditions apply to the ("Certificate"). attached Val ue Sewer District (" Distritx") Certificate of Sewer Availability/ft- Availability n 1. This Certificate is valid only for the real property referenced herein ("Property'), which is in the District's scsvicc arca, for the 8016 purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, city of Seattle, City of Tukwila. City of Elution and/or City of SeeTao. This Cerdficate is between the Dieuict and the applicant only, and no third person otherwise- hall have any tights hetetmdar whether by agency, third -party beneficiary pincip 2. This Certificate txvates to contractual relationship between the District and the applicant and its atu4X21023 and assigns, and does not constitute and may not be relied upon as the District's gaatgnt$ Wet sower service will be available at the time the applicant may apply to the District for such service. 3. As of the dots of the Dlstrict's sigrtanue on this Certificate, the District represents that sewer sorviee is available to the Property through' sewer systems that exist or that may be extended by the applicant, Tito District makes no other representations,, express or implied. tnelnding without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City ofTu w l ut t y the hewn City of SeaTac or any other governmental agency before the applicant swim which is the subject of this Certificate 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property., the District or applicant may be required to obtain from the appropriate governmental agency the neeeasuy permits, approvals and autborixasions• In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorisations, which may make impractical or impossible the provision of sewer services to the Property. S. Apptiottioa for and possible provision of sewer service to the Property shall he subject to and eonditioued upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or repletion in effect at the time of such epplicadon. 1 acknowledge rhos 1 have received a � t o herein. birttylNon- Availability and this Attachment, JirlIY undar�r�ul Applicant �Yy -1- a Mar. 18 2005 11:39AM N0.926 001 l*PS 3 11 0 I S S ` 2047 Z tk !SZ i I • Preliminary Short Plat Decision Criteria Discussion RECEIVED FEB 16 2006 COilr MUN1IY DEVELOPMENT 1. The proposed Short plat is in conformance with the Tukwila Comprehensive Plan and any other such adopted plans. The proposed short plat meets the LDR zoning lot size /use criteria as specified in the Tukwila Comprehensive Plan. 2. Appropriate provisions have been made for water, storm drainage, erosion control and sanitary sewer disposal for the short plat, which are consistent with current standards and plans. The engineering plans show that road and storm drainage improvements with erosion control, including frontage improvement, a private road for lot access and a combination detention/water quality pond. Water District 125 and Val Vue Sewer District will provide water and sewer service. 3. Appropriate provisions have been made for dedications, easements and with current standards and plans. Easements will be provided as needed. Stormwater /access are shown to provide for access and utility needs. The plans meet or will meet the City's standards. 4. Appropriate provisions have been made for dedications, easements and reservations. Easements will be provided as needed. Stormwater /access are shown to provide for access and utility needs. 5. The design, shape and orientation of the proposed lots are appropriate to the proposed use for which the lots are intended and are compatible with the area in which they are located. Yes, the design, shape and orientation of the proposed lots are appropriate to the proposed use for which the lots are intended and are compatible with the area in which they are located. 6. Appropriate provisions for the maintenance of commonly owned private facilities have been made. The maintenance responsibilities for the private road and stormwater facilities will be spelled out on the final short plat documents. 7. The short plat complies with the relevant requirements of the Tukwila Zoning Ordinance and other relevant local regulations. The proposed short plat meets the LDR zoning lot size /use criteria. Parcel name: LOT 1 Parcel name: LOT 2 • North: 4478.161 Line Course: S 88 -59 -53 E North: 4476.406 Line Course: N 00 -00 -32 E North: 4548.416 Line Course: N 88 -59 -53 W North: 4549.655 Line Course: 5 38 -32 -58 W North: 4512.663 Line Course: 5 00 -00 -32 W North: 4478.163 East : 4626.888 Length: 100.34 East : 4727.213 Length: 72.01 East : 4727.224 Length: 70.87 East : 4656.365 Length: 47.30 East : 4626.888 Length: 34.50 East : 4626.883 Timothy Holdaas Lot Closures.txt Perimeter: 325.02 Area: 6,672 sq.ft. 0.15 acres Mapcheck closure - (Uses listed courses, radii, and deltas) Error Closure: 0.006 Course: N 63 -49 -01 W Error North: 0.0027 East : - 0.0056 Precision 1: 54,170.00 North: 4548.417 Line Course: N 00 -00 -32 E North: 4674.017 Line Course: N 88 -57 -10 W North: 4675.479 Line Course: 5 00 -00 -32 W North: 4597.469 Line Course: N 88 -57 -10 W North: 4597.841 Line Course: 5 00 -00 -32 W North: 4512.671 Line Course: N 38 -32 -58 E North: 4549.663 Line Course: s 88 -59 -53 E North: 4548.423 East : 4727.227 Length: 125.60 East : 4727.246 Length: 80.01 East : 4647.249 Length: 78.01 East : 4647.237 Length: 20.33 East : 4626.911 Length: 85.17 East : 4626.898 Length: 47.30 East : 4656.374 Length: 70.87 East : 4727.234 Perimeter: 507.30 Area: 11,572 sq.ft. 0.27 acres Mapcheck Closure - (Uses listed courses, radii, and deltas) Error Closure: 0.010 Course: N 46 -47 -53 E Error North: 0.0065 East : 0.0070 Precision 1: 50,729.00 Parcel name: LOT 3 North: 4675.478 Line Course: N 88 -57 -10 W North: 4677.536 Line Course: S 00 -08 -59 W North: 4599.526 East : 4647.246 Length: 112.59 East : 4534.675 Length: 78.01 East : 4534.471 Page 1 SN UG► PUNT RECEIVED FEB 16 2006 COMMUNITY DEVELOPMENT • • Timothy Holdaas Lot Closures.txt Line Course: 5 88 -57 -10 E Length: 72.45 North: 4598.202 East : 4606.909 Line Course: S 00 -00 -32 w Length: 53.44 North: 4544.762 East : 4606.901 Line Course: S 89 -59 -28 E Length: 20.00 North: 4544.759 East : 4626.901 Line Course: N 00 -00 -32 E Length: 53.08 North: 4597.839 East : 4626.909 Line Course: 5 88 -57 -10 E Length: 20.33 North: 4597.467 East : 4647.236 Line Course: N 00 -00 -32 E Length: 78.01 North: 4675.477 East : 4647.248 Perimeter: 487.90 Area: 9,854 sq.ft. 0.23 acres Mapcheck closure - (uses listed courses, radii, and deltas) Error closure: 0.002 Course: 5 62 -33 -53 E Error North: - 0.0008 East : 0.0015 Precision 1: 243,955.00 Parcel name: