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Drain ReportWAL-MART STORE # 3705-00 SR 507 Yelm, Washington (Thurston County) '. Drainage Report ~~~~~~~ AN p Q~ 9 ~~~6 and Erosion Control Report June 13, 2005 Revised /anuary 5, 2006 1. . • .. . ~ ~ ,' 606 co~umela si Nw r 360.786.9500 suer[ 106 F 360.786.5267 OLYMPIA, WA 9$$01 WWW.PAC LAN D.COM Prepared By: Applicant: PACLAND WAL-MART 606 Columbia Street N.W. S.E. 10'" Street Olympia, WA 98501 Bentonville, AR 72712 (360) 786-9500 ' FAX: (360) 786-5267 Contact: William Dunning, PE Mike Beach Project Engineers Certification William E. Dunning, P.E. ~~, r! ,: ~ `., ~, ~, ., -1~- ~.~-ob ,., .. ,~., --~ ..~_- D~._ "I hereby certify that this Drainage and Erosion Control Plan for Proposed WAL-MART Store # 3705-00 has been prepared by me or under my supervision and meets minimum standards of the City of Yelm and normal standards of engineering practice. I understand that the jurisdiction does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities designed by me." t TABLE OF CONTENTS DRAINAGE REPORT 1 PROPOSED PROJECT DESCRIPTION 2 EXISTING CONDITIONS 3 INFILTRATION RATES/SOILS REPORT 4 WELLS AND SEPTIC SYSTEMS 5 FUEL TANKS 6 SUB-BASIN DESCRIPTION 7 ANALYSIS OF THE 100-YEAR FLOOD 8 AESTHETIC CONSIDERATIONS FOR FACILITIES 9 FACILITY SIZING AND DOWNSTREAM ANALYSIS 10 COVENANTS, DEDICATIONS, EASEMENTS 11 PROPERTY OWNERS ASSOC. ARTICLES OF INCORPORATION 12 WA STATE DOE MINIMUM DEVELOPMENT REQUIREMENTS EROSION CONTROL REPORT 1. CONSTRUCTION SEQUENCE AND PROCEDURE 2. TRAPPING SEDIMENT 3. PERMANENT EROSION CONTROL AND SITE RESTORATION 4. GEOTECHNICAL ANALYSIS AND REPORT 5. INSPECTION SEQUENCE 6. CONTROL OF POLLUTANTS OTHER THAN SEDIMENT Appendix A Figures: Eigure 1 -Vicinity Map Figure 2 -Existing Conditions Figure 3 -Drainage Basin Map Figure 4 -Proposed Site Plan Figure 4 -Proposed Grading Plan Figure 5 -Temp. Erosion and Sediment Control Plans Figure 6 -Boring and Test Pit Location Map W/Infiltration Testing Results Appendix B Storm Drainage Design and Supporting Documents Pipe Capacity Calculations Contributing Drainage Basin Areas Parking Lot Detention Pond and Pump Sizing Calculations Roof Detention Pond and Pump Sizing Calculations Stormwater Pump Information Infiltration Gallery Sizing Calculations Joel Massman Calculations Treatment Device Sizing and Supporting Documents Appendix C Geotechnical Report Appendix D Thurston County Facility Summary Report PAGE 4 4 11 11 12 12 13 13 Appendix E System Maintenance Proposed Retail WAL-MART STORE # 3705-00 SR 507 Yelm, Washington (Thurston County) Drainage Report 3 1 Proposed Project Description ~ This report accompanies the Site Civil Plans for the construction of a new retail development on the north side of SR 507 SE in Yelm, Washington (See Vicinity Map, Appendix A). The property site is located in a portion of Section 29, T17N, R2W. Construction will include the installation of erosion control measures, clearing and grubbing, construction of the building pad subgrade, ' water and sewer utilities, permanent drainage improvements, construction of a 184,305 SF single story retail structure, parking lot paving and landscaping. The project site is approximately 15.3 acres. The project site plan is enclosed in Appendix A. The development proposes to construct a single story 184,368 square foot retail structure. Approximately 9.34 acres of impervious pavement and concrete ' surface for sidewalks, asphalt parking, and driveways, is to be constructed, and approximately 1.36 acres of pervious landscaping. Approximately 4.68 acres of building roof area is to be constructed. We are including with this report an Erosion/Sediment Control Plan that meets the requirements of the current City of Yelm Development Guide. Proposed SD System The site is divided into several different basins for control of stormwater runoff. The runoff from the stormwater that falls on the site will be collected in a system of catch basins that will convey the runoff in underground pipes to a detention tank where it is pumped to a Vortech's° System vault where it will be treated for water quality before draining in an infiltration facility. The infiltration facility will use Stormtech° chambers for storage and distribution of the stormwater runoff prior to the water being infiltrated into the soil stratum. The Vortech's° System provides the advantage of an inlet system to remove silt hydrocarbon, and sediment from the water before the runoff is distributed through the infiltration chambers. 2 Existing Conditions Currently, the project site is developed with both residential and commercial structures. A livestock auction building with associated stables and riding arenas is located on the western half of the site, and also includes an adjoining Mexican restaurant in the southern portion of the site. A large gravel drive and parking area is located to the east and south of the restaurant and livestock building. The compacted gravel and dirt comprises most of the ground cover on the western portion of the site. The western half of the site also includes two manufactured homes and a well house. The east half of the site is currently occupied by four residential structures. Two manufactured homes are located in the north central portion of the site, and two conventional homes are in the southern portion of (the eastern half of) the site. The southernmost structure is unoccupied and is being used as a pottery shop. The majority of the ground cover is grass in the pasture areas with scattered trees and landscaping located primarily around the existing structures. There is no sanitary sewer line serving the property, and all buildings use a septic system with drainfields. The property slopes gently from west to the east, and slightly to the north, with an elevation change of 5 to 10 feet across the property. Approximately 150 feet from the west property line is a mild ridgeline resulting in the western 150 feet of the site draining to the west. So, no stormwater runoff from off-site drains onto the site from the west or from the east. Based upon the topographic survey, there is no upstream basin that flows overland onto the site, since the property is bordered to the south by SR 507. There are no streams or lakes located on the property, and on-site stormwater runoff appears primarily to infiltrate, with some overland flow running off of the site across the north, east, and west boundaries during significant storm events. 3 Infiltration Rates/Soils Report A geotechnical evaluation was performed on the site by Zipper Zeman Associates, Inc. The report is titled "Subsurface Exploration and Geotechnical Engineering Evaluation" and is included in the appendix of this report. Soil borings and test pits were performed and the logs are included in Appendix A of the enclosed geotechnical evaluation report. A copy of the "Site and Exploration Plan" has been copied from the Geotechnical Report, the infiltration test results added to the plan, and is included in Appendix A. 1 Tests performed on site determined infiltration rates in the range of 390 to 9,820 inches per hour. The lower range of 390 inches per hour was found at only one test location. In the opinion of the soils engineer, the soils at this location did not appear to be different than at the other locations, and the lower rate could be due to cobbles or a boulder under the end of the test pipe. The 'Drainage Design and Erosion Control Manual for Thurston County' allows a maximum design infiltration rate of 20 inches per hour, to justify using the 'Minimum Storage Volume Table 4.1' in the'Drainage Design and Erosion Control Manual for Thurston County,' 17.5 inches per hour was used as the onsite infiltration rate. Given that the lowest measured rate was 390 inches per hour, the safety factor for infiltration rate would be approximately 22. ' Additionally, long term infiltrations rates have been determined to be above the allowed 20 inches per hour, based on the attached Joel Massman calculations ' S 1 LJ 1 ll (see Appendix B). The total minimum infiltration area required to reduce the potential for groundwater mounding is 20,000 sq ft. 4 Wells and Septic Systems A number of on-site wells and septic systems are located on the property, and are identified on the survey. (See attachment in Appendix A) 5 Fuel Tanks No fuel storage tanks have been observed on site. 6 Sub-Basin Description Due to the topography around the project site, there appears to be no upstream basins bringing water onto the site, and no defined routes for water to flow off- site. Any stormwater falling on the site either infiltrates into the soil stratum or sheet flows across the northern and eastern boundaries. 7 Analysis of the 100-Year Flood There are no streams or lakes located on-site or adjacent to the site. The site is not located within a' 100-Year Flood Zone. The site is adjacent to a high groundwater area that experienced surface level groundwater in 1996 and 1999. The groundwater rose to a peak elevation of approximately 340 adjacent to the site. The existing grades in the northeastern corner of the site are at an elevation of 339 and 340, which then slope up to an elevation of 352 in the southwest corner of the site. The building finish floor elevation has been set at elevation 346.0, to reduce the potential of flooding in the proposed facility. 8 Aesthetic Considerations for Facilities All of the proposed facilities for collecting, treating, and retaining/releasing stormwater runoff will be located below grade and thus will not be a factor with respect to the aesthetics of the site. 9 Facility Sizing and Downstream Analysis FACILITY SIZING The storm drainage system for the site was designed to handle runoff from the 100-Year storm as determined using StormShed 2G by Engenious Systems, Inc. The proposed site configuration, grading and drainage will collect and convey the stormwater to the water quality treatment facilities which will drain to a detention vault that includes a pumping system to convey the stormwater to the infiltration gallery for the disposal of stormwater runoff. Storm drain catch basins and underground pipes will be used for collection and conveyance, underground Vortech's° System 3000 vault (by stormwater 360) for stormwater treatment, and an underground detention/infiltration gallery for stormwater disposal into the soil stratum. The Washington Department of Ecology has approved Stormwater 360's Vortechs System with a "General Use Designation" for pretreatment and a "Pilot Use Designation" for oil and grease treatment, and recommendations for other applications. The Vortechs° System 3000 vault is sized to treat runoff from the 6-month 24- hourstorm for the entire basin. This runoff will be pumped to the treatment at a rate of 2.56 cfs for the 6-month 24-hour storm. The Vortechs° System 3000 vault is equipped with a 5 foot diameter grid chamber being able to treat 4.5 cfs, thus the Vortechs° System 3000 vault exceeds the 6-month 24 hour storm. The roof runoff will be collected separately and conveyed directly to the detention and infiltration system. The Vortechs° System 3000 Vault was chosen for the site for its water quality benefits and because of the low elevational drop through the structure which is ideal for use in high groundwater areas. The Vortechs° System's swirl- concentratorand flow controls work together to eliminate turbulence and to provide positive removal efficiencies throughout the full range of operation. With the most comprehensive lab, field and third-party testing in the industry, the Vortechs° System delivers proven results and site-specific solutions for all applications and rainfall conditions. It should also be noted that the initial portion of the higher intensity rainfall events, which conveys the majority of the hydrocarbons for the storm event, is still treated until the storm flows exceed the DOE recommended flow rate for the water quality system design. A bypass weir places upstream of the Vortechs® System vault provides the proper treatment flow rates for the storm water. The system is designed to prevent the re- suspension of accumulated contaminants. Calculations for the stormwater management system are included in Appendix B of this report. Pipe capacities are calculated using the 10-year storm for the site and are included in Appendix B. DOWNSTREAM ANALYSIS The rainfall landing on the subject site will continue to be infiltrated, in accordance with the existing conditions. Under the existing conditions, it is likely that a small amount of the total runoff may be flowing overland off of the site during larger intensity storm events. If the site were being developed and stormwater runoff flowed overland from the site, then erosion control and flooding issues downstream of the site would require detailed analysis, since the rate of runoff for overland flows would be increased. However, in this situation, where stormwater is being infiltrated, no additional runoff is flowing overland off of the site. Therefore, there is not an increased potential for downstream bank erosion. ~1 Whether there is a potential for stormwater runoff from the developed site to impact a high groundwater flooding condition (which was experienced in the flood of 1996) should also be discussed. In the vicinity of the site, groundwater flooding during that flooding event reached a peak elevation of approximately 340 (NGVD 29). recommended by the City and the County. For this reason, there is not anticipated to be a downstream stormwater impact from this proposed development. The proposed infiltration system for the site is designed to infiltrate stormwater at a minimum elevation of 346 (NGVD 29). This is expected to provide a minimum of 6 feet of separation between the high groundwater elevation previously experienced to optimize the ability for the infiltration system to properly handle the stormwater should another high groundwater event occur. Although the City code does not require this amount of separation between the bottom of the infiltration facility and the high groundwater elevation, the applicant is proposing to provide this separation in accordance with Thurston County's recommended separation for high groundwater situations. This will allow the site to properly infiltrate stormwater runoff even during a worst case event, such as a 100 year-24 hour storm event occurring simultaneous with high groundwater flooding. Thus, the potential for emergency overland stormwater runoff flow leaving the site has been reduced to the maximum extent 10 Covenants, Dedications, Easements All facilities will be located on-site and will be located beneath the asphalt surface. The owner will provide the maintenance of the system. 