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HomeMy WebLinkAboutPacket, Pre PLANNER 6/10/2011 '. . J~{;Yl~ _ . ,-/1 A . ^ /I 5f:orvn t'r~ ~ '~bb(}{dd-O . PRE-SUBMITTAL DISTRIBUTION LIST: CA~ ~ 'Ii , ..I i RECEIVED Date Distributed: to -I 3 -( ! / . / ~ 13ow!5by v Jackie Murdoch - Building I' ~) ./ Gilbert GordonlMelissa Fechtel-.J . PoMt-} rll ~ / Michael J"iebler - Traffic ~ 0 - eM- i /MattStouder-Public Works/Engi~ vrt~SLLJl-?~ pi1 Chris Moorhead, Surveying I ~ b.-u _ Planner ~~ . ~ TrMtSp()(~' ,i , Sfyvm ~~ l~ ~.~ -K~ JUN 1 0 2011 By: Ptt~StJ?~ PnAd- . . City of Springfield Development Services Department 225 Fifth Street Springfield, OR 97477 541-725-3753 Phone 541-726-3689 Fax sr:I~:'~~ - ~ OREGON ., Pre-Submittal Meeting Case Number Assigned: PREll-000l3 Date Submitted: 06/10/2011 Project Name: Project Description: Fred Meyer Fuel Facility Pre-submittal meeting to install a 10-station fuel facility at the Fred Meyer store at 650 Q Street Application Type: Job Address: Pre-Submittal Site Plan Tentative Assessor's & Tax Lot #: 650 Q ST 1703262405500 i,,';", ':<;.>'". '.~;"~''',~'''~. ~~"'i"",:,,,,.',,":c:::I'~"-~'~~:r;c:"'~~""'l',.,,~~.-""f'~""'"':;""-' 'i""'":<:>,;,~,,,,,~-:-r<'-"'~'="f':''''..~'''''':''I''j:'1<..'''-'S r ;--_ -..'~-D.~ ~ ."'....",.".,...:.'l';;""!;""'C't:-~~,-...":'..T ..,,---, ...........,.........t.,' '<. + - -:i>.;.':-c......... ~~:. DISCLAIMER: Applications will not be exempt from Development Code or procedural amendments that may occur between the time of the Pre-Submittal Meeting and Submittal of the Application for Development Review. Please contact our office at 541-726-3753 with any questions or concerns. A Planner will be assigned the following business day and will contacfyou to confirm tbe meeting date and time. PRt.~UBMITTAl REC'O JUN 1 0 2011 C:\temp\Pl]RM_PRESUB {8E827F76-12BA435B-A461-4D65A 15E8D3D}.rpt 6/13/2011 . . Pre-Submittal Meeting Development Services Department Room 615/616 PRE-SUBMITTAL tvlEETING DATE: Friday, June 17,2011 1. PRE-SUBMITTAL MTG #PREll-00013 (SitePIanTentative) - FRED MEYER $346 Assessor's Map: 17-03-26-24 TL 5500 Project # PRJ2010-00001 Address: 650 "Q" Street Existing Use: Fred Meyer Store The applicant submitted plans to construct a retail fueling facility with five (5) multi-product dispensers for a total of 10 fueling positions. Meeting DatefTime: Friday, June 17, 2011 11:00 - noon DSD 616 Planner: Andy Limbird PRE-SUBMIlTAL REC'O JUN 1 0 2011 . . ICity of Springfield Development Services Department 225 Fifth Street Springfield, OR 97477 Site Plan Review Required Project Information (Applicant: complete this section) A Iicant Name: Jim Coombes Phone: 503 797-5617 Com an : Address: Fred Me er Stores Inc. Fax: 503 797-3539 3800 SE 22nd A venue., Portland, OR 97242 A licant's Re .. Chris Ferko Phone: 425 251-6222 Com an : Bar hausen Consultin En ineers Inc. Fax: 425 251-8782 Address: 18215 72nd Avenue South, Kent W A 98032 Owner: Phone: 415.536-1061 Fax: 415.536-1097 Com an Metro oliran Life Insurance Com an Address: 425 Market Street, Suite 1050, San Francisco CA 94105 ASSESSOR'S MAP NO: 17032624 TAX LOT NO S : 05500 650 7.76 AC Acres uare Feet Pro osed Name of Pro'ect: Fred Me erFuelCenter Description of Pro osal: If you are filling in this form by hand, please attach your proposal description to this application. Construction of a retail fuelin fadli with five multi- roduct dis ensers. Existin Use: Si natures: Please si . -. Associated A Iications: ILi P 1/1 - 0 00/3 Case No.: P t2--E -0001 Date: i, 10 ;;l..o" Reviewed b cL A Iication Fee: o Posta TOTAL FEES: PROJECT NUMBER: P 1\5 'z..o 10- 000 PRE.SUBMITTAl REeD JUN 1 0 2011 Revised 1/1/08 Molly Markarian 1 of 10 . . Signatures The undersigned acknowledges that the information in this application is correct and accurate. Applicant: S e.G A 1:--t-o.. c..hd Signature Date: Print. If the applicant is not the owner, the owner hereby grants permission for the applicant to act in his/her behalf. Owner: 6 €- t. A- -H- C1 C)'1 eoC Signature, Date: Print PRE.SUBMITTAl REC'D JUN 1 0 2011 Revised 1/1/08 MoHy Markarian 2 of 10 . . ATTACHMENT TO SITE PLAN REVIEW MINOR MODIFICATION BY "PROPERTY OWNER" (RECORD OWNER OF UNDERLYING LAND) For Fred Meyer Stores, Inc. Site at Springfield, OR Assessor's Map No. 17032624 - Tax Lot No 05500 Metropolitan Life Insurance Company, a New York corporation ("Met"), has executed the referenced application or document (the "Application") solely because Met is record owner of the subject property and solely in its capacity as record owner. Fred Meyer Stores, Inc. ("Fred Meyer") is the tenant and operator of the subject property. This Application is filed by Fred Meyer in furtheral1ce of Fred Meyer's plan to install, operate and maintain the proposed improvements which are the subject of this Application. All statements, representations and/or certifications by Met as to information set forth in the Application are made on information and belief, in reliance on information provided by Fred Meyer. Fred Meyer shall be responsible for all matters, costs and expenses in connection with the Application, including, without limitation, the design, installation, operation and maintenance of the proposed improvements which are the subject of this Application. METROPOLITAN LIFE INSURANCE COMPANY, a New York corporation By: />. Printed ~e: Title: 6iI- Date: ID ,2010 Address: 425 Market Street, Suite 1050 San Francisco, California 94105 PRE-SUBMITIAl REC'O JUN 1 () 1.0" . . JOINDER BY FRED MEYER STORES, INe. TO SITE PLAN REVIEW MINOR MODIFICATION For Fred Meyer Stores, Inc. Site at Springfield, OR Assessor's Map No. 17032624 - Tax Lot No 05500 Fred Meyer Stores, Inc., an Ohio corporation, as tenant, and Metropolitan Life Insurance Company, a New York corporation ("Met"), as landlord, are parties to a Lease Agreement originally dated October 22, 1986, as assigned and amended (as assigned and amended, the "Lease "). The undersigned has prepared, reviewed and approved the terms of the referenced application or document (the "Application") and hereby consents to and joins in the foregoing Application. The undersigned has prepared the Application, is responsible for the information set forth in it, and is responsible financially and in all respects for the Application and for the design, installation, operation and maintenance of the proposed improvements which are the subject of the Application. Further, the undersigned agrees that its right, title and interest as tenant in and to the Met property shall be subject to such Application, and that such Application shall be for all purposes treated as if it was one of the existing encumbrances affecting the Met property as of the original date of such Lease, with respect to which the undersigned is obligated by the terms of the Lease to comply with, observe and perform the terms and all obligations imposed on the fee owner under such Application. . th Dated this 015 day of M r:J...j FRED MEYER STORES, INC., an Ohio corporation By: 72;!el1JL. Robert Currey-Wilson Vice President ,2010 PRE-SUBMITTAL REC'O . JUN 1 0 2011 'ii.: , '".,-", -. ..".;;;.;.;.l spr _map . . PRE11-00013 Pre-Sub Meeting 17-03-26-24 TL 5500 , . I I ~I ~I If- il'l Page 1 of 1 '.' .' .' ~. " '";,' 'r-'" '.-,... ~ < ,.:;, .~'" " 'i~ . >.:' ~ "',-"',-" . 1'. , ;:. ,. . "" ~. " . . 'l~OS ";' lAOS ,H. PRE-SUBMHTAt iREC'D JUN 1 0 2011 http:// spifs020lmapguide2009 Imapviewerphp/printab lepage. php ?SES SI ON =a97 4ce48- ffff- ffff-80... 6/13/2011 . . SITE PLAN REVIEW APPLICATION NARRATIVE AND FINDINGS FRED MEYER FUEL CENTER 650 Q STREET, SPRINGFIELD, OR JUNE 2011 I. FRED MEYER FUEL CENTER OVERVIEW Fred Meyer proposes to add a fuel center to its existing store located at 650 Q Street, Springfield, Oregon. Following is an overview of the proposal. . The Facility: The proposal is to construct an accessory Fred Meyer fuel center consisting of a 29- by 145- foot (4,205-square-foot) canopy with an 8- by 14-foot (112-square-foot) cashier's kiosk. The facility will provide five (5) multi-product dispensers for a total of 10 fueling positions. The project will operate for 24 ,hours/7 days a week and will be fully attended pursuant to Oregon State law. Fuel will be stored in one 20,OOO-gallon dual tank and one 18,000-gallon regular tank. Both underground tanks are double-walled fibergiass. The tanks and associated piping will be continually monitored by a sensitive leak detection system that will provide positive shutdown in the event a leak is detected. The tanks will be registered with the State, as required for all new underground storage tank installations. . Safety: The Fred Meyer Gasoline facility will be staffed by full-time attendant(s) during all business hours in accordance with Oregon State law. Fred Meyer Gasoline facility employees are professionally trained in all aspects