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Application APPLICANT 10/13/2011
0 City of Springfield SPRINGFIELD Development Services Department 225 Fifth Street6 Springfield, OR 97477 ;;;VP1q Site Plan Review Site Plan Review Pre-Submittal: ., Ma'or Site Plan Modification Pre-Submittal: ❑ Site Plan Review Submittal: Major Site Plan Modification Submittal: ❑ Applicant Name: ACR Properties LLC Phone: 541 683-1166 Company: I Fax: Address: 555 Lincoln Street, Eugene, OR 97401 Applicant's Rep.: Scott Morris Phone: 541 302-9790 Company: Olson & Morris I Fax: 541 485-3253 Address: 380 Q Street Ste 200, Springfield, OR 97477 Property Owner: Same as Applicant Phone: Company: Fax: Address: ASSESSOR'S MAP NO: 17-02-31-11 TAX LOT NOS : 100 Property Address: 4107 Industrial Avenue Size of Pro perty: 4.24 Acres ® Square Feet ❑ Proposed Name of Project: ACR Industrial Storage If you are fillip in this form by hand, please attach your proposal Description of 9 description to this application. Proposal: Develop a portion of the property with storage containers Existing Use: Vacant Industrial Property New Impervious Surface Coverage Includin Bldg. Gross Floor Area): a`72 sf Signatures: Please si n and grint xour name and date in thea propriate box on the next Qacie. Associated Applications PLC I ' 6001T Signs: W Pre-Sub Case No.: L) Date: Reviewed by: lM Case No.: _l P)_ H :^ w 1 1 Date: 10 IJ II Reviewed by: II `� Application Fee: $ p_I W . Tech • e )-0 •0 3 I Postage Fee: $ TOTAL FEES: $ 0� • T NUMBER: +'.-. .. ':*'."':i':: .. .�.:..e: ', ST:91_ •' Y:C"- ... . - ` a ..i>4".. . . ..5,�.y:b. ..✓....:.... ..... ..::.ia ..3 :o'v. _..'a .-.q:. Revised 1/1/08 Molly Markarian Original Submittal 1 of 10 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. Pre-Submittal 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: 2 � — Signatu e 0 Submittal I represent this application to be complete for submittal to the City. Consistent with the completeness check performed on this application at the Pre-Submittal Meeting, 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 submittal, 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 complete application. Owner: Date: Cl " LI? ej re Date Received: OCT 13 2011 Original Submittal Revised 11/19/09 2 of 10 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. ® Copy of the Deed Copy of a Preliminary Title Report issued within the past 30 days documenting ownership and listing all encumbrances. ❑ Copy of the Site Plan Reduced to 81/2"x 11", which will be mailed as part of the required neighboring property notification packet. Right-of-Way Approach Permit Application provided where the property has frontage on an Oregon Department of Transportation (ODOT) facility. Three (3) Copies of the Stormwater Management System Study with Completed Stormwater Scoping Sheet Attached - The plan, supporting calculations and documentation must be consistent with the Engineering Design Standards and Procedures Manual. � r Three (3) Copies of the Traffic Impact Study prepared by a Traffic Engineer in accordance with SDC 4.2-105 A.4. Traffic Impact Studies (TIS) allow the City to analyze and evaluate the traffic impacts and mitigation of a development on the City's transportation system. In general, a TIS must explain how the traffic from a given development affects the transportation system in terms of safety, traffic operations, access and mobility, and immediate and adjoining street systems. A TIS must also address, if needed, City, metro plan and state land use and transportation policies and objectives. ® seven (7) Copies of the Following Plan Sets for Pre-Submittal OR Eighteen (18) Copies of the Following Plan Sets for Submittal ® 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. ® All plan sets must be folded to 81/2" by 11" and bound by rubbEWW(R ?celved: a. Site Assessment of Existing Conditions OCT 13 2011 ® Prepared by an Oregon licensed Landscape Architect or Engineer Original Submittal Revised 1/1/08 Molly Markarian 4 of 10 Z Vicinity Map ® 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. ® 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 ® 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 ® 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 ® Physical features including, but not limited to trees 5" in diameter or greater when measured 4 1/2 feet above the ground, significant clusters of trees and shrubs, riparian areas, wetlands and rock outcroppings ® Soil types and water table information as mapped and specified in the Soils Survey of Lane County. 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 b. Site Plan ® Prepared by an Oregon licensed Architect, Landscape Architect, or Engineer ® 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 ® Location and height of existing or proposed fences, walls, outdoor equipment, storage, trash receptacles, and signs ® Location, dimensions, and number of typical, compact and disabled parking spaces; including aisles, wheel bumpers, directional signs, and striping ® 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 proPsdetRazdmedl ® Location, type, and number of bicycle parking spaces OCT 13 2011 ® Location of existing and proposed transit facilities ® Area and dimensions of all property to be conveyed, dedicatEQrigin*$WK*80or common open spaces, recreational areas, and other similar public and semi-public uses ® 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 sequence promoting street connectivity between the various phases of the development and accommodating other Revised 1/1/08 Molly Markarian 5 of 10 required public improvements, including but not limited to, sanitary sewer, stormwater management, water, and electricity. The applicant must indicate which phases apply to the Site Plan application being submitted. c. Improvement and Public Utilities Plan ® Prepared by an Oregon licensed Civil Engineer ® Location and width of all existing and proposed easements ® Location, widths (of paving and right-of-way), and names of all existing and proposed streets, alleys, dedications or other right-of-ways within or adjacent to the proposed development, including ownership and maintenance status, if applicable. ® Location and type of existing and proposed street lighting ® Location of existing and required traffic control devices, fire hydrants, power poles, transformers, neighborhood mailbox units, 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 and proposed 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 d. Grading, Paving, & Stormwater Management Plan ® Prepared by an Oregon licensed Civil Engineer ® Planting plan prepared by an Oregon licensed Landscape Architect where plants are proposed as part of the stormwater management system ® Roof drainage patterns and discharge locations ® Pervious and impervious area drainage patterns ® The size and location of stormwater management systems components, including but not limited to: drain lines, catch basins, dry wells and/or detention ponds; stormwater quality measures; and natural drainageways to be retained ® Existing and proposed spot elevations and contours lines drawn at 1 foot intervals (for land with a slope over 10 percent, the contour lines may be at 5 foot intervals) ® Amount of proposed cut and fill e. Landscape Plan ® Drawn by a Landscape Architect ® Location and dimensions of landscaping and open space areas to include calculation of landscape coverage ® Screening in accordance with SDC 4.4-110 ® Written description, including specifications, of the permanent irrigation system ® Location and type of street trees ® List in chart form the proposed types of landscape materials (trees, shrubs, ground cover). Include in the chart genus, species, common name, quantity, size, spacing, and method of planting Date Received: f. Architectural Plans OCT 13 2011 Revised 1/1/08 Molly Markarian Original Submittal Il` Exterior elevations of all buildings and structures proposed for the development site, including height Conceptual floor plans g. On-Site Lighting Plan ❑ Location, orientation, and maximum height of exterior light fixtures, both free standing and attached Type and extent of shielding, including cut-off angles, and type of illumination, wattage, and luminous area Photometric test report for each light source Additional Materials That May be Required 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: Where a multi-family development is proposed, any additional materials to Idemonstrate compliance with SDC 3.2-240 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 A Geotechnical Report prepared by an engineer must be submitted concurrently if there are unstable soils and/or a high water table present Where the development area is within an overlay district, address the additional standards of the overlay district If five or more trees are proposed to be removed, a Tree Felling Permit as specified in SDC 5.19-100 A wetland delineation approved by the Oregon Division of State Lands must be submitted concurrently where there is a wetland on the property Any required federal or state permit must be submitted concurrently or evidence the permit application has been submitted for review Where any grading, filling or excavating is proposed with the development, a Land and Drainage Alteration permit must be submitted prior to development Where applicable, any Discretionary Use or Variance as specified in SDC 5.9-100 and 5.21-100 El An Annexation 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 Date Received: OCT 1 3 2011 Original Submittal Revised 1/1/08 Molly Markarian 7 of 10 LEGEND —m— — qmm Moa y.x.au O msmur e m anq rm sv m �Ym.,�mr ' 5! • m.gmw• ® mc•maW 47" all � �rrm ® ®cmm ❑ '.