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HomeMy WebLinkAboutApplication APPLICANT 10/1/2012 City of Springfield • • SPRINGFIELD Development Services Department 225 Fifth Street Springfield, OR 97477 / 1L Site Plan Review Applicati.om Type (Applicant: check one) Site Plan Review Pre-Submittal: I Ma'or Site Plan Modification Pre-Submittal: ❑ Site Plan Review Submittal: ❑ Ma'or Site Plan Modification Submittal: ❑ s Applicant Name: 4117&-A 1VW— 1z s -� PhoneT'—/005 Com any: CQ e-fp CIJ5rO / 5� �Iewe- Address- Email: ¢O O EASt 22NW.4hre ae eye 975 3 Td Applicant's Rep.: /bE�/��� �/ Phonne::ST� Company: rg ,r/J� �- s�/T CT �'�A ar 69ii dlfd/�I, e .CLYl9 Address: Brio � CP�Ar P,474 vda; 5 /4lN64=IXW 0/1? 1747.8 Property Owner: 14 d /W//' WdR Phone:5f'/- Com an : Email: Address: 'ftp E .4,tl- e Q 975�d3 ASSESSOR'S MAP NO: TAX LOT NOS : AVOR 37oi Pro erty Address: "I� Poc> E45/" ZzAt41tjre ., & enc eA .97`463 Size of Property: 4% 27 Acres Square Feet ❑ Proposed Density: C..� A'� =✓lo Proposed Name of Project: �To Description of If you arefilling in this form by hand, please attach your proposal description to this application. Proposal: fIDD/7741/ -OF 51l/P�/N6 /PE'CE/I�IN6 GY.4�PEf/dllSE Existing Use: S7o/4A6'EaF Co f1i Rolf /N6 S 1p/^/6 rPECf/,V/,t/CCCyM New Impervious Surface Coverage (Including Bldg. Gross Floor Area): Z SDD sf Signatures: Please si n and rint our name and date in thea propriate box on the next a e. Associated Applications: Signs: Pre-Sub Case No.: PREI2-W015 Date: to Ill 17 Reviewed b Case No.: Date: Reviewed by: // Oo Application Fee: LN // V� Technical Fee: c�IIk�ea c Postage Fee: TOTAL FEES: (D� RDj �17lA�kif : IK712.- D ,."moi.:. ..,3 , g'. :-,,c. _?t ..-- wr i'sc: 7 7 :T'r OCT 1 2012 Revised 2/27/12 EMM 1 of 11 o 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 ack owledge that I/we are legally responsible for all statutory timelines, infor� on, equests and requirements conveyed to my representative. Owner: j j Date: dL�d71J /'��?.flul32 Print 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: Signature Print PRE-SUBMITTAL RECD _ OCT 12012 Revised 2/27/12 EMM 2 of 11 Site Plan Review Submittal Requirements Checklist O NOTE: • ALL of the following items MUST be submitted for BOTH Pre-Submittal and Submittal. e 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 Narratjex la ing 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 the Site Plan Reduced to 81/2"x 11", which will be mailed as part of the required neighboring property notification packet. RState or Federal Permits Required - The applicant must demonstrate that an k application has been submitted for any required federal or state permit and provide a copy �( of the application upon request. ( l 0 Completed Attached Scoping Sheet �❑ Three (3) Copies of the Following Plan Sets for Pre-Submittal OR Three (3) 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 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. PRE-SUBMITTAL RECD OCT ? 2012 Revised 2/27/12 EMM 4 of 11 0 0 a. Site Assessment of Existing Conditions ❑ Prepared by an Oregon licensed Architect, Landscape Architect, Civil Engineer or Surveyor ❑ 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 (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 ❑ 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 propff,PSUR, I A C'D ❑ Location, type, and number of bicycle parking spaces OCT i 2012 ❑ Note location of existing and planned Lane Transit District facilities (within Y2 mile) ❑ 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 Revised 2/23/12 EMM 1 5 of 11 0 0 ❑ 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 EP application and which are deferred to future review procedures. xisting Improvement and Public Utilities Plan repared 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. ❑ 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. Proposed Grading, Paving, & Utilities Plan u 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 ❑ Location and width of all proposed easements ❑ Location and type of proposed street lighting ❑ 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 PRE-SUBMITTAL RECD OCT ? 2012 Revised 2/23/12 EMM 6 of 11 andscape Plan o . o *IpLrepared by an Architect, Landscape Architect, or other Landscape Professional approved by the Director ❑ Location and dimensions of landscaping and open space areas to include calculation of landscape coverage ❑ Where applicable, screening in accordance with SDC 4.4-110 ❑ Location of existing and proposed street trees f. Architectural Plans ❑ 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 ❑ 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: ❑ 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. ❑ 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�I(a,�IS` o idti .C,D potential traffic impacts from proposed development and needeaGn7 i ���b I Ott measures. OCT 1 2012 Revised 2/23/12 EMM 7 of 11 I 0 0 ❑ Where a multi-family development is proposed, any additional materials to demonstrate 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 the Soils Survey indicates the proposed development area has unstable soils and/or a high water table, or if required by the City Engineer ❑ Where the development area is within an overlay district, address the additional standards of the overlay district on plans and narratives ❑ 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. ❑ 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 ❑ 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 ❑ 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 ❑ 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 PRE-SUBMITTAL RECD OCT 1 2012 Revised 2/23/12 EMM 8 of 11 SPRIOELD yyy 3 25t PUBLIC WORKS DEPARTMENT/ Engineering Division Phone: (541) 726-3753 Fax: (541) 736-1021 REQUIRED STORMWATER SCOPING SHEET USE POLICY: The use of stormwater scoping sheets will be required for all applications which require development review. All applications submitted to the City shall provide a completed stormwater scoping sheet with the application packet. PLEASE NOTE: SUBMITTED APPLICATIONS WILL NOW BE REQUIRED TO SUBMIT A COMPLETED STORMWATER SCOPING SHEET, STORMWATER STUDY AND PLANS IN CONFORMANCE WITH THE SCOPE REQUIREMENTS DIRECTIONS FOR USING STORMWATER SCOPING SHEETS ARE AS FOLLOWS: 1. Obtain scoping sheet from application packet,city website,or other location 2. Fill out project information (top half of front sheet) prior to commencement of work on stormwater study(note: do not sign scoping sheet until it is received from the City with requirements checked). 