of emergency response and facility maintenance. In addition, the Fred Meyer Gasoline facility is equipped with closed circuit television cameras, highly visible emergency pump shutoff switches, a spill cleanup kit and fire extinguishers. Dispensers and fill ports are equipped with overfill protection and vapor recovery systems. The alarm system is tied directly to the main store. Please refer to the DWP Overlay Permit narrative for more information on the environmental safeguards integrated into the design. . Parking: The project will bring parking below the required amount by approximately 127 stalls. Fred Meyer is therefore seeking an administrative parking reduction pursuant to Section 4-6.110 of the Springfield Development Code. A parking demand study has been prepared for this project that demonstrates that the future parking occupancy rate will be 55% after the fuel center is constructed. Please note that the parking study does not account for the proposed restriping of 32 parking stalls along the north property line, and therefore reaches the 55% conclusion based on fewer available stalls (378 instead of 410). II. SITE PLAN REVIEW CRITERIA The Director shall approve or approve with conditions: a Type II Site Plan Review application upon determining that approval criteria A. through E., below have been satisfied. If conditions cannot be attached to satisfy the approval criteria, the Directorshall deny the application. A. The zoning is consistent with the Metro Plan diagram, and/or the applicable Refinement Plan diagram, Plan District map, and Conceptual Development Plan. PRE.SUBMITIAl REC'D JUN 1 0 lOn 1 .---,,',. <--"-" . . The fuel center is a permitted use in the underlying zoning district and is consistent with the above plans. B. Capacity requirements of public and private facilities, including but not limited to, water and electricity; sanitary sewer and stormwater management facilities; and streets and traffic safety controls shall not be exceeded and the public improvements shall be available to serve the site at the time of development, unless otherwise provided for by this Code and other applicable regulations. The Public Works Director or a utility provider shall determine capacity issues. The project will tie into existing utilities with adequate capacity for water, power, and sanitary sewer service. The project will provide additional stormwater pretreatment and infiltration, which will lessen the impact on the City storm system. The project will mitigate impacts as needed to meet City standards for the street and transportation system - see the transportation impact analysis for more detail. C. The proposed development shall comply with all applicable public and private design and construction standards contained in this Code and other applicable regulations. The project will meet all bulk development standards as described in the development code, including setbacks and height. Fred Meyer is requesting an administrative parking exception supported by a parking demand analysis. The project is subject to a Drinking Water Protection Overlay District. Development approval for wellhead protection, and all conditions of approval required therein for wellhead protection. D. Parking areas and ingress-egress points have been designed to: facilitate vehicular traffic, bicycle and pedestrian safety to avoid congestion; provide connectivity within the development area and to adjacent residential areas, transit stops, neighborhood activity centers, and commercial, industrial and public areas; minimize driveways on arterial and collector streets as specified in this Code or other applicable regulations and comply with the ODOT access management standards for State highways. The project will utilize existing driveways to facilitate traffic. As an accessory use, the majority of trips to the site will be from pass-by and internally captured trips, which will result in a nominal impact on the roadway level of service. The fuel center will be one-way in circulation to facilitate tne efficient queuing and travel of vehicles through the facility. The existing transit stop will remain. NoODOT approval is required for access to State highways. E. Physical features, including, but not limited to: steep slopes with unstable soil or geologic conditions; areas with susceptibility of flooding; significant clusters of trees and shrubs; watercourses shown on the WQLW Map and their associated riparian areas; other riparian areas and wetlands specified in Section 4.3-117; rock outcroppings; open spaces; and areas of historic and/or archaeological significance, as may be specified in Section 3.3-900 or ORS 97.740-760, 3S8.90S-9S5 and 390.235-240, shall be protected as specified in this Code or in State or Federal law. The project to our knowledge does not fall into any of the categories described above. PRE-SUBMITIAL REC'D JUN 1 0 2011 2 -- --~ ---.--- ~~tl""""~.~ ~ . ' ~~ ~ ~'Iii}- ~ o~""~~ <S-~',;,~o"~"" Z o o w cr: o 0- ...J W u.. I- .~ o w'~ ZWlfo cr: I :;3 0... (fJ "8 CfJ CI: ;; ~ I ~ ~Ol CO 0 t~ ~ 0 ~m # cr: W >- w ::2 o w cr: u.. ,l.ii~.) ~'.' i,I'Jii ;~~8 ' .....H."""" -'''',-n,,,,, ~....."... ,_".....,,' ~., < ,-,""'" .. 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N N U ~ 1;; '" i ; . "' ~ , :; .. > ~ iii , i -------~.---~--t~---- Re: Fred Meyer Springfield Fuel Facility Parking Study Project Number 2100036.00 Dear Mr. Coombes: Group Mackenzie has prepared this parking study for the existing Fred Meyer Springfield store, located at 650 Q Street, Springfield, Oregon, in response to the City of Springfield parking study request. Existing parking demand and availability are compared to anticipated demand and availability with the proposed fuel facility. The following addresses existing conditions, the proposed development, and future parking conditions. EXISTING CONDITIONS For study purposes, the Fred Meyer parking lot was divided into five areas and the number of spaces in each area was counted. A figure depicting the parking areas ~nd the spaces in each is attached. It should be noted, shopping cart corrals, overstock merchandise, and equipment render a portion of the existing parking spaces unusable or inaccessible. The proposed fuel facility will be located in Area 4. . Group Mackenzie, Incorporated To determine parking demand, a survey was conducted between I I :00 AM and I :00 PM on a . Saturday. Based on transaction data, this period typically represents the busiest time for the store and also likely parking demand. The survey was conducted on Saturday April 3, 2010, the Easter holiday weekend, which has a higher-than-average parking demand. Occupied parking spaces in each area were counted approximately every 15 minutes during the study period. Table I presents peak parking occupancy rates for individual areas and for the total site for this holiday weekend. Architecture Interiors Struclural Engineering i i . ; TABLE 1 - EXISTING PEAK PARKING DEMAND Area (Location) Usable Peak Time Occupied Occupancy . Parking Spaces' Period Spaces Rate Area 1 East) 28 12:00-12:15 27 96.4% Area 2 South) 170 12:15-12:30 149 87.6% Area 3 Southwest) 43 12:45-1:00 32 74.4% Area 4 (West) 97 12:30-12:45 47 48.5% Area 5 (Northwest) 137 12:45-1 :00 43 31.3% '__'N_~' ..........u........,_.., ...._,~.. ....., .-.'_.... -"."" ,,-".. -,.,. .-,..- '."...-.,-.... .,.., "',-- ~ - '"--0' . "-'--' Total Site (All Areas)' I 475 112:15-12:301 275 57.9%' Civil Engineering land Use Planning Transportation Planning landscape A,,:hileC!Ure Locations; Portland, Oregon Seattle,Washington I VMcouver:Washington I i i I I i i I i , Peak parking lot occupancy is measured during the peak 15-minute time period. PRE-SUBMITTAL REC'D H:\PROJECTS\210oo36001 WPIL TRIJ 005 J 3-PacJ,\J;llld':LoP 2011 p . . Fred Meyer Fred Meyer Springfield Fuel Facility Project Number 2100036.00 May 13,2010 Page 2 As presented in the previous table, the site currently has 475 usable parking spaces. Peak parking occupancy of 57.9% occurred from 12: 15 to 12:30 PM on the holiday weekend. Overall, a large amount of parking capacity remains available even during peak periods. As also presented in the table, parking areas near the store entrances ~Areas 1,2, and 3) have higher occupancy rates than those further from the entrances (Areas 4 and 5). Within Area 4 (the proposed fuel facility location), which is not adjacent to a store entrance, parking utilization was lower than the total site average. Typical Parking Because the parking survey was conducted on a holiday weekend, the data needs to be adjusted to reflect typical parking demand for non-holiday periods. Using 5 weeks of store transaction data, a rate was established between transactions and occupied parking spaces, based on the number of transactions occurring during the peak parking demand time period. Using