[ 'tl 1 — ms.aom vm � y- 4D—ss— — ms vA oa.v Nw `"�msmmm � � EEC O Hary \ � g61pYL XRI@ y yyp S✓�. � r•c magas mR.us�rmrenravmom ao '�^ rmw mrau mvrwmaa®mtrvr a wmmvmu.ns..anrsvmsa mrmm r sn r mo n.ra•mcma•axara n rw x orru.n � _ _ wNur a.c wvao r.onmN+�vw. 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II � x.ry u: u mr»aa•sAmnNam V rm+>m rrm .I I.Iy Ir ®vu �� gRatR erFFq aecRet : pogo • - 6� � `meaavvr®'r'�r"."womv' JJ �JI I11 u� �a•ow I�.sr q q v v e • • ;, q � :oav0`am v-.rn.r io loos . . a i__ I F Fi A11F111 Y Fqs ' 1u 11. a.om ®F m.aainavmads� �* u • I I II '.I)b aev s .. . iu.wmavmaagm.oa 3F `: 77: �t II ,1I!III amr r' o JILI ] FF q Date Received: Q pI pd � iF• F1Fi m I1 e I'Fi+ a®e WnN ' OCT 13 L011 I/� Q G Igl^YJ] YI vy4] w. a[x� S C2 T Original Submittal- F-- �! s f / I I I ' I I I I I I I I I I f I I rg e ® ooii � oCD e. v v rr —, m 3 m ffi o �• CL k u °"'1II Olson & REVISIONS: VµNF,Cr'N¢ 1001 cn Fire Truck Movement for taem Morris �' xr;vm;wim or' OP9fOM DSD 0 SI.SPI[200 rn A'CR Industrial Storage C nrviEwen nv: SPIl16R0.00. g xsvrxerzu nr. R1014:(Sn).YI7-9M onsultin-9190 Engineers cern- Springfield Lane County Oregon EXPIRES IV12 FQ-(511)165-= &Surveyors r Site Review Narrative This narrative is for a site review application for a proposed industrial storage project on Parcell of J.P. Hammer Industrial Subdivision, which is located at 4107 Industrial Avenue in Springfield, Oregon. Applicant/Owners Representative Olson& Morris Scott Morris, PE 380 Q Street, Ste 200 Springfield, OR 97477 (541) 302-9790 scoff@olsonmorris.com Owner ACR Properties LLC Attn: John Hammer 555 Lincoln Street Eugene, OR 97401 (541) 683-1166 Project Location Address: 4107 Industrial Avenue Tax Lot: 17-02-31-I1 T.L. 100 Existing Use of Site The site is northeast corner of the site is being used to store material (concrete, etc.) waiting to be processed by Lane Forest Products. This use was approved in a previous site plan application. The remainder of the site is currently vacant. Proposed Use The applicant is proposing to use approximately 2.75 acres of the existing 4.24 acre site to construct an area that can be used to store portable storage containers. The concept is to construct improvements on the site including driveways, storm drainage facilities, and concrete runners for the portable containers to sit on. Please see the enclosed memo to Kip Kaufman for more details on the proposed use of the site. No structures are proposed at this time, however an area is shown for a potential future modular home to be placed if warranted in the future. Date Received: OCT 13 2011 Original Submittal Land Use The parent zoning of the property is heavy industrial. The land uses of the abutting properties is: North: Heavy Industrial - existing use is vacant and detention ponds East: Heavy Industrial - Lane Forest Products South: Heavy Industrial - railroad tracks and aeration ponds West: Heavy Industrial - vacant The proposed project meets the land use requirements of the development code given the abutting land use zoning and uses. The setbacks required for the project are 10 feet from the property lines, which have been provided in the proposed project. Site Access There is an existing joint access to the site which was constructed during the PEPI project associated with the J.P. Hammer Industrial Subdivision. This access is 36 feet wide and is shared with tax lot 200. There are no additional access points proposed as part of this project. Gradine The existing site has a fairly uniform grade with the exception of the southern portion which is lower. The site will be graded to provide positive drainage to collection points as shown on the plans and then directed to the swales for pollution control. The existing site is lower than the surrounding properties and the proposed grading plan will not disrupt any existing natural drainage paths. Waste water System There are no habitable buildings proposed at this time of the development. However, since there is an area set aside for a potential future building, a wastewater line is proposed to be extended to that location during the construction so it would not be necessary to cut the pavement at a later date to provide this service. The wastewater line proposed will connect to the existing stub that is located adjacent to the Industrial Avenue right of way as shown on the site plan. Date Received: OCT 13 2011 Original Submittal .. 41 Storm Water System There is an existing storm drain pipe (15 inch diameter) that is stubbed to the property adjacent to the Industrial Avenue right of way. The public system then is routed to a series of(3) detention ponds on the north side of Industrial Avenue that were sized and constructed to provide the necessary detention for all lots in the J.P. Hammer Industrial Subdivision. Therefore, no on site detention is proposed. The onsite storm drainage system will collect all of the storm water runoff from the impervious areas and be routed to one of(3) different swales proposed. The ground under the storage units will be left pervious, but soil tests have indicated that very little percolation is expected. Since this would be roof area runoff, there is not a need for treatment. However, there will be a perforated pipe installed in each of these areas that will take the water that is not able to percolate into the soil to the storm drainage system proposed. All of the swales have been designed to provide more than the minimum water quality contact time of 9.0 minutes prior to leaving the swales and entering the public system. The landscape for the vegetated swales is detailed on the landscape sheets within the site review plan set. Water System The domestic water needs of the proposed development is primarily to feed hose bibs at the ends of the container rows for cleaning purposes. There will also be an irrigation system installed in the planter areas and a fire line to feed the (2) proposed hydrants in the rear half of the property. There is an existing public water line located in the Industrial Avenue right of way adjacent to the site that is proposed to provide water to the project. Site Liehtina The proposal is to install wall pack lighting on the exterior of the portable containers to provide lighting to the site. The wall pack locations are not known at this time, and will be scattered through the site. There will also be (2) pole lights that are proposed near the entry to the site. The specific lighting facilities have not been selected at this time. However, all surrounding lots are heavy industrial zoning and appropriate lighting will be designed to limit light trespass. Attached are cut sheets for potential lighting to be used for this project. The mounting height of the pole lights is intended to be 20 feet. Date Received: OCT 13 2011 Original Submittal Landscape There is a proposed 10 foot landscape setback around the perimeter of the site, with increased landscape at the entry to the project, and along the vegetated swales. Details of the proposed planting are shown on the landscape sheets included in the site plan packet. Drinking Water Protection The proposed lot is located inside the 5-10 year time of travel zone for drinking water protection. The areas where vehicles will be driving are paved, with storm water collected and routed to swales. We are proposing to install manual valves in the pipes upstream of the swales that can be closed in the event of a spill to provide containment prior to entering the groundwater. The storage units themselves are self contained