3. Mail, fax,or email all pages to: City of Springfield,Public Works Dept.,Attn: Matt Stouder 4. Receive completed scoping sheet (filled out by the City) indicating minimum requirements for a complete stormwater study 5. A complete scoping sheet(signed by engineer at the bottom of page 2), stormwater study and plans that comply with the minimum required scope with submittal of application packet. The scoping sheet shall be included as an attachment, inside the front cover of the stormwater study. Stormwater scoping sheets can be found with all application packets (City website and the Public Works front counter)as well as on the Public Works webpage at either: www.ci.springfield.or.us/Pubworks/whatsnew.htm or under the link for"fellable forms"at www.ci.springfield.or.us/Pubworks/Design/start.htm . Thank you in advance for working with the City of Springfield with this new process. Sincerely, Matt Stouder, Civil Engineer City of Springfield, Public Works/Engineering Email: mstouder@ci.springfield.or.us Phone: (541)736-1035 Fax: (541) 736-1021 PRE-SUBMITTAL RECD OCT ? 2012 9 of 11 SPPI( €LD 717-77"l ���/// PUBLIC WORKS DEPARTMENT/ Engineering Division Phone: (541) 726-3753 Fax: (541) 736-1021 STORMWATER MANAGEMENT SYSTEM SCOPE OF WORK ---- (Area below this line filled out by Applicant) ----- (Please return to Matt Stouder @ City of Springfield Public Works Engineering,Fax# 736-1021,Phone# 736-1035.) Project Name: Applicant: Assessor❑ Parcel #: Date: Land Use(s): Ph❑ne #: Project Siz❑ (❑cres): Fax#: Appro❑. Impervio[Is Email Project Description (Include a copy of Assessor's map): Drainage Proposal(Public connection(s), discharge location(s), etc. Attach additional sheet(s) if necessary: Proposed Stormwater Best Management Practices: ---- (Area below this line Flled out br the City and Returned to the Applicant)---- (At a minimum, all boxes checked by the City on the front and back of this sheet shall be submitted for an application to be complete for submittal, although other requirements may be necessary) Drainage Study Type (EDSPM Section 4.03.2): (Note. UH may be substituted for Rational Method) ❑ 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: ❑ Hillside Development: ❑ Wetland/R❑paria ❑ Floodway/Flood Ll lain: ❑ Soil TyLie: ❑ Othe❑ Downstream Analysis: ❑ N/A ❑ Flow line for starting water surface elevation: ❑ Design HGL to use for starting water surface elevation: ❑ Manhole/Junction to take analysis to: Return to Matt Stouder City of Springfield,email: mstouder(a)ci.s rin field.or.us,FAX: 541 736-1021 PRE-SUBMITTAL RECD OCT 1 2012 10 of 11 O COMPLETE STUDY ITEMS Far Official Use Only: *Based upon the information provided on the front of this sheet, the following represents a minimum of what is needed for an application to be complete for submittal with respect to drainage; however, this list should not be used in lieu of the Springfield Development Code (SDC) or the City's Engineering Design Manual. Compliance with these requirements does not constitute site approval;Additional site specific information may be required. Note: Upon scoping sheet submittal, ensure completed form has been signed in the space provided below: 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 NBR impervious surface shall be treated by vegetated methods. ❑ ❑ Where required,vegetative stormwater design shall be 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 treatment. ❑ ❑ If a stormwater treatment swale 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 ❑ ❑ 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. ❑ ❑ A complete drainage study, as required in EDSPM Section 4.03.1, including a hydrological study map. ❑ ❑ Calculations showing system capacity for a 2-year storm event and overflow effects of a 25-year storm event. ❑ ❑ 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) ❑ ❑ Flow lines, slopes,rim elevations,pipe type and sizes clearly indicated on the plan set. ❑ ❑ 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 lb load without failare of the pipe structure. ❑ ❑ Manning's"n"values for pipes shall be consistent with Table 4-1 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 ❑ ❑ Existing and proposed contours, located at one foot interval. Include spot elevations and site grades showing how site drains ❑ ❑ Private stormwater easements shall be clearly depicted on plans when private stormwater flows from one property to another ❑ ❑ Drywells 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: www.deg.state.or.us/wq/aroundwa/tiiehome.hcm for more information. ❑ ❑ Detention ponds shall be designed to limit runoff to pre-development rates for the 2 through 25-year storm events *This form shall be included as an attachment,inside the front cover,of the stormwater study *IMPORTANT:ENGINEER PLEASE READ BELOW AND SIGN! As the engineer of record, I hereby certify the above required items are complete and included with the submitted stormwater study and plan Set. Signature: Date: PRE-SUBMITTAL RECD OCT 1 2012 11 of 11 . vfi E�=a6d O \ 215T AVE /y asa 1 OQ0 L 9Y FL-9 .'x'NOF° U % r QAC 'h. 