17 Property Owners Association Articles of Incorporation N/A 12 Washington State DOE Minimum Development Requirements Minimum Requirement #1, Erosion and Sediment Control (ESC) Erosion Control Requirements #1 through #15 have been met and are demonstrated on Erosion and Sediment Control Plans D-1.1 through D-2.0. These plan sheets are included in Appendix A. Minimum Requirement #2, Preservation of Natural Drai On-site stormwater runoff primarily leaves the site via infiltration. The proposed system will infiltrate all of the stormwater runoff in the developed condition. Minimum Requirement #3, Source Control of Pollution Source controls will be utilized during construction by using a staging area for fueling and maintenance. The staging area will use perimeter controls ' to prevent any contaminants from leaving the defined staging area. After project completion, the roof runoff will be kept separate from the surface runoff until after treatment of the surface runoff. Minimum Requirement #4 Runoff Treatment BMP's Vortech's° System vaults by Vortechnics Inc. (or equivalent) will be used to treat runoff from the site. Minimum Requirement #5 Streambank Erosion Control All runoff from the site will be infiltrated into the soil stratum, and will therefore not contribute to streambank erosion. Minimum Requirement#6, Wetlands Does not apply. Runoff does not drain from, nor to, any wetlands in ' either the existing or proposed condition. Minimum Requirement #7, Water Quality Sensitive Areas ' The site is located adjacent to a high groundwater area and for this reason, the compost filter/media cartridge water quality systems are proposed. Minimum Requirement #8, Offsite Analysis and Mitigation Since the proposed drainage system will model the existing situation of on-site infiltration, off-site analysis for overland flow and downstream effects in ' drainage channels, creeks, or rivers is unaltered. However, due to the high groundwater scenario, the potential effects of infiltration on above ground high groundwater flows have been evaluated are included in Section 9 of this report. Minimum Requirement #9, Basin Planning Does not apply, the site is not located in a basin planning area. Minimum Requirement #10, Operation and maintenance All of the storm drainage system will be on-site and will be maintained 1 by the owner. A maintenance schedule is included as Appendix D. Minimum Requirement#11, Financial Liability 1 The owner/developer will pay all required fees and bonds as determined by the controlling jurisdiction. Proposed Retail WAL-MART STORE # 3705-00 SR 507 Yelm, Washington (Thurston County) Erosion Control Report Erosion Control Report All erosion and sediment control measures shall be governed by the requirements of The City of Yelm Development Guide. A temporary erosion and sedimentation control plan has been prepared to assist the contractor in complying with these requirements. See the attached TESC plan. to 1. Construction Sequence And Procedure The proposed development includes an erosion/sedimentation control plan designed to prevent sediment-laden run-off from leaving the site during construction. The erosion potential of the site is influenced by four major factors: soil characteristics, vegetative cover, topography, and climate. Erosion/sedimentation control is achieved by a combination of structural measures, cover measures, and construction practices that are tailored to fit the specific site. Prior to the start of any grading activity upon the site, all erosion control measures, including installation of a stabilized construction entrance, shall be installed in accordance with this plan and the construction documents. The best construction practice will be employed to properly clear and grade the site and to schedule construction activities. The planned construction sequence for the construction of the site is as follows: Flag and stake clearing limits. Arrange and attend a preconstruction meeting with the City of Yelm. Clear and grub site. Install erosion control features (Silt Fence, Swales, Sediment Ponds etc.) Field locate all utilities. 6. Grade the site. 7. Install sanitary sewers, storm, water and other site utilities, providing CB inlet protection at the new inlet locations. 8. Install permanent Vortech's° System water quality vaults 9. Install permanent infiltration system to be brought "on-line" upon completion of permanent storm system and site stabilization, as approved by the city engineer. 10.Thoroughly clean new storm system, including detention vault, upon completion of paving to prevent disruption to permanent infiltration facility. 11. Remove temporary erosion control facility upon stabilization of entire project site, as approved by the city and project engineer. 2. Trapping Sediment Structural control measures will be used to reduce erosion and retain sediment on the construction site. The control measures will be selected to fit specific site and seasonal conditions. The general site area is sloping gently to the east with 5' to 10' of relief from west to east. In consideration of the area topography and site soils, minimal erosion control and sediment trapping measures will be needed during construction. Cutoff swales and Sediment retention basins (Silt Ponds) will be used to convey and retain storm drainage runoff on site. There are no paths for stormwater to flow off-site included in the erosion control BMPs. The water in the sediment retention basins will be allowed to drain, using Gravel Cone Risers, to temporary infiltration basins where the treated water will infiltrate into the soil stratum. The sediment retention basins shall not be constructed over the top of permanent infiltration facility locations. The following structural items will be used to control erosion and sedimentation processes: • Stabilized construction entrance • Filter fabric fences • Silt Socks • Cover measures • Sediment retention basins (Silt Ponds w/Gravel Cone Risers) Vehicle tracking of mud off-site shall be avoided. Two gravel construction entrances are proposed to be installed on the site. These entrances will be located on-site and access during construction is expected to be limited to the future SR 507 loop road entrance points. These entrances are minimum requirements, must be properly maintained, and shall be supplemented if tracking of mud onto city and county streets becomes excessive. stormwater shall be infiltrated on-site during construction. The contractor shall ' construct cutoff swales and temporary infiltration basins to keep stormwater from leaving the site. If stormwater leaves the site, the contractor will be responsible to adhere to the following, as well as NPDES, requirements: Vegetative cover is the most important form of erosion control, construction practices ' must adhere to stringent cover requirements. More specifically, the contractor will not be allowed to leave soils open for more than 60 days and, in some cases, immediate seeding will be required. During the period of November 1st through April 30`h, all ' disturbed soil areas will be stabilized within seven days. Due to the nature of on-site material (refer to soils report) and low run-off potential, contractor may at his own discretion leave areas exposed provided that erosion control measures are in place and adequate to avoid run-off from directly leaving the site. Areas next to paved areas may be armored with crushed rock subbase in place of other stabilizing measures. 3. Permanent Erosion Control And Site Restoration ' Pavement and Building construction, as well as grass or ground cover planted on all exposed areas will provide the permanent stabilization for the site. 4. Geotechnical Analysis and Report A Geotechnical Engineering Report has been prepared by Zipper Zeman & ' Associates Inc. and is included as Appendix B of this report. 12 5. Inspection Sequence -weekly and after major rainfalls J d N t+l V VI ~ n m ~ O N t.l O ul ~D N ~ P O N N N N < N v N v N v W v N v N v N v N v N v N v N v W v N v N v W v 3 N v 3 N v 3 N v 3 N v 3 N v 3 N v 3 N v 3 N v 3 W v 3 w 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Silt Fence N ok $ Ng E W Construction Entrance E W Storm Line Inlets * Dai ly Ng = No good Ok =Okay September 15'h - Planting and Site Stabilization Hydroseed Approved Sod Approved Landscaping Approved The ESC Lead shall be the responsibility of the contractor. Prior to commencing work, PACLAND shall be responsible for any comments to the erosion control sequence. Contact: PAC LAN D 606 Columbia Street N.W. Suite 21 1 Olympia, WA 98501 (360) 786-9500 FAX: (360) 786-5267 Contact: William Dunning, PE Mike Beach 13 ' 6. Control of Pollutants Other Than Sediments 1 Pollutants shall be controlled on the work site with a Fuel Management Area per the Department of Ecology. This shall include a centralized area for equipment, ' concrete truck washing and temporary storage of debris and stockpiled materials. 14 APPENDIX A -Figures FIGURE I - VICINITY MAP ~~ 'i W 0 Y W W U ~, 0 i ` ~o AVE SE SF c ~ ~ ~ \o I SR 507 SE -----~~ ~~ ~`--- tiOTH A ~ - SR SO) Sf i PROJECT SITE ~ FUTURE SR 507/ 510 CONNECTOR LOOP VICINITY MAP N.T.S. N.T.S. P{ ~PO~ c9h g PQ O ~ 2 U ~~ IR O G 9 ~ 1D o ~~ W 105TH ~ P ! CITY UM Ci;/ Y JV J1/~ / ~ T V SITE LOCATION 109TH noTH ~~ ~ COOK ~y ZP hI~ suavErox's cERT~TCaT~ PA ]RKK 1 BFFIIIFA dlne141E NR IXY L9 iTE1D 1lUPK: acrmm 21. zx » 616 zoR [~ NO1fl6W 2 1 f 4 Xml ~J~i ~WL~ LEGAL DESCRIPTIONS ($TEWART TITLE REPORTS NO. 998864, 500105, g 998JiS) PMLII I R 91RT 9AWNSILYI N0. 5}SR,; As REmKKD aaKlVl 14 I WAL NCUt REN.M1n Na 6112190119. M FASFYpr RXt WaIESS [WRS ANO ViBInSS M r41FA1E0 W M fAR R 96Ri SbdN31a1 NJ. SS-2m1, M prCCKF-D CECdeW r0. IMS UNDER R[aFR10 N0. m121W110. PA.im. S R 9KN] 9lBaN9CM Wl 55-A0; AT RCa110F6 OraA®Fl1 10. 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DAZE DE9ONED BCALE JOB NUNBER ~~v~~i DRAIXNC NUNBFR J N:RIEY R A0..VBiMENi TO N:RROAI DAMN .MAI P.B 9 DRAHN:.MM NOR. 1 - 60 Dh1A61 ~ ST1~~~DFi SURTL111~Ci~ iNC. Rofeedodl lend Sune n 1161BUAP.Dxc ~ LOt AREA OgflRECRQY ,9,IM PJ3 1 J1 LNELYED: PJ3 NRi 6AiE n H19c P.WNYWT ux[ sF APPROYID:PJ9 BOOT( IP I6 01 LLnWA ~ nnfof (x01 tm-~ SHEET a DF 4 I CCRflECRQVS PER PACIAND M PJB IP B 1 1 FIGURE 2 -EXISTING CONDITIONS 1 0 I .. .-~ ~ ~ z ~.y o O y ~~ M r. o ~ r °o I 1 I ~ FUTURE SR 510 LOOP ,i ~ ~ ~ ~ _sar36'arw _ ~ ~ _ ~ _ \ y I ,, F ~ ~ ~ , , ~ _ _ ,.. 870,76'... _ . ~, -, . ~- - -_ -~ --- __ - - - _---750-44=-= -,- - - - _ _ - -_- -.- - ----_--- _ - - - - _ - I ~ _. ' m . ,, W D O f ~ V d.- O .. W ~ \ I -~ ~~ i . f { 1 '~ ~ ~ ~ .. N ~ O m ,, I i _ _ N o , _ -~ ~~ 1 ~ ~< <? ~ ~ _< ~ ~ o'= i ~ ~ , ~ ,- (~~ I ~ - ,.• -. v, ~ << <~ ~ .. . ' ~ ~~ . . ~ N ~ ,.. -_ .- I ~ ~ ~ ~ ~ _. .~ ~ _ -_ ~` ~ 7 ~ ~ ~ ti ~ _ ~ ~~ D N ((~~ - -" ~ _ wo~ ~ ... - o o -~ ~ a s?' _ -- ~ , ' N - ~ e c ~ ,, , c c ,. - 1-1 ~ ~ ~_ __ I _. ., ~ ~ ~ ~ ~ __ . ~, m s . a ,' ' 1 - ~ , °" , ~~ ~; ' ~ ~. ~ ~~ ~ ~ ~ d ~ I - ~ / _ , I ~ i ` G71~ '. ? Q ~ _ ~ A ~ b S _- , c<-T CCCC C a v a a< cv c cccccc c cc c N << I I 4 L lJ J I ~ _ ~ , ~, _ _ _ _ _ _ B75.A' ~_ ~ -' / ~ .