and will prevent any internal spills from the storage containers entering the groundwater. Emergency Access The facility has been designed with radii for emergency vehicles to circulate through the site. Please see the enclosed turning truck template drawing. There will also be a knox box located on the entrance gate to the property to provide emergency access to the facility at all times. Site Soils The bulk of the site has been excavated to varying depths and filled with a structural granular material in controlled compacted lifts. This work was completed in 2008 under the supervision of Geoscience, Inc. The underlying soil is primarily Oxley-urban land complex. Because of the compaction of the granular material and the properties of the underlying soil, very little percolation(0.2—0.6 in/hr) is expected. Therefore, infiltration for the storm water run off is not included in the calculations for the storm water system. Date Received: OCT 13 2011 Original Submittal 380 Q Street, Suite 200 Olson & Morris Springfield, Oregon 97477 A joint venture of A& O Engineering LLC (541) 302-9790 and L.B. Olson &Associates, Inc. (541)485-3253 Fax scott@olsonmorris.com Consulting Engineers,surveyors,&land Planners Memorandum To: Kip Kaufman, Plans Examiner From: Scott Morris Date: 9/26/2011 Re: Occupancy proposal for ACR project to store container boxes on property This memorandum is intended to present the occupancy proposal for the ACR project proposed on Lot 2 of J.P. Hammer Industrial Subdivision. The proposal is to construct necessary infrastructure on the site to construct a facility to store portable container storage boxes. These boxes are 8 feet wide by 40 feet long and typically are used to transport material using a semi-truck trailer. The owners are asserting that there is no occupancy related to the storage containers at the site due to the fact they are portable by definition. They are structurally designed to be independent and sturdy to keep items secure while transporting on trucks, trains, and ships. The site will be constructed with supporting infrastructure (driveway, storm drainage, electrical, etc.)which will include concrete runners to provide a stable surface for the containers to sit on. They are structurally capable of sitting on gravel or bare earth, with the concrete runners being constructed merely to allow the doors to operate more efficiently. I realize the confusion during our meeting and understand the vocabulary on our drawings may have been a factor. We should not have used the words"concrete footing"as they are not intended to be a foundation that these containers will be attached to. The containers will be free standing so that they can be moved easily. The post construction operation of the project is consistent with the proposal to have no occupancy assigned to the portable storage containers. ACR plans to provide some of the portable containers in the project that will be available for individuals to purchase or rent. It is assumed that there will be cases where the portable container is purchased and moved from the site permanently. It is also likely that containers may be purchased, moved to a project site for a short while, and then moved back to the 42ntl Street location for storage. The spaces are also available for private individuals or companies to store their containers on a monthly basis. If you have any questions about the project, please don't hesitate to call. Date Received: OCT 13 2011 Original Submittal 1 EPRINOF1ELn WOUR0 PUBLIC WORKS DEPAR7MENT'tEginsering Division Phone:(541) 726-3753 Fax:{541)736.1021 STORMWATER MANAGEMENT SYSTEM SCOPE OF WORK ---------- .___--.-(Aron belary lhistirrnfi71cr1 rut fir Ayplirnn!).______._._.___».___._�__�.____._ i (Please return to 1fall Stouder @City of Spr•ingfleld Public Works Engineering;Far#736-1011,Phone#736.1035), emaiCmstnuder'7gclspt•infifreld.or.us Project-Name; 4'ZS4 5T,terr- ST*&"K Applicant: ot-, ,N+ twe,L.s Ay eA*4S Assessors Parcel 1-1-ne-St-It n-,e. tae Date: -J-1-i $ toll LandUse(s): I}z - Renvy i�av,r2rrr, Phone t€: 1(sat)302-9790 --T Project Size(Acres): 14.24 Acres Fax#: (%Jr q 9s- -s 2 C3 Approx.Impervious Area: /,so Asea} Email: $COTr b<5on Mo.u.) Go+N Project Description (Include a copy of Assessor's map): at.. '7 k1at W;ll Ile .RL f'Rtvaa, br"tvew,M1N 1j Q•{w }?QlrVt•. t`Wr1+iS w;ll I`.k w.c,H rTQrviOv j, _ Drainage Proposal(Public connection(s),discharge location(s),etc. Attach additional sheets)if necessary: Celte.e� on _s,,44 5fO„•. w...dK.- a,,A e.,rsa.I -f-e r->tirsr.w..t. publ.o 575,4-.., tv Itsdl.sl�.:. 1 ww� . -FroDosed St rmw ter Best Mana ement Practices: grassy or vegetated swales incorporated into the design of the storage project. tAtea below,lhis line tilted aril br the Ctrr rail Returned to theAyolicont)---------------- (At a nrinirman,al/bares checked by the City on the front and back of this sheet shall be sribmined for an application to be complete for submittal although other requirements may be necessm)0 Drainage Stadv Tyne(EDSPM Section 4.03.2): (Note UH may be smbstituted for Rational Method) Z Small Site Study-(use Rational Method for calculations) ❑ Mid-Level Development Study—(use Unit Hydrograph Method for calculations) ❑ Full Drainage Development Study—(use Unit Hydrograph Method for calculations) Environmental Considerations: ❑Wellhead Zone: �1 V vi z ❑ Hillside Development: nfA ❑ Wetiand/Riparian: _sd ❑ Floodway/Floodplain: Al`? ❑ Soil Type: ❑ Other Jurisdictions pdq{ Downstream Analysis: ❑ NIA ❑ Flow line for starting water surface elevation: ❑ Design HGL to use for starting water surface elevation: ❑ Manhole/Junction to take analysis to: n + ----moire Receive Return to Matt Stouder @ City of Springfield,email:mstouderf?ci.sprinafietd.or.us.FAX (641) 736-1021 OCT 13 2011 Original Submittal For O(ficialUtt Only:'�j COMPLETE STUDY ITEMS Based upon the information provided on the f-ont of this sheet,the follmving represents a mininmm of whal is needed for an application to be complerefor submittal with respect to drainage;however, this list should not be used in lieu of fire Springfield Development Code(SDQ or the City's Engineering Design Manual. Compliance with these requirenuerrts does not constibde site opprmml;Additional silo specific information may be required. Note: Upon scoping sheet submittal,ensure completed form has been signed in the space provided beloir Interim Design Standards/Water Quality(EDSPM Chapter 3) Req'd N/A [/] ❑All non-building rooftop(NBR)impervious surfaces shall be pre-treated(e.g.multi-chambered catchbasin w/oil filtration media)for stormwater quality. Additionally,a minimum of 50%of the NEIR impervious surface shall be treated by I vegetated methods. ❑ Where required,vegetative stormtvater design shall he consistent with interim design standards(EDSPM Section 3.02),set forth by the Bureau of Environmental Services(BES)or Clean Water Services(CWS). ❑ ❑For new NBR impervious area less than 15,000 square feet,a simplified design approach may be followed as specified by the BES for vegetative freatment. Q ❑if a slDrmwater treatment swate,is proposed,submit calculations/specifications for sizing,velocity,flow,side slopes,bottom slope,and seed mix consistent with either BES or CWS requirements. © ❑Water Quality calculations as required in Section 3.03.1 of the EDSPM ❑ Q-All building rooftop mounted equipment,or other fluid containing equipment located outside of the building,shall be provided with secondary containment or weather resistant enclosure. General Study Requirements(EDSPM Section 4.03) ❑Drainage study prepared by a Professional Civil Engineer licensed In the state of Oregon. ❑-t- Q A complete drainage study,as required in EDSPM Section 4.03.1,including a hydrological study map. Y I ❑Calculations showing system capacity for a 2-year stonn event and overflow effects of a 25-year stoma event. Q ❑The time of concentration(Tc)shall be determined using a 10 minute start time for developed basins. Review of Downstream System(EDSPM Section 4.03.4.C) ❑ ❑A downstream drainage analysis as described in EDSPM Section 4,03A.C. On-site drainage shall be governed by the Oregon Plumbing Specialty Code(OPSC). ❑ ©Elevations of the HGL and flow lines for both city and private systems where applicable. Design of Storm Systems(EDSPM Section 4.04) Q ❑Flow lines,slopes,rim elevations,pipe type and sizes clearly indicated on the plan set. Q ❑Minimum pipe cover shall be 18 inches for reinforced pipe and 36 inches for plain concrete and plastic pipe materials,or proper engineering calculations shall be provided when less. The cover shall be sufficient to support an 80,000 Ib load without failure of the pipe structure. 