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Application APPLICANT 5/15/2020
THE SATRE GROUP Planners, Landscape Architects and Environmental Specialists 375 West 4' Avenue, Suite 201, Eugene, Oregon 97401 (541)686-4540 www.satregrouo.com TRANSMITTAL TO: City of Springfield DATE: May 15, 2020 225 5^ Street PROJECT: Weyerhaeuser NR Company Springfield, OR 97477 Springfield — WTL Regional Office Site Plan Review Submittal CLIENT PROJ M ATTN: SSG PROJ #: 1963 TRANSMITTED: Herewith X DISPOSITION: For Your Approval Separate Cover For Your Information/Use X Other For Reply TRANSMITTED: #Copies Item Dated No. Pages (In addition to this cover page) One PDF copy of a: Site Plan Review Re -Submittal Application Packet Varies Lots REMARKS: This Site Plan Review application packet is hereby submitted for Submittal. The submittal package includes: 1. This Transmittal 9. Geotechnical Report 2. Application Fee 10. Reduced Site Plan 3. Application Form 11. Plan Set—Site 4. Written Statement 12. Plan Set — Civil 5. Completeness Review Response 13. Plan Set —Architectural 6. Deed 14. Rendering -Architectural 7. Title Report 8. Stormwater Scoping Sheet and Stormwater Report We look forward to your assistance with the project. Don't hesitate to contact us should you have any questions or need any additional information. Thank you. COPIES TO: Agency BY: File Xe Consultant Team X 'luckcixei'msatYri Owner X Other Richard M. Satre, AICP, ASLA, CSI City of Springfield Development Services Department 225 Fifth Street Springfield, OR 97477 Site Plan Review SPRINGFIELD WAV, Application Type (Applicant: check one) Site Plan Review Pre -Submittal: Ma or Site Plan Modification Pre -Submittal: ❑ Site Plan Review Submittal: Ma'or Site Plan Modification Submittal: Required Project Information (Applicant. complete this section) Applicant Name: Samantha Turner Phone:206 539-4352 Company: Weyerhaeuser NR Company Email: samantha.tumer Address: 220 Occidental Ave. S., Seattle, WA 98104 weye aeuser.com Applicant's Rep.: Rick Satre Phone: 541 686-4540 Company: The Satre Group Email: rick@satregroup.com Address: 375W. 4th Avenue Eugene, OR 97402 Property Owner: Steve Wildish Phone: 541 683-7766 Company: Wildish Industrial Development Corp. Email:steve@wildish.com Address: P.O. Box 40310 Eugene, OR 97404 ASSESSOR'S MAP NO:18-03-03-14 TAX LOT NOS : 500 & 700 Property Address: N/A Franklin Blvd. & Nugget Way) Size of Property: 4.2 Acres 0 Square Feet ❑Dwellino Proposed No. of units per scram Proposed Name of Project: Weyerhaeuser NR Company Springfield - WTL Regional Office Description of If you are filing In this form by hand, please attach your proposal description to this application. Proposal: Weyerhaeuser is Proposing a build -to -suit of an approx. 17 300 sf single -story building Existing Use: Undeveloped Land New Impervious Surface Coverage (Including Bldg. Gross Floor Area): sf Si natures: Please sign and Drint your name and date in the aggrogriate Required Project Information (City Intake Staff., Associated Applications: box on the next pac&j complete this section) Signs: Pre -Sub Case No.: Date. Reviewed by: Case No.: Date: Reviewed b 811-20-000093-TYP2 05/15/2020 Application Fee: $ Technical Fee: $ Posta a Fee: $ 9692.31 TOTAL FEES: $ PROJECT NUMBER: 811-20-000076-PROJ Revised 1/7/14 KL 101`11 Owner Signatures This application form is used for both the required pre -submittal meeting and subsequent complete application submittal. Owner signatures are required at both stages in the application process. An application without the Owner's original signature will not be accepted. The undersigned acknowledges that the information in this application is correct and accurate for scheduling of the Pre- Submittal Meeting. If the applicant is not the owner, the owner hereby grants permission for the applicant to act in his/her behalf. I/we do hereby acknowledge that I/we are legally responsible for all statutory timelines, information, requests and requirements conveyed to my representative. Owner: Date: o 3ZO Signature , , �� 5h7Rt� JVfloflµ r�, 1 represent this application to be complete for submittal to the City. Consistent with the completeness check performed on this application at the Pre-5ubmittaI Mecting, I affirm the information Identified by the City as necessary for processing the application is provided herein or the Information will not be provided if not otherwise contained within the submilbl, and the City may begin processing the application with the information as submitted. This statement serves as written notice pursuant to the requirements of ORS 227.178 pertaining to a Date: Revised 1/7/14 KL 2 of 11 Site Plan Review Application Process 1. Applicant Submits a Site Plan Review Application for Pre -Submittal • The application must conform to the Site Plan Review Submittal Requirements Checklist on pages 4-7 of this application packet. • A pre -submittal meeting to discuss completeness is mandatory, and pre -submittal meetings are conducted every Tuesday and Friday, from 10:00 am - noon. • Planning Division staff strives to conduct pre -submittal meetings within five to seven working days of receiving an application. 2. Applicant and the City Conduct the Pre -Submittal Meeting • The applicant, owner, and design team are strongly encouraged to attend the pre - submittal meeting. • The meeting is held with representatives from Public Works Engineering and Transportation, Community Services (Building), Fire Marshall's office, and the Planning Division and is scheduled for 30 to 60 minutes. • The Planner provides the applicant with a Pre -Submittal Checklist specifying the items required to make the application complete if it is not already complete, and the applicant has 180 days submit a complete application to the City. 3. Applicant Submits a Complete Application, City Staff Review the Application and Issue a Decision • A complete application must conform to the Site Plan Review Submittal Requirements Checklist on pages 4-7 of this application packet. • A Type II decision, made after public notice, but without a public hearing, unless appealed, is issued within 120 days of submittal of a complete application. • Mailed notice is provided to property owners and occupants within 300 feet of the property being reviewed and to any applicable neighborhood association. In addition, the applicant must post one sign, provided by the City, on the subject property. • There is a 14 -day public comment period, starting on the date notice is mailed. • Applications are distributed to the Development Review Committee, and their comments are incorporated into a decision that addresses all applicable approval criteria and/or development standards, as well as any written comments from those given notice. • Applications may be approved, approved with conditions, or denied. • At the applicant's request, the Planner can provide a copy of the draft land use decision prior to issuing the final land use decision. • The City mails the applicant and any party of standing a copy of the decision, which is effective on the day it is mailed. • The decision issued is the final decision of the City but may be appealed within 15 calendar days to the Planning Commission or Hearings Official. Revised 1/7/14 KL 3 of 11 Site Plan Review Submittal Requirements Checklist NOTE: • ALL of the following items MUST be submitted for BOTH Pre -Submittal and Submittal. • If you feel an item on the list below does not apply to your specific application, please state the reason why and attach the explanation to this form. © Application Fee - refer to the Development Code Fee Schedule for the appropriate fee calculation formula. A copy of the fee schedule is available at the Development Services Department. Any applicable application, technology, and postage fees are collected at the pre -submittal and submittal stages. © Site Plan Review Application Form ✓❑ Narrative explaining the purpose of the proposed development, the existing use of the property, and any additional information that may have a bearing in determining the action to be taken. The narrative should also include the proposed number of employees and future expansion plans, if known. Density - if applicable, list the size of property (acres), maximum allowable density and the density proposed. © Copy of the Deed © Copy of the Site Plan Reduced to 81/2"x 11", which will be mailed as part of the required neighboring property notification packet. ✓❑ State or Federal Permits Required - The applicant must demonstrate that an application has been submitted for any required federal or state permit and provide a copy of the application upon request. 0 Completed Attached Scoping Sheet 0 Four (4) Copies of the Following Plan Sets for Pre -Submittal OR Four (4) Copies of the Following Plan Sets for Submittal: 0 All of the following plans must include the scale appropriate to the area involved and sufficient to show detail of the plan and related data, north arrow, and date of preparation. F71 All plan sets must be folded to 81/2" by 11" and bound by rubber bands. Please Note: • These plans must provide enough information to enable the City to determine that the proposed development is feasible, but are not necessarily required to be detailed construction level documents. • The City's Engineering Design Standards Manual, while not land use criteria, may be used in whole or n part, by the City Engineer to determine the feasibility of a proposed plan. • Nothing herein should be interpreted as implying any requirement in contradiction of Oregon Statute or Oregon Administrative Regulation. Revised 1/7/14 KL 4 of 11 a. Site Assessment of Existing Conditions ® Prepared by an Oregon licensed Architect, Landscape Architect, Civil Engineer or Surveyor ® Vicinity Map N/A❑ The name, location and dimensions of all existing site features including buildings, curb cuts, trees and impervious surface areas, clearly indicating what is remaining and what is being removed. For existing structures to remain, also indicate present use, size, setbacks from property lines, and distance between buildings. NAD The name, location, dimensions, direction of flow and top of bank of all watercourses and required riparian setback that are shown on the Water Quality Limited Watercourse Map on file in the Development Services Department N/A❑ The 100 -year floodplain and floodway boundaries on the site, as specified in the latest adopted FEMA Flood Insurance Rate Maps or FEMA approved Letter of Map Amendment or Letter of Map Revision N/A ❑ The Time of Travel Zones, as specified in SDC 3.3-200 and delineated on the Wellhead Protection Areas Map on file in the Development Services Department N/A❑ Physical features including, but not limited to trees 5" in diameter or greater when measured 4 1/2 feet above the ground (stands of more than five (5) trees may be shown as a cluster with mix of trees species noted), riparian areas, wetlands and rock outcroppings b. Site Plan ® Prepared by an Oregon licensed Architect, Landscape Architect, Civil Engineer or Surveyor ® Proposed buildings: location, dimensions, size (gross floor area applicable to the parking requirement for the proposed use(s)), setbacks from property lines, and distance between buildings; measured setbacks shall be prepared by an Oregon licensed Surveyor when minimum setbacks are shown. ® Location and height of existing or proposed fences, walls, outdoor equipment, storage, trash receptacles, and signs Q Location, dimensions, and number of typical, compact and ADA parking spaces; including aisles, wheel bumpers, directional signs, and striping. ADA routes from public rights-of-way whall be designated including at grade connections ® Dimensions of the development area, as well as area and percentage of the site proposed for buildings, structures, parking and vehicular areas, sidewalks, patios, and other impervious surfaces © Observance of solar access requirements as specified in the applicable zoning district ® On-site loading areas and vehicular and pedestrian circulation ® Access to streets, alleys, and properties to be served, including the location and dimensions of existing and proposed curb cuts and curb cuts proposed to be closed © Location, type, and number of bicycle parking spaces © Note location of existing and planned Lane Transit District facilities (within 1/2 mile) Revised 1/7/14 KL 5 Of 11 N/A ❑ Area and dimensions of all property to be conveyed, dedicated, or reserved for common open spaces, recreational areas, and other similar public and semi-public uses N/A ❑ Phased Development Plan — where applicable, the Site Plan application must include a phasing plan indicating any proposed phases for development, including the boundaries and sequencing of each phase. Phasing must progress in a defined sequence addressing street connectivity between the various phases and accommodating the logical extension of other required public improvements, including but to limited to, sanitary sewer, stormwater management, water and electricity. The applicant must clearly indicate which phases are proposed for approval under the current Site Plan application and which are deferred to future review procedures. c. Existing Improvement and Public Utilities Plan ® Prepared by an Oregon licensed Architect, Landscape Architect, Civil Engineer or Surveyor ® Location and width of all existing easements ® Location, widths (of paving and right-of-way), and names of all existing streets, alleys, dedications or other right-of-ways within or adjacent to the proposed development, including jurisdictional status other than City. Indicate connection points for roof drainage. N/A ❑ Location and type of existing street lighting ® Location of existing and required traffic control devices, fire hydrants, power poles, transformers, neighborhood mailbox units, waterline backflow preventers and similar public facilities ® Location, width, and construction material of all existing and proposed sidewalks, sidewalk ramps, pedestrian access ways, and trails ® Location and size of existing utilities on and adjacent to the site including sanitary sewer mains, stormwater management systems, water mains, power, gas, telephone, and cable TV. Indicate the proposed connection points. Detail must be proportionate to the complexity of the proposed project. ® Show existing and proposed spot elevations or contours, and direction of drainage patterns. d. Proposed Grading, Paving, & Utilities Plan ® Prepared by an Oregon licensed Civil Engineer, except where noted below ® The approximate size and location of storm water management systems components © Location, widths (of paving and right-of-way), and names of proposed streets, alleys, dedications or other rights -of -ways within or adjacent to the proposed development N/A ❑ Location and width of all proposed easements Location and type of proposed street lighting N/A ❑ Information on existing slopes over 5% shall be prepared by an Oregon licensed surveyor and be drawn with one foot contour interval lines; land with a slope over 10 percent shall be shown with 5 foot contour interval lines Revised 1/7/14 KL 6 of 11 e. Landscape Plan m Prepared by an Architect, Landscape Architect, or other Landscape Professional approved by the Director m Location and dimensions of landscaping and open space areas to include calculation of landscape coverage Z Where applicable, screening in accordance with SDC 4.4-110 Location of existing and proposed street trees f. Architectural Plans N/A ❑ Where abutting residentially zoned properties, exterior elevations of all proposed structures over 140 square feet for the development site, including height, shall be shown g. On -Site Lighting Plan Location, orientation, and maximum height of exterior light fixtures, both free standing and attached m Type and extent of shielding, including cut-off angles, and type of illumination, wattage, and luminous area Additional Materials That May be Deferred at the discretion of the applicant until Final Site Plan or Building Permit Submittal: FO List in chart form the proposed types of landscape materials (trees, shrubs, ground cover). Include in the chart genus, species, common name, quantity, size and spacing Where plants are proposed as part of the stormwater management system, a planting plan shall be provided. Irrigation Plan showing of irrigation lines, required backflow preventers and above ground utilities. Photometric test report for each light source. Q An applicant may submit conceptual floor plans in order to have staff address Resolution of potential nuisance conflicts Additional Materials That May be Required by the Director: IT IS THE APPLICANT'S RESPONSIBILITY TO DETERMINE IF ADDITIONAL STANDARDS/ APPLICATIONS APPLY TO THE PROPOSED DEVELOPMENT. THE APPLICANT SHOULD CONSIDER UTILIZING PRE -DEVELOPMENT MEETINGS AS DISCUSSED IN SDC 5.1-120: © Copy of a Preliminary Title Report issued within the past 30 days documenting ownership and listing all encumbrances. ® A developer may be required to prepare a Traffic Impact Study (TIS) to identify potential traffic impacts from proposed development and needed mitigation measures. Revised 1/7/14 KL 7 of 11 WAD Where a multi -family development is proposed, any additional materials to demonstrate compliance with SDC 3.2-240 N/A❑ Riparian Area Protection Report for properties located within 150 feet of the top of bank of any Water Quality Limited Watercourses (WQLW) or within 100 feet of the top of bank of any direct tributaries of WQLW N/A ❑ A Geotechnical Report prepared by an engineer must be submitted concurrently if the Soils Survey indicates the proposed development area has unstable soils and/or a high water table, or if required by the City Engineer 0 Where the development area is within an overlay district, address the additional standards of the overlay district on plans and narratives N/A ❑ Where physical aspects of a proposed development, including but not limited to scale, odor noise, glare or vibration, will impact less intensive surrounding uses, the Director may request submittal of conceptual floor plans or other information necessary to determine compliance with applicable standards. N/A❑ If five or more trees are proposed to be removed, a Tree Felling Permit as specified in SDC 5.19-100 N/A❑ A wetland delineation approved by the Oregon Division of State Lands must be submitted concurrently where there is a wetland on the property ® The applicant must demonstrate that an application has been submitted for any required federal or state permit and provide a copy of the application upon request Q Where any grading, filling or excavating is proposed with the development, a Land and Drainage Alteration permit must be submitted prior to development N/A❑ Where applicable, any Discretionary Use or Variance as specified in SDC 5.9-100 and 5.21-100 N/A❑ An Annexation shall be submitted prior to submission of application, as specified In SDC 5.7-100, where a development is proposed outside of the city limits but within the City's urban service area and can be served by sanitary sewer Revised 1/7/14 KL 8 Of 11 April 24. 2020 WEYERHAEUSER NR COMPANY Springfield — WTL Regional Office Site Plan Review Map 18-03-03-14, Lot 500 and 700 WRITTEN STATEMENT In accordance with Site Plan Review submittal requirements, this written statement describes the proposed development and demonstrates that the proposal complies with the standards and criteria contained in SDC 5.17-100 through 5.17-125. LAND USE REQUEST A. Development Objective The applicant's development objective is to develop the Weyerhaeuser WrL (Western Timber Lands) Regional Office. The corporate standards for the headquarters will include: • The construction of a single -story office building of approximately 17,300 square feet for approximately 56 FTE. The total site development is estimated at approximately 3 acres. • Electric service for outdoor security fencing and lighting on a portion of the site to accommodate overnight parking of fleet vehicles and daily employee parking. A portion of the parking will have oversized spaces to accommodate full size pickups. • On-site stormwater treatment and detention/retention, as necessary. In accordance with the results of a Development Issues Meeting the applicant held with the City of Springfield on December 17, 2019 (See City of Springfield Jo. No. PRE19-000272), accomplishing the development objective will require City of Springfield approval of two land use applications: Site Plan Review and Property Line Adjustment. B. Project Directory Owner/Developer Steven Wlldish Wldish Industrial Development Corp. P.O. Box 40310 Eugene, OR 97404 Phone: (541)485-1700 Email: SteveWftwildish.com PLANNERS + LANDS CAPE ARCHITECTS + ENVIRONMENTAL SPECIALISTS 375 West 4th, Suite 201, Eugene, OR 97401 Phone: 591.686.4540 www.satregmup.coil 2018 R Weyerhaeuser NR Company Springfield — WfL Regional Office Map 18-03-03-14, Lot 500 and 700 Site Plan Review Applicant / Tena rt Samantha Turner, Senior Real Estate Manager Weyerhaeuser NR Company 220 Occidental Ave. S. Seattle, WA 98104 Phone: (206) 539-4352 Email: Samatha.TurnerRweverhaeuser.com Planner/Landscape Architect Richard M. Satre, AICP, ASLA, CSI The Satre Group 375 West 4' Avenue, Suite 201 Eugene, OR 97401 Phone: (541)686-4540 Email: rickftsatregroup.com Surveyor/Civil Engineer Renee Clough, P.E. Branch Engineering 310 5th St, Springfield, OR 97477 Phone: (541)746-0637 Email: reneecftbranchengineering.com Architect Silia Sequeria Vantone Architecture and Interior Design LLC 231 Td Avenue Albany, OR 97321 Phone: (541)497-2954 Email: silia@vantonearchitecture.com Page 2 of 25 II. THE SITE AND EXISTING CONDITIONS A. Development Site The regional office facility will occur on tax lot 500 and a portion of tax lot 700. Upon completion of the Site Plan Review process, a Property Line Adjustment application will shift the property line between tax lot 500 and tax lot 700 southward to accommodate the development on tax lot 500 alone. The property takes access from McVay Highway (a minor arterial roadway) and Nugget Way (a Lane County local access road). The site also abuts a City -owned road widening parcel along the eastern boundary. This parcel has been transferred back to the City of Springfield from ODOT with a deed restriction in place for right-of-way use (per recording If 2016-9565, the right-of-way is considered frontage). The City is seeking removal of the ODOT restriction so that a 74' right of way for McVay Highway can be established with any surplus area within this road parcel eligible for transfer to the adjacent property owners. Abutting the site to the north is developed land zoned Light Medium Industrial and Employment Mixed Use. Abutting the site to the west and south is undeveloped land owned by Widish, and planned and zoned Employment Mixed Use. Abutting the site to the east is unimproved land owned by the City of Springfield for the McVay Highway right-of-way improvements. Businesses in the area include: Atkore Plastics Pipe Manufacturing, Oregon Brass Society, and an auto detailing company. The Sarre Group - 375 W 0 Avenue, Suile 201, Eugene, OR 97401 - (541) 6964540 - vrwa.satreamun.oarn Weyerhaeuser NR Company Springfield – WfL Regional Office Map 18-03-03-14, Lot 500 and 700 Site Plan Review Page 3 of 25 B. Planning Context 1. Planning and Zoning Local long-range land use is governed by the Eugene -Springfield Metropolitan Area General Plan (Metro Plan) and is often supplemented with more specific refinement plans and/or neighborhood plan. The Metro Plan, and if applicable, refinement plans, are then followed by site-specific zoning. Sometimes, zoning is comprised of base zoning and overlay zoning. The tax lots included in this development proposal have a base zone of Glenwood Employment Mixed Use (GEMU) and there is no applicable overlay zone. There is one applicable neighborhood -specific refinement plan, the Glenwood Refinement Plan (GRP) of 2014. The 2014 GRP apportioned the Glenwood neighborhood into two planning areas – referred to as the Phase 1 area and the Phase 2 area. The subject property is within Phase 1. The Glenwood Refinement Plan designates the area containing the subject property with a plan designation of Employment Mixed -Use, with a Multi -Modal Area (MMA) overlay. The Metro Plan Designation is Light Medium Industrial. For further detail, see the table below. Excerpt Glenwood Refinement Plan Phase 1 / Phase 2 Area M14 .1—d em—I PFeee BeInNrW entl Fern. Plen 9utrewa E= P. oFe ,P�.n—, nl. •b, Excerpt Springfield Zoning Map 2019 Mep arM Tax Acreage Metre Plan Glenwood Zoning Lot Gesgnalion Refinement Plan (2014) 18-03-03-14/ 2.20 acres Light Medium Glenwood Base: Glenwood Employment 500 Industrial Employment Mixed -Use Mxed-Use Ovelay: N/A 180&0 14/ 1.96 acres Light Medium Glenwood Base: Glenwood Employment 700 Industrial Employment Mixed -Use Mxed-Use Ovelay: N/A 2. Transportation a. TransPlan. The region's adopted transportation plan, Tire Eugene -Springfield Transportation System Plan (TransPlan), adopted in 2001 and amended in 2002, includes two projects in the vicinity of the subject property– Project 833, which would upgrade McVay Highway to a 3 -lane urban facility with intersection improvements at 1-5 and Franklin Boulevard; and Project 854, which would create a multi -use path for the South Bank The Satre Group - 375 West 0 Avenue, Suile 201, Eugene, OR 97401 - (541) 686-4540 - www.satreamup.corn Weyerhaeuser NR Company Springfield — WfL Regional Office Map 18-03-03-14, Lot 500 and 700 Site Plan Review Page 4 of 25 Trail from the Springfield bridges to Seavey Loop Road. The TransPlan also lists McVay Highway as a Bus Rapid Transit Corridor. Future Bikeway Projects Fxceryt TransPlan July 2002 Roadway Projects Excerpt TransPlan July 2002 b. Springfield 2035 Transportation System Plan. The Springfield 2035 Transportation Plan includes one project in the vicinity of the subject property— Project R-20, which would improve McVay Highway by constructing two -or three -lane cross-sections as needed with sidewalks, bicycle facilities, and transit facilities consistent with the Main Street/McVay Highway Transit Feasibility study and project T-3. Excerpt Priority Projects Springfield Transportation System Plan January 2020 c. Public Transit Future The metro area's public transit system, Lane Transit District (LTD), provides service near the development sitevia bus route 85LCC/Springfield. tGlenwood d. Bicycle and Pedestrian Facilities. There are no bike lanes or sidewalks on D McVay Highway. The north side of Nugget Way m is improved with sidewalk, curb and gutter and street trees. The south side of Nugget, abutting A the subject property, is unimproved. Excerpt Lane Transit District Sermce Map 2019 The Satre Group - 375 West 4e Avenue, Suite 201, Eugene, OR 97401 - (541) 8964540 - www.setregreup.com Weyerhaeuser NR Company Springfield — WfL Regional Office Map 18-03-03-14, Lot 500 and 700 Site Plan Review Page 5 of 25 3. Utilities a. Stormwater. The Springfield Stonmwater Facilities MasterPlan shows the subject property as being in the Glenwood Stormwater Basin. The MasterPlan does not show a Priority CIP in the vicinity of the site. An on-site stormwater detention and treatment facility will be installed concurrently with the development. b. Wastewater. There is an existing wastewater line in Nugget Way. At the time of the adoption ofthe Glenwood Refinement Plan, existing sanitary infrastructure in McVaywas small. To address this, the refinement plan included the following: The Glemood Trunk Sewer, owned and operated by Springfield, currently extends east from the Glenwood Pump Station in Franklin Boulevard to the intersection with McVay Highway. This line was Constructed in 2004 and has several laterals stubbed out at adjacent street intersections with Franklin Boulevard to allow for future wastewater line extensions in local streets. To accommodate projected growth in Glenwood, the Springfield Wastewater Master Plan identified extending the Glenwood Trunk Sewer southward in McVay Highway to the overpass for the Central Oregon and Pacific Railroad. This sewer trunk line has now been installed from the Franklin/McVay intersection southward in the McVay right-of-way to a point directly across from the subject property. Thus, sanitary service is available to the property. c. Water and Electric. Existing water and electric infrastructure are on and adjacent to the subject site. There is an existing 10" waterline in Nugget Way and an existing 8" waterline in McVay Highway. d. Fire Protection. There are two existing fire hydrants near the subject property. Due to the planned size of the new building, fire flow needs and distance from the existing hydrants to the new building, two newfire hydrants will be needed. e. Wellhead Protection. The subject site is not within awellhead protection area, nor are there any protection areas near the subject property. 4. Natural Resources a. Wetlands The Springfield Water Quality Limited Watercourses Study does not identify a wetland or Water Quality Limited Watercourse on or near the property. b. Floodplain The subject site is in the 500 Year Flood Zone and there is no base flood elevation determined. Excerpt Flood Zone Map City of Springfield 2020 The Satre Group - 375 West 0 Avenue, S Ile AN, Eugene, OR 6/401 - (541) 8864540 - �.satregreup.00m Weyerhaeuser NR Company Springfield — WfL Regional Office Map 18-03-03-14, Lot 500 and 700 Site Plan Review Parks and Open Space a. The Wllamalane Park and Recreation Comprehensive Plan includes a linear park with a multi -use path along the Glenwood Riverfront, from the Interstate -5 Bridge to the southern tip of Springfield's Urban Growth Boundary. The Glenwood Refinement Plan states that the, "multi -use path passing through the linear park will be a critical link in the regional path system connecting Eugene, Springfield, and, potentially, the Howard Buford Recreation Area and Mount phase l: Park Blocks and Pisgah." The subject property is Rivedronl Linear Park separated from the linear park -_=_i Park Blocks property by McVay highway ander Rlveeroot Linear Park the vacant property east of the highway. Q Franklin RlvaRroN Excerpt Q Mcvay Rrvemont Figure 1D Glenwood Refinement Plan 2014 Page 6 of 25 III. SITE PLAN REVIEW— APPROVAL CRITERIA AND FINDINGS This section is presented in the same order of applicable requirements found in Section 5.17-125, Site Plan Review Criteria of the Springfield Development Code. Applicable sections of the Code are in bold italics, followed by the applicant's response in normal text. A. The zoning is consistent with the Il4etro Plan diagram, and/or the applicable Reffcement Plan diagram, Plan District map, and Conceptual Development Plan. Response: There is no applicable Plan District Map or Conceptual Development Plan for the subject property. There is, however, one Refinement Plan which includes the subject property— the 2014 Glenwood Refinement Plan. The 2014 GRP apportioned the Glenwood neighborhood into two planning areas — referred to as the Phase 1 area and the Phase 2 area. The subject property is within Phase 1. The Glenwood Refinement Plan designates the area containing the subject property with a plan designation of Employment Mixed -Use. The zoning is consistent with the Metro Plan Diagram and the applicable Refinement Plan. The tax lots (Map 1 &030314, Lots 500 and 700) are zoned Glenwood Employment Mixed -Use. They have a Metro Plan designation of Employment Mixed Use (Glenwood) and a Glenwood Refinement Plan (2014) designation ofthe same — Employment Mixed Use (Glenwood). Given this, this application satisfies this criterion. The Salre Group - 375 West 4a Avenue, Suie 201, Eugene, OR W/ l - (541) 8864540 - www.sAreareup.corrl Weyerhaeuser NR Company Springfield - WfL Regional Office Map 18-03-03-14, Lot 500 and 700 Site Plan Review Page 7 of 25 B. Capacity requirements of public and private facilities, including, but not limited to, water and electricity, sanitary sewer and stormwater management facilities; and streets and tragic safety controls shall not be exceeded and the public improvements shall be available to serve the site at the time of developmenf, unless otherwise provided for by this Code and other applicable regulations. The Public Works Director or a utility provider shall determine capacity issues. Response: Public and private facilities are provided as follows: Storm: Public stormwater infrastructure is not available to the subject property. Thus, an on- site stormwater detention, treatment and infiltration facility will be installed concurrent with the development. Sanitary: Sanitary infrastructure is adjacent to the site in Nugget Way and McVay Highway. Water: Water infrastructure is adjacent to the site in Nugget Way and McVay Highway. There is an existing 10" waterline in Nugget Way and an existing 8" waterline in McVay Highway. Electric: Electric infrastructure is adjacent to the site along Nugget Way and McVay Highway. Streets: McVay Highway is a minor arterial and Nugget Way is a Lane County local access road. The site abuts a City -owned road widening parcel along the eastern boundary (TL 1200). This parcel has been deeded back to the City of Springfield from ODOT with a deed restriction in place for right-of-way use (per recording #2016-9565). The City is seeking a 74' right of way for McVay Highway. Some of this parcel (TL 1200) will be utilized for McVay Highway. That which is not needed for right-of-way purposes is anticipated to be available for this project. C. The proposed development shall comply with all applicable public and private design and construction standards contained in this Code and other applicable regulations. Applicable public and private design and construction standards can be found in SDC Chapter 3 - Land Use Districts and in SDC Chapter 4 -Development Standards. The components of these two chapters which are applicable to the proposed development, and proposed compliance with said components, is as follows. SDC Chapter 3 -Land Use Districts SDC Chapter 3 -Land Use Districts includes all Base Zone Districts, Overlay Zone Districts and Plan Districts. Within those, this chapter identifies the land uses that are permitted within each district, basic development standards, and use -specific design standards applicable to certain zones. Because the subject property is in one of Springfield's Plan Districts - the Glenwood Riverfront Mixed -Use Plan District- and has a base zoning district of Employment Mixed -Use, uses and standards applicable to the proposed development can be found in that particular section of the code -SDC 3.4-200. Applicable components of SDC 3.4-200 can be found in the specific sections: 3.4250 Schedule of Use Categories 3.4270 Public and Private Develooment Standards, and 3.4275 Building Design Standards. Project responses in compliance with these sections is as follows. The Sarre Group - 375 W 0 Avenue, Suie 201, Eugene, OR 97401 - (541) 6864540 - �.sarreereun.00m Weyerhaeuser NR Company Page 8 of 25 Springfield — WfL Regional Office Map 18-03-03-14, Lot 500 and 700 Site Plan Review 3.4250 Schedule of Use Categories Response: The subject property is comprised of map and tax lots 17-03-03-14, 500 and 700. The base zoning district for the subject property is Employment Mixed -Use. The Employment Mixed - Use area permits corporate headquarters as a primary use. 3.4270 Public and Private Development Standards SDC 3.4-270.A Public Streets, Alleys and Sidewalks. Response: 1. The subject site fronts McVay Highway to the east. McVay Highway is not improved to urban standards. Per 3.4-270. A.2.f, McVay Highway shall be designed and constructed as a multi- modal facility. Significant infrastructure improvements will be required along the frontage, however, there is uncertainty as to the timing of these improvements. Future improvements on McVay Highway may include a roundabout at the intersection of McVay and Nugget Way. Because of the uncertainty of the specific design and the timing of this future improvement, and that it is anticipated to be a city -facilitated project, the subject property's site plan has been designed in consultation with Springfield personnel to accommodate the future McVay and Nugget improvements but no improvements are proposed as part of this project. 