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09 September 5, 2023, Planning Commission Meeting PacketCITY OF PORT ORCHARD Planning Commission 216 Prospect Street, Port Orchard, WA 98366 (36o) 874-5533 planning@portorchardwa.gov PLANNING COMMISSION MEETING AGENDA Tuesday, September 5, 2023 — 6:00 pm *** Attendees and Planning Commissioners may attend in person at City Hall or via Zoom*** Join Zoom Meeting, Public Link: https://us02web.zoom.us/i/86180242823 Dial -in (phone audio) only: + 1253 215 8782 Webinar ID: 8618024 2823 Planning Commissioners please use individual webinar links. 1. Call to Order: 6:00 p.m. Pledge of allegiance. 2. Welcome and Introduction. Planning Commission and City Staff Introductions. 3. Audience Comments: Topics not listed for public hearing on tonight's agenda. Please limit comments to 3 minutes. 4. Approval of Minutes from August 1, 2023. (Attachment)(ACTION) 5. Business Items: a) PUBLIC HEARING: Open Space Tax (Attachment)( ACTION) The City of Port Orchard has received a request to designate certain property in Amherst Plat as permanent open space. Staff Contact: Jim Fisk, Senior Planner b) DISCUSSION: Temporary Signage in Right-of-way At the August Planning Commission meeting, DCD staff provided approximately 12 months of temporary signage in public right -of way documentation in anticipation of revising POMC 20.132. DCD staff asks the Planning Commission discuss proposed code amendments prior to scheduling a public hearing for revisions to POMC 20.132 addressing temporary signage in public right-of-way. Staff Contact: Jim Fisk, Senior Planner c) DISCUSSION: Director's Report Update to the Planning Commission on recent related to past and upcoming Planning Commission activity. Staff Contact: Nick Bond, Community Development Director 6. Adjourn Next Planning Commission Meeting — October 3, 2023 CITY OF PORT ORCHARD Planning Commission Minutes 216 Prospect Street, Port Orchard, WA 98366 Phone: (36o) 874-5533 • Fax: (36o) 876-498o Planning Commission Meeting Minutes August 1, 2023 Hybrid Zoom Teleconference COMMISSIONERS: Present: Bek Ashby, Annette Stewart, Tyler McKlosky, Stephanie Bailey, Dave Bernstein, and Joe Morrison. Absent: Paul Fontenot. CITY STAFF: Community Development Director Nick Bond, Senior Planner Jim Fisk, Assistant Planner Josie Rademacher, and Planning Intern Connor Dahlquist. 1. CALL TO ORDER: Chair Ashby called the meeting to order at 6:00 p.m. and led the Pledge of Allegiance. 2. WELCOME AND INTRODUCTION: Chair Ashby introduced the present Planning Commissioners, Vice Chair McKlosky, Commissioner Bailey, Commissioner Bernstein, Commissioner Morrison and Commissioner Stewart and present City staff, Community Development Director Nick Bond, Senior Planner Jim Fisk, Assistant Planner Josie Rademacher, and Planning Intern Connor Dahlquist. 3. PUBLIC COMMENTS: Public comment was open to any subject not related to the public hearing. The Planning Commission heard testimony from Meadow Jaime regarding the process to request speed bumps on public roads. Director Bond informed Ms. Jamie that the Public Works Department responds to those types of requests and that her information could be passed to the Public Works Department. Director Bond also informed Ms. Meadows that e-mailing the Public Works Department separately would result in a discussion regarding the request with the City Council's Transportation Committee if warranted. The Planning Commission heard testimony from four members of the community regarding the proposed removal of a significant tree associated with the development of an orthodontic clinic on a vacant parcel addressed as 791 Mitchell Ave at the northeast corner of the intersection of Mitchell Ave and SE Taylor St. The Commission heard from: • Carolyn Andrade • Claudette Desjardin — indicated possession of a signed petition with 298 signatures in opposition of removing the significant tree and delivered to the property owner. Chair Ashby directed Ms. Desjardin to provide the petition to Assistant Planner Rademacher for delivery to the City of Port Orchard Permit Center. • Lucinda Arp • Roland Manglona — provided testimony regarding perceived impacts of site development and the responsible party for the cost of proposed development. 4. APPROVAL OF MINUTES FROM JUNE 6, 2023: Commissioner Bailey made a motion to approve the minutes as corrected from the June 6th meeting. Commissioner McKlosky seconded the motion. Commissioner Bernstein requested amendment to the motion to indicate Commissioner Bernstein's abstention and requested amendment to the June 6, 2023, Planning Commission meeting minutes to document the vote as 5-0 with one abstention related to the Housing Action Plan. Commissioners Bailey and McKlosky accepted the amendment to the motion. The amended motion passed unanimously. 5. BUSINESS ITEMS: A. DISCUSSION: 2024 COMPREHENSIVE PLAN PERIODIC UPDATE Community Development Director, Nick Bond, introduced the 2024 Comprehensive Plan Periodic Update and the City's consultants, Alex Campbell of AHBL and Andrew Oliver of Leland Consulting Group. Mr. Oliver provided an overview of the draft Existing Conditions Report. The information provided in the Existing Conditions Report will function as the baseline data for the 2024 Comprehensive Plan Periodic Update. Mr. Oliver presented data associated with the Existing Conditions Report consisting of population and demographics, population density by Census Block Group, age, race and ethnicity, educational attainment, household type, household size and household tenure, incomes, housing stock and affordability, employment, housing and employment targets. Mr. Oliver provided an overview regarding changes to proposed Sedgwick/Bethel and Mile Hill subarea boundaries and the Puget Sound Regional Council's criteria for Center designation. Mr. Campbell provided an overview of public engagement consisting of visioning and existing conditions, and social engagement webpage through Social Pinpoint. The Social Pinpoint efforts allows the City to collect public input, and the ability to analyze the data for more effective decision making in the Comprehensive Plan Update process. Mr. Campbell also announced public outreach opportunities at community events such as the Port Orchard Farmer's Market.. DISCUSSION: 2023 COMPREHENSIVE PLAN TRANSPORTATION IMPROVEMENT PROGRAM Senior Planner Fisk introduced proposed revisions to the 2022-2041 City's Transportation Improvement Program as part of a second annual Comprehensive Plan Amendment as permitted in conjunction with the adoption or amendment of the City budget. Director Bond described ongoing discussion with the City Council regarding certain projects in the TIP which require additional discussion which would be formalized in the revised TIP prior to scheduling a public hearing. Bond indicated the public hearing may occur at the October Planning Commission meeting. Chair Ashby described the TIP tiers and inquired specifically about Ramsey Road. Bond indicated the ongoing discussion included additional discussion regarding Ramsey Road. Chair Ashby opened the public hearing. There were no comments from the public. Chair Ashby closed the public hearing. Commissioner McKlosky made a motion to recommend that the City Council approve an ordinance amending Port Orchard Municipal Code (POMC) 2.20.010, 2.20.020, 2.20.025, 2.20.30, Page 2 of 3 2.20.035, 2.20.040, 2.20.050, and 2.20.060, 2.20.065, 2.20.070, and 2.20.080, as presented. Commissioner McKlosky seconded the motion. The motion passed unanimously. B. DISCUSSION: TEMPORARY SIGNAGE IN RIGHT-OF-WAY Director Bond described that DCD staff has documented temporary signage in public right -of way in anticipation of revising POMC 20.132. Bond presented the results of the documentation effort and indicated that DCD is working with the Police Department to determine any correlation that may exist between crash data and the location of temporary signage Bond expressed that enough of a record has been gathered to begin a code amendment process. Staff are considering a few strategies focused on safety related to temporary signs, or a commercial signage permitting system for additional discussion with the Planning Commission. C. DIRECTOR'S REPORT Director Bond, shared a presentation illustrating regarding the Kitsap Bank Headquarters and the progress of the project and that a Development Agreement approved by City Council related to the Headquarters. Bond also presented downtown projects and the investment made by multiple entities for several ongoing projects and each of the projects including the Bay Street Situational Study, the Orchard Street Plaza, Community Event Center and the Marina Lift Station. Director Bond informed the Planning Commission that Assistant Planner Josie Rademacher will separate from employment with the City of Port Orchard at the end of August 2023. ADJOURN: Chair Ashby adjourned the meeting at 7:55 pm. Bek Ashby, Chair Nick Bond, Community Development Director Page 3 of 3 CITY OF PORT ORCHARD DEPARTMENT OF COMMUNITY DEVELOPMENT 216 Prospect Street, Port Orchard, WA 98366 Ph.: (36o) 874-5533 • FAX: (36o) 876-4980 PLANNING COMMISSION STAFF REPORT Agenda Item No: 5(a) Meeting Date: Open Space Taxation Act Request Subject: — Public Hearing Prepared by: September 5, 2023 Nick Bond, AICP Development Director Summary: McCormick Development Corporation made application to Kitsap County on March 28, 2023 for classification of the property identified as APN 5686-000-058-0001 by the Kitsap County Assessor requesting a one acre parcel within the Amherst Plat be designated with an Open Space Tax Classification. On April 13, 2023 the Port Orchard Department of Community Development received a request from the Kitsap County Department of Community Development regarding the application. The parcel, Tract E, is currently under the ownership of McCormick Development Corp and was created as part of the Amherst Plat recorded in May 2021. The property is a forested site designated Residential 2 on the adopted City of Port Orchard 2023 Zoning Map and unencumbered by critical areas as described in the Soundview Consultants' June 7, 2019 Wetland Report. As noted on page 2 of the recorded plat, Tract E was retained by the owner for future development or private open space, or to be transferred to an adjoining owner. The parcel is landlocked and offers little to no legal access to recreational opportunities. However, the property adjoins an open space tract associated with the Strathmore subdivision immediately east of the subject property. The Land Use Committee was briefed on the Open Space request at their regular meeting on May 10, 2023 and supported staff processing of the request through Planning Commission prior to bringing it to a regularly scheduled City Council meeting for decision. Staff introduced the proposed request at the June 6, 2023 Planning Commission meeting. Public notice for tonight's public hearing was properly noticed consistent with the requirements of POMC 20.25 on August 22, 2023. The Open Space Taxation Act, enacted in 1970, allows voluntary resource conservation on private property to preserve, protect or restore open space resources, such as buffers to streams and wetlands, ground water, wildlife among other environmental considerations in exchange for tax incentive. The process is administered by Kitsap County where in incorporated areas, separate affirmative acts by both the County and City legislative bodies affirm the entirety of an application without modification or both bodies affirm an application with identical modifications. Either body can approve, approve with conditions (provided the conditions are identical) or deny. If approved, tax benefit starts the following year. In determining whether an application made for classification or reclassification under RCW 84.34.020(1)(b) and (c) should be approved or disapproved, the granting authority may take cognizance of the benefits to the general welfare of preserving the current use of the property which is the subject of application, and shall consider the following: (a) The resulting revenue loss or tax shift; (b) Whether granting the application for land applying under RCW 84.34.020(1)(b) will (i) conserve or enhance natural, cultural, or scenic resources, (ii) protect streams, stream corridors, wetlands, natural shorelines and aquifers, (iii) protect soil resources and unique or critical wildlife and native plant habitat, (iv) promote conservation principles by example or by offering educational opportunities, (v) enhance the value of abutting or neighboring parks, forests, wildlife preserves, nature reservations, sanctuaries, or other open spaces, (vi) enhance recreation opportunities, (vii) preserve historic and archaeological sites, (viii) preserve visual quality along highway, road, and street corridors or scenic vistas, (ix) affect any other factors relevant in weighing benefits to the general welfare of preserving the current use of the property; and (c) Whether granting the application for land applying under RCW 84.34.020(1)(c) will (i) either preserve land previously classified under RCW 84.34.020(2) or preserve land that is traditional farmland and not classified under chapter 84.33 or 84.34 RCW, (ii) preserve land with a potential for returning to commercial agriculture, and (iii) affect any other factors relevant in weighing benefits to the general welfare of preserving the current use of property. Recommendation: Staff recommends approval of the Current Use Open Space Classification request. Suggested Motion: "I move to recommend that the City Council approve an ordinance designating the McCormick Development Corporation property as Open Space and approve the Current Use Assessment request for Kitsap County Tax Parcel No. 5686-000-058-0001., as presented. Attachments: Ordinance, Application materials 2 ORDINANCE NO. AN ORDINANCE OF THE CITY OF PORT ORCHARD, WASHINGTON, APPROVING THE APPLICATION OF MCCORMICK DEVELOPMENT CORPORATION FOR OPEN SPACE CLASSIFICATION; DIRECTING THE TRANSMITTAL OF THIS ORDINANCE TO THE COUNTY COMMISSIONERS FOR CONCURRENCE; AUTHORIZING THE MAYOR TO EXECUTE NECESSARY DOCUMENTS; SETTING FORTH THE APPLICANT'S OBLIGATIONS PRIOR TO THE EFFECTIVE DATE; PROVIDING FOR SEVERABILITY, CORRECTIONS, AND PUBLICATION; AND SETTING AN EFFECTIVE DATE. WHEREAS, McCormick Development Corporation applied for current use assessment of a portion of the property located in the City of Port Orchard, Kitsap County Tax Parcel No. 5686- 000-058-0001; and WHEREAS, McCormick Development Corporation submitted the application to Kitsap County and Kitsap County Assessor followed their internal procedure and reviewed the application and provided the application to the City of Port Orchard consistent with the requirements of WAC 458-30-230; and WHEREAS, RCW 84.34.037 requires that current use applications be processed in the "same manner" as a comprehensive plan amendment; and WHEREAS, pursuant to the City's comprehensive plan amendment process, a public meeting on this application was held by the City of Port Orchard Planning Commission on June 6, 2023; and WHEREAS, on September 5, 2023, the City of Port Orchard Planning Commission held a duly noticed public hearing on the application and took public comment; and WHEREAS, the City Council has received the staff report recommending approval of the Current Use Assessment request as limited and conditioned in the recommendations presented in the report generated by Kitsap County Assessor's staff; and WHEREAS, on September 27, 2023, the City Council held a public hearing on the application and took public comment; and WHEREAS, the City Council desires to approve the Current Use Assessment request of McCormick Development Corporation for Kitsap County Tax Parcel No. 5686-000-058-0001, subject to conditions as recommended by the Assessor; and WHEREAS, RCW Chapter 84.34.037 provides that Current Use Assessment requests shall 10723971.1 - 366922 - 0021 Ordinance No. Page 2 of 4 be acted upon by the granting authority of three members of the County legislative body and three members of the City legislative body in which the land is located in a meeting where members may be physically absent but participating through telephonic connection, or, by separate affirmative acts by both the county and city legislative