1:1yl�J Manning's"n"values for pipes shall be consistent with Table 4-I of the EDSP. All storm pipes shall be designed to achieve a minimum velocity of three(3)feet per second at 0.5 pipe full based on Table 4-1 as well. Other/Misc Er ❑Existing and proposed contours,located at one fool interval. Include spot elevations and site grades showing how site drains ❑Private sternnvater easements shall be clearly depicted on plans when private stormwater flows from one property to another ❑ ❑Drywelis shall not receive runoff from any surface w/o being treated by one or more BMPs,with the exception of residential building roofs(EDSP Section 3.03.4.A). Additional provisions apply to this as required by the DEQ. Refer to the website: ��((ww'%v.de state or us/+rgteroundw�/nichome hem for more information. ❑ EI 'ponds be designed to limit runoff to pre-development rates for the 2 through 25-year stonn events 'This form shall he included as an attachment,Inside the front cover,of Ute stortrrwater study °iiiTPORT11;VT i ENGINEER PLEASE READ BELOWAND SfGNI As the engineer of record,l hereby certify the above required items are I H1 z: complete and included with the submitted stormwaler study and plan set Signature k Dale c we Form Version 2: March 2004 l OCT 13 2011 Original Submittal___._. OILSON � MORRIS Storm Water Design Report A division of Project: ACR Industrial Storage Project L.B.Olson&Associates,Inc. Date: August 25, 2011 ( Revised 9/27/2011) Consulting Engineers Designer: S. Morris Land Surveyors Type of Project: Industrial Urban Planners Tax Lot: 17-02-31-11 T.L. 100 Address: 4107 Industrial Avenue, Springfield, OR Proiect Overview 380 0 Street This project involves the construction of an industrial property to store portable storage Suite 200 Springfield, Oregon 97477 container boxes on concrete runners with associated driveways and utilities. The (541)302-9790 proposal is to have capacity for 137 containers on approximately 2.75 acres of the 4.24 Fax: (541)485-3253 acre site. The existing condition of the site is vacant. The site is zoned heavy industrial olsonandmorris.com and is surrounded on all sides by heavy industrial zoned property. This parcel was created as part of the J.P. Hammer Industrial Subdivision and is served by existing public facilities located on the frontage of Industrial Avenue. Sti�EO'ROPP All calculations in this report are using the Santa Barbara Unit Hydrograph method, ��tr31MFF `1ipy utilizing a 24 hour, Type I storm distribution. The analysis includes calculations for 2 16• 9� year, 10 year, 25 year, and water quality' events as outlined in the Springfield Stormwater N v Management Manual (SSMM). ORE sc vkv2o ,90 �5 Proposed Destination P O�DEAN tyU� There is an existing drainage system located adjacent to the property in Industrial eYP /Zot L Avenue. This system includes a 15 inch stub to the property that connects to the existing detention pond system on the north side of Industrial Avenue. The proposal is to construct (3) vegetated swales in the project. Each of these swales will connect to a 12 inch storm pipe that will connect to the existing pipe entering the public system. The City of Springfield SSMM requires that there be no net increase in storm water run off from the site post development. However, the series of(3) detention ponds on the north side of Industrial Avenue were sized and constructed during the subdivision process to provide the required detention for the post developed run off from all parcels. Therefore, detention has already been provided and no additional detention is included in the design. The portable container units will be placed in series, with an approximate 6 inch gap between the units. They are also ribbed so the run off from the roof areas will drain to the pervious area under the units (between the runners). Althou this i pervious area, ate Rceiv*d: OCT 13 2011 orininal Submiftal R the percolation rate of the soil is very low. Therefore, this area will be collected in a perforated pipe and be routed through the proposed swales. Proposed Pollution Control Facilities The impervious surfaces proposed are divided into 3 drainage areas that flow to individual pollution control facilities. Outlined below is a discussion of each grassy swale incorporated into the project. Entry Vegetated Swale The site plan shows the entry driveway area draining into a proposed trench drain near the right of way for Industrial Avenue. This area totals approximately 6,878 square feet and is directed to the swale located on the east side of the entry driveway. This swale is designed with a 2 foot bottom, 3:1 side slopes and 55 feet in length. The flow velocity of the water in this swale is 0.10 ft/sec (see attached FlowMaster Summary), which results in a contact time of 550 seconds or 9.17 minutes in this swale. Western Vegetated Swale The site plan shows the main driveway area (fronting units 1-64) draining into a series of catch basins in the valley gutters. This area totals approximately 18,329 square feet and is directed to the swale located on the west side of the entry driveway. There is an additional roof area when all of the portable containers are present of 13,440 square feet making a total impervious drainage area draining to this swale of 31,329 square feet. This swale is designed with a 2 foot bottom, 3:1 side slopes and 105 feet in length. The flow velocity of the water in this swale is 0.15 ft/sec (see attached FlowMaster Summary), which results in a contact time of 700 seconds or 11.67 minutes in this swale. Eastern Vegetated Swale The site plan shows the south and eastern driveway areas draining into a series of catch basins located in the valley gutters. This area totals approximately 21,734 square feet and is directed to the swale that runs cast/west about mid-site.. There is an additional 30,080 square feet of roof area when all of the portable containers are present. This results in a total impervious area of 51,814 square feet draining to this Swale. This Swale is designed with a 2 foot bottom, 3:1 side slopes and 130 feet in length. The flow velocity of the water in this swale is 0.17 ft/sec (see attached FlowMaster Summary), which results in a contact time of 765 seconds or 12.75 minutes in this swale. Landscape to be installed in each swale is shown in detail on the landscape plans and is in accordance with planting requirements listed in the Portland Stormwater Management Manual for vegetated swales. Peak Flow Calculations Date Received: OCT 13 2011 Original Submittal The system was modeled during a 2 year, 10 year, 25 year, and a water quality storm event per the Springfield Stormwater Management Manual at the rates shown below(24 hour totals): 2 Year Storm Event = 3.30 Inches 10 Year Storm Event= 4.30 Inches 25 Year Storm Event= 4.80 Inches Water Quality Event= 0.83 Inches CN = 98 for roadways and paved areas The HydroCAD calculation sheets are attached for each drainage area and the flow characteristics of each grassy swale. There is also a HydroCAD analysis of the proposed 12 inch storm pipe that is proposed to tie into the existing stub from Industrial Avenue. Operations and Maintenance The operation and maintenance of the storm water facilities is the responsibility of the property owner. A document outlining the operation and maintenance tasks are attached to this report. Date Received: OCT 13 2011 Original Submittal Western Drainage Area - WQ Event Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.250 Channel Slope 0.00500 fuft Left Side Slope 3.00 ft/ft(H:V) Right Side Slope 3.00 ft/ft(H:V) Bottom Width 2.00 ft Discharge 0.12 ft'/s Results Normal Depth 0.28 ft Flow Area 0.80 ft' Wetted Perimeter 3.78 ft Top Width 3.69 ft Critical Depth 0.05 ft Critical Slope 2.60338 ft/ft Velocity 0.15 ft/s Velocity Head 0.00 ft Specific Energy 0.28 ft Froude Number 0.06 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 It Length 0.00 If Number Of Steps 0 'GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Date Received: Upstream Velocity Infinity ft/s Normal Depth 0.28 ft OCT 13 2011 Critical Depth 0.05 ft Channel Slope 0.00500 raft Original Submittal Critical Slope 2.60338 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/16120114:07:59 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755.1666 Page 1 of 1 Eastern Drainage Area - WO Event Project Description Friction Method Manning Formula Solve For Normal Depth ;Input Data = J Roughness Coefficient 0.250 Channel Slope 0.00500 ft/ft Left Side Slope 3.00 ft/ft(H:V) Right Side Slope 3.00 ft/ft(H:V) Bottom Width 2.00 ft Discharge 0.20 ft'/s Results Normal Depth 0.37 ft Flow Area 1.15 ft' Wetted Perimeter 4.34 ft Top Width 4.22 ft Critical Depth 0.07 ft Critical Slope 2.35388 ft/ft Velocity 0.17 ft/s Velocity Head 0.00 ft Specific Energy 0.37 ft Froude Number 0.06 Flow Type Subcritical GVF Input Data — --w _— Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 It Date Received: Downstream Velocity Infinity ft/s Upstream Velocity Infinity ftis OCT 13 2011 Normal Depth 0.37 ft Critical Depth 0.07 ft Original Submittal Channel Slope 0.00500 ft/ft Critical Slope 2.35388 fUft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 9/16/20114:07:05 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 42nd Storage Project Type IA 24-hr 2 Yr. Event Rainfall=3.30" Prepared by (enter your company name here) Printed 9/26/2011 HydroCAD®9.00 s/n 04993 ©2009 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Front Driveway Area Runoff = 0.12 cfs @ 7.81 hrs, Volume= 0.040 af, Depth> 3.