- o v; ~ i ~ ~ , ~ ~ .... .._ - \ ' u J ~ ~ f I WAL-MART STORE #3705-00 ~ ~ WASHINGTON 98597 YELM FIGURE 3 ~ ~ , , DRAINAGE BASIN MAP 60fi Columbia SL N.W., Sul[e 106 T (360) ]86- Olympia, WA 98501 F (3fi0) ]66- 9500 526] SCALE 1' ° 100 01/05/2006 www.PnclsHO.con FIGURE 3 -DRAINAGE BASIN MAP ERwR BRAND scREENwpu ' 29 M SEC T17N R2E W t ExlsnNC/PROpaseo a rau wP OF EOUIVALENi TTPE ANO COLOR i0 , . . , ., . GREASE INTERCEPTOR REFER 12'•X 9D BALE / ' .. SETBACK LINE -, i BE APPROVED BY ENG'NEER i0 ARCH/MEP PLANS PALLET ENCLOSURE 1 AN U 5887,_}08"E _ L AK U AF AN U.;'. Z AK U Z= AN D' S_B 2707•( AE AK U AK, - ._~er_ 4 '_t N: I i •: . 3699b' -!, S ...: r - ~.. " ...:. 5 `.2496 > 25 1 x e e o a o 2 ?' L ._ -'..' m ,: PRCPOSED I •~?4 X,110 TRULX ~ ,y , ~-'~-' 10' URLITY + I IdA,NEllVEAINC AREA, • j,~ ~ ' H X 5 :N ~ 1 .33' ~ u_~--.- - ' II CASEMENT r ~ a 'F44.9$ '1 S ~ Fes'. ~ 1 i - I '-M - "» fi4 00 c roI d 'ri 'R. 3N AftEP ~ _..K _ N Uf,K L 4q IG A ~ :. ' 1 I % G : ;E kFCn W ANSI 1° 'SF 4 h l .•,' , +~ I i AK l?~ d 588'^ D6- 20933 137.33' "1 f ~~ i* S .-. G G D " 4 I a 1 ~~ -1 ~ 3 _3' q ~~I--E%ISTING PROPERTY LINE TO BE K I '° N OIL INIERCEPiOR REFER ~ CONSOLIDATED PRIOR 70 CONSTRUCTION F . : I I - 70 ARCH/MEP PLANS. s, .-+OP9liIL01NG FOOtINGS -~ I - " ~ i -'. .~ G ~ H E%ISTNG F AI ~~ ~ i _S ~ ?_' AK U i BUILDING 10 BE AK F ~ f4 1 ~.-EMOL4SHFA. . _. - I - Y OR REMOKP ExISTINC a ~. '~'~BUaowc to BE~~~~ _ T 4 y ~-. I Y.N .PY AI . > DEMOIISHEO ~. V W~LJ LIIJ LJ a ~ I ~ ,, ~. ~ LI , ~: GREASE dN7ERCEPTOR .:' _~,.i ~ ~ ~~, ~c~~. C ?T6-'SGL-OL REFEa rp ARCH/~EP , " ilE SIGN I 1 ~ GROSS SF = 184,366 SF i - ~ PLVJS ' APPRO%. 32 4 S d R FFE = 346.00 ~': ~ • SF. SEE y I I ~ '~ ~ E%ISTNG WCLCTO'DE', SHEET C-1.2 i A - /` I ABANDONED ANp CAPPED , O. FOR ' I i 1 I ' IN ACCORDANCE PATH ' LOCATIQV I i ~ __ _APpE1J:nRIF Rtt.II Ai flay: _ ANy 1 1 1 I ~ ' PROPOSED BUS I I I ~ N LANDSCAPED END ISL'AND¢ STCP IN THIS AK o REWIRED BY CITY CODE --- ~- LOCATION =~ I ' U 134. 6' G ~ ~UNE LNG SETBACK n t N V' I ~~?~ 0 { i 5~ .. I ~, .: C D F G G AM E C D E F AJ _ K y I }0 '" CVTDw7R CMDCPI CENT R i Q "' .56 E iDf6 sry R I ~ ~ } A ~ 'E D V E 0 ~~ "P .CAN($' p O, _" m 4033 C d PY d' !ARY ACCESS. I AI ~i, I ,nl~~ -+-~-P-~Ivvvw----1111y~1~CV~l -. AN. ti-aY.- -'~F LOOP ROAD IS A%~ I ~ CgAPLElEO. (2010) ! IL F ~'~ /~ 1EMPORARY'OUTDOO4 c-y SEASONAL SALES AREA ; (REWIRES SCREEN I FENGNG) D 4~ PROPOSED-` '~ I ~~VY ~' ~ ~ I r. ~ ',. L1J '~, +~ a3ao1 Q ~ '/t`~I'IiY-li /~i ~~ _• L _-2 $_._.~~: _ >_ r ~qOPOSED 1RAFFIC 9GNAL ' <6` SEE ROADWAY IMPROKMENi PLANS LEGEND 0 SID. OUIY PAKMENT c-flo I~ HEAVY DUTY PAKMENT c eo 0 CONCRETE PAKMENT CALL 48 HO URS IS11NG/PROPOSED E BEFORE YOU DIG I 800 424 5555 I C"%4g o % Z I R A 1~ SETBACK LINE °~ S v EkIS11NG GRADE Ai POTENTIAL NIGH I `~' 1 GROUNDWATER AREA 1 10 DE PRESERVED ~, I 0~ I ,. Pa s SR 507 SE `~ R ~ 507 SE AN U ' o I B~°H~ ~ PROJECT SITE i GRAPHIC SC ALE ~ I ~RD S / - f FUTURE SR 50]/ 510 CONNECTOR LOOP -- - ~ ~ -- 1 110TH AK SE ~rN ten, 1 AN u fl-'° " VICINITY MAP SITE LEGEND ".TS. 1 CA 6" MADE FIRE LANE STRIPING PAINTED TRAFFIC RED WTN 'NO PARKING FIRE LANE" PAINTED PATH 4- HICHe 1 WWII LETTERING AT 25' oc. SEE DETAIL SHEET. c-aa O AREA STRIPED AT SYSL/4" AT 45' ®7-D" ac. © PEOESIRIAN CROSSWALK WTH 4- WDE PAINTED WHRE STRIPING Al PARALLEL TO DIRECTION OF TRAFFIC AT~ " WHILE STRIPE PERPENOILULAA ON BOTH ENDS UNLESS NOTED OIHERWSE. SEE 9TE c-fl2 2'-0. O.C. AND (I) 8 7 PLAN FOR 'MOTH. I OD PEDESTRIAN CROSSING SICK WIIA-2 AND WIIA-2P TYPICAL AT PEDESTRIAN CROSSWALKS AS NOlE0 0 , a PLANS. C-&4 [-B1 1 EO 'RECD' PAINTED WHITE ON PAKMENT 7VPICAL. SEE DETAIL SHEET. c ea YELM O RAMPED PAKMENT AT FRONT Q STORE TO BE FLUSH WTH TOP OF SIDEWALK Ai S.OF MA%IMUM. REFER TO ' ~ CITY 1 LIMITS MCHIIECTURAL PLANS. © SEE MGHITCCTURAL PLANS FOR E%ACi AZC, LOCATION FOR Si00P9, STAIRS AND/OR RAMPS E%li PORCH 1 . THAT MAY BE REWIRED. RAMP PAKMENT FLUSN WIH THE TOP OF STOOP. ~ , « .- : -.~ - ~ O 6'0 PIPE BOLLARD TYP. UNLESS NOTED OiHEAVASE. SEE DETAIL SHEET. e C-90 ; E; ~ lO Ai GRADE OKRHEAO DOOR LOCATION. SEE AACHRECNRAL PLANS FOR E%ACi S12E AND LOCARgd FOR ~- 1 COORDINATION MTH GINL PLANS. Im O 4- WIDE r I}0' LONG YELLOW PAINIID iRU[I( AIIGNMENI STRIPES. SPACED 10'-0- OC. CENTERED ON DOOR ~ ~ .. KO CWCREIE COMPACTOR PPD. REFER i0 ARCNITECNRAL PLAN FOR E%ACl LOCATION AND SLOPE. © CONCRETE 7RANSFORMCA PAD ANO SNITCH GEAR PAD. CWIRACiOR i0 COOADINAIE WITH LOCAL POWER * 1'. COMPANY FOfl DETAILS. ' 8' TALI SUPERIOR O ACLESSIBIE PARKING SPACE TMICAL. SEE DETAIL SHEET FOR ACCESSBLE PARKING SPACE SIZE, SIGN AN~ c ea BRAND SCREENWALL W SYMBW ('VAN'-INDICATES VAN ACCES4BLE SPACE) EDUIVALENI, TYPE AND O COLOR i0 BE MPAOKD N I e 3' HIGH, ZO' TONG OECOAARK LANDSCAPE WALL c_q1 _ •. BY ENGINEER. Op 8' MOE PEDESTRIAN CROSSWALK. EDGE LINES PAINTED SWSL/B" WITH INSIDE STRIPING PAINTED SWSL/4' AT w 1; 2'-0' o c PERPENDIWLAR t0 EDGE UNES. , 3x © CART CORRAL TYPICAL-SEE DETAIL SHEET FOA CART CORRAL DETAIL Uy0 N?' AN O 10' % IS' STRIPED AREA PAINTED SYSL /4- AT 45' & 2'-0- o c. Ai JB CRANE LOCATION. SEE ARCH. PLANS. O AND GUTTER -TYPICAL. 4- PAINTED ttLLOW D o Q T L E RA l '" 1. C P RPENDI ILM iO PARKING SP STR PING ®7 O O I C ea yK ' 1}; O I8' CONCRETE CURB AND WTTER TYPICAL ~ Bo ~ Oi PAINTED OIRECRONAL ARROW 11PICAL -SEE DETAIL SNEETe O c as LIGHT POLE BASE (iYP)e -a If c-s, W" 1 Oy fi5-0" 'MDE PAINTED WHITE CROSSWALK W11H 4" PAINTED WHILE STRIPING 2'-0" o.c PARALLEL i0 THE %ISTING 40' UTILITY EASEME DIRECTION OF 7RAFFlC ANO (1j 8- PAINTED WHITE STRIPE PERPENDICULAR ON BO7H SIDES. ° TO BE.ABANDONEO. O uSLE INDICATOR SIGNS TYPICAL -SEE DETAIL SHEET. 1 ] c-fl4 c-ab ''x a s %O s TLC $TNIPING SEE DETAIL SHEET '~ 1 I - T TALL . c-e.a c-fla ~. x RETAINING WALL SEE I O "NO TRUCKS- SIGN. SEE DETAIL SHEET. c fl4 cab y,, a:U ,; " SHEETS C-22 O SEE DETAIL SHEET a •mucK oAIK' smN a SITE DATA BUILDING +.fl. 1- fl c-z3 ~ . , c 4 , ' m ~ BB 23D7W " 2.47 _ _ AA "1RUCK E%IT' SIGN. SEE DETAIL SHEET ~ e~ C e4 I a ' " DATA, PARKING DATA AND SETBACK _ , OTw smz06 AB SIGN. SEE DETAIL SHEET. 1RUCN ENTRMCE =-fl' = fl~ INFO ON SHEET C-1 1 _ - D ® CONCRETE SIDEWALK a a . _;,__ AN -- _ AE c o CURB RAMP DETAIL e C-BO - ~ttbPOSFIr = ~pp~~m ` _ -_ - ~ pF B' TALL SUPERIOR BRAND SCREENWALL OR EOUIVAIFRi, tYPE AND COLOR TO BE APPROKD BY ENQNCER SFI6ALIt'tlM pp - rr ~ "~- ~ 3Y = __ AC REMOTE GARDEN CENTER i0 UTILITIES BOLLARD DETAIL ~ q° _ _ Sfl~~ ~ ExISPNC40 - "'+ -FF~ f SRSO]JME80YiMENIB INf1tll]E WDFNING i0 ADDA -' AH LMT CROSSING J _.~-~-~.~.-~~-._ - ll-UTY EASFNEttL_ .;,~. .. _.~. - - ,. ~- C c-so ~ ` 90-BE VACATED -- - ~R-KATIE,`CTIRH"'OUTlEIf`~TDCFV7AN(~[ ~E%ISTING SETBACK LINE ~? ~ - LANDSCAPING, STORM DRAINAGE ANO RLUTAINAIIuN' ~;, AI "STOP" SIGN 12' STOP BAR (TIP) c aA c g, c fl9 y ~ REFERlO ROADWAY-PLANS FOR MO$E INfpRMAm014 FOR ApOEiIONAL10CTAILS' L 70 St-~ ~- ~f r-.~~.~ _ x< ~-~-,~ ~- H.-.~-.~T~t( - ~ - AJ 42' HIGH RAILING, SEE ARCH PLANS FOR AOOITIONpL INFORMpTON ~~-.", CCNCRETE SIDEWALK .c e° O SUPERIOR BRAND SCREENWALL ~ AK REFER i0 SITE LIGHTING PLAN SHEET L-7.2 FOq UGNT POLE LOCATION AND INFORMATION. REFER i0 MEP cls, PAKMENT ~ - ASSOC ATE PARKMGGSTALLSS ~RERO RIPING ~ CART CORRAL f_'90 C ATE LET~RS~COMPACT"'HIW AL PAONDE W'EMERGENCYTKHICLEC NLYL SIBN~USTR~PW TOABE BLUE. PAVEMENT PER ARCH. PLANS ~ AISLE MARKER SIGN ~ ql EACH STALL AS INDICATED AM FLAG POLE APPROKD FOA CgJSTRUCtION NUMBER OF ASSOCIATE PARKING STALLS ~_g, CLNCREIE CURB k GUTTER c eo ® PER ROW, 184 STALLS i01AL KEVSipNE SEGMENTAL AS COMPACT ON PLAN AN 6' HIGN CHAIN-LINK FENCE W/ LOCKING GATE (BLACK NNYl COATING a BLOCK RETAINING WALL (9.5 ' I6') O BY: DATE:, ~~......~ FIRE LANE STRIPING c as OEKLWMENT AEWEW ENGINEER p PIPE BOIIARD ~ APPROVAL E%PIRES~. C-90 ~ ~~ ~~ as m ~ ~: 5 'F 3 G 4e',~ o ~~A,~A d @ m>'~~1~.': E 3: r7 7AY Q ^ Z ~ 0 O Z M = Cn ~ ~ Q Q F J H ~ ~ r oN Z J si l~ 0 a C-1.0 12 56 ~ Y 1 SEC. 29, T17N., R2E., W.M. NOTES 1. ALL WORK AND MATERIALS SNALL COMPLY W1iH ALL CITY/CWNtt REWLAGONS AND CODES AND O.S.H.A. STANDARDS. g THE DESIGN SHOWN IS BASED UPON 1HE ENGINEER'S UNDERSTANDING OF THE E%ISNNC CWDINWS. THIS PLAN DOES NOT REPRESENT A DETAILED FlEU) SURVEY. THE EXISTNG CCNDIUWS SHOWN ON THIS PLAN SHEET ARE BASED UPON THE SURKY PREPARED BY WAH PACIFlC, DAZED 1P-Z7-O5. THE CWTRACiOR IS RESPONSIBLE FOR KRIF51NG RELD CONOINONS PRIOR i0 BIDDING 1HE PRWOSED SIIEWORK IMPROKMENIS. IF CONNCiS ARE DISCOVERED, THE CON1RACi0R SNALL NOTIFY THE OWNER PRIOR i0 INSTALLATION OF ANY PORNO4 OF 1HE SIIEWORN WHIW WbULO BE AFFECTED. IF CONTflACiOR DOES NOi ACCEPT E%ISTING SURKY, INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS, N11HWT E%CEP710N, HE SHALL HAVE MADE, AT HIS OWN E%PENSE, A TOPOGflAPHIC SURVEY BY A REGSTEREO LANG SURKYG2 AND SUBMR li i0 THE OWNER FCR RENEW. 3. CALRION -NONCE TO CONTRACTOR THE CONTRACTOR IS SPECIFlCAllY CAUDONED 1HAi 1HE LOCAUW AND/OR ELEVANON OF E%ISUNG UNLINES AS SHOWN ON THESE PLANS IS BASED ON RECORDS of hIE VARIWS U11UPE5, AND WHERE POSSIBLE. MEASUREMENTS TAKEN IN 1HE FIELD. 1HE INFORMARW IS NOT TO BE REUED ON AS BEING E%ACT OR COMPLETE. THE CONTRACTOR MUST CALL 1HE APPROPRIg7E UPLIIY COMPANY Ai IEASi 4fl HOURS BEFORE ANY E%CAVAP011 TO RCWEBi F%ACT FIELD LOCAPON OF UTILITIES. II SHALL BE THE RESPONSIBILITY OF 1HE CON1RACi0R 70 RELOCATE All E%ISRNG UTIUilES ANO E%IS71NG INPROKNENTS WHICH CONNCi WITH 1HE PROPOSED IMPROVEMENTS ON 1HE PLANS. 4. CWTRACiOA SHALL flEFER i0 ARCNITECIDRAL PLANS F0.4 E%ACT LOCANON AND DIMENSIONS OF KSI1BULf, SLOPED PANNG, E%IT PG2CNE5, 9OEWAU(S, RgNPS k 1RUCK DOCI($ PRECISE BUILDING DMENSIONS AND E%ACT BUILDING UNUIY ENINANCE LOCANONS 5. DMENSIONS SHOWN REFER i0 FACE OF WRB, FACE OF BUILDING OR TD THE CENIERUNE aF PAKNENi STRIPING, UNLESS O7HERWSE NDTEO. 6. ALL PAVED PARKING LOT AREAS PoWIN TTE LIMI15 OF IMPROKMEN75 SNALL BE STANOARp DUTY PAKMENT UNLESS O7HERPoSE NOTED. 7. LONTAACTOR SNALL PROVDE A 1EMPORARY TRAFFIC CONIRW PLAN FOR THE CI1Y ENGINEER'S APPROVAL PRIOR 70 ANY WORK WITHIN 1HC CITY RICHi-OF-WAY. 8. FlRE LANE STRIPING ARWNO BUILDING PERIMETER AND ALONG FlRE 1RUCK ACCESS WAYS SHALL BE INSTALLED AS PART OF THIS CW1RACi, IN ACCORDANCE W1H 1HE LOCAL CODE AND FlRE MARSHALL REWIRENEN75. 9. REFER TO BWNDARY SURKY FOR LOCAL DESCRIPPON, D7YENS10N5 OF PROPERtt LINES, BASIS OF BEARINGS k BENCHMARK INFORMATION (SEE SHEET CS 1) 10 SFE SHEET C 14 FOR SIZE OINENSIWS 11. ALL ON SITE PAINTED STRIPING SNALL BE DWBLE COATED. SEPARATE COATS SNALL BE APPLIED NO SOONER THAN 4 HWRS APART. (CON7RACi0R i0 flEFEfl TO PROdCi SPEGf1CAPONS FOR ADDITIONAL PANNG MARKING REWIREMENii) 14 PARKING LOi STRIPING SHALL BE YELLOW, 4' W1DTN, k DWBLE COATED, UNLESS OIHERWSE NO1E0. UGHi POLE BASES i0 BE PAINTED TRAFFIC YELLOW (OWBLE COAT) 13. ALL DISTURBED AREAS ARE TO RECEIK FWR INCHES OF iOPSGL, SEED, MULCH AND WATER UNUL A HEAi7HY STAND OF CRASS IS ESTABLISHED. 14. ALl ISLANDS W1H CURB AND CUTTER SHALL BE LANDSCAPED. ]NOSE ISLANDS ARE TO HAK IB' CURB AND GUTTER. ALL REMAINING ISLANDS ARE i0 BE STRIPED AS SHOWN. 15. EXISTING S7RUCRIRES W7HIN CONSTRUCTON OMITS ARE i0 BE ABANDWEO, REMOKD 0.R RELWAIID AS NECESSARY. AIL COST SHALL BE INCLUDED Wl BASE 81D. 16. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL AELOCANWS, INWVOING BUi NOi UMI1E0 TD, ALL UTIUNES, STORM DRAINAGE, SIGNS, TRAFFIC SIGNALS k PWES, EiC. AS REOWRED. ALL WORK SHALL RE IN ACCGiOANCE N17H GOVERNING AUTHDRIRES SPECIFICANWS AND SHALL BE APPROIED BY SUCH. ALL COST SHALL BE INCLUDED IN BASE BID. 17. P1iCN SCNS SHALL BE LONSIRUCRD BY OTHERS 1HE CWTRACiOR SMALL INSTALL CONWIi AND ELECTRICAL gRWll BETWEEN THE PYUW SIGN(S) AND 1HE LIGNUNG PANEL. 1B CURB RADII ADJACENT i0 PARKING STALLS SHALL BE 1'. ALL OTHER WRB RADII SNALL BE 10', UNLESS O7HERWSE NOTED. SITE DATA ACWISINW LOT 10 6.59 AC TOT 1 - 3.70 AC LOT 2 = 4.61 AC IOTAI AfAUISIRON = 16.90 AC USE PROPOSED RETAIL PARCEL 753 AC Nl-RE ftW DEDICATION SR 510 LOOP = 1.15 AC NNRE RW DEDICATIW Sfl 507 = 0.45 AC TOTAL = 16.90 AC BUILDING DATA GROSS BUILDING AREA: 184,368 SF. GARDEN CENTER AREA: 10,755 SF. PARKING DATA PARNINC PRONGED STANDARD STALLS = 6PP STALLS COMPACT STALLS (1B.JR) = 148 STALLS NA%INUM PER CITY WDE: YSR COMPACT STALLS ACCESSIBLE STALLS = 24 STALLS CART CORRALS = 16 STALLS TOTAL = 810 STALLS PARKNIG RATO (Wf CART CORRALS) = f.Od J 75D SF (4.16 / 1pO0 SF) PARKING RAPO (NU/ CART CORRALS) = L04 / P50 SF (4.07 / 1,W0 Y) SETBACKS BDIGNNC SETBACKS PER Cltt OF YEIM ZONING CODE FRONT = 15' HEAR = 15' SOE = 15' 0 8 ~ ~ o m' f ;m n ;n \ ~ rc m rc ~ o -- m S• ~ € f m 3 PEDESTRIAN BENCH SEE LANDSCAPE PLAN o ov° SHEETS 1-1.0 k L-3.0 FON / ADDITIONAL INFORMATON G ya`a g S ~ R x' N I ..