this rate, the peak parking demand for each day of the week was calculated. The following table presents the calculated peak parking demand and occupancy rates for each day during the five week period. TABLE 2 - CALCULATED PARKING DEMAND AND OCCUPANCY RATES Day of the Week Occupied Spaces Occupancy Rate Holiday (surveyed) 275 57,9% Sunday 206 43.4% Mondav 217 45.7% Tuesday 204 42.9% Wednesday 201 42.3% Thursday 193 40.6% Friday 206 43.4% Saturday 217 45.7% As presented in the previous table parking demand for a typical day 'is anticipated to be less than holiday parking demand. FUTURE PARKING CONDITIONS With the proposed fuel facility, all 97 spaces in Area 4 will be removed, resulting in a total of 378 available parking spaces at the store. Within Area 4, a peakof47 vehicles was observed during the holiday survey. Because this parking is further from the main store entrances, it is expected the parking demand during a typical day is much less. These vehicles will likely parkin lot 5 immediately to the north, and near the garden center entrance. With the resulting parking reduction, 378 spaces will remain (475'97). Future occupancy rates with the proposed fuel facility were calculated, and are presented in the following table for both typical and holiday days. PRE.SUBMITTAL REC'D JUN 1 0 2011 H,IPROJECTSI21000J600\WPIL TR\ I 00513-Packing Study.do<: . . Fred Meyer Fred Meyer Springfield Fuel Facility Project Number 2100036.00 May 13,2010 Page 3 r TABLE 3 - FUTURE CALCULATED OCCUPANCY Dayol the Week Occupied Spaces Occupancy Rate Holiday 275 72.8% Sunday 206 54.5% Monday 217 57.4% Tuesday 204 54.0% Wednesday 201 53.2% Thursday 193 51.1% Friday . 206 54.5% Saturday 217 57.4% As presented in the previous table, the future occupancy rate with the proposed fuel facility is approximately 55% for a typical day. Based on Fred Meyer supplied information, this is an acceptable occupancy rate. In the proposed fuel facility area, parking spaces, drive aisles and circulation patterns will be modified. The high-use parking areas (Areas. 1-3) will remain unaltered. Because the parking spaces being eliminated have low utilization, most customers will experience little, if any, change in their current shopping or parking patterns. CONCLUSIONS Overall, existing parking availability is currently adequate, with a peak occupancy rate of approximately 58% on a holiday weekend, and 46% on a non-holiday day. With the proposed fuel facility, the parking occupancy rates will increase to 73% and 57%, respectively. Parking utilization in the proposed fuel facility location is much lower than the site average. Further, because the parking spaces being eliminated are further from store entrances in the less utilized area, parking redistribution is anticipated to be negligible. If you have any further questions or concerns, please feel free to contact us. Sincerely, ~r&-s- Christopher Clemow P.E., P.T.O.E , Enclosures: Parking Areas Exhibit Overall and Detailed Site Plans Parking Survey Data Sheet c: Chris Ferko - Barghausen Consulting Engineers Brent Ahrend - Group Mackenzie PRE-SUBMIlTAl REC'D JUN 1 0 2011 H,IPROJECTS\21 00036001 WPIL TRI 1 00513-Parking Study.doc Pa~kjng Lot Surve.rea Locations - Fred ~er Springfield, Oregon PRE.SUBMlTIAL REC'D JUN 1 0 2011 I! 5 I," Jo- /1 ....0:: " CIl n. II CIl q;; . . : Z 4: ..J a.. W ~ (f) ..J ..J <( a: w > o . . ~ ~: ~~~~i~i~ ~ ~::;: f:3 9~~R ~n.oo::ll.,,~ !l!::;: ~~ llJ~"~ ....8lLCIl~~ ~tl ',.,> 2 :I! :J'^;" -', Jgd"l ~'(i~j.~J~ ~j<'[~IJ :t .,. ~.;~.U ~. . ,~.i~ ~ Y"~ "._' ...."".::.... ~ ~ ~i e '. ,0 - ~i :! . JJ~ .',) 7' ',1"1 \~ . ,. ('1'. _ :--.tf ,:,:{.'-':; ---::"::::::.-:-:::'. _....--.. .". .. _._:t.':::.:~.~_. '1 '"T:{ _:,=::=:'::":':'_'_'_~_n'_ '.' . =':=:T::-~'; - .::\\'j:0"\ \\\ \ '. \~,\":~,j:g ." V';_~dU'''__-\: l~'ir\~.~ " ., ~ ~. 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"'.... jf ;~~~~~~~ ~(tt N It) V ';:f-.' ,<E~ ~o.?f~~~~ ;!N~~~N~ N~~~~ ;;.;r:i'f.~ U') :m ~f''t.';. ~~~ 0 "".El~ 1t)~'N 0 ~ )'.11' . CO .:~~ - ~,. ~:W -g~~ ,;:::;.-.,i{,l :;~~ "'91 () ~!::-I- 00 '" N ~ ..... ,g c ~ ,g c Ol ,..: '" on ..... "C .... Q) '" '" oft .. - o I- . PRE-SUBMITTAL REC'O JUN 1 0 2011 /. . .. Branch Engineering, Inc. Corporate Headquarters (541) 746-0637 3105" Street Springfield, OR 97477 Salem Engineering Office (503) 779-2577 147 Commercial Street NE, Suite 10 Salem, OR 97301 Principals M. Lane Branch, PE Damien Gilbert, PE Renee D. Clough, PE, PLS Rene' Fabricant, PE;SE Ronald J. Derrick. PE. GE www.BranchEngineering.com May 5,2010 Fred Meyer Stor~s lnc.fKroger Company 3800 SE 22nd Avenue Portland, Oregon 97202 Attn: Mr. James Coombes RE: GEOTECHNICAL INVESTIGATION PROPOSED FUELDING FACILITY ADDITION 650 Q STREET - FRED MEYER STORE #328 SPRINGFIELD, OREGON . Branch Engineering IDe. Project No. lO-06SA In accordance with our March 12,2010 proposal, Branch Engineering Inc. (BEl) has performed a geotechnical engineering investigation for the proposed construction of a fueling facility in the parking lot of the existing Fred Meyer store in Sprinifield, Oregon. The approximately l50'x200' proposed fueling site is to be located on the west side of the store fronting Fifth Street and will consist of underground storage tanks and a canopy structure above the fuel islands. Two exploratory borings were advanced on the subject site at the approximate locations shown on the attached Figure 1. The accompanying report presents the results of our site research, field exploration and testing, data analyses, and our conclusions and the recommended geotechnical design parameters for the project. Based on the results of our study, no geologic hazards were identified at the site. The site is suitable for the planned development, provided that the recommendations of this report are implemented in the design and construction of the project. Please contact the undersigned if you have any questions regarding this report. Sincerely Branch Engineering Inc. .- r-----'--. \ \ tl~El-""I\'; I \ ~ \. ~.l" _. _"....'" ~ ./ ~ ./ \" ~ ',,!,-!. I 5._~~~-..-~ G/, '-:liD J. \)~/., -'- Expires: December 31, 2011 PRE-SUBMI1TAl REC'D JUN 1 0 2011 ~onald 1. Derrick, P.E., G.E. Principal Geotechnical Engineer .' CIVIL STRUCTURES TRANSPORTATION GEOTECHNICAL SURVEYING . Fred Meyer Store #328 Springfield, Oregon . TABLE OF CONTENTS 1.0 INTRODUCTION.................................................................................................................................3 1.1 1.2 1.3 Project and Site Description.................................................................................................................3 Scope of W ork...............;................................._...........................................................................................3 Site Information Resources ................................................................................................................4 2.0 SITE SUBSURFACE CONDITIONS ..............................................................................................4 2.1 Ground Water ...........................................................................................................................................4 3.0 3.1 3.2 GEOLOGIC SETTING......................................................................................................................4 Regional Geolog)" .....'.......................................................................................................................................5 Site G~ology ............................................................................................................~.................................5 4.0 CONCLUSIONS.............................................................................................................................................5 5.0 5.1 5.2 5.3 RECO~ENDATIONS........................................................................................................................5 Site Preparation, Earthwork, and Foundation Subgrade Requirements........................................6 Utility Excavations ..............................................................................................................................6 Soil Bearing Capacity .........................................................................................~.....................................{j 5.4 FoundatioDs.........................................................................................................................................................'i 5.5 SlabslBeams-On-Grade ....................................................................................................................../ 5.6 Soil Shrink/Swell Potential............................................................................................,...................., 5.7 Friction Coefficient and Earth Pressures...................................................:........................:.............. 