bodies where both bodies affirm the entirety of an application without modification or both bodies affirm an application with identical modifications; and WHEREAS, in determining whether an application made for classification or reclassification under RCW 84.34.020(1)(b) and (c) should be approved or disapproved, the granting authority may take cognizance of the benefits to the general welfare of preserving the current use of the property which is the subject of application, and shall consider the following: (a) The resulting revenue loss or tax shift; (b) Whether granting the application for land applying under RCW 84.34.020(1)(b) will (i) conserve or enhance natural, cultural, or scenic resources, (ii) protect streams, stream corridors, wetlands, natural shorelines and aquifers, (iii) protect soil resources and unique or critical wildlife and native plant habitat, (iv) promote conservation principles by example or by offering educational opportunities, (v) enhance the value of abutting or neighboring parks, forests, wildlife preserves, nature reservations, sanctuaries, or other open spaces, (vi) enhance recreation opportunities, (vii) preserve historic and archaeological sites, (viii) preserve visual quality along highway, road, and street corridors or scenic vistas, (ix) affect any other factors relevant in weighing benefits to the general welfare of preserving the current use of the property; and (c) Whether granting the application for land applying under RCW 84.34.020(1)(c) will (i) either preserve land previously classified under RCW 84.34.020(2) or preserve land that is traditional farmland and not classified under chapter 84.33 or 84.34 RCW, (ii) preserve land with a potential for returning to commercial agriculture, and (iii) affect any other factors relevant in weighing benefits to the general welfare of preserving the current use of property; and WHEREAS, the City Council having considered in the input of the Planning Commission and the public find that granting this designation is in the public interest and should be approved; now, therefore, THE CITY COUNCIL OF THE CITY OF PORT ORCHARD, WASHINGTON, DO ORDAIN AS FOLLOWS: SECTION 1. Adoption of Findings, Conclusions, and Recommendation. The City Council hereby adopts the findings, conclusions and recommendation as prepared by Kitsap County Assessor's staff for the McCormick Development Corporation Application for Current Use Open Space Classification for Kitsap County Tax Parcel No. 5686-000-058-0001. The Assessor's report is hereby incorporated by reference as if set forth in full. SECTION 2. Grant of Approval. The City Council hereby approves the designation of the McCormick Development Corporation property as Open Space and approves the Current Use 10723971.1 - 366922 - 0021 Ordinance No. Page 3 of 4 Assessment request for Kitsap County Tax Parcel No. 5686-000-058-0001. SECTION 3. Transmittal to County Commissioners for Concurrence. City Council directs staff to present this ordinance to the Board of County Commissioners at the next available date for review and concurrence pursuant to RCW Chapter 84.34.037. SECTION 4. Authorization of Mayor. Subject to review by the City Attorney, the City Council authorizes the Mayor to execute all documents necessary to effectuate the approval of this application. SECTION S. Applicant's Obligation Prior to Effective Date. Upon request by the City, County, or State of Washington, the Applicant shall execute and record all documents necessary to effectuate the approval of this application. This approval shall not be effective until all necessary documents are executed and recorded with the County Auditor. SECTION 6. Severability. If any section, sentence, clause or phrase of this Ordinance should be held to be unconstitutional or unlawful by a court of competent jurisdiction, such invalidity or unconstitutionality shall not affect the validity or constitutionality of any other section, sentence, clause or phrase of this Ordinance. SECTION 7. Publication. This Ordinance shall be published by an approved summary consisting of the title. SECTION 8. Corrections. Upon the approval of the city attorney, the city clerk is authorized to make any necessary technical corrections to this ordinance, including but not limited to the correction of scrivener's/clerical errors, references, ordinance numbering, section/subsection numbers, and any reference thereto. SECTION 9. Effective Date. This Ordinance shall take effect and be in full force and effect five days after publication, as provided by law, provided, however, that this Ordinance shall not be effective as to the property until all of the following have occurred: the County Council has concurred in accordance with RCW Chapter 84.34.037, the City has executed all necessary documents, and such documents have been recorded by the Applicant. PASSED by the City Council of the City of Port Orchard, APPROVED by the Mayor and attested by the Clerk in authentication of such passage this day of 2023. Robert Putaansuu, Mayor 10723971.1 - 366922 - 0021 Ordinance No. ATTEST: SPONSOR: Page 4 of 4 Brandy Wallace, MMC, City Clerk Scott Diener, Councilmember APPROVED AS TO FORM: Charlotte A. Archer, City Attorney PUBLISHED: EFFECTIVE DATE: 10723971.1 - 366922 - 0021 H3Kitsap County Downloaded March 28, 2023 Your Submission Details Submission Number: SUBMISSION-2023-1671 Status: In Review Message: Applicant Name: Nick Tosti Applicant Email: nick@cordillerainc.com Submission Type: Environmental > Open Space Last Updated: March 28, 2023 Submission URL; https:Happ.oncamino.com/kitsapcounty/dashboard/203690/guide Q Project Information Property Owner Details Step is Completed By: Applicant Please complete the details below. Open Space Details Step is Completed By: Applicant Please complete the details below. Q Submittal Items Site Plan for Open Space Step is Completed By: Applicant Please upload a Site Plan in PDF format and include the following: Contact the agency for more help (360) 337-5777 B help@kitsapi.com m 619 Division St, Port Orchard • North Arrow • Plan drawn to scale and list the scale • Home Location and any other existing buildings (e.g., Garage, Shed, Well House, etc.) • Area proposed for Open Space • Location of any Critical Areas (Wetlands, Streams, Shorelines, Steep Slopes, etc.) • Any easements Q Photographs of the Open Space Step is Completed By: Applicant Please provide photos in PDF format of the proposed Open Space area, showing any critical areas, if applicable. Additional Technical Reports Step is Completed By: Applicant If you have any of the reports listed below, or any additional pertinent documentation, please upload them now in PDF format and then click "Mark as Complete" above. If you do not have any of the below documentation, please click "Mark as Complete" above now. Please note, you may be informed during permit review if it's determined that one or more of the below reports are needed. Additional reports may be required based on site conditions: • Flood Elevation Certification • Soil Management Plans • Engineered Drainage Plans • Engineered Drainage Report • Infiltration Test Worksheet • No Net Loss (Shoreline) • Habitat Management Plan • Shoreline, wetland, or stream habitat report • Geotechnical Report • Wetland Delineation Report Q3 Go to the Online Permit Center - A Separate Website O Contact Information Step is Completed By: Applicant The Online PerMit enter is different than the Permit Application Portal you are currently using. An Online Permit Center account is required in order to get an official permit number, pay fees, issue permits, check status, and schedule inspections. Before filling out the form below, you must visit this separate website: https:Hco-kitsap-wa.smartciovcommunity.com/Public/Home To create your required Online Permit Center account, you can follow the link HERE. If you need additional assistance, you can check out the step-by-step instructions located HERE. ® What Happens Next? Ready to submit or still working on your application? Step is Completed By: Applicant If You Are Ready To Submit Your Application: Click submit and a Permit Technician will be contacting you. • If your application is deemed complete by the Permit Technician, you will then be given a permit number to continue with your process. • If additional information or changes to your application are needed, you will receive an email detailing what is still required. • Current permit intake processing times are approximately 10-14 days. If You Are Still Working On Your Application: You can log back in to resume your submittal at any point. If you do not submit your application, your proposed project will not be reviewed and you will be unable to move forward with your project. If you have any questions please reach out to us! You can find our contact page HERE. We look forward to working with you! Please select "Mark as Complete" above to move forward with your application. Questions and Answers 1 Is this application to designate the open space as Farm and Agriculture Conservation Land? Yes No 2 Is the land subject to a lease or agreement which permits any other use than its present use? Yes No Data Fields Open Space Details 1 Parcel Number(s) 5686-000-058-0001 Category Enhance the value to the public of abutting or neighboring Parks, Forests, Wildlife Preserves, Nature Reservations or Sanctuaries or other Open Spaces Present Use Forested parcel in the McCormick Woods Mast Plan Community that will not be cleared and developed. Proposed Acreage 1.0 5 Jurisdiction City of Port Orchard Property Owner Details Name McCormick Development Corp Email Address nick@cordillerainc.com Phone 425-894-6382 Disclaimer This PDF was generated on March 28, 2023 and may be out of date. µisPa Co KITSAP COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT Online Permit Center Contacts KITSAP COUNTY Kitsap County Sign Up or Log In suppoh:350-33]-5T 7 help@knsapl com 10 ��0 My Portal Public Notices Parcel Search View your applications and inspection Find and review public notice Find and review parcel information results announcements Welcome to the Kitsap County Online Permit Center Primary Contact Information Please confirm the name and the email address associated with the primary contact's Online Permit Center account. Email: nick@cordillerainc.com Name: Nick Tosti Phone Number: 425-894-6382 Additional Contact Information Adding additional contacts will allow them to pay fees, issue permits, check status, and schedule inspections. Any contacts listed below must have an Online Permit Center account or they cannot be added. Name Email Role in the project* Online Permit Center Account Cre4 ated Will hizzey william@cordillerainc.co ccounting Manager *Available role choices are listed below Engineer Architect Authorized Business Business Name Biologist Designer Agent Owner Geologist Inspection Project Property Property Owner Surveyor Tenant Contact Manager Manager Documents provided by DataTree LLC via it's proprietary imaging and delivery system. Copyright 2003, All rights reserved. PLAT OF AMHERST SHEET I OF 6 A PORTION OF THE S 1/2 OF THE SW 1/4 OF SEC. 04 AND A PORTION OF THE N 1/2 OF THE NW 1/4 OF SEC. 09, TWP. 23N., RNG. 1E. W. M. CITY OF PORT ORCHARD, KITSAP COUNTY, WASHINGTON DEDICATION: CITY ENGINEER'S APPROVAL: KNOW ALL MEN BY THESE PRESENTS THAT WE, THE UNDERSIGNED OWNERS IN THE FEE SIMPLE OR CONTRACT PURCHASER AND MORTGAGE HOLDER OF THE LAND HEREBY PLATTED, HEREBY DECLARE THIS PLAT AND DEDICATE TO THE USE OF THE PUBLIC I HEREBY CERTIFY THAT THIS FINAL PLAT IS CONSISTENT WITH CITY IMPROVEMENT STANDARDS AND REQUIREMENTS IN FORCE ON OF PRELIMINARY/SHORT PLAT APPROVAL. I HAVE APPROVED THIS ALL APPLICABLE THE DATE FINAL PLAT AS 1 FOREVER ALL STREETS AND AVENUES SHOWN THEREON AND USE THEREOF FOR ALL TO THE LAYOUT OF STREETS, ALLEYS AND OTHER RIGHTS -OF -WAY, DESIGN OF BRIDGES, PUBLIC PURPOSES NOT INCONSISTENT WITH THE USE THEREOF FOR PUBLIC HIGHWAY SEWAGE AND WA T SYSTEMS q4D OTHER STRUCTURES. EXAMINED AND APPROVED PURPOSES; ALSO THE RIGHT TO MAKE ALL NECESSARY SLOPES FOR CUTS AND FILLS UPON THE LOTS AND BLOCKS SHOWN ON THIS PLAT IN THE ORIGINAL REASONABLE BY ME THIS DAY OF 2021. GRADING OF THE STREETS AND AVENUES SHOWN HEREON. THE UNDERSIGNED OWNERS HEREBY WAIVE ALL CLAIMS FOR DAMAGES AGAINST ANY GOVERNMENTAL AUTHORITY WHICH MAY BE OCCASIONED TO THE ADJACENT LAND BY THE ESTABLISHED CONSTRUCTION, DRAINAGE AND MAINTENANCE OF SAID ROAD. THIS SUBDIVISION Is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cCORMICK WOODS HOMEOWNER'S ASSOCIATION, A PLAT COMMUNITY, AS THAT TERM IS DEFINED IN THE WASHINGTON UNIFORM COMMON INTEREST OWNERSHIP ACT, SOLELY TO MEET THE REQUIREMENTS OF THE WASHINGTON UNIFORM COMMON INTEREST OWNERSHIP ACT I AND NOT FOR ANY PUBLIC PURPOSE. THIS MAP AND ANY PORTION THEREOF IS RESTRICTED BY LAW AND THE DECLARATION FOR McCORMICK WOODS HOMEOWNER'S ASSOCIATION, RECORDED W UNDER KITSAP COUNTY RECORDING NO. H IN W TNES�WHEREOF, WE HAVE HEREUNTO SET OUR HANDS AND SEALS THIS ��DAY E OF n 2021. MCCORMICK DEVELOPMENT CORP., A WASHINGTON CORPORATION BY: IT S: ACKNOWLEDGEMENTS: STATE OF WASHINGTON ) SS COUNTY OF _ \"� ON THIS -DAY OF ^I'tOf-A 20,, BEFORE ME, THE UNDERSIGNED, A NOTARY PUBLIC IN AND FOR THE STATE OF WASHIN ON, DULY COMMISSIONED AND SWORN, PERSONALLY APPEARED G nc �-Y- TO ME PERSONALLY KNOWN (OR PROVEN ON THE BASIS OF SATISFACTORY EVIDENCE) TO BE THE k-f SA `�-� OF MCCORMICK DEVELOPMENT CORP., A WASHINGTON CORPORATION , THE COMPANY THAT EXECUTED THE WITHIN AND FOREGOING INSTRUMENT, AND ACKNOWLEDGED SAID INSTRUMENT TO BE THE FREE AND VOLUNTARY ACT AND DEED OF SAID CORPORATION, FOR THE USES AND PURPOSES THEREIN MENTIONED, AND ON OATH STATED THAT HE WAS AUTHORIZED TO EXECUTE SAID INSTRUMENT AND THAT THE SEAL AFFIXED, IF ANY, IS THE CORPORATE SEAL OF SAID CORPORATION. WITNESS MY HAND AND SEAL HERETO AFFIXED THE DAY ND YEAR N THIS CERTIFICATE ABOVE WRITTEN. v O v n �► jMOON ►�: :: :mot NOTARY PUBLIC IN AND FOR THE STATE OF WASHINGTON, RESIDING IN�� MY COMMISSION EXPIRES: Gy VIC INITY MAP If 1"=1000' ENGINE r CITY COUNCIL APPROVAL: APPROVED BY THE CITY COUNCIL,OF THE CITY OF.PORT'ORCHARD THIS 77. DAY OF 2021. AYOR CITY FINANCE DIRECTOR APPROVAL: HEREBY CERTIFY THAT ALL TAXES AND DELINQUENT ASSESSMENTS FOR HICH THE PROPERTY MAY BE LIABLE AS OF THE DATE OF CERTIFICATION. AVE BEEN DULY PAID, SATISFIED OR DISCHARGED. XECUT OTHIS a DAY OF 2021. INANCE DIRECTOR AUDITOR'S CERTIFICATE: ILED AT THE REQUEST OF STEPHEN H WOODS, PLS, THIS DAY OFF 021, AND RECORDED IN VOLUME 3S OF PLATS, PAGE (S) k7lf-17Y ECORDS OF KITSAP COUNTY, WASHINGTON. KITSAP COUNTY AUDITOR FEE: I Z!k- 00 COUNTY TREASURER APPROVAL: THIS IS TO CERTIFY THAT ALL TAXES HERETOFORE LEVIED AND WHICH HAS BECOME A LIEN UPON THE LANDS HEREIN DESCRIBED, HAVE BEEN FULLY PAID AND DISCHARGED, ACCORDING TO THE RECORDS OF MY OFFICE; UP TO AND INCLUDING THE YEAR aQ&it . EXECUTED THIS DAY OF QU4 2021. COUNTY TREASURER COMMUNITY DEVELOPMENT DIRECTOR'S APPROVAL: I HEREBY CERTIFY THAT THIS FINAL PLAT IS CONSISTENT WITH ALL APPLICABLE TOWN/CITY IMPROVEMENT STANDARDS AND REQUIREMENTS IN FORCE ON THE DATE OF PRELIMINARY PLAT APPROVAL. I HAVE APPROVED THIS FINAL PLAT AS TO THE LAYOUT OF STREETS, ALLEYS AND OTHER RIGHTS -OF -WAY, DESIGN OF BRIDGES, SEWAGE AND WATER SYSTEMS AND OTHER STRUCTURES. EXAMINED AND APPROVED THIS AY OF I*7 _ , 2021. ZZ z 2� COMMU ITY DEVELOPMENVbIRECTOR DATE 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 MCCORMICK DEVELOPMENT CORP. A WASHINGTON CORPORATION, IN APRIL, 2021. I HEREBY CERTIFY THAT THIS MAP FOR THE PLAT OF AMHERST, IS BASED UPON AN ACTUAL SURVEY OF THE PROPERTY HEREIN DESCRIBED; THAT THE BEARINGS AND DISTANCES ARE CORRECTLY SHOWN; THAT ALL INFORMATION REQUIRED BY THE WASHINGTON UNIFORM COMMON INTEREST OWNERSHIP ACT IS SUPPLIED HEREIN; ALL MONUMENTS AND LOT CORNERS ARE SET OR BONDED WITH THE CITY AND WILL BE SET PRIOR TO RELEASE OF THE BOND. THAT THIS PLAT CONFORMS TO THE APPROVED PRELIMINARY PLAT AND THE CONDITIONS OF APPROVAL THEREOF. 