- .I.. '~\ Y / ~ ~_$~ ' tx.' ~~ B , n _ h V ~\ '\ ~_ \ R 20.00' ~ ~Q ~%~ \ ~ '~. L 37.3' ~ RELWATE 'Gtt _ ~ `3 1 .,..,~ D 10657$4.9' ~ /W YELY' SICK / ® 5g( \, - ~S -.. e - / ~ N ~ ~ Z \ ~ ~pv=i ~k¢ Q ~ PEDES RT IAN AREA DETAIL O a ~ O scALE: r=1o' ~ y } Z Z J Wd fF~~ r_ L~ ~ 0 a a APPROKD FOR CONSTRUCTION /~ 13 SY: DEVELOPMENT REVIEW ENGNEERA~~ li-1.1 GC APPROVAL E%PIRES: JV FIGURE 4 -PROPOSED SITE PLAN GRAPHIC SCALE NOTE-" CONIRACTOfl i0 ENSURE POSITIVE DRAINAGE IN ALL - ~°1 reee I ~~ CRITICAL AREAS TO PRECLUDE PONDING OF WA1ER. ~ s-w n STORM PIPE CROSSING SEE SHEET C 11 FOR pETAIL ', IE PIPEI i12 33615 INFORMATION IN THIS AREA '_' IE PIPPJZ) 33B I ' _- .: -rte ~ ~~ r ~ '- 1 f x` 4~ E 6_ ' OVERE%CAVAlION NOTE I: THE SgLS REPORT HAS IOENIIFlED x ' THAT SOME UNSUITABLE MATERIAL Y~ E%1575 YAMIN 1HE LIMITS OF 1HE ~ .2 PROPOSED IMPflOVEMENTi THE CONTRACTOR IS TO BECOME i- FANWAR W1H 1HE SIZE CONDI110N5 f AND INCLUDE'-ALL WORK AND MATERIAL NECESSARY Tp OVERE%CAVAIE ANO PEPUCE AND COMPACT UNSUITABLE MATERIAL ~ ALL AS PART OF 1HE BASE BID I~ ~ AORMWATFR POMP"NOIE ALl 570RMWATER PUMP ' L rL. INFORNATON IS PRONDEO AS ME BASIS OF THE B00ER OE9GNED Sn7EM. THELDNTRALTDR IS 70 ENpNEER AND INSTALL THE SY$iEM 5:` FULLY OPERAlI0N5 IN ACCORDANCE k W11H THE PARAMETERS AND DETAILS PRONDED YkiHIN THESE k I PLANS AND SPECIFlCARONS - E; , STORM PIPE. CROSS'NC ~_ IE PIPE i29 = 3361 6 IE PIPE i31 = 737.95 6 ~.. STORM PIPE CROSSING AS ~I.^ k IE PIPE /JO = 335.3 Yd-~ ~ ~. E PIPE /9 = 7729 4 DE7EN110N VAULT 2D x10 x10 x , INIEi 1 E. 335.1 i , c i0P OF VAULT =345 D BOIION Of VAULT = JJ50 6 ;',; OETEN110N VAULT AO'x60'e10" 6 INVERT 7321' 70P OF VAULT = 342 0 BD1T0%1 a VAULT = 3320 _ O ~. BIDDER DESIGNED A`7 ~~STORNWAIFR J I"" •_.' afi PUMP PER 0 DETAIL k Py SPECS PRONDED~ ' 1" , I k x VTIRTECNS c-EI Sn1EM 3D00 ' gf.; ____ rr SEC. 29, T17N., R2E., W.M. ,2, ~ , CONTRACTOR IS TO ENSURE ' CONSTRUCTION ACPNNES C ._-_._.. n,-_ _______.k1-114S.M6A.--. 14 ~0.. 1 . a 12 ___-._ ~ I - _ . .A • _ ~ ~~ -. ._~ ~ . ~ _ ~ r , t ~ Ire Y I I ~ I . ~ ~~ ~ 'H ~ ~ IA5.33' ~ ~~ ~ '~ > ~ " I .54 00 -. - , I . ~ ,® 1 ' ;~ r _ _, 4 ~ 566 106'E 20933 " 1J7ll I fl11GE 1 •I I ~ _T REFER TO: ARCHITECTURAL PLANS Fqt I A ~ '- -ROOF DRAM UNE OUTLET ELEVAlI0N5 uk PROVIDE 0.5R NIN SLOPE ON ROOF BRAIN 116 '. ~, ID LINES ANO DOMJSPOUT CONNECTORS _ L,. D D I D 1 .. I I ~.~ z D ,... z r .. . _. J•1 ~ % 6 ~ ' ~ s ~~ I I o 0 n U IJ ~ .. ~ m 1 - ` - . ~-i7B'SGL OL ~ _ - ' ~ P - r D 6R09 B ~ ~ ' I FFE ~_ 346,00 ~. 34s.]s 3 1713.51 3 , ~ ~ .. , - .. . .. _. t - C 1 1 ~ 134,fi6' _ - e. B~ iWYI-WAY C n N6D ) e W/ REDUCER n Ns _. : ff 34;1.00 I ~ 56 00 X10167 . D 6D ~ n " 6 1 . J m 0 D ~ 40 RAP 33' m ii 969 1 . . ~ ~ ~ - NS 6 1 1 a CALL 48 HOURS BEFORE YOU DIG -Boo-aza-ssss - -- r A LEGEND EX. CONTWR PROPOSED CONTWR 1 1 c so SPpi ELEVATION TYPE I CATCH BASIN s 1YPE II LATCH BASIN '1751,9 [ o 1 .., CLFANWi i0 GRADE (C.O.T.C.) C-60 e DRYWEu SigtN GRAIN PIPE 1 ApOF GRAIN PIPE 1 E _ 1 ~:- 1 1' . 1':, SO 5 1'., 4LS3 Ir ^ „+Jw/ +~r 6 6 I. "6.5 ~ SB 5 ~ 146fi 9 ~ 7 ` y 1. . ;'. _ _. ~ u 1 c _ 5 1~ ~ 61 R.. 4 Ik ]d I H~,. 12 k ~6 _ d ]] I 6Y 1• rk • 3. • 15 • ]5 6 6 4 BW SUL 1- N~ 9 ') q 1A 5' ~ BIDDER DE9GN + ~ 6 '- 1 21 0 STgtMWAIER PUMP o-s. - 4 4 s ~ k ,- s •6~'. 1' PER DETAIL @ SPECS ONDED ~. ~ - \ s k1 4 Y ''~ I 1 14 ~ 1 3 V ° ~ 6 ~ ~ 4 ~ ~ ~,L ~, ._ 4a pY-1' t••- s I t. ~ 7 i x ~6 T fi Y-~' • STORMIECH it&1L1RAlI0N GALLERY~ • 's yy ,, 4 s ' , ~ $y N60 v ~ ~ . ~ „ , .,. A, Ik . n ,). . ~ . BOTTOM: LEVA710N }465hFr.*'°' 4.: a r ,.~~' .• ~, ) h ~ '~~ _ ~___ ~ e.., ~P4 ~ e.;aCasa SAID ~ 345.1 ~ ~ ¢ tt w w a a ~I~I C ~ o ~ m ~ ~ Q ^ Z Q ~ O LL Z Z Q r^iO~ J lL ~ ¢ ~ i aw z p '2`_, fn Cn N ~ Q V Q __~_ _. ... .. .. 'aI GRAZE 751.8 N/A~ GRAZE 751.7 N/A APPROVED FOR CONSIRUC110N BY: DATE: 15 DEVELOPMENT RENEW ENpNEEfl C-2,Q APPROVPL E%PIRES w FINISHED RODA ELEVADON FFE TOP a CURB iC TOP 6 PAVEMENT TP Hlpl PgNT HP ~ LOW POINT lP • i0P DF WALL iW O PROPOSED GRADE AT BW FACE a WALL PIPE SCHEDULE STRUCTURE SCHEDULE PIPEI DualklER IRO) (FYI) f81 11TL WM T Q1 17 HOPE 82 0.005 1 TYPE I CB GRATE 340.] 337.7 0 11' HOPE W O.WS 02 TYPE I C8 GRATE 743.1 340.0 ~7 11' HOPE 116 0.005 J TYPE I CB GRAZE 343.5 339.5 tY HOPE 132 0.005 4 TYPE I CB GRAZE 343.1 336.9 11' NDPE 11) 0.005 5 TYPE I CB CRATE 743.5 338.2 12' NDPE 6) 0.005 6 TYPE II CB GRATE 744.5 3376 © 15' NDPE 159 0.005 07 TYPE II CB GRATE 347.6 3377 0 18' HOPE 202 O.WS OB 1YPE II CB GRATE 743.75 376.0 Og 18' HOPE 245 O.Dfl 09 TYPE II CB CRATE 744,1 1350 12' HOPE 34 0.005 10 CURB INLET GRAZE 741.7 33].7 11 18" NDPE 127 0.001 11 CURB INLET CRAZE 741.2 337.1 11 11' HOPE 106 0.005 ttPE II CB SWD 745.2 33&7 11' NDPE 114 0.005 TYPE II CB CRATE 3M.4 3358 7q 12' HOPE 76 0.005 4 TYPE II CB CRATE 3445 3]5.1 1Y HOPE BS 0.005 TYPE II CB GRAZE 3444 334.9 16 tY NDPE ]7 0.005 6 TYPE II CB CRAZE 744.8 3]4.4 1] IS' NDPE 106 0.005 1 T1PE II CB GRAZE 744.6 334.0 15' NDPE 106 0.005 1® TYPE II CB GRATE 744.7 7715 N 141 8 tY NDPE !6 0005 19 TYPE II C8 SWO 744 2 . 333 0 ® 15' HOPE 1fi0 0.005 ® tY AREA DRAIN W/ GRAZE . 741 6 . 337 5 21 18' NDPE 6 0.005 FLOGAROt INSERT r.r . . ® 18' NDPE J4 0.005 ® 72' TYPE II CB SOLID 749.1 12 N }722 NE © 1B' HOPE 6 0.005 TYPE II CB SOLID 3505 31].4 ® IY HOPE 70 0.005 ® 11' AREA DRAIN W/ CRATE 741.6 337.0 © 12' NDPE 46 0.005 ROGARD+ INSERT r.r ® 15' NDPE 243 0.004 TYPE II CB CRAZE 341.0 37&2 © 18' NDPE IOfi 0.004 E II CB 1. ® 18' HOPE 14] 0.004 TYPE II C8 Sa10 744.5 37BB ® 18' NDPE 257 0.004 TYPE II CB Sa10 745.9 777.85 ® 18' HOPE 171 0.004 TYPE II CB salD 345.2 S76.B5 ©j fY HOPE 41 0.005 TYPE II LB salD 744.3 335.8 ® B' HOPE 62 0.005 7WE II CB SAID • 750.1 347.5 ® iB' HCPE }1 0.005 3 TYPE II CB SOLID • 350.] 747.3 ® IB' HOPE B 0.005 TIDE II CB SOLID • 351.1 J4].P © 12' HOPE 142 0.005 TYPE II CB CRAZE 344.6 J}6.4 1 1 I rl~ B"0'W~RO ~ LPROJECT SITE - - - ` ~ ~ / FUTURE SR 507/ 510 CONNECTOR LWP DTMVICINITY MAP N.T.S. [~ FIGURE 5 -PROPOSED GRADING AND DRAINAGE PLAN I PLO'\WasMn on\Velm\GrlmeslSR SOT20mwin s\YEGRRW 29 T17N SEC W M R2E J ~ J ~ , ., . . . ., GRADING NOTES STORM DRAINAGE NOTES FOUNDATION SUBSURFACE PREPARATION NOTE m m 1. THE DE9CN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING W THE E%IS9NG CONDIlI0N5. 1NI5 1. EXISTING DRAINAGE STRUCTURES i0 BE INSPECTED AND REPAIRED AS NEEDED, fWNDAIION WBSURUCE PREPARATON WAL-MART ~ N PLAN DOES NOi REPRESENT A DETAILED FIELD SURVEY. 1HE E%ISiING CONDI11W5 SHOWN W THIS PUN AND E%ISDNC PIPES TD BE CLEANED WT i0 REMOK ALL ALi AND DEBRIS. 22A JOB N0. 1998, YELM, WASHINGTON I I SHEET ARE BASED UPON RIE SURVEY PREPARED BY Wb}I PACIFlC, OAIED 12-Z3-05. hlE CONTRACTOR IS JANUARY 5, 2005 ~ ¢ RESPONSIBLE FOR VERIFYING FlELp CONDITONS PRIOR TO BIpDING THE PROPOSED ATEWORK IMPROVEMENTS. 2. IF ANY EXISBNG SIRUCNRES i0 REMAIN ARE DAMAGED DURING CWSTAUC9W F ~ IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY 1HE OWNER PRIOR TO INSTALLATION W IT SHALL BE THE CONTRACi0R5 RESPONSIBILITY TO REPAIR AND/di REPLACE UNLESS SPECIFICALLY INDICATED OTNERWSE IN THE DRAWNGS AND/OR SPEGFICAPCNS, THE LIMITS W THIS SUBSURFACE PREPAAA710N ARE CONSIDERED i0 BE THAT PORTION OF 7ME SIZE DIRECRY ~ ~ ANY POR90N OF THE A7EWORK WHICH WOULD BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING hlE E%ISiNG STRUCTURE AS NECESSARY TO RETURN IT TO EMSPNG CONDITIONS BENEATH AND 10 FEET BEYOND THE BUILDING ANO APPURTENANCES. w w SURVEY, INCLVOINC TOPOGRAPHY AS SHOWN ON THE PLANS, WiHWi EXCEPTION, HE SHALL HAVE MADE, OR BETTER. a a Ai HIS OWN E%PENA, A iOPOGRAPNIC SURVEY BY A REGSTERED LAND SURVEYW AND SUBMIT IT 70 THE APPURTENANCES ARE WOA ITEMS AITACNEO TO 1HE BUILDING PROPER (REFER TD DRAWING SHEET SPI), MICALLY INCWOING, BUi NOT LINKED i0, h1E BUILDING 9DEWALKS, GARDEN CENTER, OWNER FOA RENEW. 3. STORM DRAINAGE PIPE W11H Lf55 IRAN 2'-0' CAPER SHALT BE CU55 IV PdiCHES, RAMPS, STOOPS. TRUCK WELLS/DOCKS, CONLAEiE APRONS AT 7NE AUi0NO11VE CENTER, COMPACTOR PAD, ETC. 7NE SUBBASE AND THE VAPOR BARRIER, WHERE REWIRED, DO NOi E%IEND m o 0 REMFORCED CONCRETE PIPE, OR APPROVED EOVAL i0 WSipIN H-2D LOADING. BEYOND THE LIMITS OF 1NE ACNAL BUILDING AND THE APPURTENANCES. 2. CAUTION - NO-CE TO CWIRACTORIHE CW1RACi0R IS SPECIFCALLY CAU710NED Ai 1HE LOCABON m ~ AND/OR ELEVATION W E%ISiING URLIllES AS SHOWN W THESE PLANS IS BASED ON RECORDS Of THE 4. ALL ONSIIE STORM DRAINAGE PIPE SHALL BE SMOOTH WADED INTERIOR, ESTAAISH THE FlNAL SUBGRAW EIEVAPW AT 12 INCHES BELOW FINISHED ROOH EIfVANW i0 ALLOW FdA A 4 INCH AAB, OR AT 13.5 INCHES BELOW 7NE FINISHED FLOOR ELEVA90N i0 ALLOW FOR o D o VARIOUS UDLIIY COMPANIES AND, WHERE POSSIBLE, NEA9JAEMENiS TAKEN IN THE FIELD. 1HE INFWMA-W NANUFAC7URER'S VERIFlCAPON DF MANNING'S ROUCANESS GOEFFlCIENT N=0.012 A i5 INCH AAB i0 ALLOW FOR 1NE SLAB THICKNESS ANO A B-INCH WBBASE. 7NE SUBBAA SHALL BE 6 INCHES (FOR EXPOSED AABS. THE AIBBASE SHALL CONSIST W 4 INCHES OF COARSE ~ ~ IS NOi BE RELIED ON AS BEING E%ACT OR COMPLETE THE CONTRACTOR NUSi CALL THE APPRWRIATE OR LESS AGGREGATE MEETING THE CNADATION AEWIREMENTS OF AS1M D-44B, d2ADING NO 57 OR N0. 67, COVERED W17H 2 INCHES OF FINE AGGREGATE MEE-NG 1HE C8ADA11W REWIREMENTS OF AS1M `o - U-LITV CWPANY Ai LEAST 4B HOURS BEFORE ANY E%CAVAIIW TO REQUEST E%ACT FlELD COCABON Oi D-448, GRADING N0. 10 W1H 6 TO 10 PERCENT PASSING 7NE U.S. N0. 2W SIEVE.). NO CAPILLARY BREAK MATERIAL SHALL BE PLACED FRONDED 6 INCHES OF CDARA AGGREGAE BASE IS c rv CONSIRUCIED. 7NE CW7RACTDR SHALL BE RESPONSIBLE FOR OBTAINING ACWRAIE MEAAIRENENTS FOR ALL CUi ANO FllL DEPTHS AEOWRED. IT SHALL BE THE RESPONSIBWTY Of THE CWIAACTOR 70 RELOCATE ALL E%IS11NG UBLIDES 5 UIILIPES PRECAST STRUCNAES MAY BE USED A7 CONIRACTW'S OP11W ? . . . D IMPRO E E TS SHO WHICH CONFLICT W1H THE PROPOSE V M N WN ON IHEA PLANS. E%IS71NG FWNDAPONS TOPSdL ROOT SYSTEMS ORGANIC SLABS PAVEMENTS AND BELOW GRADE 57NUC7URE5 SHALL BE REMOVED FARM THE BUILDING ARE REMOVE SURFACE VEGETAPWS '4 , , , , , - 0. ALL CATCH BASINS AND AREA DRAINS ARE ID BE SITUATED SUCH THAT THE 6 m 1 o ~' c . MATERIAL, E%ISTING FlLL, AND SOFT OA OWERWISE UNSUITABLE MATERIAL FRO%1 1HE BUILDING AREA. FOLLOWNG 1HE STRIPPING PROCEDURES, THE STRIPPED SUBGRAOE WIWIN 1NE BUILDING PAD r 3 1NE SPOT ELEVAPDNS INDICATED ON THIS PLAN REPRESENT THE DESIGN TOP OF PAVEMENT. UNLESS WTSIDE EDGE OF GRAZE FRAME IS Ai i0E W WRB Oft FLONLINE OF GUTTER SHWLD BE PROOFROLLED W17H A HEAVY RUBBER-BRED CONSTRUCTIW EWIPMFNT, SUCH AS A FULLY-LWOW TANDEM-A%LE DUMP 7RUC1( TO DETECT SOR AND/OA YIELDING SdLS. THE EXPOSED m v ~ rc O ~` -° ~ DIHERWIA NOTED. (WHERE APPLICABLE). SUBCAADE SOILS SHOULD BE FlRM, UNYIELDING, AND MEET A MINIMUM CONPACDW d' 95 PERCENT of THE MAXIMUM UBORAiORY OENSTY, AS DETERMINED BY AS1M D-1557-91. IN 1HE EVENT THAI ~~ 1 ° ~ ° WMPAC110N FAILS TO MEET THE SPECIFEO CRITERIA, THE UPPER 12 INCHES OF SUBGRADE SHWLD BE SCARIFlED AND NdSNRE CONDITONED. AS REQUIRED 70 OBTAIN AT LEAST 95 PERCENT Of THE o S 4. CONTRACTOR IS RESPONSIBLE FOR OEMWIHW OF E%ISPNC SIRUCNRES INCWOINC REMOVAL OF ANY 7. CATCH BASIN INLET PRO7ECRW /EROSION CONWW 70 BE USED FOR ALL NEW MA%IMUM UBORAiORY DENSITY. 1HOSE SOILS WHICH ARE SOFT, tlELDING. OR UNABLE TO BE COMPACTED TD THE SPECIFIED CRITERIA SHWLD BE OKRE%CAVATED AND WASTED FROM THE SIZE THE $s3 LLLJJJ E%IBHNC U1IUPES SERNNC 1HE STRUCTURE. U71UBE5 ARE 70 BE REMOVED TO 1HE RIGHT-OF-WAY. INLETS. OVERE%CAVAPON SHOULD BE BACKFILLED PATH SIRUCNRAL FILL MATERIAL PUCEO AND COMPACTED TO Ai LEAST 95 PERCENT Di 1HE MODIFIED PROCTOR MAXIMUM ORY DENSITY (AS1M D-1557). ,~ , - REMOVE AND REPLACE UNSWTABLE AREAS N17H SUITABLE S7RUCNRAL FILL NAIERIAL. SUDGRAOE MATERIAL SHALL BE FREE OF ORGANIC AND O1HER DELEIERIWS MATERIALS ANO SHALL MEET 7NE e ° i - m B. ALL STORM PIPE ENTERING 51RULNRES SHALL BE GROUTED TO ASSURE FWIOWNC REWIREMENiS: m 3 m i 5. ALL UNSURFACED AREAS DISTURBED BY GRADING OPERATION SHALL RECEIVE 4 INCHES OF TOPSdL CONNECiIW AT SIRUCNRE IS WATERTIGHT. I ~ n m i $ CON7RACi0R 54ALL APPLY STABIUZA90N FABRIC TO ALL SLOPES 3N:1V OR STEEPER. CONTRACTOR SHALL IOCAPON W17N RESPECT i0 FlNAI GRADE P.I. LL STABILIZE OISNRBED AREAS WiH GRASS IN ACCORDANCE W11H LOCAL SPECIFlCAIIW UN11L A HEALTHY BdI-ING AREA BELOW UPPER E T 7 ~ ~~ ~ ! , 4 F E ZO MA%. 50 MA%. g, pLL SiOAM SEWER MANHOLES IN PAVED AREAS SHALL BE RUSH W1H ` o STAND Q GRASS IS WTAINFD. PAVEMENT UPPER 4 FEET 12 NA% 4D MAX MANHOLES BUILDING AREA AND SHALL NAVE TRAffIL BEARING RING AND COVERS d , . , . IN UNPAVED AREAS SHALL BE 6' ABOVE FlNISH GRADE. LIDS SHALL BE 6. ALL CUT AND FlLL SLOPES SHALL BE CONSTRUCTED PER THE UBC CWE AND APPLICABLE LOCAL LABELED "STORM SEWER'. PUCE FILL MATERIAL IN LOOA LIFTS NOT E%CEEDING B INCHES IN THICKNESS. ADaUSi MgS7UAE CONTENT i0 BE N17HIN 1 PERCENT BELOW i0 2 PERCENT ABOVE THE OP9MUN VALUE, ANO CWPACi Abp A 70 A7 LFASi 95 PERCENT OF THE MODIFlEO PROCTOR MApNUM ORY OEN91V (ASW D-1557). REWLANON. ALL CUi AND GILL SLOPES SHALL BE 3:1 OR F1A77ER UNLESS OINERMfA NOTED S. 0"~ . 