2. The subject site also has direct frontage on Nugget Way to its north. The north side of Nugget Way is partially improved, but not to urban standards. The south side of Nugget, the side abutting the subject property, is also not improved to urban standards. Because future improvements to Nugget are anticipated to include a roundabout at Nugget and McVay, and the roundabout is anticipated to be a city -facilitated project, no improvements are proposed at this time as part of this project. Given this, this standard (SDC 3.4-270.A) is met. SDC 3.4270.6 Street Trees and Curbside Planter Strips. Response: 1. As noted in 3.4-270.A, both fronting streets — McVay and Nugget — are not improved to urban standards and, when future improvements do occur, are anticipated to include a roundabout. As this will be a future public improvement project, which is not designed or funded at this time, street trees and planter strips can only be imagined and are best addressed in the aforementioned Improvement Agreement. Given this, this standard (SDC 3.4-270.13) is met. SDC 3.4-270.0 Lighting. Response: 1. In regards to public street lighting, as noted above, street lights associated with the subject property's frontage along Nugget and McVay are best addressed in the referenced Improvement Agreement. 2. In regards to private on-site lighting, the proposal includes private on-site lighting which shall comply with the Illuminating Engineering Society of North America in compliance with SDC 3.4-270.C.2 as follows: The Sal Group - 375 W 0 Avenue, Suie 201, Eugene, OR 97401 - (541) 8964540 - �.salreereun.00m Weyerhaeuser NR Company Springfield — WfL Regional Office Map 16-03-03-14, Lot 500 and 700 Site Plan Review Page 9 of 25 a. Minimum illumination for on-site areas occupied by site improvements— parking, drive aisles, sidewalks, and pedestrian areas — in a range of 0.5 foot-candles to 1.5 foot- candles. b. Shielded or recessed so that direct glare and reflection are contained within the boundaries of the property and directed downward and away from abutting properties and public rights-of-way. c. Create a safe and secure environment for pedestrians and bicyclists during hours of darkness and reduce or prevent light pollution by minimizing glare. d. Pole lights along drive aisles and parking bays will be 20 feet tall; less that the code maximum of 25 feet and less that the height of the building which will be 22 feet. Given this, this standard (SDC 3.4-270.C) is met. SDC 3.4-270.D Bicycle Facilities. Response: 1. Public bicycle facilities will be addressed in the referenced Improvement Agreement. 2. Private on-site bicycle facilities are addressed below in SDC 3.4-270. G. Given this, this standard (SDC 3.4-270.D) is met. SDC 3.4-270.F Private Property Landscape Standards. Response: 1. The proposed project includes the following general landscape specifications: a. There is no existing vegetation on the site. New vegetation will include species which are suitable for specific site conditions as well as the general climate of the area. b. Plant selection will be diverse. c. Deciduous trees will be a minimum 2 inch caliper. d. Coniferous trees will be a minimum 4-6 feet in height. e. Shrubs shall be a minimum 1 gallon size at planting and meet height and coverage requirements within 4 years of installation. f. Ground cover shall be a minimum 4 -inch pot size at planting, installed in triangular spacing, with coverage within 3 years. Areas not occupied by trees and shrubs will be planted with ground cover. g. Installation will include subgrade establishment, soil preparation, finish grading, and mulching. h. The site will have an automatic underground irrigation system. The proposal includes the following specific landscape design: a. Specific landscape design will be comprised of the three landscape categories called out in the SDC. These categories, their characteristics and locations will be as follows: L1 Landscape Standard. Provided in open areas between buildings and in required setbacks. Comprised of: A mixture of trees, high shrubs, and low shrubs. 1 large tree per 30 linear feet, 1 medium tree per 22 linear feet, or 1 small tree per 15 linear feet for each 1,000 square feet of landscape area 2 high shrubs or 3low shrubs for each 400 sf of landscape area. Ground cover plants shall fully cover the remainder of the area. L2 Landscape Standard. Provided to screen different abutting uses, parking lots, utilities, trash, and recycling enclosures. Comprised of: The Sarre Group - 375 W 0 Avenue, Suie 201, Eugene, OR 97401 - (541) 6964540 - w. estreereun.00m Weyerhaeuser NR Company Springfield — WfL Regional Office Map 16-03-03-14, Lot 500 and 700 Site Plan Review Page 10 of 25 e 1 large tree per 30 linear feet of landscaped area, 1 medium tree per 22 linear feet or one small tree per 15 linear feet. e Shrubs of sufficient size, quantity, spacing to form a continuous screen a minimum 3 feet height within 2 years. A minimum of 10 five -gallon shrubs or 20 one -gallon shrubs for each 1,000 square feet of L2 area. o Trash and recycling areas on the plan will have either a solid minimum 6 -foot wall or continuous hedge. o Utilities shall have shrubs to completely screen the enclosure. o There will be 50 percent coverage within 2 years and 100 percent coverage within 4 years. Lawn or ground cover shall cover the remaining area. L3 Landscape Standard. Provided within parking lots. Comprised of. e At least 10 percent of the interior of a parking lot shall be landscaped. e Stormwater infiltration planter. e Secured wheel stops placed to prevent vehicles from overhang. e 1 large tree per 4 parking spaces or 1 medium tree per 3 parking spaces, or a combination. e 1 medium to small shrub per parking space. e Ground cover shall cover all remaining area. Refer to the enclosed plan set for specifics. Given this, this standard (SDC 3.4-2705) is met. SDC 3.4-270.G VehicletBicycle Parking and Loading Standards. Response: 1. Vehicle Parking. There is no on -street parking along the property's street frontages — Nugget Way and McVay Highway. Employee parking will be surface parking to either side of the building. Fleet parking will be behind the proposed building. One bay (some as one row, some as two rows) of visitor parking will be in front of the building (as permitted in SDC 3.4- 270. G.5.b.i.). Fleet parking will be screened from public view with the mass of the building and L2 landscape. Employee and visitor parking will be screened with L2 landscape. The parking area for the subject property will include: a. Design and improvements in accordance with SDC 4.6-115 and 4.6-120. b. A direct and accessible pedestrian walkway connecting the parking area to the building. The walkway being at least 5 feet wide. c. Landscape area in accordance with the L2 and L3 Standard. d. There is no minimum parking quantity requirement in the Glenwood Plan District. There is a maximum parking quantity. Per SDC 3.4-270. G.6, the maximum parking is 1 space per 350 square feet of building. As the proposed building is 17,343 square feet, the maximum number of allowed parking spaces is 50. e. However, the fleet parking and the southern area of employee parking has been determined to be exempt from this maximum because these two areas satisfy the requirements of "interior courts' (SDG 3.4-270.G.5.a.iii). These are "interior courts' because they will be screened as follows: East Screen I s i screen I West Screen Nath Screen The N. Building On-site L2 landscape, On -ate L2 landscape. On-site L2 landscape, fcflc d by adjacent developinnerit. f. Given this the proposed parking for this project is as follows: The Satre Grcup - 375 West 0 Avenue, Suie 201, Eugene, OR 97401 - (541) 6964540 - w.cw.sstrecreun.com Weyerhaeuser NR Company Springfield — WfL Regional Office Map 18-03-03-14, Lot 500 and 700 Site Plan Review • North Employee Spaces: 17 Page 11 of 25 • East Visitor Spaces: 25 Sub -Total = 42 Spaces (Complies with Code) • South Employee Spaces: 35 • Fleet Spaces: 50 Sub -total = 85 Spaces (Exempt) • Total Spaces = 127 Spaces 2. Bicycle Parking. The new building has two entrances which will include bicycle parking—the entrance at the east fagade, the main building entrance, and the entrance at the west fagade where the primary employee entrance is located. Required bicycle parking will be provided at both of these entrances. • Bicycle parking quantity for the project is as follows: Use I icyde Parking StarMard aicyde Parkin I Provided Category N. No. I short Long N. Spaces Shon Term Long Term Spaces Tenn Term TWO Office 1per 25% 75% 17,343 sq. fl. 25%=1.44 75%=4.34 Employment 3000 sq, proposed spaces spaces fl, of floor building = required, 2 required,6 area 5.78 spaces provided at the provid so A the required, 8 front entrance rear entrance omded • The short-term spaces will be provided outside of the front entrance to the building, facing McVay Highway. This will be with one securely installed bike rack in a covered, lighted, and paced area close to the building entrance. • The long-term spaces will be provided outside of the main employee entrance. Here, too, the spaces will be covered, lighted and near the entry. Given this, this standard (SDC 3.4-270.G) is met. SDC 3.4-270.H Wastewater Facilities and Services. Response: Existing sanitary sewer facilities are available in both Nugget Way and McVay Highway right-of-way. Thus, wastewater service is available for the proposed project. Given this, this standard (SDC 3.4-270.H) is met. SDC 3.4270.1 Stormwater Facilities and Services. Response: Public stormwater facilities are not available to the site. All stormwater will be retained on site to be detained and then allowed to infiltrate. See plans and accompanying stormwater management plan. Given this, this standard (SDC 3.4-270.1) is met. SDC 3.4-270.L Signs. Response: A freestanding monument sign is proposed. All signage for the project will comply with applicable regulations ofthe Springfield Municipal Code (SMC) as specified in Section 8.250. Given this, this standard (SDC 3.4-2701) is met. The Satre Group - 375 Wed 0 Avenue, Suie 201, Eugene, OR 97401 - (541) 8864540 - wew.satreareun.com Weyerhaeuser NR Company Page 12 of 25 Springfield -VVrL Regional Office Map 18-03-03-14, Lot 500 and 700 Site Plan Review 3.4-275 Building Design Standards SDC 3.4-275.0 Building Facades. SDC 3.4-275.0 Building Facades is as follows: C. Building Fagades. The design of buildings and their relationships to the public realm are critical factors in the development of an active and vital pedestrian environment. In all Subareas building fagades shall have the following architectural detailing, 1. The ground floor of a building shall utilize all of the following: a. Incorporate awnings, canopies, porticos, or arcades; b. Provide variation in building materials, including, but not limited to, tile, brick, split -faced concrete block, concrete horizontal siding, masonry veneer, and powder coated aluminum or traditional wood storefronts that are differentiated by trim, paint, and ornamentation; c. Utilize ground floor windows and entrances that provide a high level of transparency by allowing views both inward and outward; and d. Utilize signs or other features, including public art. 2. The upper stories shall utilize all of the following, as applicable: a. Include architectural detailing utilizing some of the same design elements specified in Subsection 3.4-275.C.1.; b. Incorporate a change in the window style, c. Integrate a change in floor height; building step backs, as specified in Subsection 3.4-275.D.4.,, or a combination of these elements; and/or d. Provide differences in height and architectural elements, including, but not limited to, parapets, cornices, and other details that may be used to create interesting and varied rooflines. In addition, building corners may incorporate taller elements, including, but not limited to, towers, turrets, and bays. 3. More than one type of building material may be used for building identity. 4. Building fagades that do not front a street, alley or mid -block connector shall be constructed with design elements similar to those fagades fronting streets. Response: The applicant is proposing the following: 1. The ground floor of the building utilizes the following: a. A canopy provided on all four sides of the building. b. Masonry veneer (stone), two types of wood siding and variation in color and finish. On all four sides of the building. c. Ground floor windows which provide a high level of transparency with views both in and out. J. A main entrance feature utilizing large timbers in an open -frame structure providing the large covered front entrance. 2. There are no upper stories. 3. More than one type of building material is utilized. 4. All four building facades will have design elements similar to the front facade. Given this, this standard (SDC 3.4-275.C) is met with three of the four requirements -1-ground floor treatments, 3 -multiple building materials, and 4 -similar treatments on all facades. Requirement 2 -upper stories has not been met. It is forthis that the applicant is proposing an exception in accordance with SDC 3.4-235. The applicant is proposing a tall 1 -story structure (22 feet to the top roofline) with a variety of high-quality materials, of multiple types, textures and colors and a large abundance of transparent windows. The resulting building will be a positive addition to the neighborhood and the streetscape. The Satre Group • 375 West 4" Avenue, Suite 201, Eugene, OR 97401 • (541) 686-4540 • w ,atreproup.com Weyerhaeuser NR Company Springfield - WIL Regional Office Map 18-03-03-14, Lot 500 and 700 Site Plan Review Page 13 of 25 SDC 3.4-275.D Height. SDC 3.4-275.D is as follows: D. Height. The following standards are intended to allow for a range of building heights within a development area, support an interesting skyline and the ability to market view properties, and reduce impacts of shading from tall structures on the public realm. Lower structures combined with taller structures within a single development area will be permitted to allow for a variety of design solutions. 1. In all Subareas, the minimum building height shall be 2 stories above grade. EXCEPTION: Single -story buildings shall be only permitted within a portion of a development area in Subareas B, C and D. If a single -story building is proposed, the minimum height shall be 20 feet. 2. In all Subareas, there shall be no maximum building height. EXCEPTION: In all Subareas, the maximum building height shall be 3 stories for the portion of a building between the Greenway Setback Line and the Willamette Greenway Overlay District boundary, as specified in Section 3.2- 280. 3. In Subareas A, B, C, and Assessor's Maps and Tax Lots 18-03-03-11-01401, 17-03- 34-44-03300, and 17-03-34-44-00301, step backs that are a minimum of 15 feet wide shall be required beginning at the fourth story of a building and after each additional stories to minimize shadow impacts and reduce the scale of the building as perceived along the street. Uses for the lower roofs may include, but not be limited to, balconies and observation decks. 4. In all Subareas, non-residential ground floor space (commercial/office/light manufacturing businesses) shall have a minimum floor to floor height of 15 feet to accommodate space for mechanical systems. Response: The applicant is proposing the following: 1. The proposed building is a single -story structure with a 22 -foot building height. 2. As there is no maximum building height, this requirement does not apply. 3. As the proposal is in Subarea D, this requirement does not apply. 4. The ground floor height is 1 T-6". Whereas this may not meet the specific dimensional requirement, the proposal does nonetheless, meet the intent, which is to provide space for mechanical systems, because there is a large attic space above the first floor to accommodate the building system indoors. Given this, this standard (SDC 3.4-275.D) has been met as the first requirement 1 -minimum building height has been met, requirements 2 and 3 do not apply and requirement 4 -minimum first floor height satisfies the intent of that requirement. SDC 3.4275.E Massing/Building Articulation. SDC 3.4-275.E is as follows: E. Massing/Building Articulation. Where buildings are highly visible from public areas, massing shall be addressed by articulating the fagades with insets and projections to create visual interest and enhance views from the adjacent public realm. In all Subareas., 1. All sides of a building that are open to public view shall receive articulation design consideration. Flat blank walls shall not be permitted along these areas. 2. To break up vast expanses of single element building elevations, applicable to both length and height, building articulation shall be accomplished through The Satre Group • 375 West 4" Avenue, Suite 201, Eugene, OR 97401 • (541) 686-4540 • w ,atreproup.com Weyerhaeuser NR Company Springfield - WIL Regional Office Map 18-03-03-14, Lot 500 and 700 Site Plan Review Page 14 of 25 combinations of the following techniques. Each story shall contain a minimum of 3 features listed below., a. Small insets and projections to break up the wall surface and create a more human -scale environment. A landscaped or raised planter bed may be provided within each recess or projection that contains plant materials, including, but not limited to, trees and/or shrubs; and trellises for climbing vines that will grow to screen the wall. Building insets and projections are different from building setbacks specified in Subsection 3.4-275.H. b. Repeating window patterns and window trim. c. Providing design elements specified in Subsection 3.4-275C.1. d. Variation in rooflines, including, but not limited to, dormers, stepped roofs, gables, and cornices. If building wall offsets are used, breaks in roof elevation with a minimum of 3 feet or more in height shall be used. Mansard style roofs shall not be permitted. e. Changing building materials or colors. f. Providing art, including, but not limited to, mosaics, murals, decorative masonry patterns, sculpture, or reliefs. Response: The applicant is proposing the following: 1. There are two sides of the building open to public view, the east side facing McVay Highway and the north side facing Nugget Way. Both of these facades have an articulated design in accordance with requirement 2 below. 2. Each facade has a minimum of 3 of the cited features. Features included in the proposal include the following. a. A projection has been provided on the east facade where the main building entry is located. A projection, by way of extended building structure providing for a covered entrance is provided on both facades. b. Repeating window patterns and window trim have bene provided on both facades. c. Multiple design elements specified in SDC 3.4-275.C.1 are provided, including structural canopies, masonry veneer, multiple siding materials, transparent windows, and a main entry feature of a large timber frame design. J. Variation in roof lines with the use of a gable roof extension. e. Changing building materials. f. Decorative masonry has been provided. Given this, this standard (SDC 3.4-275.E) is met. SDC 3.4-275.F Windows and Doors. SDC 3.4-275.F is as follows: F. Windows and Doors. The proportions, materials, and detailing of windows and doors are key to the attractiveness of a building and an active streetscape. A significant amount of glass adds to the pedestrian character of the development by visually linking interactions between people inside and outside of buildings, and by offering a clear view from the sidewalk to the interior space of shops, office lobbies, merchandise displays, and working areas. Windows and doors also contribute to a safe pedestrian environment by allowing "eyes on the street' both day and night. Transparency for residential buildings is measured along a line 5 feet above the first floor finished elevation. Transparency for other buildings is measured along a line 5 feet above the sidewalk elevation. 1. Ground Floor Windows and Doors That Face a Public Street, Alley or Mid -Block Connector. The following standards apply to primary entrances to buildings. The Satre Group • 375 West 4' Avenue, Suite 201, Eugene, OR 97401 • (541) 686-4540 • w ,atreproup.com Weyerhaeuser NR Company Springfield - WIL Regional Office Map 18-03-03-14, Lot 500 and 700 Site Plan Review Page 15 of 25 d. In Subarea D: L Light manufacturing windows and doors shall comprise a minimum of 40 percent of the length and 25 percent of the wall area of a building's first floor fagades to allow views into lobbies and work areas and allow persons inside to look out. ii. Commercial and office windows and doors shall comprise a minimum of 60 percent of the length and 25 percent of the wall area of a building's first floor fagades to allow views into lobbies, merchandise and work areas and allow persons inside to look out. 2. Upper Story Windows That Face a Public Street, Alley or Mid -Block Connector. In all Subareas, upper story windows shall be required on all building fagades and shall comprise a minimum of 25 percent of the length of the building's fagade for each story. EXCEPTION: In Subarea D (except for Assessor's Maps and Tax Lots 18-03-03- 11-01401,17-03-34-44-03300, and 17-03-34-44-00301), window -like treatments (e.g., window frames or tromp d'oeuil windows), may be substituted. 3. In all Subareas, the use of low -reflective glass shall be encouraged as an energy conservation method. 4. In all Subareas, frosted glass, spandrel windows, and other types of glass or film coatings between 3 feet above the sidewalk grade to 8 feet above the building slab that diminish transparency on the ground floor shall be prohibited. Response: The applicant is proposing the following: 1. The primary entrance to the building is in the east fagade, the fagade facing McVay Highway. There windows and doors are as follows. East Facade Buildino Length I Standard Propose! 1' Floor Wall Area Standard Propose! 134'6" 60% of 44.2% 134'6'x11'6" 25%of wall 19.4% length 1,547 sq. ft. area 8018 59' 6" feet 386' 9" sq. ft. 300 sq. ft. 2. As there is no upper story, there are no upper story windows. 3. Low reflective glass is proposed. 4. Frosted glass or other types of glass or film coatings are not proposed. Given this, this standard (SDC 3.4-275.6-) is met with two of the four requirements 3 -use of low reflective glass and 4 -no frosted or coated glass. Requirement 1 -ground floor windows and doors on the fagade containing the building's primary entry has not been met. As for length, whereas the standard is 60%, 44.2 % is proposed. As for wall area, whereas 25% is the standard, 19.4 is proposed. Requirement 2 -upper stories has not been met as there is no upper story. It is for this -window and door area and upper story windows -that the applicant is proposing an exception in accordance with SDC 3.4-235. The applicant is proposing a tall 1 -story structure (22 feet to the top roofline) with a variety of high-quality materials, of multiple types, textures and colors, a large abundance of transparent windows, a building projection at the main entrance and a structural roof extension/canopy. The resulting building will be interesting and attractive. It will be a positive addition to the neighborhood and the streetscape. SDC 3.4-275.G Orientation and Entrances. SDC 3.4-275.G is as follows: The Satre Group • 375 West 4" Avenue, Suite 201, Eugene, OR 97401 • (541) 686-4540 • w ,atregrouo.com Weyerhaeuser NR Company Springfield - WIL Regional Office Map 18-03-03-14, Lot 500 and 700 Site Plan Review Page 16 of 25 G. Orientation/Entrances. Safe, appealing, and comfortable street environments are necessary in order to promote walking and support public health. All buildings shall be oriented towards the public realm, including streets, mid -block connectors, parks and open space. Primary entrances to buildings shall be designed so that they are not easily confused with entrances into ground floor businesses, provided with lighting for night time safety and security,, and oriented so that pedestrians have a direct and convenient route from the sidewalk. Corner lots/parcels offer unique possibilities because of their visibility and access from two streets, and create unique spaces of concentrated activity where pedestrians, bicyclists and motorists come together. These possibilities include, but are not limited to: cafe seating, sidewalk vending, or the provision of public art or water features. 1. In all Subareas: a. Primary entrances to all new buildings located on a street, alley or mid -block connector shall be designed to include at least 3 of the following design elements: an awning, canopy, overhang, or arch above the entrance,, recesses or projections in the building fagade surrounding the entrance; a peaked roof or raised parapet structures over the door,, or display windows surrounding the entrance. Primary entrance design elements attached to buildings shall be: L At least 9 feet above the sidewalk orgrade; fl. Suspended from the building (i.e., not supported by posts or columns that may interfere with pedestrian traffic); and iii. Allowed to extend over the sidewalk portion of the right-of-way. b. Primary entrances to all new buildings located on a corner lot parcel shall face either the higher classification street or the intersection, using a cutaway, diagonal or other entrance design. If both streets are the same classification, one street may be chosen as the primary entrance. i. Enhanced building corners may include characteristics as specified in Subsection 3.4-275.G.1.a. ii. The location of stairs, elevators, and other upper story building access points shall be located in coordination with corner building entrances and maintain the opportunity for sidewalk -level building retail opportunities to occur at corners. c. Primary pedestrian ingress and egress for parking structures shall be as specified in Subsection 3.4-275.K.2. 3. In Subarea D, entries to light manufacturing buildings shall portray an office like appearance while being architecturally related to the overall building composition. 4. In all Subareas, secondary entrances shall face the side or rear of all new buildings to allow access to available parking, where necessary. Response: The applicant is proposing the following: 1. The primary entrance; a. Includes the following specified features: a canopy above the entrance, a projection of the building facade at the entrance, a peaked roof over the entrance, and display windows surrounding the entrance. The primary entrance design elements are at least 9 feet above grade. Note: there is no need for the primary entrance canopy to be suspended as it does not extend over a sidewalk of the adjacent right-of-way. b. Faces the higher -order street, McVay Highway. c. Is not associated with a parking structure. 3. Is not a light manufacturing building. 4. Includes secondary entrances on the sides and rear of the building to allow access to adjacent parking. Given this, this standard (SDC 3.4-275.G) is met. The Satre Group • 375 West 4" Avenue, Suite 201, Eugene, OR 97401 • (541) 686-4540 • w ,atreproup.com Weyerhaeuser NR Company Springfield - WT L Regional Office Map 18-03-03-14, Lot 500 and 700 Site Plan Review Page 17 of 25 SDC 3.4-275.H Build -to Lines and Building Setbacks. SDC 3.4-275.H is as follows: H. Build -to Lines and Building Setbacks. 1. Build -to Lines. An urban streetscape is created by locating new buildings close to the street and close to one another wherever practical. The streetscape creates a sense of enclosure along sidewalks and provides a variety of street level fagades. These standards establish a pleasant and diverse pedestrian experience by connecting activities occurring within a structure to adjacent sidewalk areas. The build -to line is a line that is parallel to the property line and contiguous with the sidewalk, interfaces with the fagade of the building, and equates to a zero setback. In all Subareas, buildings shall be constructed up to the build -to line, unless the developer desires a building setback as specified below. Pedestrian amenities shall be addressed as specified in Subsection 3.4-275.1.2.a. 2. Building Setbacks. a. In Subarea D, south of the Union Pacific railroad trestle and outside of the nodal development area, the applicant shall comply with the building setback standard specified in Subsection 3.4-275.H.2.a. EXCEPTION., I. To accommodate on-site vehicle maneuvering and/or visitor parking that is permitted in the front of a building as specified in Subsection 3.4-270G.b.1., a building may be set back more than 10 feet from the build -to line. In this case, in order to justify the need for the additional setback, the applicant shall submit information, including, but not limited to, types of vehicles proposed to service the proposed use, vehicular turning radii for these vehicles, and the visitor parking layout, as necessary. The additional building setback shall be the minimum required for the proposed use. ii. Where buildings are not located directly adjacent to the sidewalk, the developer shall take into account pedestrian safety by constructing a clearly defdned pedestrian walkway across the vehicle maneuvering and/or visitor parking area from the public sidewalk on McVay Highway or other street to the sidewalk serving the primary building entrance. (1) Where transit stops occur in the public right-of-way, pedestrian walkways shall provide a clear and direct connection from the main building entrances to the transit stop. (2) In parking lots, all internal pedestrian walkways shall be distinguished from driving surfaces through a visual, textural, and vertical separation. Examples include durable, low maintenance surface materials such as pavers, bricks, and/or scored/pressed concrete placed to provide an attractive pedestrian route of travel free of abrupt changes in elevation. Special railing, bollards and/or other architectural features shall be required along the pedestrian walkway in the area between parking spaces near the building entrance. (3) Pedestrian walkways within parking areas shall be a minimum of 5 feet in width to provide a clear, unobstructed passage. c. In all Subareas, public park structures including, but not limited to, kiosks and restroom facilities, shall be exempt from all building setback standards. d. In all Subareas, no parking shall be permitted within any building setback. The Satre Group • 375 West 4' Avenue, Suite 201, Eugene, OR 97401 • (541) 686-4540 • w ,atreprouo.com Weyerhaeuser NR Company Springfield - WIL Regional Office Map 18-03-03-14, Lot 500 and 700 Site Plan Review Page 18 of 25 EXCEPTION: In Subarea D, south of the Union Pacific railroad trestle and outside of the nodal development area (except for Assessor's Maps and Tax Lots 18-03-03-11-01401, 17-03-34-44-03300, and 17-03-34-44-00301), parking is permitted as specified in Subsections 3.4-270.G.b.1. and 3.4 275.H.2.b. Response: The applicant is proposing the following: 1. In accordance with SDC 3.4-275.H.2.a.i, the proposal includes the minimum needed building setback after allowing for vehicle maneuvering and visitor parking in front of the building. The types of vehicles, vehicle turning radii and parking layout are shown on the site plan included with this application. Given the particulars of this specific application regarding the possibility of a roundabout at the intersection of McVay Highway and Nugget Way and the existence of a surplus right-of-way tax lot, the applicant has worked with the city of Springfield in forecasting the horizontal extent of this future roundabout and located the proposal's improvements as close to that future roundabout right-of-way as possible. 