4/21/21 STEPHEN H. WOODS, P.L.S. 38965 DATE Job No. 1.7-202 PLAT OF AMHERST SHEET 2 of 6 A PORTION OF THE S 1/2 OF THE SW 1/4 OF SEC. 04 AND A PORTION OF THEN 1/2 OF THE NW 1/4 OF SEC. 09, TWP. 23N.; RNG. lE. W.M. CITY OF PORT ORCHARD, KITSAP COUNTY, WASHINGTON LEGAL DESCRIPTION: RESULTANT PARCEL A OF BOUNDARY LINE ADJUSTMENT RECORDED UNDER AUDITOR'S FILE NO. 201512020024, BEING A PORTION OF THE SOUTH HALF OF THE SOUTHWEST QUARTER AND THE SOUTHWEST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 4 AND THE NORTH HALF OF THE NORTHWEST QUARTER OF SECTION 9, TOWNSHIP 23 NORTH, RANGE I EAST, W.M., IN KITSAP COUNTY, WASHINGTON; AND OF TRACT "0" SECOND AMENDED PLAT OF.M000RMICK WOODS RECORDED IN VOLUME 26 OF PLATS, PAGE (S) 189 THROUGH 196, INCLUSIVE, IN KITSAP COUNTY, WASHINGTON; EXCEPT THAT PORTION CONVEYED TO KITSAP COUNTY FOR ST. ANDREW'S DRIVE SW UNDER AUDITOR'S FILE NO. 200608070089. BASIS OF BEARING: GRID NORTH. BASED UPON GLOBAL POSITIONING SYSTEM (GPS) LAMBERT GRID WASHINGTON STATE NORTH ZONE COORDINATES. THE NORTH AMERICAN DATUM OF 1983/2011 (NAD 83/2011 EPOCH 2O10.00) GRID COORDINATES WERE FOUND TO BE 192331.85 / 118564B.48 AT A PUNCH IN 3" BRASS DISK AT THE EAST QUARTER CORNER OF SECTION 4, TOWNSHIP 23 NORTH, RANGE i EAST, W.M.. THE INVERSE OF BOTH THE SEA LEVEL CORRECTION FACTOR OF 0.9999871363 AND THE GRID SCALE FACTOR OF 0.9999977172 WAS APPLIED TO THE GRID COORDINATES FOR SHOWN GROUND DISTANCES. FIRE PREVENTION NOTE: LOTS 47, 48, 49, 50, AND 52 SHALL BE EQUIPPED WITH AN APPROVED FIRE SPRINKLER SYSTEM DESIGNED IN ACCORDANCE WITH THE VERSION OF THE BUILDING AND FIRE CODES IN PLACE AT THE TIME OF COMPLETE BUILDING PERMIT APPLICATION. TRACT NOTES: TRACT A: OPEN SPACE, ACCESS, AND UTILITIES (PRIVATE) TRACT B: OPEN SPACE, RECREATION, AND UTILITIES (PRIVATE) TRACT C: OPEN SPACE (PRIVATE) TRACT D: FUTURE DEVELOPMENT (PRIVATE) TRACT E: RETAINED BY OWNER FOR FUTURE DEVELOPMENT OR OPEN SPACE (PRIVATE), OR TO TRANSFER TO ADJOINING OWNER. TRACT F: OPEN SPACE, ACCESS, AND UTILITIES (PRIVATE) TRACT G: STORM POND (PRIVATE) TRACTS A, B, C, F AND G ARE TO BE OWNED AND MAINTAINED BY THE HOMEOWNERS ASSOCIATION FOR THIS PLAT. TRACTS D AND E WILL BE OWNED AND MAINTAINED BY THE PROPERTY OWNER. NOTES: 1) THE MONUMENT CONTROL SHOWN FOR THIS SITE WAS ACCOMPLISHED BY FIELD TRAVERSE UTILIZING A'ONE (1) SECOND THEODOLITE WITH INTEGRAL ELECTRONIC DISTANCE MEASURING METER (GEODIMETER 600) AND REAL TIME KINEMATIC (RTK) / STATIC GLOBAL POSITIONING SYSTEM (GPS TRIMBLE RB). LINEAR AND ANGULAR CLOSURE OF THE TRAVERSES MEET THE STANDARDS OF WAC 332-130-090. 2) UTILITIES OTHER THAN THOSE SHOWN MAY EXIST ON THIS SITE. ONLY THOSE WHICH ARE VISIBLE OR HAVING VISIBLE EVIDENCE OF THEIR INSTALLATION ARE SHOWN HEREON. 3) THIS SURVEY REPRESENTS PHYSICAL IMPROVEMENT CONDITIONS AS THEY EXISTED SEPTEMBER 9, 2017, THE DATE OF THIS FIELD UTILITY EASEMENT: SURVEY. AN EASEMENT IS HEREBY RESERVED FOR AND GRANTED TO CASCADE NATURAL GAS, 4) LEGAL DESCRIPTION AND EASEMENT SHOWN HEREON ARE PER 2ND AMENDED ANY WATER COMPANY, US POSTAL SERVICE, QWEST COMMUNICATIONS COMPANY, SUBDIVISION GUARANTEE NUMBER 03K-12421, DATED OCTOBER 23, 2020. NO PUGET SOUND ENERGY, INC., ANY CABLE TELEPHONE COMPANY, ANY CITY, ADDITIONAL RESEARCH HAS BEEN ATTEMPTED. KITSAP COUNTY, ANY OTHER PUBLIC OR PRIVATE UNDERGROUND UTILITY SERVICE (INCLUDING, BUT NOT LIMITED TO, PRIVATE ROOF DRAINS) AND 5) OFFSET DIMENSIONS SHOWN HEREON ARE MEASURED PERPENDICULAR OTHER UTILITIES, AND THEIR RESPECTIVE SUCCESSORS AND ASSIGNS, TO PROPERTY LINES. UNDER AND UPON THE EXTERIOR TEN (10) FEET OF FRONT BOUNDARY LINES OF 6) THE TEMPORARY CONSTRUCTION EASEMENT SHOWN AT THE SOUTHEAST CORNER OF ALL LOTS AND TRACTS, IN WHICH TO INSTALL, LAY, CONSTRUCT, RENEW, OPERATE, MCCORMICK WOODS DRIVE SW AND OLD CLIFTON ROAD IS FOR CONSTRUCTION MAINTAIN AND REMOVE UTILITY SYSTEMS, LINES, FIXTURES AND APPURTENANCES OF THE FUTURE INTERSECTION IMPROVEMENTS AND WILL AUTOMATICALLY EXTINGUISH 90 DAYS AFTER COMPLETION OF ALL CONSTRUCTION WORK ON THE NEW INTERSECTION ATTACHED THERETO,. FOR THE PURPOSE OF PROVIDING UTILITY SERVICES TO THE OR AFTER NOTICE FROM THE CITY TO THE HOA, WHICHEVER COMES FIRST. SUBDIVISION AND OTHER PROPERTY, TOGETHER WITH THE RIGHT TO ENTER UPON THE LOTS AND TRACTS AT ALL TIMES FOR THE PURPOSES STATED, WITH THE UNDERSTANDING THAT ANY GRANTEE SHALL BE RESPONSIBLE FOR ALL UNNECESSARY DAMAGE IT CAUSES TO ANY REAL PROPERTY OWNER IN THE SUBDIVISION BY EXERCISE OF RIGHTS AND PRIVILEGES HEREIN GRANTED. 4 N88°50'31"W 5259.12' — 2638.88'------------ 11 —4 3 —�--------- 2620.24' WEST QUARTER CORNER OF SECTION 4, TOWNSHIP 23 N. RANGE 1 E, W.M.. I EAST QUARTER CORNER OF SECTION 4,— FOUND 3/4 IRON PIPE WITH c TOWNSHIP 23 N. RANGE 1 E, W.M.. .PLUG AND TACK PER BLA NO. L-1078 I PER BLA NO. L-1078 co wi Cu Cn Cu o; ED N NORTH QUARTER CORNER OF SECTION 9/ I Cu SOUTH QUARTER CORNER OF SECTION 4, I ;j ui TOWNSHIP 23 N. RANGE 1 E, W.M.. Cu EO CALCULATED FOUND 1 1/2" IRON PIPE ^ rn Cu PER BLA NO. L-1078 I '" wo / w Y' 'ITN w 0 / N i z o� m o ��O I p / ti Z �a0 N . p / Z ® I �z NORTHEAST CORNER OF SECTION 9/ f a I _ u SOUTHEAST CORNER OF SECTION 4, 0- I 0a TOWNSHIP 23 N, 'RANGE 1 E, W.M., I FOUND BRASS DISK IN CONCRETE. 5 4 SB9'09'30"E 2658 59' 4 / --,j\/ S89°07'07"E 2610.08' 4 3 8 9 1265.96' "" 992.94' - 399.70'- g 9 O 10 SW 00-50-30"W m� P��Cu q o ®� ��N 2 o 0 LO Cu �o�� Scale. ItTco I CuCu N 1 500 z NORTHWEST CORNER OF SECTION 9/ Cu �� w SOUTHWEST CORNER OF SECTION 4, I z TOWNSHIP 23 N, RANGE 1 E, W.M.. CALCULATED, FOUND BRASS PLUG Cu�QOCn IN CONCRETE PER BLA NO. L-1078 I \\ 71. o WEST QUARTER CORNER OF SECTION 9, I \ z N TOWNSHIP 23 N, RANGE 1 E, W.M.. G CALCULATED, FOUND 3/4" IRON PIPE PER BLA N0. L-1078 I EAST QUARTER CORNER OF SECTION 9, ;a L TOWNSHIP 23 N. RANGE 1 E. W.M.. C" d FOUND 1" IRON PIPE PER BLA NO. L-1078 0 2633.16' 6` 8 C-- s\�--- ------ �— 2614.54' 10 N88'41'23"W 5244.69' �Q�oF wasy�oo SURVEY CONTROL _ Z LEGEND: Fs 9F3B965�o Q� = FOUND MONUMENT AS NOTED . s1pNq� jSTE� 5� L ANO 4/21/21 Job No. 17-202 paNasaa s}U61a 11V 'ZOOZ jg5ijAdoC) 'wa}sAs Aaanllap pue 6u16ew1 Aae}aladoad s,}I e1n C)II aWie;ea Aq papin Aawnooa PLAT (I AMM.MT SHEET 3 of 6 v o°� ° A W 0 100 200 f4 N H I MATCH LINE B E' o Scale. o 1 100 It co o 0 co .-i o 00 E, Ico\ L co cr) c+) co rn I co ��, fd, (3) c ` w CY)'co Cv o P \ �I A�RST SAY co co Cv I It � LO co CO LO oVA � ce) x C p �w U °' ' "' cat 00 U a C\2 I x00 O Cv \ _ ' MCCORMICK WOODS DR_SW A LEGEND: = MONUMENT FOUND. N 30' I = SET #4 REBAR WITH RED PLASTIC CAP STAMPED 3o CONTOUR PLS 38965 . m• CITY OF PORT ORCHARD STANDARD MONUMENT TO BE SET.. SEE SHEET 4 OF 6 FOR LINE AND CURVE TABLE z _ ____ z N UE = UTILITY EASEMENT O1 ) N00'03'26°W (RADIAL) �or o�� a 1 W I SF = SQUARE FEET o m o� �¢ . m N ON W oo 0 ro Z. .o'N / co `� m 5/� //ti �� 0 60 120 R. 00.5" Scale.. N 1 _ 60 o Job No. 17-202 all v ti0 w m MATCH LINE B o, 0� E-, cu w Vol Y • - Cu Cu I N o� - z 55.26' dos H I n . \ F 38965 GcoCn o 9 FOI ST lNq� LAND SEE SHEETS 4 AND 5 4,21/2 paNasaa s}U61] 11V 'ZOOZ jg5ijAdoC) 'wa}sAs Aaanllap pue 6u15ew1 Aae}aladoid s,}I e1n �)jj aWie;ea Aq papinc A s}uawnooa Documents provided by DataTree LLC via it's proprietary imaging and delivery system. 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TRENCH EASEMENT _ v_ �,_ 22:5' 22. 5' SEE DETAIL "H" " ON THIS SH�ET ^ ri rn iv Q .N . tL ' rr3 r ` r � � NO3'43' 45"W 62.19' � A L=224.93'. c, ccs'i, r <81 ©- .14 '38' q , Ln 9 27.2a R-880. oo C-+ _ 157.15 - . _ B5.00 = fi5.52' - 91.63' - 30' 30, S03'43' 45"E 269.43' I.-1g4.89' �70.16 165.80 • 2B ` 50 a' 199.27 ' - - ' - - L-2 i 7. R-884 • 2fi o� --,�-= - � Cu S03'43' 45"E 2fi9.43 ` - a= 14 '38' 42 - w� - S1Q •54 ,56 n R-850.00' cCQRMICK WOODS DR SW= -- -- -- . cn - Ln.,- ~� Lnm • DETAIL H -52 .. . 92, '�A •95 50 N�7 A 1 all. � ilo 49 . .�9•6 \\N3o e � 7. 1 36 \� 3 00, ^, C. 5 O �� SEE SHEET 4 OF 6 FOR LINE AND CURVE. TABLE a o Q \ Job No. 17- 202 r3 / rtv Q J �\ Q�QQ� /ram o� 9 / a �� N • co C.) 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S1g'13*5�"w c� 21 36 w �I sn AB 5.50 ` E 9t .53 5� '' N76 • pRIV ACE Nc 5 fi GAS ENSEM fl O r o' O ��N �� ✓s V` 0 TRACT A PLAT OF AMHERST SHEET 6 of 6 EASEMENTS DETAIL DETAIL "B" DETAIL. „D„ d' cc I co TAy ¢ A= 45055' 19" co 20 37, S rn' L=178.33' 110' \ \ Lo 1 crz �in � \ / LU N W CD �� \ �! cc j LUCD cc -cc ti \ H .NC"i co cc a \ n w \ \ Lij CC) c�u En d' rn 0 DETAIL , G Lo c -- N01031_24"W DETAIL "E" I` co ce) co 105. 64' N03118010 "E CURVE _ ARC DELTA RADIUS C51 15.16' 86'51'14" 10.00' C52 17.26' 98'53'58" 10.00' C53 14.13' 3'38'18" 222.50' C54 29.03' 7'28'29" 222.50, C551 4.53' 4'3B'16" 56.00' C561 3.56" 4-38-16- 44.00' LINE BEARING DISTANCE L31 N84054'02"W 96.90' L32 S12000'51"W 20.62' L33 S11028'24"E 20.93' L34 N81040'22"E 67.30' L35 N86'18'39"E 12.48' L36 S86'18'39"W 23.74' L37 S81'40'22"W 56.23' L38 S17'13'36"E 18.05' L39 N73'24'01"E 91.68' Cr) ar cn \ Jj� cn ui w 0 40 _80 \\ • soz T� \ ACT S • .� \ cale. 1 E 40 DETAIL „C„ AMHERST WAY SW w ' o ccn � ' ' ¢ cn 5 d. ¢tcc. co ¢caz aoo •`l1rO �uj � o' �rn �¢w co to `15'0 '1 ¢Q� ^'' �'`- ¢mow •V1 96 62i •yA20'� °"E oo Co 1 9 aocn 1.13'�i'- COS" S15'01l1p, \ N12•�5 E 6.66, N11•Zg'24"W' myrm' W g0 0p, — _�` �mo /�36 E 9aLo 65 N 5i E 75.89, m .,.ago,00, 48 6•E 43.90' 9fF v It ~ 0 �Z S05 9E �52"S09 ro Lo 566'20'06"W 3.46' S2A2A a2 d' �s, AMHERST WAY SW C54 C53 c� cn c Lnn � can rn w L � r J D Ur7 d- co CSC \ 30 L32 1-33 O Lo co Of O yA1. \\ zoF \\ 9sr of 90 H21.52 9, g1 paNasaa s}U !a IIV1 ZOOZ jU Ia oC)'wa}s s AJGAllaP pue uI BWI ae}a,a in r. t F f 4 a .~jF ' F` W 41 t . t I. 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' ILL _Q F•• 4 T rr� IJrPI .Ly •!� r.Wi4 til - T _ _ L }III�1. �� al -rn y �i. *` % + ' r r+ 4� bf ■L iy •� ' L y� ;, J k {' fib,Id - s k { 'bL�h�''` `% 4.. ti ,..mop rSIS ■ L { + - - - - • . ' :r' S' � • ti J7� _ • � r 1 alb. ti l ,� tea.. -QQ 414-00 037 -04 IL w y Cs' 64.00 l 07 •-QO ir �ry .nlr� " � 067-Cif - ,'�. - 1• 'l r , w • 70-00 ;f Ak +' 00 .1 x' mom I LW RILEYGROUP GEOTECHNICAL ENGINEERING REPORT PREPARED BY: THE RILEY GROUP, INC. 17522 BOTHELL WAY NORTHEAST BOTHELL, WASHINGTON 98011 PREPARED FOR: WINDWARD REAL ESTATE 805 KIRKLAND AVENUE, SUITE 200 KIRKLAND, WASHINGTON 98033 RGI PROJECT No. 2019-088 MCCORMICK WOODS PARCEL A MCCORMICK WOODS DRIVE SW & ST. ANDREWS DRIVE SW PORT ORCHARD, WASHINGTON MAY 29, 2019 Corporate Office 17522 Bothell Way Northeast Bothell, Washington 98011 Phone 425.415.0551 * Fax 425.415.0311 www.riley-group.com May 29, 2019 Mr. James Tosti Windward Real Estate 805 Kirkland Avenue, Suite 200 Kirkland, Washington 98033 Subject© Geotechnical Engineering Report McCormick Woods Parcel A McCormick Woods Drive SW & St. Andrews Drive SW Port Orchard, Washington RGI Project Y�o. 2019-088 Dear Mr. Tosti: As requested, The Riley Group, Inc. (RGI) has performed a Geotechnical Engineering Report (GER) for the McCormick Woods Parcel A project located at McCormick Woods Drive SW & St. Andrews Drive SW, Port Orchard, Washington. Our services were completed in accordance with our proposal PRP2019-124 dated April 10, 2019 and authorized by you on April 16, 2019. The information in this GER is based on our understanding of the proposed construction, and the soil and_ groundwater conditions encountered in the test pits completed by RGI at the site On April 30, 2019. RGI recommends that you submit the project plans and specifications to RGI for a general review so that we may confirm that the recommendations in this GER are interpreted and implemented properly in the construction documents. RGI also recommends that a representative of our firm be present on site during portions of the project construction to confirm that the soil and groundwater conditions are consistent with those that form the basis for the engineering recommendations in this GER. If you have any questions or require additional information, please contact us. Respectfully submitted, THE RILEY GROUP, INC. • • �\� �� 1�, , ��- .;�. ....r- 1�'`� �� • • � • � • � , I ERI� L. WOODS Eric L. Woods, LG Project Geologist 1� r�0 � L. s/29/�y Kristina M. Weller, PE Principal Geotechnical Engineer • �. -� : },, � . . C . _ .c N'. �� .. . Corporate Office 17522 Bothell Way Northeast Bothell, Washington 98011 Phone 425.415.0551 � Fax 425.415.0311 www. riley-group. com Geotechnical Engineering Report i McCormick Woods Parcel A, Port Orchard, Washington May 29, 2019 RGI Project No. 2019-088 TABLE OF CONTENTS 1.0 INTRODUCTION...............................................................................................................................1 2.0 PROJECT DESCRIPTION....................................................................................................................1 3.0 FIELD EXPLORATION AND LABORATORY TESTING...........................................................................1 3.1 FIELD EXPLORATION................................................................................................................................... 1 3.2 LABORATORY TESTING................................................................................................................................2 4.0 SITE CONDITIONS............................................................................................................................2 4.1 SURFACE..................................................................................................................................................2 4.2 GEOLOGY.................................................................................................................................................2 4.3 SOILS.......................................................................................................................................................3 4.4 GROUNDWATER........................................................................................................................................3 4.5 SEISMIC CONSIDERATIONS...........................................................................................................................3 4.6 GEOLOGIC HAZARD AREAS..........................................................................................................................4 5.0 DISCUSSION AND RECOMMENDATIONS.........................................................................................4 5.1 GEOTECHNICAL CONSIDERATIONS .................................................................................................................4 5.2 EARTHWORK.............................................................................................................................................5 5.2.1 Erosion and Sediment Control.....................................................................................................5 5.2.2 Stripping.......................................................................................................................................6 5.2.3 Excavations...................................................................................................................................6 5.2.4 Site Preparation...........................................................................................................................7 5.2.5 Structural Fill................................................................................................................................7 5.2.6 Cut and Fill Slopes........................................................................................................................9 5.2.7 Wet Weather Construction Considerations.................................................................................9 5.3 FOUNDATIONS........................................................................................................................................ 10 5.4 RETAINING WALLS...................................................................................................................................11 5.5 SLAB -ON -GRADE CONSTRUCTION............................................................................................................... 