1 . LL STORM STRUCNRES SHALL HAVE A SMOOTH NIF 0 A U ORM PWRED MORTAR THE W-ATE SdLS NAY BE REUSED AS SIAUCNRAL FlLL FOR FOUNOANW, FLOOR AAB, ANO PAVEMENT SUPPORT, FRONDED THE SqL ODES N07 CONTAIN SIGNIFICPNT diCANlC CONTENT OR OMER CONTRACTOR SMALL ASSURE POSIPVE DRAJNAGE AWAY FROM BUILDINGS FOR ALL NATURAL AND PAYED INVERT FRW INVERT IN TO INVERT Wi, IMLE55 OTHERWISE SHOWN IN THE ] T D OTED T T T E O S TE Oy O ~ g ~~~ . SHWL BE N HA H N- I DELEIERIWS MATERIALS AND IS PUCED AND COMPACTED A7 i0 AT LEAST 96 PERCENT OF THE MC9WIED PROCTOR NA%IMI1N DRY DENSTY (AS1M D-1557). I CATCH BASIN DETAIL. AREAS AND SH S TO PRECLUDE PO LL GRADE LL ARE O f ie A A A N INC O WATER. SGLS CONTAIN A LARGE FRACPDN a COBBLES AND BOULDERS (UP i0 AND POIIN7IALLY LARGER THAN 24-INCH DIAMETER); 1HEREfORE, 1NE 70P 12 INGIES OF CWPAC7ED STRUCNRAL FlLL SHWLD ~4 ~ `O CWTRACTOR SMALL CONNECT ROOF DRAIN LEADERS i0 PROPOSED STORM HAVE A MAgNUM 6-INGI PARPCLE DIAMEIEfl, NNEAEAS ALL UNDERLYING FlLL MATERIAL SHWLD HAVE A NAXWUM 12-INCH dAMEIER, UNLESS SPEGFlCALLY RECWNENDED BY THE GEOIECHNICAL 11 2~W 4 . d PLL PWIUTANTS OhIER THAN SEdMENT DN-SITE DURING CONSIRUCRW SHALL BE HANDLLO AND DRPJNS AS SHOWN. ENGNEER AND APPROED BY 1NE OWNER, ROCK FRAGMEN6 BETWEEN 12- AND 18-INCHES DIAMETER MAY BE VAD IN FlLLS CRUIER THAN 1HREE VERTICAL FEET, PRONGED THEY ARE PULED IN DISPOSED OF IN A MANNER THAT DOES NOi LAWE CWTAMINATON OF STWMWATER. THE LON1RACi0R CONCENTRATED PWKETS, ARE SURRWNOED W11H FINE GRAINED MATERIAL, AND THE DISTRIBUTION OF 1HE ROCKS IS SUPERNSED BY THE GEOIEGINICAL ENGINEER. BWIDERS IN EXCESS W I6-INCHES IN DIA ETER ~~ ~ M SHWLD BE RENOKD FRO%1 THE SIZE OR PLACED IN FILL AREAS DEAGNA7ED AS SUITABLE FOR ROCK DISPOSAL SHALL ADHERE TO ALL TERMS AND CWDI110N5 AS WRINED IN THE GENERAL N.P.D.E.S PERMIT FOR 72. ALL BidtM WATER PIPES SHALL BE HOPE. ANY O1HER PIPE WILL REWIRE SiORMWAIER dSCHARCE ASSWIAIED MI7H CWSIRUCPON ACPNPES. REVIEW AND APPROVAL FROM THE CITY OF YELN. THE FWNDAPON SYSTEM SHALL BE ISOLATED SPREAD FOOTINGS AT COLUMNS AND CONIINUWS SPREAD FOOPNGS Ai WALLS _ ~ $$I 9. PROPERTIES ANO WATERWAYS DOVMSIREAM W 1HE SIZE SHALL BE PROTECTED FRGA EROSICN WE 70 THIS FWNOAPON AIBSIIRFACE PREPARATION DOES NOi CONS9iUTE A COMPLETE ATE WORK SPECIFlCAIIW. IN CASE OF CWFlICT. INFWMAPpV COVERED IN THIS PRFPARAiION SHALL TAKE ~ INCREAAS IN 1HE VOLUME, VELOCITY AND PEAK FLOW RATE W STORMWAIER RUNCEF FROM PROJECT SITE. PRECEDENCE OKR THE WAL-HART SPECIFlCAPONS. REFER TO 1HE SPECIFlCAPWS FOR SPECIFlC INFdiMABON NO1 COVERED IN h115 PREPPRANON. THIS INFORNAPW WAS TAKEN FROM A ~ 1 CEO7ECHNICN REPORT PREPARED BY ZIPPER 2EMAN ASSOCIATES, INC., DA1ED JANUARY 5. 2W5 (CEOTECHNICAL REPORT IS FOR INFORMA7IW WLY AND IS NOi A CONSIRUCTIW SPEGFICAIIW). 10. CDNSIRUCPDN SHALL COMPLY W17N ALL APPLICABLE GOVERNING CWES AND BE CWS7RUC7ED i0 SAME g y E-MAIL ADDRESS FOR THE CEOIECHNICAL ENGINEER: TON .gNES@ZIPPERZEMAN CON 11. [ONIRACTOR Tp REMOVE UNSUITABLE SdLS LOCA7E0 W1HIN 1HE BUILDINGS SPLAY LINE W h1E FWNNGS. d ~ FW BWNDARY AND iOPOGftAPHIC INFORNADON REFER TO PROJECT SURVEY. CQ 3~ ~ y~ 13. FOR LAYWT INFORNA710N REFER 70 7NE SIZE PUN AND HORIZONTAL CCNWW PLAN. gg ~ 5 't ~ , :'; M -gam Z -.- - ^ _. _. _ _ ~ O LA -. ~ 7 'r _ _____.J o J - __ __ - N o ~ ZI ;~s a ~ I [r z - ~ ~ • Q N ~ - _ / _ n -- .I cD W W ¢ ~ _.~. - i~. 425 I _ _.._._-... I r ~ jp4 .a ~ 7 ~ ~ ~ Q J C ~ _ ~.. - -~ I _ ~ c \~ ~ ~ ~ ~ ~ ~ ~ ~ i %.. J I - ~ ~ . I 4. c N ~ _ N I; I . . N ~ I~ J iO L ~ Q Z ~ e Yul ~ \ A 1 ' ^ 'q y r I t I 1 ~ 4A Z Q ~ J a ~ ' ~ C 0\ Q 0 WMl '- ~ ~ ~ Q 4 ~qq ~ 4 C ~ O 16 APPROVED FOR CONSIRUCNON GRADING AND UTILITY PARTIAL PLAN 16 CALL 48 HOURS SCALE: f=20' BEFORE YOU FlIC BY: DALE: DEVELOPMENT RENEW ENGINEER , C-2 -800-424-5555 , GC APPROVAL EXPWE3 JV 1 FIGURE 6 -TEMPORARY EROSION AND SEDIMENT CONTROL PLANS IN mis LOCAnON. mis sF AWIFER RECHARGE AREA. POND Wm l1~ SIDE SLOPES '° BO7lON ELEV ~ , =34zo 1Z' TEMP SD T--~ PIPE W/ WTL~/"~ PRO7ECRW v ao--ff TEMPORARY ~ - DAN I ' 1ENPgtARY GRAVEL CONE ~ RISER ~1 I 6 o-ao AICN7 LY E WAY oEOlcenoN _ I FOR HALF ,' I I STREET I IMPRDVEMENiS~ ~~ I I za' ~ A NIN '< 1 ~E Y I 34 4 , ~I>e SEE SR 510j-~, ~ .1 ROAD( { \.~-' , ILAIED SiQRM RUNOFF NEAREST BODIES OF WA1ER ARE EAST W FROM SIZE ANp YELN. OF.STE. NOTE, PURCHED 9MAlELY 9' BELOW EXSIING BEEN IDENTIFlED AS BEING IN A. -UNITS W' gSNRBANCE (~) SEC. 29, T17N., R2E:, W.M.. _ ....LEGEND . ~ ~ CONSTNDCDW ENTRANCE e o-zo CWTRACTpRJS TO ENSVRE NO,, -- E%ISnNG CONTWR NCE 1 CWSIRUCPW ACRNDES OCW~ o ao 4N mi5 AREA -o-~ SILT FENCE e I VIII IIII ~, t"~ -l o-zo WAPORARY WTEACEPiOR ; ~ CHECK OAN a ~ ~ o-sn (1YP,) ~ 1 I i ~___ ..~__ ____.._ __ _ o-zo F h (.__~_ •. __ _ 1 1 ~ y. ~ 1 I^ 1 TEMPORARY > PROPOSED BUfLONlG FOOTPRINT I ~ SEOINENTATION POND o-zo DOiTON ELEV =3425 , . _ , . - , ,. 1 1 ., , ~ ., ^ . ~_ ~ I ^ ~ _ ~ ~ .El+ST EROSION ~ , TE RgtpflY whe'EPTo " ' ~ ~ ~ BASIN CONTROL N s0 sWAIE SILT FENCE 1 i ~-- , -- .. ~~ "„- , -AREA-J2 D3 Ac. ~ - - o AO , PROPOSED 9(11lDING f00TPRINT ~ _ ~ . . ~ ~ ~ ~ ~ ~ VOLUME OF 2-YR - t. .. ________~_____ { STORM 37,000 CF ~ i , cHECKOAM ROA o-zo iYP TEMPORARY A' TNIERCEPTOR o-A. o z.a (1YP.) ~ :.; `_-^^' ,.._____r~rin ~_______,______ -: - ' ~ I 1 SWALE ~ . ~r_ 'i '~___~ IY 1E1 i 20 `~' ~ ) HOCK CHECK DAMS o-a0 SR 507 SE E' B T -_ _- ¢ INTERCEPiOfl SWALE o-zo . -_ Bd( UNITS OF ~ ~ - LIMITS q' gS1URBANLE $ DAL pISTVRBANCE __ 20,. (~) ~ EROSIW BASIN OIMOE '- ----~ BORE NWE (APPflOX. IOCAnW) ` T T PER SOILS REPORT BY ZIPPER 2ENAN ANp ASSOGATES, GATED JANUARY 5, 2005 1ES7 PIT (APPROX. LOCAnON) PER SgLS REPORT BY ZIPPER ZENAN ANO ASSOCIATES, DATED JANUARY 5, 2005 INFILTRAnW TEST Pli (APPRO%. LOCATION) PER SglS REPORT BY ZIPPER ZENAN AND ASSOCIATES, DATED JANUARY 5, 2005 PRO,A ~r OVERLAND ROW DIRECnON LOCAT rYELM CITY°LIMITS , O CRAVEC CAVE RISER o-zo TFUana9av / ;1 POND BDITOIA EL=34D0 ,~ ' rEMPOapav GRAVEL cWE - RISER ~z RADE FOA TEMPORARY DAM 1Y IENP SD PIFf DESCRIPTION ACRES PAVEMENT 1D.0 BgmWC a.z LANDSCAPING L2 OFF-SIZE 7.6 Totu z3.o PIPE WT[EY' '9 DEVELOPER ONNER: PROTECnoN 0.zo WpL-NARY 510RES INC. SILT FENCE 2001 sE 1om sTRtET o-zo BFNTWNLLE, AR 72712 479-273-4000 vrt rffv4mv m raiucioa 1FMPORARY INFll1RARW swwxlomv PWD Wlm 11 4DE SLWES. BOTTOM ELEV. =339.50 EROSION ANDI LIMITS _ , ~ ': ~ ^ PIPE W1LFi s CONEWOL IN,- ~ I (I~jBANCE ~- _ -~' _ PROIECnON o-zo m15 AREA? ° ~. ~ ~~ ~ ~ ~ ' ' '~ RADE FOR 'a~ ' o 20O' X 70~ $TAGMG AND :I --~~ TEMPORARY DAM WEST EROSION i. ~ ~ I. JOD 1(tAll:f~R STORAGE AR€~A ~ - :, ~ F CONT(~OL:BASIN ° ~ -fD- _ TEMPORARY ~ 5 +~(, ~ -~ y .;_ CRAKE CONE o-zo' ~ ~ ~ ~ , 1... 1 ~ AREA=3 83 Ac ~ I- _; \ :L .. --J ' - - - ~ ~ - ~f RISER ~} - ~.'.: ~ ~ TEMPORARY > -~-" ~ $ ~ STORMWA 'ER OUTFLOW ,; IuFDiILmNina+DaoNO zo ~ STORM DRAIN INFlLTRATIGN PpND. ACWMULAIED STORM .O ~ E VOLUME OF 2 YR - •,~~ 1_ eonoM ELEV. y 'RUNGF INFlLTRAIES INTO E%ISnNG SOIL STRANM. ~ -' =742.SD ' - I STORM-jj,BOS CF Nn1RE STORMWAIER INFlLTSAnON GALEERY :NEAREST BODIES Ci WAlp7 ME 1HE WSWALLY RIVER. O I AREA SO BE KEPT CLEAR OF. STAGING AREAS APPROX 1/2 MILE EAST ff FROM SITE ANp YE1M CREEK J I-- ~ . I ANO/OR HEAYY't1$HI(UTAR USE. WHICH IS APPRO%. 1/4 MIEE NEST OF SITE. I 'E%1571NGI0' O , GRWNDWAIER WAS NOi ENCOUNTERED IN m1S LOCATION. E~DPLITY r , -"Q3' , ~~ ~ $- „~ ~ ~ MIS SITE HAS BEEN IDENTIFlED AS BEING IN A CRITICAL ,,EASEMENT In , ~? ~ = AWIFER RECHARGE AREA ^ , I WtL 5t I -~~~ 9 iFMPGRARY 7 j( t ,: -: o-zo INTERCEPTOR "'- 1 ~, ~ I - ~ wuE 2 3ai7 W E ~_ _ .. ~ ~ r _ ~ ijA r5D120 W~-W ' ~ ~ 99572 ~. " ~ ~ ~ UIJITS OF _ _. i T .5: f ~ z_ N, - ~ _ gS7IJRBANCE(M). .. _ -. ~,` - .. r ~ TEMP LONST T ~~.. -_ _3 , _._ ENTRANCE 0 A0 -, - p. t .~ -TEMP CONST y / TRA 0-20 ~YiSnNO 40 • . - ~R 5Q~ - Em,Tr ,_.: " ' "' ASEMENT ~~ ~~ _.~ -~ .~. _ ~. 1 -_.. - A ~~ _-~ _ ~~~.-_ _ nom. i .~ _:_ ~-.~L ~ T .~/<. ~ i.- 4 i`._ NOTES caarxl>a scACe CALL 48 HOURS I. MULCHING N1LL BE WNE ON mE PERIMETER OF mE PROPEPIY 3. CONTRACTOR TO STAKE AREA OF PROPOSED INFILiRAnW BEFORE YOU PIG FOA STABILIZATION. VAULTS TD PAEKNT TRUCK 1RAFFlC FROM DRINNG OVER AREA, u 1-800-424-5555 2. 1EMPORARY SEEDING WILL BE GONE TO STABWZE mE SITE PRIOR 4. CONTWR GRADES SHOWN AAE mE E%ISRNG GRADES OENOIEp L w ese T i0 PERMANENT SEEDING INSiALLAnW. ON mE SVAKY. ~ 0, n _ ,~ rt YELM SEE COVER SHEET FOR EXISTING LEGEND SYMBOLS of tt m ' a 8) °w E .~~: s ,3:.. 3 c ~ =+~a a v @6 F ' E N m ~_s 3; PP'.ff' 9 ';''~ M ~ 1 g~~ 1© 23 n~ O ~ ~ a ~ o ~ NC CONS TION ~ ~ _ ~ a SEQUE E OF TRUC z HA SEE SHEET D-1.2 FOR ~ L7 O ~ W ~ I. INSTALL STABILIZED CONSIRUCRDN E%IT(S). EROSION CONTROL NOTES ~ ~ Q W 2.-REPARE TEMPORARY PMKWG AND STIXtAGE AREA. UPgN IMPIEMENTAnON ~y W Q AND INSiAILAnON OF mE FOLLOWNG AREAS: TRAILER, PARKING, LAV GOWN, PORTA-POm, NHEEL WASH, CWCRETE WASHWT, MASONS AREA, FUEL ANO BENCHMARK DATA ~ ~ a ~ w (A ~ MATERIAL STORAGE CONTAINERS. SOLID WASTE CONTAINERS, E%T. DENOTE VERTICAL DANM= (KCVO 29) mEIA ON mE SIZE MAPS IMMEDIATELY ANO NO1E ANY CHANGES IN mE ' O ~ W n \ 0 Z 7HURSTW CWNTY BRASS DISK LOCADWS AS mEY OCCVA mRWCHOUT mE CONSIRUCDW PROCESS FWND 3 " ' ( )- 7R4-A ELEVADON = 356.24 3. CONSTRUCT mE SILT FENCES ON mE SITE. MARKED Q J /.INSTALL SEDIMENT CONTROL FOR EI(ISPNG CATCH BASINS 1EMPgtARY BENCH MARKS (1.B.N.) Z d HALT ALL ACRNRES AND CONTACT THE GVR ENGNEERING CONSULTANT i0 ' O J flEBAfl W/ CAP PERFORM INSPECnON ANO CERIIFlCADW a BMPS. GFNERAL CONTRACTOR T.B.M. +1 =SET 5/B ' O SWS TRAP NORTH 250.30' AND SHALL SCHEDVLE AND CWODCT STORM WA1ER PRE-CWSTRUCnDN MEETING MARKED EAST 63 26' FROM mE SWmWEST (f~ . Wlm ENGINEER AND ALL GROUND-DISNABAING CWTAACi0A5 BEFORE PROCEEgNG Wm CONSTRUCnON. PRO°ERTY CORNER FL= 347.10 5. CONSTRUCT THE SEDIMENT BASIN AND SEDIMENT MAPS rnm APPRpPRIAIE T.B.M. ~2 =SET 5/8- REBAR W/ CAP G W O OUIFAIL STRUCTURES. MARKED 'SWS IAAP SWm 34.23' ANO 6. STABILIZE BASINS ANp TRAPS EAST 104.13' FROM mE NORmWESi a W 7. [1EAA ANp GRUB mE SITE. EL= 741.82 (n 8. BEGN GRADING mE SITE. 9. START CONSTRUCDW OF BUILDING PAD AND STRUCTURES. BASIS OF BEARING:' (NAm 83) ' Q THDR$TW COUNTY BRASS DISK PHASE II FWND 3 - ' TON-R2E-NE COR SECTION 30 1. 1ENPORARILY SEED pENUDEO AREAS. MARKED Z. INSTALL VPLIRES, UNDER DRAINS, 51g2M SENERS, CURBS ANp GUTTERS. ' a mVRSTW CWNTY BRASS DISK 3. INSTALL AIP RAP ARWNO ALL STORM SENER STRUCNRES. FOVND 3 4. WSTALL WLEI PROTECnW ARWND ALL STORM SENER STRUCNRES. HARMED `788 CRS-I/A CDR' 5. PREPARE SIZE FOH PANNG. APPROVED FOR CWSTNUCnON fi PAVE SIZE . . 7. INSTALL INLET PAORCnON OENCES. PLANDNGS AN STALL PERMANENT SEE , p IN B. COIJPLEIE GRADING DING ANp BY: OAIE: 9. REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONmW DEVELOPMENT RENEW ENGINEER D-1 1 DEM[ES (ONLY IF SITE IS STABILIZED>. . 56 APPROVAL EXPIRES: I I ~ PROJECT SfTE I ~ FUNRE SR 507/ 510 CONNECTOR LOOP USGS QUADRANGLE MAP xis. SEC. 29, T17N., R2E., W.M. GENERAL EROSION CONTROL NOTES THE DESIGN SHOWN IS RASED UPON THE ENCINEEA'S UNDERSTANDING OF THE EXISTNC CONOIRONS. THE PLAN DOES X07 REPRESENT A DETAILED FEED SURVEY. THE E%ISTNC CONDITONS SHOWN CN THIS PUN SHEET ARE BASED UPON 1HE SURVEY PREPARED BY W6H PAGFIC, GATED 12-23-05. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FlEW CONDITONS PRlgi i0 BIDDING THE PROPOSED SIIEWORK IMPROVEMENTS. IF CINlNCTS ARE DISCOVERED, 1HE CONTRACTOR SHALL NOTFY THE OWNER PRIOR i0 INSTALLATON OF ANY PORTION a 1HE SITEWORN WHICH WV'JW BE ZJ. AFFECTED. IF CONTRACTOR GOES NOT ACCEPT E%ISTNG SURVEY, INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS, WTHaT EXCEPTON, HE SHALL HAVE MADE. AT HIS OWN E%PENSE, A TOPOGRAPMC SURVEY BY A REGISTERED UND SURVEYOR AND SUBMR IT TO THE OWNER Fqi RENEW. 24 2. epUTON - NOTLE i0 CONTRACTOR THE CONTRACTOR IS SPECIFICALLY CAUTONW THAT 1HE LOCATON ANO/OR ELEVATGJ OF E%ISTNC UTLITES AS SHOWN ON 1NESE PUNS IS RASED ON RECORDS OF THE VARIWS UTLITY COMPANIES AND, WHERE POSSIBLE, MEASUREMENTS iANEN IN 1HE FLEW. 1NE INFORMATON IS NOT i0 BE RELIED ON AS BEING E%ACi Ofl COMPLETE. THE CON1RACi0iR MUST CALL THE APPROPRIATE UTLIIY COMPANY AT (EAST 46 HOURS BEFORE ANY E%CAVATON TO REWESi E%ACi FIELD LOCATON a UTLITES. IT SHALL BE THE RESPONSIBILITY a 1HE CONTRACTOR TO RELOCATE ALL E%IS71NG UTLITIES NHICH CONFLICT WITI THE PROPOSED INPflOVEMENiS SHOWN ON THESE PUNS. ]. 1HE STORMWAIEfl POLLUANN PREVENTEN PLAN IS COIJPRISEO OF THIS DRAWNG ('SIZE NAP'), THE STANDARD DETAILS, THE PLAN NARAATVE, ATTACHMENTS INCWOW IN SPECIFlCATCNS BECTON 02J70 (~SNPpp'), PLUS THE PERMIT AND ALL SUBSEQUENT REPORTS ANO REUlE0 DOCUMENTS. 4. ALL CONTRACTORS AND SUBCONTRACTORS INVOLVED W1H STDRN WATER PIXLUTON PREVENTON SHALL OBTAIN A COPY OF THE STORM WATER POLLUANN PREVENTON PLAN AND THE STALE OF WASHINGTON NATONAI POLLUTANT DISCHARGE ELIMINATON SYSTEM GENERAL PERMIT (NPDES PERMIT) AND BECOME FAMILIAR W1H THEIR CONTENTS 5. CON7RACi0R SHALL IMPLEMENT BEST MANAGEMENT PRACTCES AS REOUIRW BY THE SNPPP. ADDITONAL BE57 MANAGEMENT PRACTCES SHALL BE IMPLLMENIFD AS DICTA7W BY CONDITONS AT NO ADDITONAL C057 OF OWNER 7HRWCHWT ALL PHASES a CONSTRUCTON. fi. BEST MANAGEMENT PRACTCES (BNP'S) AND CONTRAS SHALL CONFORM i0 FWERAL, STATE, OR LOCAL REQUIREMENTS OR NANIIAL a PRACTCE, AS APPUCABLL CCNIRACTOR SHALL IMPLEMENT ADDITONAL CONTROLS AS DIRECTED BY PERMITTNG AGENCY OR OWNER. 7. 517E MAP MUST CLEARLY DELINEATE ALL STATE WATERS. PERMITS FqR ANY CONSIRVCTON ACTN7Y IMPACTNG STALE WATERS GR REGULATED WETUNDS MUST BE MAINTAINW ON SIZE AT ALL TMES. 0. CONTRACTOR SHALL MIMMIZE CLEARING TO 1HE MA%IMUM E%TNT PRACTCAL OR AS REWIRED BY THE GENERAL PERMIT. 