2. In accordance with SDC 3.4-275.H.2.a.ii, the proposal includes clearly defined pedestrian walkways across the vehicle maneuvering area. These extend from the building entrance to the adjacent streetside sidewalk for both McVay Highway and Nugget Way. They are of a contrasting material (concrete vs. asphalt for vehicle areas) and are at the adjacent sidewalk grade (6 inches above the vehicle grade). They are a minimum of 5 feet wide. They are located at both ends of the visitor parking area. Given this, this standard, (SDC 3.4-275.H) is met. SDC 3.4275.1 Pedestrian Amenities. SDC 3.4-275.1 is as follows: Pedestrian Amenities. 1. The intent of the pedestrian amenities is to provide comfortable and inviting pedestrian spaces. Pedestrian amenities serve as informal gathering places for socializing, resting, and enjoyment of the Glenwood Riverfront, and contribute to a walkable environment. Pedestrian amenities shall be consistent with the character and scale of surrounding developments, intended use and expected number of people. 2. Pedestrian Amenities Standards. The pedestrian standards are minimums. The developer is encouraged to provide additional pedestrian amenities. a. Where there is no building setback, the following coordinated pedestrian amenities shall be provided on each block or development area, as applicable, located between the curb and the build -to -line., L At least 1 bench for every 80 feet of street frontage; fl. At least 1 trash receptacle for every 80 feet of street frontage; and iii. At least 1 pedestrian -scale wall mounted light meeting the standards specified in Subsection 3.4-270.C.2 for every 50 feet of street frontage. b. Where there is a building setback, in addition to the pedestrian amenities specified in Subsection 3.4-2751.2.a., 2 additional pedestrian amenities from the list specified in Subsection 3.4-275.1.2.c., shall be provided for each 80 feet of street frontage. c. Additional pedestrian amenities include, but are not limited to: L Sitting space (e.g., outdoor seating areas for restaurants, benches, garden wall or ledges between the building entrances and sidewalk); The Satre Group • 375 West 4" Avenue, Suite 201, Eugene, OR 97401 • (541) 686-4540 • w ,atreproup.com Weyerhaeuser NR Company Springfield -Nf1L Regional Office Map 18-03-03-14, Lot 500 and 700 Site Plan Review Page 19 of 25 fl. Building canopy, awning, pergola, or similar weather protection (minimum projection of 4 feet over a sidewalk or other pedestrian space); iii. Transit shelters; iv. Information kiosks; v. Sidewalk displays; vi. Drinking fountains; vii. Wayfinding signage for pedestrians consisting of a distinctive logo and directional guidance to neighborhood destinations; viii. Planting beds, hanging flower baskets, large semi-permanent potted plants, and/or ornamental planters; ix. Pedestrian -scale lighting either freestanding or attached to the face of the building as specified in Subsection 3.4-270.C.2 for every 50 feet of street frontage; x. Decorative pavement patterns and tree grates; xi. Decorative clocks; xii. Public art sculpture, statues, murals, or fountains; xiii. Bicycle racks xiv. Stands selling flowers, food or drink, as may be permitted by the Springfield Municipal Code; and xv. Entry steps, porches and front gardens for residential mixed-use buildings. 3. The 80 -foot spacing standard in Subsection 3.4-275.1.2.a. above maybe flexed, and pedestrian amenities may be grouped or placed closer than this standard, as long as the quantity of amenities meets the minimum requirements and the spacing averages 80 feet along the street frontage. Response: The applicant is proposing the following: 1. There are two levels of required pedestrian amenities - a'base level' where a specified minimum level of amenities are required whether there is a building setback or not, and an 'additional level' where an additional amount of amenities are required in addition to the base level when there is a building setback. 2. Given the specific nature of this proposal, that there is anticipated to be a future roundabout at the intersection of McVay Highway and Nugget Way, and that it would be a city -initiated public improvement project out of the hands of or control of the applicant, there are no streetscape improvements included in this current proposal. Pedestrian amenities will, naturally, be part of that future project. A stated above in SDC 3.4-275.1.1, the intent of the pedestrian amenities is to "provide comfortable and inviting pedestrian spaces... to serve as informal gathering places for socializing, resting, and enjoyment of the Glenwood Rivedront, and contribute to a walkable environment" and the "amenities shall be consistent with the character and scale of surrounding developments, intended use and expected number of people." Because there is no walkable environment, there will be no expected number of people. Because adjacent street improvements are to be by another process at another time, there is no pedestrian realm to enhance. Thus, there is no utility in providing any amenities at this time. Given this, the applicant is asking for an exception to SDC 3.4-275.1. SDC 3.4-275.J Screening Roof -Top Mechanical Equipment. Response: Architectural elevations document that there is no roof -top mechanical equipment. Given this, this standard (SDC 3.4-275.J) is met. The Satre Group • 375 West 4" Avenue, Suite 201, Eugene, OR 97401 • (541) 686-4540 • w ,atreproup.com Weyerhaeuser NR Company Springfield -VVrL Regional Office Map 18-03-03-14, Lot 500 and 700 Site Plan Review Page 20 of 25 SDC Chapter 4 -Development Standards SDC Chapter 4 -Development Standards address general development standards that are applicable to all development as well as special standards for certain uses. In the case of the proposed development, as cited in Section 3.4-200, where the development standards of the Glenwood Riverfront Mixed -Use Plan District conflict with standards found in other sections of the code, the standards of the Plan District will prevail, unless there is a specific reference to another SDC Section. In that case, the referenced Section's standards will prevail. Here, the following specific sections apply to the project. These, and project responses in compliance with those standards, are as follows. SDC 4.2-100 Infrastructure Standards - Transportation SDC 4.2-120 Site Access and Driveways A. Site Access and Driveways - General. 1. All developed lots/parcels shall have an approved access provided by either direct access to a., a. Public street or alley along the frontage of the property,, b. Private street that connects to the public street system, c. Public street by an irrevocable pint use/access easement serving the subject property that has been approved by the City Attorney, where: L A private driveway is required in lieu of a panhandle driveway, or ii. Combined access for 2 or more lots/parcels is required to reduce the number of driveways along a street. Response: The subject property fronts McVay Highway and Nugget Way, both public streets. Access will be provided to each. B. Driveway access to local streets is generally encouraged in preference to streets of higher classification. Response: The proposal includes a driveway to Nugget Way, a local street. In consultation with Springfield staff, it is envisioned that this will be a two-way full -access driveway. The proposal also includes a driveway to McVay Highway. Here, also in consultation with Springfield staff, this will be a two-way, full -access driveway. However, it could become limited to a right-in/right-out driveway in the future. There is also a third driveway, to the west off of Newman Street. This will provide access to a local street for the adjacent property to the south of the subject property. C. Driveways shall be designed to allow safe and efficient vehicular ingress and egress as specified in Tables 4.2-2 through 4.2-4 and the City's Engineering Design Standards and Procedures Manual and the Public Works Standard Construction Specifications. SDC Table 4.2-2 Driveway Design Specifications 2 -Way Driveway Width - Commercial: 24 feet minimum, 35 feet maximum. Transition Width: 8 feet minimum, no maximum. Driveway Throat Depth: 18 feet Response: All three proposed driveways comply with these requirements. SDC Table 4.2-3 Curb Return Driveway Design Specifications Response: Curb return driveways are not proposed. The Satre Group • 375 West 4" Avenue, Suite 201, Eugene, OR 97401 • (541) 686-4540 • w ,atreproup.com Weyerhaeuser NR Company Page 21 of 25 Springfield - WIL Regional Office Map 18-03-03-14, Lot 500 and 700 Site Plan Review SDC Table 4.2-4 Minimum Separations between a Driveway and the Nearest Intersection Curb Return on the Same Side of the Street Commercial: Arterial- 200 feet; Collector -100 feet; Local - 75 feet. Response: McVay, an arterial = approximately 330 feet. Nugget, a local street = approximately 160 feet. Newman, a local street = approximately 85 feet. SDC 4.2-130 Vision Clearance A. All corner lots/parcels shall maintain a clear area at each access to a public street and on each corner of property at the intersection of 2 streets or a street and an alley in order to provide adequate sight distance for approaching traffic. B. No screen or other physical obstruction is permitted between 2-112 and 8 feet above the established height of the curb in the triangular area (see Figure 4.2-A). EXCEPTION: Items associated with utilities or publicly owned structures for example, poles and signs, and existing street trees may be permitted. C. The clear vision area shall be in the shape of a triangle. Two sides of the triangle shall be property lines for a distance specified in this Subsection. Where the property lines have rounded corners, they are measured by extending them in a straight line to a point of intersection. The third side of the triangle is a line across the corner of the lot/paroel joining the non -intersecting ends of the other 2 sides. The following measurements shall establish the clear vision areas: Response: The proposed development is a corner lot - at the corner of McVay Highway and Nugget Way. There are two new driveways associated with the proposed development along with a third driveway on the west side of the development area which will provide local street access to the property to the south of the current development. Each of these complies with vision clearance requirements. Vision clearance triangles are shown on the site plan. SDC 4.2-135 Sidewalks A. Sidewalks and planter strips abutting public streets shall be located wholly within the public street right-of-way, unless otherwise approved by the Public Works Director. B. Sidewalks shall be designed, constructed, replaced or repaired as specified in the City's Engineering Design Standards and Procedures Manual, the Public Works Standard Construction Specifications and the Springfield Municipal Code, 1997. New sidewalk design shall be consistent with existing sidewalk design in the same block in relation to width and type C. Planter strips may be required as part of sidewalk construction. Planter strips shall be at least 4.5 feet wide and long enough to allow the tree to survive. Maximum planter strip width is dependent upon the type of tree selected as specified in the City's Engineering Design Standards and Procedures Manual. Response: There are no existing sidewalks adjacent to the subject property. None are included in this current proposal. However, the proposed site plan has been generated to include both sidewalks and planter strips along all three abutting streets. A 7 -foot -wide curbside planter strip and 7 -foot -wide sidewalk is accommodated on McVay Highway and Nugget Way. A 5 -foot -wide curbside planter strip and 5 -foot -wide sidewalk is accommodated on Newman Street. Setbacks for fencing, screening, and parking bays are located to accommodate the future sidewalks and planter strips. The enclosed site plans 13.0 and 13.1 illustrate this plan. The Satre Group • 375 West 4" Avenue, Suite 201, Eugene, OR 97401 • (541) 686-4540 • w ,atreproup.com Weyerhaeuser NR Company Springfield - WIL Regional Office Map 18-03-03-14, Lot 500 and 700 Site Plan Review Page 22 of 25 SDC 4.2-140 Street Trees A New Street Trees. New street trees shall beat least 2 inches in caliper. New street trees shall be selected from the City Street Tree List and installed as specified in the City's Engineering Design Standards and Procedures Manual. The Public Works Director shall determine which species are permitted or prohibited street trees. Response: There are no existing street trees along any of the three abutting streets. However, as noted in regards to sidewalks, the site plan has been generated with street trees in mind. The long-range plan, Sheet L3.1, includes a 7 -foot -wide curbside planter strip with the intention that a future public improvement project for the streets will include street trees. SDC 4.2-145 Street Lighting A. Street Lighting shall be included with all new developments or redevelopment. Existing streetlights shall be upgraded to current lighting standards with all new developments or redevelopment as determined by the Public Works Director. The developer is responsible for street lighting installation costs. Response: As the abutting streets are not improved to urban standards (as intimated in the discussion above regarding sidewalks and street trees), there are also no streetlights present. However, the site plan has been generated with the assumption that the adjacent street will eventually be improved. Given this, there is room for streetlights. SDC 4.3-100 Infrastructure Standards - Utilities SDC 4.3-105 Sanitary Sewers A. Sanitary sewers shall be installed to serve each new development within the city limits and to connect developments to existing mains... Response: Sanitary infrastructure is adjacent to the site in Nugget Way and McVay Highway. SDC 4.3-110 Stormwater Management B. The approval authority shall grant development approval only where adequate public and/or private stormwater management system provisions have been made as determined by the Public Works Director, consistent with the policies set forth in the Stormwater Management Plan and the Engineering Design Standards and Procedures Manual. The stormwater management system shall be separated from any sanitary sewer system. Surface water drainage patterns shall be addressed on every Preliminary Site Plan, Tentative Partition or Subdivision Plan. C. A stormwater management system shall accommodate potential run-off from its entire upstream drainage area, whether inside or outside the development. The Public Works Director shall determine the necessary size of the facility, based on adopted Public Facility Plans and Stormwater Facility Master Plans. The developer shall pay a proportional share of the cost according to adopted City Council policy. D. Run-off from a development shall be directed to an approved stormwater management system with sufficient capacity to accept the discharge. Where the Public Works Director determines that additional run-off resulting from the development will overload an existing stormwater management system, the Approval Authority shall withhold Development Approval until provisions, consistent with the Engineering Design Standards and Procedures manual, have been made to correct or mitigate the condition. E. Any development with a stormwater threshold management requirement of 1,000 square feet of impervious surface area shall be required to employ stormwater management practices consistent with the Springfield Engineering Design Standards The Satre Group • 375 West 4" Avenue, Suite 201, Eugene, OR 97401 • (541) 686-4540 • w ,atreproup.com Weyerhaeuser NR Company Springfield - WfL Regional Office Map 19-03-03-14, Lot 500 and 700 Site Plan Review Page 23 of 25 and Procedures Manual, which minimize the amount and rate of surface water runoff into receiving streams. Response: Public storrrwater infrastructure is not available to the subject property. Thus, an on-site stormwater detention, treatment and infiltration facility will be installed concurrent with development. F. Mentitication of Water Quality Limited Watercourses. Response: There are no Water Quality Limited Watercourses on or adjacent to the development site. Therefore, this standard does not apply. G. Protection of Riparian Area Functions. Response: There are no riparian areas on or adjacent to the development site, therefore, there are none to protect. This standard does not apply. SDC 4.3-125 Underground Placement of Utilities; and SDC 4.3-130 Water Service and Fire Protection Response: New utilities associated with the project will be placed underground. Water service is available from both McVay Highway and Nugget Way. In consultation with Springfield staff, two new fire hydrants will be provided. These are shown on the site plan. SDC 4.3-140 Public Easements A. Utility Easements. The applicant shall make arrangements with the City and each utility provider for the dedication of utility easements necessary to fully service the development or land beyond the development area as necessary. The minimum width for public utility easements adjacent to street rights-of-way shall be 7 feet The rrcnimum width for all other public utility easements shall also be 7 feet However, the utility provider or the Public Works Director may require a larger easement for major water mains, major electric power trainsrnission lines... or in any other situation to allow maintenance vehicles to set up and perform the required maintenance or to accommodate multiple utility lines. Where feasible, utility easements shall be centered on a lot/parcel line. Response: There are several existing easements on and adjacent to the subject property. These are listed and described in the enclosed Preliminary Title Report and shown on the site plan. Some are to be vacated. Some will remain. This, too, is shown on the site plan. Should new easements be required, the applicant will follow through with what is needed. SDC 4.4-100 Landscaping. Screening and Fence Standards SDC 4.4-105 Landscaping Response: Landscape requirements are addressed herein at SDC 3.4-270.F. SDC 4.4-110 Screening; and SDC 4.4-115 Fences Response: Screening requirements are addressed herein at SDC 3.4-270.F. Fencing for the project is shown and described on the site plan, Sheet L3.0. The Salre Group - 375 W 0 Avenue, Suie 201, Eugene, OR W401 - (541) 8964540 - �.salreemun.00m Weyerhaeuser NR Company Page 24 of 25 Springfield — WIL Regional Office Map 18-03-03-14, Lot 500 and 700 Site Plan Review SDC 4.5-100 On -Site Lighting Standards Response: On-site lighting requirements are addressed above at SDC 3.4-270.C. SDC 4.6100 Vehicle Parking, Loading and Bicycle Parking Standdrd5 Response: Vehicle and Bicycle requirements are addressed above at SDC 3.4-270.G. D. Parking areas and ingress -egress points have been designed to: facilitate vehicular traffic, bicycle and pedestrian safety to avoid congestion; provide connectivity within the development area and to adjacent residential areas, transit stops, neighborhood activity centers, and commercial, industrial and public areas,, minimize driveways on arterial and collector streets as specified in this Code or other applicable regulations and comply with the COOT access management standards for State highways. Response: Parking areas and ingress -egress points are addressed above at SDC 3.4-270.A and 3.4-270.G. E. Physical features, including, but not limited to: steep slopes with unstable soil or geologic conditions; areas with susceptibility of flooding, significant clusters of trees and shrubs, watercourses shown on the WQLW Map and their associated riparian areas; other riparian areas and wetlands specified in Section 4.3-117, rock outcroppings; open spaces, and areas of historic and/or archaeological significance, as may be specified in Section 3.3-900 or ORS 97.740-780, 358.905-955 and 390.235-240, shall be protected as specified in this Code or in State or Federal law. Response: Of the physical features listed in this criterion, the following features and how the proposal addresses those is as follows: • Steep Slopes with unstable soil or geologic conditions. There are no steep slopes on the subject property. • Areas with susceptibility of flooding. There are no areas susceptible to flooding. • Significant clusters of trees and shrubs. There are trees on the property. • Watercourses shown on the WQLW Map and their associates riparian areas. There are no watercourses on the site. • Other riparian areas and wetlands. There are no riparian areas or wetlands. • Rock outcroppings. There are no areas of rock outcroppings • Open spaces. As it is defined in the Springfield Development Code, there are no open spaces on the site. • Areas of historic and/or archeological significance. There are no known historic or archeological areas on the site. IV. EXEMPTION REQUEST The above information represents known applicable planning, zoning, site development and building design requirements for the contemplated project. It presents known physical conditions and contexts. It captures the project's primary development objective. Based on the information contained in this written statement, associated exhibits and plan set the applicant believes that the proposed project meets the criteria of approval contained in the Springfield Development Code. This is accurate but for three specific standards where the applicant is citing SDC 3.4-235 and is asking for an exemption in those three specific cases. These are explained in detail above but for reference are repeated here: The Satre Group • 375 West 4"Avenue, Suite 201, Eugene, OR 97401 • (541) 68&4540 • w patregmup. com Weyerhaeuser NR Company Springfield — WfL Regional Office Map 18-03-03-14, Lot 500 and 700 Site Plan Review Page 25 of 25 • SDC 3.4-275.0 Building Facades. In regards to SDC 3.4-275.0 Building Facades, as stated above, this standard has been met with three of the four requirements -1 -ground floor treatments, 3 -multiple building materials, and 4 -similar treatments on all facades. Requirement 2 -upper stories has not been met. It is for this that the applicant is proposing an exception in accordance with SDC 3.4-235. The applicant is proposing a tall 1 -story structure (22 feet to the top roofline)with a variety of high-quality materials, of multiple types, textures and colors and a large abundance of transparent windows. The resulting building will be a positive addition to the neighborhood and the streetscape. • SDC 3.4-275.F Windows and Doors. In regards to SDC 3.4-275.F Windows and Doors, as stated above, this standard has been met with two of the four requirements 3 -use of low reflective glass and 4 -no frosted or coated glass. Requirement 1 -ground floor windows and doors on the fagade containing the building's primary entry has not been met. As for length, whereas the standard is 60%, 44.2 % is proposed. As forwall area, whereas 25% is the standard, 19.4% is proposed. Requirement 2 -upper stories has not been met as there is no upper story. It is for this —window and door area and upper story windows — that the applicant is proposing an exception in accordance with SDC 3.4-235. The applicant is proposing a tall 1 - story structure (22 feet to the top roofline) with a variety of high-quality materials, of multiple types, textures and colors, a large abundance of transparent windows, a building projection at the main entrance and a structural roof extension/canopy. The resulting building will be interesting and attractive. It will be a positive addition to the neighborhood and streetscape. SDC 3.4275.1 Pedestrian Amenities. In regards to SDC 3.4-275.1 Pedestrian Amenities, as stated above, the intent of the pedestrian amenities is to "provide comfortable and inviting pedestrian spaces... to serve as informal gathering places for socializing, resting, and enjoyment of the Glernvood Riverfrond, and contribute to a walkable environment" and the "amenities shall be consistent with the character and scale of surrounding developments, intended use and expected number of people." Because there is no walkable environment, there will be no expected number of people. Because adjacent street improvements are to be by another process at another time, there is no pedestrian realm to enhance. There is no utility in providing any amenities at this time. Given this, in accordance with SDC 3.4-235, the applicant is asking for an exemption to these three standards for the cited reasons. V. CONCLUSION Therefore, the applicant requests that the City of Springfield approve the proposal. If you have any questions about the above application, please do not hesitate to contact Rick Satre at The Satre Group, 541-686-4540, or rickftsatrecroup.com. Sincerely, i chwwd,M. Sarr& Richard M. Satre, AICP, ASLA, CSI President The Satre Group The Sare Group - 375 V e 0 Avenue, Suie 201, Eugene, OR 6/401 - (541) 6964540 - �.selreereun.00m May 15, 2020 WEYERHAEUSER NR COMPANY Springfield — WTL Regional Office Site Plan Review Map 1 &03-03-14, Lot 500 and 700 SITE PLAN REVIEW COMPLETENESS REVIEW RESPONSE The following are responses to the incomplete and/or additional comments items from the Site Plan Review Pre -Submittal Checklist issued on May 5, 2020. Some comments provided by staff were not required for completeness; nevertheless, comments have been provided to show that they had been read and understood. The City items are in italics and applicant responses are in plain text. PLANNING COMMENTS: 1. Deed and Preliminary Title Report Please provide a current title report dated within 30 days of the application submittal. Applicant Response: An updated title report is included with this submittal. 2. Location and Type of Street Trees: Street trees will be required along the Nugget Way and McVay Highway frontages of the site. Applicant Response: Acknowledged and agreed. As discussed in the written statement, the subject site has direct frontage on Nugget Way and McVay Highway, which are not improved to urban standards and, when future improvements do occur, are anticipated to include a roundabout. As this will be a future public improvement project, which is not designed or funded at this time, street trees and planter strips can only be imagined and are best addressed in an Improvement Agreement. In response to this completeness item, street trees have been added to the future site plan on Sheet L3.1. Additional Comments not related to Completeness: • ImprovementAgreement There is an existing Improvement Agreement recorded against the property for Newman Street, Nugget Way, and McVay Highway public street improvements. Completion or bonding of public street improvements on all three street frontages will be required with this development proposal. Similar to what is depicted in the submitted plans, the applicant can propose a phased site plan without the Nugget Way and McVay Highway roundabout intersection, and a second (future) site plan showing the completed paving, curb, gutter, sidewalk, intersection, and street tree improvements. An agreement with an appropriate trigger mechanism for completing the necessary frontage improvements will be required. Staff estimates the timeframe for initiation of the McVay Highway project is - 5 years. Applicant Response: Per communication with City of Springfield staff, "a new Improvement Agreement will be prepared, and it would supersede the previous agreement. There may be additional language beyond the City's standard template that can be recorded with the agreement for mutual understanding of the timelines and trigger mechanisms." • Utilities Placed Undemrcund., All utilities will need to be placed underground in accordance with SDC 4.3-125 and provisions of the adopted Glenwood Refinement Plan. Applicant Response: Branch Engineering is coordinating with City Staff to confirm which utilities to place underground as part of this project. • Transfer of TL 1200: The proposed site plan is contingent upon transfer of a portion of Tax Lit 1200 to the applicant. Once ODOT approval is granted the City Council will need to dispose of the affected property through a formal process. PLANNERS + LANDSCAPE ARCHITECTS + ENVIRONMENTAL SPECIALISTS + nosnre nn.xne 375 West 4th, Suite 201, Eugene, OR 401 Phone: 541.68O. wwwsa-regroup.CCMcom E I I Weyerhaeuser NR Company Page 2 of 5 Springfield — WfL Regional Office Map 18-03-03-14, Lot 500 and 700 Site Plan Review Submittal - Completeness Review Response Applicant Response: Acknowledged and agreed. Wldish will continue to communicate with the City and assist where requested until that portion of Tax Lot 1200 is transferred to the applicant through a formal process. • Parking Narrative: The applicant must provide additional narrative regarding the proposed parking configuration and use of fleet vehicles. Surface parking lots are allowable at this location, but this does not absolve the applicant of complying with the parking maximum. Applicant Response: To meet the maximum parking spaces of 1 per 350 square feet of gross floor area the proposed parking for the project is as follows: o North Employee Spaces: 17 o East Visitor Spaces: 25 Sub -Total = 42 Spaces (Complies with Code) o Company Vehicle Spaces: 85 Sub -total = 85 Spaces (Exempt) o Total Spaces = 127 Spaces Employee and visitor parking in outside of the fenced -in fleet, or company vehicle spaces, which are behind the fence, are in line with the Glenwood Refinement Plan Code. Per communication with City of Springfield staff, 'this is a unique facility that does not exactly match the use categories in Table 3.4-1, so Staff will make a provision to combine the parking maximum of 1 per 350 square feet with the provision in other uses for allowances of company owned vehicles to match this development's singularly unique characteristics" • Rosen Sunvisor and Their Improvement Agreement Project narrative should list another local busirress: Rosen Sunvisor (across Nugget Way to the north). This is notable because Rosen Sunvisor recently completed a major building expansion and has some deferred public street improvement obligations that would be triggered by development occurring on the subject site (Tax Lot 500). Applicant Response: In 2018, Rosen Sunvisor, a light -manufacturing facility in the Glenwood Riverfront Area, applied for a 12,000 square foot building expansion with new loading docks, site landscaping, and vegetated stormwater facilities. The site is located across Nugget Way to the north of the Weyerhaeuser property. In the Staff Report for the Site Plan Review application, Staff determined that pedestrian amenities as described in SDC 3.4-2751 were applicable and required for the project as Nugget Waywas a county local road inside Springfield's UGB. Per Lane Code 15.704(1)(d),'Within urban growth boundaries, the applicable design standards of the respective city shall apply to County Roads functionally classified as Local Roads." Condition 12 ofthe Staff Decision allowed Rosen Sunvisor to sign a development agreement that deferred the installation of trash receptacles and benches until a later date —within one year of either annexation of Nugget Way or development ofthe property across Nugget Way at 5000 Franklin Boulevard, whichever came first. As this proposal is forthe development of 5000 Franklin Boulevard, the applicant, and Rosen Sunvisor, will coordinate the installation of street improvements with the City. PUBLIC WORKS COMMENTS: 1. Location and Size of Existing and Proposed Utilities: Notes 200, 204, 207 & 304 on sheet C2.0 should also include in the note that these items will require an encroachment permit. The Sarre Group - 375 W 0 Avenue, Suie 201, Eugene, OR 6/401 - (541) 8964540 - �.ssrrecreun.com Weyerhaeuser NR Company Page 3 of 5 Springfield - WfL Regional Office Map 18-03-03-14, Lot 500 and 700 Site Plan Review Submittal - Completeness Review Response Applicant Response: Branch Engineering reached out to Lane County. The County has indicated that a County permit will not be required. County staff said: "Nugget Way (and Newman St) are Local Access roads (LAR), non -County maintenance Public roads. Lane Code 15.010(35)(e)(v) requires certain conditions be met before spending County moneys on LAR's. As such, we do not issue facility permits on LAR's nor does staff work on LAR's unless directed. To answer your question, nothing is needed for County review of the accesses off or work in the right of way of Nugget Way. Regarding the street lights, no County review, may need the utility's review/permission for using their pole and someone will need to own, maintain, and operate the lights. That being said, you are in the UGB of the City of Springfield and Nugget Way is a Public road so you will need to follow Cly street design requirements and guidelines for driveway locations, design, construction as well as any sidewalk work or road work within the right of way, etc. You'll also need to follow industry standards for utilities located in a Public right of way for any utility work. As a Public road when working in the right of way the Contractor will need to follow MUTCD guidelines fortrafc control." 