LOT 4 North: 4599.526 East : 4534.473 Line Course: S 88 -57 -10 E Length: 72.45 North: 4598.202 East : 4606.911 Line Course: s 00 -00 -32 w Length: 98.44 North: 4499.762 East : 4606.896 Curve Length: 31.42 Radius: 20.00 Delta: 90 -00 -00 Tangent: 20.00 Chord: 28.28 Course: 5 45 -00 -32 w Course In: N 89 -59 -28 w Course Out: S 00 -00 -32 W RP North: 4499.765 East : 4586.896 End North: 4479.765 East : 4586.893 Line Course: N 89 -59 -28 W Length: 45.00 North: 4479.772 East : 4541.893 Line Course: N 89 -59 -28 W Length: 7.73 North: 4479.773 East : 4534.163 Line Course: N 00 -08 -59 E Length: 119.75 North: 4599.523 East : 4534.476 Line Course: N 00 -08 -58 E Length: 0.00 North: 4599.523 East : 4534.476 Perimeter: 374.78 Area: 8,558 sq.ft. 0.20 acres Mapcheck Closure - (Uses listed courses, radii, and deltas) Error Closure: 0.004 Course: 5 36 -58 -00 E Error North: - 0.0033 East : 0.0024 Precision 1: 93,697.50 Parcel name: TOTAL PARCEL North: 4369.591 Line Course: N 00 -00 -32 E North: 4478.161 Line Course: s 88 -59 -53 E North: 4476.407 Line Course: N 00 -00 -32 E East : 4626.871 Length: 108.57 East : 4626.888 Length: 100.34 East : 4727.213 Length: 197.61 Page 2 Timothy Holdaas Lot Closures.txt North: 4674.017 East : 4727.243 Line Course: N 88 -57 -10 W Length: 192.60 North: 4677.537 East : 4534.676 Line Course: 5 00 -08 -59 W Length: 306.32 North: 4371.218 East : 4533.875 Line Course: S 88 -59 -53 E Length: 93.01 North: 4369.592 East : 4626.871 Perimeter: 998.45 Area: 48,198 sq.ft. 1.11 acres Mapcheck Closure - (Uses listed courses, radii, and deltas) Error Closure: 0.000 Course: N 73 -22 -41 W Error North: 0.0001 East : - 0.0004 precision 1: 998,450,000.00 Parcel name: TRACT A North: 4369.941 East : 4606.871 Line course: N 88 -59 -53 W Length: 73.01 North: 4371.218 East : 4533.872 Line Course: N 00 -08 -59 E Length: 108.56 North: 4479.778 East : 4534.156 Line Course: 5 89 -59 -28 E Length: 7.73 North: 4479.776 East : 4541.886 Line Course: 5 00 -00 -32 W Length: 20.00 North: 4459.776 East : 4541.883 Line Course: S 89 -59 -28 E Length: 45.00 North: 4459.769 East : 4586.883 Curve Length: 31.42 Radius: 20.00 Delta: 90 -00 -00 Tangent: 20.00 Chord: 28.28 Course: 5 44 -59 -28 E Course In: s 00 -00 -32 w Course Out: 5 89 -59 -28 E RP North: 4439.769 East : 4586.880 End North: 4439.766 East : 4606.880 Line Course: S 00 -00 -32 W Length: 69.82 North: 4369.946 East : 4606.869 Perimeter: 355.53 Area: 6,570 sq.ft. 0.15 acres Mapcheck closure - (Uses listed courses, radii, and deltas) Error Closure: 0.005 Course: N 23 -34 -25 W Error North: 0.0050 East : - 0.0022 Precision 1: 71,108.00 Parcel name: TRACT B North: 4369.591 Line Course: N 00 -00 -32 E North: 4478.161 Line Course: N 00 -00 -32 E North: 4512.661 Line Course: N 00 -00 -32 E North: 4544.761 Line Course: N 89 -59 -28 W North: 4544.765 Line Course: S 00 -00 -32 w North: 4499.765 East : 4626.871 Length: 108.57 East : 4626.888 Length: 34.50 East : 4626.893 Length: 32.10 East : 4626.898 Length: 20.00 East : 4606.898 Length: 45.00 East : 4606.891 Page 3 • Timothy Holdaas Lot Closures.txt Curve Length: 31.42 Radius: 20.00 Delta: 90 -00 -00 Tangent: 20.00 Chord: 28.28 Course: S 45 -00 -32 w Course In: N 89 -59 -28 w Course Out: .5 00 -00 -32 W RP North: 4499.768 East : 4586.891 End North: 4479.768 East : 4586.888 Line Course: N 89-59-28 W Length: 45.00 North: 4479.775 East : 4541.888 Line Course: 5 00 -00 -32 W Length: 20.00 North: 4459.775 East : 4541.885 Line Course: S 89 -59 -28 E Length: 45.00 North: 4459.768 East : 4586.885 Curve Length: 31.42 Radius: 20.00 Delta: 90 -00 -00 Tangent: 20.00 Chord: 28.28 Course: S 44 -59 -28 E Course In: S 00 -00 -32 w course Out: 5 89 -59 -28 E RP North: 4439.768 East : 4586.882 End North: 4439.765 East : 4606.882 Line Course: S 00 -00 -32 W Length: 69.82 North: 4369.945 East : 4606.871 Line Course: S 88 -59 -53 E Length: 20.00 North: 4369.595 East : 4626.868 Perimeter: 502.83 Area: 4,972 sq.ft. 0.11 acres Mapcheck closure - (uses listed courses, radii, and deltas) Error Closure: 0.005 Course: N 41 -39 -26 W Error North: 0.0034 East : - 0.0030 Precision 1: 100,566.00 TO: Lt.. & We are sending you ❑ attached under separate cover via No. Copies 74-6): Zaajz- Description AIMA & HOLMBERG 14 Letter of Transmittal 4f2& 4&/LJ (.QQZ ,'÷4,Pi21. -c. ,V A g e : g . i , L 4 )/L /) 4 f 71 Y &App) C � V, ., ,1 9n d THESE ARE TRANSMITTED as checked below: C for approval ❑ approved as noted _ approved as submitted E as requested REMARKS: 1 Copy to: 6 / D a4-1 9 ,v.aekm - vt el P l E.4.z _# 15 , an RECEIVED Date: FEB 16 100 6Job No: DE weierzto ,74jt- 0046 0 1 9 2„37-0o7 signed: "% ,`f 100 FRONT STREET SOUTH • ISSAQUAH • WASHINGTON • 98027 -3817 • 425/392 -0250 • FAX 425/391 -3055 FOR STAFF USE ONLY Sierra Type: P -SS Planner: File Number: Li, 6 - 0 1 to Application Complete (Date: ) Project File Number: T it e0 i-( - 0 4; Application Incomplete (Date: ) Other File Numbers: ( — p L( CITY OF TUKWILA SHORT Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 PLAT Telephone: (206) 431 -3670 FAX (206) 431 -3665 , FC�e veD E - mail: tukplan @ci.tukwila.wa.us (P -SS) 1 2006 D ��MU APPLICATION FEB NAME OF PROJECT/DEVELOPMENT: Holdaas Short Plat \ '�` LOCATION OF PROJECT/DEVELOPMENT: (Give street address or, if vacant, indicate lot(s), block and subdivision, access street, and nearest intersection. LIST ALL TAX LOT NUMBERS. 4432 S. 148th St., T.L.'s 004000 - 0775 & 004000 - 0780 Quarter: NE Section: 22 Township: 23 Range: 4 (This information may be found on your tax statement.) DEVELOPMENT COORDINATOR : The individual who: • has decision making authority on behalf of the applicant in meetings with City staff, • has full responsibility for identifying and satisfying all relevant and sometimes overlapping development standards, and • is the primary contact with the City to whom all notices and reports will be sent. Name: Tom Redding /Baima & Holmberg, Inc. Address: 100 Front St. South, Issaquah, WA 98027 Phone:' 425= 392 -0250 FAX: 425- 391 -3055 Signature: C: Wora' s_Filesdted_Book\SHTPLTAPP.doc, 01 /10/03 ( Date: lik /Q s Check items submitted with application Information Required. May be in unusual cases, upon approval of Public Works and Planning RECEIVEE APPLICATION MATERIALS: FEB 16 200 1 1. Application Checklist (1 copy) indicating items submitted with application. p F i nP E T 2. Completed Application Form and drawings (4 copies). 5 ,, . : --k ''C ∎ r� One set of all plans reduced to 8 1/2" by 11 ". 4. Application Fee – up to 4 lots in LDR $500, other zones $1,000 -- 5 to 9 lots in all zones $1,000 1/3. 