9. GENERAL CON7RACi0R SHALL OENO7E ON PUN THE 1EMPglAAY PARKING AND STORAGE AREA WHICH SHALL ALSO BE USED AS THE EWIPMENT MAINTENANCE AND CLEANING AREA, EMPLOYEE PARKING AREA AND AREA FOR LOCATNC PORTABLE FACIUTES, OFFla 1RAILERS, AND TOILET FACIUTES. f0. ALL WASH WATER (CONCRETE iRUCNS, VEHICLE CIEANINC, EWIPNENi CLEANING, ETC.) SHALL BE DETAINED AND PROPERLY 7REA7E0 OR o15POSeo. 11. SUFFlGENT OIL AND CREASE ABSORBING MATERIALS AND FLOTATON BOOMS SHALL BE MAINTAINED ON 517E OR READILY AVAILABLE i0 CONTAIN AND CLEAN-UP NEL OR CHEMICAL SPILLS AND LEAKS. 12. DUST ON THE SITE SHALL BE CON7ROLiFD. 1HE USE a MOTQR qL5 AND OTHER PETROLEUM BASED OR TO%IC LIQUIDS FOR DUST SUPPRESSION OPERATIONS IS PROHIBITED. 13. RUBBISH, 7NASH, GARBAGE, OTTER, OR O1HER SUCH MATERIALS SHALL BE DEPOSITED INTO SEALED CONTAINERS. MATERIALS SHALL BE PREVENTED FROM LLANNG 1HE PREMISES 1HRWGH THE ACTON a WIND DV SiORMWATER DISCHARGE INTO DRAINAC{ DITCHES OR WATERS OF THE STALE. 14, ALL SiONM WATER POLWTON PREVENTEN MEASURES PRESENTED ON IRIS PLAN, ANO IN THE STORM WATER POLLUTNN PREVFNTON PUN, SHALL BE INITIATED AS SOON AS PRACTCABIE. 16. DISNRBED PORTONS OF THE SIZE WHERE CONSTRUCTEN ACTNIY HAS SiOPPW FOR AT IEASi 21 DAYS, SHALL BE TEMPORARILY SEEDED. THESE AREAS SHALL BE SEEDED NO LITER IRAN 14 PAYS FROM 1NE UST LONSIRUC710N ACTNtt OCCURRING IN 1HESE AREAS. 16. DISNRBED PdRTONS OF THE 517E WHERE CONSTRUCTEN ACTNTY NAS PERMgNENTY STOPPED SHALL BE PERMANENTLY SEEDED. THESE AREAS SHALL BE SEEDW NO LATER TIAN 14 DAYS AFTER THE USi CDVSTRUCTON ACTNtt OCCURRING IN THESE AREAS. REFER i0 1HE GRADING PLAN ANO/OR UNDSCAPE PLAN. 17. IF THE ACTON OF VEHICLES TRAVELING OVER iNE GRAl4L [ONS7RUCTON ENTRANCES IS NOT SUFFlCIENT TO REMOVE THE MAJDRItt Of DIRT Oft MUD. THEN THE TRES MUST BE WASHED BEFORE THE VEHICLES ENTER A PUBLIC ROAD. IF WASHING IS USED, PAONSIONS MUST RE MADE TO INTERCEPT 7NE WASH WATER AND 1RAP THE SEDIMENT BEFORE li IS CARRIED OFF THE SITE. I6. ALL NAIERIALS SPILLED, DROPPED, WASHED, OA iRACKW FROM VEHICLES ONTO ROADWAYS OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. 19. CONTRACTORS OR SDBLONTHACTORS WILL BE RESPONSIBLE FOR REMDNNG SWINENT IN THE DETENTON POND AND ANY SEDIMENT iHgi MAY HAVE COLLECTED IN 1HE STORM SEWER DRAINAGE SYSTEMS IN CONWNCTGN WTI 1HE STABILRATON OF 1HE ST. 20. ON-SIZE k OFF91E SOIL SIOCI(PILE ANO BORROW AREAS SHALL BE PROTECTED FROM EROSION AND SWIMENTATDN iHRWGH INPLEMENTATON OF BEST MANAaMENi PRACTCES. STOCKPILE AND BORROW AREA LOCATONS SHALL BE NOTED qJ THE SITE MAP AND PERMITTED IN ACCORDANCE W1H GENERAL PERMIT REWIREMENTS. 21. SLOPES SHALL BE LEFT IN A RWGHENEO CONDINON DURING THE GRADING PHASE 10 REDUCE RUNOFF VELOCITES AND EROSIGJ. 22. OUE TO 1HE CRAOE CHANCES OUAfNG THE OEVELOPMEN7 OF THE PROJECT 1HE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTNG 1HE EROSION CONTROL MEASURES (SILT FENCES, ETC.) i0 PREVENT EROSION. ALL CONSIRUCTON SHALL BE STABILIZED Ai THE END OF EACH YNRKING DAY, TITS INCWDES BACKFlWNG OF TRENCHES FOR UTLIIY CONSIRUCTON AND PUCEMENT OF GRAVEL OR BINMINOUS PANNC Fqi ROAD CONSIRUCTON. 1HE CONTRACTOR SHALL BE RESPONSIBLE AT ALL TMES FOR PREVFNTNG SILT-UOEN RUNUFF FROM DISCHAAGNG FROM THE PROJECT SIZE. FAILURE BV THE CONTRACTOR CAN RESULT IN A FlNE. TIE DESIGNATED TEMPORARY CONTACT PERSON NOTED ON THIS PLAN MUST BE AVAILABLE FOR CONTACT BY TELEPHONE ON A 24 HWR BASIS TIROUGNOUi CONS7RUCTON AND UN71L THE PROJECT HAS BEEN COMPLETED AND APPROVED BY TIE CAVERNMENTAL AGENCY W7H JURISDICTON. Z5. THE INPLEMENTATON OF 1HESE ESC PLANS AND TIE CONSTRULTON, MAINffNANCE, REPLACEMENT AND UPGRADING OF MESE ESC FACILITES IS TIE RESPON9BIUtt OF ME CONTRACTOR FROM 1HE BEC4NNINC OF CONSIRUCTDN UNTL ALL CONSTRUCTON IS COMPLETED AND APPROVED BY TIE C-01EANMENTAL AGENCY W7H JJflISDICTON AND THE SIZE IS STABILIZED. 26. TIE BWNOAAIES OF THE CLEARING LIMITS SHOWN ON 1HI5 PUN SHALL BE LIEARLY FUGaD ANO INSPECTED BY 7NE LOCAL AIRISDICTDN PRIOR TO ANY CLEARING OR CONSTRUCTON TAKING PUCE. OVRINC CONSTRUCTEN, NO DISNRBANa BEYOND 1HE FUCGW CLEARING LIMITS SHALL BE PERNIT7E0. THE FLAGGING SHALL BE MAINTAINED BY 1HE OWNER ANU/OR CONTRACTOR UNTL ALL CCNSTRVCTON IS APPROVED. 27. THE EROSION AND SEDIMENTATION CONTROL FACILITES SHOWN ON THIS PUN ARE ID BE CONSIDERED ADEOVATE BASIC REWIREMEN75 FOR 1HE ANTCIPATED SIZE CONDITONS. DURING CONSIRUCTON, DENATONS FROM THIS PUN NAY BE NECESSARY IN ORDER TD MAINTAIN WATER WALITY. 28. ALL ER090N ANO SEDINENTATON CONTROL MEASURES SMALL BE INSPECTED BY THE CON1RACi0R ON A FREQUENT BA515 AND IMNEDIAIELY AfiER EACH RAINFALL, AND MAINTAINED AS NECESSARY TO INSURE 1NOR CONTNUW NNCTONING. ALL SEDIMENT MVSi BE REMOVED FROM SILT FENCES, SEDWEN7 PONDS, ETC. PRIOR TO THE SEDIMENT REACHING 1/Z I75 MAXIMUM POIENTAL DEP1H. 29. AT NO THE SHALL CONCRETE, CONCRETE BYPRODUCTS, VEHICLE NU105, PAINT, d1ENICALS, OR O1NER POLLUTNG MATRft BE PERNITTD TO OSCHARCE TO 1HE TEMPORARY OR PERMANENT DRAINAGE SYSTEM, 0.R i0 DSCHARa FROM 1HE PROJECT SI1F. X1. TIE CONTRACTOR PERFORMING THE WVRK SHALL MAINTAIN A SEi a 1HE APPROVD CONSTRUCTON DRAWNCS ON SIZE Ai ALL TNES WHILE CIXJSIAUCTON IS IN PROGRESS. J1. li SMALL BE 1HE RESPONSIBIUtt OF THE CONTRACTOR PERFORMING THE WORK i0 OBTAIN ALL NECESSARY PERMITS FRa.I 1NE LOCAL JJRISDICTON PRlgt TO CONMENGNG ANY WORK YAIHIN THE PUBLIC RIGHT-OF-WAY. 32. TIE CONTRACTOR PERFORMING THE WORK SHALL BE RESPONSIBLE FOR PRONOINC ADEWAiE TRAFFIC CON1Ra AT ALL TMES DURING LONS7RUCTON ALONGSIDE OR WITIIN ALl PUBLIC ROADWAYS. 33. RI15 APPROVED 'TEMPORRAAY EROSION AND SEDINENTATDN CONTROL PLAN' MUST BE INPLENENTED PRIOR TO ANY SITE WORK. SCE 7NE PLANS AND DETAILS FOR NflTNER INFORNATON. 34. 1HE CONTRACTOR SHALL NOTFY 1NE OWNER AND THE ENGNEER IN THE EVENT Ofl DISCOVERY a POOR SOILS, CRaNDWA1ER OR DISCREPANCIES IN THE E%ISTNG CONDITONS AS NOTED ON THE PLANS. 35. MAXIMUM SLOPES SHALL BE 21 HORIZ: VERi FOR FlLL SLOPES. AND kl HORIZ:4ERT FOR CUT S_OPES. Sfi. ROCI(ERIES OR OTHER RETAINING FACILITES E%CEEDING 4'IN HEIGHT REQUIRE A SEPARATE PERMIT. 37. SLOPE STABNZATON. CU7 AND FILL SLOPES SHALL BE CONSTRUCTED IN A MANNER THAT WILL MINIMIZE ER090N. RWGNENW SOIL SURUCES ARE PREFEARW i0 SMOOTH SURFACES. INTERCEPTORS SHOULD BE CONS7RUC7ED Ai THE TOP a LONG, STEEP SLOPES WHICH HAVE SICNIFlCANT AREAS ABOVE TIAT CONTRIBUTE RUNOFF. CONCENTRATED RUNOFF SNWW NOT BE ALLOWED i0 FLOW DOWN THE FACE OF A CUT OR FILL SLOPE UNLESS CONTAINED W1HIN AN ADEQUATE CHANNEL OR PIPE SLOPE ORAM1Y NHERE`hR A SLOPE FACE CROSSES A WA1EA SEEPAGE PUKE, ADEOVAff DRAINAGE OR OTHER PRO7ECTON SHWLD 8C FRONDED. IN ADDITON, ROPES SHOULD BE STABIOZN IN ACCORDANCE WITH ITEM (I7) ABOVE. 38. S70RM DRAIN INLFi PRDIECTON. ALL STIXRN DRAIN INLETS MADE OPERABLE DURING CONSTRUCTON SHALL BE PROIECTD 50 THAT S70RNWATER RUNOFF SHALL NOT ENTER 7NE CONVEYANCE SYSTEM N1IHOUT FlRST BEING FlLTERW DR OTHERWISE iNEATED i0 REMOVE SWWENT. 39. REFER i0 PROJECT SPEGFICAT104S FOR SURFACE WATER POLLUTON PREVENTON PLAN (SWPPP) NARRATVE. SEQUENCE OF CONSTRUCTION PNASF I PNA~ II L INSTALL STABN2Ep CCNSIRUCTION E%li(S). Z. PREPARE TEMPORARY PARKING ANO STORAGE AREA. UPON INPIFMENTATON AND INSTALLADON DF THE FOLLOWNG AREAS: TRAILER, PARKING, LAY DOWN, PORTA-POitt, WHEEL WASH, CONCRETE WASNWT, MASONS AREA, FUEL AND MATERIAL STORAGE CONTAINERS, SOLID WAS1E CONTAINERS, E%i. DENOTE THEN ON THE SITE MAPS IMMEDIATELY AND NOTE ANY CHANGES IN THE LOCATONS AS 1HEY OCNR 7HAWGHOUi THE LON57AUCTCIJ PROCESS. 3. CONSTgUCi TIE SILT FENCES ON THE SITE. 4. INSTALL SEDIMENT CONTRA FOR EXISTNG CATCH BASINS HALT ALL AWNTES AND CONTACT 7NE CML ENGNEEAING CONSULTANT i0 PERFORM INSPECTON AND CERTFlCATCN OF BMPS. aNEAAI [ONIRACTOR SHALL SCHEDULE AND CONDUCT S10RM WATER PRE-CONSiRUCTON MEETNG W1H ENGINEER AND ALL GROUND-DISNRBAING CONTRACTORS BEFORE PAa DING W17H CONSTRUCT EE ON. S. CONS1RUCi THE SWIMENT BASIN AND SEDIMENT TRAPS NI1H APPROPRIATE W1FALL STRUCNRES. fi. STABWZE BASINS AND TRAPS. 7. CLEAR ANO CHUB TIE SITE. B. BEGIN GRADING iNE SIZE. 9. START CDNSIRUCTON OF BUILDING PAD AND STRUCNRES. L 7EMPOAARIIY SEED DENUDED AREAS. Z. INSTALL UTLITES, UNDER GRAINS, STORM SEN£R5, CURBS axo cMT7ERS. S. INSTALL RIP RAP AROUND ALL STORM SEWER STRUCNRES. 4. INSTALL INLET PROIECTON AAWNp ALL STORM SEWER STRUCNRES. S. PREPARE SITE FOR PANNG. 6. PAVE SIZE. ].INSTALL INLET PROTECRON DENCES B. COMPLETE GRADING AND INSTAll PERMANENT SEWING AND PUNTNGS. 9. REMOVE ALL TEMPORARY EROSION AND SWINENT CONTRA DENCES (ONLY IF 517E IS STABILIZED). SOIL EROSION/SWIMENTATON CON7Na OPEAATON THE SGIWULf NO1E: GENERAL CON1RACi0R TO COMPLETE TABLE WIH THEIR SPECIFlC PR0.ECT SCHEDULE CONSIRUCTON SEWFNCE JAN FER NAR APR MAY JJN JILL AUG SEP OCi NOV DEC JAN FFB MAR APR MAY JUN AaGH GRADE /SEDIMENT CONRRa TEMPORARY CON1Ra MEASURES S1PoP k STOCKPILE TOPSgL SiORN FAGUTES 1FMPORARY CONSIRUCTON ROADS FOUNDATON /BUILDING CONS7RUCTW SITE CONSIRUCTON PERMANENT CON1Ra STRUCNRES FlNISH GRADING MAINTENANCE 1. ALL MEASURES STALED ON THIS EROSION ANO SEDIMENT CONTRA PLAN. AND IN 1HE STORK WATER PIXLVTON PRE4ENTCN PUNATON, SHALL BE MAINTAINED M NLLY NNCTONAL CONDITON UNTL NO LONGER RWUIRED FOIR A CgAPLEIED PHASE OF WORK OR FINAL STABIUZATON OF 7NE SIZE. ALL EROSIaI AND SEDIMENTATON CONTROL MEASURES SHALL BE CHECKED BY A WALIFlED PERSON IN ACCORDANCE W17H THE CONWACi DOCUMENTS OR TIE APPVCABLE PERMIT, WHICHEVER IS MORE STRINGENT, AND REPAIRW IN ACCORDANCE WM TIE FOLLOWNG: Z. INLET PR07ECTCN DENCES AND BARRIERS SHALL BE REPAIRED OR REPLACED IF THEY SHOW SIGNS OF UNDERMINING, OR DETERIgRATON. 3. ALL SEEDED AREAS SHALL BE CHECKED REGULARLY i0 SEE THAT A GOOD STAND IS MAINTAINED. AREAS SHWLD RE FERTLIZW, WATERED, AND RESEEDED AS NEEDED. 4. SNT FENCES SHALL RE REPAIRED TO 1HEIR CRIGINAI CONDITONS IF DAMACW. SEDIMENT SHALL BE REMOVED FRgI THE SILT FENCES WdEN li REACHES ONE-HALF THE HEIGHT OF THE SILT FENCE. 5. TIE CONSIRUCTON ENTRANCES SHALL BE MAINTAINER IN A CONDITDN WHICH WILL PREVENT TNACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS-a-WAY. THIS NAY REOVWE PERIODIC TOP MRESSING OF 7NE CONSTRUC71ON ENTRANCES AS CONDITONS DEMAND. 6. RTE TEMPORARY PARKING ANO STORAGE AREA SMALL BE KEPI IN L-0OD CONDITON (SUITABLE FOR PARKING AND STORAGE). 7X15 MAY REQUIRE PERIODIC i0P DRESSING a THE TEMPORARY PARKING AS LONDITONS DEMAND. 7. WTIEI STRUCTURES IN iNE SED@ENTATON BASINS SHALL BE MAINTAINED IN OPERATONAL CONDITONS Ai ALL TMES. SEDIMENT SHALL RE REMOVED FR011 SEDIMENT BASINS OR 1gAPS WHEN THE DESIGN CAPACITY HAS BEEN REWCED BY SOS SOIL TYPES THE UNITED STATES DEPARTMENT OF AGRICULTURE SqL SURVEY FOR 1HURSTON CWNtt, WASNINGiON INDICATES THAT 1HE 517E IS UNDEflUW BY SPANAWAY STONY SANDY LOAM. 7HWCH ACCORDING TD 1HE a01ECHNICAI EVALUATION, 1HE SIZE IS MWIUM DENSE, MgSi, BLACK, SANDY. SILTY CRA4£L TO SANDY. GRAVELY SILT AND IS UNDERUIN WiN MEDIUM DENSE 70 VERY DENSE, MOIST, BRONX, SANDY, GOBBET GRAVEL N1T1 SOME SILT AND RaWWS (UP i0 24 INCHES IN DIAMETER). STABILIZATION /SEEDING NOTE 1EMPORARY SEEDING - N17HIN 14 DAYS AFTER CONSTRUCTON ACTNIY CEASES ON ANY PARTCULAR AREA, ALL OISNRBW GRWND WHERE THERE WILL NO7 BE CONSTRUCTON FOR LONGER THAN 21 DAYS MUST BE SEWW W17N FAST-CERMINATNG TEMPORARY SEED AND PgOTECTED WITH MULCH. PERMANENT SEEDING -ALL AREAS Ai FNAL GRADE MUST BE SEEDED N17NIN 14 DAYS AFTER COIAPLETCN a TIE MAJOR CONSTRVCTON ACTNtt. SEE COVER SHEET FOR EXISTING LEGEND SYMBOLS CALL 48 HOURS BEFORE YOU DIG 1-800-424-5555 DEVELOPER OWNER: WAL-MART STORES INC. 2001 SE IO1N S7Rf:ET BW70NNLlE, AR 72712 479-273-4000 9R tl4AAl(P/fiM0.Y 011P.1LIW. artaxmmwe APPROVED FOR CO45TRUCTON BY: OA7E: OEVELOPMENi RENEW ENGINEER APPROVAL E%PIRES: ~I Z - tt i u r F m' o m ¢ i $ w E r;.. s x. 3 G =~~o~ Y `~ @ i~''A ~ '"~ '~ ~ B W d O ^ Z ~ ~ o^ W_ z ~ 2 ~¢3 Q H J ~ ~ 7^ a D-1.2 O Q w ~_ N W H Q Z zO F Z Q O wO W Q 8 56 SAC. 29, T77N., R2E., W.M. LEGEND ; ' `~'4 ~q I RD i^ ~ ~ ~ t _ ~ STABILIZED PERNWS AREA 10380 AVE SE `F' N~ ~ m m .:.~: r , \ ` ~ CONSTRUCnON ENTRANCE A 1 '. N N .. ~ CONTRACTOR IS TO ENSURE NO I D-2a ~ 1 =- ~ ~ '~ ~~' " pISIDRBANCE SIR FENCE i - CONSTRUCnON ACPNIIES OCCUR i ~. 0 HAUL ROAD & STAGING AREA 5 x ~o I ± o ;R , ... `• IN THIS AREA. o-R.o w ~ ~ ..:: ~ w . (~~) S88'2308'E . - ~ ' . ' 588'230YE _ PROPOSED B' SCREENWALL ~ AO ~ _-.-_-..... __ - ._.L tt ~-,„ _, PROPOSED RETAINING WALL ~ 507 ~ ~ ~ a a I ~ s -' I. I `['' T ~ - ~ '~~ PROPOSED FlNISH GRgOE ~ I ~ 507 sp m ~ o ~I L I L .r ~ 2 ~ {... t + 1 { ( 1 11 - EXISnNG CONiWR ~ I p III , A _:. i1 , -.I r i i ~ _,,~ .- SILT FENCE zo ~ t ~ ~ I A 11jr~1 % / n i ! v, H Bgsw RD : g B~1pei~ PROJECT SfTE ~' o 0 0 1 i I i I I I~ M 4 INLE7~cATC N P TECnON o-20 _ _ _ _ _ _ RO ~ \ \ IY 1 , ~ i l l I ( -" ~ - - 0 --i - - ~ - LIMI OF pISNRBANCE O P ~ ~ _ _~ A NNRE SR 507 510 0 ( ~~ ~ d ~ t II 1 1 7• ~ A CONNECTOR LOOP T Ntfi ~ 1,) \_. •... ~ it "^ i. 1 C ,] ~ _ I ~y'b`~~ OVERUNO FLOW DRECnON w1H GRADE 11081 AVE SE f 0 20 PROiECnON ~ . , -:. ,. ': •' ° m rnP:7 , `; /' J sEE sHEET D-t.a FoR VICINITY MAP o ~ ~ ~ o If I' ) - CONTRACTOR SHALL NOT ALLOW ANY STORM `y' ERGSIDN GON TRGL N.T.S. °' uS~ rc I .. - SEE COVER SHEET r I' : ~ { : WATER TO ENTER THE INFlLTRAlION GALLERIES ~' n n-. o el ,', r uxnL wATER DupuTr srsTEMS ARE NuY '`, ~ NOTES FOR EXISTING LEGEND ...