11 5.6 DRAINAGE..............................................................................................................................................12 5.6.1 Surface.......................................................................................................................................12 5.6.2 Subsurface..................................................................................................................................12 5.6.3 Infiltration..................................................................................................................................12 5.7 UTILITIES................................................................................................................................................12 5.8 PAVEMENTS............................................................................................................................................13 6.0 ADDITIONAL SERVICES..................................................................................................................13 7.0 LIMITATIONS.................................................................................................................................14 LIST OF FIGURES AND APPENDICES Figure1.....................................................................................................................Site Vicinity Map Figure 2............................................................................................... Geotechnical Exploration Plan Figure 3...............................................................................................Retaining Wall Drainage Detail Figure 4....................................................................................................Typical Footing Drain Detail Appendix A..........................................................................Field Exploration and Laboratory Testing mom 1 LW RILEYGRDIIR Geotechnical Engineering Report ii May 29, 2019 McCormick Woods Parcel A, Port Orchard, Washington RGI Project No. 2019-088 Executive Summary This Executive Summary should be used in conjunction with the entire Geotechnical Engineering Report (GER) for design and/or construction purposes. It should be recognized that specific details were not included or fully developed in this section, and the GER must be read in its entirety for a comprehensive understanding of the items contained herein. Section 7.0 should be read for an understanding of limitations. RGI's geotechnical scope of work included the advancement of eight test pits to approximate depths of 6 to 13.5 feet below existing site grades. Based on the information obtained from our subsurface exploration, the site is suitable for development of the proposed project. The following geotechnical considerations were identified: Soil Conditions: The soils encountered during field exploration include loose to medium dense silty sand with varying amounts of gravel over medium dense to dense sand with varying amounts of silt and gravel and dense glacial till. Groundwater: Groundwater seepage was encountered at one test pit location at a depth of five feet during our subsurface exploration. Foundations: Foundations for the proposed building may be supported on conventional spread footings bearing on medium dense to dense native soil or structural fill. Slab -on -grade: Slab -on -grade floors and slabs for the proposed building can be supported on medium dense to dense native soil or structural fill. Pavements: The following pavement sections are recommended: ➢ For heavy truck traffic areas: 3 inches of Hot Mix Asphalt (HMA) over 6 inches of crushed rock base (CRB) ➢ For general parking areas: 2 inches of HMA over 4 inches of CRB ➢ For concrete pavement areas: 5 inches of concrete over 4 inches of CRB 1 LW RILEYGROUP Geotechnical Engineering Report 1 May 29, 2019 McCormick Woods Parcel A, Port Orchard, Washington RGI Project No. 2019-088 1.0 Introduction This Geotechnical Engineering Report (GER) presents the results of the geotechnical engineering services provided for the McCormick Woods Parcel A in Port Orchard, Washington. The purpose of this evaluation is to assess subsurface conditions and provide geotechnical recommendations for the construction of a 55 lot residential development with an access roadway, associated utilities, and stormwater ponds. Our scope of services included field explorations, laboratory testing, engineering analyses, and preparation of this GER. The recommendations in the following sections of this GER are based upon our current understanding of the proposed site development as outlined below. If actual features vary or changes are made, RGI should review them in order to modify our recommendations as required. In addition, RGI requests to review the site grading plan, final design drawings and specifications when available to verify that our project understanding is correct and that our recommendations have been properly interpreted and incorporated into the project design and construction. 2.0 Project description The project site is located on the northeast corner of McCormick Woods Drive SW & St. Andrews Drive SW in Port Orchard, Washington. The approximate location of the site is shown on Figure 1. The site is currently occupied by a vehicle storage lot in the east -central portion of the property. The remainder of the property is forested. RGI understands the site is to be developed with a 55 lot residential development. An access road will wind through the site with entrance/exit areas on McCormick Woods Drive SW and St. Andrews Drive SW. A stormwater pond will be located in the northern portion of the site. At the time of preparing this GER, building plans were not available for our review. Based on our experience with similar construction, RGI anticipates that the proposed residences will be supported on perimeter walls with bearing loads of two to six kips per linear foot, and a series of columns with a maximum load up to 30 kips. Slab -on -grade floor loading of 250 pounds per square foot (psf) are expected. 3.0 Field Exploration and Laboratory Testing 3.1 FIELD EXPLORATION On April 30, 2019, RGI observed the excavation of eight test pits. The approximate exploration locations are shown on Figure 2. 1 LW RILEYGROUP Geotechnical Engineering Report 2 May 29, 2019 McCormick Woods Parcel A, Port Orchard, Washington RGI Project No. 2019-088 Field logs of each exploration were prepared by the geologist that continuously observed the excavation. These logs included visual classifications of the materials encountered during excavation as well as our interpretation of the subsurface conditions between samples. The test pit logs included in Appendix A represent an interpretation of the field logs and include modifications based on laboratory observation and analysis of the samples. 3.2 LABORATORY TESTING During the field exploration, a representative portion of each recovered sample was sealed in containers and transported to our laboratory for further visual and laboratory examination. Selected samples retrieved from the test pits were tested for moisture content and grain size analysis to aid in soil classification and provide input for the recommendations provided in this GER. The results and descriptions of the laboratory tests are enclosed in Appendix A. 4.0 Site Conditions 4.1 SURFACE The subject site is an irregular -shaped parcel of land approximately 19.98 acres in size. The site is bound to the north by SW Old Clifton Road, to the east by a commercial and residential development, to the south by St. Andrews Drive SW, and to the west by McCormick Woods Drive SW. The site is occupied by a vehicle storage lot in the east -central portion of the site, with an access road extending north from St. Andrews Drive SW to the lot along the eastern property line. The remainder of the property is undeveloped. The site topography is comprised of an upper southeastern and lower northwestern bench area separated by a northwest -facing slope. The upper and lower bench areas slope generally northwest at gradients of less than 10 percent. The slope area extends through the site from the southwest corner to the northeast corner, descending northwest at gradients of about 20 to 25 percent, with localized areas up to 33 percent. The site is vegetated with medium- to large -diameter trees with a fern and mixed brush undergrowth. 4.2 GEOLOGY Review of the Geologic Map of Surficial Deposits in the Seattle 30' x 60' Quadrangle, Washington, by James C. Yount, etc. (1993) indicates that the soil in the project vicinity is mapped as Vashon Till (Qvt), which is a nonsorted, nonstratified mixture of clay, silt, sand, and gravel deposited by the Vashon ice sheet. These descriptions are generally similar to the findings in our field explorations. 1 LW RILEYGROUP Geotechnical Engineering Report 3 McCormick Woods Parcel A, Port Orchard, Washington May 29, 2019 RGI Project No. 2019-088 4.3 SOILS The soils encountered during field exploration include loose to medium dense silty sand with varying amounts of gravel over medium dense to dense sand with varying amounts of silt and gravel and dense glacial till. More detailed descriptions of the subsurface conditions encountered are presented in the test pits logs included in Appendix A. Sieve analysis was performed on eight selected soil samples. Grain size distribution curves are included in Appendix A. 4.4 GROUNDWATER Groundwater seepage was encountered at one test pit location at a depth of five feet during our subsurface exploration. It should be recognized that fluctuations of the groundwater table will occur due to seasonal variations in the amount of rainfall, runoff, and other factors not evident at the time the explorations were performed. In addition, perched water can develop within seams and layers contained in fill soils or higher permeability soils overlying less permeable soils following periods of heavy or prolonged precipitation. Therefore, groundwater levels during construction or at other times in the future may be higher or lower than the levels indicated on the logs. Groundwater level fluctuations should be considered when developing the design and construction plans for the project. 4.5 SEISMIC CONSIDERATIONS Based on the 2015 International Building Code (IBC), RGI recommends the follow seismic parameters for design. Table 12015 IBC Parameter Site Soil Class' Value DZ Site Latitude 47.50320 N Site Longitude 122.69030 W Short Period Spectral Response Acceleration, Ss (g) 1.631 1-Second Period Spectral Response Acceleration, S1 (g) 0.567 Adjusted Short Period Spectral Response Acceleration, SMs (g) 1.631 Adjusted 1-Second Period Spectral Response Acceleration, SM1 (g) 0.983 1. Note: In general accordance with Chapter 20 of ASCE 7-10. The Site Class is based on the average characteristics of the upper 100 feet of the subsurface profile. 2. Note: The 2015 IBC and ASCE 7-10 require a site soil profile determination extending to a depth of 100 feet for seismic site classification. The current scope of our services does not include the required 100 foot soil profile determination. Test pits extended to low ,- RILEYGROUP Geotechnical Engineering Report 4 May 29, 2019 McCormick Woods Parcel A, Port Orchard, Washington RGI Project No. 2019-088 a maximum depth of 13.5 feet, and this seismic site class definition considers that similar soil continues below the maximum depth of the subsurface exploration. Additional exploration to deeper depths would be required to confirm the conditions below the current depth of exploration. Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in water pressure induced by vibrations from a seismic event. Liquefaction mainly affects geologically recent deposits of fine-grained sands that are below the groundwater table. Soils of this nature derive their strength from intergranular friction. The generated water pressure or pore pressure essentially separates the soil grains and eliminates this intergranular friction, thus reducing or eliminating the soil's strength. RGI reviewed the results of the field and laboratory testing and assessed the potential for liquefaction of the site's soil during an earthquake. Since the site is underlain by glacially consolidated deposits and does not have an established shallow groundwater table, RGI considers that the possibility of liquefaction during an earthquake is minimal. 4.6 GEOLOGIC HAZARD AREAS Regulated geologically hazardous areas include erosion, landslide, earthquake, or other geological hazards. Based on review of Section 20.162.076 of the Port Orchard Municipal Code (POMC), sites are to be observed to determine if geologically hazardous areas are present on the site and if they are, they shall be categorized as being Geologically Hazardous Areas or Areas of Geologic Concern. Reconnaissance of the site slopes showed stable conditions with no signs of past movement. Springs were not observed at the site. One area in the southwestern portion of the site contains slopes greater than 30 percent, and appear to be the result of a cut for McCormick Woods Parcel A Drive SW, that was cut at about a 3H:1V slope into glacially consolidated soils. The slope is about 10 feet in height and is vegetated with grass. Based on site observations and review of the POMC, the site does not contain Geologically Hazardous Areas or Areas of Geologic Concern. 5.0 Discussion and Recommendations 5.1 GEOTECHNICAL CONSIDERATIONS Based on our study, the site is suitable for the proposed construction from a geotechnical standpoint. Foundations for the proposed residences can be supported on conventional spread footings bearing on medium dense to dense native soil or structural fill. Slab -on - grade floors and pavements can be similarly supported. 1 LW RILEYGROUP Geotechnical Engineering Report 5 May 29, 2019 McCormick Woods Parcel A, Port Orchard, Washington RGI Project No. 2019-088 Detailed recommendations regarding the above issues and other geotechnical design considerations are provided in the following sections. These recommendations should be incorporated into the final design drawings and construction specifications. 5.2 EARTHWORK Site earthwork will include stripping the site, excavating the infiltration pond, installing utilities, grading the lots, and excavating residence foundations. 5.2.1 EROSION AND SEDIMENT CONTROL Potential sources or causes of erosion and sedimentation depend on construction methods, slope length and gradient, amount of soil exposed and/or disturbed, soil type, construction sequencing and weather. The impacts on erosion -prone areas can be reduced by implementing an erosion and sedimentation control plan. The plan should be designed in accordance with applicable city and/or county standards. RGI recommends the following erosion control Best Management Practices (BMPs): ➢ Scheduling site preparation and grading for the drier summer and early fall months and undertaking activities that expose soil during periods of little or no rainfall ➢ Retaining existing vegetation whenever feasible ➢ Establishing a quarry spall construction entrance ➢ Installing siltation control fencing or anchored straw or coir wattles on the downhill side of work areas ➢ Covering soil stockpiles with anchored plastic sheeting ➢ Revegetating or mulching exposed soils with a minimum 3-inch thickness of straw if surfaces will be left undisturbed for more than one day during wet weather or one week in dry weather ➢ Directing runoff away from exposed soils and slopes ➢ Minimizing the length and steepness of slopes with exposed soils and cover excavation surfaces with anchored plastic sheeting (Graded and disturbed slopes should be tracked in place with the equipment running perpendicular to the slope contours so that the track marks provide a texture to help resist erosion and channeling. Some sloughing and raveling of slopes with exposed or disturbed soil should be expected.) ➢ Decreasing runoff velocities with check dams, straw bales or coir wattles ➢ Confining sediment to the project site ➢ Inspecting and maintaining erosion and sediment control measures frequently (The contractor should be aware that inspection and maintenance of erosion control BMPs is critical toward their satisfactory performance. Repair and/or replacement of dysfunctional erosion control elements should be anticipated.) 