5. SEPA Environmental Checklist (for 5 -9 lots, cut/fill over 500 cubic yards see SEPA Application Packet) - PUI3LIC NOTICE MATERIALS: 6. If the project requires SEPA review or involves a short plat of 5 –9 lots: a 4' x 4' public notice board will be required on site within 14 days of the Department determining that a complete application has been received (see SEPA Application). 7. If the project involves a short plat of 5 – 9 lots: One (1) set of mailing labels for all property owners and tenants (residents or businesses) within 500 feet of the subject property. Note: Each unit in multiple - family buildings --e.g. apartments, condos, trailer parks –must be included (see SEPA Application) 8. If the project involves a short plat of 5 – 9 lots: King County Assessor's map(s) which shows the location of each property within 500 ft. of the subject lot p,'pr �l /t PROJECT DJSCRIPTION AND ANALYSIS: V - 10. Vicinity Map with site location. 11. Title Report: Clearly establish status as legal lot(s) of record, ownership, all known /easements and encumbrances, must be dated within 45 days of application filing. Document sewer and water availability if provided by other than the City of Tukwila. 3. A written discussion of aro'ect consistenc with decision criteria see Application). V i , 1 11 2. r ,,— , ti _.r I v;.a: -+ryli ciir• .r ":4� rr:vl ::i�.:..� ty ; , . n. ,.gquire,I i • Ill 1 .r'�'i as , _re: - 1 � - - . ir' � A er do`9?tt ft' i tWI'. pg• • . 15. Technical Information Report (TIR) including feasibility analysis per King County Surface /Water Design Manual (KCSWDM). For additional guidance contact Public Works. 16. Provide sensitive area studies as needed per Tukwila's Sensitive Areas Ordinance (TMC /18.45) for example wetland or geotechnical reports. % '/ V 17. Printed computer plat closure or demonstrated mathematical plat closure on all lots, streets, alleys and boundaries. Allowable error of closure shall not exceed one foot in 5,000 feet. APPLICATION � - ECKLIST C: Wora' s_FileskRed_BookISHTPLTAPP.doc, 01/10/03 The materials listed below must be submitted with your application unless specifically waived in writing by the Public Works Department and the Department of Community Development. Please contact each Department if you feel that certain items are not applicable to your project and should be waived, or should be submitted at a later date for use at the public hearing (e.g. colored renderings). Application review will not begin until it is determined to be complete. ADDITIONAL MATERIALS MAY BE REQUIRED. The initial application materials allow starting project review and vesting the applicant's rights. However, they in no way limit the City's ability to require additional information as needed to establish consistency with development standards. City staff are available to answer questions about application materials at 206 -431 -3670 (Department of Community Development) and 206 -433 -0179 (Department of Public Works). Check items s u bmitted - with application Information IV 1 May be waived in unusual cases, to 'roval of both Public Works andPlannin- PLAT SURVEY: a template is available from the City in AutoCAD format ,„00` 18 (a) The plat survey must include the name of the plat, graphic scale, space for the City of file number and north arrow. It shall be drawn with black ink in record of survey format and include the elements listed at TMC 17.04.060 A. This shall be stamped by the surveyor. (b) Legal descriptions of the existing and proposed lots. (c) The final plat documents must include all applicable certificates and approvals listed in the "Certificates and Approvals" section of this application (TMC 17.04.060). Sections for the surveyor and owner(s) must be signed prior to submittal. �,, „00 '(d) Existing and proposed lot lines shall be shown solid with new lines called out and lot lines to be removed shall be shown dashed. ,. (e) Lot and block numbers shall begin with the number one (1) and be numbered consecutively without omission or duplication. -. (f) Total lot or parcel sizes and average width of each proposed lot (min 50 ft. for residential). d ✓ (g) Dash in required setback distances from all parcel lot lines. ,... Fire access lanes and turn- arounds per Fire Department standards. distinguished (i) Location of all tracts to be dedicated to any public or private purpose shall be from lots intended for general development with notes stating their purpose and limitations. (j) i o of existing and ... 0 se a ., , o_._ tree _ ts- • - and a ges ,_ „...., ' (k) ,I..acat ign_dimensinn. .pu xisting and - proposed easement' do h- J _ •A . .... e , . • t igeasements. LANDSCAPE PLAN: for 5 -9 lot short plats ` ry ti 19 (a) Landscape planting plan stamped and signed by a Washington State licensed landscape architect. Plan must include at least one tree in the front yard of each lot and meet Public Works standards (TMC 17.20.030 G). Plans must include the ( ). type, quantity, spacing and location of all plantings. Maximum sheet size 24” x 36 ". - V .°°' (b) Show all existing trees to be retained and any tree protection measures required (for r example fencing at drip line). SENSITIVE AREAS PLAN: K 20 (a) Location of all sensitive areas (e.g. streams, wetlands, slopes over 20 %, coal mine areas and important geological and archaeological sites). For stream frontage provide existing and proposed top of stream bank, stream bank toe, stream mean high water mark, and base flood elevation (i.e., 100 yr. flood). Maximum sheet size 24" x 36 ". ■ 1 1 ' (b) Location of all required sensitive area buffers, setbacks tracts and protection measures. 1 `V ' • (c) Show all trees over 4" caliper, indicating those to be retained. (d) Show proposed lot and tract lines. ` CIVIL PLANS: i A 4j �" , 21. (a) One set of all civil plans and analyses shall be stamped, signed and dated by a licensed professional engineer. Include a graphic scale and north arrow. Maximum sheet size 24" x 36 ". (b) Vertical datum NAVD 1988 and horizontal datum NAD 83/91. Conversion calculations NGVD 1929, if in a flood zone or flood -prone area. J to (c) Existing (dashed) and proposed (solid) topography at 2' intervals (minimum 20 ft. beyond the property line). C:\ Nara' s_FileskRed_Book\SHTPLTAPP.doc, 01/10/03 Information Required. Response Total existing lots prior to Short Plat. (d) Total expected cut and fill for plat buildout. Total lots in this Short Plat. (e) Existing and proposed utility easements and improvements, on site and in street (water, sewer, power, natural gas, telephone, cable). Schematic designs to be provided regardless of purveyor (e.g. site line size, location, and size of public main). No capacity calcs, invert depth, valve