2. Planting Plan: All plants are on the approved plant list and layout is well done. Applicant Response: Acknowledged and agreed. 3. Amount of Cut and Fill., This is not shown on the grading sheet and is only necessary forthe LDAP. Applicant Response: The amount of cut and fill has been calculated. The total amount of cut is 4,300 cubic yards and total amount of fill is 9,780 cubic yards. 4. Stormwater Report A stormwater report is included that shows a distributed infiltration system on site that meets city requirements. Applicant Response: Acknowledged and agreed. Additional Comments not related to Completeness: • ADA Truncated Domes., For sheet L8.3 - For interior parking lots tmnrcated domes are not required for ADA ramps. Current guidelines are forthese to only be used at ramps for crossing of Public ROW (such as the fi6ure ramps across Nugget Way and McVay Highway). Applicant Response: The Site Plan Set has been revised to remove truncated domes from the on-site sidewalk ramps. • Sheet C2.0 series 500 notes: Several of the 500 series nates on sheet C2.0 do not have bubbles on the plan view. Curren city guidance forthe required streetlights is to mourt the arms and LED heads to the existing poles along Nugget Way. Men Nugget Way is improved these mast arms and lights will need to be mounted on dedicated light poles after utilities are placed underground. Applicant Response: The 500 series notes on sheet C2.0 have been updated. The applicant will also add new arms and LED heads to the existing poles on Nugget Way. • ImprovementAgreement Some kind of written agreement or financial surety will be required for the future improvements along Nugget Way and McVay Highway once the jurisdictional problems are solved and the design for the roundabout and the cross section for the streets is finalized. Applicant Response: Acknowledged and agreed. The Sabre Group - 375 W 0 Avenue, Suie 201, Eugene, OR W401 - (541) 8964540 - �.sslrecreun.com Weyerhaeuser NR Company Page 4 of 5 Springfield - WfL Regional Office Map 16-03-03-14, Lot 500 and 700 Site Plan Review Submittal - Completeness Review Response TRANSPORTATION COMMENTS: 1. Traffic Impact Study: According to the ITE Trip Generation Manual. 10^ Edition, the proposed development of a 17,300 square foot office building would not create enough new trips to trigger warrardirg a trefc study as outlined in the Springfield Development Code section 4.2-105. Applicant Response: Acknowledged and agreed. 2. Location of Existing 8 Proposer) Street Lighting: Street lighting must be installed on existing utility poles along the property frontage as part of this development. Applicant Response: The Civil Plan Set has been revised to show the addition of arms and lamps on existing utility poles along Nugget Way. 3. Location of Trac Control Devices: Show the existing stop sign at the Nugget/McVay intersection. Applicant will be required to replace this stop sign with a Cly of Springfield standard stop sign installation including street name signage. Applicant Response: The Civil Plan sheets have been revised to clarify the existing control devises to remain, to be removed, to be replaced or be added. The Nugget Way stop sign will be replaced with a City standard. Street name signage will also be added. 4. ROW Approach Permit, Applicant must obtain a lane county facilly perm) for work within Nugget Way. Applicant Response: The applicant has confirmed that Lane County does not need a facility permit. Branch Engineering will confirm this with City of Springfield staff. Therefore, this completeness review item does not apply. 5. Shared access easement: Applicart must record cross access easements orput in place other mechanisms to ensure future access to southern property via the proposed shared access location. Applicant Response: Per communication with City of Springfield staff, "the cross -access easement and other easement modification will be completed with the Property Line Adjustment process. It is anticipated that a Property Line Adjustment application can be completed well in advance of the cross - access easement being needed, which is at the time of site completion and commencement of operations." FIRE COMMENTS: 1. Fire Flow., Please note, the required fire flow for riew buildings is dependent on the square footage and the type of construction per Springfield Fire Code (SFC) tables 8105.1(2) and 81052. Fire flow for new buildings is limited to a maximum of 3, 000 gallons per minute at a residual pressure of 20 psi (SFC 8106.2). If the proposed building is to be of Type 5B construction, the required fire flow would be 3, 500 gallons per minute, which would make l non-compliart with SFC 8106.2. Options for reducing the required fire flow include providing sprinklers in the building andnor changing the type of construction of the building. Applicant Response: The application is complete as far as the Fire Marshal is concerned. The note about fire flow is being utilized by the project architect. ADDITIONAL MATERIALS, ETC. COMMENTS: The Sarre Group - 375 W 0 Avenue, Suie MI, Eugene, OR W401 - (541) 6964540 - �.sarrecreun.com Weyerhaeuser NR Company Page 5 of 5 Springfield — WfL Regional Office Map 19-03-03-14, Lot 500 and 700 Site Plan Review Submittal - Completeness Review Response 1. Land and Drainage Alteration Permit Where any grading, filling or excavating is proposed with the development, a Land and Drainage Alteration permit must be submitted prior to development. Applicant Response: Acknowledged and agreed. An LDAP will be undertaken following Site Plan Review. CONCLUSION Please call if you have any questions, comments or are in need of any additional information. We believe this addresses all completeness review items. Sincerely, 96dw d,M. Satve� Richard M. Satre, AICP, ASLA, CSI President The Satre Group The Satre Group - 375 W 0 Avenue, Suie 201, Eugene, OR W/ l - (541) 8964540 - �.ssmamoun.com Stormwater Management Plan New Offices at: Lots 500 McVay Highway Glenwood, OR For Weyerhaeuser NR Co. EXPIRES: 12/31/20 Prepared by: Christopher Morris, E.I.T. chrismC@branchenoineerino.com Prepared using: Springfield's Engineering Design Standards and Procedures Manual Eugene's 2014 Stormwater Management Manual E'N0GINEERING= Since 1977 civil • transportation structural • geotechnical SURVEYING www.BranchEngineering.com April 24, 2020 Contents Page No. 1.0 Introduction.............................................................................................................................. l 2.0 Existing Conditions ............... 2.1 Topography 2.2 Soils 2.3 Existing Stormwater System 2.4 Infiltration Rates 3.0 Proposed Development ........................ 3.1 Pollutants of Concern 3.2 Name and Status ofBeceiving Waters 4.0 Stormwater Constraints..........................................................................................................2 5.0 Proposed Development Stormwater Description 6.0 Hydrologic and Hydraulic Analysis.......................................................................................2 6.1 Computer Model 6.2 Computer Model Data 7.0 Maintenance.............................................................................................................................3 8.0 Conclusion Appendices Appendix A Appendix B Appendix C Appendix D Description Soils Map and Description HydroCAD Report Operations and Maintenance Plan Infiltration Data 1.0 Introduction The subject properties are one parcel of land approximately 2.20 acres in size and a portion of a second parcel of land approximately 0. 48 acres in size combined to make up approximately 2.68 acres in size and located in Glenwood, Oregon. The subject properties are listed as Tax Map 18-03-03-14, Tax Lots 500 and 700. A single commercial office building, parking lot areas, concrete walkways, landscape and stormwater treatment areas and associated utilities are the proposed development at the site. This study and report was prepared to address the City of Springfield's stormwater requirements for the development. 2.0 Existing Conditions The parcels are 100% of a single lot and a portion of a second lot that fronts McVay Highway to the east, Nugget Way to the north, Newman Street to the northeast and railroad Right -of -Way to the west. 2.1 Topography The existing site is relatively flat, but generally drains from southeast to northwest. 2.2 Soils According to the Web Soil Survey of Lane County. Ore%! , by the Natural Resource Conservation Service, the soils on the site are Newberg -Urban land complex (Soil Number 97). Newberg -Urban land complex is described as a recent silty alluvium and a well -drained soil of Hydrologic Group A A soil map and descriptions are attached as Appendix A 2.3 Existing Stormwater System The project site is relatively unimproved without an established drainage system There is no improved drainage system in the vicinity for the development to drain to. All stormwater for the development will need to be onsite destination and disposal. 2.4 Infiltration Rates Infiltration facilities are being proposed for the site's stormwater disposal. An Encased Falling Head Infiltration Test has been performed at the site. Infiltration rates varied across the site. A SafetyFactor of 2 was applied to all assumed rates at stormwater facility locations and was used for modeling purposes. Infiltration Data is provided in Appendix E 3.0 Proposed Development The proposed development is to construct a single commercial office building, associated parking and concrete walkways. The total impervious area for the entire site is approximately 1.94 acres (84, 500 sq ft). 3.1 Pollutants of Concern The reasonably expected pollutants of concern from this type of development are: • Nutrients • Pesticides, Herbicides, Fungicides • Metals (Zinc, Copper, Lead etc.) • Oil, grease and other petroleum • Sediment • litter • Oxygen demanding materials • Increased thermal loading 3.2 Name and Status of Receiving Waters There are no downstream receiving waters as all stormwater will be disposed of onsite. According to the City of Springfield's Wellhead Protection Areas Map, the project site is located outside the 100 -year Zone of Concentration (100 -year Time of Travel) wellhead protection area designated by the City and the Springfield Utility Board. 4.0 Stormwater Constraints The site is relatively flat and there are no public stormwater systems available to connect to. Therefore, runoff from all storms up through the 25 -year storm event needs to be fully infiltrated and disposed of onsite. 5.0 Proposed Development Stormwater Description The City of Springfield defers to Eugene's Stormwater Management Manual (2014) for stormwater treatmentfacility design when designinformationis notincludedin the City of Springfield Engineering and Design Standards and Procedures Manual. The proposed development is broken up into six drainage basins that either shed directly to stormwater treatment and infiltration facilities or to catch basins that drain to one of those three facilites. 6.0 Hydrologic and Hydraulic Analysis 6.1 Computer Model In preparing this Stormwater Management Plan for the project site, Branch Engineering utilized the HydroCAD 10.0 software. This is a computer program used to model, analyze and design hydrosystems of drainage basins. HydroCAD computes Santa Barbara Urban Hydrographs (SBUH) using rainfall data supplied by the designer. The SBUH method is a recognized analysis method by the City of Springfield and is appropriate for a project site of this size. Once the appropriate data is input to HydroCAD, each drainage basin has a hydrograph and runoff flow for the desired storm event 6.2 Computer Model Data HydroCAD needs data supplied from the designer that describes the drainage basin in order to create the hydrograph. Below is the data that is needed to describe each drainage basin. o Storm Event For the purposes of this design, the City of Springfield's design storm events are as follows: Water Quality Event 2 -year Storm Event 10 -year Storm Event 25 -year Storm Event 0.83 inches / 24 hours 3.30 inches / 24 hours 4.30 inches / 24 hours 4.80 inches / 24 hours o Impervious Area Pavement, sidewalks, hardscapes and rooftops are all impervious surfaces. o Pervious Area Lawns and open space are pervious areas. Each drainage basin's pervious area is all that area that is not impervious. o Runoff Curve Numbers Each drainage basin has a Runoff Curve Number for the impervious areas and the pervious areas. The Runoff Curve Number is based on the type of surface and the Hydrologic Group of the soils. As stated earlier in the report, the soils on the site are in Soil Hydrologic Group C. Per Table 2-2a of the Urban Hydrology for Small Watersheds (TR -S S) table, the Curve Number is 68 for pervious areas and 98 for impervious areas. o Time of Concentration The minimum time of concentration of five minutes was used for modeling. 7.0 Maintenance The treatment and infiltration facilities are located on private property and will be owned and maintained by the property owners. Maintenance will be per the City of Springfield's Engineering Design Standards and Procedures Manual. Repairs to the facilities shall be made in accordance with the City of Springfield's Engineering Design Standards and Procedures Manual. The operations and maintenance documents are attached as Appendix D. 8.0 Conclusion The proposed stormwater system for the new office building and parking areas additions have been designed in accordance with the City of Springfield's Engineering Design Standards and Procedures Manual. Soils Map and Description 40, \ /'\ 6XI'00� ^^ �� � �<\. � , 01 Nl, 4:0 V* MH N@p mIW nooDt w r m "emk—, Soil Map—Lane County Area, Oregon _SD, Natural Resources web Sol Survey 1211&2919 alaill Conservation Service National Cooperative Sail Survey Page 2 of 3 MAP LEGEND MAP INFORMATION Area at Wake. tA09 Spoil Area The sal surveys that comprise your AOI were mapped at Areaalnteresr(AQII Q army Spa 1:20,090. Soils Very Sony SpaWaming: Soil Map may not be valud al Mrs scale. 0 Soil Map Unit Polygons 9 VJrf S p a Enlargement of maps bethe scale of mapping can cause ,.,. Soil Map Unic Lines md Sell of the etail of mapping and accuracy of soil 4 Other line placement. The maps do not show the small areas of Map Unit Points contrasting soils that could have been shown at a more detailed Special Line FeaturesSoil Special Point Features scale. Lg Blowout water Features Streams and Canals Please rely on the bar scale on each map sheet for map ® Borrow Pit measurements. Trenspartatian Clay Spot Rails Source of Map: Natural Resources Conservation Service 0 Closed Depresdan Web Soil SurveyURL: Interstate Highways Coordinate System: web Mercator(EPSG:3m5]) Gravel Pit US Routes Maps from the Web Soil Survey are based on the Web Mercator Gravely Spa Major Roads projection, which preserves and shape but ion that schdistorts and area, projection that preserves area, such as the ® Landfill Local Roads Abersdistance o Albers equal-area conic projection, should be used if more Lava Flow accurate calculations of distance or area are req uired, Background aga Marsh or swamp . Aerial Photography This productis generated from the USDAgRCS tended data as of Ne version date(s) listed below .�. Mine or Query Soil Survey Area: Lane County Area, ® Miscellaneous Ydscer ep10,Oregon 2019 Survey Area Data: Version 16, Sep 10, 2019 ® Perennial VMmer Sail map units are labeled (as space allows) for map scales y, Rock Outcrop 1:50,099 or larger. A Saline Spot Dates) aerial images were photographed: Jun 12, 2019i 19, 2019 Sandy Spot The orihophoto or other base map on which the soil lines were Severely Eroded Spot compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor Sinkhole shifting ofmap unit boundaries may be evident, �p Slide or Slip Sodic Spot _SD, Natural Resources web Sol Survey 1211&2919 alaill Conservation Service National Cooperative Sail Survey Page 2 of 3 Sal Map�ane Connly Area, Oregon Map Unit Legend LSIA Natural Resources Web Soil Survey 12/182019 iMi Conservation Serme National Cooperative Soil Survey Page 3 ot3 Map Unit Symbd Map U-1 Name Acres in AOI Pescara of AOI 23 Canrasi ffian land cornplex 0.1 2.0% w Ne. ergs ffian land cornplex 5.0 98.0% Totals far Area of Interest 5.1 100.0% LSIA Natural Resources Web Soil Survey 12/182019 iMi Conservation Serme National Cooperative Soil Survey Page 3 ot3 Map Unit Desaiptim: Neeberg-Urban land cernplex--Lane Cmnty Area, Oregon Lane County Area, Oregon 97—Newberg-Urban land complex Map Unit Setting National map unit symbol. 239x Elevation. 300 to 850 feet Mean annual precipitation: 40 to 60 inches Mean annual air temperature: 52 to 54 degrees F Frost -free period. 165 to 210 days Farmland classification. Farm land of statewide importance Map Unit Composition Newberg and similar soils: 50 percent Urban land. 35 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Newberg Setting Landform: Flood plains Landform position (three-dimensional): Tread Down-slope shape: Linear Across -slope shape: Linear Parent material. Recent silty alluvium Typical profile H1 - 0 to 14 inches. fine sandy loam H2 - 14 to 65 inches: fine sandy loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limitirg layer to transmit water(Ksat): High (1.98 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding. Occasional Frequencyofponding. None Available water storage in profile: Moderate (about 8.4 inches) Interpretive groups Lard capability classification (irrigated): 2w Lard capability classification (nonirrigated): 2w Hydrologic Sal Group: A Hydric soil rating: No Description of Urban Land Interpretive groups Lard capability classification (irrigated): None specified Lard capability classification (nonirrigated): 8 LSM Natural Resources Wieb Soil Survey 12/19x2019 Conservation SerNce National Cooperative Soil Survey Pagel oft Map Unit Deso iptim: Ne.Merg-Urloan land canplex--lane County Nes, Cregou Hydric soil rating: No Data Source Information Soil Survey Area: Lane County Area, Oregon Survey Area Data: Version 16, Sep 10, 2019 LSM Natural Resources Web Soil Survey 12/192019 irk Conservation Service National Cooperative Soil Survey Page 2 oft /_1»:1k,IQKa-� HydroCAD Report Al'; o --1s i e A4$ (new Pond) (new Pond) (new�ond) P nd Basin 1 30S Basin 2 26S 29S V 27$ Bas Roof 28$ Basin 3 o- 42 Basin 5 Basin 4 Pond O Aggregate 44$ Btin 6 41 ca Pond 2P (new Pond) SUbcat Reach on Link Routing Diagmm for Design Model Prepared by Microsoft, Printed 4/24/2020 HydroCAD®10.00-24 s/n 10784 ®2018 HydroCAD Software SolNlons LLC Design Model Type IA 24 -hr 2 yr Rainfall=3.30" Prepared by Microsoft Printed 4/24/2020 HydroCAD®10.00-24 s/n 10784 m 2018 HydroCAD Software Solutions LLC Pace 2 Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points x 2 Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 4S: Basin 1 Runoff Area=21.844 at 100.00%Impervious Runoff Depth=3.07" Tc=5.0 min CN=98 Runoff=0.39 cfs 0.128 of Subcatchment 265: Basin Root Runoff Area=18.085 at 100.00%Impervious Runoff Depth=3.07" Tc=5.0 min CN=98 Runoff=0.33 cfs 0.106 of Subcatchment 275: Basin 5 Runoff Area=4,990 at 100.00%Impervious Runoff Depth=3.07" Tc=5.0 min CN=98 Runoff=0.09 cfs 0.029 of Subcatchment 285: Basin 4 Runoff Area=14.750 at 100.00% Impervious Runoff Depth=3.07" Tc=5.0 min CN=98 Runoff=0.27 cfs 0.087 of Subcatchment 295: Basin 3 Runoff Area=13.035 at 100.00% Impervious Runoff Depth=3.07" Tc=5.0 min CN=98 Runoff=0.23 cfs 0.076 of Subcatchment 305: Basin 2 Runoff Area=10.612 at 100.00% Impervious Runoff Depth=3.07" Tc=5.0 min CN=98 Runoff=0.19 cfs 0.062 of Subcatchment 445: Basin 6 Runoff Area=3,020 at 100.00% Impervious Runoff Depth=3.07" Tc=5.0 min CN=98 Runoff=0.05 cfs 0.018 of Pond 2P: (new Pond) Peak Elev=447.57' Inflow=0.05 cfs 0.018 of 8.0" Round Culven n=0.011 L=54.0' S=0.0454'f Outflow=0.05 cfs 0.018 of Pond 17P: (new Pond) Peak Elev=446.35' Inflow=0.19 cfs 0.062 of 8.0" Round Culven n=0.011 L=180.0' S=0.0117'/' Outflow=0.19ds 0.062 of Pond 18P: (new Pond) Peak Elev=446.63' Inflow=0.19 cfs 0.062 of 8.0" Round Culven n=0.011 L=30.0' S=0.0050'f Outflow=0.19 cfs 0.062 of Pond 19P: (new Pond) Peak Elev=446.59' Inflow=0.19 cfs 0.062 of 8.0" Round Culven n=0.011 L=42.0' S=0.0060 V Outflow=0.19 cfs 0.062 of Pond 38P: Aggregate Peak Elev=442.72' Storage=714 cf Inflow=0.58 as 0.220 of Outflow=0.24 as 0.220 at Pond 41 P: Pond Peak Elev=445.18' Storage=2,601 cf Inflow=0.88 cfs 0.287 at Primary=0.00 cfs 0.000 of Secondary=0.20 cfs 0.287 of Outflow=0.20 cfs 0.287 at Pond 42P: Pond Peak Elev=445.22' Storage=119 cf Inflow=0.09 cfs 0.029 at Primary=0.00 cfs 0.000 of Secondary=0.03 cfs 0.029 of Outflow=0.03 cfs 0.029 at Pond 43P: Pond Peak Elev=445.19' Storage=1,644 cf Inflow=0.58 cfs 0.190 at Primary=0.50 cfs 0.080 of Secondary=0.05 cfs 0.110 of Outflow=0.55 cfs 0.190 of Design Model Type IA 24 -hr 2 yr Rainfall=3.30" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 © 2018 HydroCAD Software Solutions LLC Paae 3 Summary for Subcatchment 4S: Basin 1 Runoff = 0.39 cis @ 7.86 hrs, Volume= 0.128 af, Depth= 3.07" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 2 yr Rainfall=3.30" 21,844 98 Paved parking, HSG B 21,844 100.00% Impervious Area Tc Length Slope Velocity Capacity Description 5.0 Summary for Subcatchment 26S: Basin Roof Runoff = 0.33 cis @ 7.86 hrs, Volume= 0.106 af, Depth= 3.07" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 2 yr Rainfall=3.30" Area (sf) CN Description 18,085 98 Paved parking, HSG B 18,085 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 27S: Basin 5 Runoff = 0.09 cfs @ 7.86 hrs, Volume= 0.029 af, Depth= 3.07" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 2 yr Rainfall=3.30" 4,990 98 Paved parking, HSG B 4,990 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Design Model Type IA 24 -hr 2 yr Rainfall=3.30" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 © 2018 HydroCAD Software Solutions LLC Paae 4 Summary for Subcatchment 28S: Basin 4 Runoff = 0.27 cis @ 7.86 hrs, Volume= 0.087 af, Depth= 3.07" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 2 yr Rainfall=3.30" 14,750 98 Paved parking, HSG B 14,750 100.00% Impervious Area Tc Length Slope Velocity Capacity Description 5.0 Summary for Subcatchment 29S: Basin 3 Runoff = 0.23 cis @ 7.86 hrs, Volume= 0.076 af, Depth= 3.07" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 2 yr Rainfall=3.30" Area (sf) CN Description 13,035 98 Paved parking, HSG B 13,035 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 30S: Basin 2 Runoff = 0.19 cfs @ 7.86 hrs, Volume= 0.062 af, Depth= 3.07" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 2 yr Rainfall=3.30" 10,612 98 Paved parking, HSG B 10,612 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Design Model Type IA 24 -hr 2 yr Rainfall=3.30" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 02018 HydroCAD Software Solutions LLC Paae 5 Summary for Subcatchment 44S: Basin 6 Runoff = 0.05 cfs @ 7.86 hrs, Volume= 0.018 af, Depth= 3.07" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 2 yr Rainfall=3.30" 3,020 98 Paved parking, HSG B 3,020 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond 213: (new Pond) Inflow Area = 0.069 ac,100.00% Impervious, Inflow Depth = 3.07" for 2 yr event Inflow = 0.05 cfs @ 7.86 hrs, Volume= 0.018 of Outflow = 0.05 cfs @ 7.86 hrs, Volume= 0.018 af, Atten= 0%, Lag= 0.0 min Primary = 0.05 cfs @ 7.86 hrs, Volume= 0.018 of Routing by Dyn-Slor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 447.57'@ 7.86 hrs Flood Elev= 477.30' Device Routing Invert Outlet Devices #1 Primary 447.45' 8.0" Round Culvert L= 54.0' Ke= 0.500 Inlet/ Outlet Invert= 447.45'/445.00' S=0.0454/' Cc= 0.900 n= 0.011, Flow Area= 0.35 sf Primary OutFlow Max=0.05 cfs @ 7.86 hrs HW=447.57' TW=444.83' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.05 cfs @ 1.20 fps) Summary for Pond 17P: (new Pond) Inflow Area = 0.244 ac,100.00% Impervious, Inflow Depth = 3.07" for 2 yr event Inflow = 0.19 cfs @ 7.86 hrs, Volume= 0.062 of Outflow = 0.19 cfs @ 7.86 hrs, Volume= 0.062 af, Atten= 0%, Lag= 0.0 min Primary = 0.19 cfs @ 7.86 hrs, Volume= 0.062 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 446.35'@ 7.87 hrs Flood Elev= 477.30' Device Routing Invert Outlet Devices #1 Primary 446.10' 8.0" Round Culvert L= 180.0' Ke= 0.500 Inlet /Outlet Invert= 446.10'/444.00' S=0.0117'/' Cc= 0.900 n= 0.011, Flow Area= 0.35 sf Design Modei Type IA 24 -hr 2 yr Rainfall=3.30" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 02018 HydroCAD Software Solutions LLC Paae 6 tPrimaryOutFlow Max=0.19 cfs @ 7.86 hrs HW=446.35' TW=445.18' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.19 cfs @ 2.34 fps) Summary for Pond 18P: (new Pond) Inflow Area = 0.244 ac,100.00 % Impervious, Inflow Depth = 3.07" for 2 yr event Inflow = 0.19 cfs @ 7.86 hrs, Volume= 0.062 of Outflow = 0.19 cfs @ 7.86 hrs, Volume= 0.062 af, Atten= 0%, Lag= 0.0 min Primary = 0.19 cfs @ 7.86 hrs, Volume= 0.062 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 446.63'@ 7.86 hrs Device Routing Invert Outlet Devices #1 Primary 446.15' 8.0" Round Culvert L= 30.0' Ke= 0.500 Inlet /Outlet Invert= 446.15'/446.00' S=0.0050'/' Cc= 0.900 n= 0.011, Flow Area= 0.35 sf PrimaryOutFlow Max=0.19 cfs @ 7.86 hrs HW=446.63' TW=446.59' (Dynamic Tailwater) 11=Culvert (Outlet Controls 0.19 cfs @ 1.00 fps) Summary for Pond 19P: (new Pond) Inflow Area = 0.244 ac,100.00% Impervious, Inflow Depth = 3.07" for 2 yr event Inflow = 0.19 cfs @ 7.86 hrs, Volume= 0.062 of Outflow = 0.19 cfs @ 7.86 hrs, Volume= 0.062 af, Atten= 0%, Lag= 0.0 min Primary = 0.19 cfs @ 7.86 hrs, Volume= 0.062 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 446.59'@ 7.86 hrs Device Routing Invert Outlet Devices #1 Primary 446.30' 8.0" Round Culvert L= 42.0' Ke= 0.500 Inlet /Outlet Invert= 446.30'/446.05' S= 0.0060'P Cc= 0.900 n= 0.011, Flow Area= 0.35 sf ZPrimaryOutFlow Max=0.19 cfs @ 7.86 hrs HW=446.59' TW=446.35' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.19 cfs @ 1.95 fps) Summary for Pond 3813: Aggregate Inflow Area = 0.860 ac,100.00% Impervious, Inflow Depth > 3.06" for 2 yr event Inflow = 0.58 cfs @ 8.02 hrs, Volume= 0.220 of Outflow = 0.24 cfs @ 7.66 hrs, Volume= 0.220 af, Atten= 58%, Lag= 0.0 min Discarded = 0.24 cfs @ 7.66 hrs, Volume= 0.220 of Routing by Dyn-Sfor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 442.72'@8.83 hrs Surf.Area= 3,000 sf Storage= 714 cf Plug -Flow detention time= 11.2 min calculated for 0.220 of (100% of inflow) Design Modei Type IA 24 -hr 2 yr Rainfall=3.30" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 02018 HydroCAD Software Solutions LLC Paae 7 Center -of -Mass det. time= 11.1 min ( 889.9 - 878.8) Volume Invert Avail.Storaae Storage Description #1 442.00' 1,980 cf Custom Stage Data (Prismatic) Listed below (Recalc) 6,000 cf Overall x 33.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 442.00 3,000 0 0 444.00 3,000 6,000 6,000 Device Routing Invert Outlet Devices #1 Discarded 442.00' 3.500 in/hr Exfiltration over Surface area Phase -In= 0.01' Discarded OutFlow Max=0.24 cfs @ 7.66 hrs HW=442.02' (Free Discharge) L7=Exfiltration (Exfiltration Controls 0.24 cfs) Summary for Pond 41 P: Pond Inflow Area = 1.122 ac,100.00% Impervious, Inflow Depth = 3.07" for 2 yr event Inflow = 0.88 cfs @ 7.86 hrs, Volume= 0.287 of Outflow = 0.20 cfs @ 9.80 hrs, Volume= 0.287 at, Atten= 77%, Lag= 116.5 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Secondary = 0.20 cfs @ 9.80 hrs, Volume= 0.287 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 445.18'@ 9.80 hrs Surf.Area= 3,471 sf Storage= 2,601 cf Plug -Flow detention time= 119.2 min calculated for 0.287 of (1000/0 of inflow) Center -of -Mass det. time= 119.1 min ( 782.9 - 663.7) Volume Invert Avail.Storage Storage Description #1 444.25' 8,449 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 444.25 2,140 0 0 446.50 5,370 8,449 8,449 Device Routing Invert Outlet Devices #1 Primary 448.50' 2.0' long x 0.50' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #2 Secondary 444.25' 2.500 in/hr Exfiltration over Surface area Phase -In= 0.01' Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=444.25' (Free Discharge) 1-11 =Sharp -Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.20 cfs @ 9.80 hrs HW=445.18' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.20 cfs) Design Model Type IA 24 -hr 2 yr Rainfall=3.30" Prepared by Microsoft Printed 4/24/2020 HydroCAD®10.00-24 s/n 10784 m 2018 HydroCAD Software Solutions LLC Paae 8 Summary for Pond 42P: Pond Inflow Area = 0.115 ac,100.00% Impervious, Inflow Depth = 3.07" for 2 yr event Inflow = 0.09 cfs @ 7.86 hrs, Volume= 0.029 of Outflow = 0.03 cfs @ 8.43 hrs, Volume= 0.029 af, Atten= 61%, Lag= 34.6 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Secondary = 0.03 cfs @ 8.43 hrs, Volume= 0.029 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 445.22'@8.43 hrs Surf.Area= 602 sf Storage= 119 cf Plug -Flow detention time= 15.1 min calculated for 0.029 of (100% of inflow) Center -of -Mass det. time= 15.1 min ( 678.8 - 663.7) Volume Invert Avail.Storage Storage Description #1 445.00' 1,940 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 445.00 500 0 0 447.00 1,440 1,940 1,940 Device Routing Invert Outlet Devices #1 Primary 446.50' 2.0' long x 0.50' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #2 Secondary 445.00' 2.500 in/hr Pxdiltration over Surface area Phase -In= 0.01' Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=445.00' TW=442.00' (Dynamic Tailwater) t1 =Sharp -Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.03 cfs @ 8.43 hrs HW=445.22' TW=442.69' (Dynamic Tailwater) 2=Exfiltration (Exfiltration Controls 0.03 cfs) Summary for Pond 43P: Pond Inflow Area = 0.745 ac,100.00% Impervious, Inflow Depth = 3.07" for 2 yr event Inflow = 0.58 cfs @ 7.86 hrs, Volume= 0.190 of Outflow = 0.55 cfs @ 8.02 hrs, Volume= 0.190 af, Atten= 6%, Lag= 9.6 min Primary = 0.50 cfs @ 8.02 hrs, Volume= 0.080 of Secondary = 0.05 cfs @ 8.02 hrs, Volume= 0.110 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 445.19'@ 8.02 hrs Surf.Area= 1,395 sf Storage= 1,644 cf Plug -Flow detention time= 246.6 min calculated for 0.190 of (1000/0 of inflow) Center -of -Mass det. time= 245.9 min ( 909.6 - 663.7) Volume Invert Avail.Storage Storage Description #1 443.50' 2,100 cf Custom Stage Data (Prismatic) Listed below (Recalc) Design Nbclei Type IA 24-hr 2 yr Rainfall=3.30" Prepared by Microsoft Printed 4/24/2020 HWroCAD®10.00-24 s/n 10784 m 2018 HydroCAD Software Solutions LLC Pace 9 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 443.50 550 0 0 445.50 1,550 2,100 2,100 Device Routing Invert Outlet Devices #1 Primary 445.00' 2.0' long x 0.50' rise Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #2 Secondary 443.50' 1.500 in/hr Exfiltration over Surface area Phase-In= 0.01' #3 Device 1 444.00' 8.0" Round Culvert L= 115.0' Ke= 0.500 Inlet/ Outlet Invert= 444.00'/443.00' S=0.0087'/' Cc= 0.900 n= 0.011, Flow Area= 0.35 sf Primary OutFlow Max-0.50 cfs @ 8.02 hrs HW=445.19' TW=442.39' (Dynamic Tailwater) 't'114harp-Crested Rectangular Weir (Passes 0.50 cfs of 0.54 cfs potential flow) L3=Culvert (Outlet Controls 0.50 cfs @ 1.44 fps) Secondary OutFlow Max=0.05 cfs @ 8.02 hrs HW=445.19' TW=442.39' (Dynamic Tailwater) 2=Exfiltration (Exfiltration Controls 0.05 cfs) Design Model Type IA 24 -hr 5 yr Rainfall=3.80" Prepared by Microsoft Printed 4/24/2020 HydroCADO 10.00-24 s/n 10784 02018 HydroCAD Software Solutions LLC Pace 10 Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points x 2 Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 4S: Basin 1 Runoff Area=21.844 at 100.00%Impervious Runoff Depth=3.57" Tc=5.0 min CN=98 Runoff=0.45 cfs 0.149 of Subcatchment 265: Basin Roof Runoff Area=18.085 at 100.00%Impervious Runoff Depth=3.57" Tc=5.0 min CN=98 Runoff=0.38 cfs 0.123 of Subcatchment 275: Basin 5 Runoff Area=4,990 at 100.00%Impervious Runoff Depth=3.57" Tc=5.0 min CN=98 Runoff=0.10 cfs 0.034 of Subcatchment 285: Basin 4 Runoff Area=14.750 at 100.00% Impervious Runoff Depth=3.57" Tc=5.0 min CN=98 Runoff=0.31 cfs 0.101 of Subcatchment 295: Basin 3 Runoff Area=13.035 at 100.00% Impervious Runoff Depth=3.57" Tc=5.0 min CN=98 Runoff=0.27 cfs 0.089 of Subcatchment 305: Basin 2 Runoff Area=10.612 at 100.00% Impervious Runoff Depth=3.57" Tc=5.0 min CN=98 Runoff=0.22 cfs 0.072 of Subcatchment 445: Basin 6 Runoff Area=3,020 at 100.00% Impervious Runoff