1 LW RILEYGROUP Geotechnical Engineering Report 6 May 29, 2019 McCormick Woods Parcel A, Port Orchard, Washington RGI Project No. 2019-088 Permanent erosion protection should be provided by reestablishing vegetation using hydroseeding and/or landscape planting. Until the permanent erosion protection is established, site monitoring should be performed by qualified personnel to evaluate the effectiveness of the erosion control measures. Provisions for modifications to the erosion control system based on monitoring observations should be included in the erosion and sedimentation control plan. 5.2.2 STRIPPING Stripping efforts should include removal of pavements, vegetation, organic materials, and deleterious debris from areas slated for building, pavement, and utility construction. The test pits encountered 6 to 8 inches of topsoil and rootmass. Deeper areas of stripping may be required in forested or heavily vegetated areas of the site. 5.2.3 EXCAVATIONS All temporary cut slopes associated with the site and utility excavations should be adequately inclined to prevent sloughing and collapse. The site soils consist of loose to medium dense silty sand with varying amounts of gravel over medium dense to dense sand with varying amounts of silt and gravel and dense glacial till. Accordingly, for excavations more than 4 feet but less than 20 feet in depth, the temporary side slopes should be laid back with a minimum slope inclination of 1H:1V (Horizontal:Vertical). If there is insufficient room to complete the excavations in this manner, or excavations greater than 20 feet in depth are planned, using temporary shoring to support the excavations should be considered. For open cuts at the site, RGI recommends: ➢ No traffic, construction equipment, stockpiles or building supplies are allowed at the top of cut slopes within a distance of at least five feet from the top of the cut ➢ Exposed soil along the slope is protected from surface erosion using waterproof tarps and/or plastic sheeting ➢ Construction activities are scheduled so that the length of time the temporary cut is left open is minimized ➢ Surface water is diverted away from the excavation ➢ The general condition of slopes should be observed periodically by a geotechnical engineer to confirm adequate stability and erosion control measures In all cases, however, appropriate inclinations will depend on the actual soil and groundwater conditions encountered during earthwork. Ultimately, the site contractor must be responsible for maintaining safe excavation slopes that comply with applicable OSHA or WISHA guidelines. 1 LW RILEYGROUP Geotechnical Engineering Report 7 McCormick Woods Parcel A, Port Orchard, Washington May 29, 2019 RGI Project No. 2019-088 5.2.4 SITE PREPARATION After stripping, grubbing, and prior to placement of structural fill, RGI recommends proofrolling building and pavement subgrades and areas to receive structural fill. These areas should moisture conditioned and compacted to a firm and unyielding condition in order to achieve a minimum compaction level of 95 percent of the modified proctor maximum dry density as determined by the American Society of Testing and Materials D1557-09 Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (ASTM D1557). Proofrolling and adequate subgrade compaction can only be achieved when the soils are within approximately ± 2 percent moisture content of the optimum moisture content. Soils which appear firm after stripping and grubbing may be proofrolled with a heavy compactor, loaded double -axle dump truck, or other heavy equipment under the observation of an RGI representative. This observer will assess the subgrade conditions prior to filling. The need for or advisability of proofrolling due to soil moisture conditions should be determined at the time of construction. In wet areas it may be necessary to hand probe the exposed subgrades in lieu of proofrolling with mechanical equipment. If fill is placed in areas of the site where existing slopes are steeper than 5:1 (Horizontal:Vertical), the area should be benched to reduce the potential for slippage between existing slopes and fills. Benches should be wide enough to accommodate compaction and earth moving equipment, and to allow placement of horizontal lifts of fill. Subgrade soils that become disturbed due to elevated moisture conditions should be overexcavated to reveal firm, non -yielding, non -organic soils and backfilled with compacted structural fill. In order to maximize utilization of site soils as structural fill, RGI recommends that the earthwork portion of this project be completed during extended periods of warm and dry weather if possible. If earthwork is completed during the wet season (typically November through May) it will be necessary to take extra precautionary measures to protect subgrade soils. Wet season earthwork will require additional mitigative measures beyond that which would be expected during the drier summer and fall months. 5.2.5 STRUCTURAL FILL Once stripping, clearing and other preparing operations are complete, cuts and fills can be made to establish desired lot and roadway subgrades. Prior to placing fill, RGI recommends proof -rolling as described above. RGI recommends fill below the foundation and floor slab, behind retaining walls, and below pavement and hardscape surfaces be placed in accordance with the following recommendations for structural fill. The structural fill should be placed after completion of site preparation procedures as described above. 1 LW RILEYGROUP Geotechnical Engineering Report 8 May 29, 2019 McCormick Woods Parcel A, Port Orchard, Washington RGI Project No. 2019-088 The suitability of excavated site soils and import soils for compacted structural fill use will depend on the gradation and moisture content of the soil when it is placed. As the amount of fines (that portion passing the U.S. No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult or impossible to achieve. Soils containing more than about 5 percent fines cannot be consistently compacted to a dense, non -yielding condition when the moisture content is more than 2 percent above or below optimum. Optimum moisture content is that moisture that results in the greatest compacted dry density with a specified compactive effort. Non -organic site soils are only considered suitable for structural fill provided that their moisture content is within about two percent of the optimum moisture level as determined by ASTM D1557. Excavated site soils may not be suitable for re -use as structural fill depending on the moisture content and weather conditions at the time of construction. If soils are stockpiled for future reuse and wet weather is anticipated, the stockpile should be protected with plastic sheeting that is securely anchored. Even during dry weather, moisture conditioning (such as, windrowing and drying) of site soils to be reused as structural fill may be required. Even during the summer, delays in grading can occur due to excessively high moisture conditions of the soils or due to precipitation. If wet weather occurs, the upper wetted portion of the site soils may need to be scarified and allowed to dry prior to further earthwork, or may need to be wasted from the site. Some of the site soils are moisture sensitive and may require moisture conditioning prior to use as structural fill. If the on -site soils are or become unusable, it may become necessary to import clean, granular soils to complete site work that meet the grading requirements listed in Table 2 to be used as structural fill. Table 2 Structural Fill Gradation U.S. Sieve Size 4 inches Percent Passing 0teIl] No. 4 sieve 22 to 100 No. 200 sieve 0 to 5* *Based on minus 3/4 inch fraction. Prior to use, an RGI representative should observe and test all materials imported to the site for use as structural fill. Structural fill materials should be placed in uniform loose layers not exceeding 12 inches and compacted as specified in Table 3. The soil's maximum density and optimum moisture should be determined by ASTM D1557. 1 LW RILEYGROUP Geotechnical Engineering Report 9 McCormick Woods Parcel A, Port Orchard, Washington May 29, 2019 RGI Project No. 2019-088 Table 3 Structural Fill Compaction ASTM D1557 Location Foundations Retaining Wall Backfill Slab -on -grade General Fill (non- structural areas) Minimum Moisture Content Material Type Compaction Range Percentage On -site granular or approved 95 +2 -2 imported fill soils: 92 +2 2 On -site granular or approved imported fill soils: 95 +2 -2 On -site granular or approved imported fill soils: On -site soils or approved 90 +3 -2 imported fill soils: Pavement — Subgrade On -site granular or approved and Base Course imported fill soils: 95 +2 -2 Placement and compaction of structural fill should be observed by RGI. A representative number of in -place density tests should be performed as the fill is being placed to confirm that the recommended level of compaction is achieved. 5.2.6 CUT AND FILL SLOPES All permanent cut and fill slopes (except interior slopes of detention pond) should be graded with a finished inclination no greater than 2H:1V. The interior slopes of the detention or infiltration pond must be graded with a slope gradient no steeper than 3H:1V. Upon completion of construction, the slope face should be trackwalked, compacted and vegetated, or provided with other physical means to guard against erosion. All fill placed for slope construction should meet the structural fill requirements as described in Section 5.2.5. Final grades at the top of the slopes must promote surface drainage away from the slope crest. Water must not be allowed to flow in an uncontrolled fashion over the slope face. If it is necessary to direct surface runoff towards the slope, it should be controlled at the top of the slope, piped in a closed conduit installed on the slope face, and taken to an appropriate point of discharge beyond the toe of the slope. 5.2.7 WET WEATHER CONSTRUCTION CONSIDERATIONS RGI recommends that preparation for site grading and construction include procedures intended to drain ponded water, control surface water runoff, and to collect shallow subsurface seepage zones in excavations where encountered. It will not be possible to successfully compact the subgrade or utilize on -site soils as structural fill if accumulated water is not drained prior to grading or if drainage is not controlled during construction. Attempting to grade the site without adequate drainage control measures will reduce the now LW RILEYGROUP Geotechnical Engineering Report 10 May 29, 2019 McCormick Woods Parcel A, Port Orchard, Washington RGI Project No. 2019-088 amount of on -site soil effectively available for use, increase the amount of select import fill materials required, and ultimately increase the cost of the earthwork phases of the project. Free water should not be allowed to pond on the subgrade soils. RGI anticipates that the use of berms and shallow drainage ditches, with sumps and pumps in utility trenches, will be required for surface water control during wet weather and/or wet site conditions. 5.3 FOUNDATIONS Following site preparation and grading, the proposed residence foundations can be supported on conventional spread footings bearing on medium dense native soil or structural fill. Loose, organic, or other unsuitable soils may be encountered in the proposed building footprint. If unsuitable soils are encountered, they should be overexcavated and backfilled with structural fill. If loose soils granular soils are encountered, the soil should be moisture conditioned and compacted to the requirements of structural fill. Perimeter foundations exposed to weather should be at a minimum depth of 18 inches below final exterior grades. Interior foundations can be constructed at any convenient depth below the floor slab. Finished grade is defined as the lowest adjacent grade within 5 feet of the foundation for perimeter (or exterior) footings and finished floor level for interior footings. Table 4 Foundation Design Design Parameter Value Allowable Bearing Capacity 2,000 psf1 Friction Coefficient 0.30 Passive pressure (equivalent fluid pressure) 250 pcf2 Minimum foundation dimensions Columns: 24 inches Walls: 16 inches 1. psf = pounds per square foot 2. pcf = pounds per cubic foot The allowable foundation bearing pressures apply to dead loads plus design live load conditions. For short-term loads, such as wind and seismic, a 1/3 increase in this allowable capacity may be used. At perimeter locations, RGI recommends not including the upper 12 inches of soil in the computation of passive pressures because they can be affected by weather or disturbed by future grading activity. The passive pressure value assumes the foundation will be constructed neat against competent soil or backfilled with 1 LW RILEYGROUP Geotechnical Engineering Report 11 May 29, 2019 McCormick Woods Parcel A, Port Orchard, Washington RGI Project No. 2019-088 structural fill as described in Section 5.2.5. The recommended base friction and passive resistance value includes a safety factor of about 1.5. With spread footing foundations designed in accordance with the recommendations in this section, maximum total and differential post -construction settlements of 1 inch and 1/2 inch, respectively, should be expected. 5.4 RETAINING WALLS If retaining walls are needed for the residences or for walls in the detention or infiltration pond, RGI recommends cast -in -place concrete walls be used. For grade chances outside of building areas, modular block walls or MSE walls may also be used. The magnitude of earth pressure development on retaining walls will partly depend on the quality of the wall backfill. RGI recommends placing and compacting wall backfill as structural fill. Wall drainage will be needed behind the wall face. A typical retaining wall drainage detail is shown in Figure 3. With wall backfill placed and compacted as recommended, and drainage properly installed, RGI recommends using the values in the following table for design. Table 5 Retaining Wall Design Design Parameter Value Allowable Bearing Capacity 2,000 psf Active Earth Pressure (unrestrained walls) 35 pcf At -rest Earth Pressure (restrained walls) 50 pcf For seismic design, an additional uniform load of 7 times the wall height (H) for unrestrained walls and 14H in psf for restrained walls should be applied to the wall surface. Friction at the base of foundations and passive earth pressure will provide resistance to these lateral loads. Values for these parameters are provided in Section 5.3. 5.5 SLAB -ON -GRADE CONSTRUCTION Once site preparation has been completed as described in Section 5.2, suitable support for slab -on -grade construction should be provided. RGI recommends that the concrete slab be placed on top of medium dense native soil or structural fill. Immediately below the floor slab, RGI recommends placing a four -inch thick capillary break layer of clean, free -draining sand or gravel that has less than five percent passing the U.S. No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slab. 1 LW RILEYGROUP Geotechnical Engineering Report 12 May 29, 2019 McCormick Woods Parcel A, Port Orchard, Washington RGI Project No. 2019-088 Where moisture by vapor transmission is undesirable, an 8- to 10-millimeter thick plastic membrane should be placed on a 4-inch thick layer of clean gravel. For the anticipated floor slab loading, we estimate post -construction floor settlements of 1/4- to 1/2-inch. 5.6 DRAINAGE 5.6.1 SURFACE Final exterior grades should promote free and positive drainage away from the building area. Water must not be allowed to pond or collect adjacent to foundations or within the immediate building area. For non -pavement locations, RGI recommends providing a minimum drainage gradient of 3 percent for a minimum distance of 10 feet from the building perimeter. In paved locations, a minimum gradient of 1 percent should be provided unless provisions are included for collection and disposal of surface water adjacent to the structure. 5.6.2 SUBSURFACE RGI recommends installing perimeter foundation drains. A typical footing drain detail is shown on Figure 4. The foundation drains and roof downspouts should be tightlined separately to an approved discharge facility. Subsurface drains must be laid with a gradient sufficient to promote positive flow to a controlled point of approved discharge. 5.6.3 INFILTRATION Infiltration is feasible at the site, and an evaluation of the infiltration in the pond area is underway and will be provided under separate cover. 