locations or the like are needed. Total acres involved in the Short Plat. (f) Storm drainage design at least 90% complete, which meets the KCSWDM. Call out total existing and proposed impervious surface in square feet. Include all storm drainage conveyance systems, water quality features, detention structures, maintenance access and safety features. Constraints (sensitive area, right of way, retention/detention areas) in acres or sf. (g) Locate the nearest existing hydrant and all proposed hydrants. Any preexisting uses? (h) Show the 100 yr. flood plain boundary and elevation as shown on FEMA maps. Overall density (lots /acre). (i) Plan, profile and cross - section for any right -of -way improvements. Check items submitted with a Iplication Information 1. May be waived in unusual cases, u 'roval of both Public Works and Planning (d) Total expected cut and fill for plat buildout. (e) Existing and proposed utility easements and improvements, on site and in street (water, sewer, power, natural gas, telephone, cable). Schematic designs to be provided regardless of purveyor (e.g. site line size, location, and size of public main). No capacity calcs, invert depth, valve locations or the like are needed. (f) Storm drainage design at least 90% complete, which meets the KCSWDM. Call out total existing and proposed impervious surface in square feet. Include all storm drainage conveyance systems, water quality features, detention structures, maintenance access and safety features. (g) Locate the nearest existing hydrant and all proposed hydrants. (h) Show the 100 yr. flood plain boundary and elevation as shown on FEMA maps. (i) Plan, profile and cross - section for any right -of -way improvements. (j) Show planned access to lots, driveways, fire access lanes and turn- arounds. (k) Show the location and distance to proposed property lines of all existing structures, indicating those to be removed. Show the expected location of all new buildings. (1) Show proposed lot and tract lines. C:Wora's File \Rcd_Book\SHTPLTAPP.doc, 01/10/03 GROWTH MANAGEMENT ACT REQUIRED INFORMATION • • HOLDAAS SHORT PLAT VICINITY MAP NTS SOUTHCENTER MALI RECEIVED FEB 16 2006 COMMUNITY DEVELOPMENT SHORT PLAT 140. TUKWILA, WASHINGTON APPROVALS: DEPARTMENT OF ASSESSMENTS pTM OF TUKWILA E.a and 44909.4 MM. Nov o1 20__ E.onT..d ana approved 1n. day aT 20 RECORDING NO. VOL/PAGE __ ___ ______, ___ CHek of U, Snort Subdivision Con/mitt. A...WTa - - ___ _________ C and approved (M. ___ dol 01 _ -____. ID___ 004000_0775 ONNER DECLARATION PORTION OF NV E., W.M. KNOW ALL PEORE BY THESE PRESENTS THAT WE, THE UNDERSIGNED ONdRIS) OF INTEREST N THE LAND HEREBY SHORT SUEDIVIDED. HEREBY DECLARE 71115 SHORT PLAT TO BE THE CRANK REPRESENTATION OF THE SHORT SUB0149)0N MADE HEREBY. AN0 DO HEREBM DECLARE. ALL SWEETS AND AVENUES WITHIN THIS SHORT PLAT TO BE PRIVATE. THE OWNER OF THE L075 6 THIS SHORT PLAT HAVE THE RIGHT 70 MAKE ALL NECESSARY SLOPES FOR CUTS AND FILLS UPON TM LOTS SHOWN THEREON MENUS. ALL THE SPECIFFICALL ED ON STREETS H T AND ARE CCNKYED 10 A PERSON OR ENTITY OTHER THAN THE PUBLIC, IN WHICH CASE WE 00 HEREBY CONVEY 9)01 STREETS EASEMENTS OR TRACTS TO THE 929504 OR ENTITY IDENTIFIED AAO 909 THE PURPOSE SITED. FIRMER, THE UNDERSIGNED OWNERS OF THE LAND 1(9191 59091 5UB8MOEO WAIVE 909 THEMSELVES. THEW HEIRS AND ASSIGNS AND ANT PERSON CR ENTITY DERMANO TITLE FROM THE UN0ER50)40. ANY AN0 ALL CLAIMS FOR DAMAGES AGAINST ANY GOVERNMENTAL AUTHORITY, ITS SuC%SSORS AND ASSIGNS WHICH MAY 8E OCCASIONED BY 701 ESTA8USHIHENT. CONSTRUCTION, OR MAINTENANCE OF ROADS AND /OR DRAINAGE SYSTEMS WITHIN THIS SHORT SUBDIVISION OTHER 11404 CLAIMS RESULTING FROM INADEOUAIC MAINTENANCE 8Y SAID 00VERNMENI AUTHORITY, FURTHER, THE UNDERSIGNED OWNERS OF TH1 LAND 1fREBY SHORT SUBDIVIDED AGM FOR THEMSELVES 10EIR HEIRS AND A5510N5 10 INOCMNEY AND NOLO ANY OOKRNMCNTAL AUTHOR110. 115 SUCCESSORS AND ASSIGNS, HARMLESS FROM ANY DAMAGE. INCLUDING ANY COSTS OF DEFENSE. CLAIMED Br PERSONS MITHIN WITHOUT NI SM3R1 SUBDIVISION 0 WSW BEEN CAUSED EN OR OF TIE C9OUNO 5RR10CE. 566101904, DRAINAGE OR SURFACE OR SUBSURFACE WATER (LOWS 011X04 THIS SHORT SUB0N90N OR BY ESTABLESMEN CONSTRUCTION OR MAINTENANCE OF TINE ROADS 011HN THIS SHORT SUBDIVISION PROVIDED THIS WAIVER AND INDEMNIFICATION SHALL 901 BE CONSTRUED A5 81,69940 SAID GOVERNMENTAL AUTNONIOY, I95 9.1CCE550R5 OR A5904S FROM UABIUTY FOR DAMAGES, INCLUDING 144E COST 6 DEFENSE. RESULTING N WHOLE OR IN PART FROM THE 0(9101NGE OF SAD GOVERNMENTAL PUTH091TY. 115 9)CCE550RS OR A590NS FURTHER, THE UNDERSIGNED OWNEP5 6 THE LAND HEREBY SHORT %ROMEO WANE ALL CLAMS FOP DAMAGES AGAINS1 ANT 00VE0NMENTA1 AUTHORITY ARISING FROM THE 60N5TRUCT09 AND MAINTENANCE OF PLATO 9ACTUTIES AND PUBLIC PROPERTY WITHIN THE 5N901V19014. 1912 9ARMLES6 15 4. MADE VO111 1961. WAIVER Of 0,91445 AND 4100(20(01 10 NOLO CONSENT ACCORDANCE C E WIT MADE 0 ME DREG 410 IN CE WITH THE DESIRES % SAID 000(91. 4ccom01 ,499900, OLD LEGAL DESCRIPTION SURVEY NOTES L01S A AND B OF 0)5 OF TUKWILA 10 UNE ADJUSTMENT N0. BASIS OF BEARING 194_0094 RECORDED UNDER REC. NO. 9501031007. RECORDS OF KING COUNTY, WASIUN0T0N 1155 THE FOILOWNG PORTION 104E 43141.4041(9 6)416 6 148011 THEREOF: STREET BEA9N0 5 885l'53' 1 SCORNING AT THE SOUTHEAST CORNER Of 540 LOT B: DATUM NAVO 88 THENCE ALONG THE SOUTH LINE THEREOF AND TM SOUTH LINE OF LOT A NORTH 8819'53' 11E5T 100.3 FEET: DATUM IONG COUNTY SURVEY CONTROL THENCE NORTH 00'00'32 EAST 10857 FEET: DATA BASE 815, THENCE SOUTH 885063' EAST 100.34 FEET TO THE EAST UNE 10 MANE: 930 -902 OF SAID 101 8; LOCATION: INTERSECTION OF 5 14419 5T AND THENCE 5011TH 0000'32' WEST 708.57 FEET TO THE POINT OF 48741 AVE 5 004440 DESORPTION: .5 COPPER P91 11719 PUNCH 5E1 16 ALL BENG SITUATED N THE NW 1/4 OF THE NE 1/4 Of SECTION CASE 91ME1E 0.53' DOWN FROM MONUMENT 22. 7000911/1 23 NORTH, RANGE 4 EAST. W.M WING COUNTY, ELCV- 287.900 ' WASHINGTON. ALSO KNOWN AS LOT A 6 PROPOSED OTT 6 TUKWILA LOT LINE ADJ5TMENT N0. _________ ___. BLU 172 -278 RECORD OF SURVEY. VOL174. PG.285 1 VICINITY MAP NTS RECORDS OF 10)40 006412, WA941NOT0N INSTRUMENTATION BOUNDARY NOTE NEW LEGAL DESCRIPTIONS (AFTER RECORDING 6 SHORT PLAT) 1051904(01 USED: 5 4CON0 ELECTRONIC THIS SURVEY 15 BASED UPON THE LEGAL INSTANCE MEASURING/ LINT. FIELD SURVEY DESCRIPTOR CONTANED WHIN A TITRE 101 OF OTY OF TUOWLA 511081 PUT N AS CONTROL WAS BY CLOSED TRAVERSE LOOPS. REPORT PROVIDED BY PAOFIC NORTHWEST MINMIM CLOSURE 6 LOOPS WAS 1:32,000. UN 10,11 _______ - N ACCORDANCE 111TH WAC 332 - 130 -090. TRUE COMPANY, ORDER 00. 588118. 