Depth=3.57" Tc=5.Omin CN=98 Runoff=0.06ds 0.021 of Pond 2P: (new Pond) Peak EIev=447.58' Inflow=0.06 cfs 0.021 of 8.0" Round Culven n=0.011 L=54.0' S=0.0454'f Outflow=0.06 cfs 0.021 of Pond 17P: (new Pond) Peak EIev=446.37' Inflow=0.22 cfs 0.072 of 8.0" Round Culven n=0.011 L=180.0' S=0.0117'/' Outflow=0.22ds 0.072 of Pond 18P: (new Pond) Peak EIev=446.66' Inflow=0.22 cfs 0.072 of 8.0" Round Culven n=0.011 L=30.0' S=0.0050 V Outflow=0.22 cfs 0.072 of Pond 19P: (new Pond) Peak EIev=446.61' Inflow=0.22 cfs 0.072 of 8.0" Round Culven n=0.011 L=42.0' S=0.0060 V Outflow=0.22 cfs 0.072 of Pond 38P: Aggregate Peak EIev=443.06' Storage=1,051 Cf Inflow=0.65 cfs 0.255 of Outflow=0.24 cfs 0.255 of Pond 41 P: Pond Peak EIev=445.39' Storage=3,358 cf Inflow=1.02 cfs 0.333 of Primary=0.00 cfs 0.000 of Secondary=0.22 cfs 0.333 of Outflow=0.22 cfs 0.333 of Pond 42P: Pond Peak EIev=445.28' Storage=158 cf Inflow=0.10 cfs 0.034 of Primary=0.00 cfs 0.000 of Secondary=0.04 cfs 0.034 of Outflow=0.04 cfs 0.034 of Pond 43P: Pond Peak Elev=445.24' Storage=1,714 cf Inflow=0.68 cfs 0.221 of Primary=0.56 cfs 0.109 of Secondary=0.05 cfs 0.112 of Outflow=0.61 cfs 0.221 of Design Model Type IA 24 -hr 5 yr Rainfall=3.80" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 © 2018 HydroCAD Software Solutions LLC Paae 11 Summary for Subcatchment 4S: Basin 1 Runoff = 0.45 cis @ 7.86 hrs, Volume= 0.149 af, Depth= 3.57" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 5 yr Rainfall=3.80" 21,844 98 Paved parking, HSG B 21,844 100.00% Impervious Area Tc Length Slope Velocity Capacity Description 5.0 Summary for Subcatchment 26S: Basin Roof Runoff = 0.38 cis @ 7.86 hrs, Volume= 0.123 af, Depth= 3.57" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 5 yr Rainfall=3.80" Area (sf) CN Description 18,085 98 Paved parking, HSG B 18,085 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 27S: Basin 5 Runoff = 0.10 cfs @ 7.86 hrs, Volume= 0.034 af, Depth= 3.57" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 5 yr Rainfall=3.80" 4,990 98 Paved parking, HSG B 4,990 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Design Model Type IA 24 -hr 5 yr Rainfall=3.80" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 © 2018 HydroCAD Software Solutions LLC Paae 12 Summary for Subcatchment 28S: Basin 4 Runoff = 0.31 cis@ 7.86 hrs, Volume= 0.101 af, Depth= 3.57" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 5 yr Rainfall=3.80" 14,750 98 Paved parking, HSG B 14,750 100.00% Impervious Area Tc Length Slope Velocity Capacity Description 5.0 Summary for Subcatchment 29S: Basin 3 Runoff = 0.27 cis @ 7.86 hrs, Volume= 0.089 af, Depth= 3.57" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 5 yr Rainfall=3.80" Area (sf) CN Description 13,035 98 Paved parking, HSG B 13,035 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 30S: Basin 2 Runoff = 0.22 cfs @ 7.86 hrs, Volume= 0.072 af, Depth= 3.57" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 5 yr Rainfall=3.80" 10,612 98 Paved parking, HSG B 10,612 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Design Model Type IA 24 -hr 5 yr Rainfall=3.80" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 02018 HydroCAD Software Solutions LLC Paae 13 Summary for Subcatchment 44S: Basin 6 Runoff = 0.06 cfs @ 7.86 hrs, Volume= 0.021 af, Depth= 3.57" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 5 yr Rainfall=3.80" 3,020 98 Paved parking, HSG B 3,020 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond 213: (new Pond) Inflow Area = 0.069 ac,100.00% Impervious, Inflow Depth = 3.57" for 5 yr event Inflow = 0.06 cfs @ 7.86 hrs, Volume= 0.021 of Outflow = 0.06 cfs @ 7.86 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Primary = 0.06 cfs @ 7.86 hrs, Volume= 0.021 of Routing by Dyn-Slor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 447.58'@ 7.86 hrs Flood Elev= 477.30' Device Routing Invert Outlet Devices #1 Primary 447.45' 8.0" Round Culvert L= 54.0' Ke= 0.500 Inlet/ Outlet Invert= 447.45'/445.00' S=0.0454/' Cc= 0.900 n= 0.011, Flow Area= 0.35 sf Primary OutFlow Max=0.06 cfs @ 7.86 hrs HW=447.58' TW=444.98' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.06 cfs @ 1.25 fps) Summary for Pond 17P: (new Pond) Inflow Area = 0.244 ac,100.00% Impervious, Inflow Depth = 3.57" for 5 yr event Inflow = 0.22 cfs @ 7.86 hrs, Volume= 0.072 of Outflow = 0.22 cfs @ 7.86 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.0 min Primary = 0.22 cfs @ 7.86 hrs, Volume= 0.072 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 446.37'@ 7.88 hrs Flood Elev= 477.30' Device Routing Invert Outlet Devices #1 Primary 446.10' 8.0" Round Culvert L= 180.0' Ke= 0.500 Inlet /Outlet Invert= 446.10'/444.00' S=0.0117'/' Cc= 0.900 n= 0.011, Flow Area= 0.35 sf Design Model Type IA 24 -hr 5 yr Rainfall=3.80" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 02018 HydroCAD Software Solutions LLC Paae 14 Primary OutFlow Max=0.22 cfs @ 7.86 hrs HW=446.37' TW=445.21' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.22 cfs @ 2.42 fps) Summary for Pond 18P: (new Pond) Inflow Area = 0.244 ac,100.00 % Impervious, Inflow Depth = 3.57" for 5 yr event Inflow = 0.22 cfs @ 7.86 hrs, Volume= 0.072 of Outflow = 0.22 cfs @ 7.86 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.0 min Primary = 0.22 cfs @ 7.86 hrs, Volume= 0.072 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 446.66'@ 7.86 hrs Device Routing Invert Outlet Devices #1 Primary 446.15' 8.0" Round Culvert L= 30.0' Ke= 0.500 Inlet /Outlet Invert= 446.15'/446.00' S=0.0050'/' Cc= 0.900 n= 0.011, Flow Area= 0.35 sf Primary OutFlow Max=0.22 cfs @ 7.86 hrs HW=446.66' TW=446.61' (Dynamic Tailwater) 1-11 =Culvert (Outlet Controls 0.22 cfs @ 1.07 fps) Summary for Pond 19P: (new Pond) Inflow Area = 0.244 ac,100.00% Impervious, Inflow Depth = 3.57" for 5 yr event Inflow = 0.22 cfs @ 7.86 hrs, Volume= 0.072 of Outflow = 0.22 cfs @ 7.86 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.0 min Primary = 0.22 cfs @ 7.86 hrs, Volume= 0.072 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 446.61'@ 7.86 hrs Device Routing Invert Outlet Devices #1 Primary 446.30' 8.0" Round Culvert L= 42.0' Ke= 0.500 Inlet /Outlet Invert= 446.30'/446.05' S= 0.0060'P Cc= 0.900 n= 0.011, Flow Area= 0.35 sf Primary OutFlow Max=0.22 cfs @ 7.86 hrs HW=446.61' TW=446.37' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.22 cfs @ 2.02 fps) Summary for Pond 3813: Aggregate Inflow Area = 0.860 ac,100.00% Impervious, Inflow Depth > 3.56" for 5 yr event Inflow = 0.65 cfs @ 8.04 hrs, Volume= 0.255 of Outflow = 0.24 cfs @ 7.54 hrs, Volume= 0.255 af, Atten= 62%, Lag= 0.0 min Discarded = 0.24 cfs @ 7.54 hrs, Volume= 0.255 of Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 443.06'@ 9.09 hrs Surf.Area= 3,000 sf Storage= 1,051 cf Plug -Flow detention time= 19.2 min calculated for 0.255 of (100% of inflow) Design Modei Type IA 24 -hr 5 yr Rainfall=3.80" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 02018 HydroCAD Software Solutions LLC Paae 15 Center -of -Mass det. time= 19.1 min ( 870.7 - 851.5) Volume Invert Avail.Storaae Storage Description #1 442.00' 1,980 cf Custom Stage Data (Prismatic) Listed below (Recalc) 6,000 cf Overall x 33.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 442.00 3,000 0 0 444.00 3,000 6,000 6,000 Device Routing Invert Outlet Devices #1 Discarded 442.00' 3.500 in/hr Exfiltration over Surface area Phase -In= 0.01' Discarded OutFlow Max=0.24 cfs @ 7.54 hrs HW=442.02' (Free Discharge) L7=Exfiltration (Exfiltration Controls 0.24 cfs) Summary for Pond 41 P: Pond Inflow Area = 1.122 ac,100.00% Impervious, Inflow Depth = 3.57" for 5 yr event Inflow = 1.02 cfs @ 7.86 hrs, Volume= 0.333 of Outflow = 0.22 cfs @ 10.05 hrs, Volume= 0.333 af, Atten= 79%, Lag= 131.8 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Secondary = 0.22 cfs @ 10.05 hrs, Volume= 0.333 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 445.39'@ 10.05 hrs Surf.Area= 3,771 sf Storage= 3,358 cf Plug -Flow detention time= 156.0 min calculated for 0.333 of (1000/. of inflow) Center -of -Mass det. time= 156.0 min ( 816.1 - 660.1 ) Volume Invert Avail.Storage Storage Description #1 444.25' 8,449 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 444.25 2,140 0 0 446.50 5,370 8,449 8,449 Device Routing Invert Outlet Devices #1 Primary 448.50' 2.0' long x 0.50' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #2 Secondary 444.25' 2.500 in/hr Exfiltration over Surface area Phase -In= 0.01' Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=444.25' (Free Discharge) 1-11 =Sharp -Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.22 cfs @ 10.05 hrs HW=445.39' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.22 cfs) Design Model Type IA 24 -hr 5 yr Rainfall=3.80" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 02018 HydroCAD Software Solutions LLC Paae 16 Summary for Pond 42P: Pond Inflow Area = 0.115 ac,100.00% Impervious, Inflow Depth = 3.57" for 5 yr event Inflow = 0.10 cfs @ 7.86 hrs, Volume= 0.034 of Outflow = 0.04 cfs @ 8.74 hrs, Volume= 0.034 af, Atten= 65%, Lag= 53.1 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Secondary = 0.04 cfs @ 8.74 hrs, Volume= 0.034 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 445.28'@ 8.74 hrs Surf.Area= 631 sf Storage= 158 cf Plug -Flow detention time= 20.7 min calculated for 0.034 of (100% of inflow) Center -of -Mass det. time= 20.7 min ( 680.8 - 660.1 ) Volume Invert Avail.Storage Storage Description #1 445.00' 1,940 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 445.00 500 0 0 447.00 1,440 1,940 1,940 Device Routing Invert Outlet Devices #1 Primary 446.50' 2.0' long x 0.50' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #2 Secondary 445.00' 2.500 in/hr Pxdiltration over Surface area Phase -In= 0.01' Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=445.00' TW=442.00' (Dynamic Tailwater) t1 =Sharp -Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.04 cfs @ 8.74 hrs HW=445.28' TW=443.03' (Dynamic Tailwater) 2=Exfiltration (Exfiltration Controls 0.04 cfs) Summary for Pond 43P: Pond Inflow Area = 0.745 ac,100.00% Impervious, Inflow Depth = 3.57" for 5 yr event Inflow = 0.68 cfs @ 7.86 hrs, Volume= 0.221 of Outflow = 0.61 cfs @ 8.04 hrs, Volume= 0.221 af, Atten= 9%, Lag= 10.8 min Primary = 0.56 cfs @ 8.04 hrs, Volume= 0.109 of Secondary = 0.05 cfs @ 8.04 hrs, Volume= 0.112 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 445.24'@ 8.04 hrs Surf.Area= 1,420 sf Storage= 1,714 cf Plug -Flow detention time= 218.5 min calculated for 0.221 of (1000/. of inflow) Center -of -Mass det. time= 217.7 min ( 877.8 - 660.1 ) Volume Invert Avail.Storage Storage Description #1 443.50' 2,100 cf Custom Stage Data (Prismatic) Listed below (Recalc) Design Nbclei Type IA 24-hr 5 yr Rainfall=3.80" Prepared by Microsoft Printed 4/24/2020 HWroCAD®10.00-24 s/n 10784 02018 HydroCAD Software Solutions LLC Pace 17 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 443.50 550 0 0 445.50 1,550 2,100 2,100 Device Routing Invert Outlet Devices #1 Primary 445.00' 2.0' long x 0.50' rise Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #2 Secondary 443.50' 1.500 in/hr Exfiltration over Surface area Phase-In= 0.01' #3 Device 1 444.00' 8.0" Round Culvert L= 115.0' Ke= 0.500 Inlet/ Outlet Invert= 444.00'/443.00' S=0.0087'/' Cc= 0.900 n= 0.011, Flow Area= 0.35 sf Primary OutFlow Max-0.56 cfs @ 8.04 hrs HW=445.24' TW=442.56' (Dynamic Tailwater) 't'114harp-Crested Rectangular Weir (Passes 0.56 cfs of 0.77 cfs potential flow) L3=Culvert (Outlet Controls 0.56 cfs @ 1.61 fps) Secondary OutFlow Max=0.05 cfs @ 8.04 hrs HW=445.24' TW=442.56' (Dynamic Tailwater) 2=Exfiltration (Exfiltration Controls 0.05 cfs) Design Model Type IA 24 -hr 10 yr Rainfall=4.30" Prepared by Microsoft Printed 4/24/2020 HydroCADO 10.00-24 s/n 10784 02018 HydroCAD Software Solutions LLC Pace 18 Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points x 2 Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 4S: Basin 1 Runoff Area=21.844 at 100.00%Impervious Runoff Depth=4.06" Tc=5.0 min CN=98 Runoff=0.52 cfs 0.170 of Subcatchment 265: Basin Roof Runoff Area=18.085 at 100.00%Impervious Runoff Depth=4.06" Tc=5.0 min CN=98 Runoff=0.43 cfs 0.141 of Subcatchment 275: Basin 5 Runoff Area=4,990 at 100.00%Impervious Runoff Depth=4.06" Tc=5.0 min CN=98 Runoff=0.12 cfs 0.039 of Subcatchment 285: Basin 4 Runoff Area=14.750 at 100.00% Impervious Runoff Depth=4.06" Tc=5.0 min CN=98 Runoff=0.35 cfs 0.115 of Subcatchment 295: Basin 3 Runoff Area=13.035 at 100.00% Impervious Runoff Depth=4.06" Tc=5.0 min CN=98 Runoff=0.31 cfs 0.101 of Subcatchment 305: Basin 2 Runoff Area=10.612 at 100.00% Impervious Runoff Depth=4.06" Tc=5.0 min CN=98 Runoff=0.25 cfs 0.083 of Subcatchment 445: Basin 6 Runoff Area=3,020 at 100.00% Impervious Runoff Depth=4.06" Tc=5.0 min CN=98 Runoff=0.07 cfs 0.023 of Pond 2P: (new Pond) Peak Elev=447.59' Inflow=0.07 cfs 0.023 of 8.0" Round Culven n=0.011 L=54.0' S=0.0454'f Outflow=0.07 cfs 0.023 of Pond 17P: (new Pond) Peak Elev=446.39' Inflow=0.25 cfs 0.083 of 8.0" Round Culven n=0.011 L=180.0' S=0.0117'/' Outflow=0.25ds 0.083 of Pond 18P: (new Pond) Peak Elev=446.69' Inflow=0.25 cfs 0.083 of 8.0" Round Culven n=0.011 L=30.0' S=0.0050'f Outflow=0.25 cfs 0.083 of Pond 19P: (new Pond) Peak Elev=446.64' Inflow=0.25 cfs 0.083 of 8.0" Round Culven n=0.011 L=42.0' S=0.0060'f Outflow=0.25 cfs 0.083 of Pond 38P: Aggregate Peak Elev=443.42' Storage=1,403 cf Inflow=0.71 cfs 0.291 of Outflow=0.24 cfs 0.291 of Pond 41 P: Pond Peak Elev=445.59' Storage=4,156 cf Inflow=1.16 cfs 0.380 of Primary=0.00 cfs 0.000 of Secondary=0.24 cfs 0.380 of Outflow=0.24 cfs 0.380 of Pond 42P: Pond Peak Elev=445.35' Storage=202 cf Inflow=0.12 cfs 0.039 of Primary=0.00 cfs 0.000 of Secondary=0.04 cfs 0.039 of Outflow=0.04 cfs 0.039 of Pond 43P: Pond Peak Elev=445.29' Storage=1,792 cf Inflow=0.77 cfs 0.252 of Primary=0.62 cfs 0.139 of Secondary=0.05 cfs 0.113 of Outflow=0.67 cfs 0.252 of Design Model Type lA 24 -hr 10 yr Rainfall=4.30" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 © 2018 HydroCAD Software Solutions LLC Paae 19 Summary for Subcatchment 4S: Basin 1 Runoff = 0.52 cis @ 7.85 hrs, Volume= 0.170 af, Depth= 4.06" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 10 yr Rainfall=4.30" 21,844 98 Paved parking, HSG B 21,844 100.00% Impervious Area Tc Length Slope Velocity Capacity Description 5.0 Summary for Subcatchment 26S: Basin Roof Runoff = 0.43 cis @ 7.85 hrs, Volume= 0.141 af, Depth= 4.06" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 10 yr Rainfall=4.30" Area (sf) CN Description 18,085 98 Paved parking, HSG B 18,085 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 27S: Basin 5 Runoff = 0.12 cfs @ 7.85 hrs, Volume= 0.039 af, Depth= 4.06" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 10 yr Rainfall=4.30" 4,990 98 Paved parking, HSG B 4,990 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Design Model Type lA 24 -hr 10 yr Rainfall=4.30" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 © 2018 HydroCAD Software Solutions LLC Paae 20 Summary for Subcatchment 28S: Basin 4 Runoff = 0.35 cis @ 7.85 hrs, Volume= 0.115 af, Depth= 4.06" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 10 yr Rainfall=4.30" 14,750 98 Paved parking, HSG B 14,750 100.00% Impervious Area Tc Length Slope Velocity Capacity Description 5.0 Summary for Subcatchment 29S: Basin 3 Runoff = 0.31 cis@ 7.85 hrs, Volume= 0.101 af, Depth= 4.06" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 10 yr Rainfall=4.30" Area (sf) CN Description 13,035 98 Paved parking, HSG B 13,035 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 30S: Basin 2 Runoff = 0.25 cfs @ 7.85 hrs, Volume= 0.083 af, Depth= 4.06" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 10 yr Rainfall=4.30" 10,612 98 Paved parking, HSG B 10,612 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Design Model Type lA 24 -hr 10 yr Rainfall=4.30" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 © 2018 HydroCAD Software Solutions LLC Paae 21 Summary for Subcatchment 44S: Basin 6 Runoff = 0.07 cfs @ 7.85 hrs, Volume= 0.023 af, Depth= 4.06" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 10 yr Rainfall=4.30" 3,020 98 Paved parking, HSG B 3,020 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond 213: (new Pond) Inflow Area = 0.069 ac,100.00% Impervious, Inflow Depth = 4.06" for 10 yr event Inflow = 0.07 cfs @ 7.85 hrs, Volume= 0.023 of Outflow = 0.07 cfs @ 7.85 hrs, Volume= 0.023 af, Atten= 0%, Lag= 0.0 min Primary = 0.07 cfs @ 7.85 hrs, Volume= 0.023 of Routing by Dyn-Slor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 447.59'@ 7.85 hrs Flood Elev= 477.30' Device Routing Invert Outlet Devices #1 Primary 447.45' 8.0" Round Culvert L= 54.0' Ke= 0.500 Inlet /Outlet Invert= 447.45'/445.00' S=0.0454/' Cc= 0.900 n= 0.011, Flow Area= 0.35 sf Primary OutFlow Max=0.07 cfs @ 7.85 hrs HW=447.59' TW=445.13' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.07 cfs @ 1.29 fps) Summary for Pond 17P: (new Pond) Inflow Area = 0.244 ac,100.00% Impervious, Inflow Depth = 4.06" for 10 yr event Inflow = 0.25 cfs @ 7.85 hrs, Volume= 0.083 of Outflow = 0.25 cfs @ 7.85 hrs, Volume= 0.083 af, Atten= 0%, Lag= 0.0 min Primary = 0.25 cfs @ 7.85 hrs, Volume= 0.083 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 446.39'@ 7.89 hrs Flood Elev= 477.30' Device Routing Invert Outlet Devices #1 Primary 446.10' 8.0" Round Culvert L= 180.0' Ke= 0.500 Inlet /Outlet Invert= 446.10'/444.00' S=0.0117'/' Cc= 0.900 n= 0.011, Flow Area= 0.35 sf Design Model Type IA 24 -hr 10 yr Rainfall=4.30" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 02018 HydroCAD Software Solutions LLC Paae 22 Primary OutFlow Max=0.25 cfs @ 7.85 hrs HW=446.39' TW=445.25' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.25 cfs @ 2.49 fps) Summary for Pond 18P: (new Pond) Inflow Area = 0.244 ac,100.00 % Impervious, Inflow Depth = 4.06" for 10 yr event Inflow = 0.25 cfs @ 7.85 hrs, Volume= 0.083 of Outflow = 0.25 cfs @ 7.85 hrs, Volume= 0.083 af, Atten= 0%, Lag= 0.0 min Primary = 0.25 cfs @ 7.85 hrs, Volume= 0.083 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, of= 0.01 hrs / 2 Peak Elev= 446.69'@ 7.86 hrs Device Routing Invert Outlet Devices #1 Primary 446.15' 8.0" Round Culvert L= 30.0' Ke= 0.500 Inlet /Outlet Invert= 446.15'/446.00' S=0.0050'/' Cc= 0.900 n= 0.011, Flow Area= 0.35 sf Primary OutFlow Max=0.25 cfs @ 7.85 hrs HW=446.69' TW=446.64' (Dynamic Tailwater) 11=Culvert (Outlet Controls 0.25 cfs @ 1.14 fps) Summary for Pond 19P: (new Pond) Inflow Area = 0.244 ac,100.00% Impervious, Inflow Depth = 4.06" for 10 yr event Inflow = 0.25 cfs @ 7.85 hrs, Volume= 0.083 of Outflow = 0.25 cfs @ 7.85 hrs, Volume= 0.083 af, Atten= 0%, Lag= 0.0 min Primary = 0.25 cfs @ 7.85 hrs, Volume= 0.083 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 446.64'@ 7.86 hrs Device Routing Invert Outlet Devices #1 Primary 446.30' 8.0" Round Culvert L= 42.0' Ke= 0.500 Inlet /Outlet Invert= 446.30'/446.05' S= 0.0060'P Cc= 0.900 n= 0.011, Flow Area= 0.35 sf Primary OutFlow Max=0.25 cfs @ 7.85 hrs HW=446.64' TW=446.39' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.25 cfs @ 2.08 fps) Summary for Pond 3813: Aggregate Inflow Area = 0.860 ac,100.00% Impervious, Inflow Depth > 4.06" for 10 yr event Inflow = 0.71 cfs@ 8.05 hrs, Volume= 0.291 of Outflow = 0.24 cfs @ 7.35 hrs, Volume= 0.291 at, Atten= 66%, Lag= 0.0 min Discarded = 0.24 cfs @ 7.35 hrs, Volume= 0.291 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, of= 0.01 hrs / 2 Peak Elev= 443.42'@9.32 hrs Surf.Area= 3,000 sf Storage= 1,403 cf Plug -Flow detention time= 29.5 min calculated for 0.291 of (100% of inflow) Design Modei Type IA 24 -hr 10 yr Rainfall=4.30" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 02018 HydroCAD Software Solutions LLC Paae 23 Center -of -Mass det. time= 29.4 min ( 859.9 - 830.5) Volume Invert Avail.Storaae Storage Description #1 442.00' 1,980 cf Custom Stage Data (Prismatic) Listed below (Recalc) 6,000 cf Overall x 33.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 442.00 3,000 0 0 444.00 3,000 6,000 6,000 Device Routing Invert Outlet Devices #1 Discarded 442.00' 3.500 in/hr Exfiltration over Surface area Phase -In= 0.01' Discarded OutFlow Max=0.24 cfs @ 7.35 hrs HW=442.02' (Free Discharge) L7=Exfiltration (Exfiltration Controls 0.24 cfs) Summary for Pond 41 P: Pond Inflow Area = 1.122 ac,100.00°/, Impervious, Inflow Depth = 4.06" for 10 yr event Inflow = 1.16 cfs @ 7.85 hrs, Volume= 0.380 of Outflow = 0.24 cfs @ 10.24 hrs, Volume= 0.380 af, Atten= 80%, Lag= 143.2 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Secondary = 0.24 cfs @ 10.24 hrs, Volume= 0.380 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 445.59'@ 10.24 hrs Surf.Area= 4,063 sf Storage= 4,156 cf Plug -Flow detention time= 190.0 min calculated for 0.380 of (1000% of inflow) Center -of -Mass det. time= 190.0 min ( 847.2 - 657.2) Volume Invert Avail.Storage Storage Description #1 444.25' 8,449 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 444.25 2,140 0 0 446.50 5,370 8,449 8,449 Device Routing Invert Outlet Devices #1 Primary 448.50' 2.0' long x 0.50' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #2 Secondary 444.25' 2.500 in/hr Exfiltration over Surface area Phase -In= 0.01' Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=444.25' (Free Discharge) 1-11 =Sharp -Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.24 cfs @ 10.24 hrs HW=445.59' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.24 cfs) Design Model Type IA 24 -hr 10 yr Rainfall=4.30" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 02018 HydroCAD Software Solutions LLC Paae 24 Summary for Pond 42P: Pond Inflow Area = 0.115 ac,100.00% Impervious, Inflow Depth = 4.06" for 10 yr event Inflow = 0.12 cfs @ 7.85 hrs, Volume= 0.039 of Outflow = 0.04 cfs @ 8.86 hrs, Volume= 0.039 af, Atten= 67%, Lag= 60.4 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Secondary = 0.04 cfs @ 8.86 hrs, Volume= 0.039 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 445.35'@8.86 hrs Surf.Area= 663 sf Storage= 202 cf Plug -Flow detention time= 27.4 min calculated for 0.039 of (100% of inflow) Center -of -Mass det. time= 27.4 min ( 684.6 - 657.2) Volume Invert Avail.Storage Storage Description #1 445.00' 1,940 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 445.00 500 0 0 447.00 1,440 1,940 1,940 Device Routing Invert Outlet Devices #1 Primary 446.50' 2.0' long x 0.50' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #2 Secondary 445.00' 2.500 in/hr Pxdiltration over Surface area Phase -In= 0.01' Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=445.00' TW=442.00' (Dynamic Tailwater) t1 =Sharp -Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.04 cfs @ 8.86 hrs HW=445.35' TW=443.37' (Dynamic Tailwater) 2=Exfiltration (Exfiltration Controls 0.04 cfs) Summary for Pond 43P: Pond Inflow Area = 0.745 ac,100.00% Impervious, Inflow Depth = 4.06" for 10 yr event Inflow = 0.77 cfs @ 7.85 hrs, Volume= 0.252 of Outflow = 0.67 cfs @ 8.04 hrs, Volume= 0.252 af, Atten= 12%, Lag= 11.4 min Primary = 0.62 cfs @ 8.04 hrs, Volume= 0.139 of Secondary = 0.05 cfs @ 8.04 hrs, Volume= 0.113 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 445.29'@ 8.04 hrs Surf.Area= 1,447 sf Storage= 1,792 cf Plug -Flow detention time= 196.7 min calculated for 0.252 of (1000/0 of inflow) Center -of -Mass det. time= 195.7 min ( 852.9 - 657.2) Volume Invert Avail.Storage Storage Description #1 443.50' 2,100 cf Custom Stage Data (Prismatic) Listed below (Recalc) Design Nbclei Type IA 24-hr 10 yr Rainfall=4.30" Prepared by Microsoft Printed 4/24/2020 HWroCAD®10.00-24 s/n 10784 02018 HydroCAD Software Solutions LLC Pace 25 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 443.50 550 0 0 445.50 1,550 2,100 2,100 Device Routing Invert Outlet Devices #1 Primary 445.00' 2.0' long x 0.50' rise Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #2 Secondary 443.50' 1.500 in/hr Exfiltration over Surface area Phase-In= 0.01' #3 Device 1 444.00' 8.0" Round Culvert L= 115.0' Ke= 0.500 Inlet/ Outlet Invert= 444.00'/443.00' S=0.0087'/' Cc= 0.900 n= 0.011, Flow Area= 0.35 sf Primary OutFlow Max-0.62 cfs @ 8.04 hrs HW=445.29' TW=442.70' (Dynamic Tailwater) 't'114harp-Crested Rectangular Weir (Passes 0.62 cfs of 1.05 cfs potential flow) L3=Culvert (Outlet Controls 0.62 cfs @ 1.79 fps) Secondary OutFlow Max=0.05 cfs @ 8.04 hrs HW=445.29' TW=442.70' (Dynamic Tailwater) 2=Exfiltration (Exfiltration Controls 0.05 cfs) Design Model Type IA 24 -hr 25 yr Rainfall=4.80" Prepared by Microsoft Printed 4/24/2020 HydroCADO 10.00-24 s/n 10784 02018 HydroCAD Software Solutions LLC Pace 26 Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points x 2 Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 4S: Basin 1 Runoff Area=21.844 at 100.00%Impervious Runoff Depth=4.56" Tc=5.0 min CN=98 Runoff=0.58 cfs 0.191 of Subcatchment 265: Basin Roof Runoff Area=18.085 at 100.00%Impervious Runoff Depth=4.56" Tc=5.0 min CN=98 Runoff=0.48 cfs 0.158 of Subcatchment 275: Basin 5 Runoff Area=4,990 at 100.00%Impervious Runoff Depth=4.56" Tc=5.0 min CN=98 Runoff=0.13 cfs 0.044 of Subcatchment 285: Basin 4 Runoff Area=14.750 at 100.00% Impervious Runoff Depth=4.56" Tc=5.0 min CN=98 Runoff=0.39 cfs 0.129 of Subcatchment 295: Basin 3 Runoff Area=13.035 at 100.00% Impervious Runoff Depth=4.56" Tc=5.0 min CN=98 Runoff=0.34 cfs 0.114 of Subcatchment 305: Basin 2 Runoff Area=10.612 at 100.00% Impervious Runoff Depth=4.56" Tc=5.0 min CN=98 Runoff=0.28 cfs 0.093 of Subcatchment 445: Basin 6 Runoff Area=3,020 at 100.00% Impervious Runoff Depth=4.56" Tc=5.0 min CN=98 Runoff=0.08 cfs 0.026 of Pond 2P: (new Pond) Peak EIev=447.60' Inflow=0.08 cfs 0.026 of 8.0" Round Culven n=0.011 L=54.0' S=0.0454'f Outflow=0.08 cfs 0.026 of Pond 17P: (new Pond) Peak EIev=446.42' Inflow=0.28 cfs 0.093 of 8.0" Round Culven n=0.011 L=180.0' S=0.0117'/' Outflow=0.28cfs 0.093 of Pond 18P: (new Pond) Peak EIev=446.71' Inflow=0.28 cfs 0.093 of 8.0" Round Culven n=0.011 L=30.0' S=0.0050 V Outflow=0.28 cfs 0.093 of Pond 19P: (new Pond) Peak EIev=446.66' Inflow=0.28 cfs 0.093 of 8.0" Round Culven n=0.011 L=42.0' S=0.0060 V Outflow=0.28 cfs 0.093 of Pond 38P: Aggregate Peak EIev=443.82' Storage=1,800 cf Inflow=0.77 cfs 0.327 of Outflow=0.24 cfs 0.327 of Pond 41 P: Pond Peak EIev=445.79' Storage=5,005 cf Inflow=1.29 cfs 0.427 of Primary=0.00 cfs 0.000 of Secondary=0.25 cfs 0.427 of Outflow=0.25 cfs 0.427 of Pond 42P: Pond Peak EIev=445.42' Storage=255 cf Inflow=0.13 cfs 0.044 of Primary=0.00 cfs 0.000 of Secondary=0.04 cfs 0.044 of Outflow=0.04 cfs 0.044 of Pond 43P: Pond Peak EIev=445.35' Storage=1,876 cf Inflow=0.86 cfs 0.283 of Primary=0.68 cfs 0.168 of Secondary=0.05 cfs 0.115 of Oufflow=0.73 cfs 0.283 of Design Model Type IA 24 -hr 25 yr Rainfall=4.80" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 © 2018 HydroCAD Software Solutions LLC Paae 27 Summary for Subcatchment 4S: Basin 1 Runoff = 0.58 cis @ 7.85 hrs, Volume= 0.191 af, Depth= 4.56" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 25 yr Rainfall=4.80" 21,844 98 Paved parking, HSG B 21,844 100.00% Impervious Area Tc Length Slope Velocity Capacity Description 5.0 Summary for Subcatchment 26S: Basin Roof Runoff = 0.48 cis @ 7.85 hrs, Volume= 0.158 af, Depth= 4.56" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 25 yr Rainfall=4.80" Area (sf) CN Description 18,085 98 Paved parking, HSG B 18,085 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 27S: Basin 5 Runoff = 0.13 cfs @ 7.85 hrs, Volume= 0.044 af, Depth= 4.56" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 25 yr Rainfall=4.80" 4,990 98 Paved parking, HSG B 4,990 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Design Model Type IA 24 -hr 25 yr Rainfall=4.80" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 © 2018 HydroCAD Software Solutions LLC Paae 28 Summary for Subcatchment 28S: Basin 4 Runoff = 0.39 cis @ 7.85 hrs, Volume= 0.129 af, Depth= 4.56" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 25 yr Rainfall=4.80" 14,750 98 Paved parking, HSG B 14,750 100.00% Impervious Area Tc Length Slope Velocity Capacity Description 5.0 Summary for Subcatchment 29S: Basin 3 Runoff = 0.34 cis @ 7.85 hrs, Volume= 0.114 af, Depth= 4.56" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 25 yr Rainfall=4.80" Area (sf) CN Description 13,035 98 Paved parking, HSG B 13,035 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 30S: Basin 2 Runoff = 0.28 cfs @ 7.85 hrs, Volume= 0.093 af, Depth= 4.56" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 25 yr Rainfall=4.80" 10,612 98 Paved parking, HSG B 10,612 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Design Model Type IA 24 -hr 25 yr Rainfall=4.80" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 © 2018 HydroCAD Software Solutions LLC Paae 29 Summary for Subcatchment 44S: Basin 6 Runoff = 0.08 cfs @ 7.85 hrs, Volume= 0.026 af, Depth= 4.56" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 25 yr Rainfall=4.80" 3,020 98 Paved parking, HSG B 3,020 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond 213: (new Pond) Inflow Area = 0.069 ac,100.00% Impervious, Inflow Depth = 4.56" for 25 yr event Inflow = 0.08 cfs @ 7.85 hrs, Volume= 0.026 of Outflow = 0.08 cfs @ 7.85 hrs, Volume= 0.026 af, Atten= 0%, Lag= 0.0 min Primary = 0.08 cfs @ 7.85 hrs, Volume= 0.026 of Routing by Dyn-Slor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 447.60'@ 7.85 hrs Flood Elev= 477.30' Device Routing Invert Outlet Devices #1 Primary 447.45' 8.0" Round Culvert L= 54.0' Ke= 0.500 Inlet /Outlet Invert= 447.45'/445.00' S=0.0454/' Cc= 0.900 n= 0.011, Flow Area= 0.35 sf Primary OutFlow Max=0.08 cfs @ 7.85 hrs HW=447.60' TW=445.28' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.08 cfs @ 1.33 fps) Summary for Pond 17P: (new Pond) Inflow Area = 0.244 ac,100.00% Impervious, Inflow Depth = 4.56" for 25 yr event Inflow = 0.28 cfs @ 7.85 hrs, Volume= 0.093 of Outflow = 0.28 cfs @ 7.85 hrs, Volume= 0.093 af, Atten= 0%, Lag= 0.0 min Primary = 0.28 cfs @ 7.85 hrs, Volume= 0.093 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 446.42'@ 7.90 hrs Flood Elev= 477.30' Device Routing Invert Outlet Devices #1 Primary 446.10' 8.0" Round Culvert L= 180.0' Ke= 0.500 Inlet /Outlet Invert= 446.10'/444.00' S=0.0117'/' Cc= 0.900 n= 0.011, Flow Area= 0.35 sf Design Model Type IA 24 -hr 25 yr Rainfall=4.80" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 02018 HydroCAD Software Solutions LLC Paae 30 Primary OutFlow Max=0.28 cfs @ 7.85 hrs HW=446.41' TW=445.29' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.28 cfs @ 2.54 fps) Summary for Pond 18P: (new Pond) Inflow Area = 0.244 ac,100.00 % Impervious, Inflow Depth = 4.56" for 25 yr event Inflow = 0.28 cfs @ 7.85 hrs, Volume= 0.093 of Outflow = 0.28 cfs @ 7.85 hrs, Volume= 0.093 at, Atten= 0%, Lag= 0.0 min Primary = 0.28 cfs @ 7.85 hrs, Volume= 0.093 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, of= 0.01 hrs / 2 Peak Elev= 446.71'@ 7.86 hrs Device Routing Invert Outlet Devices #1 Primary 446.15' 8.0" Round Culvert L= 30.0' Ke= 0.500 Inlet /Outlet Invert= 446.15'/446.00' S=0.0050'/' Cc= 0.900 n= 0.011, Flow Area= 0.35 sf Primary OutFlow Max=0.28 cfs @ 7.85 hrs HW=446.71' TW=446.66' (Dynamic Tailwater) 1-11 =Culvert (Outlet Controls 0.28 cfs @ 1.20 fps) Summary for Pond 19P: (new Pond) Inflow Area = 0.244 ac,100.00% Impervious, Inflow Depth = 4.56" for 25 yr event Inflow = 0.28 cfs @ 7.85 hrs, Volume= 0.093 of Outflow = 0.28 cfs @ 7.85 hrs, Volume= 0.093 af, Atten= 0%, Lag= 0.0 min Primary = 0.28 cfs @ 7.85 hrs, Volume= 0.093 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 446.66'@ 7.87 hrs Device Routing Invert Outlet Devices #1 Primary 446.30' 8.0" Round Culvert L= 42.0' Ke= 0.500 Inlet /Outlet Invert= 446.30'/446.05' S= 0.0060'P Cc= 0.900 n= 0.011, Flow Area= 0.35 sf Primary OutFlow Max=0.28 cfs @ 7.85 hrs HW=446.66' TW=446.41' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.28 cfs @ 2.13 fps) Summary for Pond 3813: Aggregate Inflow Area = 0.860 ac,100.00% Impervious, Inflow Depth > 4.56" for 25 yr event Inflow = 0.77 cfs @ 8.05 hrs, Volume= 0.327 of Outflow = 0.24 cfs @ 7.12 hrs, Volume= 0.327 af, Atten= 68%, Lag= 0.0 min Discarded = 0.24 cfs @ 7.12 hrs, Volume= 0.327 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, of= 0.01 hrs / 2 Peak Elev= 443.82'@9.68 hrs Surf.Area= 3,000 sf Storage= 1,800 cf Plug -Flow detention time= 43.8 min calculated for 0.326 of (100% of inflow) Design Modei Type IA 24 -hr 25 yr Rainfall=4.80" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 02018 HydroCAD Software Solutions LLC Paae 31 Center -of -Mass det. time= 43.7 min ( 857.6 - 813.9) Volume Invert Avail.Storaae Storage Description #1 442.00' 1,980 cf Custom Stage Data (Prismatic) Listed below (Recalc) 6,000 cf Overall x 33.