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type IA 24-hr 2 Yr. Event Rainfall=3.30" Area (sf) CN Description 6,878 98 Paved parking, HSG B 6,878 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 120 1.00 Direct Entry, Date Received: OCT 13 2011 Original Submittal 42nd Storage Project Type IA 24-hr 2 Yr. Event Rainfall=3.30" Prepared by {enter your company name here} Printed 9/26/2011 HydroCAD® 9.00 s/n 04993 02009 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 3S: Western Drainage Area Runoff = 0.57 cfs @ 7.86 hrs, Volume= 0.186 af, Depth> 3.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type IA 24-hr 2 Yr. Event Rainfall=3.30" Area (sf) CN Description 31,769 98 Paved parking, HSG B 31,769 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 550 1.83 Direct Entry, Date Received: OCT 13 2011 Original Submittal 42nd Storage Project Type lA 24-hr 2 Yr. Event Rainfall=3.30" Prepared by {enter your company name here) Printed 9/26/2011 HydroCAD®9.00 s/n 04993 02009 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 4S: Eastern Drainage Area Runoff = 0.93 cfs @ 7.86 hrs, Volume= 0.304 af, Depth> 3.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type IA 24-hr 2 Yr. Event Rainfall=3.30" Area (so CN Description 51,814 98 Paved parking, HSG B 51,814 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 5.0 370 1.23 Direct Entry, Date Received: OCT 13 2011 Original Submittal _ 42nd Storage Project Type IA 24-hr 2 Yr. Event Rainfall=3.30" Prepared by {enter your company name here} Printed 9/26/2011 HydroCAD@ 9.00 s/n 04993 02009 HydroCAD Software Solutions LLC Page 4 Summary for Reach 7R: Pipe to Public System Inflow Area = 2.077 ac,100.00% Impervious, Inflow Depth > 3.05" for 2 Yr. Event event Inflow = 1.57 cfs @ 7.95 hrs, Volume= 0.528 of Outflow = 1.57 cfs @ 7.96 hrs, Volume= 0.528 af, Atten= 0%, Lag= 0.8 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 3.16 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.88 fps, Avg. Travel Time= 0.7 min Peak Storage=40 cf @ 7.96 hrs, Average Depth at Peak Storage= 0.61' Bank-Full Depth= 1.00', Capacity at Bank-Full= 2.31 cfs 12.0" Round Pipe n= 0.011 Length= 80.0' Slope= 0.00307 Inlet Invert= 472.06', Outlet Invert=471.82' Date Received: OCT 13 2011 Original Submittal • • 42nd Storage Project Type IA 24-hr 2 Yr. Event Rainfall=3.30" Prepared by {enter your company name here) Printed 9/26/2011 HydroCAD®9.00 s/n 04993 C2009 HydroCAD Software Solutions LLC Page 5 Summary for Pond 2P: Entry Grassy Swale Inflow Area = 0.158 ac,100.00% Impervious, Inflow Depth > 3.07" for 2 Yr. Event event Inflow = 0.12 cfs @ 7.81 hrs, Volume= 0.040 of Outflow = 0.12 cfs @ 7.86 hrs, Volume= 0.040 af, Atten= 1%, Lag= 3.0 min Primary = 0.12 cfs @ 7.86 hrs, Volume= 0.040 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev=474.03' @ 7.86 hrs Surf.Area= 184 sf Storage= 31 cf Flood Elev=474.82' Surf.Area= 488 sf Storage= 293 cf Plug-Flow detention time= 7.8 min calculated for 0.040 of(99% of inflow) Center-of-Mass det. time= 4.9 min ( 665.7- 660.8 ) Volume Invert Avail.Storage Storage Description #1 473.82' 293 cf 2.00'W x 55.001 x 1.00'H Prismatoid Z=3.0 Device Routing Invert Outlet Devices #1 Primary 473.82' 6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.12 cfs @ 7.86 hrs HW=474.03' (Free Discharge) t-1=Orifice/Grate (Orifice Controls 0.12 cfs @ 1.56 fps) Date Received: OCT 13 2011 Original Submittal . 9 • 42nd Storage Project Type IA 24-hr 2 Yr. Event Rainfall=3.30" Prepared by (enter your company name here) Printed 9/26/2011 HydroCAD®9.00 s/n 04993 @2009 HydroCAD Software Solutions LLC Page 6 Summary for Pond 5P: Front Grassy Swale Inflow Area = 0.729 ac,100.00% Impervious, Inflow Depth > 3.06" for 2 Yr. Event event Inflow = 0.57 cfs @ 7.86 hrs, Volume= 0.186 of Outflow = 0.54 cfs @ 8.00 hrs, Volume= 0.185 af, Atten= 6%, Lag= 8.6 min Primary = 0.54 cfs @ 8.00 hrs, Volume= 0.185 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 474.01' @ 8.00 hrs Surf.Area= 589 sf Storage= 228 cf Flood Elev= 474.44' Surf.Area= 888 sf Storage= 543 cf Plug-Flow detention time= 8.5 min calculated for 0.185 of(100% of inflow) Center-of-Mass det. time= 5.5 min ( 668.4 - 662.9 ) Volume Invert Avail.Storage Storage Description #1 473.44' 543 cf 2.00'W x 105.001 x 1.00'H Prismatoid Z=3.0 Device Routing Invert Outlet Devices #1 Primary 473.44' 6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.54 cfs @ 8.00 hrs HW=474.01' (Free Discharge) t1=Orifice/Grate (Orifice Controls 0.54 cfs @ 2.73 fps) Date Received: OCT 13 2011 Original Submittal__-- • • 42nd Storage Project Type IA 24-hr 2 Yr. Event Rainfall=3.30" Prepared by {enter your company name here} Printed 9/26/2011 HydroCAD®9.00 s/n 04993 ©2009 HydroCAD Software Solutions LLC Page 7 Summary for Pond 6P: Rear Grassy Swale Inflow Area = 1.189 ac,100.00% Impervious, Inflow Depth > 3.06" for 2 Yr. Event event Inflow = 0.93 cfs @ 7.86 hrs, Volume= 0.304 of Outflow = 0.92 cfs @ 7.93 hrs, Volume= 0.303 af, Atten= 1%, Lag= 4.4 min Primary = 0.92 cfs @ 7.93 hrs, Volume= 0.303 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 474.33' @ 7.93 hrs Surf.Area= 694 sf Storage= 254 cf Flood Elev= 474.80' Surf.Area= 1,088 sf Storage= 668 cf Plug-Flow detention time= 7.1 min calculated for 0.302 of (99% of inflow) Center-of-Mass det. time= 4.5 min ( 667.4- 662.9 ) Volume Invert Avail.Storage Storage Description #1 473.80' 668 cf 2.00'W x 130.001 x 1.00'H Prismatoid Z=3.0 Device Routing Invert Outlet Devices #1 Primary 473.80' 10.0"Vert. Orifice/Grate C= 0.600 Primary OutFlow, Max=0.92 cfs @ 7.93 hrs HW=474.33' (Free Discharge) t1=Orifice/Grate (Orifice Controls 0.92 cfs @ 2.49 fps) Date Received: OCT 13 2011 Original Submittal • 42nd Storage Project Type IA 24-hr 10 Yr. Event Rainfall=4.30" Prepared by{enter your company name here} Printed 9/26/2011 HydroCAD®9.00 s/n 04993 02009 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 1S: Front Driveway Area Runoff = 0.16 cfs @ 7.81 hrs, Volume= 0.053 af, Depth> 4.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type IA 24-hr 10 Yr. Event Rainfall=4.30" Area (sf) CN Description 6,878 98 Paved parking, HSG B 6,878 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 120 1.00 Direct Entry, Date Received: OCT 13 2011 Original Submittal 42nd Storage Project Type IA 24-hr 10 Yr. Event Rainfall=4.30" Prepared by (enter your company name here) Printed 9/26/2011 HydroCAD®9.00 s/n 04993 02009 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 3S: Western Drainage Area Runoff = 0.75 cfs @ 7.86 hrs, Volume= 0.247 af, Depth> 4.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type IA 24-hr 10 Yr. Event Rainfall=4.30" Area (sf) CN Description 31,769 98 Paved parking, HSG B 31,769 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 550 1.83 Direct Entry, Date Received: OCT 13 2011 Original Submittal 42nd Storage Project Type IA 24-hr 10 Yr. Event Rainfall=4.30" Prepared by {enter your company name here} Printed 9/26/2011 HydroCAD@ 9.00 s/n 04993 @ 2009 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 4S: Eastern Drainage Area Runoff = 1.22 cfs @ 7.86 hrs, Volume= 0.402 af, Depth> 4.