144E RECORDED WIDER INC NUMBER _ RECORDS OF KING CQUN11, WASHINGTON. ALL BONG - SITUATED BOUNDARY CORNEA! AND LINES DEPICTED ON IN THE NORTHWEST 0692319 OF THE NORTHEAST WARIER OF THIS MAP ARE PER RECORD TITLE INFORMATION . IP 23 9)0. RANK • EAST, W.M.. 011' 6 AND REPRESENT DEED UNC5 ONLY, 01(51 SECTION 22. TOWNSH 9144 1049LA. COUNTY OF KING. WASHINGTON ENE] 0) NOT PURPORT TO SHOW OWNERSHIP SHORT PLAT NOTES BY A COURT 6 9 A1N[AN1SE BE DETERMINED LOT 1 OF CITY OF 1LKWILA SHORT PLA1 N0. AS RECORDED UNDER RECORD40 NUMBER 1. TRACT A 15 A PRIVATE 510RMWATER TRACT FOR 1442 BENEFIT Of THE OWNERS OF LOTS SPECIAL EXCEPTIONS ON TITLE TIMOTHY A HO0901 WASHINGTON MUTUAL BANK 98911 HODAAS STATE Of ______) ) 55 COUNTY OF ) I CERTFY THAT 1 KNOW OR HAVE SATISFACTORY 140140E THAT RECORDS Of KING COUNTY, WASHINGTON. ALL BEING SITUATED 1, 2, 3, AND 4. OWNERSHIP OF LOTS 1. 2. 3. AND 4 WHIN 1X15 PLAT INCLUDES AN 04 THE NORTHWEST WARIER OF THE NORTHEAST DUARTE9 OF ECUAL !NO UNDIVIDED OYNER911P INTEREST N TRACT A. AND AN 10)9 AND UNDIVIDED 1. SLIBEC7 TO COVENANTS CONDITIONS SECTION 22, TOWNSHIP 23 NORTH, RANGE 4 EAST. W.M. 011 OF RESPONSIBILITY FOR THE MAINTENANCE Of SAID TRACT. RESTRICTIONS 0440 49009(NTS CON1ANEO IN 71)91'11*, COUNTY OF 9040 YIASMI7)010N 1. TRACT B 15 A PRIVATE AUNT USE DRIVEWAY TRACT FOR INGRESS, EGRESS AID 900 031 AOJ007 A040 USTMENT UN64 REC. 040. 95Dt0]1ND 97081121704, UTNTIES fOP THE MUD OF THE OWNERS OF LOTS 1. 2, 3 AND A. OWNERSHIP Of LOT 0, 2, 3 AND 4 WITHIN TINS PUT INCLUDES AN EOUAI AND 1,M)MDED 0944EP5HP 2. SUBECT 70 AGREEMENT, TERMS AND 101 3 OF On Of TUKWILA SHORT PLAT NO AS INTEREST N TRACT B. AND AN EGUAL AND 060111050 R15PO49410TY FOR THE CONDITIONS PATH Orr OF 1UKW7A UNDER REC, SIGNED 17115 DEDICATION AND ACKNOWLEDGED IT TO BE (H5/HER) FREE AND '4090441491 ACT FOR THE USES AND PURPOSES MENTIONED N THE INSTRUMENT. DATED RECORDED UNDER RECORDING NUMBER MAINTENANCE 6 0916 TRACT. WP. 9502210139. RECORDS OF KING CEUNTY, WASHINGTON. ALL BONG SITUATED 04 THE NORTH/NEST 0NARIE9 OF THE NORTHEAST MARTEN Of 3, WARNING: THE 072 Of 1U9110 HAS NO RE•SPON3BIU71 TO BULB. IMPROVE. MANTAIN SECTION 22. TOWNSHIP 23 NORTH. RANGE 4 EAST. W.N.. CITY OF OR OTHERWISE SERWCE THE PRIVATE ROADS CONTAINED WITHIN OR P90001NG 51341ACE TO TUKWILA COUNTY Of KING WASHINGTON THE PROPERTY 065298ED IN THIS SHORT PLAT. 4. MANTENAN6 AGREEMENT: SATO ROAD EASEMENT AND ALL PRNA5 DRAINAGE EASEMENTS TO BE MANTMNEO. REPAIRED. ND/04 REBUE1 BY THE OWNERS OF THE 101 • OF OTY OF 1U4WIU 91081 PLAT 90. AS PARCELS HAVING LEGAL ACCESS OR SERN6 THEREFROM AND THEW ASSIGNS OR SIGNATURE OF NOTARY RUBLIC PRINTED NAME OF NOTARY FUBUC TITLE MY APPOINTMENT 10619(S STATE % -____) 1 CERTIFY THAT 1 KNOW OR HAVE SATISFACTORY ENOENCE THAI RECORDED UNDER RECORDING NUMBER ____�_� SUCCE55095. UNLESS AND UNTIL SUCH ROADS ARE IMPROVED TO THE CITY Of TUKWILA RECORDS 6 KING CORNTT. WASH0010N. ALL BONG 9100110 STANDAR09 AND ARE KOCATED AND ACCEPTED BY THE 072 OF TL09,A FOR LOT AREAS IN 744E 9CRMWE51 OVARTER Of THE NORTHEAST MARTEN Of MAINTENANCE. SECTION 22. TOWN14P 23 NORM, RANGE • EAST, W.M., 01Y OF LOT 1 6.672 SOFT. 1UMWU. COUNTY OF KING. WASHINGTON 5. THE ROAD AND STORM DRAINAGE SYSTEMS SHALL BE CONSTRUCTED ACCORDING TO THE APPROVAL PLAN AND PROBE. PUN 740. _____ _ ON 911E NTH THE CITY OF LOT 2 11,572 SQ.FT. RECEIVED F T ANY DONATION 1904 THE APPROVED PLAN] WALL REOUPE MIT EN APPROVAL LOT 3 9.854 SQ.FT. FROM 111E 001 OF NK9LA' LOT 4 8.558 SOFT. 6. 1141 HOUSE ADDRESS SYSTEM FOR THIS PUT SHALL BE AS FOLLOWS. ADDRESSES TRACT A 6,570 SQ.FT. SHALL BE AS96NC0 FOR 144E NORTH -SOUTH ROADS WITHIN 104E RANGE Of ____ 10 TRACT B 4,972 SOFT. AND *1HIN ME RANK OF TO __ FOR 144E EAST -WEST ROADS. INDIVIDUAL AGGRESSES WEL BE ASSIGNED TO THE PRINCIPAL ENTRANCE Of EACH TOTAL PARCEL 48,198 SQ.FT, FEB 16 2006 RESIDENCE OR BUILDING AT THE BUILDING PERMIT STAG. /� �E{� E� ��/ COMMUNI . DEVELOPMENT 90410 THIS OEDICA AND ON OATH STATED THAT (ME/91E) WAS AUTHORIZED TO EKECVIE THE INSTRUMENT ARO ACKNOWEDGED IT AS THE _ Of _ ID BE THE FREE AND VOLUNTARY ACT Of SUCH PARTY FOR THE USES AND PURPOSES MENTIONED IN THE 451908107, DATED SIGNATURE OF NOTARY PUBLIC PRINTED NAME Of NOTARY PUBLIC 11111 MY APPOINTMENT EXPIRES RECORDER'S CERTIFICATE FILED FOR RECORD THIS .. .. DAY OF 20 AT •...M 4 7EOLIEST OF 21 BOCK Cr .1 carr,,,,,.._ HE P ''- -" ' "- -` " - WILLIAM 34469E HOLMBERG _ _ _ ^ -_ __`_ _ _ MNNAGR SUPT. OF RECORDS LAND SURVEYOR'S CERTIFICATE TH19 MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER MY DIRECTION IN CONFORMANCE WITH THE REQUIREMENTS OF THE SURVEY 912090NG ACT Al 144E REQUEST 1;F IN 20 KRT6 CAT6 N0. 71332 SHORT PLAT FOR TIMOTHY HOLDAAS , ,..:00, w4,04 _ , m a . ii Selma & Holmberg Inc. ENO I N B E R S 1 SURVEYORS 100 FRONT 91501145 500117 0099697E 076410X0159 NOV (425) 392 - 0200 s ,�6 OWN. BY MEG DATE 6/31/2005 REV 1 -25 -06 JOB 440. 2237 -007 DWG 440.2237- 001 -ENG a , e'A LAW CHKD. BY ^ ` ••w „ A ,. ^ . �� ` ..' � SCALE 1� =3D SHEET 1 OF 2 SHORT PLAT NO. TUKWILA, WASHINGTON LEGEND Si MONUMENT AS NOTED O FOUND REBAR & CAP AS NOTED • SET REBAR At CAP FOUND MON IN CAT2 � 8RA55 PIN IN CONCRETE „ � 19i _ p / VISITED SEPT, 2002 096/73171 851.28 (91 • TAX y 0040000781 TA% N 0040000782 1.3 1 87791 07 0113 loam Cx. WALL 11259 ee•Y10 41,199 SO. FT. LOT 3 11 i'.i::: E• *0L. 11. P0. .31 TAX N 0040000780 5 010+ UN K FENCE RECEIVED 1.6' 6W000 FENCE 04 10P OF LO C WALL 13731 'W.5.0 RECORDING N0. PORTION OF NW 1/4, NE 1/4, S.22, T. 23 N., R. 4E., W.M. 0510 20 30 SCALE I _ 30 . — • 9_8 9071 N CASE — L— `• == - L = _J =' +1619'811% BAA! OF DEMON 11S11ED SEP� 2004 \ , S 148TH ST — 1•- •- • -. -• — , - .{ '•; m m I 1 lr « n in mm-oe) VOL/PAGE REFERENCES R1 - CITY OF TUKWIA BLA 094 -0094. REC. NO. 9501031007 112 - LI IT 0i TUKWILA 610 L92 -0018. NEC''. Nil. Y2661 FEB 1 F 2006 E L_u i ' LVUN COMMUNITY DEVELOPMENT 17 ttta FCA ! TIMOTHY HOLDAAS MP= 0/50/06 SHORT PLAT 0 1 7 1 1 1 2 0 5 & 2 2 0 11 5 7 0 0 5 100 1115037 61111007 50071 15A02414 14.51950709 96021 (496) 092 - 0250 OWN. BY CHND. BY Baima & Holmberg Inc. JEF 7JR 0\22002/!3 -00N1,02017- 0140.6e.o 2/15/1501 r. n11 29 1111 DATE 8/31/2005 REV 1 - 25 -06 SCALE 1".30* J08 NO. 2237 -001 DWG 110.2237- 001 -046 SHEET 2 OF 2 20111000 0 r �4 0020 8000* „ 4701 :'a MN AI Pr 020.10101 000M. TM COMM. MALL MM • NO 0.1201x•4 nfQlll MO . CONNtit IN on :KbaeaMT; 4 1400 .% , 10 aMo ZR STORY alwst 10N04000 ON S NNW. n NNAII T N wX NOON rRCX AN NON 1905 o 0017.:70 MAC AOLN1 w lie., O full6 M fu •N puma Non CORN : T N, PISMO. AC WO. , MGreon. MN MINT NA 170 111010900 r MED P.M. CP 01.60 MAT 000•101 Coril MO .700 Mom= st CONAN M•10.00 ' a 1 �CONT TOM . P 10'1 0 w 0001.17 n r MOM NO 1161(1 00070 M 4070000 NMI IOM. M010 0- 0.001 -701,1 .T Or/ .O mat pp. 7O 00001107070.. M ▪ 004 8 00107 M A 0. 