__....... - 14 II ~ ,, NNCnCNA4 FINAL STABIIIAnON (AFTER I 9 SYMBOLS I B SIIBSTANnON CCMPlElEO), AND ALL WATER 1 o `~, . ODALtt OEVICE511AVE BEEN CLEANED. .. _. - ~ ~ rv ~' eo ~' a RIRIT-oF- ~ I - %. ~ ... DEwfLOPER OWNER: AREA SUMMARY ~, ~ 3.. ~ ~- ~ - i A -- WAL DART STORES INC WAY I ~.:_._ r ` ( - 2001 SE IO7H STREET DEDICknCN FOR HALF ~ - ~ ~ ~ - BENTONNLLE, AA 72712 STREET ~ 1 ~ ~ ~~ .. - ~ ~ ~ `\ 09-273-4000 L 6111PIC,R 91E fRPAIW N IMPROVEMENTS ~ ~ ' ~ ~ . A , _ 9LT ffNCE i y ~ ~ ~ ( . _ /', _ i :: -. .... ~ vrwxmmwe o s • ~ T i . ~ I . - ~ ~ _ ~ , ' ' ' . YELM 7 AI 1 , I ) ~ " ~ - ~ CITY CALL 48 HOURS BEFORE you Dlc 1 I , L LIMITS 1-eoo-aza-ssss DESCRIPnON ALRES PAVEMENT 1O0 BULLRING 42 LANpscAPWC L2 OFF-SITE 7.6 TOTAL Z10 ~~~~o~ ap~~c: @ e~ USGS QUADRANGLE MAP O 0 U' •I'. ~ -"~ ; -DRAINAGE BAST -~ - '~ ~ < , , r _ x.rs v2A- ~~~ .. - - Y ~I~111 I ~~ - , AREA 154 Ab; o -----• -- I ~~l ><xv SILT FENCE t 1 3 1 i'_ j m o-20 ' ' I NITS OF g 'w' ~I ' :T Y I 5 NAU RDAp ' DISTURBANCE y ° N , 1 ; { x , 1 ~.'~ E3 -.-' t ~' :1 ~ Tj''3 UM77S 6 ~ , _ _ _ _ _ _ ~~ DISNRBANCE ~ - -' - (T1P.j 1 a ,' 1.. T '1 INLR PRDTE , :.' ~ _ 1 ~ t o sp (Syp) ~' SEE SR 90 ~ ~ 4 f ' ~ 206 NGAND ROAp a1 1' I ~ ~~,34r!' ~` ~+ ~ :,~B~TRA1LFj7 STORAGE AREA, _ _ IMPROVEMENT x t i ~" _ PLANS FOR 'AODIPONAI ~ { 1. ~ I®~ ,. ~ f J~ ® O F~ Z O EROSION AND ~ /A x I N O F CONTROL IN A t+ . A ~{:" '~ ry ~ Z H d AREA ~;I• '','~ ~ , ~ SEQUENCE OF CONSTRUCTION ~ ~ ~ w Q . E .i: ;% ' ~ ~ ~ ~ ' Ezlsnxc 40' ~k ~ Q ~ ~ O _ - (` ' 1. INSTALL STADIU2ED CONSIRUC-ON E%li(S). ~. ® unuTr BENCHMARK DATA 3 O i '~ ~ ~ ' ® '€ASEMENT' 2. PREPARE TEMPORARY PARKING AND SiINtACE AREA. UPON IMPLLMENTAnON W D F J } $ ,z;, !/ C- AND INSTAUAnON OF 7NE FOLLOWNG AREAS: TRAILER, PARKING, LAY pOWN, VERTICAL DATUM: (NGVD 29) Q r ~ W 0 ( ® N ® PORTp-PDTTY, KNEEL WASH, CONCRETE WASH WT, MASONS AREA, NEL ANO FOJND 3' nIURSTON COUNtt BRASS qSK O Q J N _ I ~ - '.~ MATERIAL STORAGE CQVTAINERS, SOLID WASTE CONTAINERS, E%i. pENOIE MgRNED '7B4-A' ELEVATION =3.56.14 ~ ~ W ~ In j ' »I 7NEM ON THE SITE MAPS INMEOIAIELY AND NOTE ANY CHANGES IN nlE ¢' ` 1y""{,...~'. ~ '~ ~ ~ ~ - - .. Locgnaus As nlEr pcaR nlRaucHDUT THE corlsmucnoN PRpcESS. TEMPORARY BENCH MARKS N } Z -_ ' Y.•t . \ `' ,- -- - ,, ,, ;, ® ~ + ~147~•W 4. W9iALLUSEDIMENTICONTROE FORE S11N CATCH BASINS MARRED ~SNS TRAY NORTH 2:A.30' AND ~ J I (L ~~ ~t }. \ , ® .. ® r. ~ - , '. \ \ '' ~ _ _--_, ,. HALT AM INSPECTION RAND CERTIFlLAIION OFLBMPS C{NERALOLONTRACiOR PROPERtt CgiN fl/EL RS347hi L1 Si Ap ~ O ` ~_..1 ~. A,-. - '82307 W ;! '.. e._" •_.. ~~ '. PATHENGINEER ANDNALLOCRWNDS OISTURBAING CONTRACTORSCBFFOREEE7ING - O~ .. 1~ ,~ : ~ T.B.M. 2 SET 5 B REBAR W CAP ~ ~ LL ~- - } .~~ e ~z x- y 4_ r _ __ -~- PROCEEDING Mni CONSTRUCnDN MARKED 'SKS 7RAV' SW1H 34.23' AND W N ~, '" ~ '°9"''~~'t-- 14Y' -"` ~ --- ~' e'~-. ~"+ ,--• ~' J .'+a p ^ -"F°s~ -- - EAST 104.73' FR01.1 THE NCRRIWES7 EL= 0 ~,- S. CONSTRUCT 7NE SEDIMENT BASIN AND SEDIMENT TRAPS WTN APPROPRIATE - O .~.rr-i..~-~C - ~ .,o--R~ ,._ ,.tlMIT59F•-_. -_3N CTBRNA TAKE I.~h~URE5 T9 RfVFi T',. YrTi 7i lu ttu 'S~r -.. - -.,v _ _ -~-- - v ~ .-. "-'~ - TM-~. '~ - JalAez >~t ,~~ ~ ' '~ ~>~~SitM9 (p9 NG•CQN51FUF71ON AFTER "'V _ ~~ '-- ~ ~" :1 WTFALL STAUCNRES. a V . ~ !--+ - -`~ -- - , -. fIMAY.,611E' ABR)gA11ZN, - ACE7i~CAN'N{0-{IC~-~r ~ C.~,,~ASi REL'OCATE' FND ~ -1- ~ fi. STA&LIZE BASINS AND TRAPS B SIS OF BEARING (MAD 83) W -' ~ "'>_ -- i1lH 4iNCE ~- _ _ ~IYP~_ . ~ 'ACLUTAUCA7Efi~5)OMENj Fl20M-WATfA-OtlAVTY tON1FYRTdCf`$157Ek''"'>_ L _ _ J_ _,-RFg~Hp-(,gry57RlI@11By;_ _ L _ _~ 7. CLEAR AND GRUB THE 97E. ~ - ~- ~ IP CONST A-- U ~'P ' -'AND DEIFJlnON. YALILY6 AfID PUMPS CON1RpCTO2:SHALL IN E ALLK„ - - - 'ENIRANCE/1EI,IPMtARYRMEEL PlAStLA6 - -. B. BEGAN gtgqNG nIE SITE. FWNO 3' 7HURSTON COUNTY BRASS DISK Q `'r-~3'-^ wm. - '"~{;'`!~'~ - N3T5 bliBUlG^/p11tT'pFWAiERWC~73 RSitFOUIRE9T M MF'>'K~z ~~`~ ~ 32EBUIRED'FBR3}iE~T&NSiRHGF)BfL-NHD- - - 9. START CCNSTRUCnON OF BUILpING PAD AND S7RUCNRES. MARKED 'TI7N-R2E-NE COR SECPQY 30' '_ ~"J __ `-~~~3~-~=~_~~ - .~,&ASF~-BI~'~__ - -- _ ENiRANGE. R,ro x+.Lue unnarmerK ~ ~ ' '+s- r ' ' { j -- I - ~ OFF9TE:AENOVE AFTER {INAL 9 ~ FOUND 3' 7HURSTON CWNtt BRASS DISK '' `." -~ - - . ~ STAEIL ~ I 1. 7EN~P0 RRILY SEED DENUDED AREAS. NMKED 708 GP ON „ ; t` :. ~5 ~ IZAnON . _ I I ..,., 2. INSTALL UlILl11E5, UNDER DRAINS, STORM SEWERS, WATER WAUTY, S-I/4 C a ~: -. ~ kL~.~~.~_ ~ ; ..-~.-.-~-~~...~_.r~-~-_,~__.-.~.' ~']`. .;.F DETENnoN PUMPS AND INFILi SYSTEMS, CURBS ANO CU71ER5. J. INSTALL RIP RAP ARWND ALL STORM SEWER STRUCNRES. NOTES STORMWATER OUTFLOW GRAPHIC SCALE 4. INSTALL INLET PRO1ECnON AROUND ALl STORM SEWER STRUCTURES. APPROVED FOR CgJSTRUCnON STORM DRAIN INFlLTRATION GALLERY. ACCUMUUTED STORM flUNOFF INFlLTRATES INTO ® 5. PREPARE SITE FOR PANNG. 1. NULCNING PALL DE DONE OV 1HE PERWETER W THE PROPERTY FOR STABILIZAnON. E%ISnNC SqL STRANM. NEAREST BODIES OF WATER ARE THE NISOUALLY RIVER. APPAO% 6. PAVE SITE. 9 2. TEMPORARY SEEDING N1LL BE DONE TO STABILIZE THE SIZE PRIOfl TO PERMANENT SEEDING INSTALLAnON. 1/2 MILE EAST OF FROM SITE AND YEU1 CflEEN KHICH IS APPRO%. 1/4 NILE WEST OF m ].INSTALL INLET PRO7ECnON OENLES. BY: PATE: D-'.° }. SEE WVER SHEET FOR E%ISnNC LEGEND SYMBOLS SITE. GROUNDWATER WAS NOT ENCOUNTERED W THIS LOCAnON. THIS SITE HAS BEEN I O1 r°T I B. COMPLETE GRADING ANp INSTALL PERMANENT SEEDING ANp PIANRNFS. DEVELOPMENT RENEW ENGINEER 1 J Cc IDENRFlED AS BEING IN A CRITICAL AWIFER RECHARGE AREA. ' '°°" ' fi0 '~ 9. REMOVE ALL TEMPdRARY EROSION AND SEOWENi CONTROL APPROVAL E%PIRES: JV nrmr[c lnuly ¢ an Ic Crean n[n1 SEC. 29, T17N., R2E., W.M. GENERAL EROSION CONTROL NOTES I. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE E%ISRNG WNDI11W5. 1HE PLAN DOES NOT REPRESENT A DETAILED FlELO SURVEY. THE EXISRNG CONOInONS SHOWN ON 1X15 PLAN SHEET ARE RASED UPON THE WRVEY PREPARED BY WAH PAGRC, DAlE0 12-Z3-O1. THE CWIRAC70R IS RESPWSIBLE FOR VERIMNC FlEN CONDIRONS PRIOR TO BIDDING THE PROPOSED SIEWORK IMPROVEMENTS. IF WNWC75 ARE DISCOVERED, 1HE CW7RACTIXt SHALL NORFY 1HE OWNER PRIOR TO INSTALLARIXI OF ANY PORRON OF 1HE SIIEN9RK YMICH WOULD BE AFFECTED. IF CON1RACi0R DOES NOT ACCEPT E%ISRNC SURVEY, INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS, WI1HW1 E%CEPRON, HE SHALL HAVE MADE, AT HIS ONN EXPENSE. A TOPOGRAPHIC SURVEY BY A REC157ERN UND SURVEYOR AND SUBMIT IT TO THE OWNER FOR RENEW. 2. LADNON - NO11CE 10 CONiRAC70R 1HE CON7RACi0R IS SPEGFICALLY CAUnONE0 THAT THE LOCATION AND/OR ELEVATION OF E%ISRNG URURES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF 1HE VARIWS URUtt COMPANIES AND, VfrIEAE POSSIBLL, NEAWRENENiS TAKEN IN 1HE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING E%ACi OR COMPLETE. nlE CW7AACi0R MUST CALL 1HE APPROPRIATE UNUIY COMPANY Ai LEAST 40 HOURS BEFORE ANY E%CAVARW TO REQUEST EXACT FlELD LOCAnW OF U71LInE5. I7 SHALL BE 7NE RESPONSIBILItt OF 1HE CONTRACTOR iD RELOCATE ALL E%ISnNC ' URURES WHICH CONFIICi W17N THE PROPOSED INPROVENEN75 SHOWN ON THESE PUNS. 3. THE STIX2MWAlER POLLUnW PREVENTNN PLAN IS COMPRISED OF RIIS DRAWNG ('SIZE NAP'), 1HE STANDARD OETNLS, THE PLAN NARRATIVE, ANACHMEN75 INCWDEO IN SPECIRCANONS SECPW 02370 ('SYRPP~J, PWS 1HE PERMIT AND ALL WBSEWENTREPORTS ANO REUTEO DOCUMENTS 4. ALL CONTRACTORS AND SUBCW7RACi0R5 WVOLVED WiN SiG2M WATER POLLURON PREVENRNN SHALL OBTAIN A COPY CF iHC STORK WRIER POLLURON PREVENTCN PUN AND THE STALE OF WASHINGTON NAnONAL POLLWANT DISCHARGE ELININAnW SYSTEM GENERAL PERMIT (NPDES PERMIT) AND BECOME FANWAR WTN hIEIR CW7ENi5. 5. CONTRACTOR SHALL IMPLEMENT REST MANAGEMENT PRACDCES AS REWIRED BY 1HE SWPPP. AODIRWAL BEST MANAGEMENT PAACTCES SHALL BE IMPLEMENTED AS DIC7AlED BY CONDI11W5 AT NO ADDIRWAL COST Di OWNER iHROUCHWT ALL PHASES OF CON57AUCnON. 6. BEST MANAGEMENT PRACNCES (BMP'S) AND CON7RW5 SHALL WNFORM i0 FEDERAL, STALE, OR LWAL AEOUIRENFNiS OR MANUAL Of PRACRCE, AS APPLICABLE CONTRACTOR SHALL IMPLEMENT ADDInONAL CONTROLS AS DWECIEU BY PERMITTING AC{NCY OR OWNER. ]. 517E MAP MUST CLEARLY DEllNEAIE ALL 57A1E WATERS. PERMITS FOR ANY CONSIRUCNCN ACRMTY IMPACTING S7AlE WATERS OR REGULATED ISElUNDS MUST BE MAINTAINED ON SITE AT ALL RMES. & CON7RACTOIR SNAIL MINIMIZE CLEANING TO 1HE MAXiNUN EXTENT PRACTICAL OR A5 REWIRED 8Y 7fK GENERAL PERMIT. 9. GENERAL CW7RACTOR SHALL DENOTE ON PUN THE TEMPORARY PARKING AND SiORACE AREA NHICH SHALL ALSO BE USED AS 1HE EOVIPMENT NAINIENANCE AND CLEANING ARU, EMPLOYEE PARKING AREA, AND AREA fOR LOCATING PORTABLE FACNDES, OFFlCE 1RAIlERS, AND 101LEi FAGUNES 10. ALL WASH WATER (CONCRETE TRUCKS, VEHICLE CLEANING, EWIPMENT CLEANING, ETC.) SHALL BE DETAINED AND PROPERLY 1RURD OR DISPOSED. 11. SUFFICIENT OIL AND GREASE ABSORBING MATERIALS AND FIOIAnW BOOMS SHALL BE MAINTAINED ON 517E OR READILY AVMUBLE TO CWTNN ANp CLEAN-UP NEL OR CHEMICAL SPILLS AND LEANS. 12. OUST W THE 517E SHALL RE CONTROLLED. THE USE OF MOTOR GLS ANO OnIER PETRIXFUN BASED OR TO%IC LIWIDS FOR DUST WPPRESSIW oPEAAnoNS rs PROHlel7EO. 13. RUBBISH, TRASH, GARBAGE, UTTER, OR OTHER SUCH MATERIALS SHALL BE DEPOSIIID INTO SEALED CONTAINERS. MATERIALS SHALL BE PREVENTED FROM LEANNG IHF PREMISES 1HRWGH 1HE ACTION OF NINO OA STGiMWA1ER DISCHARGE INTO DRAINAGE DITCHES OR WATERS OF THE STALE. 14. ALL S10RM WATER PO.LUnON PREVENRON MEASURES PRESEN7E0 ON 1X15 PUN, AND IN THE SiORN WATER PIXLUR04 PREVENnW PLAN, SHALL BE INIRAIED AS SWN AS PRACRCABLE. 15. DISNABED PORRONS OF THE SITE WHERE CGIS7RUCnON ACDWtt NAS STOPPED FIXt Ai LEAST 21 GAYS, SHALL BE TEMPORARILY SEEDED. THESE AREAS SHALL BE SEEDED NO LITER THAN 74 DAYS FROM THE LAST CWSIRUCNON ACRWtt OCCURRING IN THESE AREAS. 16. OISIDRBED PORRONS CF 1HE SIZE WHERE CWS7RUCnON ACRNtt HAS PERMANENRY STOPPED SHALL BE PERMANENIlY SEEDED. THESE AREAS SHALL BE SENED NO VIER THAN 14 DAYS AFTER 1HE LAST CWS1RUCnON ACRNtt OCWARING IN THESE AREAS. REFER TO 1HE GRADING PUN AND/OR UNDSCAPE PUN. 17. If THE ACnW dF VEHICLES TRAVELING OVER THE GRAVEL CONS7NUCnW ENTRANCES IS NOT SUFFCIENT i0 REMOVE THE MAJORITY OF DIRT OR MUD, THEN THE nAES MUST BE WASHED BEFORE THE VEHICLES EN1ER A PVBUC ROAD. IF WASHING IS USED, PRONSIWS MUST BE MADE 70 INTERCEPT THE WASH WATER AND TRAP THE SEDIMENT BEFGRE IT IS CARRIED OFF THE SIZE. iB. ALL MATERIALS SPILLED, DRWPED, WASHN, OR TRACKED FROM 4FFIICIFS ONTO ROADWAYS OR IN70 STORM DRAMS MUST RE REMOKD IMMEDIATELY. 19. CW1RACi0RS OR WBCON7RACi0RS YALL BE RESPWSIBLE FOR REMONNG SEDINEN7 IN n1E OEIENRW POND AND ANY SEDIMENT THAT MAY HAVE COLLECTED IN 1HE STORM SEWER DRAINAGE SYSTEMS IN CW~RINCRW 'NTH THE STABWZAHON OF THE SITE. W-STE k OFFGTE SOIL STOCKPILE ANO BORROW AREAS SHALL BE PROiEC1ED FROM EROSION AND SEDINENTARON THRWCH IMPLEMENipiION [F BES1 MANAGEMENT PAACNCES. SiOCNPIiE AND BORROW AREA LOCADWS SHALL BE NOTED W THE 517E MAP ANO PERMITTED IN ACCORDANCE W7H [FNERAL PERMIT AEWWEMENTS. Z1. SLOPES SHALL BE LEFT IN A RWGNENED CONDIHW DURING THE GRADING PHASE i0 REDUCE RUNOFF VELWIl1E5 ANO EROSION. 22. DUE i0 THE GRADE CHANGES DURING 1HE OEKLDPMENi OF THE PROJECT, THE CONiRACiON SHALL BE RESPONSIBLE FOR ADJUSDNG 1HE EROSION CONTROL MEASURES (SIL7 FENCES, ETC.) i0 PREVENT EROSION. 23. ALL CWSIRUCRDN SHALL BE STABILIZED A7 THE END OF EACH WYNiKING DAY, THIS INCLUDES BACKFIWNG W 1RENCNES FOR URUtt CONSiRUCRON AND PLACEMENT OF GRAVEL DR BINNINOUS PANNC FOR ROAD CWSIRUCHON. 24. 1HE CONIRAC70R SHALL BE RESPONSIBLE AT ALL nMES FCR PREVENTING SILT-UDEN RUNOFF FROM DISGIARGNC FROM RIE PROJECT SIZE. FAILURE BY THE CONTRACTg7 CAN RESLHi IN A ANE. THE DESIGNATED TEMPORARY CONTACT PERSON NO1E0 W THIS PLpN MUST BE AVAIUBLE Fqi CONTACT BY TELEPHONE ON A 24 NWR BASIS 7HRWGHWi CWSTRUCnON AND UNTIL THE PROJECT NAS BEEN CWPLFIED AND APPROVED BY THE GOVERNMENTAL A[FNCY W17H JURISDICDON. 25. THE INPLENFNTARW OF 1HESE ESC PUNS AND THE LONSiRUC71W, MAINTENANCE, AEPUCEMENT AND UPGRADING OF THESE ESC FACNTIES IS RIE RESPONSIBIUtt Of THE CONTRACTOR FROM THE BEGINNING OF CWS7RUCRON UNRI ALL CONSIAUCRW IS COMPLETED AND APPROVED BY THE C-0VERNNENTAL AGENCY Wi1H JJRISDICnW AND 7NE SITE IS SiABIUZED. . 26. THE BWNDARIES OF THE CLEARING UNITS SHOWN ON 1X15 PLAN SHALL BE CLEARLY FLAGGED AND INSPECTED BY THE LOCAL JURISDICRW PRIW TO ANY CLEARING OR CWSTRUCnW TAKING PLACE. DURING CONS1RUCnON, NO DISNRBANCE BEYOND THE FUCLEO CLEARING LIMITS SHALL BE PERMITTED. THE RAGGING SHALL BE MAINTAINED BY THE OWNER AND/OR CONIRAC70R UNDL ALL CWSIRUC110N IS APPROVED. 2]. 1HE EROSION AND SEDWENTARON CONTROL FACTURES SHOWN ON 7X15 PLAN AAE 70 BE CONSIDERED ADEWAIE BASIC REWIREMENTS FOR 1HE ANRpPA1ED SITE CW0171W5. DURING CONS7RUCnON, DENARWS FROM 1X15 PUN NAY BE NECESSARY IN DARER i0 MAINTAIN WATER WALItt. 28 ALL EROSION AND SEDINENTADW CONTROL MEASURES SHALL BE INSPECTED BY THE CON7RACi0R W A FREWENi BASIS AND IMMEDIATELY AFTER EACH RAINFALL, AND NAINTAINEO AS NECESSARY TO INWRE THEIR LWRNUED NNCPONINC. All SEDIMENT MUST BE REMOVED FROIA SILT FENCES, SEDIMENT PONDS, ETC. PRIOR TO INE SEDIMENT REACHING 1/2 ITS MA%IMUM PD7ENDAL DEPTH. Z9. Ai NO RNE SHALL CONCRETE, CONCRETE BIHRWUC75, VEHICLE FLUIDS, PAINT, CHEMICALS, CR OTHER PGLURNG NATTER BE PERMITTED TO OISCHARC{ TD THE TEMPORARY OR PERMANENT DRAINAGE 5YS1EM, GR TO DISCHARC{ FAW THE PROJECT SITE. J0. 