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type IA 24-hr 10 Yr. Event Rainfall=4.30" Area (so CN Description 51,814 98 Paved parking, HSG B 51,814 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 370 1.23 Direct Entry, Date Received: OCT 13 2011 Original Submittal • • 42nd Storage Project Type lA 24-hr 10 Yr. Event Rainfall=4.30" Prepared by {enter your company name here} Printed 9/26/2011 HydroCAD®9.00 s/n 04993 02009 HydroCAD Software Solutions LLC Page 11 Summary for Reach 7R: Pipe to Public System Inflow Area = 2.077 ac,100.00% Impervious, Inflow Depth > 4.05" for 10 Yr. Event event Inflow = 2.03 cfs @ 7.96 hrs, Volume= 0.701 of Outflow = 2.03 cfs @ 7.97 hrs, Volume= 0.700 af, Atten= 0%, Lag= 0.8 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 3.31 fps, Min. Travel Time= 0.4 min Avg. Velocity = 2.04 fps, Avg. Travel Time= 0.7 min Peak Storage= 49 cf @ 7.97 hrs, Average Depth at Peak Storage= 0.73' Bank-Full Depth= 1.00', Capacity at Bank-Full= 2.31 cfs 12.0" Round Pipe n= 0.011 Length= 80.0' Slope= 0.00307 Inlet Invert= 472.06', Outlet Invert= 471.82' Date Received: OCT 13 2011 Original Submittal 42nd Storage Project Type IA 24-hr 10 Yr. Event Rainfall=4.30" Prepared by (enter your company name here) Printed 9/26/2011 HydroCAD® 9.00 s/n 04993 @2009 HydroCAD Software Solutions LLC Paae 12 Summary for Pond 2P: Entry Grassy Swale Inflow Area = 0.158 ac,100.00% Impervious, Inflow Depth > 4.06" for 10 Yr. Event event Inflow = 0.16 cfs @ 7.81 hrs, Volume= 0.053 of Outflow = 0.16 cfs @ 7.86 hrs, Volume= 0.053 af, Atten= 1%, Lag= 2.9 min Primary = 0.16 cfs @ 7.86 hrs, Volume= 0.053 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev=474.07' @ 7.86 hrs Surf.Area= 196 sf Storage= 38 cf Flood Elev= 474.82' Surf.Area=488 sf Storage= 293 cf Plug-Flow detention time= 7.0 min calculated for 0.053 of(100% of inflow) Center-of-Mass det. time= 4.4 min ( 658.7 - 654.3 ) Volume Invert Avail.Storage Storage Description #1 473.82' 293 cf 2.00'W x 55.001 x 1.00'H Prismatoid Z=3.0 Device Routing Invert Outlet Devices #1 Primary 473.82' 6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.16 cfs @ 7.86 hrs HW=474.07' (Free Discharge) t1=Orifice/Grate (Orifice Controls 0.16 cfs @ 1.69 fps) Date Received: OCT 13 2011 Original Submittal 42nd Storage Project Type IA 24-hr 10 Yr. Event Rainfall=4.30" Prepared by {enter your company name here} Printed 9/26/2011 HydroCADO 9.00 s/n 04993 02009 HydroCAD Software Solutions LLC Page 13 Summary for Pond 5P: Front Grassy Swale Inflow Area = 0.729 ac,100.00% Impervious, Inflow Depth > 4.06" for 10 Yr. Event event Inflow = 0.75 cfs @ 7.86 hrs, Volume= 0.247 of Outflow = 0.67 cfs @ 8.03 hrs, Volume=. 0.246 af, Atten= 10%, Lag= 10.4 min Primary = 0.67 cfs @ 8.03 hrs, Volume= 0.246 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 474.20' @ 8.03 hrs Surf.Area= 718 sf Storage= 349 cf Flood Elev= 474.44' Surf.Area= 888 sf Storage= 543 cf Plug-Flow detention time= 8.0 min calculated for 0.245 of (99% of inflow) Center-of-Mass det. time= 5.3 min ( 661.7 - 656.4 ) Voiume Invert Avail.Storage Storage Description #1 473.44' 543 cf 2.00'W x 105.00'L x 1.00'H Prismatoid Z=3.0 Device Routing Invert Outlet Devices #1 Primary 473.44' 6.0"Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.67 cfs @ 8.03 hrs HW=474.20' (Free Discharge) t-1=Orifice/Grate (Orifice Controls 0.67 cfs @ 3.42 fps) Date Received: OCT 13 2011 Original Submittal 42nd Storage Project Type IA 24-hr 10 Yr. Event Rainfall=4.30" Prepared by {enter your company name here} Printed 9/26/2011 HydroCADO 9.00 s/n 04993 @2009 HydroCAD Software Solutions LLC Page 14 Summary for Pond 6P: Rear Grassy Swale Inflow Area = 1.189 ac,100.00% Impervious, Inflow Depth > 4.06" for 10 Yr. Event event Inflow = 1.22 cfs @ 7.86 hrs, Volume= 0.402 of Outflow = 1.21 cfs @ 7.93 hrs, Volume= 0.401 af, Atten= 1%, Lag=4.8 min Primary = 1.21 cfs @ 7.93 hrs, Volume= 0.401 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 474.43' @ 7.93 hrs Surf.Area= 777 sf Storage= 327 cf Flood Elev=474.80' Surf.Area= 1,088 sf Storage= 668 cf Plug-Flow detention time= 6.5 min calculated for 0.400 of (100% of inflow) Center-of-Mass det. time= 4.2 min ( 660.6 - 656.4 ) Volume Invert Avail.Storage Storage Description #1 473.80' 668 cf 2.00'W x 130.001 x 1.00'H Prismatoid Z=3.0 Device Routing Invert Outlet Devices #1 Primary 473.80' 10.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=1.21 cfs @ 7.93 hrs HW=474.43' (Free Discharge) t1=Orifice/Grate (Orifice Controls 1.21 cfs @ 2.71 fps) Date Received: OCT 13 2011 Original Submittal 0 0 42nd Storage Project Type IA 24-hr 25 Year Rainfall=4.80" Prepared by {enter your company name here) Printed 9/26/2011 HydroCAD®9.00 s/n 04993 02009 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 1S: Front Driveway Area Runoff = 0.18 cfs @ 7.81 hrs, Volume= 0.060 af, Depth> 4.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type IA 24-hr 25 Year Rainfall=4.80" Area (sf) CN Description 6,878 98 Paved parking, HSG B 6,878 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 120 1.00 Direct Entry, Date Received: OCT 13 2011 Original Submittal • 0 42nd Storage Project Type IA 24-hr 25 Year Rainfall=4.80" Prepared by {enter your company name here} Printed 9/26/2011 HydroCAD®9.00 s/n 04993 02009 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 3S: Western Drainage Area Runoff = 0.84 cfs @ 7.85 hrs, Volume= 0.277 af, Depth> 4.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type IA 24-hr 25 Year Rainfall=4.80" Area (sf) CN Description 31,769 98 Paved parking, HSG B 31,769 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 550 1.83 Direct Entry, Date Received: OCT 13 2011 Original Submittal 42nd Storage Project Type /A 24-hr 25 Year Rainfall=4.80" Prepared by{enter your company name here} Printed 9/26/2011 HydroCAD®9.00 s/n 04993 @2009 HydroGAD Software Solutions LLC Page 17 Summary for Subcatchment 4S: Eastern Drainage Area Runoff = 1.37 cfs @ 7.85 hrs, Volume= 0.452 af, Depth> 4.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type IA 24-hr 25 Year Rainfall=4.80" Area (sf) CN Description 51,814 98 Paved parking, HSG B 51,814 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 370 1.23 Direct Entry, Date Received: OCT 13 2011 Original Submittal • 42nd Storage Project Type IA 24-hr 25 Year Rainfall=4.80" Prepared by {enter your company name here} Printed 9/26/2011 HydroCAD®9.00 s/n 04993 @2009 HydroCAD Software Solutions LLC Page 18 Summary for Reach 7R: Pipe to Public System Inflow Area = 2.077 ac,100.00% Impervious, Inflow Depth > 4.55" for 25 Year event Inflow = 2.24 cfs @ 7.97 hrs, Volume= 0.787 of Outflow = 2.25 cfs @ 7.98 hrs, Volume= 0.786 af, Atten= 0%, Lag= 0.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 3.35 fps, Min. Travel Time= 0.4 min Avg. Velocity = 2.11 fps, Avg. Travel Time= 0.6 min Peak Storage= 54 cf @ 7.97 hrs, Average Depth at Peak Storage= 0.80' Bank-Full Depth= 1.00', Capacity at Bank-Full= 2.31 cfs 12.0" Round Pipe n= 0.011 Length= 80.0' Slope= 0.00307 Inlet Invert= 472.06', Outlet Invert= 471.82' Date Received: OCT 13 2011 Original Submittal 42nd Storage Project Type IA 24-hr 25 Year Rainfall=4.80" Prepared by {enter your company name here} Printed 9/26/2011 HydroCAD®9.00 s/n 04993 02009 HydroCAD Software Solutions LLC Page 19 Summary for Pond 2P: Entry Grassy Swale Inflow Area = 0.158 ac,100.00% Impervious, Inflow Depth > 4.56" for 25 Year event Inflow = 0.18 cfs @ 7.81 hrs, Volume= 0.060 of Outflow = 0.18 cfs @ 7.86 hrs, Volume= 0.060 af, Atten= 0%, Lag= 2.9 min Primary = 0.18 cfs @ 7.86 hrs, Volume= 0.060 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev=474.08' @ 7.86 hrs Surf.Area= 202 sf Storage=41 cf Flood Elev=474.82' Surf.Area= 488 sf Storage= 293 cf Plug-Flow detention time= 6.7 min calculated for 0.060 of(99% of inflow) Center-of-Mass det. time= 4.2 min ( 656.2 - 652.0 ) Volume Invert Avail.Storage Storage Description #1 473.82' 293 cf 2.00'W x 55.001 x 1.00'H Prismatoid Z=3.0 Device Routing Invert Outlet Devices #1 Primary 473.82' 6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.18 cfs @ 7.86 hrs HW=474.08' (Free Discharge) t1=Orifice/Grate (Orifice Controls 0.18 cfs @ 1.74 fps) Date Received: OCT 13 2011 Original Submittal . • 0 42nd Storage Project Type IA 24-hr 25 Year Rainfall=4.80" Prepared by{enter your company name here} Printed 9/26/2011 HydroCAD®9.00 s/n 04993 02009 HydroCAD Software Solutions LLC Page 20 Summary for Pond 5P: Front Grassy Swale Inflow Area = 0.729 ac,100.00% Impervious, Inflow Depth > 4.56" for 25 Year event Inflow = 0.84 cfs @ 7.85 hrs, Volume= 0.277 of Outflow = 0.73 cfs @ 8.04 hrs, Volume= 0.276 af, Atten= 12%, Lag= 10.9 min Primary = 0.73 cfs @ 8.04 hrs, Volume= 0.276 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 474.29' @ 8.04 hrs Surf.Area= 785 sf Storage=421 cf Flood Bev=474.44' Surf.Area= 888 sf Storage= 543 cf Plug-Flow detention time= 7.9 min calculated for 0.276 of(100% of inflow) Center-of-Mass det. time= 5.3 min ( 659.4 - 654.1 ) Volume Invert Avail.Storage Storage Description #1 473.44' 543 cf 2.00'W x 105.001 x 1.00'H Prismatoid Z=3.0 Device Routing Invert Outlet Devices #1 Primary 473.44' 6.0"Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.73 cfs @ 8.04 hrs HW=474.29' (Free Discharge) t1=Orifice/Grate (Orifice Controls 0.73 cfs @ 3.74 fps) Date Received: OCT 13 2011 Original Submittal • • 42nd Storage Project Type IA 24-hr 25 Year Rainfall=4.80" Prepared by {enter your company name here} Printed 9/26/201.1 HydroCAD®9.00 s/n 04993 02009 HydroCAD Software Solutions LLC Page 21 Summary for Pond 6P: Rear Grassy Swale Inflow Area = 1.189 ac,100.00% Impervious, Inflow Depth > 4.56" for 25 Year event Inflow = 1.37 cfs @ 7.85 hrs, Volume= 0.452 of Outflow = 1.35 cfs @ 7.94 hrs, Volume= 0.451 af, Atten= 2%, Lag= 5.1 min Primary = 1.35 cfs @ 7.94 hrs, Volume= 0.451 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 474.48' @ 7.94 hrs Surf.Area= 818 sf Storage= 367 cf Flood Elev= 474.80' Surf.Area= 1,088 sf Storage= 668 cf Plug-Flow detention time= 6.3 min calculated for 0.450 of(100% of inflow) Center-of-Mass det. time= 4.1 min ( 658.1 - 654.1 ) Volume Invert Avail.Storage Storage Description #1 473.80' 668 cf 2.00'W x 130.001 x 1.00'H Prismatoid Z=3.0 Device Routing Invert Outlet Devices #1 Primary 473.80' 10.