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NTT POMP 77175 (NYC ..17171, [1 n T. 7 *0 01 01071 00 RECE9VE® FEB 18 2-005 COMMUNITY DEVELOPMENT \"s $ 148T yam_ 110 M N, 14 � 1 7870 I 0.m TIN* D 1.800.424.55A 0X0 WIN. 011 ;, 10.00 1 F 01 1 Q 8 8 8 8 • 111'.1970 (+5•.-017 1727.71 000710.4 1 ' 6'W0 FENCE ON TOP Of I'CONC WALL .'TIM geldAPLI - 14 S.. CBI/ 1/01121 04,[11 b sfan you IO O* 0.0000 07.00 r 216 0.ZLT1-O0 0 DE 00 1 Aa ° � ° lw u. a Cr ALL E 0:1 um / 000 100. Rr -OObIC mmm ONTO 00,AMN� + r mmi 01. Lamar pot mum4 TT /MN *Tom 11.0r ma NOM KAT 1-03-04-5565 91001 1 OF 4 • • Jf0 PORTION OF THE NW 1/4, OF THE NE 1/4 OF SEC. 22, TWN.23 N., RNG 4 E., WM CITY OF TUKWILA, WASHINGTON O ACCESS ACT 1 D 1 . llR 40!! NC 140 PEP RAW 1 PAW 0.619 Ml 41a 1674 MOMS 91.11. slams CR0 M Ta GMR FM AK R R4[ell /d CATES UM PK SC we PAP. 4. - 4A10P N0 101190 1991 spal .16.4., APO a..°... AT 9u. v.n40 In sir mo. M AO uria aMP OAP.. C ▪ 11 wou 4 Amnon PCP • a m O• Or Nam SRIL P p.' 1* i bs. 11) AND S74. 00 1l ACCOPPOPS CAMPS. T P.M I 444 1...1471 4. • 0.6111 9Mtt R COMM 1O Mf01 P 1040 MVP Coacrtil Cep ECU Cr COPCSCIE PPE . 1n MnW4l0 MP 4M 919+A m1 P41 10.. M. 9114. MIRMITAL 9rc 4n AN r1w Cu. ▪ num NO WWI P 96/9 CCM 111679 • ▪ a+ o 1 1 40 1 . et II NM IV. MVP•, ® 'A Nc ▪ IN 6 Of s KIM ..671 n1 M m1P. ro 0iO°1 POP 9641/ m.al . u s - naob ... i LOWED .191049 RI 40 StS11 IA, ow 674. 944MID 10 Q1 RECEIVED LLD 1 F ?nnF COMMUNITY O.9r1Q [lh MO 1u.11119 WISP ' OnalEOCE0 w son Ai ow r %rnPa .rvu9 r Nano Nis ' na a l/.' 610 Cell before eau 1 -800- -42 4 -868 M4 .419 arse 1'. } 0 ROTC O CARL j1 111 IM1Rb 41 1001 441 7.M CO 110. 1- 44 R 011-ATATl. UPARATCO CCP ,�. M 941741. LSAT. 4.199,M 4 O14160 r1m ro c4PPSTCOL ASSAKS TO 1916.49.6 fop oncTICS MCP Poo CP Wart, Ner SACA6 VOA Mr. 1.0.119. COLL WOK .• PCs 900.4.94.91 671E U.Tn.e1 owe No. 1017 2 or 4 a p I C .b r ∎ 4 ..u... u.. :. . lil.J A • 4r-lr MOM LrNe.n..41 :lwuwc .. PATE L s,..a1.1 CM 1 1.09:410 IP 7.1 r vr V YAM 4un 4 l-Sba ACCES FACT - .r• rta. 4 • • Jf0 PORTION OF THE NW 1/4, OF THE NE 1/4 OF SEC. 22, TWN.23 N., RNG 4 E., WM CITY OF TUKWILA, WASHINGTON O ACCESS ACT 1 D 1 . llR 40!! NC 140 PEP RAW 1 PAW 0.619 Ml 41a 1674 MOMS 91.11. slams CR0 M Ta GMR FM AK R R4[ell /d CATES UM PK SC we PAP. 4. - 4A10P N0 101190 1991 spal .16.4., APO a..°... AT 9u. v.n40 In sir mo. M AO uria aMP OAP.. C ▪ 11 wou 4 Amnon PCP • a m O• Or Nam SRIL P p.' 1* i bs. 11) AND S74. 00 1l ACCOPPOPS CAMPS. T P.M I 444 1...1471 4. • 0.6111 9Mtt R COMM 1O Mf01 P 1040 MVP Coacrtil Cep ECU Cr COPCSCIE PPE . 1n MnW4l0 MP 4M 919+A m1 P41 10.. M. 9114. MIRMITAL 9rc 4n AN r1w Cu. ▪ num NO WWI P 96/9 CCM 111679 • ▪ a+ o 1 1 40 1 . et II NM IV. MVP•, ® 'A Nc ▪ IN 6 Of s KIM ..671 n1 M m1P. ro 0iO°1 POP 9641/ m.al . u s - naob ... i LOWED .191049 RI 40 StS11 IA, ow 674. 944MID 10 Q1 RECEIVED LLD 1 F ?nnF COMMUNITY O.9r1Q [lh MO 1u.11119 WISP ' OnalEOCE0 w son Ai ow r %rnPa .rvu9 r Nano Nis ' na a l/.' 610 Cell before eau 1 -800- -42 4 -868 M4 .419 arse 1'. } 0 ROTC O CARL j1 111 IM1Rb 41 1001 441 7.M CO 110. 1- 44 R 011-ATATl. UPARATCO CCP ,�. M 941741. LSAT. 4.199,M 4 O14160 r1m ro c4PPSTCOL ASSAKS TO 1916.49.6 fop oncTICS MCP Poo CP Wart, Ner SACA6 VOA Mr. 1.0.119. COLL WOK .• PCs 900.4.94.91 671E U.Tn.e1 owe No. 1017 2 or 4 f / 7, •61:21..A Ai so. 3164 Fn. lAT..1 .o 1.71 P.M. 0. CJ 111.1 .4.7.67 S. 1oeT4 STREET P - 1r 6091. 11 A. 1 I 1 1_ 1 • • Jf0 PORTION OF THE NW 1/4, OF THE NE 1/4 OF SEC. 22, TWN.23 N., RNG 4 E., WM CITY OF TUKWILA, WASHINGTON O ACCESS ACT 1 D 1 . llR 40!! NC 140 PEP RAW 1 PAW 0.619 Ml 41a 1674 MOMS 91.11. slams CR0 M Ta GMR FM AK R R4[ell /d CATES UM PK SC we PAP. 4. - 4A10P N0 101190 1991 spal .16.4., APO a..°... AT 9u. v.n40 In sir mo. M AO uria aMP OAP.. C ▪ 11 wou 4 Amnon PCP • a m O• Or Nam SRIL P p.' 1* i bs. 11) AND S74. 00 1l ACCOPPOPS CAMPS. T P.M I 444 1...1471 4. • 0.6111 9Mtt R COMM 1O Mf01 P 1040 MVP Coacrtil Cep ECU Cr COPCSCIE PPE . 1n MnW4l0 MP 4M 919+A m1 P41 10.. M. 9114. MIRMITAL 9rc 4n AN r1w Cu. ▪ num NO WWI P 96/9 CCM 111679 • ▪ a+ o 1 1 40 1 . et II NM IV. MVP•, ® 'A Nc ▪ IN 6 Of s KIM ..671 n1 M m1P. ro 0iO°1 POP 9641/ m.al . u s - naob ... i LOWED .191049 RI 40 StS11 IA, ow 674. 944MID 10 Q1 RECEIVED LLD 1 F ?nnF COMMUNITY O.9r1Q [lh MO 1u.11119 WISP ' OnalEOCE0 w son Ai ow r %rnPa .rvu9 r Nano Nis ' na a l/.' 610 Cell before eau 1 -800- -42 4 -868 M4 .419 arse 1'. } 0 ROTC O CARL j1 111 IM1Rb 41 1001 441 7.M CO 110. 1- 44 R 011-ATATl. UPARATCO CCP ,�. M 941741. LSAT. 4.199,M 4 O14160 r1m ro c4PPSTCOL ASSAKS TO 1916.49.6 fop oncTICS MCP Poo CP Wart, Ner SACA6 VOA Mr. 1.0.119. COLL WOK .• PCs 900.4.94.91 671E U.Tn.e1 owe No. 1017 2 or 4 1 TAX A 0040000781 /1 TAX # 0040000782 CC1.IDNATON LEVEL 2 DETENTION POND AND SASC WATEP/WAUTV ML POND, cOn50. ■A•UE NM 0-N M/ 1040 1.00110 7e PORTION OF THE NW 1/4, OF THE NE 1/4 OF SEC. 22, TWN.23 N., RNG 4 E., WM CITY OF TUKWILA, WASHINGTON x.- a trEsc O E4A101 aunts) —i 1PA 0%4151, ry51M nK+Ea1 .� 74237 gr.: 5) *5 15532 INIt -5) 8' FENCE ON Top OF t'CONC WALL E 2-14 ARE Tm >C HW n TREE LEGEND • FIR TREE CEDAR TREE O MAPLE TREE • ALDER • MADRONA 49 DECIDUOUS TREE W FRUIT TREE RECEIVED FEB i 6, 2006 1 LU i •• bvvN COMMUNITY DEVELOPMEN DATE 11/01,! .108 150 777 — n 10 s7i, t' `Yum *- 0550 No 0W1 Dig. 1 800 44488.8 : °RO E M.ms,, n 10 ,T na) ,n; NOe.In TOP we NT MA TN NT Call NOTE' i3 Z C5 O F 6 0) 2 of 0 ff r �2i2p c6 tl �d m 55 8 m K 8 before You -_ _ -- _ --- CAA SUM TOT 1-00NANT'STSS SHEET 3 or 4 M/ IMO 10704 1 \ ::•1 ®soap's 24 41P Q C TAX 0040000781 25 L - - - TAX # 0040000782 =la/ ao CDNBINA1 71 / 0 Lt. 2 0[741137 POND AND BASIC SATEP/a0IL MLl POND ' +' Mr•1Tli01� - p PORTION OF THE NW 1/4, OF THE NE 1/4 OF SEC. 22, TWN.23 N., RNG 4 E., WM CITY OF TUKWILA, WASHINGTON Cap M.-207 . i.•ra anrrD reAaO TAP 044401L17 1f1.e -.m/ on. in.n I.T.c..Mt / 1 / 0 / \ 1 1 1 81r00/ FENtt ON TOP OF 1 WALL ]-r.1APEa PAL Fw I f• MAPLE I /e wPI Z SCALE I• .• 2(Y RECEIVED _ . n nAf1C FEB 1 n [uuu COMMt LAITY DEVELOPNEM'[ b.fa0 Yw ms Na]5P7 -90 pun coupon Iwo PPP N . 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ROAM OAn a MC RIP Flap. p vannv Sal ta1Da0 w ODIM IH Ira a aTa lraP I AT 00 UP Ova Mel Pm CP MO CV MCORP VI ALLOOD 10 ACOPLIP rna A Gam OASN W GnN MSIO ¢[ . 1 .1 NCI NAN SPWM I/OfF 1A1G MD 1 1'07 II•ata D Car 111 P[M4 Mt PO PIN PADS 1111 011 POPP CI P01110.4 149411 mkt PI Mma[o 0 0*1*M 1 ru P1/lcu fraann Amp AIR PP CUM FP rm pMna v Im .Para. 1.'450 00 1K KM a S0104G 1 sm. OAKM a. AL Prom 01N. AMN Mot A4 le Of WI 14.07.4 DM PP Pa MlR COW. O Om a M Mon. Co. M POPO a PPP COPP. IS we P111.0e M1df0aAll3MlOr 1.[07/5 0070 03 [.oar A [T.