5.6.4 DISPERSION Based on the preliminary site plan, dispersion may be used in Tract B for the roof downspouts for the upslope lots. Based on our site observations, dispersion should be feasible on the slopes in this area. 5.6.5 UTILITIES Utility pipes should be bedded and backfilled in accordance with American Public Works Association (APWA) specifications. For site utilities located within the right-of-ways, bedding and backfill should be completed in accordance with City of Port Orchard specifications. At a minimum, trench backfill should be placed and compacted as structural fill, as described in Section 5.2.5. Where utilities occur below unimproved areas, the degree of compaction can be reduced to a minimum of 90 percent of the soil's maximum density as determined by the referenced ASTM D1557. As noted, soils excavated on site should be suitable for use as backfill material. If on -site soils are or 1 LW RILEYGROUP Geotechnical Engineering Report 13 May 29, 2019 McCormick Woods Parcel A, Port Orchard, Washington RGI Project No. 2019-088 become unusable, imported structural fill meeting the gradation provided in Table 2 should be used for trench backfill. 5.7 PAVEMENTS Pavement subgrades should be prepared as described in Section 5.2 and as discussed below. Regardless of the relative compaction achieved, the subgrade must be firm and relatively unyielding before paving. The subgrade should be proof -rolled with heavy construction equipment to verify this condition. 5.7.1 FLEXIBLE PAVEMENTS With the pavement subgrade prepared as described above, RGI recommends the following pavement sections for parking and drive areas paved with flexible asphalt concrete surfacing. ➢ For drive areas: 3 inches of Hot Mix Asphalt (HMA) over 6 inches of crushed rock base (CRB) ➢ For general parking areas: 2 inches of HMA over 4 inches of CRB 5.7.2 CONCRETE PAVEMENTS With the pavement subgrade prepared as described above, RGI recommends the following pavement sections for parking and drive areas paved with concrete surfacing. ➢ For concrete pavement areas: 5 inches of concrete over 4 inches of CRB The paving materials used should conform to the WSDOT specifications for HMA, concrete paving, CRB surfacing (9-03.9(3) Crushed Surfacing), and gravel base (9-03.10 Aggregate for Gravel Base). Long-term pavement performance will depend on surface drainage. A poorly -drained pavement section will be subject to premature failure as a result of surface water infiltrating into the subgrade soils and reducing their supporting capability. For optimum pavement performance, surface drainage gradients of no less than 2 percent are recommended. Also, some degree of longitudinal and transverse cracking of the pavement surface should be expected over time. Regular maintenance should be planned to seal cracks when they occur. 6.0 Additional Services RGI is available to provide further geotechnical consultation throughout the design phase of the project. RGI should review the final design and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and incorporated into project design and construction. 1 LW RILEYGROUP Geotechnical Engineering Report 14 May 29, 2019 McCormick Woods Parcel A, Port Orchard, Washington RGI Project No. 2019-088 RGI is also available to provide geotechnical engineering and construction monitoring services during construction. The integrity of the earthwork and construction depends on proper site preparation and procedures. In addition, engineering decisions may arise in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of this scope of work. 7.0 Limitations This GER is the property of RGI, Windward Real Estate, and its designated agents. Within the limits of the scope and budget, this GER was prepared in accordance with generally accepted geotechnical engineering practices in the area at the time this GER was issued. This GER is intended for specific application to the McCormick Woods Parcel A project in Port Orchard, Washington, and for the exclusive use of Windward Real Estate and its authorized representatives. No other warranty, expressed or implied, is made. Site safety, excavation support, and dewatering requirements are the responsibility of others. The scope of services for this project does not include either specifically or by implication any environmental or biological (for example, mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, we can provide a proposal for these services. The analyses and recommendations presented in this GER are based upon data obtained from the explorations performed on site. Variations in soil conditions can occur, the nature and extent of which may not become evident until construction. If variations appear evident, RGI should be requested to reevaluate the recommendations in this GER prior to proceeding with construction. It is the client's responsibility to see that all parties to the project, including the designers, contractors, subcontractors, are made aware of this GER in its entirety. The use of information contained in this GER for bidding purposes should be done at the contractor's option and risk. 1 LW RILEYGROUP 0 W J O CIL: O C) � O SISKIN CIR SW o° t Nor�h �I I ]'ART Lake w -ORCHARD f: USGS, 2014, Bremerton West, Washington Approximate Scale: 1"=1000' USGS, 2017, Burley, Washington 7.5-Minute Quadrangle 0 500 1000 2000 N Corporate Office McCormick Woods Parcel A Figure 1 17522 Bothell Way Northeast RGI Project Number: Date Drawn: -Bothell, Washington 98011 2019-088 Site Vicinity Map Phone: 425.415.0551 05�2019 RILEYGROUP Fax: 425.415.0311 Address: McCormick Woods Dr. Southwest & St. Edwards Dr., Port Orchard, Washington 98367 /opo F (vO •� tmt, � tj7P-4� TITIP Aq JP TP- od Ar F (fib .% �• °' s F 7` 5 �d bi 11 �d\51 44 > � /\ •moo° / ��. o.� mow... \/'J' •,a.. / ... r� / i Q = Test pit by RGI, 04/30/19 Approximate Scale: 1"=200' — — = Site boundary 0 100 200 400 N Corporate Office McCormick Woods Parcel A Figure 2 17522 Bothell Way Northeast -Bothell, Washington 98011 RGI Project Number: Geotechnical Exploration Plan Date Drawn: Phone: 425.415.0551 2019-088 05/2019 RILEYGROUP Fax: 425.415.0311 Address: McCormick Woods Dr. Southwest & St. Edwards Dr., Port Orchard, Washington 98367 12" Minimum Wide Free -Draining Gravel I Slope to Drain �+ vidIIIULei rv%, Perforated Pipe Not to Scale I Slope )rt for ate )ns) ural Import) Corporate Office McCormick Woods Parcel A Figure 3 17522 Bothell Way Northeast RGI Project Number: Date Drawn: -Bothell, Washington 98011 2019-088 Retaining Wall Drainage Detail Phone: 425.415.0551 05�2019 RILEYGROUP Fax: 425.415.0311 Address: McCormick Woods Dr. Southwest & St. Edwards Dr., Port Orchard, Washington 98367 - - . ice v— 1— I — VI -I Not to Scale Corporate Office McCormick Woods Parcel A Figure 4 17522 Bothell Way Northeast RGI Project Number: Date Drawn: -Bothell, Washington 98011 2019-088 Typical Footing Drain Detail Phone: 425.415.0551 05�2019 RILEYGROUP Fax: 425.415.0311 Address: McCormick Woods Dr. Southwest & St. Edwards Dr., Port Orchard, Washington 98367 Geotechnical Engineering Report May 29, 2019 McCormick Woods Parcel A, Port Orchard, Washington RGI Project No. 2019-088 APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING On April 30, 2019, RGI performed field explorations using a tracked excavator. We explored subsurface soil conditions at the site by observing the excavation of eight test pits to a maximum depth of 13.5 feet below existing grade. The test pit locations are shown on Figure 2. The test pit locations were approximately determined by measurements from existing property lines and paved roads. A geologist from our office conducted the field exploration and classified the soil conditions encountered, maintained a log of each test exploration, obtained representative soil samples, and observed pertinent site features. All soil samples were visually classified in accordance with the Unified Soil Classification System (USCS). Representative soil samples obtained from the explorations were placed in closed containers and taken to our laboratory for further examination and testing. As a part of the laboratory testing program, the soil samples were classified in our in house laboratory based on visual observation, texture, plasticity, and the limited laboratory testing described below. Moisture Content Determinations Moisture content determinations were performed in accordance with ASTM D2216-10 Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass (ASTM D2216) on representative samples obtained from the exploration in order to aid in identification and correlation of soil types. The moisture content of typical sample was measured and is reported on the test pit logs. Grain Size Analysis A grain size analysis indicates the range in diameter of soil particles included in a particular sample. Grain size analyses was determined using D6913-04(2009) Standard Test Methods for Particle -Size Distribution (Gradation) of Soils Using Sieve Analysis (ASTM D6913) on eight of the samples. 1 LW RILEYGROUP Project Name: McCormick Woods Test Pit No.: TP-1 Project Number: 2019-088 Client: Windward RILE, ROUP Sheet 1 of 1 Date(s) Excavated: 4/30/2019 Logged By ELW Surface Conditions: Mixed Brush/Ferns Excavation Method: Test Pit Bucket Size: 4' Total Depth of Excavation: 7 feet bgs Excavator Type: Tracked Excavator Excavating Contractor: Client Approximate 411 Surface Elevation Groundwater Level: Seepage at 5' Sampling Grab Method(s) Compaction Method Bucket tamp Test Pit Backfill: Cuttings Location McCormick Woods Drive SW and St. Andrews Drive SW w0. a E ° 0 C w H Z >, O U N U) U_ > L Q E fl E U) U L m w 0 in Un Z) O MATERIAL DESCRIPTION REMARKS AND OTHER TESTS 411 0 Tpsl 8" topsoil SM Reddish brown silty SAND with some gravel, loose, moist Becomes medium dense 19% moisture, 19% fines sM Gray silty SAND with trace gravel, dense, moist, (Glacial Till), moderately cemented Becomes wet 17% moisture ao5 5 Contains sand lens with light groundwater seepage 11% moisture Test pit terminated at 7' 401 to — The Project Name: McCormick Woods Test Pit No.: TP-2 Project Number: 2019-088 Client: Windward RILE, ROUP Sheet 1 of 1 Date(s) Excavated: 4/30/2019 Logged By ELW Surface Conditions: Ferns/Moss Excavation Method: Test Pit Bucket Size: 4' Total Depth of Excavation: 10.5 feet bgs Excavator Type: Tracked Excavator Excavating Contractor: Client Approximate 387 Surface Elevation Groundwater Level: Not encountered Sampling Grab Method(s) Compaction Method Bucket tamp Test Pit Backfill: Cuttings Location McCormick Woods Drive SW and St. Andrews Drive SW w0. a E ° 0 C w H Z >, O U N U) U_ > L Q E fl E U) U L m w 0 in Un Z O MATERIAL DESCRIPTION REMARKS AND OTHER TESTS 387 0 Tpsl 6" topsoil sM Reddish brown silty SAND with some gravel, loose, moist Becomes medium dense 10% moisture sl= .. Gray SAND with some gravel, medium dense, moist 4% moisture 382 5- •; • •� 4 3% moisture .. Increasing in gravel sM Tan mottled silty SAND with some gravel, medium dense, 377 10 moist to wet 21%moisture Test pit terminated at 10.5' The Riley Group, Inc. 17522 Bothell Way NE, Bothell, WA 98011 Project Name: McCormick Woods Test Pit No.: TP-3 Project Number: 2019-088 Client: Windward RILE, ROUP Sheet 1 of 1 Date(s) Excavated: 4/30/2019 Logged By ELW Surface Conditions: Ferns/Mixed Brush Excavation Method: Test Pit Bucket Size: 4' Total Depth of Excavation: 10 feet bgs Excavator Type: Tracked Excavator Excavating Contractor: Client Approximate 386 Surface Elevation Groundwater Level: Not encountered Sampling Grab Method(s) Compaction Method Bucket tamp Test Pit Backfill: Cuttings Location McCormick Woods Drive SW and St. Andrews Drive SW w0. a E ° 0 C w H Z >, O U N U) U_ > L Q E fl E U) U L m w 0 in Un Z O MATERIAL DESCRIPTION REMARKS AND OTHER TESTS 386 0 Tpsl 6" topsoil sM Reddish brown silty SAND, loose, moist 11 % moisture Becomes medium dense sp-sM • Gray SAND with some silt, medium dense, moist • •� 18% moisture 381 5 • • • • •4 10% moisture 376 10 Test pit terminated at 10' The Riley Group, Inc. 17522 Bothell Way NE, Bothell, WA 98011 Project Name: McCormick Woods Test Pit No.: TP-4 Project Number: 2019-088 Client: Windward RILE, ROUP Sheet 1 of 1 Date(s) Excavated: 4/30/2019 Logged By ELW Surface Conditions: Ferns/Mixed Brush Excavation Method: Test Pit Bucket Size: 4' Total Depth of Excavation: 12.5 feet bgs Excavator Type: Tracked Excavator Excavating Contractor: Client Approximate 379 Surface Elevation Groundwater Level: Not encountered Sampling Grab Method(s) Compaction Method Bucket tamp Test Pit Backfill: Cuttings Location McCormick Woods Drive SW and St. Andrews Drive SW w0. a E ° 0 C w H Z >, O U N U) U_ > L Q E fl E U) U L m w 0 in Un Z) O MATERIAL DESCRIPTION REMARKS AND OTHER TESTS 379 0 Tpsl 6" topsoil sM Reddish brown silty SAND, loose, moist Becomes medium dense 11 %moisture sM Tan silty SAND with trace gravel, medium dense, moist, lightly cemented 7% moisture sp-sM ♦ Gray SAND with some silt and gravel, medium dense to dense, moist • 7% moisture, 9% fines 374 5 Becomes dense, well cemented ., ♦• 9% moisture, 11 % fines sw-sM Gray SAND with some silt and trace gravel, medium dense ♦ to dense, moist i 8% moisture, 12% fines 369 10 6% moisture • 7% moisture Test pit terminated at 12.5' The Riley Group, Inc. 17522 Bothell Way NE, Bothell, WA 98011 Project Name: McCormick Woods Test Pit No.: TP-5 Project Number: 2019-088 Client: Windward RILE, ROUP Sheet 1 of 1 Date(s) Excavated: 4/30/2019 Logged By ELW Surface Conditions: Ferns/Mixed Brush/Moss Excavation Method: Test Pit Bucket Size: 4' Total Depth of Excavation: 13.5 feet bgs Excavator Type: Tracked Excavator Excavating Contractor: Client Approximate 376 Surface Elevation Groundwater Level: Not encountered Sampling Grab Method(s) Compaction Method Bucket tamp Test Pit Backfill: Cuttings Location McCormick Woods Drive SW and St. Andrews Drive SW w C a E ° 0 C w H Z >, —J O O N U) U_ > L Q E fl E U) U L m w 0 in Un Z) O MATERIAL DESCRIPTION REMARKS AND OTHER TESTS 376 0 Tpsl 6" topsoil SM Reddish brown silty SAND with trace gravel, loose, moist Becomes medium dense 10% moisture SM Gray silty SAND with some gravel, dense, moist (Glacial Till) 8% moisture, 23% fines Moderately cemented 371 5 7% moisture, 8%fines SP-SM . • Gray SAND with some silt and trace gravel, dense, moist .. *. Contains silty SAND interbeds ., 7% moisture, 7% fines SP-SM Gray SAND with some silt and gravel, dense, moist 366 10 4 • .. �. 6% moisture ., .4 5% moisture Test pit terminated at 13.5' The Riley Group, Inc. 17522 Bothell Way NE, Bothell, WA 98011 Project Name: McCormick Woods Test Pit No.: TP-6 Project Number: 2019-088 Client: Windward RILE, ROUP Sheet 1 of 1 Date(s) Excavated: 4/30/2019 Logged By ELW Surface Conditions: Ferns/Moss Excavation Method: Test Pit Bucket Size: 4' Total Depth of Excavation: 11.5 feet bgs Excavator Type: Tracked Excavator Excavating Contractor: Client Approximate 380 Surface Elevation Groundwater Level: Not encountered Sampling Grab Method(s) Compaction Method Bucket tamp Test Pit Backfill: Cuttings Location McCormick Woods Drive SW and St. Andrews Drive SW w0. a E ° 0 C w H Z >, O U N U) U_ > L Q E fl E U) U L m w 0 in Un Z O MATERIAL DESCRIPTION REMARKS AND OTHER TESTS 380 0 Tpsl 6" topsoil SM Reddish brown silty SAND, loose, moist Becomes tan, medium dense 17% moisture 8% moisture SP-SM • Gray SAND with some silt and trace gravel, medium dense, moist 375 5 Lightly cemented •, ♦ ♦ 7% moisture SIP SAND with trace silt, medium dense, moist .. Becomes wet •4 20% moisture 370 10 4•� Light groundwater seepage SP-SM �• Gray SAND with some silt, dense, moist to wet, well 10% moisture cemented Test pit terminated at 11.5' The Riley Group, Inc. 17522 Bothell Way NE, Bothell, WA 98011 Project Name: McCormick Woods Test Pit No.: TP-7 Project Number: 2019-088 Client: Windward RILE, ROUP Sheet 1 of 1 Date(s) Excavated: 4/30/2019 Logged By ELW Surface Conditions: Mixed Brush/Ferns/Moss Excavation Method: Test Pit Bucket Size: 4' Total Depth of Excavation: 10 feet bgs Excavator Type: Tracked Excavator Excavating Contractor: Client Approximate 408 Surface Elevation Groundwater Level: Not encountered Sampling Grab Method(s) Compaction Method Bucket tamp Test Pit Backfill: Cuttings Location McCormick Woods Drive SW and St. Andrews Drive SW w C a E ° 0 C O w H O Z N >, U) —J U_ > L Q E fl E U) U L m w 0 in Un Z) O MATERIAL DESCRIPTION REMARKS AND OTHER TESTS 408 0 Tpsl 6" topsoil sM Reddish brown silty SAND with some gravel, loose, moist Becomes medium dense sp-sM • Gray gravelly SAND with some silt, medium dense, moist • • 6% moisture 403 5 • • • 9% moisture sM Gray silty SAND with some gravel, very dense, moist (Glacial Till) 398 10 Test pit terminated at 10' The Riley Group, Inc. 17522 Bothell Way NE, Bothell, WA 98011 Project Name: McCormick Woods Test Pit No.: TP-8 Project Number: 2019-088 Client: Windward RILE, ROUP Sheet 1 of 1 Date(s) Excavated: 4/30/2019 Logged By ELW Surface Conditions: Ferns/Mixed Brush Excavation Method: Test Pit Bucket Size: 4' Total Depth of Excavation: 6 feet bgs Excavator Type: Tracked Excavator Excavating Contractor: Client Approximate 413 Surface Elevation Groundwater Level: Not encountered Sampling Grab Method(s) Compaction Method Bucket tamp Test Pit Backfill: Cuttings Location McCormick Woods Drive SW and St. Andrews Drive SW w0. a E ° 0 C w H Z >, O U N U) U_ > L Q E fl E U) U L m w 0 in Un Z) O MATERIAL DESCRIPTION REMARKS AND OTHER TESTS 413 0 Tpsl 6" topsoil SM Reddish brown silty SAND with some gravel, loose, moist Becomes medium dense 13% moisture SP-SM •4 Gray SAND with some silt and gravel, dense, moist '4 Very dense, well cemented �• 8% moisture, 7% fines 408 5 Test pit terminated at 6' 403 to — The Project Name: McCormick Woods 1 M Key to Logs Project Number: 2019-088 Client: Windward RILE, ROUP Sheet 1 of 1 w0. E 0 C w H Z >, O U N U U (6 L a C L > Q E E U m a) M co W 0 (n o7 Z) 0 MATERIAL DESCRIPTION I REMARKS AND OTHER TESTS COLUMN DESCRIPTIONS 1 Elevation (feet): Elevation (MSL, feet). 