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=1.35 cfs @ 7.94 hrs HW=474.48' (Free Discharge) L1=0rificelGrate (Orifice Controls 1.35 cfs @ 2.81 fps) Date Received: OCT 13 2011 Original Submittal 0 0 42nd Storage Project Type IA 24-hr WQ Event Rainfall=0.83" Prepared by {enter your company name here) Printed 9/26/2011 HydroCAD®9.00 s/n 04993 02009 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 1S: Front Driveway Area Runoff = 0.03 cfs @ 7.85 hrs, Volume= 0.008 af, Depth> 0.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type IA 24-hr WQ Event Rainfall=0.83" Area (so CN Description 6,878 98 Paved parking HSG B 6,878 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 120 1.00 Direct Entry, Date Received: OCT 13 2011 Original Submittal_—• 42nd Storage Project Type IA 24-hr WQ Event Rainfall=0.83" Prepared by {enter your company name here} Printed 9/26/2011 HydroCAD®9.00 s/n 04993 @2009 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 3S: Western Drainage Area Runoff = 0.12 cfs @ 7.89 hrs, Volume= 0.038 af, Depth> 0.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type IA 24-hr WQ Event Rainfall=0.83" Area (sf) CN Description 31,769 98 Paved parking, HSG B 31,769 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 550 1.83 Direct Entry, Date Received: OCT 13 2011 Original Submittal • 0 42nd Storage Project Type IA 24-hr WQ Event Rainfall=0.83" Prepared by {enter your company name here} Printed 9/26/2011 HydroCAD®9.00 s/n 04993 @2009 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 4S: Eastern Drainage Area Runoff = 0.20 cfs @ 7.89 hrs, Volume= 0.062 af, Depth> 0.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type IA 24-hr WQ Event Rainfall=0.83" Area (sf) CN Description 51,814 98 Paved parking, HSG B 51,814 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 370 1.23 Direct Entry, Date Received. OCT 13 2011 Original Submittal--- • 0 42nd Storage Project Type IA 24-hr WQ Event Rainfall=0.83" Prepared by {enter your company name here} Printed 9/26/2011 HydroCAD®9.00 s/n 04993 02009 HydroCAD Software Solutions LLC Page 25 Summary for Reach 7R: Pipe to Public System Inflow Area = 2.077 ac,100.00% Impervious, Inflow Depth > 0.62" for WO Event event Inflow = 0.34 cfs @ 7.98 hrs, Volume= 0.108 of Outflow = 0.33 cfs @ 7.99 hrs, Volume= 0.107 af, Atten= 0%, Lag= 0.6 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 2.09 fps, Min. Travel Time= 0.6 min Avg. Velocity = 1.19 fps, Avg. Travel Time= 1.1 min Peak Storage= 13 cf @ 7.98 hrs, Average Depth at Peak Storage= 0.26' Bank-Full Depth= 1.00', Capacity at Bank-Full= 2.31 cfs 12.0" Round Pipe n= 0.011 Length= 80.0' Slope= 0.00307 Inlet Invert=472.06', Outlet Invert= 471.82' CD Date Received: OCT 13 2011 Original Submittal 42nd Storage Project Type IA 24-hr WQ Event Rainfall=0.83" Prepared by {enter your company name here) Printed 9/26/2011 HydroCAD®9.00 s/n 04993 ©2009 HydroCAD Software Solutions LLC Page 26 Summary for Pond 2P: Entry Grassy Swale Inflow Area = 0.158 ac,100.00% Impervious, Inflow Depth > 0.63" for WQ Event event Inflow = 0.03 cfs @ 7.85 hrs, Volume= 0.008 of Outflow = 0.03 cfs @ 7.93 hrs, Volume= 0.008 af, Atten= 1%, Lag= 4.8 min Primary = 0.03 cfs @ 7.93 hrs, Volume= 0.008 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 473.91' @ 7.93 hrs Surf.Area= 142 sf Storage= 12 cf Flood Elev= 474.82' Surf.Area= 488 sf Storage= 293 cf Plug-Flow detention time= 15.2 min calculated for 0.008 of(99% of inflow) Center-of-Mass det. time= 9.0 min ( 729.1 - 720.1 ) Volume Invert Avail.Storage Storage Description #1 473.82' 293 cf 2.00'W x 55.001 x 1.00'H Prismatoid Z=3.0 Device Routing Invert Outlet Devices #1 Primary 473.82' 6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.03 cfs @ 7.93 hrs HW=473.91' (Free Discharge) t1=Orifice/Grate (Orifice Controls 0.03 cfs @ 1.03 fps) Date Received: OCT 13 2011 Original Submittal 42nd Storage Project Type lA 24-hr WQ Event Rainfall=0.83" Prepared by (enter your company name here) Printed 9/26/2011 HydroCAD®9.00 s/n 04993 @2009 HydroCAD Software Solutions LLC Page 27 Summary for Pond 5P: Front Grassy Swale Inflow Area = 0.729 ac,100.00% Impervious, Inflow Depth > 0.63" for WQ Event event Inflow = 0.12 cfs @ 7.89 hrs, Volume= 0.038 of Outflow = 0.12 cfs @ 7.98 hrs, Volume= 0.038 af, Atten= 2%, Lag= 5.5 min Primary = 0.12 cfs @ 7.98 hrs, Volume= 0.038 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 473.65' @ 7.98 hrs Surf.Area= 343 sf Storage= 57 cf Flood Elev= 474.44' Surf.Area= 888 sf Storage= 543 cf Plug-Flow detention time= 14.7 min calculated for 0.038 of (99% of inflow) Center-of-Mass det. time= 8.8 min ( 730.9 - 722.1 ) Volume Invert Avail.Storage Storage Description #1 473.44' 543 cf 2.00'W x 105.001 x 1.00'H Prismatoid Z=3.0 Device Routing Invert Outlet Devices #1 Primary 473.44' 6.0"Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.12 cfs @ 7.98 hrs HW=473.64' (Free Discharge) t-1=Orifice/G rate (Orifice Controls 0.12 cfs @ 1.54 fps) Date Received: OCT 13 20H Original Submittal 42nd Storage Project Type lA 24-hr WQ Event Rainfall=0.83" Prepared by {enter your company name here} Printed 9/26/2011 HydroCAD®9.00 s/n 04993 Q2009 HydroCAD Software Solutions LLC Page 28 Summary for Pond 6P: Rear Grassy Swale Inflow Area = 1.189 ac,100.00% Impervious, Inflow Depth > 0.63" for WQ Event event Inflow = 0.20 cfs @ 7.89 hrs, Volume= 0.062 of Outflow = 0.19 cfs @ 7.97 hrs, Volume= 0.062 af, Atten= 2%, Lag=4.9 min Primary = 0.19 cfs @ 7.97 hrs, Volume= 0.062 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 474.03' @ 7.97 hrs Surf.Area= 440 sf Storage= 79 cf Flood Elev= 474.80' Surf.Area= 1,088 sf Storage= 668 cf Plug-Flow detention time= 12.6 min calculated for 0.062 of(99% of inflow) Center-of-Mass det. time= 7.6 min ( 729.7 -722.1 ) Volume Invert Avail.Storage Storage Description #1 473.80' 668 cf 2.00'W x 130.00'L x 1.00'H Prismatoid Z=3.0 Device Routing Invert Outlet Devices #1 Primary 473.80' 10.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow, Max=0.19 cfs @ 7.97 hrs HW=474.03' (Free Discharge) t1=Orifice/Grate (Orifice Controls 0.19 cfs @ 1.62 fps) Date Received: OCT 13 2011 Original Submittal tvlH ED]? lamp • Applications - Building facades, displays and signs. .Iso effective as security lighting, for storage areas and cornmeicial sites. Larnp Output: J500 lurnens Larnp Color Rendition: 70 CRI Features: • 120V HX Ballast (NPF) • Sturdy die-cast alurninurn housing and frarne, with dark-bronze polyester powder-coat finish. 6-1/4-in H x 9-1/8-it) '0/ x 6-1;8-in D • Ternpeted-glass lens, thermal-shock and impact resistant Mole Spiecill-Icatiorls • Hydroformed, anodized alurninurn reflector Instruction Manual Orrivriload • UL Listed tot wet location • V2-inch INIPT die-casting swivel fits standard Ttansfetir el rnanuel de insttucci6n ,I-box:. Extra Lamp - 70't�tl P:(111 Lari)p • ]-year warranty Accessories Date Received: OCT 13 2011 Original Submittal- • Page 1 of 1 250 Watt PSMH Premium t Cutoff Floodlight - Fitter Mount Detatls. '� 250 Watt:P„SMH Premium Cutoff Floodlight with Adjustable Fitter,,quad-volt CYVA Ballast:;lncludes k4 pet fOrmance H75 lamp Applications Provides sourde cutoff acid limited spill above horizon tai Building 666 6s "Large open`aieas,a Dim1 Type: 75-in deep LamTyp:222000 umenamp'�lucluded) p. i Date Received: OCT 13 2011 Origina! Submittal http://mail.aol.com/34188-111/aol-6/en-us/mail/get-attachment.aspx?uid=30043040&fold... 10/13/2011 REfURiTOCASCAD E00. • T Division of Chief.Deputy Clerk 1008.001496 - , __— Lane County Deeds and Reeerds CASCADE TCO 1111111111111111111111111111111111111111111111 $3].00 TITLE NO. 0257415 `JV 00974939200800074960020024 ESCROW NO. EU08-0138 02/11/2008 03:50:41 PM TAX ACCT.NO. 1688678 RPR–DEED Crit=1 Stn=6 CASHIER 07 MAPIfAXLOTNO. 