%M W 410 91.11 / PP AmOOn T a.01 GPA'r r0 auu CHA1 an [Mmnr bfpM Wm, P + R Ma a M11 1 IK 1 i C 441101 pc I mh Sall 107 VI IIO N II valla” 0 414 el MCP PI., ra araAn app. Cam. a PPM. Irt almf yM1� = D •1 AM .nM.MMa RII[ P N.Nk a MMMbY M ARl[D .1 NMaYImr A PPP MM .0714 s+a11 W 4 ref MMrarlr [71907 canna moss p a eco AKM[0 At • yM0..1 a > a SDOD /1 ' m] Aw 04633 D IIAw1 1071107] pKOtL •� +f Olr 411045 M M0nt8[ rase N11.a•tt 14 rtt [ M9 01= pppapM�0Swppycy :Mr." Won ia 10 'DMA l a aa, MMr[M AFO ROOK 101.4. HP01[1Emf aORMO 0� APP.. PPS m . co p1i W 0 tn § q�C g 01 .8e m 0 0 i 8 C tn 07151iRICTa'1 SCOOV. socosts rM CIPOP rla Pam SIM m. Or 0.40144. M 9R OAT[MD KM MO atPP n POW. rm M sMr10 rT1II o 10 a urw 00fC PALM AS 4911+ 4.' STRO1 0•1141 • O oxen ] PPP t® mA11M] al. Arlo fN IS VAMP. Call MOTE: DATE 10/01/715 KnOk. nn papa Amps DISIPPIST IMPS e477 Pan Ca MP, an VIP M.m. PPM moo . SM 4 or 4 • Holdass Short Plat 4432 So. 148th Street 4. N Scale: 1"=48' CityGIS5 Copyrigtft © 2004, All Rghfs Reserved The information curtained herein is the proprietary property d the cold batons supplied under license and may not be reproduud except as licensed by 6gtal Map Pr 004000078 c0 1 0040000782 • 4H0LE TYPE 11 -54" SOLID LOCKING LID RIM =287.0 O. =285.00 1 . I 75 NV- 2$1.75 1 w U Z w tL TOP =293.6 TOE =286.0; 1INATION _,,. : \ :TENTION , 'QUALITY '' i ; - - �T POND _ (,I t , � ` I 1 1. 1 O .. w \ 00 w 23' 1 SO 0 3.267 I TO SD 6' ASPHALT RAMP DOWN AT EN p SIDEWALK, TYP. c . ° s- .5 SSW I RIM = 282.25 111V =273.75 (13 "PVC -•E) INV =273.70 (8"PVC —W) STA. 1 +19, 14. CB#6, TYPE I RIM =285.0* (MATCH GUTTER) INV= 281.00 TAX # \ uu11 -uuuu i,UJ ��NK FENtE 0 _ —J N88 '10 "W 20. 3' ST a 1 — S 1 S 148T 0 0 �p p STA. CBI �5, TYPE 1 RIM =294.33 (MATCH GUTTER) 1 , • - 1 - 1 1 1 1 L _ • / 1 110'N12 SD ® MSE. V�1ALL -SEE DETAIL o \ • • • \ 6" PVC ROOFDRAI LINE 0 0.5% MIN S88'S9'S3 "E \, 70.87' x •' �. CONCRETE ) CCRETE PA /ROOF S88 °59'53" 100.31 Y:f.F:= 300. .. HOUSE ' leX " FF =300: § . ,,• ,� tftAA LOT (PENpING RECORDING OF BLA) ST +22, 7' LT CB 2, tYPE 1 W/ LOCK) G VANED GRATE RIM= 293.45 INV =289.55 1 2'12 -SD 0 20.83% / INV =29 .50 . \ P EX. SSt RIM =29 INV =29 IN 29 CaI before yoe Dig 1 -500- 424 -555! UNL'ERGROUND SERVICE (US# _ ulnrl ("EMI IA SHORT PLAT NO. TUKWILA, WASHINGTON LEGEND & MONUMENT AS NOTED O FOUND REBAR & CAP AS NOTED • SET REBAR & CAP BUILDING SET BACK LINE (BSBL) I ° E tL r 5' I • I LOT 3 ;; F, C: A H H H C T VOL. 11, PG. 3) I ' 5 TAX # 0040000780 L FENCE I 5' N884571crIV 75":"114°-13141 _ 72.45 10' TAX # 0040000781 10 r. TAX if 0040000782 1.2' 688 E `C". FOUND REBAR & CAP a 06.279.42 (I.PWW) 1.3X0.0.5 111.47692 oro.r.m0 FOUND REBAR p CA C4 IS 23604 W,0.8'S FOUND MON . 741 BRASS PIN IN CONCRETE — 1 pep.270.78 ▪ rpvr) VISITED SEPT. 2004 L TO BE REMOVED LOT 4 TAX # 0040000775 20' BSBL 58959'28 52.73' 1687' 59 ErE (R1) 193.07 5' LOT 2 20.33' • • • 41,198 SO. FT. t4613371 - 3 121 1/4 4 v .-20' BSBL S88' 7 F REFERENCES R1 - CITY OF TUKWILA BLA L94-0094, REC. NO. 9501031007 R2 - CITY OF TUKWILA BLA L92-0018, REC. NO. 9208121704 SHORT PLAT FOR TIMOTHY HOLDAAS Baima & Holmberg Inc. ENGINEERS & SURVEYORS 100 FRONT STREET SOUTH ISSAQUAH. WASHINGTON 98027 (425) 392 - 0250 DWN. BY JEF CHKD. BY TJR DATE 8/31/2005 REV 1-25-06 SCALE 1=30 JOB NO. 2237-001 DWG N0.2237- 001-ENG SHEET 2 OF 2 1 - N1513'02 (4/ - -. r • — P — • -- • \-. • -- • -- • ---— • — • _7"— • — • — . • • • 11101.C"944282-75 . UL IK R*4 2 94 292 "1 :11 (rPVC-DIE) WI'■ (15 PM273.73 (r•VC-E) IN.217..S2 WPVC-10 ; S 148TH ST 5 n 7 b 1.6' 6'WOOD FENCE ON TOP OF 1'CONC WALL T 12 FOUI REAR & CAP LS 13731 ,1.7 386•59'531 BASIS OF BEARING PORTION OF NW 1/4, NE 1/4, S.22, T. 23 N., R. 4E., W.M. 0510 20 30 Wn=1 SCALE 1 = 30' V2 00 .2 2,7-00, \ W.0:2 - ENGAIwy 2/7V2006 11: 4,1:45 M P5f —. • FOUND MON IN CASE VISITED SEPT. 2004 __f — 7 SHORT PLAT NO. TUKWILA, WASHINGTON OWNER DECLARATION KNOW ALL PEOPLE BY THESE PRESENTS THAT WE. THE UNDERSIGNED OWNER(S) OF INTEREST IN THE LAND HEREBY SHORT SUBDIVIDED, HEREBY DECLARE THIS SHORT PLAT TO BE THE GRAPHIC REPRESENTATION OF THE SHORT SUBDIVISION MADE HEREBY, AND DO HEREBY DECLARE. ALL STREETS AND AVENUES WITHIN THIS SHORT PLAT TO BE PRIVATE. THE OWNER. OF THE LOTS OF TH15 SHORT PLAT HAVE THE RIGHT TO MAKE ALL NECESSARY SLOPES FOR CUTS AND FILLS UPON THE LOTS SHOWN THEREON IN THE ORIGINAL REASONABLE GRADING OF SAID STREETS AND AVENUES. ALL EASEMENTS SPECIFICALLY IDENTIFIED ON THIS SHORT PLAT ARE CONVEYED TO A PERSON OR ENTITY OTHER THAN THE PUBUC, IN WHICH CASE WE DO HEREBY CONVEY SUCH STREETS, EASEMENTS. OR TRACTS TO THE PERSON OR ENTITY IDENTIFIED AND FOR THE PURPOSE STATED. ru1rizR, THE uHrJERSONED iIwNERS OF THE LAND HEREBY SHORT SUBDIVIDED WAIVE FOR THEMSELVES, THEIR HEIRS AND ASSIGNS AND ANY PERSON OR ENTITY DERIVING TITLE FROM THE UNDERSIGNED, ANY AND ALL CLAIMS FOR DAMAGES AGAINST ANY GOVERNMENTAL AUTHORITY, ITS SUCCESSORS AND ASSIGNS WHICH MAY BE OCCASIONED BY THE ESTABUSHMENT, CONSTRUCTION, OR MAINTENANCE OF ROADS AND /OR DRAINAGE SYSTEMS WITHIN THIS SHORT SUBDIVISION OTHER THAN CLAIMS RESULTING FROM INADEQUATE MAINTENANCE BY SAID GOVERNMENT AUTHORITY. FURTHER. THE UNDERSIGNED OWNERS OF THE LAND HEREBY SHORT SUBDIVIDED AGREE FOR THEMSELVES, THEIR HEIRS AND ASSIGNS TO INDEMNIFY AND HOLD ANY GOVERNMENTAL AUTHORITY, ITS SUCCESSORS AND ASSIGNS, HARMLESS FROM ANY DAMAGE, INCLUDING ANY COSTS OF DEFENSE. CLAIMED BY PERSONS WITHIN OR WITHOUT THIS SHORT SUBDIVISION TO HAVE BEEN CAUSED BY ALTERATIONS OF THE GROUND SURFACE, VEGETATION, DRAINAGE OR SURFACE OR SUBSURFACE WATER FLOWS WITHIN THIS SHORT SUBDIVISION OR BY ESTABUSHMENT, CONSTRUCTION OR MAINTENANCE OF THE ROADS WITHIN THIS SHORT SUBDIVISION. PROVIDED THIS WAIVER AND INDEMNIFICATION SHALL NOT BE CONSTRUED AS RELEASING SAID GOVERNMENTAL AUTHORITY. ITS SUCCESSORS OR ASSIGNS. FROM UABIUTY FOR DAMAGES. INCLUDING THE COST OF DEFENSE, RESULTING IN WHOLE OR IN PART FROM THE NEGLIGENCE OF SAID GOVERNMENTAL AUTHORITY, ITS SUCCESSORS OR ASSIGNS. FURTHER. NE UNDERSIGNED OWNERS OF THE LAND HEREBY SHORT SUBDIVIDED WAIVE ALL CLAIMS FOR DAMAGES AGAINST ANY GOVERNMENTAL AUTHORITY ARISING FROM THE CONSTRUCTION AND MAINTENANCE OF PUBUC FACIUTIES AND PUBUC PROPERTY WITHIN THE SUBDIVISION. THIS SUBDIVISION, DECLARATION. WAIVER OF CLAIMS AND AGREEMENT TO HOLD HARMLESS IS MADE WITH THE FREE CONSENT AND IN ACCORDANCE WITH THE DESIRES OF SAID OWNERS. TIMOTHY A. HOLDAAS WASHINGTON MUTUAL BANK SHERYL HOLDAAS STATE OF Ss COUNTY OF ) I CERTIFY THAT I KNOW OR HAVE SATISFACTORY EVIDENCE THAT SIGNED THIS DEDICATION AND ACKNOWLEDGED IT TO BE (HIS/HER) FREE AND VOLUNTARY ACT FOR THE USES AND PURPOSES MENTIONED IN THE INSTRUMENT. DATED SIGNATURE OF NOTARY PUBUC PRINTED NAME OF NOTARY PUBUC TITLE MY APPOINTMENT