'pq SFP°�er4` \'Pp�O 14'F, \1SH \ e�hp \ I've 22ND 22ND AVE., \ N �',1, .v cvea Erio saizza. s Al no c Q i+ 6 �y� er_xo si`oz`sii LOT PLAN 1 1 I Y--200'APPROX I" I o-wr N I R4 I I I I I I � I 70 I u a I I FASiNG&WNW SF 9 FF 6290 FF.OKb O 6 I I 5 I I ♦ 3 2 1 In a I e rte® UGHTTNG LEGEND SITE PLAN 5 ° OO AREA STAND LGFIf SEE DETALL I9/A$ B-0`aI-4'HGT 1"=60-0OPT10N2 lit KLMCMal+En Mr MaW0%WeeG91-4-!GT WAR&QJ6E2WFG CAFETO 1 a s c a I l ( < 1 APAZ ARCHITECT,AIA PRE-SUEMITTAL RECD 86950 CEDAR FLAT ROAD 4000 East 22nd Ave. ��p � SPRINGFIELD,OREGON 97478 Eugene, OR 97403T 2012 9/13/12 FAX 74420`}6—(541)7`w-1017 i O O aeFal � rrFr paz 86950 CEDAR FLAT RD SPRINFIELD,OREGON 97478 •(541)744-2046•FAX(541)744-1017 City of Springfield September 28,2012 Development Sevices 225 5'Street Springfield,OR 97477 Pre-submittal Site Plan Review Project: Cafeto Custom Roasting 4000 East 22"d Ave. Eugene,OR 97403 Cafeto Custom Roasting is proposing a warehouse/office addition to its existing building,which has been in continuous use in Glenwood since 1997. Originally,the site was in the City of Eugene's jurisdiction and the site planning&building permit process was administered on the existing facility through the City of Eugene. Presently, the building is within the city limits of Springfield. The existing two floor building floor plan area is 7,230 SF. With this addition,we are adding 1200SF for shipping with an additional 5,427 SF of warehouse storage,repair and office area.The proposed construction will occur in one single phase. Cafeto provides jobs for 22 employees. The employee work is varied and includes clerical,bookkeeping,coffee roasting,shipping and receiving and warehouse storage activities.With the expansion,Cafeto projects that there could be 34 additional job positions. Of the existing staff,3 people carpool to the facility,and 2 commute by bike. The owner intends to explore green building attributes with a hydronic hot water solar system,photovoltaic arrays on the primary buildings and will utilize permeable pavers where ever possible in parking and outdoor areas. The owner will continue to encourage employee carpooling and biking to work. As for site internal traffic and transportation circulation,we have laid out fire and life safety circulation at the eastern end of the 22°d Avenue entry to the front of the existing building for emergency vehicle fire tum-around and circulation. The site plan locates fire lane markings at the curb and also similar markings at the western end of the new driveway leading to the new warehouse addition. Based on the existing fire hydrant and its 250' distance from the back side of the new loading dock area and our building code interpretation,the proposed construction type will be type V one hour with a fire wall separation at column line 4 with fire rated doors at the overhead and man door locations into the existing locations. In considering the project storm drainage,Cafeto proposes an engineered system that continues the use of the existing storm drainage system. That overall system will include parking areas and circulation paths that incorporate permeable pavers used in a driveway area(2,159 SF)and new parking area of 14 cars(3,896 SF). The truck loading area to the north of the new building will be constructed of a permeable concrete. In addition,we are providing a storm collection pad to drain particulate at the front of the dock loading areas and have provided overhead canopies. The project provides 25 parking spaces along with 4 covered bike parking spaces. The ADA parking will be located in the east lot closest to the shipping and will-call entry area of the existing building. Sincer ' PRE-SUBMITTAL RECD A e o Paz,Jr. OCT 1 2012 i i K & A Engineering, Inc. 3327 Roanoke Ave., Eugene, OR 97408 (541) 684-9399 Voice 4a (541) 684-9358 FAX engineering June 3,2009 Project:233.08 Cafeto 4000 East 2211 Ave. Eugene, OR 97403 i Subject: Engineering Calculations Site Grading and Drainage Proposed site expansion Cafeto Roasting facility 4000 East 22"tl Ave., Springfield, Oregon Description Pages Earthwork Volumes 1 Stormwater runoff 2-4 Pavement structure design 5-9 SPED PROFFS F //2 4 9 r GR G 1 14 ERA DENNIS EXPIRES _ 12/31/2012 PRE-SUBMITTAL RECD OCT 1 2012 0 0 Earthwork Volumes Cut Fill Cut Area Fill Area Volume Volume Sta. it, it, yd yd3 0.00 0 21.1 0.0 49.431 23 41.91 8.1 99.44 22.2 8.8 62.01 9.1 131.001 83.851 6.71 82.81 12.2 149.871 153.08 28.14 - 73.11 5.4 160.281 226.15 191.01 0.0 179.791 302.6 198.0 0.0 200.66 209.63 107.71 0.0 220,061 90.14 34.51 31.1 240.701 1 81.39 0.0 44.6 260.721 39.04 Subtotal Volume 812 111 Area Pervious Masonry 6662 fe Area Pervious Concrete 12204 ft' Total Pervious Area 18866 it, Aggregate Base Thickness 1.5 ft Volume Aggregate Base (Fill) 1048 yd' Total Cut Volume 812 yd' Total Fill Volume 1159 yd' PRE-SUBMITTAL RECD OCT 1 2012 Client: Cafeto Project: 233.08 K A Engineering, Inc. ``y 6/3/2009 a o a , :4 Geotechnical & Civil Engineering Eugene, Oregon e n g i n e e r n g 541 684 9399 • fax 541 684 9358 STorz lh cu „ /2, /'IL t•� sTLc v � A--rZ y`N-/S /ovG.Gur7�5 O_q-3„�c2r� o� /���• J��rtiT. 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C7 L' Tc S -SS'U/w C' �a- 6A +c /N r rt.t=:4!...z C¢- >7 t,{.s: TCS /k/,-/LT-/14-7-L1 nJ ( J 7-o P/2 vC .;=1-7- AQ D /n..J Off, -TC, la S- hn i<� .� = O� `� -^-.-t�Ai. ©, 103 c417 —� C 5i-- i<<uUca=rdA.J Su/z i�c (�a va/:� PRE-SUBMITTAL RECD OCT 1 2012 Job No 1_75 3. 