17-02-31-1-1-100 $10.00 $11.00 $10.00 WARRANTY DEED—STATUTORY FORM OAKWAY GOLF,INC.,an Oregon Corporation,Grantor, conveys and warrants to ACR PROPERTIES,LLC,an Oregon Limited Liability Company FOSSY,LLC,an Oregon Limited Liability Company,Grantee, the following described real property free of encumbrances except as specifically set forth herein: SEE EXHIBIT A WHICH IS MADE A PART HEREOF BY THIS REFERENCE BEFORE SIGNING OR ACCEPTING THIS INSTRUMENT,THE PERSON TRANSFERRING FEE TITLE SHOULD INQUIRE ABOUT THE PERSON'S RIGHTS,IF ANY,UNDER ORS 19530D,195.301 AND 195.305 TO 195.336 AND SECTIONS 5 TO 11,CHAPTER 424,OREGON LAWS 2007.THIS INSTRUMENT DOES NOT ALLOW USE OF THE PROPERTY DESCRIBED IN THIS INSTRUMENT IN VIOLATION OF APPLICABLE LAND USE LAWS AND REGULATIONS.BEFORE SIGNING OR ACCEPTING THIS INSTRUMENT,THE PERSON ACQUIRING FEE TITLE TO THE PROPERTY SHOULD CHECK WITH THE APPROPRIATE CITY OR COUNTY PLANNING DEPARTMENT TO VERIFY THAT THE UNIT OF LAND BEING TRANSFERRED IS A LAWFULLY ESTABLISHED LOT OR PARCEL,AS DEFINED IN ORS 92.010 OR 215.010,TO VERIFY THE APPROVED USES OF THE LOT OR PARCEL,TO DETERMINE ANY LIMITS ON LAWSUITS AGAINST FARMING OR FOREST PRACTICES,AS DEFINED IN ORS 30.930,AND TO INQUIRE ABOUT THE RIGHTS OF NEIGHBORING PROPERTY OWNERS,IF ANY,UNDER ORS 195.300,195.301 AND 195.305 TO 195.336 AND SECTIONS 5 TO 11, CHAPTER 424,OREGON LAWS 2007. Except the following encumbrances: X The true consideration for this conveyance is$ other Consideration Dated this If day of-FY.A ZOO`:; . OAKW GOLF,INC. B . JOHN .HAMMER,PRESIDENT State of Oregon County of LANE This instrument was acknowledged before me on � �'� �� .2008 by JOHN P. HAMMER PRESIDENT of OAKWAY GOLF,INC.,on behalf of the grantor. OFFICIALSEAL SAMN J VAI] NOTARY PUBLIC-OREGON LOMMI5510N NO.423525 CNotary Pu r Oregon) MYCOMNISSIONDFIFESJANlwAv7,Atl My commission expires 7- '�G7yP� OAKWAY GOLF,INC. Until a change is requested P.O.BOX 2266 all tax statements shall be EUGENE,OR 97402 sent to the following address: GRANTOR'S NAME AND ADDRESS ••'SAME AS GRANTEE"' ACR PROPERTIES,LLC After recording remm to: 555 LINCOLN STREET CASCADE TITLE CO. EUGENE,OR 97401 811 WILLAMETTE GRANTEE'S NAME AND ADDRESS EUGENE,OR 97401 _ Date Received: OCT 13 2011 WEE Original SLtt•.'rnitL- Exhibit "A" PROPERTY DESCRIPTION Lot 2 of HAMMER INDUSTRIAL PARK, as platted and recorded on April 17, 2002, Recorder' s Reception No. 2002-030122, in Lane County Oregon Deed Records; EXCEPT: Beginning at the Southwest corner of Lot 14 of said HAMMER INDUSTRIAL PARK and run thence along the Westerly boundary of said Lot North 5° 36' 00" East 312 .11 feet; thence North 270 20' 34" West 44 .53 feet to a point on the Southerly right of way of Industrial Avenue; thence leaving said Lot line and running along said Southerly right of way along the arc of a 535.00 foot radius curve to the right, the long chord of which bears South 69° 59' 30" West 28 .59; thence leaving said right of way South 50 36' 00" West 337.12 feet; thence South 840 24 ' 00" East 50.00 feet to the place of beginning, in Springfield, Lane County, Oregon. Date Received: OCT 13 2011 Original SUbmittal_____ T CASCADE TITLE CD- STATUS OF RECORD TITLE REPORT 7' SUPPLEMENTAL JOHN P. HAMMER Our No: CT-0249399 P.O. BOX 2266 Date: OCTOBER 12, 2011 EUGENE, OR 97402 Charge: $200.00 Government Service Fee: $25.00 As requested, Cascade Title Co. has searched our tract indices as to the following described real property: ( A T T A C H E D ) and as of: OCTOBER 7, 2011, at 6:00 A.M. we find the following: Vestee: ACR PROPERTIES, LLC, AN OREGON LIMITED LIABILITY COMPANY AND FOSSY, .LLC, AN OREGON LIMITED LIABILITY COMPANY Said property is subject to the following on record matters: 1. Taxes, Account No. 1688678, Assessor's Map No. 17 02 31 1 1, #100, Code 19-00, 2011-2012, in the amount of $8, 690.36, DUE AND PAYABLE. 2. Easement for power line granted Mountain States Power Co. , by instrument recorded March 8, 1929, in Book 161, Page 236, Lane County Oregon Deed Records. (Location undeterminable) 3. Easement for power line granted Mountain States Power Co. , by instrument recorded March 8, 1929, in Book 161, Page 238, Lane County Oregon Deed Records. (Location undeterminable) 4. Easement, including the terms and provisions thereof, granted to the City of Springfield, recorded July 21, 1977, Reception No. 7745122, Lane County Official Records. 5. Easements, conditions, restrictions and notes shown, set forth or delineated on the recorded plat. continued- MAIN OFFICE * 811 WILLAMETTE ST. * EUGENE, OREGON 97401 * PH: (541) 687-2233 FLORENCE * 1901 HWY 101 —S. 2 * FLORENCE, OREGON 97439 * PH: (541) 997-8417 � EUGENE FAX: 485-0307 * E-MAIL: info@cascadetitle.com * FLORENCE FAX: 9�a�e yKeceived: OCT 13 1011 Original Submittal 6. Covenants, conditions and restrictions, including the terms and provisions thereof (but omitting any covenant condition or restriction based on race, color, religion, sex, handicap, familial status or national origin unless and only to the extent that said covenant (a) is exempt under Chapter 42, Section 3607 of the United States Code or (b) relates to handicap but does not discriminate against handicapped persons) in Declaration recorded April 17, 2002, Reception No. 2002- 030124, Lane County Official Records. 7. Improvement Agreement, including the terms and provisions thereof, Notice of Potential Assessment Lien, between Oakway Golf, Inc. , and the City of Springfield, recorded April 19, 2002, Recorders Reception No. 2002-030595, Lane County official Records. B. Development and Easement Agreement between Oakway Golf, Inc. and Paisley, LLC, recorded November 8, 2002, Reception No. 2002-087785, Lane County Official Records. This report is to be utilized for information only. Any use of this report as a basis for transferring, encumbering or foreclosing the real property described will require prior notification to the undersigned and payment in an amount equivalent to applicable title insurance premiums as required by the rating schedule on file with the Oregon Insurance Division. The liability of Cascade Title Co. is limited to the addressee and shall not exceed the premium paid hereunder. CASCADE TITLE CO. , by: kb/Title officer: KURT BEATY Cc: OLSON AND MORRIS ATTN: SCOTT MORRIS SCOTT@OLSONMORRIS.COM Date Received: OCT 13 2011 Original Submittal---. PROPERTY DESCRIPTION Lot 2 of J.P. HAMMER INDUSTRIAL PARK, as platted and recorded on April 17, 2002, Recorder's Reception No. 2002-030122, in Lane County Oregon Deed Records; EXCEPT: Beginning at the Southwest corner of Lot 14 of said J.P. HAMMER INDUSTRIAL PARK and run thence along the Westerly boundary of said Lot North 50 36' 00" East 312.11 feet; thence North 27° 20' 34" West 44.53 feet to a point on the Southerly right of way of Industrial Avenue; thence leaving said Lot line and running along said Southerly right of way along the arc of a 535.00 foot radius curve to the right, the long chord of which bears South 69° 59' 30" West 28 .59; thence leaving said right of way South 50 36' 00" West 337.12 feet; thence South 84° 24' 00" East 50.00 feet to the place of beginning, in Springfield, Lane County, Oregon. Date Received: OCT 13 2011 Original Subnlittd SPRINGFIELD - CITY OF SPRINGFIELD 225 Fifth St TRANSACTION RECEIPT Springfield,OR 97477 TYp211-00012 541-725-3753 oxeooN w .spnngfield-ocgov 4107 INDUSTRIAL AVE permitcenter@spnngfield-or.gov RECEIPT NO: 378806 RECORD NO:TYP211-00012 DATE: 10/13/2011 5%Technology Fee 100-00000-425605 2299 420.03 Site Plan Tentative Review-City 100-00000-425002 2231 8,400.60 Type 2 Postage Fee 100-00000-425505 1299 160.00 TOTAL DUE: 8,980.63 Check Dlvine and Hammer LLC 555 Lincoln Street 8,980.63 4808 Eugene, OR 97401 TOTAL PAID: 8,980.63 gas o6 y Sf . 0 m ,�� �v� a� S S (� C 'QCT � ChQc . - Qht��� d and av k e In f�f u,C Cttqr� bb zS o � � bL 91 -7 q01 � hCO � � � r CI u Ci Date Received: n OCT 13 2011 o I r Ct( p 1 �G� �I C original Submittal pe DIVINE & HAMMER LLC 4608 0000009608 CIT PSPRINGFIECity of Springfield 00000000000002513 10/11/2011 OCT 11, 2011 10/11/2011 00-000-11000-0100ACcounts Receivable: Hammer $9,505.63 $9,505.63 4608 r i ,' UMPOUA BANK ' DIVINE & HAMMER LLC96505-1232 > lip .555 LINCOLN ST { EuGENE,OR(541)342531001 , x 10/11/2011 z , � PAY i Nine :Thousand Five Hundred Five Dollars And' 63 Cents ' r , 13 j as loom ill' 92nd St - Site Review