5.8 Wet WeatherIDry Weather Construction Practices .........................................................................1 5..9 Settlement....................................................................................................................................................~ 5.10 Seismic Site Classification...................................................................................................................................~ 5..11 Pavement Design .....................................................................................................................................~.....1 6.0 REPORT LIMIT A TIONS..................................................................................................................1 PRE-SUBMITTAL REC'O JUN 1 0 2011 Branch Engineering, Inc. PaQe 2 of 9 . . Fred Meyer Store #328 Springfield, Oregon 1.0 INTRODUCTION This report presents the results and findings of Branch Engineering, Inc. (BED field observations, testing, and research for the subject site. The site is located within an existing asphalt concrete paved parking area on the west side of the existing Fred Meyer retail store. The address of the existing store is 650 Q Street in Springfield, Oregon, see the Vicinity Map on Figure I. The site is in Section 26 of Township 17 South, Range 3 West of the Willamette Meridian (Latitude 44.06417N; Longitude -123.01873W). The purpose of our investigation was to evaluate the subsurface soil conditions at the site and provide geotechnical recommendations for the design and construction of the proposed automobile fuel dispensing facility. 1.1 Project and Site Description The proposed project will encompass an approximately l50'x200' area of the existing parking lot with five fuel islands, undergro,und fuel storage tanks, and a canopy structure over the fuel islands. The existing surface of the site is paved with about 2-inches of asphalt concrete and it appears that two light standards are within the footprint of the proposed fueling facility. The site is relatively flat and is at an approximate elevation of 452 feet above mean sea level. The immediate vicinity of the site is developed residential and commercial. 1.2 Scope of Work Our scope of work included a site visit and subsurface investigation on April 23, 20 I O. Two exploratory borings were advanced using a trailer moun!ed flight auger drill rig equipped with a 140 pound slide hammer for Standard Penetration Test sampling. Portable dynamic probe field testing was used to correlate to the in-situ California Bearing Ratio of the near surface site soiL The approximate locations oj the borings are shown on Figure I. Representative samples were collected for laboratory in-situ moisture, shrink/swell potential, and Atterberg limit testing. Field log summaries of the site borings are presented in Appendix A, along with copies of nearby well logs from the Oregon Department of Water Resources on-line database and the NRCS Soil Survey for the area. All borings were backfilled with the bentonite pellets native material immediately after completion of logging and capped with cold patch asphalt. Below the pavement section, the site stratiliaphy generally consists of 1- to 2-feet of soft to medium stiff silty clay with gravel that was likely imported or on-site derived fill material at the time of store construction before transitioning to moist brown native silty clay. Dense sand and gravels were encountered between 6- and 7-feet below surface grade. Well logs in the area indicate similar conditions to those encountered in our site borings. The soil was visually classified in accordance with the American Society of Testing and Materials (ASTM) Method D-2488. In-situ field testing consisted of vane shear testing, and dry strength, and dilatency testing when samples were retrieved. Representative samples were collected from the borings for further visual inspection and laboratory testing. . The results of field and laboratory tests are presentee on the boring logs in Appendix A. PRE-SUBMITIAl RECID JUN 1 0 lOn Branch Engineering, Inc. Page 3 of 9 " .....~-~.~. . . Fred Meyer Store #328 Springfield, Oregon 1.3 Site Information Resources The following site investigation activities were performed and literature resources were reviewed for pertinent site information: . Review of the United States Department of the Interior Geological Survey (USGS) on-line Quadrangle Map, 7/1/1975. . Review of on-line aerial photograph of site area on 7/30/2000. o Two exploratory probe borings were advanced on site at the approximate locations shown on Figure 1. o Review of the Lane County area Web Soil Survey, United States Department of Agricultural (USDA) Natural Resources Conservation Service (NRCS) . Review of the USGS Geologic Map of Oregon, USGS 1991 . Review of Oregon Department of Water Resources Well Logs 2.0 SITE SUBSURFACE CONDITIONS The near surface soils within the project area consist of Pleistocene age, semi-consolidated alluvial terraCl deposits of clay, silt, sand and gravel from the flood-plain influence of the Middle Fork of the Willamette River and the McKenzie River. The NRCS Web Soil Survey maps the site as part ofthe Salem-Urban land complex, which is described as a well drained, mixed alluvial terrace deposit. This soil description and those of nearby well logs are consistent with the observed field conditions. 2.1 Ground Water A static ground water level was measured in the two site borings at depths of 10- and I O.S-feet below surface grade. Well logs in the area indicate ground water levels as high as 8-feet and as low as II-feet. The water levels are expected to fluctuate with season and river levels, as well as the operation of a nearby ground water extraction well used for domestic water supply purposes in the summer season. Ground water may impact the installation of the underground tanks depending on the time of construction. It is recommended that the tanks be designed for buoyant forces and some dewatering may be required for installation. 3.0 GEOLOGIC SETTING The following sections described the regional and local site geology. Our field findings are consistent with the geologic mapping ofthe site area by the Oregon Department of Geology and Mineral Industries (Walker & MacLeod, \99\). PRE.SUBMITTAl REC'D JUN 1 0 2011 Branch Engineering, Inc. Page 4 of 9 '- . . Fred Meyer Store #328 Sprini:field, Oregon 3.1 Regional Geology The subject site lies within the mid-valley portion of the WiIlamette Valley Geomorphic Province (WVGP), east of the Coast Range and west of the Cascade Mountains Provinces. The wvGP is a .regionallowland that extends from just south of Eugene, Oregon to Vancouver, British Columbia. In Oregon, this alluvial plain is approximately 130 miles long and 20- to 40-miles wide (Orr and Orr, 1996). The WVGP is drained by the north flowing WiIlamette River. The Willamette River Valley in the area ofthe subject site is believed to be underlain by undifferentiated sedimentary rock, tuffs and basalt from the Miocene and Oligocene epochs (approximately 15 to 35 million years ago). Deposits of silt and clay from fluvial and lacustrine environments covered the bedrock to various depths during the presence oflow energy streams and lakes in the mid WiIlamette Valley. Subsequent compression forces and uplifting of the Cascade and Coast Range Mountains depressed the Willamette River Valley. The rapid uplift ofthe Cascade and Coast Range mountains steepened stream gradients causing increased erosion of the mountains and resulting deposition of gravel layers incised within the fluvial and lacustrine deposits. Approximately 13,500 years ago the Willamette Valley was cyclically flooded by catastrophic breaks in the ice dams of Lake Missoula. These flood events filled the valley to a depth of about 350 feet before retreating, causing sequences of upward fining deposits of silt and clay that mayor may not still be present in areas depending on erosion by subsequent creek and river actions. 3.2 Site Geology The observed site conditions are consistent with the mapped geology of the site and that of the general geologic setting described above. The subject site is underlain by varying mixtures of clay, silt, with sand/gravel deposits at about 6 feet below the surface. The site is mapped as Pleistocene age semi- consolidated lacustrine deposits of clay, silt, sand, and gravels. The nearest mapped faults are located in the foothills east of the site. These faults are not known to be active; however, seismic activity is not uncommon in the Willamette Valley as evidenced by the ]993 Scotts Mills Earthquake east of Salem that.' registered a 5.6 Richter magnitude. 