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Cafeto 3327 Roanoke Ave. 4000 E.22nd Avenue Eugene,OR 97409,United States Springfield,OR, F ATTN:MDR ATTN: n . E 541-684-9399(TEL) (TEL) 541-684-9358(FAX) (FAX) PRE-SUEMITfAI RECD OCT 12012 This document was prepared using SpectraPave3®Software Version 1.0 Developed by Tensar International Corporation Copyright 1998-2007,All Rights Reserved. pane 1 of 4 0 0 Subgrade Improvement Calculation Project:Cafeto Custom Roasting-Truck Staging and Parking Areas Design Methodology The aggregate fill thicknesses determined in the Results section below are based on the methodology prescribed in Giroud and Han (2004). The design method is intended for the calculation of the required unbound aggregate layer thickness for unpaved roads constructed on weak subgrades. Validation of the thicknesses achieved for pavement sections reinforced with Tensar biaxial geogrids using this method were achieved through calibration with several sets of test data including the results obtained from work undertaken in the pavement test facility at North Carolina State University (Gabr, 2001). Design Parameters a) Trafficking Requirements Property Value Axle Load (kips) 18 Tire Pressure (psi) 100 Axial Passes (Each) 21000 Maximum Rut Depth (in) 1.5 b) Pavement Soil Properties Property Value E Aggregate Fill CBR (%) 20 Field Subgrade CBR (%) 1.6 9 V F� ! O S LL PRE-SUBMITTAL RECD OCT 1 2012 This document was prepared using SpectraPave3®Software Version 1.0 .7/ Developed by Tensar International Corporation Copyright 1998-2007,All Rights Reserved. Paae 2 of 4 O O Subgrade Improvement Calculation Project:Cafeto Custom Roasting-Truck Staging and Parking Areas c) Geosynthetic Properties Parameter BX1100 BX1200 Integrally Integrally Geogrid type formed, single formed, single layer layer Rib shape Rectangular/ Rectangular/ square square Rib thickness (in) 0.03 0.05 Aperture stability modulus 0.32 0.65 (m-N/degree) Junction efficiency (%) 90 90 Aperture dimensions (in) - Machine direction 1.0 1.0 - Cross machine 1.3 1.3 Thickness adjustment factor 1.0 1.0 Results 90 80 Ben 70 Unreinforced ' �------- - Tensar ,X1100 �---------- — sa X1200 T 60r x 50 r B _ 40 \\\ w `\\ 30 20 6 0 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 Field Subgrade CBR I%) PRE-SUBMITTAL RECD OCT 1 2012 This document was prepared using SpectraPave3®Software Version 1.0 6A/ Developed by Tensar International Corporation Copyright 1998-2007,All Rights Reserved. pace 3 of 4 I O O Subgrade Improvement Calculation Project:Cafelo Custom Roasting-Truck Staging and Parking Areas Aggregate Fill Thickness Savings Aggregate Fill Thickness (in) Aggregate Fill Thickness Savings Geosynthetic (in) Calculated Required (in) N Unreinforced 24.08 25 N/A N/A Tensar® 6X1100 16.06 17 8 32 Tensar@ 6X1200 11.53 12 13 52 Geotextile 18.2 19 6 24 References 1. Gabr M. (2001) Cyclic plate loading tests on geogrid reinforced roads. Research report to Tensar Earth Technologies Inc., N.C. State University 2. Giroud, J.P., and Han, J. (2004) Design method for geogrid-reinforced unpaved roads: Part 1 — Development of design method ASCE Journal of Geotechnical and Geoenvironmental Engineering 3. Giroud, J.P., and Han, J. (2004) Design method for geogrid-reinforced unpaved roads: Part II — Calibration and applications ASCE Journal of Geotechnical and Geoenvironmental Engineering e u° _tl PRE-SUBMITTAL RECD g OCT ? 2012 This document was prepared using SpectraPave3®Software Version 1.0 Developed by Tensar International Corporation Copyright 1998-2007.All Rights Reserved. Pace 4 of 4 0 0 K & A Engineering, Inc. 3327 Roanoke Ave., Eugene, OR 97408 (541) 684-9399 Voice (541) 684-9358 FAX engineering June 3,2009 Project:233.08 Cafeto 4000 East 22nd Ave. Eugene, OR 97403 Subject: Site Grading and Drainage—Project Narrative Proposed site expansion Cafeto Roasting facility 4000 East 22nd Ave., Springfield, Oregon PROJECT DESCRIPTION This project consists of site work associated with the proposed new additions to the existing coffee roasting warehouse located at the subject project site. The site work includes construction of new pervious pavements, concrete sidewalks, a concrete entry and patio area, retaining walls, a truck loading ramp, modifications to the existing storm drain system, and earthwork to accommodate construction of the proposed grading. The additions to the existing building and portions of the new sidewalks are to be constructed on areas on which existing impervious paved surfaces are located. A principle feature of the grading and drainage is the construction of pervious pavements for new parking areas and a truck staging area. The pervious pavements include masonry pervious paving blocks and pervious concrete. Stormwater intercepted on these surfaces, which have slopes of 8-percent or less, will infiltrate into the underlying aggregate base rock. Some of the water will likely infiltrate into the underlying native subgrade. Currently a 12-inch diameter storm drain and manholes, located near the west property boundary, intercept water from roof drains and catch basins in existing parking areas and route this waterto an ouffall near the base of the existing railroad cut north of the north property line. Our understanding is that this drain system was previously approved for the initial development of the site which included the existing roasting facility. The goal of the improvements for the subject project expansion was to result in no net increase in stormwater flow from the site to the storm drain outlet and no decrease in stormwater quality. Our analysis indicates that the net impact to stormwater flow is a reduction of 22-percent from those areas affected by the proposal. PROJECT ELEMENTS Pervious Pavements The project includes the construction of approximately 18,900-square feet of new pervious