EXPIRES STATE OF ) ) SS COUNTY OF ) 1 CERTIFY THAT I KNOW OR HAVE SATISFACTORY EVIDENCE THAT SIGNED THIS DEDICATION AND ON OATH STATED THAT (HE /SHE) WAS AUTHORIZED TO EXECUTE THE INSTRUMENT AND ACKNOWLEDGED IT AS THE or TO BE THE FREE AND VOLUNTARY ACT OF SUCH PARTY FOR THE USES AND PURPOSES MENTIONED IN THE INSTRUMENT. DATED SIGNATURE OF NOTARY PUBUC PRINTED NAME OF NOTARY PUBUC TITLE MY APPOINTMENT EXPIRES RECORDER S CERTIFICATE FILED FOR RECORD THIS DAY OF , 20 AT ....M IN BOOK OF AT PAGE AT THE REQUEST OF WILLIAM SHUPE HOLMBERG MANAGER SUPT. OF RECORDS CITY OF TUKWILA Exomined and approved this doy of Choir of the Short Subdivision Committee Examined and approved this _ doy of Y0 OLD LEGAL DESCRIPTION LOTS A AND B OF CITY OF TUKWILA LOT UNE ADJUSTMENT N0. L94 -0091 RECORDED UNDER REC NCI. 35010.3.0..., nwvnua ur KING CUJIITY, WASHINGTON LESS THE FOLLOWING PORTION THEREOF: BEGINNING AT THE SOUTHEAST CORNER OF SAID LOT 8; THENCE ALONG THE SOUTH UNE THEREOF AND THE SOUTH LINE OF LOT A NORTH 88'59 WEST 100.34 FEET; THENCE NORTH 00 EAST 108.57 FEET; THENCE SOUTH 8839'53' EAST 100.34 FEET TO THE EAST LINE OF SAID LOT B; THENCE SOUTH 00'00'32 WEST 108.57 FEET TO THE POINT OF BEGINNI110, ALL BEING SITUATED IN THE NW 1/4 OF THE NE 1/4 OF SECTION 22, TOWIISIIIP 23 NORTH, RANGE 4 EAST, W.M. KING COUNTY, WASHIN'' I UtI. ALSO KI101Il AS LOT A OF PROPOSED CITY OF TUKWILA LOT LINE ADJUS ItACrIT NO. NEW LEGAL DESCRIPTIONS (AFTER ICCORDING OF SHORT PLAT) LOT 1 OF CITY OF TUKWILA SHORT PLAT NO. _ AS RECORDED UNDER RECORDING NUMBER _ RECORD: OF KING COUNTY, WASHINGTON. ALL BEING SITUATED IN THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 22, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., CITY G" TUKWILA, COUNTY OF KING, WASHINGTON. LOT 2 or CITY OF TUKWILA SHORT PLAT NO A� RECORDED UNDER RECORDING NUMBER RECORDS OF KING COUNTY, WASHINGTON. ALL BEING SITUATED IN THE NORTHWEST QUARTER OF THE NORTHEAST OUARTER OF SECTION 22, TOWNSHIP 23 NORTH. RANGE 4 EAST, W.M., CITY Or TUKWILA, COUNTY OF KING, WASHINGTON. LOT 3 OF CITY OF TUKWILA SHORT PLAT NO AS RECORDED UNDER RECORDING NUMBER RECORDS OF KING COUNTY, WASHINGTON. ALL BEING SITUATED IN THE NORTHWEST OUARTER OF THE NORTHEAST OUARTER OF SECTION 22, TOWNSHIP 23 NORTH. RANGE 4 EAST, W.M., CITY OF TUKWILA, COUNTY OF KING, WASHINGTON. LOT 4 OF CITY OF TUKWILA SHORT PLAT NO. __ AS RECORDED UNDER RECORDING NUMBER ____- _ —____ RECORDS OF KING COUNTY, WASHINGTON. ALL BEING SITUATED IN THE NORTHWEST QUARTER OF THE NORTHEAST OUARTER OF SECTION 22, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., CITY OF TUKWILA, COUNTY OF KING, WASHINGTON. LAND SURVEYOR'S CERTIFICATE THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER MY DIRECTION IN CONFORMANCE WITH THE REQUIREMENTS OF THE SURVEY RECORDING ACT AT THE REQUEST OF L} t/S1 /17 IN 20.u.) ...... Ifs/ HOLCII BS CERTIFICATE N0. 11332 m6.1• 10 20 Examined and approved this day of Assessor Deputy Assessor Account 'Number 004000-0775 SURVEY NOTES BASIS OF BEARING THE MONUMENTED CENTERLINE OF 148TH STREET BEARING 5 88"59'53" E DATUM NAVD 88 DATUM: KING COUNTY SURVEY CONTROL DATA BASE 815. ID NAME: 93V -902 LOCATION: INTERSECTION OF S 144TH ST AND 46TH AVE S DESCRIPTION: ..'COPPER PIN WITH PUNCH SET IN CONCRETE 0.53' DOWN FROM MONUMENT CASE RIM. ELEV 287.900 REFERENCES BLA 172 -276 RECORD OF SURVEY, VOLI74, PG.288 RECORDS OF KING COUNTY, WASHINGTON INSTRUMENTATION INSTRUMENT USED: 5 SECOND ELECTRONIC DISTANCE MEASURING UNIT. FIELD SURVEY CONTROL WAS BY CLOSED TRAVERSE LOOPS, MINIMUM CLOSURE OF LOOPS WAS 1:22,000, IN ACCORDANCE WITH WAC 332 -130 -090. SHORT PLAT NOTES 20 I. TRACT A IS A PRIVATE STORMWATER TRACT FOR THE BENEFIT OF THE OWNERS OF LOTS I, 2, 3, AND 4. OWNERSHIP OF LOTS 1, 2, 3, AND 4 WITHIN THIS PLAT INCLUDES AN EQUAL AND UNDIVIDED OWNERSHIP INTEREST IN TRACT A, AND AN EQUAL AND UNDIVIDED RESPONSIBIUTY FOR THE MAINTENANCE OF SAID TRACT. 2. TRACT B IS A PRIVATE JOINT USE DRIVEWAY TRACT FOR INGRESS. EGRESS AND UTILITIES FOR THE BENEFIT OF THE OWNERS OF LOTS 1, 2, 3 AND 4. OWNERSHIP OF LOT 1, 2. 3 AND 4 WITHIN THIS PLAT INCLUDES AN EQUAL AND UNDIVIDED OWNERSHIP INTEREST IN TRACT 8, AND AN EOUAL AND UNDIVIDED RESPONSIBIUTY FOR THE MAINTENANCE OF SAID TRACT. 3. WARNING: THE CITY OF TUKWILA HAS NO RESPONSIBIUTY TO BUILD, IMPROVE, MAINTAIN OR OTHERWISE SERVICE THE PRIVATE ROADS CONTAINED WITHIN OR PROVIDING SERVICE TO THE PROPERTY DESCRIBED IN THIS SHORT PLAT. 4. MAINTENANCE AGREEMENT: SAID ROAD EASEMENT AND ALL PRIVATE DRAINAGE EASEMENTS TO BE MAINTAINED, REPAIRED. AND /OR REBUILT BY THE OWNERS OF THE PARCELS HAVING LEGAL ACCESS OR SERVICE THEREFROM AND THEIR ASSIGNS OR SUCCESSORS, UNLESS AND UNTILL SUCH ROADS ARE IMPROVED TO THE CITY OF TUKWILA STANDARDS AND ARE DEDICATED AND ACCEPTED BY INC CITY OF TUKWILA FOR MAINTENANCE. 5. THE ROAD AND STORM DRAINAGE SYSTEMS SHALL BE CONSTRUCTED ACCORDING TO THE APPROVAL PI.AN AND PROFILE, PLAN N0. ON FILE WITH THE CITY OF TUKWILA. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE WRITTEN APPROVAL FROM THE CITY OF TUKWILA. SHORT PLAT FOR TIMOTHY HOLDAAS f[CI,VTIUI Ill, PI V. VOL. /PAGE PORTION OF NW 1/4, NE 1/4, S.22, T. 23 N., R. 4E., W.M. 6. THE HOUSE ADDRESS SYSTEM FOR THIS PLAT SHALL BE AS FOLLOWS: ADDRESSES SHALL BE ASSIGNED FOR THE NORTH -SOUTH ROADS WITHIN THE RANGE OF TO AND WITHIN THE RANGE OF TO FOR THE EAST -WEST ROADS. INDIVIDUAL ADDRESSES WILL BE ASSIGNED TO THE PRINCIPAL ENTRANCE OF EACH TOTAL RESIDENCE OR BUILDING AT THE BUILDING PERMIT STAGE. CHKD. BY RECEIVED IFEB 16 2006 DEVELOPMENT MEG 11 EXPIRES 11/30/08 : TJR \ \x23 ooI \e.v\2237 -ooI -Oman 2/14/20oe k 37:04 PM PST BOUNDARY NOTE VICINITY MAP NTS THIS SURVEY IS BASED UPON THE LEGAL DESCRIPTION CONTAINED WITHIN A TITLE REPORT PROVIDED BY PACIFIC NORTHWEST TITLE COMPANY, ORDER NO. 588116. THE BOUNDARY CORNERS AND LINES DEPICTED ON THIS MAP ARE PER RECORD TITLE INFORMATION AND REPRESENT DEED UNES ONLY. THESE UNES DO NOT PURPORT TO SHOW OWNERSHIP LINES THAT MAY OTHERWISE BE DETERMINED BY A COURT OF LAW. SPECIAL EXCEPTIONS ON TITLE 1. SUBJECT TO COVENANTS, CONDITIONS, RESTRICTIONS AND EASEMENTS CONTAINED IN LOT LINE ADJUSTMENT UNDER REC. NO. 9501031007 AND 9208121704. 2. SUBJECT TO AGREEMENT, TERMS AND CONDITIONS WITH CITY OF TUKWILA UNDER REC. NO. 9502270139. LOT AREAS LOT 1 6,672 SQ.FT. LOT 2 11,572 SQ.FT. LOT 3 9,854 SQ.FT. LOT 4 8,558 SQ.FT. TRACT A 6,570 SQ.FT. TRACT B 4,972 SQ.FT. PARCEL 48,198 SQ.FT. MALL SACIS A POND Baima & Holmberg Inc. ENGINEERS dr SURVEYORS 100 FRONT STREET SOUTH ISSAQUAH. WASHINGTON 98027 (425) 392 - 0250 DWN. BY DATE 8/31/2005 REV 1 -25 -06 SCALE 1"= 30' JOB NO. 2237 -001 DWG NO.2237- 001 —ENG SHEET 1 OF 2