4.0 CONCLUSIONS Based on our field observations, subsurface explorations, and data analyses, we conclude that the site is geotechnically suitable for the proposed development provided that the recommendations of the report are incorporated into the design and construction of the project. There are no specific site features or subsurface conditions observed that will impede the proposed building design or construction; however, design provisions are recommended for encountering ground water extraction due to the underground tank installation. S.O RECOMMENDATIONS The following sections present general recommendations for site preparation and grading, drainage, foundations, and utility excavations. PRE.SUBMITTAl REC'D JUN 1 0 2011 Branch Engineering, Inc. Page 5 of 9 .u"."" ~._~_ ~ . . Fred Meyer Store #32: Springfield, Oregol 5.1 Site Preparation, Earthwork, and Foundation Subgrade Requirements The following recommendations are for earthwork in the building foundation areas. Earthwork shall be performed in general accordance with the standard of practice as generally described in Appendix J of the 2007 International Building Code. All areas intended to directly or laterally support structures or accessway/parking areas shall be stripped of vegetation, organic soil, fill, and/or other deleterious material. These strippings shall either be removed from the site or used in landscape areas. The Geotechnical Engineer shall observe and approve sub grade soils prior to placement of construction materials. The placement of fill on site is not anticipated. The shallow foundation areas will require approximately 2-feet of ex caval ion to remove pavement, base rock and soft soil. Foundation excavations shall extend at least 6-inches beyond the outer edge of the designed concrete footings and grade beams. The subsurface conditions observed in our site investigation borings are consistent; however, the two site borings on Iv represent a verv small portion of the site and should soft or unsuitable soils extend to a depth greater than that described herein, or areas of distinct soil variation be discovered, this office shall be notified to perform site observation and additional excavation mav be required. BEl recommends that a geotextile separation fabric, meeting the specifications in Appendix B, be placed atop the foundation subgrade approved by a BEl representative and covered with at least 8-inches of nonexpansive,-granular material approved for use by the Geotechnical Engineer prior to delivery to the site. Imported granular material shall be compacted to at least 95% of the material's maximum dry density as determined by ASTM Method D- I 557 or 98% of ASTM Method D-698. All fill materials shall be tested to measure compliance with project specifications. Foundation excavation and construction shall either be performed during the dri season or positive drainage shall be provided so that footing subgrades are not subjected to standing water. Due to the flatness of the site, berming and covering of excavations may be required during the wet season to reduce water flow into footing excavations. . The tank excavation is anticipated to at leaSt 10 feet deep: commonly the excavation sidewalls will be sloped at I: I (horizontal:vertical); however, based on the observed soil conditions, and provided that excavation is done during the dry season and in a timely manner, the upper 5 feet of the excavation may be sloped at 1: 1 and the lower 5 feet cut near vertical. Some sidewall caving or raveling of the gravels may occur within the "Bar-Run" material that may require widening ofthe excavation or shoring. Sidewall caving can be mitigated and worker protection enhanced by not allowing equipment or material stockpiles near the top of excavation slopes. 5.2 Utility Excavations Utility excavations in the site soils should stand near vertical to at least 5 feet in depth; some surface sloughing and sidewall caving may occur due to perched ground water lenses or areas of non-cohesive soil. Heavy equipment should not be placed within 10 feet of an open trench. The fine-grain soils are classified as OSHA Type A. Utility excavations below the water table are not expected. 5.3 Soil Bearing Capacity Based on the site observations, conventional spread footings are suitable for the proposed building. After conformance with the aforementioned footing subgradc preparation recommendations, the allowable PRE-SUBMITTAL REC'D Branch Engineering, Inc. JUN 1 0 2011 Page 6 of 9 . . Fred Meyer Store #328 Springfield, Oregon bearing capacity of native soil from 2- to 6-feet below ground surface is 1,500 psf and may be increased by 500 psffor short term loading, such as wind and seismic events. The allowable soil bearing capacity .ofthe Bar-Run material at about 6-feet below grade is 3,000 psf. Periodic site observations by a geotechnical representative of BEl are recommended during the construction of the project; the specific phases of construction that should be observed are: Table I: Recommended Construction Phases to be Observed by the Geotechnical Engineer At completion of building foundation excavation Subgrade observation by the geotechnical engineer before fabric and aggregate placement Imported fill material Observation of material or inforination on material type and source Placement or Compaction offill material Observation by geotechnical engineer or test results by qualified testing agency 5.4 Foundations Continuous and/or isolated spread footings are suitable for the proposed site structure provided that the above subgrade recommendations are implemented. The site soils are typical for the area and do not require special concrete mixtures due to soil pH or resistivity conditions. Although construction adjacent to existing structures is not expected, excavations within a 450 plane from the base of an existing building or pole footing should always proceed with cautio~ and may require shoring of the excavation sidewalls or underpinning of the existing footing. 5.5 SlabslBeams-On-Grade After preparation of the subgrade as described in Section 5.1, those areas to be overlain by load bearing concrete slabs or beam shall be underlain by a geotextile separation fabric and a minimum of 8-inches of compacted granular material. A clean, free draining aggregate is recommended beneath structural slabs. The modulus of subgrade reaction (k) of the soil at 2-feet below existing grade is ISO Ib/in3. 5.6 Soil Shrink/Swell Potential A representative sample of the soil from 3-feet below existing ground suTface was tested for its free swell potential by air drying a pulverized sample, hydrating, and measuring the pei-cent expansion of the .soil column. The tested sample had a swell of 15%, which is considered to be a low potential for soil volume changes due to moisture content variations. The shrink/swell potential ofthe site soils will not adversely impact the proposed site development; however, it is recommended that the soils not be exposed to extreme dry conditions. The site soils are also moisture sensitive and will soften with prolonged exposure to precipitation. 5.7 Friction Coefficient and Earth Pressures Provided that the proposed subgrade soils are relatively consistent across the site, lhecoefficient of friction of these soils is 0.35, which may be increased to 0.45 for concrete poured atop at least a 8-inch Branch Engineering, Inc. . Page 7 of 9 PRE-SUBMITTAL REC'O JUN 1 0 2011 . . Fred Meyer Store #328 Springfield, Oregon layer of crushed aggregate compacted to at least 95% of the materials maxinlUm dry density as determined by ASTM Method D-1557 or 98% of ASTM Method D7~98. The passive earth pressure of the soil within 6-feet ofthe existing ground surface are 250 pcf and the upper 2-feet of the site soils should be neglected for design purposes. Below 6-feet into the Bar-Run the passive pressure is 400 pcf The active earth pressure for below grade walls or shoring is 35 pef provided there is no hydrostatic pressure or surcharge loads. 5.8 Wet WeatherlDry Weather Construction Practices Due to the moisture sensitivity of the fine-grain site soils, it is recommended that foundation sub grade preparation be performed during the dry season, generally May through October. Construction during the wet season will likely require special drainage considerations, covering of excavations, or additional excavation and aggregate placement.. 