pavement. Two types of pavements are specified including a masonry paver type of surface (construction with individual masonry units placed on a sand bedding material) and a pervious concrete surface. Water infiltrates the masonry paver structure through the gaps between masonry units and percolates through the entire surface of PRE-SUBMIRAL iZ'D OCT 1 2012 OK & A Engineering, Inc. O the pervious concrete. Pervious masonry surfaces are specified for those areas with low surface gradients (less than 4-percent) and pervious concrete is specified for areas with grades up to 8-percent and those areas that support a higher frequency of heavy truck traffic. Bath pervious pavement surface materials (masonry or concrete) are to be supported by 18-inches of highly- compacted aggregate base rock. We have also specified that a pavement geotextile be placed on the prepared subgrade underneath the aggregate base rock. Concrete Sidewalks, Patio, and Loading Dock The project includes construction of concrete sidewalks, ramps, and a loading dock. Much of this new concrete surface is to be constructed on areas that currently have an impervious surface (such as pavement). Approximately 2,500-square feet of the new concrete sidewalk and patio area are to be constructed in areas that do not have existing paved areas. Revised Storm Drain System New Catch Basins Two new catch basins are specified for installation at the project. One is located at the truck loading dock and consists of a steel catch basin with filter and oil/water separator. A second catch basin is to be constructed in the new south patio area and consists of a round steel basin. New 6-inch PVC pipes connect these basins to the existing storm drain system. Abandoned Structures Two catch basins are to be abandoned and removed with the pipes connected to these basins and the storm drain system to be permanently capped. Pervious Pavements The new pervious pavements are key elements to the storm revised drain system. Surface water collected by these structures will be collected by perforated pipes and routed to the existing storm drain system. The system assists in overall stormwater runoff reduction by allowing for some infiltration of stormwater into the subgrade and by greatly increasing resistance to flow which significantly increases the time of concentration. Existing soils at the site consist of silts having recommended infiltration rate in the range of 0.6 to 2.0-inches per hour.' The design storm has an intensity of 0.43-inches per hour. Our opinion is that a significant amount of precipitation will be directly routed to the subgrade. However, to be conservative, our analysis has not accounted for direct infiltration. The pervious pavement structure specified meets the criteria specified in the City of Portland Bureau of Environmental Services (BEM) Stormwater Management Manua12 for Pervious Pavement and the site meets the criteria for acceptance of a pervious pavement. The designed pervious pavement structures reduce overall stormwater flow off site and increase stormwater quality by providing important filtration. Soil 11 C, Bellpine silty clay loam; Soil Survey of Lane County Area, Oregon, USDA SCS, September 1997. z 2004 Stormwater Management Manual. Available on the internet at htto://www.portlandonline.com/bes/­index/cfr?c=35122 Project: 233.08 I 4000 E. 22°' Ave., Springf{RPERUBM1TTA1 RECD Page 2 of 9 Client: Cafeto OCT 1 202 June 3, 2009 OK & A Engineering, Inc. O EARTHWORK This project includes earthwork to prepare the site subgrade for construction of the specified surface treatments and for the specified grading. Table 1 summarizes quantities of earthwork. Table 1 - Earthwork Volume Summary Description Quantity Unit Pervious Masonry Area 6,662 ft2 Pervious Concrete Area 12,204 ft2 Total Pervious Area 18,866 112 Aggregate Base Thickness 1.5 ft Volume Aggregate Base (Fill) 1,048 yd' Total Cut Volume 812 yd' Total Fill Volume 1,159 yd' Note that all volumes shown are in-place volumes and do not account for shrinkage or swelling associated with excavation, transport, or placement. We recommend that materials removed from areas of excavation be hauled off-site. Earthwork includes excavation of cuts and fills to support the lines and grades shown on the site grading and drainage plan. Cut and fill slopes should be limited to a maximum slope of 2H : 1V. Fills constructed using native structural fill should be placed in 9-inch maximum lifts (loose) and compacted to 95% of maximum dry density as determined by ASTM D698 (standard proctor) using a vibratory sheepsfoot roller. STORMWATER The net area of the project site on which grading and new construction will alter stormwater flow is summarized in Table 2. Table 2 - Stormwater Area Summary Description Quantity Unit New impermeable sidewalks, loading dock, south 2,502 ft2 patio, and south entrance. Pervious masonry surfaced pavement 6,662 ftZ Pervious concrete pavement 12,204 ft2 Unimproved area located between pervious pavements 19,713 ft2 and west property boundary Total area affecting runoff by proposed work: 41,081 ft2 0.94 Acres PRE-SUBRAITTdI RECD Project: 233.08 4000 E. 22""Ave., Springfield, Oregon OCT 1 2012 Page 3 of 9 Client: Cafeto June 3, 2009 OK& A Engineering, Inc. O Based on the size of the affected area, the analysis required by the City of Springfield is a Small Site Study. The calculated runoff from the affected area prior to the proposal is 0.132-cubic feet per second using the Rational Method for a 2-year storm. After the proposed development the calculated runoff from the affected area is 0.103-cubic feet per second using the Rational Method for a 2-year storm. Design calculations are attached to this report. SPECIFICATIONS