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 442.00 3,000 0 0 444.00 3,000 6,000 6,000 Device Routing Invert Outlet Devices #1 Discarded 442.00' 3.500 in/hr Exfiltration over Surface area Phase -In= 0.01' Discarded OutFlow Max=0.24 cfs @ 7.12 hrs HW=442.02' (Free Discharge) L7=Exfiltration (Exfiltration Controls 0.24 cfs) Summary for Pond 41 P: Pond Inflow Area = 1.122 ac,100.00% Impervious, Inflow Depth = 4.56" for 25 yr event Inflow = 1.29 cfs @ 7.85 hrs, Volume= 0.427 of Outflow = 0.25 cfs @ 10.76 hrs, Volume= 0.427 af, Atten= 81%, Lag= 174.1 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Secondary = 0.25 cfs @ 10.76 hrs, Volume= 0.427 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 445.79'@ 10.76 hrs Surf.Area= 4,353 sf Storage= 5,005 cf Plug -Flow detention time= 222.7 min calculated for 0.427 of (100% of inflow) Center -of -Mass det. time= 222.7 min ( 877.5 - 654.9) Volume Invert Avail.Storage Storage Description #1 444.25' 8,449 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 444.25 2,140 0 0 446.50 5,370 8,449 8,449 Device Routing Invert Outlet Devices #1 Primary 448.50' 2.0' long x 0.50' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #2 Secondary 444.25' 2.500 in/hr Exfiltration over Surface area Phase -In= 0.01' Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=444.25' (Free Discharge) 1-11 =Sharp -Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.25 cfs @ 10.76 hrs HW=445.79' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.25 cfs) Design Model Type IA 24 -hr 25 yr Rainfall=4.80" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 02018 HydroCAD Software Solutions LLC Paae 32 Summary for Pond 42P: Pond Inflow Area = 0.115 ac,100.00% Impervious, Inflow Depth = 4.56" for 25 yr event Inflow = 0.13 cfs @ 7.85 hrs, Volume= 0.044 of Outflow = 0.04 cfs @ 8.96 hrs, Volume= 0.044 af, Atten= 69%, Lag= 66.2 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Secondary = 0.04 cfs @ 8.96 hrs, Volume= 0.044 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 445.42'@8.96 hrs Surf.Area= 700 sf Storage= 255 cf Plug -Flow detention time= 36.1 min calculated for 0.044 of (100% of inflow) Center -of -Mass det. time= 36.1 min ( 691.0 - 654.9) Volume Invert Avail.Storage Storage Description #1 445.00' 1,940 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 445.00 500 0 0 447.00 1,440 1,940 1,940 Device Routing Invert Outlet Devices #1 Primary 446.50' 2.0' long x 0.50' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #2 Secondary 445.00' 2.500 in/hr Pxdiltration over Surface area Phase -In= 0.01' Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=445.00' TW=442.00' (Dynamic Tailwater) t1 =Sharp -Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.04 cfs @ 8.96 hrs HW=445.42' TW=443.74' (Dynamic Tailwater) 2=Exfiltration (Exfiltration Controls 0.04 cfs) Summary for Pond 43P: Pond Inflow Area = 0.745 ac,100.00% Impervious, Inflow Depth = 4.56" for 25 yr event Inflow = 0.86 cfs @ 7.85 hrs, Volume= 0.283 of Outflow = 0.73 cfs @ 8.05 hrs, Volume= 0.283 af, Atten= 15%, Lag= 11.8 min Primary = 0.68 cfs @ 8.05 hrs, Volume= 0.168 of Secondary = 0.05 cfs @ 8.05 hrs, Volume= 0.115 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 445.35'@ 8.05 hrs Surf.Area= 1,476 sf Storage= 1,876 cf Plug -Flow detention time= 179.0 min calculated for 0.283 of (1000/0 of inflow) Center -of -Mass det. time= 178.0 min ( 832.8 - 654.9) Volume Invert Avail.Storage Storage Description #1 443.50' 2,100 cf Custom Stage Data (Prismatic) Listed below (Recalc) Design Nbclei Type IA 24-hr 25 yr Rainfall=4.80" Prepared by Microsoft Printed 4/24/2020 HWroCAD®10.00-24 s/n 10784 02018 HydroCAD Software Solutions LLC Pace 33 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 443.50 550 0 0 445.50 1,550 2,100 2,100 Device Routing Invert Outlet Devices #1 Primary 445.00' 2.0' long x 0.50' rise Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #2 Secondary 443.50' 1.500 in/hr Exfiltration over Surface area Phase-In= 0.01' #3 Device 1 444.00' 8.0" Round Culvert L= 115.0' Ke= 0.500 Inlet/ Outlet Invert= 444.00'/443.00' S=0.0087'/' Cc= 0.900 n= 0.011, Flow Area= 0.35 sf Primary OutFlow Max-0.68 cfs @ 8.05 hrs HW=445.35' TW=442.86' (Dynamic Tailwater) 't'114harp-Crested Rectangular Weir (Passes 0.68 cfs of 1.37 cfs potential flow) L3=Culvert (Outlet Controls 0.68 cfs @ 1.95 fps) Secondary OutFlow Max=0.05 cfs @ 8.05 hrs HW=445.35' TW=442.86' (Dynamic Tailwater) 2=Exfiltration (Exfiltration Controls 0.05 cfs) Design Nbdel Type IA 24 -hr WO Rainfall=0.83" Prepared by Microsoft Printed 4/24/2020 HydroCADO 10.00-24 s/n 10784 02018 HydroCAD Software Solutions LLC Pace 34 Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points x 2 Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 4S: Basin 1 Runoff Area=21.844 at 100.00%Impervious Runoff Depth=0.63" Tc=5.0 min CN=98 Runoff=0.08 ds 0.026 of Subcatchment 265: Basin Roof Runoff Area=18.085 at 100.00%Impervious Runoff Depth=0.63" Tc=5.0 min CN=98 Runoff=0.07 ds 0.022 of Subcatchment 275: Basin 5 Runoff Area=4,990 at 100.00%Impervious Runoff Depth=0.63" Tc=5.0 min CN=98 Runoff=0.02 ds 0.006 of Subcatchment 285: Basin 4 Runoff Area=14.750 at 100.00% Impervious Runoff Depth=0.63" Tc=5.0 min CN=98 Runoff=0.06 ds 0.018 of Subcatchment 295: Basin 3 Runoff Area=13.035 at 100.00% Impervious Runoff Depth=0.63" Tc=5.0 min CN=98 Runoff=0.05 ds 0.016 of Subcatchment 305: Basin 2 Runoff Area=10.612 at 100.00% Impervious Runoff Depth=0.63" Tc=5.0 min CN=98 Runoff=0.04 ds 0.013 of Subcatchment 445: Basin 6 Runoff Area=3,020 at 100.00% Impervious Runoff Depth=0.63" Tc=5.0 min CN=98 Runoff=0.01 ds 0.004 of Pond 2P: (new Pond) Peak Elev=447.51' Inflow=0.01 ds 0.004 of 8.0" Round Culvert n=0.011 L=54.0' S=0.0454'13 Outflow=0.01 ds 0.004 of Pond 17P: (new Pond) Peak Elev=446.21' Inflow=0.04 ds 0.013 of 8.0" RoundCulvert n=0.011 L=180.0' S=0.0117'/' Outflow=0.04cfs 0.013 of Pond 1813: (new Pond) Peak Elev=446.43' Inflow=0.04 cfs 0.013 of 8.0" RoundCulvert n=0.011 L=30.0' S=0.0050'13 Outflow=0.04 cfs 0.013 of Pond 19P: (new Pond) Peak Elev=446.43' Inflow=0.04 cfs 0.013 of 8.0" RoundCulvert n=0.011 L=42.0' S=0.0060'13 Outflow=0.04 cfs 0.013 of Pond 38P: Aggregate Peak EIev=442.00' Storage=2 cf Inflow=0.04 ate 0.045 of Outflow=0.04 ate 0.045 of Pond 41 P: Pond Peak EIev=444.30' Storage=100 cf Inflow=0.18 cfs 0.059 of Primary=0.00 ds 0.000 of Secondary=0.13 ds 0.059 of Outflow=0.13 cfs 0.059 of Pond 42P: Pond Peak EIev=445.01' Storage=3 cf Inflow=0.02 cfs 0.006 of Primary=0.00 ds 0.000 of Secondary=0.02 ds 0.006 of Outflow=0.02 ds 0.006 of Pond 43P: Pond Peak EIev=444.00' Storage=334 cf Inflow=0.12 ds 0.039 of Primary=0.00 cfs 0.000 of Secondary=0.03 cfs 0.039 of Outflow=0.03 cfs 0.039 of Design Model Type /A 24 -hr WO Rainfall=0.83" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 © 2018 HydroCAD Software Solutions LLC Paae 35 Summary for Subcatchment 4S: Basin 1 Runoff = 0.08 cis @ 7.89 hrs, Volume= 0.026 af, Depth= 0.63" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr WO Rainfall=0.83" 21,844 98 Paved parking, HSG B 21,844 100.00% Impervious Area Tc Length Slope Velocity Capacity Description 5.0 Summary for Subcatchment 26S: Basin Roof Runoff = 0.07 cis @ 7.89 hrs, Volume= 0.022 af, Depth= 0.63" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr WO Rainfall=0.83" Area (sf) CN Description 18,085 98 Paved parking, HSG B 18,085 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 27S: Basin 5 Runoff = 0.02 cfs @ 7.89 hrs, Volume= 0.006 af, Depth= 0.63" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr WO Rainfall=0.83" 4,990 98 Paved parking, HSG B 4,990 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Design Model Type /A 24 -hr WO Rainfall=0.83" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 © 2018 HydroCAD Software Solutions LLC Paae 36 Summary for Subcatchment 28S: Basin 4 Runoff = 0.06 cis @ 7.89 hrs, Volume= 0.018 af, Depth= 0.63" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr WO Rainfall=0.83" 14,750 98 Paved parking, HSG B 14,750 100.00% Impervious Area Tc Length Slope Velocity Capacity Description 5.0 Summary for Subcatchment 29S: Basin 3 Runoff = 0.05 cis @ 7.89 hrs, Volume= 0.016 af, Depth= 0.63" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr WO Rainfall=0.83" Area (sf) CN Description 13,035 98 Paved parking, HSG B 13,035 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 30S: Basin 2 Runoff = 0.04 cfs @ 7.89 hrs, Volume= 0.013 af, Depth= 0.63" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr WO Rainfall=0.83" 10,612 98 Paved parking, HSG B 10,612 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Design Model Type /A 24 -hr WO Rainfall=0.83" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 © 2018 HydroCAD Software Solutions LLC Paae 37 Summary for Subcatchment 44S: Basin 6 Runoff = 0.01 cfs @ 7.89 hrs, Volume= 0.004 af, Depth= 0.63" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr WO Rainfall=0.83" 3,020 98 Paved parking, HSG B 3,020 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond 2P: (new Pond) Inflow Area = 0.069 ac,100.00% Impervious, Inflow Depth= 0.63" for WO event Inflow = 0.01 cfs @ 7.89 hrs, Volume= 0.004 of Outflow = 0.01 cfs @ 7.89 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Primary = 0.01 cfs @ 7.89 hrs, Volume= 0.004 of Routing by Dyn-Slor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 447.51'@ 7.89 hrs Flood Elev= 477.30' Device Routing Invert Outlet Devices #1 Primary 447.45' 8.0" Round Culvert L= 54.0' Ke= 0.500 Inlet /Outlet Invert= 447.45'/445.00' S=0.0454/' Cc= 0.900 n= 0.011, Flow Area= 0.35 sf Primary OutFlow Max=0.01 cfs @ 7.89 hrs HW=447.51' TW=444.28' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.01 cfs @ 0.81 fps) Summary for Pond 17P: (new Pond) Inflow Area = 0.244 ac,100.00% Impervious, Inflow Depth= 0.63" for WO event Inflow = 0.04 cfs @ 7.89 hrs, Volume= 0.013 of Outflow = 0.04 cfs @ 7.89 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Primary = 0.04 cfs @ 7.89 hrs, Volume= 0.013 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 446.21'@ 7.89 hrs Flood Elev= 477.30' Device Routing Invert Outlet Devices #1 Primary 446.10' 8.0" Round Culvert L= 180.0' Ke= 0.500 Inlet /Outlet Invert= 446.10'/444.00' S=0.0117'/' Cc= 0.900 n= 0.011, Flow Area= 0.35 sf Design Modei Type IA 24 -hr WO Rainfall=0.83" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 02018 HydroCAD Software Solutions LLC Paae 38 Primary OutFlow Max=0.04 cfs @ 7.89 hrs HW=446.21' TW=443.77' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.04 cfs @ 1.11 fps) Summary for Pond 18P: (new Pond) Inflow Area = 0.244 ac,100.00 % Impervious, Inflow Depth= 0.63" for WO event Inflow = 0.04 cfs @ 7.89 hrs, Volume= 0.013 of Outflow = 0.04 cfs @ 7.89 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Primary = 0.04 cfs @ 7.89 hrs, Volume= 0.013 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 446.43'@ 7.89 hrs Device Routing Invert Outlet Devices #1 Primary 446.15' 8.0" Round Culvert L= 30.0' Ke= 0.500 Inlet /Outlet Invert= 446.15'/446.00' S=0.0050'/' Cc= 0.900 n= 0.011, Flow Area= 0.35 sf Primary OutFlow Max=0.04 cfs @ 7.89 hrs HW=446.43' TW=446.43' (Dynamic Tailwater) 1-11 =Culvert (Outlet Controls 0.04 cfs @ 0.42 fps) Summary for Pond 19P: (new Pond) Inflow Area = 0.244 ac,100.00% Impervious, Inflow Depth= 0.63" for WO event Inflow = 0.04 cfs @ 7.89 hrs, Volume= 0.013 of Outflow = 0.04 cfs @ 7.89 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Primary = 0.04 cfs @ 7.89 hrs, Volume= 0.013 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 446.43'@ 7.89 hrs Device Routing Invert Outlet Devices #1 Primary 446.30' 8.0" Round Culvert L= 42.0' Ke= 0.500 Inlet /Outlet Invert= 446.30'/446.05' S= 0.0060'P Cc= 0.900 n= 0.011, Flow Area= 0.35 sf Primary OutFlow Max=0.04 cfs @ 7.89 hrs HW=446.43' TW=446.21' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.04 cfs @ 1.33 fps) Summary for Pond 3813: Aggregate Inflow Area = 0.860 ac,100.00% Impervious, Inflow Depth= 0.63" for WO event Inflow = 0.04 cfs @ 8.02 hrs, Volume= 0.045 of Outflow = 0.04 cfs @ 8.03 hrs, Volume= 0.045 af, Atten= 0%, Lag= 0.5 min Discarded = 0.04 cfs @ 8.03 hrs, Volume= 0.045 of Routing by Dyn-Slor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 442.00'@8.03 hrs Surf.Area= 3,000 sf Storage= 2 cf Plug -Flow detention time= 0.7 min calculated for 0.045 of (100% of inflow) Design Modei Type IA 24 -hr WO Rainfall=0.83" Prepared by Microsoft Printed 4/24/2020 HydroCAD®10.00-24 s/n 10784 © 2018 HydroCAD Software Solutions LLC Paae 39 Center -of -Mass det. time= 0.7 min ( 827.5 - 826.8) Volume Invert Avail.Storaae Storage Description #1 442.00' 1,980 cf Custom Stage Data (Prismatic) Listed below (Recalc) 6,000 cf Overall x 33.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 442.00 3,000 0 0 444.00 3,000 6,000 6,000 Device Routing Invert Outlet Devices #1 Discarded 442.00' 3.500 in/hr Exfiltration over Surface area Phase -In= 0.01' Discarded OutFlow Max=0.04 cfs @ 8.03 hrs HW=442.00' (Free Discharge) L7=Exfiltration (Exfiltration Controls 0.04 cfs) Summary for Pond 41 P: Pond Inflow Area = 1.122 ac,100.00% Impervious, Inflow Depth = 0.63" for WO event Inflow = 0.18 cfs @ 7.89 hrs, Volume= 0.059 of Outflow = 0.13 cfs @ 8.10 hrs, Volume= 0.059 af, Atten= 31%, Lag= 12.6 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Secondary = 0.13 cfs @ 8.10 hrs, Volume= 0.059 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 444.30'@8.10 hrs Surf.Area= 2,206 sf Storage= 100 cf Plug -Flow detention time= 3.9 min calculated for 0.059 of (1000/0 of inflow) Center -of -Mass det. time= 3.9 min ( 726.9 - 723.0 ) Volume Invert Avail.Storage Storage Description #1 444.25' 8,449 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 444.25 2,140 0 0 446.50 5,370 8,449 8,449 Device Routing Invert Outlet Devices #1 Primary 448.50' 2.0' long x 0.50' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #2 Secondary 444.25' 2.500 in/hr Exfiltration over Surface area Phase -In= 0.01' Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=444.25' (Free Discharge) 1-11 =Sharp -Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.13 cfs @ 8.10 hrs HW=444.30' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.13 cfs) Design Model Type IA 24 -hr NO Rainfall=0.83" Prepared by Microsoft Printed 4/24/2020 HydroCAD@ 10.00-24 s/n 10784 02018 HydroCAD Software Solutions LLC Paae 40 Summary for Pond 42P: Pond Inflow Area = 0.115 ac,100.00% Impervious, Inflow Depth= 0.63" for WO event Inflow = 0.02 cfs @ 7.89 hrs, Volume= 0.006 of Outflow = 0.02 cfs @ 7.94 hrs, Volume= 0.006 af, Atten= I%, Lag= 2.9 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Secondary = 0.02 cfs @ 7.94 hrs, Volume= 0.006 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 445.01'@7.94 hrs Surf.Area= 503 sf Storage= 3 cf Plug -Flow detention time= 2.9 min calculated for 0.006 of (100% of inflow) Center -of -Mass det. time= 2.9 min ( 725.9 - 723.0 ) Volume Invert Avail.Storage Storage Description #1 445.00' 1,940 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 445.00 500 0 0 447.00 1,440 1,940 1,940 Device Routing Invert Outlet Devices #1 Primary 446.50' 2.0' long x 0.50' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #2 Secondary 445.00' 2.500 in/hr Pxdiltration over Surface area Phase -In= 0.01' Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=445.00' TW=442.00' (Dynamic Tailwater) 1-11 =Sharp -Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.02 cfs @ 7.94 hrs HW=445.01' TW=442.00' (Dynamic Tailwater) 2=Exfiltration (Exfiltration Controls 0.02 cfs) Summary for Pond 43P: Pond Inflow Area = 0.745 ac,100.00% Impervious, Inflow Depth= 0.63" for WO event Inflow = 0.12 cfs @ 7.89 hrs, Volume= 0.039 of Outflow = 0.03 cfs @ 10.17 hrs, Volume= 0.039 af, Atten= 77°/o, Lag= 136.6 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Secondary = 0.03 cfs @ 10.17 hrs, Volume= 0.039 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 444.00'@ 10.17 hrs Surf.Area= 798 sf Storage= 334 cf Plug -Flow detention time= 119.4 min calculated for 0.039 of (1000/0 of inflow) Center -of -Mass det. time= 119.4 min ( 842.4 - 723.0) Volume Invert Avail.Storage Storage Description #1 443.50' 2,100 cf Custom Stage Data (Prismatic) Listed below (Recalc) Design Nbclei Type IA 24-hr WO Rainfall=0.83" Prepared by Microsoft Printed 4/24/2020 HWroCAD®10.00-24 s/n 10784 02018 HydroCAD Software Solutions LLC Pace 41 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 443.50 550 0 0 445.50 1,550 2,100 2,100 Device Routing Invert Outlet Devices #1 Primary 445.00' 2.0' long x 0.50' rise Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #2 Secondary 443.50' 1.500 in/hr Exfiltration over Surface area Phase-In= 0.01' #3 Device 1 444.00' 8.0" Round Culvert L= 115.0' Ke= 0.500 Inlet/ Outlet Invert= 444.00'/443.00' S=0.0087'/' Cc= 0.900 n= 0.011, Flow Area= 0.35 sf Primary OutFlow Max-0.00 cfs @ 0.00 hrs HW=443.50' TW=442.00' (Dynamic Tailwater) 't'-1 =Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) L3=Culvert ( Controls 0.00 cfs) Secondary OutFlow Max=0.03 cfs @ 10.17 hrs HW=444.00' TW=442.00' (Dynamic Tailwater) 2=Exfiltration (Exfiltration Controls 0.03 cfs) APPENDIX C Operations and Maintenance Plan Notice of Operations and Maintenance Agreement Private Stormwater Management and Treatment System The undersigned owner(s), is hereby given notice that stormwater runoff from the "Propery" described below requires stormwater management facilities to be located, designed, and constructed in compliance with the City of Springfield's Engineering Design and Procedures Manual. Said facilities shall be operated and maintained in accordance with the Operations and Maintenance Agreement (O&M Agreement) on file with the City of Springfield, Development and Public Works Department. (Property Owner/Developer) acknowledges and agrees to maintain private stormwater treatment facilities listed in this document. The maintenance of the storrnwater facilities listed in this document is required as part of the Development Agreement with the City of Springfield. This facility will be operated and maintained in accordance with the requirements stated in this document and in the latest edition of the City of Springfield Engineering Design Standards and Procedures Manual, Chapter 3. The City reserves the right to enter and inspect any stormwater facility located on the "Property' to ensure the facilities are operating as designed. Failure of the responsible party to inspect and maintain the facilities can result in an adverse impact to the public storrnwater system and the quality of receiving waters. The requirement to operate and maintain the stormwater treatment facilities in accordance with the approved site development agreement and the site O&M Agreement is binding on all current and future owners of the property. The Agreement and its O&M Plan maybe modified under written consent of new owners with written approval by and re -filing with the City. The O&M Agreement and O&M Plan for facilities constructed pursuant to this notice are available at the Development and Public Works Department, 225 Fifth St, Springfield Oregon, or call (541)-736-3753, between the hours of S a.m. and 5 IT m., Monday through Friday. The Subject premises, is legally described as follows: (Tax lot natter camat be usedio describe tic property. Legal descriptions may be obtairedfronu the county assessor's office). SEE EXHIBIT "A" ATTACHED HERETO AND INCORPORATED HEREIN BY REFERENCE By signing below, the signer accepts and agrees to the terms and conditions contained in the Operations and Maintenance Plan and in any documents attached. This instrument is intended to be binding upon the parties hereto, their heirs, successors, and assigns. In Witness whereof, the undersigned has executed this instrument on this day of 20 Owner(s): Signature Print Name STATE OF OREGON, County of Lane, This instrument as acknowledged before me on , by , owner(s) of the above described premises. This instrument as acknowledged before me on by RS of Notary Public for Oregon RETURN TO: CITYOF SPRINGFIELD DEVELOPMENT &PUBLIC WORKS DEPT. 225 FIFTH ST. SPRINGFIELD, OREGON 97477 owner(s) of the above described My Commission Expires RESERVE THIS SPACE FOR RECORDING STICKER "Avoid $20 nonstanda (font too small)... Print this form on Legal size paper." Appendix 3A-1 Rmormirr Page 1 of 1 EDSP Adopted December 03, 2012 Operations and Maintenance Agreement Private Stormwater Management and Treatment System Land Development Application Number: Owner's Name: Phone No.: Mailing Address: City State Zip Site Address: City State Zip Site Map and Tax lot No.: Tax Map: Tax Lot. (Ofi oti rnvrtian iftluf¢ility crosses nnre thmiore lot) Type ofFacility(ies) Raingardens Requirements 1) Stormwater Management Site Plan, (min. S 1/2" x 11" attached to this form) showing the location of the facility(ies) in relation to building structures or other permanent monuments on the site, sources of nmoff entering the facility(ies), and where stormwater will be discharged to after leaving the facility(ies). Landscape and vegetation should be clear on the Plan submitted or submit a separate Landscape Plan document showing vegetation type, location, and quantity (landscape plan). These can be the same Plans submitted for development review. The storrawater management facility(ies) shown on the Site Plan are arequired condition of development approval for the identified property. The owner of the identified property is required to operate and maintain the facility(ies) in accordance with the Facility Specific Operation and Maintenance Plan(s) (O&M Plan(s)) attached to this form and on file with the City. The O&M Plan for the fa.cility(ies) will be available at the Development and Public Works Department, 225 56 Street, Springfield, Oregon between the hours of S a.m. and 5 p.m., Monday through Friday. 2) Financially responsible party (circle one): Property Owner Homeowner Association Other (describe) 3) Party(ies) responsible for maintenance (only if other than owner). Daytime phone no.(_)_ Emergency/after-hours contact phone no ( ) Maintenance Contact Party(ies) Name & Business Address: 4) Maintenance practices and schedule for the stormwater facility(ies) are included in the Facility Specific O&M Plan(s) attached to this form and filed with the Development and Public Works Department, City of Springfield. The operation and maintenance practices are based on the version of the City of Eugene's Stormwater Management Manual in effect at the date of development application, as modified by any plans attached to this document at the time of signing. Application Date: By signing below, Filer accepts and agrees to the terms and conditions contained in the Operations and Maintenance Plan(s) and in any document executed by Filer and recorded with it. Filer Signature: Print Name: Appendix 3A-2 aerorrz&ra Page 1 of 1 EDSP Adopted December 03, 2012 STORMWATER MANAGEMENT FACILITY INSPECTION AND MAINTENANCE LOG Property Address: Inspection Date: Ins ection Time: Inspected By: Approximate Date/Time of Last Rainfall: Type of Stormwater Management Facility: Location of Facility on Site (In relation to buildings or other permanent structures): Water levels and observations (Oil sheen, smell, turbidity, etc.): Sediment accumulation and record of sediment removal: Condition of vegetation (Height, survival rates, invasive species present, etc.) and record of replacement and management (mowing, weeding, etc.): Condition of physical properties such as inlets, outlets, piping, fences, irrigation facilities, and side slopes. Record damaged items and replacement activities: Presence of insects or vectors. Record control activities: Identify safety hazards present. Record resolution activities: Appendix 3A-3 Page 1 of 1 EDSP Adopted December 03, 2012 Soakage Trenches Operations and Maintenance Plan Soakage Trenches consist of drain rock and sand, and receive stormwater from roof downspouts and/or area drains. There are various components within the system — piping, silt basin and the trench itself. The Conveyance Piping consists of an inlet pipe (downspout or area drain), an outlet pipe located between the silt basin and the soakage trench, and a perforated pipe, located on top of the aggregate bed of the soakage trench. The Silt Basin is a structure receiving runoff from aninlet pipe and conveying it to the soakage trench. The silt basin serves as the pre-treatment system for the soakage trench, removing sediments and other debris that can impact its proper functioning. All facility components, vegetation, and source controls shall be inspected for proper operations and structural stability. These inspections shall occur, at a minimum, quarterly for the first two years from the date of installation, then two times per year afterwards, or within 48 hours after each major storm. The facility owner must keep a log, recording all inspection dates, observations, and maintenance activities. The following items shall be inspected and maintained as stated: Soakage trench infiltration: If water is noticed on top of the trench within 48 hours of a maj or stomr, the soakage trench may be clogged. • Check for debris/sediment accumulation, rake and remove and evaluate upland causes (erosion, surface or roof debris, etc. • Assess the condition of the aggregate and the filter fabric in the trench. If there is sediment in the aggregate, excavate and replace. • If there is a tear in the filter fabric, repair or replace. • The soakage trench area shall be protected from compaction during construction. Conveyance Piping: If water ponds over the trench for more than 48 hours after a major storm and no other cause if identified, it may be necessary to remove the filter fabric to determine if the perforated pipe is clogged with sediment or debris. • Any debris or algae growth located on top of the soakage trench should be removed and disposed of properly. • If the piping has settled more than 1 -inch, add fill material. If there are cracks or releases, replace or repair the pipe. If there are signs of erosion around the pipe, this may be an indication of water seeping due to a crack or break. SiltBasin If water remains in the soakage trench for 36-48 hours after storm, check for sediment accumulation in the silt basin • If less than 50% capacity remains in the basin or 6" of sediment has accumulated, remove and dispose the sediment. Spill Prevention: Virtually all sites, including residential and commercial, present dangers from spills. All homes contain a wide variety of toxic materials including gasoline for lawn mowers, antifreeze for cars, nail polish remover, pesticides, and cleaning aids that can adversely affect groundwater if spilled. It is important to exercise caution when handling substances that can contaminate stornawater. • Activities that pose the chance of hazardous material spills shall not take place near soakage trenches. A ShutOffValve or FlowBlockingMechanism may have been required with the construction of the soakage trench to temporarily prevent stormwater from flowing into it, in the event of an accidental material spill. This may also involve mats kept on-site that can be used to cover inlet drains in parking lots. The shut-off valve shall remain in good working order, or if mats or other flow -blocking mechanisms are used, they shall be kept in stock on-site. Training and/or written guidance information for operating and maintaining soakage trenches shall be provided to all property owners and tenants. A copy of the O&M Plan shall be provided to all property owners and tenants. Access to the soakage trench is required for efficient maintenance. Egress and ingress routes will be maintained to design standards at inspections. Appendix 3A-4 Page 19 of 31 EDSP Adopted December 03, 2012 Insects and Rodents shall not be harbored in the soakage trench. Pest control measures shall betaken when insects/rodents are found to be present. • If a complaint is received or an inspection reveals that a stormwater facility is significantly infested with mosquitoes or other vectors, the property owner/owners or their designee may be required to eliminate the infestation at the City inspector's discretion. Control of the infestation shall be attempted by using first non -chemical methods and secondly, only those chemical methods specifically approved by the City's inspector. Acceptable methods include but are not limited to the following: i. Installation of predacious bird or bat nesting boxes. ii. Alterations of pond water levels approximately every four days in order to disrupt mosquito larval development cycles. iii. Stocking ponds and other permanent water facilities with fish or other predatory species. iv. If non -chemical methods have proved unsuccessful, contact the City inspector prior to use of chemical methods such as the mosquito larvicides Bacillus fl urengensis var. israchemis or other approved larva ides. These materials may only be used with City inspector approval if evidence can be provided that these materials will not migrate off-site or enter the public stormwater system. Chemical larvicides shall be applied by a licensed individual or contractor. • Holes in the ground located in and around the soakage trench shall be filled. Appendix 3AA Page 20 of 31 EDSP Adopted December 03, 2012 Wet, Extended Wet Detention and Dry Detention Ponds Operations and Maintenance Plan Wet Ponds are constructed ponds with a permanent pool of water. Pollutants are removed from stormwater through gravitational settling and biologic processes. Extended Wet Detention Ponds are constructed ponds with a permanent pool of water and open storage space above for short-term detention of large storm events. Pollutants are removed from stormwater through gravitational settling and biologic processes. Dry Detention Ponds are constructed ponds with temporary storage for the detention of large storm events. The stormwater is stored and released slowly over a matter of hours. All facibty components, vegetation, and source controls shall be inspected for proper operations and structural stability. These inspections shall occur, at a minimum, quarterly for the first 2 years from the date of installation, and 2 times per year thereafter, and within 48 hours after each maj or storm event. The facility owner must keep a log, recording all inspection dates, observations, and maintenance activities. The following items shall be inspected and maintained as stated: Pond Inlet shall assure umeshicted stormwater flow to the wet pond. • Inlet pipe shall be cleared when conveyance capacity is plugged. Sources of sediment and debris shall be identified and corrected. • Determine if pipe is in good condition: o If more than 1 inch of settlement, add fill material and compact soils. o If alignment is faulty, correct alignment. o If cracks or openings exist indicated by evidence of erosion at leaks, repair or replace pipe as needed. Forebay traps coarse sediments, reduces incoming velocity, and distributes runoff evenly over the wet pond. A minimum 1 -foot freeboard shall be maintained. • Sediment buildup exceeding 50% of the facility capacity shall be removed every 2-5 years or sooner if performance is being affected. Embankment, Dikes, Berms and Side Slopes retain water in the wet pond. • Slopes shall be stabilized using appropriate erosion control measures when native soil is exposed or erosion channels are forming. • Structural deficiencies shall be corrected upon discovery: o If cracks exist, repair or replace structure. o If erosion channels deeper than 2 inches exist, stabilize surface. Sources of erosion damage shall be identified and controlled. Control Devices (e.g., weirs, baffles, etc.) shall direct and reduce flow velocity. Structural deficiencies shall be corrected upon discovery: • If cracks exist, repair or replace structure. Overflow Structure conveys flow exceeding reservoir capacity to an approved stormwater receiving system. • Overflow structure shall be cleared when 50% of the conveyance capacity is plugged. Sources of sediment and debris shall be identified and corrected. • Sources of erosion damage shall be identified and controlled when native soil is exposed at the top of overflow structure or erosion channels are forming. • Rocks or other samorring shall be replaced when only one layer of rock exists above native soil. Sediment and Debris Management shall prevent loss of wet pond volume caused by sedimentation. • Wet ponds shall be dredged when 1 foot of sediment accumulates in the pond. • Gauges located at the opposite ends of the wet pond shall be maintained to monitor sedimentation. Gauges shall be checked 2 times per year. • Sources of restricted sediment or debris, such as discarded lawn clippings, shall be identified and prevented. • Debris in quantities sufficient to inhibit operation shall be removed routinely, e.g. no less than quarterly, or upon discovery. • Litter shall be removed upon discovery. Section I - Chapter 3 Page 32 of 41 EDSP Adopted December 03, 2012 Appendix 3A Submittal Packet WO Information Vegetation shall be healthy and dense enough to provide filtering while protecting underlying soils from erosion and minimizing solar exposure of open water areas. • Mulch shall be replenished at least annually. • Vegetation, large shrubs or trees that limit access or interfere with wet pond operation shall be pruned or removed. • Grass (where applicable) shall be mowed to 4 inch -9 inch high and grass clippings shall be removed if build up is damaging vegetation. • Fallen leaves and debris from deciduous plant foliage shall be raked and removed if build up is damaging vegetation. • Nuisance or prohibited vegetation (such as blackberries or English Ivy) shall be removed when discovered. Invasive vegetation contributing up to 25% of vegetation of all species shall be removed and replaced. • Dead vegetation shall be removed to maintain less than 10% of area coverage or when wet pond function is impaired. Vegetation shall be replaced within 3 months, or immediately if required to maintain cover density and control erosion where soils are exposed. If removing a dead or hazard tree a permit maybe required, contact the City's Public Works Department for details on tree removal. • Vegetation producing foul odors shall be eliminated. Spill Prevention measures shall be exercised when handling substances that can contaminate stormwater Releases of pollutants shall be corrected as soon as identified. Training and/or written guidance information for operating and maintaining ponds shall be provided to all property owners and tenants. A copy of the O&M Plan shall be provided to all property owners and tenants. Access to the wet pond shall be safe and efficient. Egress and ingress routes shall be maintained to design standards. Roadways shall be maintained to accommodate size and weight of vehicles, if applicable. • Obstacles preventing maintenance personnel and/or equipment access to the wet pond shall be removed. • Gravel or ground cover shall be added if erosion occurs, e.g., due to vehicular or pedestrian traffic. Insects and Rodents shall not be harbored in the pond. Pest control measures shall be taken when insectstroderds are found to be present. • If a complaint is received or an inspection reveals that a stormwater facility is significantly infested with mosquitoes or other vectors, the property owner/owners or their designee may be required to eliminate the infestation at the City inspector's discretion. Control of the infestation shall be attempted by using first non -chemical methods and secondly, only those chemical methods specifically approved by the City's inspector. Acceptable methods include but are not limited to the following: i. Installation of predacious bird or bat nesting boxes. ii. Alterations of pond water levels approximately every four days in order to disrupt mosquito larval development cycles. iii. Stocking ponds and other permanent water facilities with fish or other predatory species. iv. If non -chemical methods have proved unsuccessful, contact the City inspector prior to use of chemical methods such as the mosquito larvicides Bacillus thurengensis var. isracliensis or other approved larvicides. These materials may only be used with City inspector approval if evidence can be provided that these materials will not migrate off-site or enter the public stormwater system. Chemical larvicides shall be applied by a licensed individual or contractor. • Holes in the ground located in and around the pond shall be filled. If used at this site, the following will be applicable: Signage shall clearly convey information. • Broken or defaced signs shall be replaced or repaired. Fences shall be maintained to preserve their functionality and appearance. • Collapsed fences shall be restored to an upright position. • Jagged edges and damaged fences and shall be repaired or replaced. Section I - Chapter 3 Page 33 of 41 EDSP Adopted December 03, 2012 Appendix 3A Submittal Packet WO Information /_\»�►191KI91 Infiltration Data *anch INEERIMb a d'L�Ii IR&MIe 11 FERTIMI Eec-aaz�a OmE��® o ao®m0 ��I�YrTJI�1��11�i1R1l1RTlST!