5.9 Settlement The estimated total settlement of the canopy structure is not expected to exceed 0.75-inch and provided that foundation loads are evenly distributed, differential settlement is not expected to exceed \I,-inch over linear spans of 20 feet or between isolated footings greater than 10 feet apart 5.10 Seismic Site Classification Based on the soil properties encountered in our site borings, field test results, and nearby well log information, a Site Class D is recommended for design in accordance with Tables 1613.5.2 and 1613.5.5 of the 2007 Oregon Structural Specialty Code. 5.11 Pavement Design The correlated California Bearing Ratio for the native silty clay within the upper 6-feet of the site is 4 thereby placing the soil in the poor subgrade class. Using the guidance of the 2003 revised Asphalt Pavement Design Guide, published by the Asphalt Pavement Association of Oregon Based, a calculated Structural Number of2.7,.and based On the criteria ofa 20-year design life with up to 75% reliability, the recommended pavement section in areas of light vehicle traffic is 3 inches of asphalt concrete (AC) over 8 inches of aggregate base. Areas of heavy vehicle traffic, such as trucks and buses we recommend 4 inches of AC over 10 inches of base rock. Pavement subgrades shall be observed and proof-rolled prior to placement of base rock, and the base rock shall be compacted to at least 95% of the material's maximum dry density as determined by ASTM Method D1557 or 98% of ASTM Method D-698. BEl recommends using a geotextil.e separation fabric between the sub grade and base rock. The base rock shall be tested to measure compliance with this compaction standard prior to placement of asphalt concrete. 6.0 REPORT LIMITATIONS This report has presented BEl's site observations and research, subsurface explorations, geotechnical engineering analyses, and recommendations for the proposed site development. The conclusions in this report are based on the conditions described in this report and are intended for the exclusive llse of Fred Meyer Stores Inc. and their representatives for llse in design and construction of the development described herein. The analysis and recommendations may not be. suitable for other structures or purposes. . . PRE.SUBMITTAL REC'D JUN 1 0 2011 Branch Engineering, Inc. Paae 8 of 9 . . Fred Meyer Store #328 Springfield, Oregon Services performed by the geotechnical engineer for this project have been conducted with the level of care and skill exercised by other current geotechnical professionals in this area under similar budget and time constraints. No warranty is herein expressed or implied. The conclusions in this report are based on the site conditions as they currently exist and it is assumed that the limited site locations that were physically investigated generally represent the subsurface conditions at the site. Should site development or site conditions change, or if a substantial amount of time goes by between our site investigation and . site development, we reserve the right to review this report for its applicability. If you have any questions regarding the contents of this report please contact our office. PRE-SUBMITTAL REC'O JUN 1 0 2011 .... ---- Branch Engineering, Inc. Pa~w 9 of 9 . . APPENDIX A BOltING LOG SUMMAItIES, NEAItBY WELL LOGS, & SOIL SUit VEY ;~'i.Ii.~~ :....' ~ . _,.,..' ......~...~.,,~ ~ . '_ _~::.,.". ":: _~" ':" . . '.' '. . .". . . - -= ","." ,> .. '_, ..,....'-'.-c._.., _,.,L . PRE.SUBMITTAl REC'D JUN 1 0 2011 BRANCH HNGINEERING INC 3 10 FIFTH STREET SPRINGFIELD, OREGON 97477 . BORING 1 . Page I of 2 PROJECT NUMBER: DATE STARTED: DATE COMPLETED: 10-065A 04-23-2010 04-23-2010 HOLE #: B-1 CREW: RJD PROJECT: Fred Meyer Springfield ADDRESS: 650 Q Street LOCATION: Springfield, Oregon SURFACE ELEVATION: WATER ON COMPLETION: HAMMER WEIGHT: CONE AREA: 452 441.5 140 LBS BLOWS CORRECTED SOIL DESCRlPTION SAMP COHESIVE SOIL MOIST DENS DEPTH PER 6 IN BLOW COUW ASTM METHOD 02488 TYPE CONSISTENCY % ocf - 2" Asphalt Concrete - 4" Base Rock - I ft Brown, slightly moist Silty Clay - with gravel to 3' depth Med Stiff - - 2ft - - - 3ft Brown, moist Silty Clay with 20.4 89.3 - 1m trace 3/8" diameter round gravel - - 4ft - - - 5ft 3 10 SPT - 6 - 43 46 Gravel in tip Dense - 6ft Bar-Run Sandy Gravel - Dense -2m 39 80 SPT - 7ft - - - 8ft - - - 9ft - - - 3 m 10 ft Gravels Dense - y - - - II ft PRE.SUBMITTAL I EC'D - - JUN 1 0 20 1 - 12 ft - - -4m 13 ft Drilling Refusal at 13 feet , - ~~--- Ground Water at 10.5 feet z:\2010\10-065A B~1.XLS . BRANCH ENGINEERING INC 310 FIFTH STREET SPRINGFIELD, OREGON 97477 . BORING 2 . Page 1 of 2 PROJECT NUMBER: DATE STARTED: DATE COMPLETED: 10-065A 04-23-2010 04-23-2010 HOLE #: B-2 CREW: RID PROJECT: Fred Meyer Springfield ADDRESS: 650 Q Street LOCATION: Springfield, Oregon SURFACE ELEVATION: WATER ON COMPLETION: HAMMER WEIGHT: CONE AREA: 452 442 140 LBS BLOWS CORRECTED SOIL DESCRIPTION SAM? COHESIVE SOIL MOIST DENS DEPTH PER 6 IN BLOW COUNl ASTM METHOD D2488 TYPE CONSISTENCY % pcf - 2" Asphalt Concrete - 5" Base Rock - 1ft Clayey Gravel to l' - Dark brown to black, moist Soft - Silty Clay with some gravel - 2ft - - - 3ft - 1 m - SPT - 4ft 2 - 3 - 4 10 - 5ft - - - 6ft - -2m - 7ft 19 SPT Dense - 40+ 63 Gravel in tip - Bar-Run Sandy Gravel - 8ft - - - 9ft I - - ~ -3m 10ft Dense - - - - II ft - RE-SUBMI1TAL I EC'D - - 12 ft JUN 1 0 20 1 - - " -4m 13ft .~.~.-_.,.~--'- , z:\2010\1D-065A B-2.XLS HOLE#' B-2 BORING 2 cont'd Page 2 of 2 PROJECT: Fred Meyer Springfie . PROJECT NUMBER: 1O-065A . BLOWS CORRECTED SOIL DESCRIPTION SAMP COHESIVE SOIL MOIST DENS DEPTH PER 6 in BLOW COUN1 ASTM METHOD 02488 TYPE CONSISTENCY % pcf - - Bar-Run Gravels and cobbles Dense - 14 ft with sand, rounded - - - 15 ft - - - 16 ft -5m - - 17 ft - - - 18 ft - Drilling Refusal at 18 feet - Ground Water at 10 feet - 19 ft - -6m - 20 ft - - - 21ft - - - 22 ft - - - 7 m . 23 ft - - - 24 ft - - I - 25 ft - - - 26 ft -8m - - 27 ft - . - - 28 ft - PRE.SUBMITTAl "EC'D - - 29.ft JUN 1 0 2111 - -9m .-.-- . z;\2D1D\10-06SA B-2.XL~ ~.. STATE OF OREGON a I J>>\1I'lIUJRlNG WELLREPOlft' (IS ""u1red by OIlS 537.765 /I: OAK 690.240-G9Sl InstroctiODS for com Ie this rt 8ft on the last (1) OWNERJPROJECP. WELLNU. Nam< PacHi c Petroleum P . O. Box -2803 Address Cil' Stale (2) TYPE OF WORK: LIfNL. S07Sf RECEIVW PPCOIRDS.95U MAY 2 2 1996stmt Card 11 w-87997 or this form. MW-2 WATER SA Zi fX New constnJCfion i--: Convenion o Alteration (Repair-JRecondition) o Deepening 0 Abandonment (3) DRILLING METHOD :J Kotary Air . 0 Rotary Mud ~ Hollow Stem Auger 0 Other IA\ BORE HOLE CONSTRlICTION V Yell No Special Standard, 0 ~ Depth of completed well v..UII{'... ~ft. . V TO . -.l.. rr. : Seal -1.f' TO ---5. ft. '-' Filter pack ~ft. TO ...lil..ft. DeBbie 18 ft. ESGlJBOa\llllI't.OF WELL By legal description M~AliiGON Coun'y Lane Township Tl75 (No,@Range R;iW (EOf~S""tion Zb 1. NJ:" 1/4 of SW 1/4 of above section. 2. Either Street add"" of well location 5 th & Q Stat ion 1795 N. 5th Street. Springfield. OR 97477 or Tax lot n'umberof well location Unknown 3. ATIi\Cn MAPWITH WCATlON IDENTIFIED. Map sballlnelude approximate scole tmd. north arrow. . (7) STATIC WATER LEVEL: 8 f-t. below land surface. Arte!lian Pressure ____ Iblsq. in. llile 4-9-96 Date (8) WATER REARJNG 7,ONF^<;: o.pth at whkh .,.ter was n"t (otlnd 10 ' From 1b Est Flow Rate SWL 10' 18' 1 aom 8' (9) WELL LOG: Ground elevation 450' Land surf~ Wlf~r-tight cover Swface flush vault l.ocking cap Casing diameter 2 in. malerial 5ch. 40 PVC II\:ldt:<J Threaded Olued o []I 0 Liner diameter ------ in. material ------ II\:ldcd Tb,..ded GIRed o o o Material From To SWL Gravel Fill O' 2' Siltv Clay 2' 5' SandY 'I 5' 18' . ..- .. --- '-'--. ..- --- ., - ,-.- rKt-~ Itl:\., U " loUI hUe started 4-9-96 Completed 4-9-96 .- (uobonded) MoOltor W:lJ Constructor Cenihcsnon: I certify thnt the work I performed on me construction, alteration. or abandonment of this well is in compliance with Oregon well construction ~dard'i.. Materials used and information reponed above are true to Ihe heSt lu10wlcdge and belief. MWCNumber ----- 11\:11",,1: Malerial Benton; te Amn""13/8" (200 lbs. G,oul weigbt 14.1 1 bs./ Borehole diameter gal . 12 io. &ntonitc p~ at IcIlSt J ft. thick SC"," ma,erial 5ch. 40 PVC intcrval(s): From---===.. To From---===- To Slot size 0 ?n in. Filter pack: Material S 11 i ca Sand Size 10-20 in. (5) WELL TEST: =: Pump 0 BaBer 0 Air 0 I-IlowingArteSl3n Permeabiliry -----___ Yield __________ UPM Conductivity ________ ~ -_________ 'Iemperature of water 55 Depth mesian flow found -___ ft Was Wakr analys~ done? OCJ Yes 0 No By whom? Pa~;fi~ Northw~~t laborator;p~ Depth. of 'lr1lla 10 be analyled. From 10ft. to 18 n. Remarks: Signed Da.. (bondc:d) Mooitur ~u Con$U\&cwr Certification: r acrepa: responsibiliry fOf the construction. alreration. or abandnnment worl< performed on this well daring the Cllnstruction dlIres reported ,bove. All . Wjrk pcrf~ during. this time is in eompliuncc with Oregon well construction s dards. nus n::~ IS true to the besr of my knowledge and belief. . ~.~ MW~Numlx:, la::>AA Si", ~. ----;l Onle 5-9-96 ."i:prn rnpvrnN" IlI"'Tf\ TUTJ)n.rn.~...n::D Namenf~i!iing:C.eologi!