Materials Aggregate Base Aggregate base should consist of clean, durable, well-graded material with a maximum particle size of 1 1/2- inches and a maximum of 10% passing the no. 200 sieve. Aggregate base shall be placed in layers not to exceed 12-inches (loose) and mechanically compacted to a dry density exceeding 95% of maximum as determined by ASTM D1557 (modified proctor). Native Structural Fill Native structural fill refers to on-site silts and sandy silts that are free of organic matter or foreign material. Native structural fill should be placed in 9-inch maximum lifts and compacted with water content within 2% of optimum as determined by ASTM D698. Compaction should be made using a heavy vibratory sheepsfoot roller to a minimum dry density to 95% of maximum as determined by ASTM D698. Subgrade Subgrade refers to compacted, graded native soils underneath stripped and grubbed organic layers that will receive constructed fills or embankments. Pavement Geotextile Pavement geotextile should consist of a woven polypropylene fabric meeting the fallowing specifications: Table 4- Pavement Geotextile Specifications Property Test Specification Method Grab Strength ASTM > 1.4 kN D4632 Tear Strength ASTM > 0.5 kN D4533 Puncture Strength ASTM > 0.5 WN D4833 Burst Strength ASTM > 3,500 kPa D3786 Permittivity ASTM > .05 sec' D4491 Apparent Opening Size (AOS) ASTM U.S. sieve 70 D4571 Ultraviolet Stability ASTM > 50% ret. After 500 hours D4355 exposure Project: 233.08 4000 E. 22n0 Ave., Springfield, Oreg rrZE-SUSMI1TAl REC'L�Page 4 of 9 Client: Cafeto June 3, 2009 nrT y 2012 OK & A Engineering, Inc. O I A manufacturer's printed certification is acceptable as proof of compliance in lieu of laboratory testing. Fabrics that meet this specification include Amoco Fabrics and Fibers Co. ProPex 2006. Pavement geotextile should be placed free of wrinkles or other discontinuities. Tom, punctured, or damaged fabric should be replace. Separation geotextile should have a minimum lap at seams of 12-inches. Drain Pipe Drainpipe for foundation drain systems shall consist of schedule 40 PVC. Perforations should be either prefabricated by the pipe supplier, or constructed by drilling t/-inch diameter holes spaced at 8" into solid pipe. Perforations should be placed down. Placement Specification General recommendations for placement of earthwork and specified materials are as follows: • Strip and remove all organic soils including grubbing of root masses in native soils underneath the organic topsoil. • Compact subgrade prior to placing constructed fills, embankments, pavements, or foundations. The subgrade should be compacted to a minimum of 95% of maximum as determined by ASTM D698. Compaction may not be possible during wet weather or for soils having moisture contents exceeding optimum. • Native structural fill should be placed in 9-inch maximum lifts (loose) and compacted using a vibratory sheepsfoot roller to an in-place dry density exceeding 95% of maximum as determined by ASTM D698. • Aggregate Base Rock should be placed in 12-inch maximum lifts (loose) and compacted using a heavy smooth drum vibratory roller to an in-place dry density exceeding 95% of maximum as determined by ASTM D1557 (modified proctor). • Quality control of constructed fills and embankments and compaction of subgrade should be provided by a qualified geotechnical engineer or a materials testing company approved by the geotechnical engineer. A quality control program should have a systematic plan for obtaining random samples of sufficient quantity to assure reasonable compliance with these specifications. SPECIFICATIONS FOR PORTLAND CEMENT PERVIOUS CONCRETE PAVEMENT Scope The work to be performed under this specification will be in conformance with the referenced plans and drawings for the construction of the proposed pervious concrete pavement. Included in the performance of work is the furnishing of all labor, materials, and necessary equipment. Traditional Portland cement pavement testing procedures based on strength, air content, and slump control are not applicable to this type of pavement material. Project: 233.08 4000 E. 22nd Ave., Springfield, OOeRo SUBMITTAL RECD Page 5 of 9 Client: Cafeto OCT 1 2.012 June 3, 2009 OK& A Engineering, Inc. O References • Tennis, Leming, and Akers "Pervious Concrete Pavements," Portland Cement Association, 2004 • ASTM C 29, Test for Unit Weight and Voids in Aggregate • ASTM C 150, Specifications for Portland cement (Types I or II only) • ASTM C 494, Specification for Chemical Admixtures for Concrete • ASTM C 595, Specifications for Blended Hydraulic Cements (Types IP or IS only) • ASTM C 1116, Standard Specification for Fiber-Reinforced Concrete and Shot Crete • ASTM D 698, Moisture Density, Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort Materials Portland Cement Cement shall be portland cement conforming to ASTM C 150 (type I or II) or ASTM C 595 (type IP, IS). Aggregates Aggregates shall be furnished in the sizes specified on the plans. Water Water shall be clean and free of deleterious substances such as dust, oil, or organic material. Admixtures Type A Water Reducing Admixtures shall comply with ASTM C 494. Type B Retardation Admixtures shall comply with ASTM C 494. Type D Water Reducing/Retarding Admixtures shall comply with ASTM C 494. Hydration stabilizers may be used but must meet ASTM C 494, Type B or D. Fibers Fibers, if used, must conform to ASTM C 1116. Proportions Cement For driveways and other local pavements supporting light residential loads only, the total cement content shall not be less than 550 pounds per cubic yard of mix. For other pavements the cement content shall not be less than 600 pounds per cubic yard. Water Water quantity shall