�!1 0ma�0�0 m o0®�0 W ve®�0 ranch ENGINEERING= March 2, 2020 Ms. Samantha Turner Via email: Samantha.turner@weyerhaeuser.com RE: GEoiEc[w[cAL INVFSIIGAUON WEYERHAEUSER OFNCE AT NUGGET WAY & FRANIU.IN BLVD SP GFffI.D, OREGON BRANCH ENfaNccamrG INc. PRoJEC No. 19-577 Branch Engineering, Inc. (BED has conducted a geotechnical foundation investigation for the proposed construction of an office building on a currently vacant parcel of land in Springfield, Oregon. On January 30, 2020 five exploratory test pits were advanced on the subject site at the locations indicated on the attached Figure -1, Site Exploration Map. The accompanying report presents the results of our site research, field exploration and testing, data analyses, as well as our conclusions and recommended geotechnical design parameters for the project Based on the results of our study, no geotechnical/geologic hazards were identified at the site and the site is suitable for the planned development, provided that the recommendations of this report are implemented in the design and construction of the project. The site contains areas of soft, fine grain soil that are susceptible to settlement under foundation loads, and recommendations to mitigate the risk of adverse settlement are presented in the following report. Sincerely, Branch Engineering Inc F`t' #16,170 _ Digitally signed by Ronald J. onald J. Derrick Detrick OREGON Date: 2020.03.02 14:08:36 -08'00' �qlD J. D� EXPIRES:1213112019 Ronald Derrick P.E., G.E Principal Geotechnical Engineer MGENE-SPRINGFIELD ALBANY-SALEM-CORVALLIS 310 5th Street Springfield, Oregon 97477 1 p- 503.779.2577 1 w+Y+ .branchengineenngconn Geotechnical Investigation Weyerhaeuser Office Site Springfield, Oregon TABLE OF CONTENTS 1.0 INTRODUCTION............................................................................................................... 3 1.1 Purpose and Scope of Work 3 1.2 Project location and Description 3 1.3 Site Information Resources 4 2.0 SITE SUBSURFACE CONDITIONS...............................................................................4 2.1 Subsurface Soils 4 2.2 Groundwater 5 3.0 GEOLOGIC SETTING.......................................................................................................5 3.1 Regional Geology 5 3.2 Site Geology 6 4.0 CONCLUSIONS..................................................................................................................6 5.0 RECOMMENDATIONS....................................................................................................7 5.1 Site Preparation and Foundation Subgrade Requirements 7 5.2 Engineered Fill Recommendations 8 5.3 Excavations 9 5.4 Drainage 9 5.5 Soil Bearing Capacity and Settlement 9 5.6 Slabs on Grade 10 5.7 In -Situ Moisture Content and Soil Shrink/Swell Potential 10 5.8 Friction Coefficient and Earth Pressures 10 5.9 Wet Weather/Dry Weather Construction Practices 11 5.10 Seismic Site Classification and Hazards 11 5.11 Pavement Design Recommendations 12 6.0 LIMITATIONS 12 FIGURE -1- Site Exploration Map APPENDIX A— USCS Exploratory Key.. Test Pit Logs.. DCP Data.. Well Logs.. NRCS Soil Survey Information APPENDIX B— Recommended Earthwork Specifications Branch Engineering, Inc. 2 Geotechnical Investigation Weyerhaeuser Office Site Springfield, Oregon 1.0 INTRODUCTION 1.1 Purpose and Scope of Work The purpose of this work is to establish and present geotechnical engineering criteria and requirements related to the site and subsurface conditions that may influence the design and construction of the proposed project Our field investigation scope of work consisted of a site reconnaissance and subsurface investigation on January 30, 2020. A John Deere model 225D excavator was used to advance five test pit excavations to a maximum depth of 12.5 -feet below ground surface (BGS) with dynamic cone penetrometer testing performed in fine grain soli at select locations. The test pit excavations were located around the perimeter of the proposed building and in proposed pavement areas, as shown on the provided on the attached Site Exploration Map, Figure 1. 1.2 Project Location and Description The subject site is located at the approximate coordinates of 44.035332° north and 123.027855° west in Springfield, Oregon. The site is located along the west side of Franklin Boulevard that is aligned north -south from the unincorporated community of Glenwood towards interchanges accessing hrterstate 5, E. 30- Avenue access to South Eugene, and the unincorporated community of Goshen, also known as Highway 225. Nugget Way, which is a paved roadway connecting to Franklin Boulevard, runs west along the north property line of the subject site; at the northwest corner of the site, Nugget Way splits with a roadway named Newman Street which forms a boundary along the northwest portion of the site. The site is bordered to the north by a commercial office building campus across Nugget Way and a pipe manufacturing facility to the northwest across Newman Street. The land to the south of the site is primarily vacant with exception of a railroad line running south along the western boundary of the site. Wildish Land Co. owns the land to the east of the site, across Franklin Boulevard from the site which houses an existing structure, graveled parking area, and vacant land along the Willamette River approximately 1,000 -feet east of the site. The site topography is relatively flat, and at the time of our visit the ground surface was covered with grass and blackberryvines. A steep hillside, or bluff rises uphill approximately 800 -feet to the southwest of the proposed building site and Interstate 5 is located approximately 1,700 -feet west of the site. Our understanding of the proposed project is that a single -story, wood -framed corporate office building will be constructed on site for the use of the Weyerhaeuser Company. At the time of this report no estimated structural loads have been provided, however, we anticipate that continuous line and column loads will not exceed 3-kips/ft and 25 -kips, respectively. Additional site improvements are expected to consist of paved vehicle parking and accessways, utility infrastructure installation, and an on-site stormwater management facility for the treatment and disposal of runoff. Branch Engineering, Inc. Geotechnical Investigation Weyerhaeuser Office Site Springfield, Oregon 1.3 Site Information Resources The following site investigation activities were performed and literature resources were reviewed for pertinent site information • Review of the United States Department of the Interior Geological Survey (USGS) Eugene East, OR Quadrangle Map, 2014. • Five (5) Exploratory Test Pits advanced to a maximum depth of 12.5 -feet BGS on January 30, 2020 at the approximate locations shown on the attached Figure -1 Site Exploration Map. See attached test pit log summaries and DCP data in Appendix A • Review of the Web Soil Survey of Lane County Area, United States Department of Agricultural (USDA) Natural Resources Conservation Service (NRCS) (attached in Appendix A) • Review of the 2010 Oregon Department of Geology and Mineral Industries (DOGAMq Geologic Map Open File Report (OFR) 0-10-03 Digital Geologic Map or the Southern Mllamette Ualleyby Jason D. McClaughry, Thomas J. Wiley, Mark L Ferns, and Ian P. Madin. • Review of the online DOGAMI web hazard viewer. • Review of Interpretive Map Series 60, Landslide Inventory Map orEugene and Springfield, Lane County, Oregon, 2018. • Review of Oregon Department of Water Resources Well Logs (attached in Appendix A). • Oregon Structural Specialty Code (OSSC) 2019, applicable building code criteria 2.0 SITE SUBSURFACE CONDMONS 2.1 Subsurface Soils The analyses, conclusions and recommendations contained in this report are based on site conditions as they presently exist and assume the exploratory results presented in Appendix A are representative of the subsurface conditions throughout the site. If, during construction, subsurface conditions differ from those encountered at the exploratory boring locations; BEI requests that we be informed to review the site conditions and adjust our recommendations if necessary. The USDA NRCS soil mapping shows a single soil unit mapped across the subject site in vicinity of the proposed building; Newberg -Urban land complex which is described as well drained silty alluvium which is consistent with our field observations of the site soil profile, where not affected by previously placed fill. Branch Engineering, Inc. Geotechnical Investigation Weyerhaeuser Office Site Springfield, Oregon In the exploratory test pits, we encountered near surface, previously placed, undocumented fill that varies in depth, but was consistently found across the site at thicknesses ranging from 1.5 - to 5 -feet BGS. The area of thickest fill was found along the east side of the site. The fill primarily consists of silty rounded gravel, with debris such as white porcelain fragments, wood concrete pieces, and asphalt concrete (AC) pieces. Underlying the near surface fill material, fine grain alluvium described as moist, soft, brown silt, with trace fine grain sand content that increases with depth was observed. Below the fine grain alluvium, the subsurface soil transitions to alluvial sandy rounded gravel deposits with cobbles up to 10 -inches in diameter. Dynamic Cone Penetrometer ()CP) testing was performed in the fine grain alluvium and blow counts recorded indicate a soft consistency of the and, which is consistent with our test pit observations and probing with a steel hand probe. 2.2 Groundwater Groundwater was encountered just below the transition to rounded gravels in two of the test pits at a depth that varied from approximately 10- to 12.5 -feet BGS. Well logs from locations in the vicinity, or on the site, were obtained from the Oregon Water Resources Department and reviewed, static groundwater levels ranged from 8- to 11 -feet BGS on the well logs, see Appendix A for attached copies of the well logs. We do not anticipate that static groundwater will impact the site development as proposed. Perched groundwater lenses may be encountered during excavation work and are expected to be more frequent and at higher elevations during the wet season, during which precipitation is more frequent and intense, usually from late October to May. If perched lenses, or groundwater are encountered during construction traditional dewatering measures such as installing sumps and removal of water from excavations by pumping will be required The site soil is moisture sensitive and will soften with prolonged exposure to moisture. Moisture softened soil will require removal and replacement with structural fill in foundation or pavement areas. O nowt i 031 plel G79:1 ■ 11: U9 The following sections describe the regional and local site geology. Our field findings are consistent with the geologic mapping of the site area by the Oregon Department of Geology and Mineral Industries (Walker & MacLeod 1991 and OFR 0-10-03). 3.1 Regional Geology The subject site lies within the southwest portion of the Willamette Valley Geomorphic Province CWVGP), east of the Coast Range and west of the Cascade Mountains Provinces. The WVGP is regional lowland that extends from just south of Eugene, Oregon to Vancouver, Washington In Oregon, this alluvial plain is approximately 130 miles long and 20 to 40 -miles wide (Orr and Orr, 1996). The WVGP is drained by the north flowing Willamette River. Branch Engineering, Inc. Geotechnical Investigation Weyerhaeuser Office Site Springfield, Oregon The Willamette River Valley in the area of the subject site is believed to be underlain by undifferentiated sedimentary rock, tuffs and basalt from the Miocene and Oligocene epochs (approximately 15 to 35 million years ago). Deposits of silt and clay from fluvial and lacustrine environments covered the bedrock to various depths during the presence of low energy streams and lakes in the mid -Willamette Valley. Subsequent compression forces and uplifting of the Cascade and Coast Range Mountains depressed the Willamette River Valley. The rapid uplift of the Cascade and Coast Range mountains steepened stream gradients causing increased erosion of the mountains and resulting deposition of thick gravel layers incised within the fluvial and lacustrine deposits. Approximately 13,500 years ago the Willamette Valley was cyclically flooded by catastrophic breaks in the ice dams of Lake Missoula. These flood events filled the valley to an elevation of 350 to 400 -feet before retreating, causing sequences of upward fining deposits of silt and clay that may or may not still be present in areas depending on erosion by subsequent creek and river actions. 3.2 Site Geology The 2010 DOGAMI Digital Geologic Map of the southern Willamette Valley maps the site geology as Alluvium (Holocene) which is described as unconsolidated gravel, sand silt, and clay deposited in active stream channels and on adjoining flood plains of major rivers and their associated tributaries.' The description of the site geologic unit is consistent with our site observations. The hillside, or bluff steeply rising up to the west of the site is mapped as Sihciclastic Marine Sedimentary Rocks (lower Oligocene to middle Eocene). Based on review of the attached well logs the alluvium on the site is likely underlain by the marine slltstone/sandstone formation at depths of approximately 19.5- to 22 -feet BGS. The site lies within a relatively flat alluvial terrace below a steep bank with exposed sedimentary rock of the Eugene Formation, from which seeping water was observed at the time of site work. The sedimentary rock is also exposed in the cut banks along Interstate 5 and proceeds southwesterly to Moon Mountain, where ancient mapped landslides have occurred below the overlying basalt cap. 4.0 CONCIUSIONS We conclude that the site is suitable for the proposed development provided that the recommendations contained in this report are incorporated into the design and construction of the proposed structures. An item for special consideration during the design phase is mitigating the potential for settlement of foundations that bear on the soft fine grain alluvium, options to address the soft alluvium are discussed below. ' Department of Geologic and Mining Industries Open File Report 0-10-03 Digital Geologic Map of the Southern Willamette Valley, Benton, [ane, Linn, Marion, and Polk Counties, Oregon, McClaughry, Wiley, Ferns, Marlin, 2010 Branch Engineering, Inc. Geotechnical Investigation Weyerhaeuser Office Site Springfield, Oregon 5.0 RECOMMENDATIONS The following sections present site specific recommendations for site preparation, drainage, foundations, utility excavations, and slab/pavement design General material and construction specifications for the items discussed herein are provided in Appendix B. 5.1 Foundation Subgrade Preparation Requirements The following recommendations are for earthwork in the building foundation areas, roadways, and parking areas. Earthwork shall be performed in general accordance with the standard of practice as generally described in Appendix J of the 2019 Oregon Structural Specialty Code and as specified in this report. All areas intended to directly or laterally support structures, roadways, or pavement areas shall be stripped of vegetation, organic soil, unsuitable fill, and/or other deleterious material such as demolition debris. These strippings shall be removed from the site or reserved for use in landscaping or non-structural areas. Building Foundation Subgrade Preparation The selected method to prepare the building foundation subgrade will be a function of the size of the structural loads; however, based on the anticipated building type, the foundation loads are expected to be relatively light and not exceed - kips/If for line loads or 25 -kip column loads. Based on this assumption, the preparation of foundation subgrade shall consist of excavation of unsuitable fill material and former topsoil, from our test pit data it appears that this excavation will consist of a 2- to 3 -foot removal of material to encounter the native silt. Upon exposure, the silt shall be compacted in-place using a vibratory plate mounted on an excavator with a minimum operating weight of at least 25, 000 lbs. Compaction shall continue until no observable downward movement of the compaction plate is detected and then covered with a minimum of 18 -inches of compacted crushed aggregate. The lateral width of the silt and aggregate compaction shall be at least 18 -inches beyond the edge of footings. Test Pits 4 and 5 on the east side of the showed thicker sections of dense fill material with less debris, which may not require complete removal. We recommend that subgrade conditions be evaluated at the time of excavation to assess consistency and required removal depths. Either proof rolls with a loaded haul truck, compaction testing by nuclear densometer, or DCP testing of the compacted alluvium subgrade is recommended to evaluate the relative compaction of the subgrade soil. See Section 5.5 for bearing capacities after the subgrade preparation described above. For loads that exceed those anticipated, we recommend that they be transferred to the underlying gravel deposits. Options to transfer these foundation loads may include addition excavation, piers, piles, or stone columns, and can be more thoroughly assessed if needed. Coordination with an installation contractor would be required to determine the required pile spacing, layout, and the resulting bearing capacities for some options. Branch Engineering, Inc. Geotechnical Investigation Weyerhaeuser Office Site Springfield, Oregon The subsurface conditions observed in our site investigation exploratory test nits are consistent: however. the exploratory test nits only represent a very small portion of the site. Should soft or unsuitable soils extend to a depth greater than that described herein or areas of distinct soil variation be discovered, this office shall be notified to perform site observation and additional excavation may be required. Periodic site observations by a geotechnical representative of BEI are recommended during the construction of the project; the specific phases of construction that should be observed are shown in Table 1 below: Table 1: Recommended Construction Phases to be Observed by the Geotechnical Engineer At completion of subgrade excavation Subgrade observation by the geotechnical engineer before fabric and aggregate placement. Imported fill material Observation of material or information on material type and source. Placement or Compaction of fill material Observation by geotechnical engineer or test results by qualified testing agency. 5.2 Structural Fill Recommendations All engineered fill placed on the site shall consist of homogenous material and shall meet the following recommendations. • Prior to placement on-site the aggregate to be used as structural fill shall be approved by the geotechnical engineer of record, if no Proctor curve (moisture -density relationship) for the material performed within the last 12 -months is on file a sample may be required to perform testing to determine the maximum dry density and optimum moisture content of the aggregate. • The structural fill shall be moisture conditioned within +/- 2% of optimum moisture content and compacted in lifts with loose lift thickness not exceeding 8- inches. • Periodic visits to the site to verity lift thickness, source material, and compaction efforts shall be conducted by the Geotechnical Engineer or designated representative and documented. • The recommended compaction level for crushed aggregate fill is 90% of ASTM D-1557 (modified Proctor). Compaction shall be measured by testing with nuclear densometer ASTM D-6938, or D-1556 sand cone method on structural fill in excess of 12 -inches in thickness. Branch Engineering, Inc. Geotechnical Investigation Weyerhaeuser Office Site Springfield, Oregon 5.3 Excavations We expect excavations into the fine grain stand near -vertical to depths of approximately 5 -feet BGS. Some sluffing of near surface material may occur and the presence of perched water lenses, or runoff will increase the chance of caving. 6ccavations from the existing ground surface are classified as OSHA Type C due to non -cohesive nature of the soil. Vibratory compaction work in excavations may increase the likelihood of caving. Heavy equipment or stored materials should not be placed within 10 -feet or the depth of the excavation, whichever is greater. 5.4 Drainage A site drainage system is expected to be engineered for the project. We understand the site is not currently served by public stormwater infrastructure and disposal of runoff may be limited to infiltration facilities. The native fine grain alluvium and underlying gravel deposits are suitable for the disposal of runoff As infiltration facilities. Following our exploratory test pit excavations BEI personnel performed infiltration testing on the site and we expect the resulting measured rates and proposed stormwater design to be delivered in a separate report. Alteration of existing grades for this project will likely change drainage patterns but should not adversely affect adjacent properties. Perimeter landscape and hardscape grades shall be sloped away from the foundations and water shall not be allowed to pond adjacent to footings during or after construction. Due to the relatively flat topography surrounding the site, we do not anticipate a need for an extensive foundation sub -drain system. 3.3 Soil Bearing Capacity and Settlement Conventional perimeter style foundations and spread footings for column loads are suitable for the proposed building construction and we recommend that loads are distributed evenly to mitigate the potential for differential settlement. As described in Section 5.1 above, following excavation to suitable subgrade and the placement of structural aggregate fill a minimum of 18 -inches in thickness a bearing capacity of 1,500 psf may be used. The estimated total and differential settlement is not expected to exceed 1 -inch and'/,- inch, respectively. The bearing capacity of the underlying dense gravels is 3,000 psf. For the deep foundation alternatives described in Section 5.1 the underlying gravel deposits will provide adequate support for piers, or piles once the required depth of installation is reached. The fine grain alluvium should not be relied on for foundation support. Bearing capacities may be increased by 1/3 for short term loads such as wind or seismic Branch Engineering, Inc. Geotechnical Investigation Weyerhaeuser Office Site Springfield, Oregon 5.6 Slabs -On -Grade After site preparation to expose suitable subgrade free of topsoil or loose fill, load bearing concrete slabs shall be underlain by a minimum of 12 -inches of compacted crushed aggregate. If soft or saturated subgrade is encountered over -excavation and replacement with structural fill will be required. The modulus of subgrade reaction (k) of the in-situ soil (native, not previously placed fill) at about 3 -feet below existing grade is 90 lb/in' and the correlated California Bearing Ratio of the soil is correlated to be less than 3. If new concrete slabs -on -grade are expected to carry traffic loads we recommend compacting the subgrade soil if conditions permit and ensuring the slab -on - grade is reinforced for traffic loads. 5.7 In -Situ Moisture Content & Soil Shrink/Swell Potential A representative sample of the subsurface site materials were collected and tested for In -Situ Moisture Content and Free Swell (IS 2720) Potential by air drying a pulverized sample and rehydrating in a graduated column. In -Situ moisture content testing of the subgrade soil resulted in a moisture content of 31.4% which is consistent with the soil descriptions in the test pit logs. Free Swell Testing (13 2720) resulted in shrink/swell potential of 30% which is considered to be low. 3.8 Friction Coefficient and Earth Pressures We are not aware of any retaining walls that will be required as part of the proposed work however, structural soil design parameters are shown in Table -2 below for both the native fine grain soil and the gravel deposits/aggregate. Soil unit weight estimates and internal angle of friction values are also given No hydrostatic pressure or surcharge loads are accounted for in the values below. Table -2 Concrete Poured against native fine grain soil* Concrete poured against minimum of 12 -inches of compacted aggregate or native gravel** Passive Earth Pressure Coefficient 2.40 Active Earth Pressure Coefficient 0.42 At -Rest Earth Pressure Coefficient 0.60 Coefficient of Friction 0.30 0.45 *For fine grain soil an internal angle of friction (4)) of 24° may be used for design **For native gravel deposits an internal angle of friction (4)) of 320 may be used for design Note: In -Situ unit weight (y) of the soil will vary, based on the variability of the site soil, 300 pcf may be used for the unit weight. Branch Engineering, Inc. 10 Geotechnical Investigation Weyerhaeuser Office Site Springfield, Oregon 3.9 Wet Weather/Dry Weather Construction Practices The site material is moisture sensitive and will soften with exposure to precipitation The native material if left exposed to the weather will deteriorate and should be covered with compacted aggregate in a timely manner after subgrade excavation to minimize moisture fluctuations. BEI recommends that foundation subgrade preparation and general site earthwork be performed during the dry season, generally May through October. Construction during the wet season may require special drainage considerations, such as covering of excavations, pumping to mitigate standing water in footing excavations, or over -excavation of moisture softened soils. If soils become saturated within structural areas the saturated soils will require removal and replacement with compacted aggregate. 3.10 Seismic Site Classification and Hazards Based on the soil properties encountered in our site pits and on-site well log information, a Seismic Site Class D designation, stiff soil (Table 20.3-1 ASCE 7) is recommended for design of site structures. • Slope Instability: No slopes susceptible to landslides are present on the site. The DOGAMI online hazard viewer shows the site as a low risk for landslides. The risk of slope instability on the site is low. Portions of the steep slope to west of the site are mapped as moderate to high risk however, the location of any slide activity is expected to be related to shallow steep sluff and soil creep and should not pose a risk to the proposed site improvements. • liquefaction: The portion of the site soil profile containing fine grain sand is isolated to depths above the static water and not likely to become saturated, additionally the fine grain sand is mixed with silt and clay soil particles and our subgrade preparation recommendations call for either the removal of the sandy soil, densification of the soil, or minimizing the amount of loading placed on the soil. The risk of liquefaction on the site is low. • Total and Differential Settlement: The estimated amount of total and differential settlement is less than 1 -inch and 3/4 -inch respectively, provided the recommendations in this report are implemented into the design and construction of the proposed development • Surface Displacement due to faulting or seismically induced lateral spreading or lateral flow. No faults are present on the site that could create surface displacement, seismically induced lateral spreading is not expected due to the relatively flat site topography, and lateral flows are not anticipated as slope instability is a low risk on the site. Branch Engineering, Inc. 11 Geotechnical Investigation Weyerhaeuser Office Site Springfield, Oregon 5.11 Pavement Design Recommendations Based on a correlated CBR value of 3 for the native silt, which is a "poor" classification the following Asphalt Concrete (AC) pavement recommendations are provided. Following the removal of any unsuitable materials, the subgrade shall be protected from precipitation and construction traffic prior to placement of the structural section consisting of placed on top of compacted, crushed aggregate. The following recommendations are based on the guidance of the 1993 AASHTO Guide for Design of Pavement Structures, the 2019 Oregon Department of Transportation Pavement Design Guide, and the 2003 revised Asphalt Pavement Design Guide, published by the Asphalt Pavement Association of Oregon, the performance of pavements constructed on similar soil profiles. Our recommendations for light vehicle parking improvements is a minimum of 3 inches of AC pavement atop 12 -inches of aggregate base rock In areas of truck traffic, such as refuse or delivery trucks, we recommend the AC section be increased to 4 inches on top of 16 -inches of aggregate base rock. The recommended pavement sections are for the final vehicle use of the site and are not intended for construction traffic. Construction traffic routes generally require an increased aggregate section to mitigate subgrade pumping and rutting, particularly during the wet season and in areas of repeated travel. Proof rolling with a loaded 10 CY haul truck shall be observed on the compacted aggregate base rock prior to pavement installation and any areas of deflection under wheel loads shall be corrected by over -excavation replacing subgrade material with additional compacted aggregate. If possible, the base rock shall be compacted to at least 95% relative compaction as determined by ASTM 1557/AASHTO T-180 (modified Proctor). If aggregate is placed upon firm unyielding subgrade, then thin lifts of aggregate with proper compaction will likely achieve 95% of the material's dry density; however, soft subgrade conditions may reduce the compaction level. Approval of such areas will be by the Geotechnical Engineer of record. The base rock shall be tested to measure compliance with this compaction standard prior to placement of AC. 6.0 REPORT IMITATIONS This report has presented BEI's site observations and research, subsurface explorations, geotechnical engineering analyses, and recommendations for the proposed site development. The conclusions in this report are based on the conditions described in this report and are intended for the exclusive use of the Weyerhaeuser Company and their representatives for use in design and construction of the development described herein The analysis and recommendations may not be suitable for other structures or purposes. Services performed by the geotechnical engineer for this project have been conducted with the level of care and skill exercised by other current geotechnical professionals in this area. No warranty is herein expressed or implied. The conclusions in this report are based on the site conditions as they currently exist and it is assumed that the limited site locations that were physically investigated generally represent the subsurface conditions at the site. Should site development or site conditions change, or if a substantial amount of time goes by between our site investigation and site development, we reserve the right to review this report for its Branch Engineering, Inc. 12 Geotechnical Investigation Weyerhaeuser Office Site Springfield, Oregon applicability. If you have any questions regarding the contents of this report please contact our office. 