\tIF.ngineer Mir.nitPl narl ing ORIGINAL.!! F1RSTCOPY-WATF.R RFSOlJRCF_~ OFPARTMRNT on-Boese & &OCI1tEeE4VE9 65 P'.IOCl C Centennial Loop MAY 2 2 1996 Eugene, Oregon 97401 " Coleu"" (541) 484-9484 WATER REsOURCEd,R~ Fax: (541) 484-4188 SALEM, OREGON . .". SCale: '^"~ ."3 '.'r~::~.. ;;~::';,"':-: .d" 1$oJ'.M.~~ ...._:_..;... M ~ _~ I . , ,.i.t:j:~':I' :.I_:.~;'~'.~: ~<P_I' ." ..-.~...:-... _L~-~-f-f-;.~-,...Li...":""'L.. :.~ e ,"'. v. _.:=-'~:;'~;~J~;~~~~:r..~~' "..::"~ .::.,'~ ~,~ . : r' ., ..~ t I L I ...._~..~~_~~.:...!.. ". .~.r ._.._..::.:.~IE3. l .~lIf~~, : , . .~ '.':.,'. .;-;~. ..: '0,' ~~,' .~_...~:'i='~..;'~:~~,:':i:i",", i 1.:":,._; ,d_:,.' :. :f:l~t~~:;, -...:. ~.....;-, -,....~. '.: I _f L _ " '--"/~:.,,-~_. 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T-'i:::.'.~-' ::~~:,'~~~~::.L~~t~~:T~}~ -- ,.-., -:-- __A ~ ~ :-::::~ T~~~'='::-_:'_~ I:..... .... _0' ...__j..__.~_..,'.._._ .,_u._u.J.. I.. ~:~=-~~~.f~.. .'- :..-:~.---=-::--. tf:ti+!..: \>1I-t ~~:' .,!.. __...~_..... ... d_ 'fi"~ . . - ..... '~.. .. ".t};:-::~: -- ::!": l ::',:~.: ':~~'~:: [c~:!:~f~: .t.....;..----..... _._---.._~---. .' . ...........:... 0:' '7 .&::I':".<~ l.f(~~:-'--' . '.-. .. . . '__.n 'n._. ___..._';".;..._..___ It--+-. ~___~~_~~~-=--~:3-:~::i:r:;: ,+::~:: -I. .: . :; .:'~~i?~~;::-~=:J~::~. .::: =~'E!_!f~:-': ~, ,~. __. _ _ . . I. ' ~ :.. "---~"'I'.;-~~-'''''''-- ,- :.:~:'.:::''-~ '_:"1".:!:': ~--,._.-.. , ,*S" . . . ",-.-.... --.----- .... . G st'-z. E...~toH , 00 -~...JIt1N.,T""""'~ -'..--.-., :-.~-f--- .. _.u:..~)~~~~_: ,_{ ~-r:t..r}I~~!".;:':. .-.t. ... '''-::17'-- '~-*" I'.. I ~I~_.=.a.~'r...' c__,-;.CCL' !...:-.::.:.::-:-...... )I~I""r4 U ;0 .Ii' '--;'f~:' .' :. i. u u ._.... ....__ .... ..-..----... N\\.\)-7 _, . .' ~.._ .l-... ., " ~.. f ,IV , . ~"" . 8'OO'E OF OREGON 241 9ffi l\-ft>NIT6-RING WELLREPO ,; ,. L' {as reqalred by ORB 537.765 & OAR 690.240.0 UG - 9 1894 Instructions for com IcOO thJs re art are on the son>>..., I (1) OWNERlPROJECT. WELL NO. MW-' ~~i~~.'~~'bI~CA'I10NOFWELLBYlegaldescription Name Kentucky Fried Chicken yreULx3u~:Co~~ . I~DP Address 5605 North McArthur Blvd.. Suite 650 '\5wnship T17S (N~ge R3W lEo@5ecdoo Ci\Y Irving State TEXAS ZiD 95038 ~ NW 1/4 of NW 1I4ofabov.secdoD. (2) TYPE OF WORK: . ~. Either Stteotaddross Dfw.ll locauoo 650 "a" Street I Sorinqfield. OR ir Tax lotnomberDfweUlocauon 5503 ~. ATL\.CH MAPWITH W=ON IDENTIFIED. Map sball include ,pproxirnate scale and north arrow. f) STATIC WATER LEVEL: . 11 Ft. below land surface. esian Pressure Ib/sq. in. []I New construc!ion o Co,?-versfon o Alteration (RepairlRecondition) . o Deepening 0 Abaodoni),..nt' .. (3) DRILLING METHOD o RotllI)' Air 0 \l.otary Mud. []I . Hollow Stem Auger 0 o"mer o Cable t BORE HOLE CONSTRUCTION Yes No ia! Standards 0 [] [)epth ofcomple"d'w.U ~~{:. --L~ .. ". Seal --L~ TO -A-~. . Filter -=~ TO io.- ~ ?n- ft. Land surface Water-tight cover Surface flush vault Locking cap Cas di~ter. - - 2 in. marena! Sch. 40 PVC Vklded 'Threaded Glued o [] o Uner diameter in. I mareria! ","I<led T\u-eaded Glued j o 0 0 .... Vkllsea1: Material Rpntoni tF~ Arnount3/8" (700 lb ) . I GroUl weight 14 1 1 h<;j Borehole diameter 8 'm. ~to~ plug at least 3 ft. thic Screen materia! Sch 40 PVC interva1(s): From~To ?O' From--=-=- To Slot size n?f1 i.D. FIlter pack: Material r.l Pn" "i'lnn Size 10-70 in. (5) WELL TEST. o Pump .. "0 Ball.or 0 Air , . 0 F10wmg Artesian Pcnncabillty Yield GPM ConductivitY. --. ~ Teroperamre of water 5 5 ~ Depth artes: flow found Was water analysis done? 0 fu (] No __ By whom? Depth of strata to be analyzed. From ft. to Remarks: Name ofsupervising GeologistlEngineeT Robert Good fe 11 ow 'ORIGrnAL & FIRST COPY-WATER RESOURCES DEPARTMEN1i . 26 0." Da" 7-8-94 18) WATER BEARING ZONES: Depth at which water was first found 11 From To Est. Flow Rate SWL 11' 20' '7 1 nnm 11 9) WELL LOG: Ground elevation Material Brown ilt S From To SWL Date started 7-Il-q4 Comple,," 7_A~Q4 (unbanded) Monitor wen Constructor Certification: 1 certify mar the work I performed on the construction. alteration, or abandonment of this well is in compliance with Oregon well conStnlCtiOD - stindards. Materials used and infonnation reported above are Inle to the best kDowleage and belief - - . - MWC Number . Signe-d natc ----------' ft. ~ (bo~ed) M~nltor Well ConstrUctor Cenificatlon: ._ , I accept"m;ponSibility ror the construction, 'alteration. or abandomnenf work performed on this well duriJi.g the construction dates reported above. All .work performed durin 's time is in compliance with Oregan well construction standards. This re 'true to the best of knowledge and belief. MWC Nurnrer 107RA are 8/;>/94 THIRD COPY-CUSTO~ I a:llU D . ~r.- . AUG - ~ 1994 Start Card # 1 ~~.b.EL . ~~~fg~ON OF WELL By legal description ~D Localinn: Connty Lane 'l"wnsbip T17S (No@Rmlgc R3W (En@ Scclion 26 !. NW 114 of NW 1/4 of ahov. secti... ~. Either Stt.el address of weD location 650." Q" S tree t ! Sprinqfield. OR tir Tax lot Domber of weD location 5503 { ATIl\CH MAPWITH LOCATION IDEm1FIED. Map sholl include ,pproslmBte scale and north arrow. ~r STATIC WATER LEVEL: 9 . 5 Ft below land SUIface. Artesian Pressure Iblsq. in. I (8) WATER BEARING ZONES: l Depth at which water was first found ~ . S'r.\TE OF OREGON '" lW:ONIToRING WELLREPO (as required by ORB 537.765 & OAR 6!JIl.240-4J9 etions for com . tbb rt are on the last (1) OWNERlPROJECl: WELL NO. N~ Kentucky Fried Chicken A~ 5605 North McArthur Blvd., City Irvi ng Stale TEXAS (2) TYPE OF WORK: D nrm. RW-l Suite 650 ZiD 75038 " !j Nc;wcon;>tructiQo 0 ~teration(R~Ddition)- o CDD~O~. . _.: 0 ~DJDg'- O';\b..;donment' (3) DRILLING METHOD o ~ Air 0 Rorary Mud [] H~!Jow StemAuger 0 Other t:ORE HOLE CONSTRUCTION 'l!:s No . Standanls 0 [[ ,. -'ocpiii ofcDmpleled weD ';;~{' ----L ~ ' " Seal ---Lft. ro --5.. ft. . FIlter t:ft. TO lift., ~ o Cabl. '?5 ft. Landsurl'ace Watcr.tight cover SurfltCC flush vault Locking cap CMIDg ( wameler 2 in. mmm~ Sch. 40 PVC \\tIded 'I'I=ulod Glued o ~ 0 Liner diameter material \\tIded Threoded Gluod o 0 0 \\tUseaI: MalJ!rial Bentonite Amount 3/8" ( 200 1 b Groutweigbt14.11bs/' B=hoIe diameter ga 1 8 in. Bento~ plug at Iea!t 3 It thick ScreeD materi~ Sch. 40 PVC inferv~(s): Pro~Th 25' Prom-=-. Th Slotsizc .020 in. P'dter pact: Me..n~ clean sand Size 10-20 in. Dale Date 7-8-94 9.5' ,in. I Prom 1b Flow Rate SWL 9.5' . 25' > 1 anm 9.5 I i " i) WELLLOG: Ground elevation -- ; Malerial From 1b SWL i Backfi 11 0 2' . Sand cl av w/some sil " 10.1\' : Gr"vel- w/onm.. sandv 10 <;, ?5' si1+ \ ~f11 'IT 111111 1 0 ?OI' bate stBrted , , (nliboDded) Monitur \\\ill Conslructnr CertificatiDn: ' 1 I Cl?ftify that the work. 1 performed on the construction, alteration, Or ...... ~ ~~~_~ of this well is}n Compliance with Oregon WeD constn:Jction StiDdards.. Materials DSed and information reported ab.ove 8Ie true to the best J~~~OOd~~ MWC~~~ Signed -------- Dale ft. 1..'.)M' =nc ' ~_~~ ' ' ~~ omtor n.... onsttuctor \".(;,IuucatJon: _ . 1 r accept responsihility for the consl:n1ction. alter.ation. or abandonmel1t ~rk. performed on this weD during the consttuction dates reponed above. All it. perl'cmned during this tiMe isiD compliance with Oregon wen coostruction s . This true to the best of Icnowledge and belief: MWC Number 1 0288 1>/2/94 TIIIRD C01>Y-CIlS"rOMER 7/R/94 . CoiIi{ileJl;d' 7/R/94 (5) WELL TEST. . o Pump , =--- DBaller, ' Permeability Conductivi , 'DAir' v::..ld nFJ~wingA.rteSian GPM Thmperature O(Water 55 Was water analysis dollC? Db By whom? Deplh of strata to be ~yzed. Prom Remarks; ft. to . NsmcofsnpervisingGeologistfflogineer Rnhllrt Gnndfllllnw S ORlGlNAL& FIRST COPY.WATER RESOURCES DEl'AIITMIlNT S ',... . . - o <:l ~ :;- ""- \\ . . - -- . . RE'-~nfr:n . AHG - 91994 WATER ftES;;UR.;ES ....t:.r J SALEM, OREGON . ~ ~2S ) , :::l ~ u triO s 6 Q: I[ I[ ~~~ . I . ECEIVEDej I JUN 1 1994 StartCard# , (1) OWNERlPROJECT: WELL NO. . . MW-5 WATER ES~~m~OFWELLBylegaldescription Name Metropolitan Life Insurance Comoany SAL M, .~: County Lane Addn:ss . 101 Lincoln Centre Driye. Suite 600 Wwnship T17S (No@Range R3W (Eo.@)JSediou City Foster-City Slate CA ZiD 94404 I. NW V40f NW V4ofabo.,..,sectioo. (2) TYPE OF WORK: 2. ElIhet Streetaddressofwelll';"ation 650 0 Street Sprinafield. OR 9747 t~':numberOfW1:llIOClltiOn 5500 3. KITACH MAPWITH LOCATION IDENTIFIED. Map ,ball include a . te scale snd north arrow. (~ STATIC WATER LEVEL: I 10 Flbelowlaods1lIlilce. Dale 5-17-94 ian Ptess= 1bIsq, in. DaIc - .. STNI'E OF OREGON -" ~ ~oNrtoRING WELL REPORT . (as rrqulml byOBS 537.765 &: OAR fi9O.~ Instmdiom for com I' tbis rt are on tbelast rn New.cons_trac~on o Couvemon _ 0 A}~Dn (Repair/ReConditionj" o Deepening "0 ~donmen1- . l.aIe,tarted 5/17 /q4 ~ Nnbondcd) Monitor Woll ConSlroctor Certificati= . I I certify that the work I performed on the construction, alteration. or . ~andonment of this wen is in compliance with Oregon well construction ~. ~_~ used and informatio,n reported above are true to the best __. ft t~:edgeandbelief' _____ :~Nomber n oded) Monitor VkIl CoDSlrUctor Certificatinn: I accept responsibility fQJ"'the construction, alterntion. or abandonment " performed on Ihis well during !be construction dan:s reponed above. All ?n ft. . _ WjOrk performed' . is in compliance with Oregon well construction . ~tlmdanls. This the best owledge and belief. .