be such that the cement paste displays a wet metallic sheen without causing the cement paste to flow from the aggregates. A dull or dry appearance of the mix may indicate an insufficient water quantity. Aggregate The volume of aggregate shall be 27 cubic feet per cubic yard of mix, as calculated as a function of unit weight as per ASTM C 29. Pr1C CIIL�M11TAl ©CNI1 I\6 VVdlYu 11116 1%6V v Project: 233.08 4000 E. 22°"Ave., Springfield, Oregon OCT 1 2012 Page 6 of 9 Client: Cafeto June 3, 2009 I • I oK & A Engineering, Inc. O The aggregate should be a uniformly graded mixture having maximum and minimum particle sizes as specified in the plans and specifications, and having less than 2% of materials passing the number 4 sieve, by weight. Fibers Fibers, if used, shall be not less than 0.75 pounds per cubic yard of mix. Submittals Prior to placement of the concrete pavement, the ready mix concrete supplier shall provide a mix design for approval by the project engineer. Subgrade Preparation and Formwork Subgrade Material The subgrade shall be graded smooth to undisturbed native soils or engineered fill soils that have been approved by the project geotechnical engineer. Any loose or disturbed native Subgrade soils in the area to support the pavement should be compacted to achieve a dry density that equals or exceeds 95% of maximum as determined by ASTM D698. Engineered fills that are to support the pavement should be constructed using materials approved by the project geotechnical engineer. Engineered fills should be constructed by placing the approved fill in layers not exceeding 9-inches and compacted so that the dry density equals or exceeds 95% of maximum as determined by ASTM D698. Aggregate Base Rock Aggregate Base Rock should conform to the specifications for materials and placement made in this report (see above) Forms Forms shall be made of wood or steel. Forms shall be of ample strength and stability to withstand loads during concrete placement operations. They should be set accurately to the required grade and alignment. Pervious Concrete Thickness Unless otherwise specified in the project plans and specifications,the pervious concrete shall have a minimum thickness of 6-inches. Construction Mix Transportation The truck mixer shall be operated at a drum speed sufficient to kept the concrete mixture from disaggregating or hardening during transport. The time elapsing from the time water is added to the mix until the concrete is placed shall note exceed 90 minutes. The time may be increased to 120 minutes by the use of approved retarding mixtures as specified in section 3.4 of this specification. I'Kt-JUty w i AL RE L! Project: 233.08 4000 E. 22"' Ave., Springfield, Oregon Page 7 of 9 Client: Cafeto OCT 1 2012 June 3, 2009 OK & A Engineering, Inc. O Placement The placement and finishing of pervious concrete pavement is described in detail in the referenced publication "Pervious Concrete Pavements" by Tennis, Leming, and Akers and published by the Portland Concrete Association in 2004. The methods and procedures recommended in this publication are to be used to place and finish the pervious concrete pavement. Each batch of mix should be inspected for appearance of uniformity according to section 5.2. A slight adjustment of water content may be required at the work site to achieve proper consistency, followed by a minimum of 20-revolutions of the mixing drum at the manufacturer's recommended mixing speed. Concrete shall be deposited in as rapid and continuous manner as possible, so that fresh concrete enters and adheres to the mass of previously placed unhardened concrete. Rehandling of concrete mix should be avoided. Conventional paving equipment or manual and vibrating screeds may be used for the strike off operation. Note that it may be necessary to allow for a slight increase (1/4 to t/-inch) in thickness to accommodate the reduction in thickness due to compaction. Immediately after placement and strike-off, a full-width heavy steel roller or other full-width device should be used to lightly compact the pavement, providing a minimum of 5 to 10-pounds per square inches of vertical pressure. No other finishing operation is required after compaction and strike-off operations. Troweling or floating operations will close up the voids in the surface of the concrete pavement and are specifically prohibited. Curing The pavement should be covered with polyethylene sheeting (minimum thickness of 4-mil) immediately after compactive rolling. If adverse ambient conditions that excessively dry the surface of the newly-placed pavement, a fog or light mist shall be sprayed above the surface prior to covering with the polyethylene sheeting. The sheeting should be secured to avoid removal by wind or other local activity and should cover any exposed edges. The recommended minimum cure time is 10-days before removing the sheeting and allowing the pavement to support loads. Jointing Control joints should be spaced at a minimum distance of 12-feet in each direction and shall be a minimum depth of 1-inch or 1/4 the thickness of the pavement, whichever is greater. Control joints can be conventionally formed in the newly placed, plastic concrete after compaction or by saw cutting after the required cure time is complete. Expansion joints should be placed at the contact with existing adjoining pavements, slabs-on-grade, or structures by the use of pre-molded joint filler. Inspection and Acceptance The project engineer shall inspect and approve the subgrade and base rock prior to placement of the concrete pavement. nnr• M IMR 41'"A i ¢aw n,r OUVIVII l IML KCl, L/ Project: 233.08 j 4000 E. 22nd Ave., Springfield, Oregon Page 8 of 9 Client: Cafeto OCT 1 2012 June 3, 2009 1 OK&A