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LOCATION OF To <vi EXPLORATORY TEST PIT w w w TP -3 w w TP -4 w TH6��ITI� w W 48 STANDARD SPACES I ADA SPACE _,� w u STORM www w DETENTON w AREA w w SCALE: 1:50 (11X17 (AiranchNG I N E E R I N G ` SITE EXPLORATION MAP -MAP 18-03-03-14 TAX LOTS 500 & 700 FIGURE -1 mrc 197 SPRINGFIELD, OREGON JANUARY 30, 2020 310 Th STREET, SPRINGFIELD, OREGON 97477 PROJECT NO. 19-577 APPENDIX A Test Pit Log Summaries, Well Logs, and NRCS Soil Survey RELATIVE DENSITY - COARSE GRAINED SOILS USCS GRAIN SIZE RELATIVE SPT N-VALUE D&MSAMPLER D&MSAMPLER FINES <#200(.075 mm) DENSITY (140lbshammer) (300lbshammer) SAND Fine #200-#40(.425 mm) Medium #40-#1012 mm) VERY LOOSE <4 <11 <4 Coarse #10-#4(4.75 mm) LOOSE 4-10 11-26 4-10 GRAVEL Fine #4-0.75 inch MEDIUM DENSE 10-30 26-74 10-30 Coarse 0.75-3 inch DENSE 30-50 74-120 30-47 COBBLES 3-121nches VERY DENSE >50 > 120 > 47 CONSISTENCY - FINE GRAINED SOILS CONSISTENCY SPT N-VALUE D&M SAMPLER D&M SAMPLER POCKET PEN./ MANUAL PENETRATION TEST (140 lbs hammer) (300 lbs hammer) UNCONFINED (TSF) VERY SOFT <2 <3 <2 <025 Easy several inches by fist SOFT 2-4 3-6 2-5 0.25-0.50 Easy several inches by thumb MEDIUM STIFF 4-8 6-12 5-9 0.50-1.00 Moderate several inches by thumb STIFF 8-15 12-25 9-19 1.00-2.00 Readily indented by thumb VERYSTIFF 15-30 25-65 19-31 2.00-4.00 Readily indented by thumbnail HARD >30 >65 >31 >4.00 Difficult by thumbnail UNIFIED SOIL CLASSIFICATION CHART MAJOR DIVISIONS GROUP SYMBOLS AND TYPICAL NAMES GRAVELS: 50% CLEAN GW Well-graded graves and gravel sand mixtures, I'Mle or no fines. COARSE ormore GRAVELS GP Poody-graded graves and graver-sand mixtures, I'Mle or no fines. GRAINED retained on GRAVELS WITH GM Silty gravels, gravel-sand-silt mixtures. SOILS: More than the No.4 sieve FINES GC Clayey gravels, grovel-Sand-clay mixtures. 50% retained SW Well-graded sands and gravelly Sands, lithe or no fines. on No. 200 SANDS: 50% or CLEAN SANDS SP Poory-graded sands and gravelly sands, little or no fines. sieve more passing the No.4 sieve SANDS SM Silty mitt, sands, SC Clayey sands, sand-clay mixNres. Clayey sand-clay, mix S FINES FINE-GRAINED ML Inorganic silts. rock flour, clayey silts. SOILS: LIQUID LIMIT CL Inorganic clays of low to medium plasticity, lean clays. Less than LESS THAN 50 OL Organic silt and organic silty clays of low plasticity. 50n% SILT AND CLAY MH Inorganic ey No.reta on No. 200 UQUID UMg 50 clays of highilpl CH Inorganic clays of high plasticity, fat clays. sieve OR GREATER OH Organic clays of medium to high plasticity. HIGHLY ORGANIC SOILS I PT Peat, muck and other highly organic soil. MOISTURE CONTENT STRUCTURE DRY: Absence of moisture, dusty, dry to the touch STRATIFIED: Alternating layers of material or color> 6mm thick. DAMP: Some moisture but leaves no moisture on hand LAMINATED: Alternating layers <6mm thick. MOIST: Leaves moisture on hand FISSURED: Breaks along definote fracture planes. WET: visble free water, usually saturated SUCKENSIDED:Striated,polished, or glossy fracture planes. BLOCKY: Cohesive soil that can Oe broken down Into small PLASDCTIY DRY STRENGTH DILATANCY TOUGHNESS angular lumps which resist further breakdown. ML Non to Low Non to Low Siow to Rapid Low, carr'! roll LENSES: Has small pockets of different soils, note thickness. Med. Med.tLowi. High Nonetp Siow Medium ML Low toMed. MH Med. to High Low to Med. NIXlNo Sbw Low to HOMOGENEOUS: Same color and appearance throughout. 9 h CH Med. to High High to V.HgM1 No. High LIST OF ABBREVIATION & EXPLANATIONS SPT Standard Penetration Test spl'tl barrel sampler G Grab sample D&M Dames and Moore sampler MC Moisture Content LL Afferberg Uquid Umit MD Moisture Density PL Atterberg Plastic Limit UC Unconfined Compressive Strength PP Pocket Penetrometer DCP Dynamic Cone Penetrometer VS Vane Shear TABLE A-1 Cj�ranqhGEOTECHNICAL EXPLORATORY KEY GINEERING-- 310 Sth Street Springfield, Oregon I p: 541.779.2577 1 w .bmnchengineering.com Munch Borehole ID: TP- IMfEAIX6r Sheet 1 of Client; WcWrhauser NP Company Project Name: Weyerhauser on Fmndin Blvd Project Number: 1S5T Project Le ration: Map 18-09Q-14 Tax lots 500&700 Date Started: Jan 302020 Completed: 1an302020 Logged By: MWP Checked ft RID Drilling Contractor: Wildish Latitude: Longitude: Elevation: Drilling Method: Test Pit Exwahon Ground Water We k Equipment John Deere 225 Dsa✓ator Q Nammer Type: 351b Side Ham mer ARerdrilling 1030 on Jan 302020 Notes: SPT N -Value ffi PL MC LL r @ Material Description E & ' $ D Fines Content c W R c sz i 10 211 30 J0 50 B] ]O ro E0 10 20 W 40 50 so M ro 90 Fill: Gravel, brown silt, scattered concrete and broken porcelain 1 debris 2 3 BAG OL Former topsoil layer, dark brown moist Silt (MH(Moist, medium stiff, brown clayey Silt with fine grain sand 4 5 6 7 8 9l; (GW)Wet,mediumdensetodense, alluvial sandy Gravel deposits 10 11 12 13 14 15 16 1] 18 19 20 21 22 23 24 25 26 27 28 29 30 MS unch Borehole ID: TP-2 INEENINGr Sheet 1 of 1 Client Weyerhauser NP Company Pmject Name: Weyerhauser on Fanidin Blvd Project Number: 1S5T project Lacaton: Map 18QB -14 Tax Lots 500&700 Date Started: Jan 302020 Completed: 1an302020 Logged By: MWP Checked ft RID Drilling Contactor: Wildish Latitude: Longi u le: Elevator: Drilling Method: Test Pit Excavation Ground WaterW.6 Equipment John Deere 225 Ex,.tor Q Nammer Type: 351b Slide Hammer Notes: SPT N -Value X PL MC LL m C Material Description E —�' a Fines Content c V c sz i• 10 203o J0mse]0rose 10 20 WJ0 ee W 7 roSO Fill: Gravel, brown silt, scattered concrete and broken porcelain 1 !;ebris C: Ls halt Concrete Pavement, 2" thick 2 GW Road base, aggregate fill 3 (MH(Moist, medium stiff, brown clayey Silt with fine grain sand, sand content increases with depth, becomes sok 4 5 6 7 -------------------8 9 30 11 12 13 14 15 16 1] 18 19 20 21 22 23 24 25 26 27 28 29 30 Branch DYNAMIC VANE SHEAR LOG BLOWS PER10cm BIG INEERING- GRAPH OF CONE RESISTANCE 0 50 100 150 N' COHESIVESOIL CONSISTENCY PROJECT NUMBER: 19-577 DATE STARTED: 01-30-2020 DATE COMPLETED: 01-30-2020 HOLE N: TP-2 1 ft CREW: MWR SURFACE ELEVATION: N/A PROJECT: Weyerhaeuser Offices on Franklin Blvd WATER ON COMPLETION: No ADDRESS: Tax Lots 500 & 700 Map 18-03-03-14 HAMMER WEIGHT: 35 lbs. LOCATION: Springfield, Oregon CONE AREA: 10 sq. cm DEPTH BLOWS PER10cm RESISTANCE K krnR GRAPH OF CONE RESISTANCE 0 50 100 150 N' COHESIVESOIL CONSISTENCY TORQUE fl. -lbs. SHEAR Psf 0.0 1 ft 20 - 4 14.1 4 SOFT - 3 0 4 14.1 4 SOFT - I m 3 10.6 3 SOFT 8 880 - 3 9.2 2 SOFT - 4 ft 2 6.1 1 VERY SOFT 5 550 - 2 6.1 1 VERY SOFT - 3 9.2 2 SOFT 6 660 5 ft 6 ft -2m 7 ft 8 ft 9 ft 3m 10ft I I ft 12 fl -4m 13 f1 0a@Wp WGVXW]xLS Munch Borehole ID: TP- IMfEAIX6r Sheet 1 of Client; Weyerhauser NP Company Project Name: Weyerhauser on Fmntin Blvd Project Number: 1S5T Project Location: Map 18QB -14 Tax lots 500&700 Date Started: Jan 302020 Completed: Ian302020 Logged By: MWP Checked ft RID Drilling Contractor: V41dish Latitude: Longitude: Elevator: Drilling Method: Test Pit Exwahon Ground Water We k Equipment John Deere 225 Ex,.tor Q Nammer Type: AS lb Slkle Ham mer ARerdrilling 12.00 on Jan 302020 Notes: SPT N-Value ffi PL MC LL r Material Description E & ' $ D Fines Content @ c V R c sz i 10 211 30 40 50 B] ]O ro 6O 10 20 W 40 50 so M ro 90 Fill: Gravel, brown silt, scattered concrete and broken porcelain 1 ebris Fill: Moist,brown, sandy Silt, wood and 2" PVC pipes with old 2 electrical conductors encountered from 30" to 40" 3 (MH) Moist, medium stiff, brown clayey Silt with fine grain sand, 4 sand content increases with depth, becomes soft 5 6 7 8 9 30 (SW) Wet, brown fine grain Sand with oxidation staining 11 •' 12 a"• i 13 GW Wet, alluvial sandy grareel deposits, strongseepage 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Munch Borehole ID: TP IMf EAIX 6r Sheet 1 of Client MWrhauser NP Compan, Project Name: Weyerhauser on FmnMin Blvd Project Number: 1S5T Project Locator: Map 18QB -14 Tax lots 500&700 Date Started: Jan 302020 Completed: 1an302020 Logged By: MWP Checked ft RID Drilling Contractor: V41dish Latitude: Longitude: Elevation: Drilling Method: Test Pit Excavation Ground WaterW.6 Equipment John Deere 225 Dsa✓ator Q Hammer Type: 351b SIMe Hammer Notes: SPT N -Value X PL MC LL r Material Description E & ' $ D Fines Content @ c V R c sz i 10 211 30 J0 50 B] ]O ro Eo 10 211 30 40 50 so M ro 90 Existing Vegetation/Roots Fill: Rounded gravel with occasional debris, dense 1 1--�OQ 2 3 4 6 (GW) Rounded gravel with cobbles up 10" in diameter 6 It 7 •: •: R i; 9 10- 11 ------------- 12 13 14- 15 16- 61]181920 17- 18- 19- 20 21- 22 23 24 25 26 ------------ 27 ------------ 28 ------------ 29 30 Munch Borehole ID: TP- IMfEAIX6r Sheet 1 of Client; Weyerhauser NP Company Project Name: Weyerhauser on Franklin Blvd Project Number: 1S5T Project Locator: Map 18QB -14 Tax lots 500&700 Date Started: Jan 302020 Completed: 1an302020 Logged By: MWP Checked ft RID Drilling Contractor: Wildish Latitude: Longitude: Elevator: Drilling Method: Test Pit Excavation Ground WaterW.6 Equipment John Deere 225 Dsa✓ator Q Hammer Type: 351b Side Hammer Notes: SPT N -Value X PL MC LL r Material Description E & ' $ D Fines Content @ c V T c sz i 10 211 30 40 50 B] ]O ro EO 10 20 30 40 50 so M ro 90 Fil I: Rounded gravel with brown silt and occasional concrete, mist. 1 debris 2 3 4 (ML( Brown, moist, medium stiff dayey Si It, trace fine grain sand 5 6 !: (GW) Rounded gravel with cobbles up to 10" in diameter, no groundwater observed R •: 9 30 11 ------------- 12 13 14 15 16 1] 18 19 20 21 22 23 24 25 26 27 28 29 30 STATE OF OREGON MONITORING WELL REPORT (as required by ORS 537.965 & OAR 690-240-0395) LANE 72833 Page I of 3 WELL I.D. LABEL# L I 11721 11/13/2013 START CARD # 1#21520 First Nam. Last Name Company CITY OF SPRINGFIELD Address 2255THSTREET City SPRENDFn3LD mm OR Zip 97477 (2) TYPE OF WORK FX New ❑ Deepening ❑ Conversion EAllonshon(mpair/rcconditioo) L]Abandonment 9 DRILL METHOD Rom, Air❑K Rotary Mud Cable Hollow Stem Auger Cable Mud ElReveme Rotary ElOthar (4) CONSTRUCTION Resistance, Wan Q Depth of Completed Well 2000 R. Special Standard ❑ MONUMENTNAULT Below Ground From 0 To 1 BOREHOLE Diamety 5 From 0 TO 25 CASING Di, 1 —00,5 To 10 Gauge S80 Wld Third Material OSmat (�)plastic [:] O LINER Of. From To Gauge Win Thrd Material Osteal ()Plastic ❑ SEAL From 1 To g Material Brntonite Chips Amount 2 Sacks Gmutweight SCREEN Casiag/Liner Costs, Material PVC Diameter I From 10 To 20 Slot Sim 0.010 FILTER Firmin g To 20 Matimal SILICASAND Siacofpack 10/20 (5) WELL TESTS O Pump O Bailer O Air ( Flowing Artesian Yield album Drawdown Ddll smMPum do nth Duration hr Tempenmm 52 T Labstoo,is7Yes By Supervising GeologiaVEngineer (n) LUe:ALJUN OF WELL (legal description) County Lenx Twp 18.00 S N/S Range 3.00 W E/W WM Sec 2 SW 1/4 afthe NW 1/4 Tan Lot ROW Tax Map Number Lot Lat m44.1311111 DMSor DD Long or 423.02713889 DMS or DO r Street address ofwell (i Nearestaddmas 1 (7) STATIC WATER LEVEL Dale SWL(psi) + SWL(R) -sting Well/Pr<ccpcwng U o ifin' dell / ll Flowing Ann sian?❑ Dry Hole?� WATER BEARING ZONES Depth water was first found 8.00 Ground Elevation Date Started 1V52013 Completed 11/5/2013 (unbonded) Monitor Well Constructor Certification I certify that the war, 1 performed on the construction, deepening, alteration, Or abandonment of this well isompliance with Oregon mitenng well ruc onsttion standards. Materials um sual and information reported above me true a the best of my knowledge and belief. Liaenm Number 10591 Date 11/13H013 Part... [: Uf filing elsctoamadly) Signed JEFF CRISMAN (E -flied) I accept responsibility for the construction, deepening, alteration, m abandonment work performed on this well during the construction dates reported above. All work performed during this time is m compliance with Oregon monitoring well conson.6 standards. Thismpartistruetothebestofmyknowledge aMbelief. License Number 10563 Data 11/1320/3 Paraword:(ifflingelcatr ically) Signed FORD STIGALL (Edded) Contact Info (school Ford Stigall 503-982-1777 ORIGINAL- WATER RESOURCES DEPARTMENT THIS REPORT MUST BE SUBMHTED TO THE WATER RESOURCES DEPARTMENT WITHIN 30 DAYS OF COMPLETION OF WORK Fenn Version: Vault D a 7 STATE OF OREGON - DIM03ENV.95D CORING WELL REPORT- _ a,,/Q' ISS�b3L0�OZA' d by OR5537.765&OA]CO0-440.095) 7f97 Start Card #- W^BD247 now for consplatingthis t am on the last p.ge.f this for. -- (1) OWNER/PROJECM - WELLNO. DMW-1 ` Name PW Pine Mesa 9220 NUgya+ Way ® Newconswctton ❑ Alkmlon(Repairdieconditian) - ❑Corwa.m.. ❑Deepening- '❑AhnnUaument " ❑ R Aw Air - ❑ Rotary Mud '❑ Cable ® Hallow StemAuger ❑ Ddr; - -- (6) LOCATION OF WELLBy legal description Web Locmma: County Lane Township T1 8S (Noslgadgo RM (E w) Seetioa 3 i. SE 1/4of Nl, I4ofaboveseemn. 2. Either streeraddwaaofwevlooaunn 2220 Nugget Way Eugene OR 97403 or Tax lot number of well location Unknown 3. ATTACH MAP WITH LOCATION IDENTIFIED. Map shall indnde .,ro matesenleand nartharraw. (7) STATIC WATER LEVEL: 11 Ft, bed. bond and., Dare 7/37/95 Artesian Pressure Iblsg. in. Data BORE HOLE CONSTRUCTION _ - - (8) WATER BEARING ZONES: Yes. No Depth at which water was fast found 11' Special Standards ❑ Depth ofcompletcdwell 20 ft. From T Est. Flow Ra¢ SWL Land emrfece _ 11' 20' 1 - 2 ell TO '13ft. • Filter pack 3mT. 20 ft. casing - (9) WELL LOG: Gmundekvadon 455' _ diameter 2 maredal Sch. 40 PVC Wdead Thrnoaaded Glued 11�] Q Lt. diameter material VYJded Threaded Gleed ❑ ❑ ❑.. tikil seal: Mereriai Bentonite Amount 25 lbs Gmut weiahtl4.1 1 he /na' 12 in eemmnmte plug a least 3 It. Wick Screen material Sch. 40 PVC intervA(a} From' -5' To 20' Pon. To Slot siae _Q1 D_ —Filterpnek: Material Silica sand Size 10-2Q in MwCNumber 10288 Name of supervising GeologisdEngir¢pr Bill Fees _s;g„ a 810 8/31795— GRiGIK &FIRST COPY-wATPR RESOURCES DEPARTMENT SE DcOP C S R 'fFi6i➢CpPy-CI}STOMFR L - (unbonded) Monitor Well Constructor Certification: 5 O WELLTEST. - 1oerttfy Wm that work l perforated on the construction, alteration, or - abandonment of ttea well is in compliance with Omgdn we0 canshucdon ❑Pump ❑Seiler ❑ Air -.'-- f]Flowi,Adedis. _- standards. Marerials used gad hJomtation reportN above are true to the hest Permeability -- - Yield — GPM knowledgeand belie( M (]Number -- Conductivity PH —. - - _ Sipped -- Dme -- Tempermme of weter 55 F Depth artesian flow found _ ft, waswnaranalyamdoneo MY4s FINo = _ (boaded)Manito Vi:g ConatnaorC aleatipp: By whom? Unknown - tamepe respnnsibiliryfordta conswclioo, alteration, orabavdonment Depth of strata to be analyzed. Flom 5 - R. to 20 work performed on this well during the construed. daces reported above. All R. Remarks: _ - _ workpetfonneri n his time is in com ce wild Go gon well conshuahen _ standards. is nue to Web ,Znwledgeaodbetief MwCNumber 10288 Name of supervising GeologisdEngir¢pr Bill Fees _s;g„ a 810 8/31795— GRiGIK &FIRST COPY-wATPR RESOURCES DEPARTMENT SE DcOP C S R 'fFi6i➢CpPy-CI}STOMFR L Pi �cA � 41 (1) OWNER/PROJECT. V✓ELLNd. DMW-3 ' Name Addrees 2220 u9get Way city - Eugene Santa OR n¢ 97403 (2) TYPE OF WORK: ®Newcmmswction IIAointmn(RepalrRomindition) ❑ Convpsidn_ ❑ Deepening - '❑Abandomnem, _ (3) DRILLING METHOD ❑ RotaryAir QRoiary lfi ❑Cable _ ® Hollow StemAuger ❑ Other _ BORE HOLE CONSTRUCTION46 be No Special Standends ❑ ER bomb of compietedwell lya. Land surface vault 9 D fL �@ Nvuer-fight paver �G Surface flush vaWt B ft. a o Locking cap 95D (6) LOCATION OFWELLBy legal desceipfioR Well usaitlon; county Lane TownsmpT18S (Nodi ange R3W (Eo Section 3 _ 1. SE i/4of NE 1/4 of above argon. 2. Either Svomialdressofweulocmion 2220 Nugget Way Eugene, Oregon 97403 or Tat lot number of wail location Unknown 3. ATTACH MAP WI'I'Ib LOCATION IDENTIFIED. Map shall Itmlede approwmate scale and north arrow. I I Ft. below land surface. Data _ 7/31/95 Artesian Pressure -- Vial. is Date -- I - (S) WATER 13EARING ZONES: Depth aewhich water was first found 111 From °000 o. v tl 9D a. 'Ib Est Mors Rate SWL 111 WELL LOG: Ground elevation 4551 19.5' 1-2- qpm 'ad' -.0: .o;o�p: "v4on'. 'a opo: bp,ppp tt:q - Mmeriai From D SCh. 40 PVC *Please see attached well log* sill in In "W(ak 3 a ariy_ pp%Act acs. A, -h Frem4.51 To 19.5' Icertify that the work I performed on the<onswction, al[eraziov, or (5) WELLTEST. - nbendomnenmfthis well is in eampliatme wlth Ocegon well conswetion ❑ Pamp - - ❑Bailer - . o Ah ❑Flowinoesien g A -inhale ts. Materials used and informetid¢repaned above ate we ro the best Penneabiliry - YIC Seal TO 3 ft °000 o. v tl 9D a. , �. IlP" O y�4�- ➢�, 0''.,9.: Borehole diameter ,n B to its plug a[ IeasL3 fa!Irick Scree" casag (9) diameter 2 to. _ material SCh. 40 PVC Rblded Tineaded Glued ❑ ❑ -- Liner matetfel NoddedTnreaaea ewes ❑ ❑ ❑ RpD seal: _ Material Bentonie Amount 3/8"(100 lbs) WELL LOG: Ground elevation 4551 a'•°' od�Q„ 'nb�ff,r •.'a`So; 'Ppdp gaa°i a 4 a n P`Od 'ad' -.0: .o;o�p: "v4on'. 'a opo: bp,ppp tt:q - Mmeriai From D SCh. 40 PVC *Please see attached well log* sill in In "W(ak 3 a ariy_ pp%Act acs. • L0�00:. °000 o. v tl 9D a. , �. IlP" O y�4�- ➢�, 0''.,9.: Borehole diameter ,n B to its plug a[ IeasL3 fa!Irick Scree" ;:: mier;al Silica sand 10-20 FiltuPaplfmaterial qaP SCh. 40 PVC Qap sill in In "W(ak 3 a IID acs. A, -h Frem4.51 To 19.5' Icertify that the work I performed on the<onswction, al[eraziov, or (5) WELLTEST. - nbendomnenmfthis well is in eampliatme wlth Ocegon well conswetion ❑ Pamp - - ❑Bailer - . o Ah ❑Flowinoesien g A -inhale ts. Materials used and informetid¢repaned above ate we ro the best Penneabiliry - YIC - GPM knowledge and belie( MWCN¢mbec 19_5n von Signed Moveramre of water 55 OFC Depth artesian now found -- ft. o:n, slotsi—.010 In. Lam,d o�`io• mier;al Silica sand 10-20 Dam sinned 7/31/95 Completed 7 q5 qaP Qap sill in acs. iunbondeaj Monitor yhll Const�umar Cedfficedon- - Icertify that the work I performed on the<onswction, al[eraziov, or (5) WELLTEST. - nbendomnenmfthis well is in eampliatme wlth Ocegon well conswetion ❑ Pamp - - ❑Bailer - . o Ah ❑Flowinoesien g A -inhale ts. Materials used and informetid¢repaned above ate we ro the best Penneabiliry - YIC - GPM knowledge and belie( MWCN¢mbec Conductivity - PH - Signed Moveramre of water 55 OFC Depth artesian now found -- ft. Was watcratwlyats dove? C�Yu ❑No - (hooded) worth., Witt Cooslmctor CefriRcatiora Bywhom? Unknown _ __ labcepc responsibility for On conswctioo, ammadan, or abandowmt 4.5 - 19.5 work performed on pais well during the construction dates reported above: All Depthofsoatetobeanalyred. Prom _ fl. to fv work paformedd this it= is in compliance with Oregon wall well construction Remarks:.. _. '__ _ _..- ds. standoThi: po strue to the hes yknowledge end belief. MWC Name, 10288 Name ofmpervisi"g Geoiogist/Engineer- Bill Fees sign nitre 8/31/95 ORIGINAL&F TM --WATT SDDRCESDEPARTMENT S NO COPY s R TH — STOMER 09/01/95 10:82 '$508 225 8087 DAMES & MOORE _ _ 8008/007 LLGmaO%oolan - - ' 61zY-as8-ce6:-3• f W Pz?E.' E'wye•rg/ oiztia✓ ' gLLi¢,a GEatIR '1^£'NCK uaa.)f °gWi]MrtBr C3JT%tAu1 C YSc 1....1 ,,,(((��� DMW9 tarry 9.Anao uangR 2" dL ShPf SPs.J 1 or 2 S I I pLLJFA 3 arrm ra1ax •�.AY W`TN OVA SU,arcE vxgRp,p; ;[ „ A4094LT }a ° 3arxa w tart=syr 8[.urt ,YAdD !AvYG ✓Ti c srG a ..t.a se.. a.=.rf Gn.asc' s asrL frac• NR<s°dP£D � © a P iA ■ a Lr tP 0 A Lr) 0 A N F Fc.: N 1r 6 CY7 UPPMNs' t aDY �'4AA49L',s eCll rF¢! S^!¢-0• Y pp,� ' p6.rrE � - £Aae 2r a•c:rc r �s+°'L"+<rL.uF ;. 2r/ ° ( 3tl 4AJkL 5•r ¢r!Y 'f1:ak' G4A••e'�=kd ' d"657' 55 ga 93 S'� � F � ., C. I SLLq A ATH DRfLe [A/ GEff P ". q r ADYaaGE":'�a�Ar[LL°::. . 6 yiy $ZJ �• � 11 J° �r[e✓AlaAwvlc<. s'AJeu..:'.G tars � x(11 'DLi:P.• Ar'a Mi6fc f d-can.xrA: u r yP GdAfEG-'fr '.'-kapafrf J^''�}•n",t.-u!.'.; ` E ;ta.40 Ash;'smu YILr I x Si7•-C c'n ' aw VGA$TGC^f ��' � D {+AAJYL Sa 354 fraEs. S.yGY ) E r �,N 53 J3 U3s Jf �u m D tf �6 ZiD-�2a ¢ p yo r(GS Dames & Mo«e 'aaWa §MYicN SF�rD e,EFGt GLf Y'Y CSATN<A.f):Y D r4's,✓, fANa:: {'P Px✓L < ca Yb ..' ,.;_ erYLY M>=D' w 6fPftiD�su 'AwGu "�5^Sm� "` snva4' 'fl.•4-"'✓r^AD'L.Y <wwiF Sw8n�6WAc-.rnanw/a f4E•(LE /BWAf A,�p � � `Je(v[(fJJ L9mIWAf[p Y, Lf91.d$ R'ffIXtAL DA+'LLtw4 =efaSr YNr` tf �6 ZiD-�2a ¢ p yo r(GS Dames & Mo«e ,/27/95 11:22 $593 229 BUGS DAMES & M90RE Preliminary Sampling Locations PWPipe 2220 Nugget Way Eugene, Oregon N� a°rk 9y Pipe Storage po Ne�a� Po�egsO Y /0002/003 RECH rn SEP n G 1995 NATER RESuw, ,.._ _, , , SALEM, OREGON �;-reg r'a'*.i',o O01 aZ7 b Oy, CCl% Ma?r'aq •,•e4�ve a'Sa� ? A� e yid Property Boundary 0 Wells 4* Preliminary Monitoring Well Location Please Note, Not Drawn to Scale R EN ,ROMtlE TA4 Pq RYH [RS 11\C Soil Map—Lane County Area, Oregon a a 8 NySraE:1:1j]ORPnl�on ApwRe"[(a.5'x 11')x. H a NRea �s 0 t5 30 91 '� Aar'ww�:w�mamra or 0 �mombare: w�ssa rge5:umu eiw �a L51)A Natural Resources Web Soil Survey 2/25/2020 3i Conservation Serme National Cooperative Soil Survey Page 1 a 3 .'1nN Soil Map—Lane County Area, Oregon _SD, Natural Resources web Sol Survey 22S2D2D alaill Conservation Service National Cooperative Sail Survey Page 2 of 3 MAP LEGEND MAP INFORMATION Area at Wake. tA09 Spoil Area The sal surveys that comprise your AOI were mapped at Areaalnteresr(AQII Q army Spa 1:20,090. Soils Very Sony SpaWaming: Soil Map may not be valud al Mrs scale. 0 Soil Map Unit Polygons 9 VJrf S p a Enlargement of maps bethe scale of mapping can cause ,.,. Soil Map Unic Lines md Sell of the etail of mapping and accuracy of soil 4 Other line placement. The maps do not show the small areas of Map Unit Points contrasting soils that could have been shown at a more detailed Special Line FeaturesSoil Special Point Features scale. Lg Blowout water Features Streams and Canals Please rely on the bar scale on each map sheet for map ® Borrow Pit measurements. Trenspartatian Clay Spot Rails Source of Map: Natural Resources Conservation Service 0 Closed Depresdan Web Soil SurveyURL: Interstate Highways Coordinate System: web Mercator(EPSG:3m6]) Gravel Pit US Routes Maps from the Web Soil Survey are based on the Web Mercator Gravely Spa Major Roads projection, which preserves and shape but ion that schdistorts and area, projection that preserves area, such as the ® Landfill Local Roads Abersdistance o Albers equal-area conic projection, should be used if more Lava Flow accurate calculations of distance or area are req uired, Background aga Marsh or swamp . Aerial Photography This productis generated from the USDAgRCS tended data as of Ne version date(s) listed below .�. Mine or Query Soil Survey Area: Lane County Area, ® Miscellaneous Ydscer ep10,Oregon 2019 Survey Area Data: Version 16, Sep 10, 2019 ® Perennial VMmer Sail map units are labeled (as space allows) for map scales y, Rock Outcrop 1:50,099 or larger. A Saline Spot Dates) aerial images were photographed: Jun 12, 2019i 19, 2019 Sandy Spot The orihophoto or other base map on which the soil lines were Severely Eroded Spot compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor Sinkhole shifting ofmap unit boundaries may be evident, �p Slide or Slip Sodic Spot _SD, Natural Resources web Sol Survey 22S2D2D alaill Conservation Service National Cooperative Sail Survey Page 2 of 3 Sal Map�ane Connly Area, Oregon Map Unit Legend LSI14 Natural Resources Web Soil Survey 2125/2020 iMi Conservation Serme National Cooperative Soil Survey Page 3 ot3 Map Unit Symbd Map U-1 Name Acres in AOI Pescara of AOI 23 Canras4 ffian land cornplex 0.3 4.4% w Ne. ergo ffian land cornplex 5.8 95.8% Totals far Area of Interest 0.1 100.0% LSI14 Natural Resources Web Soil Survey 2125/2020 iMi Conservation Serme National Cooperative Soil Survey Page 3 ot3 Map Unit Desaiptim: Neeberg-Urban land cernplex--Lane Cmnty Area, Oregon Lane County Area, Oregon 97—Newberg-Urban land complex Map Unit Setting National map unit symbol. 239x Elevation. 300 to 850 feet Mean annual precipitation: 40 to 60 inches Mean annual air temperature: 52 to 54 degrees F Frost -free period. 165 to 210 days Farmland classification. Farm land of statewide importance Map Unit Composition Newberg and similar soils: 50 percent Urban land. 35 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Newberg Setting Landform: Flood plains Landform position (three-dimensional): Tread Down-slope shape: Linear Across -slope shape: Linear Parent material. Recent silty alluvium Typical profile H1 - 0 to 14 inches. fine sandy loam H2 - 14 to 65 inches: fine sandy loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limitirg layer to transmit water(Ksat): High (1.98 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding. Occasional Frequencyofponding. None Available water storage in profile: Moderate (about 8.4 inches) Interpretive groups Lard capability classification (irrigated): 2w Lard capability classification (nonirrigated): 2w Hydrologic Sal Group: A Hydric soil rating: No Description of Urban Land Interpretive groups Lard capability classification (irrigated): None specified Lard capability classification (nonirrigated): 8 LSM Natural Resources Wieb Soil Survey 2125/2020 Conservation SerNce National Cooperative Soil Survey Pagel oft Map Unit Deso iptim: Ne.Merg-Urloan land canplex--lane County Nes, Cregou Hydric soil rating: No Data Source Information Soil Survey Area: Lane County Area, Oregon Survey Area Data: Version 16, Sep 10, 2019 LSM Natural Resources Web Soil Survey 2125/2026 irk Conservation Service National Cooperative Soil Survey Page 2 oft APPENDIX B: Recommended Earthwork Specifications GEOTECHNICAL SPECIFICATIONS General Earthwork t. All areas where structural fills, fill slopes, structures, or roadways are to be constructed shall be stripped of organic topsoil and cleared of surface and subsurface deleterious material, including but limited to vegetation, roots, or other organic material, undocumented fill, construction debris, soft or unsuitable soils as directed by the Geotechnical Engineer of Record. These materials shall be removed from the site or stockpiled in a designated location for reuse in landscape areas if suitable for that purpose. Existing utilities and structures that are not to be used as part of the project design or by neighboring facilities, shall be removed or properly abandoned, and the associated debris removed from the site. z. Upon completion of site stripping and clearing, the exposed soil and/or rock shall be observed by the Geotechnical Engineer of Record or a designated representative to assess the subgrade condition for the intended overlying use. Pits, depressions, or holes created by the removal of root wads, utilities, structures, or deleterious material shall be properly cleared of loose material, benched and backfilled with fill material approved by the Geotechnical Engineer of Record compacted to the project specifications. 3. In structural fill areas, the subgrade soil shall be scarified to a depth of 4 -inches, if soil fill is used, moisture conditioned to within z% of the materials optimum moisture for compaction, and blended with the first lift of fill material. The fill placement and compaction equipment shall be appropriate for fill material type, required degree of blending, and uncompacted lift thickness. Assuming proper equipment selection, the total uncompacted thickness of the scarified subgrade and first fill lift shall not exceed 8 -inches, subsequent lifts of uncompacted fill shall not exceed fl- inches unless otherwise approved by the Geotechnical Engineer of Record. The uncompacted lift thickness shall be assessed based on the type of compaction equipment used and the results of initial compaction testing. Fine-grain soil fill is generally most effectively compacted using a kneading style compactor, such as a sheeps-foot roller; granular materials are more effectively compacted using a smooth, vibratory roller or impact style compactor. 4. All structural soil fill shall be well blended, moisture conditioned to within z% of the material's optimum moisture content for compaction and compacted to at least 9o% of the material's maximum dry density as determined by ASTM Method D-1557, or an equivalent method. Soil fill shall not contain more than to% rock material and no solid material over 3 -inches in diameter unless approved by the Geotechnical Engineer of Record. Rocks shall be evenly distributed throughout each liftof fill that they are contained within and shall not be clumped together in such away that voids ren occur. 5. All structural granular fill shall be well blended, moisture conditioned at or up to 3% above of the material's optimum moisture content for compaction and compacted to at least go% of the material's maximum dry density as determined by ASTM Method D-1557, or an equivalent method. 95% relative compaction may be required for pavement base rock or in upper lifts of the granular structural fill where a sufficient thickness of the fill section allows for higher compaction percentages to be achieved. The granular fill shall not contain solid particles over z -inches in diameter unless special density testing methods or proof -rolling is approved by the Geotechnical Engineer of Record. Granular fill is generally considered to be a crushed aggregate with a fracture surface of at least 7o% and a maximum size not exceeding t.5 -inches in diameter, well -graded with less than to%, by weight, passing the No. zoo Sieve. 6. Structural fill shall be field tested for compliance with project specifications for every 2 -feet in vertical rise or Soo cy placed, whichever is less. In-place field density testing shall be performed by a competent individual, trained in the testing and placement of soil and aggregate fill placement, using either ASTM Method D -t556/4959/4944 (Sand Cone), D-6938 (Nuclear Densometer), or D-2937/4959/4944 (Drive Cylinder). Should the fill materials not be suitable for testing by the above methods, then observation of placement, compaction and proof-rollingwith a loaded to cy dump -truck, or equivalent ground pressure equipment, by a trained individual may be used to assess and document the compliance with structural fill specifications. Utility Excavations I. Utility ezeavations are to be ezeavated to the design depth for bedding and placement and shall not be over-ezeavated. Trench widths shall only be of sufficient width to allow placement and proper construction of the utility and backfill of the trench. z. Backfilling of a utility trench will be dependent on its location, use, depth, and utility line material type. Trenches that are required to meet structural fill specifications, such as those under or near buildings, or within pavement areas, shall have granular material strategically compacted to at least the spring -line of the utility conduit to mitigate pipeline movement and deformation. The initial lift thickness of backfill overlying the pipeline will be dependent on the pipeline material, type of backfill, and the compaction equipment, so as not to cause deflection or deformation of the pipeline. Trench backfill shall conform to the General Earthwork specifications for placement, compaction, and testing of structural fill. Geotextiles I. All geotextiles shall be resistant to ultraviolet degradation, and to biological and chemical environments normally found in soils. Geotextiles shall be stored so that they are not in direct sunlight or exposed to chemical products. The use of a geotextile shall be specified and shall meet the following specification for each use. Suberade/Aggregate Separation Woven or nonwoven fabric conforming to the following physical properties: • Minimum grab tensile strength ASTM Method D-4632 ISO lb • Minimum puncture strength (CBR) ASTM Method D-6241 37116 • Elongation ASTM Method D-4632 15% • Maxi mum apparent opening size ASTM Method D-4751 No. 40 • Minimum permittivity ASTM Method D-4491 0.05 s� Drainage Filtration Woven fabricconforming to the following physical properties: • Minimum grab tensile strength ASTM Method D-4632 11016 • Minimum puncture strength (CBR) ASTM Method D-6241 220 Ib • Elongation ASTM Method D-4632 50% • Maxi mum apparent opening size ASTM Method D-4751 No. 40 • Minimum permittivity ASTM Method D-4491 0.5 s1 Geoerid Base Reinforcement Extruded biaxially ortriaxially oriented polypropylene conformingto the following physical properties: • Peak tensile strength ASTM Method D-6637 925 lb/ft • Tensile strength at 2% strain ASTM Method D-6637 300 lb/ft • Tensile strength at 5% strain ASTM Method D-6637 600 lb/ft • Flexural Rigidity ASTM Method D-13SS 250,000 mg -cm • Effective Opening Size ASTM Method D-4751 1.5x rock size 3! ses ! !9 € g9�ag ��� i i;$' �°� s epi ! f � ii i i� i ! � � 1,11T € i Wei .i c ! a I ��mws Eq � 03si3i _:3 q:fl�, 0 ie� 9 spy 5i3 ° i I il $ 1 3' I p 13 jj S�EY55 Y in i5. i is{9 y 1 3 I