~. MWCNIllDb<:r1n21.1S NameofsiJpervisiogGeologistlEngineer Rnh"r-t- r.nnnf"llm. S F./'7/QIl ORIGINAL & FIRSTCOPY-WATER RESOURCES DEPARTMSNT R THIRD COPY-CUSTOMER (3) DRILLING METHOD o il.omry Air _' 0 !,-omry _Mud UiI Hollow'Su:mAuget " 0 Oiber IBORE HOLE CONSTRUCTION 'lCs No " "a! SraodanIs IX] 0..:"" -~ Of coiIqiJei.d wen-h \au!t {" ~ft. . . TO . ::..L ft. : Seal ---L.ft.. TO .1.Jitt . Futor t:;ft. TO ..2!l.- ft. o Cable 20 ft. Land SU<facc Wttet-tight cover Surface flusb vault Locking cap Casiog diameter 2 i!L material Sch. 40 PVC \\\:l<led Threaded Gloed D. IKl 0 Liner diameter matma1 \\l:lded Threaded Glued o 0 0 __ \\\:ll seal: Materia! Renton i te Amount3/R" (75 lbs) Grootwcight 14.1 1 bsl Borehole diameler ga 1 R in. ~ronite plug at least 3 ft lbick Screeo mat<rial Sr.h 40 PVC " interval(s): From~To 20' From-==-- 10 -- Slntsae . 020 in. Filter pack: Monirial Si 1i ra <;and Size 10-20 in. 26 (I\) WATER BEARING ZONES: ~ at which w_ was fim fuond 10' From 1b Est. Flow Rate SWL ln' ?n' 1 _? nnm -- (9) WELLLOG: I Material Ground elevation 450' From 1b SWL in. d d ." 5/17/q4 (5) WELLTFST: DPump' DBailer . 0 Ail: " Permeability Yie14 Cooductivi'I PH Thmperature of w_ f;f; r"F1J:. Depth artesiao flow found Was w_ aoa1ysis do..? C>> fu DNo _ _ ByWbom? IInknnwn Depth of strIIlll to be analyzed. From Remarks: o Flo]"ing Artesian GPM 5 ftto 00 o C>_ ~c ~o OC> ai~ ~O <:2 ~ CC> ~c O.C uo. ~(I) c~ m'" -,'" .l~ m" ::;:~ -"- '5- (I) ..9tr,Q .u:~ ,,(;1::,~ .tt::~ . . ~ ~ '" ~ b ~ '" ~ ~ ro m ~ o il m ~ o ::' ro m ~ :;! i!! ~ o ~ ~ Ii! iE ~ . Ii " " ,.: ~ . < 6 ~ s .. is. ~ ro ~. 0 - ~ N . ro ~ m ~ ~ ~ 07~6LII$' 0;05L'ilF 09611.L"v OLiiL'il. OiL'ilLilr 061111LilIr PRE.SUBMITTAL REC''o . ~ JUN 1 0 2011 ~ '- ro '" ~ ,,9v.o.tU OM -- 00 ~- !!?~ "' C> m a. ", ~ 2 .. ~ 00 (I) ~o ~'5 N. 2(1) ~~ (f)~ =Itl . o~ . 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'-' u c '" ~ E . e 1;; !!!. c 'iij .2 '" ~ o a. ~ c E I- 1 ~. ~ 2- '" '" .. > . i5 a. E '" ~ ~ 5 ~ ~ '" ;;: '" ." C . -' . o u: '" > '" -' €lI -<: -JI ~ @ ~ >- ~ ~ co r . E e . 1:: 2:- 0; , o 5 . c " . . ., o '" '" => ~ . ~ . , o . c .!!! -. o ~ " '-.' ~ ." '" o '" ~ o '" '" .!l ~ " 'c c E . a. @ ~ u '" o '" 1i o ~ ".~' a. e " , o -" g '" :. '. 0; a. (/l . ,~ '" (/l + 8. (/l >- ." C '" (/l 15 a. '" u . u e w >- ~ . > . (/l III . --0 '" -" "C iij <> ..t"... .... ,,,- iij 5 . ... iij 0; a. '" o U o (/l 0' o' ~, "' ii5 , a;~ 1: ( " 'fJ "0 'fJ .c OJ' ~~ '" . < '0 a. (/l o a. '" >- c o Vi g: , ~ ( " o ~ ; II: iii ~ " ~ '" z, III Q PRE.SUBMITTAL REC'O JUN 1 0 2011 ~II ::>I.t . . Soil Map-Lane County Area, Oregon Fred Meyer Springfield Oregon Map Unit Legend ", ." 'Mipunil'Symbol' ~." . .. "," - ," ".-" . Map Unit Name Coburg~Urban land complex Courtney gravelly silty clay loam Malabon-Urban land complex Oxley gravelly silt I~am Salem.Urban land complex , Acres In 'AOI .....,. ,-, ('," La~e C,?unty Area, Or~go~JORG.3!('. . ,\ ,r'," ' Totals for Area of Interest 1.0 3.5 31.5 6.9 25.3 68.1 1.4% 32 34 76 100 119 5.1% 46.2% 10.1% 37.1% 100.0% USIJ/,. - Web Soil Survey National Cooperative Soil Survey ER&SUBMIII.ALRED JUN 1 0 2011 Natural Resources Conservation Service 5/5/2010 Page 3 013 ....----...- Ma;; Unit Description: Salem-Urban land complex-Lane County Area, Oregon . Fred Meyer Springfield Oregon . . Lane County Area, Oregon 119-5alem-Urban land complex Map Unit Setting Elevation: 300 to 800 feet Mean annual precipitation: 40 to 60 inches Mean annual air temperature: 52 to 54 degrees F Frost-free period: 165 to 210 days Map Unit Composition Urban land: ,45 percent Salem and similar soils: 45 percent Description of Salem Setting Landform: Stream terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Gravelly mixed alluvium . Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water capacity: Low (about 4.8 inches) Interpretive groups Land capability classification (irrigated): 2s Land capability (nonirrigated): 2s Typical profile o to 7 inches: Gravelly ,silt loam 7 to 26 inches: Gravelly clay loam 26 to 60 inches: Very gravelly sand Description of Urban Land Interpretive groups Land capability (nonirrigated): 8 Data Source Information Soil Survey Area: Survey Area Data: Lane County Area, Oregon Version 8, Feb 9, 2010 PRE-SUBMITTAL REC'D JUN 1 0 2011 USDA ~~ Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/5/2010 Page 1 of 1 . APPENDIX B PR.OJECT SPECIFICATIONS . PRE-SUBMITTAL REC'D JUN 1 0 2011 -...... - '- '.,.,. ~ . . . GEOTECHNICAL SPECIFICATIONS General Earthwork PRE-SUBMITIAl RECIO JUN 1 0 201t I. All areas were structural fills, fill slopes, structures, or roadways are to be constructed shall be stripped of organic topsoil and cleared of surface and subsurface deleterious material, including but limited to vegetation, roots, or other organic material, undocumented fill, construction debris, soft or unsuitable soils as directed by the Geotechnical Engineer of Record. These materials shall be removed from the site or stockpiled in a designated location for reuse in landscape areas if suitable for that purpose. Existing utilities and structures that are not to be used as part of the project design or by neighboring facilities, shall be removed or properly abandoned, and the " associated debris removed from th"e site. 2. Upon completion of site stripping and clearing, the exposed soil and/or rock shall be observed by the Geotechnical Engineer of Record or a designated representative to assess the subgrade condition for the intended overlying use. Pits, depressions, or hole created by the removal ofraot wads, utilities, or structures shall be properly cleared ofloose material, benched and backfilled with fill material approved by the Geotechnical Engineer of Record compacted to the project specifications. 3. In structural fiU areas, the subgrade soil shall be scarified to a depth of 4-inches, moisture conditioned"to within 2% of the materials optimum moisture for compaction, and blended with the first lift of fill material. The fill placement and compaction equipment shall be appropriate for fill material type, required degree of blending, and uncompacted lift thickness. Assuming proper equipment selection, the total uncompacted thickness of the scarified subgrade and first fill lift shall not exceed 8-inches, subsequent lifts of un compacted fill shall not exceed 8-inches unless otherwise approved by the Geotechnical Engineer of Record. Fine-grain soil fill is generally most emictively compacted using a kneading style compactor, such as a sheeps-foot roller, where as granular materials are more effectively compacted using a smooth, vibratory roller or impact style compactor. 4. All structural soil fill shall be well blended, moisture conditioned to within 2% "of the material's optimum moisture content for compaction and compacted to at least 90% of the material's maximum dry density as determined by ASTM Method D-1557, or an equivalent method. Soil fill shall not contain more than 10% rock material and no solid material over 3-inches in diameter. Rocks shall be evenly distributed throughout each lift of fill that they are contained within and shall not be clumped together in such a way that voids can occur." 5. All structural granular fill shall be well blended, moisture conditioned at or up to 3% above of the material's optimum moisture content for compaction and compacted to at least 95% of the material's maximum dry density as determined by ASTM Method D-1557, 98% of ASTM Method D-698, or an equivalent method. The granular fill shall not contain solid particles over 2- inches in diameter unless special density testing methods or proof-rolling is approved by the Geotechnical Engineer of Record. 6. Structural fill shall be field tested for compliance with project specifications for every 2-feet in vertical rise or 500 cy placed, whichever is less: In-place field density testing shall be performed by a competent individual, trained in the testing and placement of soil and aggregate fill placement, using either ASTM Method D-1556/4959/4944 (Sand Cone), D-2922/3017 (Nuclear Densometer), or D-2937/4959/4944 (Drive Cylinder). Should the fill materials not be suitable fOl testing by the above methods, then observation of placement, compaction and proof-rolling with ~ loaded 10 cydump-truck, or equivalent ground pressure equipment, by a trained individual may hp. l1c;;:pn to :::";;:r;;:P.,, ~nci nn(,.llmf"';nt thf": c.nmnliFmr:f': with s.trl1ctllr~l fill sneciflcations. ell l:i o ....... ..... 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