Engineering, Inc. O Acceptance of the concrete mix and concrete pavement, as-constructed, shall be after an inspection and approval of the mix design, prior to construction, and of the finished pavement, by the project engineer. LIMITATIONS AND USE OF GEOTECHNICAL RECOMMENDATIONS This report has been prepared for the exclusive use of Cafeto and its design consultants and contractors for the subject project. These recommendations meet the standards of care of competent engineers providing similar services at the time these services were provided. We do not warrant or guarantee s, site surface or subsurface conditions. The scope of our services does not include construction safety precautions, techniques, sequences, or procedures, except as specifically recommended in this report. Our services should not be interpreted as an environmental assessment of site conditions. Thank you for the opportunity to be of service. Please call us if you have questions or need further assistance. Respectfully, �PEp PROFFS aG 1 N F -L? OR G 1 ERA '( DENNIS EXPIRES _ 12/31/2010 Michael Remboldt, P.E. K &A Engineering, Inc. i i Project: 233.08 4000 E. 22nd Ave., Springfield, Oregon PRE-SUBMITTAL REC'Page 9 of 9 Client: Cafeto OCT 1 2012 June 3, 2009 r Mr h, " R. Lvir s ) r = .a ,` q 1 } .;s �,,f Ts � . x�{. s L kf`,k i '✓ �d { 'e - 3"I xx�� ''i� -e� a q tS �' `"�' ) Y "• f c�Yk' pp;;I� '9 TAX ACCT. NO. ,.582021 a y a tg Y x e CT:TITLE RO -6V92pP610 ;m n ;. . zx ( f y Y"f - - ESCROW NO y ` NARAAmTYoEw - gag --STATUTORy.pOEN. 1 (INDIVIDUAL or CORPORATION)' ,'nom EJ �fTRYOVE B •lIR, OianYor, Cneve'ye and warrant.-t. f7' ]1LB8RT0�6:^NIAANDA�-'Orant00, - �x the following described.real property free of encumbrances exceptpe 4 ?,a specifically set:.forth herein= 10 a943APR.01 92002PFUND% SBE LEGAL DESCRIPTION ATTACHED •v�APR.01 92NO2RA'f FUMO 20x00 �' .. y 'y Thiolostrunent will.not allow use of the property described in this inatrues¢tr„k in.viclation of appl cable land use laws and regulations Before•signin9 accepting.this instrument, theperson acquiring fee title to-tbe�proertp s. , should check with the appropriate city,or county planning dapalp.71pto varifg f .. approv.d:Uses. r ,✓ ` Q.A 'roams' NA, Encumbrancen: ACCESS RESTRICTIONS, ROAD EASEMENT, EASEMENT FOR WATER LINE, UNRECORDED i AGREEMENT, NOTICES OF SITE REVIEW SUBDISTRICT AND UNRECORDED-LEASE'OF t S 5e 1% RECORD. Ail rA {� 11 The true consideration for this conveyance is brf°� L Y $50,000.00 )Here.-comply with the requirements Of OAS 93.030•). NEI s3 ., II° Dated thio. .26 t1, da of March , 19 92 t - y t if a wrporate grpntgr d S*� ;t has..Cpaeed.lt name to be signed b der of its board of.directors ^ R n l Y Pc` nil cuiu rzi sr) ��/, • M'* Noir uF n c i „u � „yam• /,i�h. m aT Slux ..[17 71 ; RxcvE Ix , Nj' STATS OF OREGON, County of Lane )GO. ;�- This instrument was acknowledged before me on March 26, 19 92 by TRYGVE:S.. VIK: " N My commission expires, 8+17-94 otar u lic for Oregon a tf T Y VES: V Until a change in requested t 2 3ceROOR0IAVEN.WAY : all tax statements shall�be EUGENE,:OR 97401 sent to the following address r n.+ � I r GRANTOR'S NAME AND ADDRESS •.. SAME AS GRANTEE *• .�I'f'�fn g E µ . ALBEATO•C. MIRANDA I After reoorting return to, a � P.O. Box 931, Springfield �fi'y"y3,^t OR 97477 1075 ORE STREET tfi, _ 'r s GRANTEE'S NAME AND ADDRESS u - EUGENE, OR 97001 5 ✓ CJ7€a v alt PRE-SUBMITTAL n[ (�I I�`n' PICC SUBMITTAL OCT �`>2Qtrfxx w F 4�xq + �4 "m• ,s*5.4.SY.4.i :.z�uii?�#o'S�,tik�7`�,50 i „✓._J..�.'.��<r_.w-...,r.'�',., % css..e� .a i�"$,� ���` > Bx;. I ���,ux' ,u,�'•is.Y�. ar(x�.4�,v ,1*re sa vpr. 1�F fi �F Po 'G'r'" 4 8 k .'yliett� 'fef` fis • k m ��ks r ) r 'iz iCS u�f f z 4S tr^ L .� M. x> ;- yDescription � ­ yE'Ye rDeed'-,IVik/Hiranda}'""k sa4��x ;>c sem'*' ea a s x r r a s 5 : A• ., �i y 4 �a (9217579 Ni �'*3y* x i W 1 f r� {�Xt° e. Beginning at hthe,�,interaeoYion of the West'line of Oat Lot 8,;,AMENDED PLAT OF79� ''; a " F rte:, �•GLSNWOOD PARI( as plattedgand recorded in,Book 25,,Page E2 Lane:County Oregon? g.yt°C �' Y"+NY '+` Deed Reaorde with'�Ehe Southerly margin of the southern Pacific Railraatl righty , -'� ' Z r �ofxuay (Ashland�Llne) said margin beinq�30 00 feat eouthweaterlyxfrom when fDy�'� -. � x ,� 5 meaeured{,pecpendicular to the,ce3terl ne eheceoft sun thence along said�marSlin �+ s1 + v n s f"' 6 5outh"`53:F29 39 Epet 762 27 feet Loaa point 30.00 feet Eaetetly,,of when4 -,a, u*'i', ': �1 ° measured r ndiculer to the.Eaet line Oat Lots 7 and 8 of said{AMENDED PLAT S `kOF GLENWOOD PARE) :thence South 0 28 28' Went parallel with the Samt ;ins;of I' 8aldrL6te 7 and 8 633 61 feet,to the Northerly masgln of Interstate Nlghway 5, Lhenee along said Northerly margin North 88? 03 27 WBBt 5 48 feel wtoI-I a point oppoeita and 330 0 feat Northaaeterly from Engineer exeenterli0e = r f.as F z y �, �` etntion?252 + 30 P}o C , thence continue-'•.along said;margin tolloxlnq ,M- of's 1562 40 foot radius curve to the left the long rchord of wtilch bearee.E�'j r r��,'Es'= a""fK k North ,70. 31 58 •,Fteat 36 SO;feat, a distance of,36.50 feet! thencm.+leavinq tJ>r +"7° e •t, Y�y Bald;Northea=ly margin run North 0°'M 28" East, 50:00 feet, thence North'1 �� �aansi J1*E 420 42' West 277.02 feet; thence North 26° 19. 29P, West 369 80 feet, thence 56uth•89 34 Plast 355.00 feet to-the West line of said Out Lot,? said"" AMENDED PLAT OF GLENW00D,PARE,.; thencar.aloRg the,Went,line of said Oui Lot 0 r;s and B;Nerihr 0 10•(.:38". East,=X443.28 feet.to,the PoinE:of eegisnieg in Lana;; �• ^ Y t t h b qj IN 1 M` A e4F-!#Za I S• y � k�• 1 . " 1 �a� a�f�• x�y. � y n - y�P d x NIM' '. u s rn�� kz p 4 I1vaou Tee v " E` U E C N - ✓' 3ki c t Ipa4, Y tj`Y fa L PRE-SUBMI17/1uA # 2e � OCT 1 2012 ,, r ' f l ak d 3 s t 4 u