2 Depth (feet): Depth in feet below the ground surface. LIJ Sample Type: Type of soil sample collected at the depth interval shown. ® Sample Number: Sample identification number. FIELD AND LABORATORY TEST ABBREVIATIONS CHEM: Chemical tests to assess corrosivity COMP: Compaction test CONS: One-dimensional consolidation test LL: Liquid Limit, percent MATERIAL GRAPHIC SYMBOLS ® Silty SAND (SM) •� 4 • •• Poorly graded SAND (SP) TYPICAL SAMPLER GRAPHIC SYMBOLS Auger sampler CME Sampler Bulk Sample Grab Sample 3-inch-OD California w/ 2.5-inch-OD Modified brass rings California w/ brass liners GENERAL NOTES B5 USCS Symbol: USCS symbol of the subsurface material. 6 Graphic Log: Graphic depiction of the subsurface material encountered. �7 MATERIAL DESCRIPTION: Description of material encountered. May include consistency, moisture, color, and other descriptive text. ® REMARKS AND OTHER TESTS: Comments and observations regarding drilling or sampling made by driller or field personnel. PI: Plasticity Index, percent SA: Sieve analysis (percent passing No. 200 Sieve) UC: Unconfined compressive strength test, Qu, in ksf WA: Wash sieve (percent passing No. 200 Sieve) • Poorly graded SAND with Silt (SP-SM) •� Well graded SAND with Silt (SW-SM) • Topsoil Pitcher Sample 2-inch-OD unlined split spoon (SPT) Shelby Tube (Thin -walled, fixed head) OTHER GRAPHIC SYMBOLS Water level (at time of drilling, ATD) Water level (after waiting) Minor change in material properties within a w stratum Inferred/gradational contact between strata —?— Queried contact between strata 1: Soil classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive, and actual lithologic changes may be gradual. Field descriptions may have been modified to reflect results of lab tests. 2: Descriptions on these logs apply only at the specific boring locations and at the time the borings were advanced. They are not warranted to be representative of subsurface conditions at other locations or times. The Riley Group, Inc. 17522 Bothell Way NE, Bothell, WA 98011 THE RILEY GROUP, INC. 17522 Bothell Way NE Bothell, WA 98011 PHONE: (425) 415-0551 FAX: (425) 415-0311 GRAIN SIZE ANALYSIS II ASTM D421, D422, D1140, D2487, D6913 PROJECT TITLE PROJECT NO. TECH/TEST DATE McCormick Woods 2019-088 LW 5/1/2019 WATER CONTENT (Delivered Moisture) Wt Wet Soil & Tare (gm) (w1) Wt Dry Soil & Tare (gm) (w2) Weight of Tare (gm) (w3) Weight of Water (gm) (w4=w1-w2) Weight of Dry Soil (gm) (w5=w2-w3) Moisture Content (%) (w4/w5)*100 372.8 334.7 132.9 38.1 201.8 19 % COBBLES % C GRAVEL % F GRAVEL % C SAND % M SAND % F SAND % FINES % TOTAL D10 (mm) D30 (mm) D60 (mm) Cu Cc 12.0" 3.0" 2.5" 2.0" 1.5" 1.0" 0.75" 0.50" 0.375" #4 #10 #20 #40 #60 0.0 0.0 15.3 13.0 16.5 36.7 18.6 100.0 o� P A S S I N G #100 #200 PAN SAMPLE ID/TYPE SAMPLE DEPTH DATE RECEIVED TIP-1 1 2 Feet 4/30/2019 Weight Of Sample (gm) Tare Weight (gm) (W6) Total Dry Weight (gm) SIEVE ANALYSIS Cumulative Wt Ret Wt-Tare (%Retained) % PASS +Tare 1(wt rPt/W61•1001 (100-%ret) 132.9 0.00 0.00 100.00 132.9 0.00 0.00 100.00 132.9 0.00 0.00 100.00 132.9 0.00 0.00 100.00 145.7 12.80 6.34 93.66 163.7 30.80 15.26 84.74 190.0 57.10 28.30 71.70 223.2 90.30 44.75 55.25 276.3 143.40 71.06 28.94 297.2 164.30 81.42 18.58 334.7 201.80 100.00 0.00 12" 3" 2" 1".75" .375" #4 #10 #20 #40 #60 #100 #200 100 90 80 70 60 50 40 30 20 10 0 1000 100 10 1 Grain size in millimeters DESCRIPTION Silty SAND with some gravel USCS SM Prepared For: Windward Reviewed By: KW 334.7 132.9 201.8 :obbles :oarse gravel :oarse gravel :oarse gravel :oarse gravel :oarse gravel fine gravel fine gravel fine gravel :oarse sand medium sand medium sand fine sand fine sand fine sand fines silt/clay 0.1 0.01 0.001 mom ,- RILEYGROUP THE RILEY GROUP, INC. 17522 Bothell Way NE Bothell, WA 98011 PHONE: (425) 415-0551 FAX: (425)415-0311 PROJECT TITLE McCormick Woods PROJECT NO. 2019-088 TECH/TEST DATE LW WATER CONTENT (Delivered Moisture) Wt Wet Soil & Tare (gm) Wt Dry Soil & Tare (gm) Weight of Tare (gm) Weight of Water (gm) (w� Weight of Dry Soil (gm) (w. Moisture Content (%) (w4, GRAIN SIZE ANALYSIS ASTM D421, D422, D1140, D2487, D6913 SAMPLE ID/TYPE TP-4 SAMPLE DEPTH 4 Feet 5/1/2019 DATE RECEIVED 4/30/2019 Total Weight Of Sample Used For Sieve Corrected For Hygroscopic Moistu Weight Of Sample (gm) 721.6 (w1) 763.9 133.3 (w2) 721.6 Tare Weight (gm) 588.3 (w3) 133.3 (W6) Total Dry Weight (gm) i1-w2) 42.3 SIEVE ANALYSIS i2-w3) 588.3 Cumulative i)*100 7 Wt Ret Wt-Tare (%Retained) % PASS +Tare f(wtret/w6)*1001 (100-9/oret) % COBBLES 0.0 12.0" % C GRAVEL 5.2 3.0" • F GRAVEL 21.3 2.5" % C SAND 7.6 2.0" • M SAND 19.6 1.5" % F SAND 37.2 1.0" • FINES 9.0 0.75" % TOTAL 100.0 0.50" 0.375" D10 (mm) 0.08 #4 D30 (mm) 0.24 #10 D60 (mm) 1.3 #20 Cu 16.3 #40 Cc 0.6 #60 100 90 80 P 70 A 60 S 50 40 S 30 1 20 N 10 0 #100 #200 PAN 133.3 0.00 0.00 100.00 133.3 0.00 0.00 100.00 133.3 0.00 0.00 100.00 164.1 30.80 5.24 94.76 239.2 105.90 18.00 82.00 289.5 156.20 26.55 73.45 334.3 201.00 34.17 65.83 449.9 316.60 53.82 46.18 638.7 505.40 85.91 14.09 668.9 535.60 91.04 8.96 721.6 588.30 100.00 0.00 12" 3" 2" 1".75 .375" #4 #10 #20 #40 #60 #100 #200 G 1000 100 10 1 0.1 0.01 Grain size in millimeters DESCRIPTION Poorly graded SAND with some silt and gravel USCS SP-SM Prepared For: Windward Reviewed By: KW cobbles coarse gravel coarse gravel coarse gravel coarse gravel coarse gravel fine gravel fine gravel fine gravel coarse sand medium sand medium sand fine sand fine sand fine sand fines silt/clay 0.001 mom ,_ RILEYGROUP THE RILEY GROUP, INC. 17522 Bothell Way NE Bothell, WA 98011 PHONE: (425) 415-0551 FAX: (425)415-0311 PROJECT TITLE McCormick Woods PROJECT NO. 2019-088 TECH/TEST DATE LW WATER CONTENT (Delivered Moisture) Wt Wet Soil & Tare (gm) Wt Dry Soil & Tare (gm) Weight of Tare (gm) Weight of Water (gm) (w� Weight of Dry Soil (gm) (w. Moisture Content (%) (w4, GRAIN SIZE ANALYSIS ASTM D421, D422, D1140, D2487, D6913 SAMPLE ID/TYPE TP-4 SAMPLE DEPTH 6 Feet 5/1/2019 DATE RECEIVED 4/30/2019 Total Weight Of Sample Used For Sieve Corrected For Hygroscopic Moistu Weight Of Sample (gm) 500.1 (w1) 534.7 133.3 (w2) 500.1 Tare Weight (gm) 366.8 (w3) 133.3 (W6) Total Dry Weight (gm) i1-w2) 34.6 SIEVE ANALYSIS i2-w3) 366.8 Cumulative i)*100 9 Wt Ret Wt-Tare (%Retained) % PASS +Tare f(wtret/w6)*1001 (100-9/oret) % COBBLES 0.0 12.0" % C GRAVEL 0.0 3.0" • F GRAVEL 17.1 2.5" % C SAND 14.5 2.0" • M SAND 26.1 1.5" % F SAND 31.8 1.0" • FINES 10.5 0.75" % TOTAL 100.0 0.50" 0.375" D10 (mm) 0.07 #4 D30 (mm) 0.24 #10 D60 (mm) 1.3 #20 Cu 18.6 #40 Cc 0.6 #60 100 90 80 P 70 A 60 S 50 40 S 30 1 20 N 10 0 #100 #200 PAN 133.3 0.00 0.00 100.00 133.3 0.00 0.00 100.00 133.3 0.00 0.00 100.00 133.3 0.00 0.00 100.00 156.8 23.50 6.41 93.59 196.2 62.90 17.15 82.85 249.3 116.00 31.62 68.38 345.0 211.70 57.72 42.28 435.5 302.20 82.39 17.61 461.6 328.30 89.50 10.50 500.1 366.80 100.00 0.00 12" 3" 2" 1".75 .375" #4 #10 #20 #40 #60 #100 #200 G 1000 100 10 1 0.1 0.01 Grain size in millimeters DESCRIPTION Poorly graded SAND with some silt and gravel USCS SP-SM Prepared For: Windward Reviewed By: KW cobbles coarse gravel coarse gravel coarse gravel coarse gravel coarse gravel fine gravel fine gravel fine gravel coarse sand medium sand medium sand fine sand fine sand fine sand fines silt/clay 0.001 mom ,_ RILEYGROUP THE RILEY GROUP, INC. 17522 Bothell Way NE Bothell, WA 98011 PHONE: (425) 415-0551 FAX: (425)415-0311 PROJECT TITLE McCormick Woods PROJECT NO. 2019-088 TECH/TEST DATE LW WATER CONTENT (Delivered Moisture) Wt Wet Soil & Tare (gm) Wt Dry Soil & Tare (gm) Weight of Tare (gm) Weight of Water (gm) (w� Weight of Dry Soil (gm) (w. Moisture Content (%) (w4, GRAIN SIZE ANALYSIS ASTM D421, D422, D1140, D2487, D6913 SAMPLE ID/TYPE TP-4 SAMPLE DEPTH 8 Feet 5/1/2019 DATE RECEIVED 4/30/2019 Total Weight Of Sample Used For Sieve Corrected For Hygroscopic Moistu Weight Of Sample (gm) 521.5 (w1) 553.1 133.8 (w2) 521.5 Tare Weight (gm) 387.7 (w3) 133.8 (W6) Total Dry Weight (gm) i1-w2) 31.6 SIEVE ANALYSIS i2-w3) 387.7 Cumulative i)*100 8 Wt Ret Wt-Tare (%Retained) % PASS +Tare f(wt ret/w6) * 100 (100-9/oret) % COBBLES 0.0 12.0" % C GRAVEL 0.0 3.0" • F GRAVEL 11.8 2.5" % C SAND 4.1 2.0" % M SAND 20.1 1.5" % F SAND 52.1 1.0" • FINES 11.9 0.75" % TOTAL 100.0 0.50" 0.375" D10 (mm) 0.06 #4 D30 (mm) 0.2 #10 D60 (mm) 0.39 #20 Cu 6.5 #40 Cc 1.7 #60 100 90 80 P 70 A 60 S 50 40 S 30 1 20 N 10 0 #100 #200 PAN 133.8 0.00 0.00 100.00 133.8 0.00 0.00 100.00 133.8 0.00 0.00 100.00 133.8 0.00 0.00 100.00 158.9 25.10 6.47 93.53 179.4 45.60 11.76 88.24 195.2 61.40 15.84 84.16 273.1 139.30 35.93 64.07 456.1 322.30 83.13 16.87 475.2 341.40 88.06 11.94 521.5 387.70 100.00 0.00 12" 3" 2" 1".75 .375" #4 #10 #20 #40 #60 #100 #200 G 1000 100 10 1 0.1 0.01 Grain size in millimeters DESCRIPTION Well graded SAND with some silt and trace gravel USCS SW-SM Prepared For: Windward Reviewed By: KW cobbles coarse gravel coarse gravel coarse gravel coarse gravel coarse gravel fine gravel fine gravel fine gravel coarse sand medium sand medium sand fine sand fine sand fine sand fines silt/clay 0.001 mom ,_ RILEYGROUP THE RILEY GROUP, INC. 17522 Bothell Way NE Bothell, WA 98011 PHONE: (425) 415-0551 FAX: (425)415-0311 PROJECT TITLE McCormick Woods PROJECT NO. 2019-088 TECH/TEST DATE LW WATER CONTENT (Delivered Moisture) Wt Wet Soil & Tare (gm) Wt Dry Soil & Tare (gm) Weight of Tare (gm) Weight of Water (gm) (w� Weight of Dry Soil (gm) (w. Moisture Content (%) (w4, GRAIN SIZE ANALYSIS ASTM D421, D422, D1140, D2487, D6913 SAMPLE ID/TYPE TP-5 SAMPLE DEPTH 3.5 Feet 5/1/2019 DATE RECEIVED 4/30/2019 Total Weight Of Sample Used For Sieve Corrected For Hygroscopic Moistu Weight Of Sample (gm) 519.3 (w1) 551.0 123.7 (w2) 519.3 Tare Weight (gm) 395.6 (w3) 123.7 (W6) Total Dry Weight (gm) i1-w2) 31.7 SIEVE ANALYSIS i2-w3) 395.6 Cumulative i)*100 8 Wt Ret Wt-Tare (%Retained) % PASS +Tare f(wt ret/w6) * 100 (100-9/oret) % COBBLES 0.0 12.0" % C GRAVEL 9.1 3.0" • F GRAVEL 9.3 2.5" % C SAND 3.5 2.0" % M SAND 12.0 1.5" % F SAND 42.7 1.0" • FINES 23.3 0.75" % TOTAL 100.0 0.50" 0.375" D10 (mm) #4 D30 (mm) #10 D60 (mm) #20 Cu #40 Cc #60 100 90 80 P 70 A 60 S 50 40 S 30 1 20 N 10 0 #100 #200 PAN 123.7 0.00 0.00 100.00 123.7 0.00 0.00 100.00 123.7 0.00 0.00 100.00 159.7 36.00 9.10 90.90 184.2 60.50 15.29 84.71 196.5 72.80 18.40 81.60 210.5 86.80 21.94 78.06 257.9 134.20 33.92 66.08 383.8 260.10 65.75 34.25 427.0 303.30 76.67 23.33 519.3 395.60 100.00 0.00 12" 3" 2" 1".75 .375" #4 #10 #20 #40 #60 #100 #200 G 1000 100 10 1 0.1 0.01 Grain size in millimeters DESCRIPTION Silty SAND with some gravel USCS SM Prepared For: Windward Reviewed By: KW cobbles coarse gravel coarse gravel coarse gravel coarse gravel coarse gravel fine gravel fine gravel fine gravel coarse sand medium sand medium sand fine sand fine sand fine sand fines silt/clay 0.001 mom ,_ RILEYGROUP THE RILEY GROUP, INC. 17522 Bothell Way NE Bothell, WA 98011 PHONE: (425) 415-0551 FAX: (425)415-0311 PROJECT TITLE McCormick Woods PROJECT NO. 2019-088 TECH/TEST DATE LW WATER CONTENT (Delivered Moisture) Wt Wet Soil & Tare (gm) Wt Dry Soil & Tare (gm) Weight of Tare (gm) Weight of Water (gm) (w� Weight of Dry Soil (gm) (w. Moisture Content (%) (w4, GRAIN SIZE ANALYSIS ASTM D421, D422, D1140, D2487, D6913 SAMPLE ID/TYPE TP-5 SAMPLE DEPTH 7 Feet 5/1/2019 DATE RECEIVED 4/30/2019 Total Weight Of Sample Used For Sieve Corrected For Hygroscopic Moistu Weight Of Sample (gm) 647.3 (w1) 685.2 125.2 (w2) 647.3 Tare Weight (gm) 522.1 (w3) 125.2 (W6) Total Dry Weight (gm) i1-w2) 37.9 SIEVE ANALYSIS i2-w3) 522.1 Cumulative i)*100 7 Wt Ret Wt-Tare (%Retained) % PASS +Tare f(wtret/w6)*1001 (100-9/oret) % COBBLES 0.0 12.0" % C GRAVEL 5.4 3.0" • F GRAVEL 7.9 2.5" % C SAND 4.5 2.0" % M SAND 27.2 1.5" % F SAND 47.0 1.0" • FINES 8.1 0.75" % TOTAL 100.0 0.50" 0.375" D10 (mm) 0.1 #4 D30 (mm) 0.23 #10 D60 (mm) 0.55 #20 Cu 5.5 #40 Cc 1.0 #60 100 90 80 P 70 A 60 S 50 40 S 30 1 20 N 10 0 #100 #200 PAN 125.2 0.00 0.00 100.00 125.2 0.00 0.00 100.00 125.2 0.00 0.00 100.00 153.3 28.10 5.38 94.62 167.1 41.90 8.03 91.97 194.3 69.10 13.24 86.76 217.9 92.70 17.76 82.24 359.8 234.60 44.93 55.07 581.1 455.90 87.32 12.68 605.0 479.80 91.90 8.10 647.3 522.10 100.00 0.00 12" 3" 2" 1".75 .375" #4 #10 #20 #40 #60 #100 #200 G 1000 100 10 1 0.1 0.01 Grain size in millimeters DESCRIPTION Poorly graded SAND with some silt and trace gravel USCS SP-SM Prepared For: Windward Reviewed By: KW cobbles coarse gravel coarse gravel coarse gravel coarse gravel coarse gravel fine gravel fine gravel fine gravel coarse sand medium sand medium sand fine sand fine sand fine sand fines silt/clay 0.001 mom ,_ RILEYGROUP THE RILEY GROUP, INC. 17522 Bothell Way NE Bothell, WA 98011 PHONE: (425) 415-0551 FAX: (425)415-0311 PROJECT TITLE McCormick Woods PROJECT NO. 2019-088 TECH/TEST DATE LW WATER CONTENT (Delivered Moisture) Wt Wet Soil & Tare (gm) Wt Dry Soil & Tare (gm) Weight of Tare (gm) Weight of Water (gm) (w� Weight of Dry Soil (gm) (w. Moisture Content (%) (w4, GRAIN SIZE ANALYSIS ASTM D421, D422, D1140, D2487, D6913 SAMPLE ID/TYPE TP-5 SAMPLE DEPTH 9 Feet 5/1/2019 DATE RECEIVED 4/30/2019 Total Weight Of Sample Used For Sieve Corrected For Hygroscopic Moistu Weight Of Sample (gm) 659.3 (w1) 697.0 132.3 (w2) 659.3 Tare Weight (gm) 527.0 (w3) 132.3 (W6) Total Dry Weight (gm) i1-w2) 37.7 SIEVE ANALYSIS i2-w3) 527.0 Cumulative i)*100 7 Wt Ret Wt-Tare (%Retained) % PASS +Tare f(wtret/w6)*1001 (100-9/oret) % COBBLES 0.0 12.0" % C GRAVEL 15.9 3.0" • F GRAVEL 13.2 2.5" % C SAND 6.4 2.0" % M SAND 23.5 1.5" % F SAND 33.9 1.0" • FINES 7.2 0.75" % TOTAL 100.0 0.50" 0.375" D10 (mm) 0.15 #4 D30 (mm) 0.29 #10 D60 (mm) 1.5 #20 Cu 10.0 #40 Cc 0.4 #60 100 90 80 P 70 A 60 S 50 40 S 30 1 20 N 10 0 #100 #200 PAN 132.3 0.00 0.00 100.00 132.3 0.00 0.00 100.00 132.3 0.00 0.00 100.00 216.2 83.90 15.92 84.08 250.3 118.00 22.39 77.61 285.7 153.40 29.11 70.89 319.3 187.00 35.48 64.52 443.2 310.90 58.99 41.01 605.1 472.80 89.72 10.28 621.6 489.30 92.85 7.15 659.3 527.00 100.00 0.00 12" 3" 2" 1".75 .375" #4 #10 #20 #40 #60 #100 #200 G 1000 100 10 1 0.1 0.01 Grain size in millimeters DESCRIPTION Poorly graded SAND with some silt and gravel USCS SP-SM Prepared For: Windward Reviewed By: KW cobbles coarse gravel coarse gravel coarse gravel coarse gravel coarse gravel fine gravel fine gravel fine gravel coarse sand medium sand medium sand fine sand fine sand fine sand fines silt/clay 0.001 mom ,_ RILEYGROUP THE RILEY GROUP, INC. 17522 Bothell Way NE Bothell, WA 98011 PHONE: (425) 415-0551 FAX: (425)415-0311 PROJECT TITLE McCormick Woods PROJECT NO. 2019-088 TECH/TEST DATE LW WATER CONTENT (Delivered Moisture) Wt Wet Soil & Tare (gm) Wt Dry Soil & Tare (gm) Weight of Tare (gm) Weight of Water (gm) (w� Weight of Dry Soil (gm) (w. Moisture Content (%) (w4, GRAIN SIZE ANALYSIS ASTM D421, D422, D1140, D2487, D6913 SAMPLE ID/TYPE TP-8 SAMPLE DEPTH 4.5 Feet 5/1/2019 DATE RECEIVED 4/30/2019 Total Weight Of Sample Used For Sieve Corrected For Hygroscopic Moistu Weight Of Sample (gm) 403.7 (w1) 434.4 15.8 (w2) 403.7 Tare Weight (gm) 387.9 (w3) 15.8 (W6) Total Dry Weight (gm) i1-w2) 30.7 SIEVE ANALYSIS i2-w3) 387.9 Cumulative i)*100 8 Wt Ret Wt-Tare (%Retained) % PASS +Tare f(wtret/w6)*1001 (100-9/oret) % COBBLES 0.0 12.0" % C GRAVEL 8.6 3.0" • F GRAVEL 17.4 2.5" % C SAND 13.5 2.0" % M SAND 22.8 1.5" % F SAND 30.6 1.0" • FINES 7.0 0.75" % TOTAL 100.0 0.50" 0.375" D10 (mm) 0.1 #4 D30 (mm) 0.3 #10 D60 (mm) 2 #20 Cu 20.0 #40 Cc 0.5 #60 100 90 80 P 70 A 60 S 50 40 S 30 1 20 N 10 0 #100 #200 PAN 15.8 0.00 0.00 100.00 15.8 0.00 0.00 100.00 15.8 0.00 0.00 100.00 49.3 33.50 8.64 91.36 86.2 70.40 18.15 81.85 116.8 101.00 26.04 73.96 169.3 153.50 39.57 60.43 257.8 242.00 62.39 37.61 352.8 337.00 86.88 13.12 376.6 360.80 93.01 6.99 403.7 387.90 100.00 0.00 12" 3" 2" 1".75 .375" #4 #10 #20 #40 #60 #100 #200 G 1000 100 10 1 0.1 0.01 Grain size in millimeters DESCRIPTION Poorly graded SAND with some silt and gravel USCS SP-SM Prepared For: Windward Reviewed By: KW cobbles coarse gravel coarse gravel coarse gravel coarse gravel coarse gravel fine gravel fine gravel fine gravel coarse sand medium sand medium sand fine sand fine sand fine sand fines silt/clay 0.001 mom ,_ RILEYGROUP CITY OF PORT ORCHARD DEPARTMENT OF COMMUNITY DEVELOPMENT 216 Prospect Street, Port Orchard, WA 98366 Ph.: (36o) 874-5533 • FAX: (36o) 876-4980 PLANNING COMMISSION STAFF REPORT Agenda Item No: 5(b) Meeting Date: September 5, 2023 Revisions to POMC 20.132 — Prepared by: Nick Bond, Development Subject: Temporary Signage Director Issue: The current regulations allow temporary signage as defined in Port Orchard Municipal Code (POMC) 20.132.290 to be placed within public right-of-way outside of the roadway provided the temporary signage placement is consistent with the regulations of POMC 20.132.270. Due to the proliferation of temporary signs in the right-of-way throughout the city, the Planning Commission discussed temporary signage regulations at the September, October, November and December Planning Commission meetings in 2022, and again at the August 2023 meeting. At the August Planning Commission meeting, staff presented photo documentation collected beginning in late 2022 and continuing through the end of July 2023 showing the proliferation of temporary signs throughout the city. Additionally, staff reviewed publicly available historic street -view photography at the locations to include several years of photographic evidence documenting temporary signage at the specific locations. Since the August meeting, staff analyzed crash data, provided by the Port Orchard Police Department, at the locations of the photographic record to determine any correlation between the existence of temporary signage and reported crash data. The attached Report provides the results of this analysis and serves as a functional aid for any Planning Commission recommendations concerning code amendments for temporary signage. Recommendation: The Planning Commission should review the Memorandum dated August 26, 2023, Report on Temporary Signs in Port Orchard and provide guidance to staff regarding regulations of temporary signage in right-of-way. Attachments: Memorandum dated August 26, 2023 - A Report on Temporary Signs in Port Orchard CITY OF PORT ORCHARD Department of Community Development s Nui;, 216 Prospect Street Port Orchard, WA 98366 Phone (36o) 874-5533 - Fax (36o) 876-4980 Memorandum To: The Planning Commission From: Nicholas Bond, AICP Date: August 29, 2023 Re: A Report on Temporary Signs in Port Orchard At Issue: Over the past year, the City has been documenting the proliferation of temporary signs within the right-of-way in Port Orchard. The number of temporary signs within the right of way has increased since the city amended its sign code (POMC 20.132) in 2017 in response to the Reed v. Town of Gilbert, AZ decision issued by the US Supreme Court. The City's Police Department has also been collecting accident data throughout the City. This report aims to compare documentation of the presence of temporary signs in the right of way by location with accident data by location. The report relies on photo documentation showing temporary signs (Exhibit A) and accident data provided by the Port Orchard Police Department. Exhibit A (attached hereto) consists of a report that compiled georeferenced photos taken by City staff since August of 2022 as well as clipped images from older Google Streetview imagery. This report focuses on 7 specific areas of the city where both temporary signs have been observed and where accidents have occurred. The report is organized geographically by study areas identified as 1-7. Each study area corresponds to one or more lettered subareas as shown on page 2 of Exhibit A. Temporary signs are defined in POMC 20.132 as: "Temporary sign" (which may include special event sign) means any sign that is used temporarily and is not permanently mounted, painted or otherwise affixed, excluding portable signs as defined by this chapter, including any poster, banner, placard, stake sign or sign not placed in the ground with concrete or other means to provide permanent support, stability and rot prevention. Temporary signs may only be made of nondurable materials including, but not limited to, paper, corrugated board, flexible, bendable or foldable plastics, foamcore board, vinyl canvas or vinyl mesh products of less than 20-ounce fabric, vinyl canvas and vinyl mesh products without polymeric plasticizers and signs painted or drawn with water soluble paints or chalks. Signs made of any other materials shall be considered permanent and are subject to the permanent sign regulations of this chapter, except that post - mounted temporary signs allowed in POMC 20.132.270, Temporary signs, which are located on properties that are actively listed or marketed for sale or rental or actively under development or construction, may be made of durable materials. Temporary signs of durable materials shall be removed when such properties are no longer actively listed or marketed for sale or rental or actively under Page 1 of 6 10729441.1 - 366922 - 0021 development or construction. If site development or construction ceases or is suspended for a period of more than 180 days, such signs shall be removed until construction or development resumes. This report focuses on temporary signs in the right of way as regulated under POMC 20.132.270(5) which states: (5) City Right -of -Way Outside of the Roadway. Temporary signs are prohibited in the roadway. Temporary signs on city right-of-way placed outside of the roadway must comply with the following requirements: (a) Location. Allowed only between the property line and the back of the nearest curb, or where no curb exists, between the property line and the nearest edge of the roadway pavement. Signs may not be placed on sidewalks, driveways or other paved areas designed for pedestrian or vehicular use, in roundabouts or center medians, or as conditioned in a street use permit. (b) Approval of Abutting Owner. Approval of the abutting owner is recommended. (c) Type. Signs on stakes that can be manually pushed or hammered into the ground are allowed. All other signs are prohibited, unless specifically allowed by a street use permit. (d) Size and Height. Limited to four square feet, and three feet in height. (e) Dilapidated or Nuisance Signs. Any temporary sign in the right-of-way that is dilapidated or a nuisance shall be removed by the person responsible for placement of the sign. (f) Other Signs. The city may allow permanent or oversize signs in city rights - of -way with a street use permit. Study Area 1 — Bay Street (subareas A - B as shown on Exhibit A): The City's review of Google Streetview imagery did not show the presence of temporary signs within the Bay Street right -of way, in the areas shown in Exhibit A, in years prior to the adoption of the new sign code. Since adoption of the sign code amendments, temporary signs were observed starting in 2018 in limited numbers and appeared much more frequently in 2022-2023. In the 5 years prior to the changes to the sign code, the average annual number of accidents was 14.8. In the 5 years after changing the sign code, the average annual number of accidents increased to 19.2 per year. Port Orchard PD Accident Data Year Bay Street/Downtown 2012 18 2013 12 2014 19 2015 12 2016 13 2017 15 2018 18 2019 15 2 10729441.1 - 366922 - 0021 2020 18 2021 22 2022 23 Study Area 2 — Tremont Street (Areas C, D, and, E as shown on Exhibit A): The City's review of Google Streetview imagery did not document the presence of temporary signs along the Tremont Street right -of way in the areas shown in Exhibit A, in years prior to the adoption of the new sign code. Since adoption of the sign code amendments, temporary signs were observed starting in 2017 in limited numbers and appeared much more frequently in 2022-2023. It should be noted that the Tremont Corridor was the site of a major construction project in 2018-2019. During that time, the road was partially open with detours and was totally reconstructed to include new sidewalks, roundabouts, landscaping, travel lanes, and other safety improvements. Upon completion of the project, temporary signs were observed frequently within the corridor, especially near the new roundabouts and crosswalk locations. Accident data for the Tremont Street corridor shows more frequent accidents occurring prior to the reconstruction of the road. The data shows a significant decline in accidents during road construction and an increase in accidents thereafter, but not to the extent as occurred prior to reconstruction of the road and installation of road safety improvements. Port Orchard PD Accident Data Year Tremont St (PO Blvd to SR16) 2012 9 2013 13 2014 11 2015 7 2016 17 2017 18 2018 3 2019 5 2020 15 2021 16 2022 12 Study Area 3 — Sidney Road SW at Berry Lake Road (Area F as shown on Exhibit A): The City's review of Google Streetview imagery did not document the presence of temporary signs within the right -of way at the Sidney Road SW and Berry Lake Road intersection, in the areas shown in Exhibit A, in years prior to the adoption of the new sign code. Since adoption of the sign code amendments, temporary signs were observed starting in 2017 in limited numbers and appeared much more frequently in 2018-2023. Accident data for this intersection appears to be relatively static over the past 10 years. However, this intersection saw a revision to traffic patterns in 2017 that included the installation of a new 3-way stop. It is likely that the addition of a 3-way stop in a location where through traffic on Sidney did not previously stop, contributed to improved safety at this location. 3 10729441.1 - 366922 - 0021 Port Orchard PD Accident Data Year Sidney Rd SW at Berry Lake Rd 2012 1 2013 3 2014 3 2015 2 2016 4 2017 0 2018 4 2019 1 2020 1 2021 0 2022 3 Study Area 4 — Sedgwick Road and Bethel Road Intersection (Area G as shown on Exhibit A): The City's review of Google Streetview imagery showed the presence of a temporary sign within the right -of way for the Sedgwick Road and Bethel Road intersection, in the areas shown in Exhibit A, in years prior to the adoption of the new sign code. Since adoption of the sign code amendments, the total number of temporary signs observed in the right of way at the intersection increased moderately in 2018-2021 and significantly in 2022- 2023. Accident data for this intersection increased significantly from 2020 through 2023. In the 5 years prior to the changes to the sign code, the average annual number of accidents was 11.2. In the 5 years after changing the sign code, the average annual number of accidents increased to 17. Port Orchard PD Accident Data Year Sedgwick Rd SW & Bethel 2012 10 2013 8 2014 20 2015 10 2016 8 2017 17 2018 11 2019 11 2020 25 2021 20 2022 18 4 10729441.1 - 366922 - 0021 Study Area 5 — Bethel Road and Lund Ave Intersection (Area H as shown on Exhibit A): The City's review of Google Streetview showed the presence of a temporary sign within the right -of way for the Sedgwick Road and Lund Ave intersection, in the areas shown in Exhibit A, in years prior to the adoption of the new sign code. Since adoption of the sign code amendments, the total number of temporary signs observed in the right of way at the intersection increased especially from 2021 through 2023. Accident frequency also increased in 2021-2022. In the 5 years prior to the changes to the sign code, the average annual number of accidents was 5.6. In the 5 years after changing the sign code, the average annual number of accidents increased to 9.6 per year. Port Orchard PD Accident Data Year Bethel & Lund 2012 4 2013 5 2014 3 2015 9 2016 7 2017 12 2018 6 2019 6 2020 9 2021 13 2022 14 Study Area 6 — Mile Hill Road and Jackson/Olney Intersection (Area I ("eye") as shown on Exhibit A): The City's review of Google Streetview imagery showed the presence of numerous temporary signs within the right -of way for the Mile Hill Road and Jackson/Olney intersection, in the areas shown in Exhibit A, in years prior to the adoption of the new sign code. Since adoption of the sign code amendments, the total number of temporary signs observed in the right of way at the intersection increased to include far more small temporary signs. Beginning in 2018, the number of smaller temporary signs increased through the present. Accident frequency has trended up slightly over the observation period. In the 5 years prior to the changes to the sign code, the average annual number of accidents was 5.2. In the 5 years after changing the sign code, the average annual number of accidents increased to 6.4 per year. Port Orchard PD Accident Data Year Mile Hill & Jackson/Olney 2012 5 2013 4 2014 5 2015 5 2016 7 2017 8 5 10729441.1 - 366922 - 0021 2018 7 2019 8 2020 4 2021 8 2022 5 Study Area 7 — Sidney Road SW and Sedgwick Road W Intersection (Area J as shown on Exhibit A): The City's review of Google Streetview imagery showed no temporary signs within the right -of way for the Sidney Road SW and Sedgwick Road W intersection, in the areas shown in Exhibit A, in years prior to the adoption of the new sign code. Since adoption of the sign code amendments, the total number of temporary signs observed in the right of way at the intersection increased. Beginning in 2017, the number of smaller temporary signs increased through the present. Accident frequency has trended up slightly over the observation period. In the 5 years prior to the changes to the sign code, the average annual number of accidents was 5.8. In the 5 years after changing the sign code, the average annual number of accidents increased to 7.8 per year. Port Orchard PD Accident Data Year SW Sedgwick Rd/Sidney Rd SW 2012 4 2013 4 2014 5 2015 8 2016 8 2017 7 2018 10 2019 4 2020 10 2021 7 2022 8 Conclusions: Changes to the City's sign code concerning temporary signs responding from the Supreme Court's Reed v. Town of Gilbert, AZ decision has resulted in significantly more temporary signs in the City's right of way as is documented in Exhibit A. The type of temporary sign that is seen most frequently is the type allowed pursuant to POMC 20.132.270(5), a small sign on a stake that can be manually pushed or hammered into the ground. The new sign code that allowed for expanded temporary signs became effective in July of 2017. By looking at accident data in the 5 years preceding and following the code changes, a pattern emerges. It appears that this increase in temporary signs in the public right of way corresponds to an increase in the frequency of automobile accidents in 5 out of 7 study areas. Of the remaining 2 study areas, major traffic revisions and safety improvements were constructed prevents conclusions about a correlation between temporary signs and accidents from being made. 6 10729441.1 - 366922 - 0021 L' '•�-_ - j•- ��{L�J� 1 i• -6 6. - ate' �• �� 1�':5 9119- �+ { ' � e - r } yam. + J F imU f • rr � r 1 r ti ti • Fes' .. _� : _ * • •'� ••�� I' z r- yi¢•tip ' -r - 1� W"- jv III II mom L omf± 9 Ali �oosie r -s^ r . j rt� j■J _ � j' LVJq-TPRIT -Tra7ion of Tem"por ary Signage Source: Google Maps Streetview {*; Ykl � •' '' I F� -Tra7ion of Tem"por ary Signage Source: Google Maps Streetview {*; Ykl � •' '' I F� - � � e. - i � pi6i0 '•;may_ • Proli o ry� Source: Google Maps Streetview B41- NO a r } . • kAk§A!rjA=EDLI Proliferation of Temporary Signage Source: Google Maps Streetview SEDGWICK RC d� & BETHEL RD i i.'qy • - - - - MEL RD RW Z r .� SEDGWICK RD. 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