1HE CCNIRACTOR PERfORM1NG 1NE YNRK SHALL MAINTAIN A SET OF 1HE APPROVED CONSTRUCRON DRAWNCS CN 511E AT ALL nNES WHILE CONS7RUCRW IS IN PROGRESS. 31. li SHALL BE THE RESPONSIBILItt dF THE CON7RACi0R PERFORMING 1HE WT1RK i0 OBTAIN ALL NECESSARY PEANIiS FROM 1HE LOCAL JURISDICRDN PRIOR TD CONMENCINC ANY WORN WTHIN THE PUBLIC RIGHT-OF-WAY. 32, THE CONTRACTOR PERFORMING 7HF WORK SHALL BE RESPWSIBLE FCR PROWDING ADEOUAIE 7RAFFlC CONTROL Ai ALL nMES DURING CWS1RUCnON ALONGSIDE OR WiHIN ALL PUBUC ROADWAYS. 33. RIIS APPROVED 'TEMPORARY EROSION AND SEDINENTARON CONTROL PLAN' MUST BE IMPLEMENTED PRIOR iD ANY SITE WORK SEE RIE PUNS AND DETMIS FOR NR7HER INFORMATION. 34. nlE CON7RACTOA SHALL NOnFY 1HE ONNEA AND THE ENGNEER IN 1HE EVENT OR DSCOVERY OF POOR SGLS, GRWNDWAIER OR OISCREPANGES IN R1E EXISnNG CONDIRONS AS NOTED W nlE PUNS. 35. MA%IMUM SLOPES SHALL BE 2:1 HORIZ:VERi f0R FILL SLOPES, ANO 2:1 HOR12:lERT FOR CUT ROPES. 36. ROCKERIES OR OTHER RETAINING FACWRES E%CEEDINC 4' IN HEIGHT REWIRE A SEPARATE PERMIT. 37. SLOPE STABNZANON. CU7 AND FILL SLOPES SHALL BE CONSiNUC1ED IN A MANNER 1HAT WLL NINWRE EROSION. RWGNENED SGL SURACES ARE PREFERRED i0 SMWTH SURFACES INTERCEPTORS SHWID DE CONS1RUCiED Ai THE TOP OF LONG, STEEP SLOPES NHICH HAVE SIGNIFlCANT AREAS ABOVE THAT CW1RIWlE RUNOFF. CONCENIRA7ED RUNOFF SHWN NOi DE ALLOWED i0 FLOW DOWN THE FACE Of A CUi DR FlLL SLOPE UNLESS CWTAINEO W11HIN AN ADEWATE CHANNEL OR PIPE SLOPE DRAIN. WHEREVER A SLOPE FACE CROSSES A WATER SEEPAGE PUKE, ADEOUAIE ORAINACF OR OTHER PROIECnON SHOULD BE PRONDED. IN ADDInON, SLOPES SHOULD BE STABN2ED IN ACCORDANCE W7H LIEN (17) ABOVE. 3B. STORK DRAIN INLET PROffCnON. ALL STORM GRAIN R1LET5 MADE OPERABLE DURING CWS7RUCRON SHALL BE PROIECTE0 50 THAT SiOANWAIER RUNOFF SHALL NOT ENTER THE CONVEYANCE SYSTEM W11HW7 FlRSi BEING FlLIERED DR OiHERWSE R1EAlED TO REMOVE SEDINEN7. 39. REFER TO PRDkCT SPECIHCATIWS FOR SURFACE WATER POLWnW PREVENTGN PLAN (SWPPP) NARRATIVE. SEQUENCE OF CONSTRUCTION PNASF I PN I 1. INSTALL STABIL12E0 CWSIRUCRW E%li(S). 2. PREPARE 1EMPORAAY PARKING AND STORAGE AREA. UPON INPLENENTANW AND INSTALLAnON OF THE FOLLOWING AREAS: 7NAILEA, PARKING, UY DOWN, POA7A-POTTY, WHEEL WASH, CONCRETE WASMWT, MASONS AREA, NEL ANO MATERIAL S70RACL CONTAINERS, SOLID WAS1E CONTA1NEflS, EXT. DENOTE THEM W 1HE SI1E MAPS IMMEDIATELY AND NDIE ANV CHANGES IN THE LOCAD045 AS 1HEY OCCUR 1HRWCHW7 THE CONSIRUCDW PROCESS. 3.CWSiRUCi THE SIL7 FENCES ON INE SIZE. 4. INSTALL SEDIMENT CONTROL F09 ENSRNG CATCH BASINS HALT ALL ACRNRES AND CWUC7 7NE CML ENGINEERING CONSULTANT ID P A M INSPECNW AN nON OF BMPS. GENERAL CW1RACi0A E FOR D C RFICA CR SHALL SGIEWLE AND CONDUCT SiORN WA7EA PRE-CWSTRUCGW MEERNG WITH ENGINEER AND ALL GRWNO-OISNRBAING CONTRACTORS BEFORE PROCEEDING W11H CONS1RUCilON. S. CONSTRUCT nlE SEDINENi BASIN AND SEDIMENT TRAPS WDI APPRCPAIAIE W7FALL SIRUCNRES fi. STABILIZE BASINS AND TRAPS. ].CLEAR AND GRUB 7NE SIZE. B. BEGIN GRADING THE SITE. 9. START CWSIRUCRON DF BUILDING PAD ANO SIRUCNRES 1. 1ENPOAARIIY SEED DENUDED AREAS. 2. INSTALL URLIRES, UNDER DRAINS, STORM SEWERS, WAffR WALITV, DEIENRW PUMPS AND INFIIi SYSTEMS, CURBS AND WT1ER5. S. INSTALL RP RAP ARWND ALL STORM SENER SiRVCNRES. 4. INSTALL INLET PROIECRW ARWND ALL STORM SEWER S7RUCIDRES. S. PREPARE SIZE FOR PANNG. fi. PAVE 517E 7.INSTALL INLET PRO7ECNON OENCES. B. CDNPLETE GRADING AND INSTALL PERMANENT SEEDING AND PLANRNGS. 9. REMOVE ALL 1EMPORARY EROSION AND SEDINEN7 CONTROL OENCES (ONLY IF S7E IS STABN2ED). SGL EROSIW/SEOIMENTARW CONTROL OPERAHW DME SCNEWIE NOTE: GENERAL CON7RACi0R 70 COI.IPLEIE TABLE W17N 1HBA SPECIFIC PROECT SCHEWLE CONS1RUCnW SEWENCE JAN FEB MAR APR NAY JUN JUL AUG SEP OCT NOV DEC JAN FEB MAR APR NAY JJN RWCN GRADE /SEDIMENT CWiRW TEMPORARY CONTROL MEASURES STRIP W STOCKPILE iOPSGL S70RN FAdLlilES IENPORARY CONS7RUCnON ROADS FOUNDARW / RUINING LWS7RUCnON 97E CIXlSTRUCnW PERMANENT CONIROI SiRUCNRES FlNISH CJiAGNG 1. SW SHALL BE MACHINE Wi A7 A UNIFORM SOIL THICKNESS OF 3/4-INCH Ai 1HE nME OF WTIING. MEASIIREMENIS FIXt 1HICKNE55 SHALL E%CIUDE 70P CROWN AND THATCH. Z. STANDARD 512E SECnONS OF SW SHALL BE STRONG ENWGH TO SUPPORT THEIR OWN WEIGHT AND RETAIN 7HBA SIZE AND SHAPE WHEN SUSPENDED BY THE ENO OF A 3 FOOT SECnW. 3. SOD SMALL NOT BE HARVES7E0 OR 7RANSPLAN7ED NHEN IJO57URE CON1ENi (E%CESGVELY DRY OR WET) NAY ADVERSELY AFFECT ITS SURNVAL 4. SOD SHALL BE HARVESIEO, DELIVERED AND INSTALLED WTHIN A PERIW W 36 HWRS. SEE COVER SHEET FO EXISTING LEGEND SYMBOLS CALL 4B HOURS BEFORE YOU DIG 1-800-424-5555 PROJECT PHASING TABLE MAINTENANCE SOIL TYPES ALL MEASURES STATED ON 7X15 EROSIW AND SEDMENT CONTROL PLAN, ANO IN THE STORM WATER PIXLDNW PREVENNW PLPNAnW, SHALL BE NMNTAINED IN NLLY FUNCRWAL CONDINW UNRL ND LONGER REQUIRED fOR A CWPLE7FD PHASE OF WORK OR FNAL STABIU2ARW OF THE SIZE. ALL EROSION AND SEONAENTA7NdV CONTROL MEASURES SHALL BF GIECKED RYA WALIFlED PERSON IN ACCORDANCE M7H THE CONTRACT DOCUMENTS OR R1E APPLICABLE PERMIT, YMICHEYER IS MORE SIRINGEN7, AND REPAIRED IN ACCORDANCE W7H THE FOLLOWING. 1. INLET PROiECDW OEWCES AND BARRIERS SHALL BE REPAIRED DA REPLACED IF THEY SHOW SIGNS OF UNDERMINING, OA OElERIOAAHON. Z. ALL SEEDED AREAS SHALL RE GIECKED REWLARLY TO SEE THAT A GOW STAND IS MAINTAINN. AREAS SHWN BE FERRUZED, WATERED, AND RESEEDED AS NEEDED. 3. 5107 FENCES SHALL BE ftEPMRED i0 THEIR g21GNAL CONDInWS IF DAMAGED. SNMENi SHALL BE REMOVED FROM 1HE SILT FENCES WHEN li REACHES WE-HALF THE HUCHi DF 7NE SILT FENCE. 4. THE CWS7RUCDW ENTRANCES SHALL BE MAINTAINED IN A CONDInON WHICH WILL PREVENT TRACKING DR ROW OF MUD ONTO PUDUC RtCHiS-Cf-WAY 1FU5 MAY REWIRE PERIODIC TOP DRESSING Cf iNE CONSTRUCRON ENTRANCES AS CONDIRONS DEMAND. 5. THE TEMPORARY PARKING AND SiOAAGE AREA SHALL RE KEPT IN GOW CWDIRW (SUITABLE FGi PARKING AND SiDAACE). THIS MAY REQUIRE PERIODIC TOP DRESSING L1F THE TEMPORARY PARKING AS CONDInWS DEMAND. 6, W1LLT SIRUCNRES IN THE SEDIMENTATION BASINS SHALL BE MAINTAINED IN OPERARWAL CWDInWS AT ALL nMES. SEDINEN7 SHALL BE RENOVEO FROM SEDIMENT BASINS OR TRAPS WIEN nlE DESIGN CAPACITY NAS BEEN REDUCED BY SOA DEKLOPEA OWNER: WAL-KAKI STORES WC. 2001 SE 101H SiR~ET BENiONWLLE, AR 8712 479-2]3-40W 91[ MEGIOi 4 VNAItIOt sawxmuxc APPROVED FOR CONS1AUCnON BY: OAIE: DEVELOPMENT RENEW ENGINEER di CZ;, o N •- m D ~ r Z E C L o ~ tt .~ B - ~ s o $ r Bf~ ~ L$~ Z N ~ 2 ~3 Q Lr' a a Q J Q Q O Z UJ Q Q ~ ~ Z Q O ~U W W Q D-1.4 ~ 1HE UNITED 57A1E5 DEPARTMENT OF ACRICUWRE SGL SURVEY FOR 1HURSTW CWNIY, WASHINGTON INDICATES THAT THE SIZE IS UNDERLAIN BY SPANAWAY STONY SANDY LOAM. 7HWGH ACCORDING TO THE GEOIECHNICAL EVALUARON, 7NE S1E IS MEDIUM DENSE, MOIST, BLACK, SANDY, SILTY GRAVEL i0 SANDY, GRAVELY SILT AND IS UNDERLIN W7N MEDIUM DENSE i0 VERY DENSE. MOIST, BROWN, SANDY, COBBLY GRAVEL NI7H Sf7AlE SILT AND BOULDERS (UP TD 24 INCHES IN DIAMETER). STABILIZATION / SEEDING NOTE 1EMPORARY SEEDING - W7HIN 14 DAYS AFTER CWS1RUCnON ACRNtt CEASES ON ANY PARNCUUR AREA, ALL DISNRBED GROUND WHERE THERE WLL NOT BE CONSTRUCTION FOR LONGER THAN 21 DAYS MUST DE SEEDED YB7H FAST-GERNINARNC IIMPORARY SEED AND PRO7ECIED WITH MULCH. PERMANENT SEEDING - ALL AREAS AT FINAL CRAOE MUST BE SEEDED YAIHIN ib GAYS AFTFA COMPLEnON DF THE MAJOR CONSTRUCNON ACTINTY. SEC. 29, T17N., R2E., W.M. STAKES CATCH E / FILTER F W1 '9 ~ Od ; OR E l / NOR: F CATCH BASINS AR ~ YwMENT I _ ___.___ IN PAVfD AREA, THE CONTRACTOR wp ~'~ SAP, SHALL INSTALL FlLRR FABRIC IN TCH S P / °' .((("'/ THE CA BA IN TD REVENT SILTAnON. FABRIC LLED 2'x2' WOOD STAKES ~0' MIN BACK- FILLER FABRIC STAPLED 2•-0' CLEAN STONE JNS i0 STAKES O 6' O.C. W1H i/2' MIN. LENGTH ~ 0 9 STAPLES 9 CED nLE UNDERUNER 6' CRUSHED STONE BASE GRAVEL BACKFIIL CATCH BASIN PI AN FOR DRAINS B PRONDE SEDWENi TRAP IX4 DOWN GNADIENT BURIED FlLRR FgBRIC SIDE OR ( BOTH SIDES) AS REOUTAEp. NOIL FWSH SURFACE STONE TOWARD SEDIMENT iNAP WRI NIGH VOLUME WATER FLOW AS 1. INSTALL INLET PRORCnON ON CB'S AS CONS7RUCRD i0 PREVENT NEEDED i0 NAINTAIN CLEAN SURFACE STONE. 2 SILTAnON OF 50 SKRM. PfACENENi OF SEDIMINi TRAP SHALL BE AI 2. SILT SOCK SHALL BE U1ILIZEO IN CONJUNCnON YA7N STANDARD INIFT LEAST THE NININUN DSTANCE FAgA 7NE PRORCnON FOfl INIEi PFORCnON SEE WSDOi STANDARD PLAN I-7 RIGHT Qi WAY AS REQUIRED BV LOCAL . . .uslolcnoN. 3. DNCE niE SIR HAS BEEN PARED, .~ SHALL RENAIN AND BE NAINTAINED SILT FENCE DETAIL ~ Nis D WARR ROW _~z GENERAL RULE FOR SPACING: 1HE BOTTOM DF nlE UPSntEAM BERM SHOULD BE AT THE TOP OF THE NEXT DOWNSTREAM BERM. 2-10 ACRES OF DRAINACS AREA ~ `~\5\~%\\~//\~/\\~/\\// ? ~ N _ //, / / / \~/\\//\\ //\\/~ 0.5' BELOW i0P //i /\ /\//•/\~ OF SWALE (T W) HL1EA FABRIC \\//\ / /, / 2'-3' CLEAN STONE (DOWNSTREAM NEW) 2:1 2:1 0.5' BELOW TOP FLOW Of SWALE (lYP) RIPRAP ROCK CHECK DAM Nd.S. I' FREEBOARD OUTLET DISCHARGE i0 RMP~ INFILTRATION PgJD LOCATIDN 2 PLACE C~FOR%nLE FABRIC ARWND HAUL Roaos CRUSHED BASE CWRSE (PER WSDOi STANDARD SPECS 9-03.9(3), CRUSHED AGCREGAR BASE COURSE) PIT-RUN SAND ANO GRAVEL SUBBASE, (PER WSOOT SPECIFlCAnON 9-03.14(1), GNAVEL BORROW). ADJACENT TO ~CONPACRD SUITABLE NAnIE MATERIAL OR BUILDING AND STRUCTURAL FlLL UNSUITABLE NAnVE NARRIAL FOR STAGING AREA SHALL RE OVERE%CAVARD AND REPLACED. (REFER TO PROJECT SUBCRADE SHALL BE PREPARED IN ACCORDANCE SPECIFlCATIONS) W11H 1HE PROJECT SPEGFlCAnONS TD ACNIEOE A CBR VALUE OF AT LEAST 40. PROPOSED HAUL ROAD AND STAGING AREA SECTION 4 BERM SWALE SPOILS ON OONN 4' KIN. SLOPE SIDE OF SWALE i\ i\\i\\ \\~\\i\\i\\//\\//\\~//\ \ /~ SLCPE SWALE i0 STORNWARR MPNACENENi AREA (i1P). PLACE CHECK DAM FlLRR BARRIER Ai REWIRED SPACING (SEE DETAIL i4) tx MIN. SLDPE i0 DRAIN. r a OVERFLOW HEIR S0' MIN. ZO' ® 1R Mkl. 2O' B 2S MIN. ~, ' -~ 6' CRUSHED S70NE BASE PRONDE CULVERT AS 10' OF Z'-3' IFY CFOR%nIE ftEOUIRED TD CARRY CLEAN STONE LINER PRE-E%IS11NG DITCH ROW SFC.TIO N A-A 2'-3' CIFAN \ SEDINENT TRAP CRUSHED STONE B N15 FfIFT1 GEOR%ntE LINER THICK MIN. - 2'-3' CLEAN STONE SECnDN B-B 1Y SO RISER PIPE, OPEN AT TOf SET TOP OF PIPE Ai MA%. SEDIMENTAnON POND EIEV= RISER ~7 TOP EL=145.5 (MAX) BOIIOM EL=3425 RISER /2 70P EL=J/7.0 (MAX) BOTTdA EL=340.0 RISER ~3 TOP EL=345.5 (MA%) BD7TOM EL=3125 DEWAIERINC WRE75 ~ 30 MIL PLASnC - sslEEnuc Ftx6o IN PLACE W1TN SANDBAGS ALONG BOTTOM OF POND Y SE7NNG STORAGE M DEPTH GRAVEL PCCREGAR, - 1'. ND FINES ~I TOP OF POND EL=346.5 ~2 TOP aF POND EL=344.0 ~3 lOP D< POND E1=344D WltFi PIPE TO HARC{ TO n G a~f~ ~~ e a ~ ~ o a= J )j ~ 4e 1 B~~ ~ ~~~ ~ $$~ g m s A~ $3 O ^ Z LO Lp 0 oWZ L75~ ~ LLF¢~ Q O Q LY a a 9 TEMPORARY INTERCEPTOR SWALE p NOTE: DETAILS FRONDED BY WAL-HART Nis U ANO PACLANO STANDARDS BY: DALE: I DEVELWMEN7 RENEW ENGNEER D-Z,Q V APPROVAL E%PIRES: J z J 0 U Z O Q Q W 56 APPROVED FIGURE 7 -BORING AND TEST PIT LOCATION MAP W/INFILTRATION TESTING RESULTS I I 3 I (,11Nf10~) S32i~b' S aid ~N1~~3M4 L ° ~ ~b'I1N3aIS3b ~d~Jf1J ~ N-J -_ -s~ -~ 31nOH W]fllll ~~ ~® N rb® I ~ i I I I au are s ~~~ _~ I Q I w $° Qom ~~ V O (~ (Z .o p ~~ °S ~~ ~~~ v3av sans ~vwosv3s ~ - - I L--~--- (J.1 Nf10~) a S~~I~d 5 aid ~N1~~3Mo L ~ ~dllN~aIS32~ ~dbN~ -= 5/ l 2i~1 m~ - - ~~ ~ ~~z WG~ 31(10N X111ELL O ~ i Y 3 7 a ~ i I o 0 =a ~ I II ~ ~ , ~~ ~_ $ l I ~ I I ft e z ~1`!II~~IIII~Illilla~III~_ ~rIIIl~I~ I~_IiIIII' ~- - ---_-------------s=~- LEGEND ~aa Approximate Boring Location ~TVa Approximate Test Pit Location 9~aApproximate Infiltration Test Location 7J Approximate Limits of Undocumented Fili Zinser Zeman Associates, Inc. Geotechaical and Eavirot3mental Consulting 18905 33rd Avenue West, Suite 117 Lynnwood, Wasl3ington 98036 m _1__/fin l~Rn. 7,/.IT /A~1f\171 ~IfAfl Proposal No: J-1998 Drawn by: Zeman Date: 15 Nov. 2004 I ~ ~ I ~. ~~ ~~~~ I I ~~~, I . ~~~q II ® I I .r i o 0 ~n 1 \ i I h. S II 3<noa »,nm I I ®! 0 100 200 SCALE Proposed Yelm Retail Development Yelm, Washington SITE AND EXPLORATION PLAN FIGURE 1 PROJECT: Yelm Retell ~ JOB No. J-1998 ~ INFILTRATION TESTS 1-8 ~ PAGE 1 OF 4 Location: Yelm, Washing ton Approximate Elevatlori: NA Infiltration Test ITP-1 Aroproximate Depth feet Material Description Sample No. 0.0-0.5 Loose, medium dense, damp, gray-brown, silty sandy GRAVEL. 0.5-2.0 Medium dense, moist, dazk brown, sandy silty GRAVEL, S-1 with trace organics 2.0-4.0 Dense, damp, brown and gray, silty sandy GRAVEL, with some cobbles. 4.0-6.0 Dense, damp, brown, sandy GRAVEL, with a trace of silt, S-2 and cobbles, and boulders Pipe Stick up? Infiltration test terminated at 6.0 feet below existing ground surface No seepage observed No caving observed Infiltration Test ITP-2 Approximate Depth feet Material Description Sample No. 0.0-0.5 Loose to medium dense, damp, brown-gray, silty sandy GRAVEL. 0.5-2.0 Medium dense, moist, dark brown, sandy silty GRAVEL with organics. 2.0-5.5 Dense, damp, brown and gray, sandy GRAVEL with some S-1 silt, and cobbles, and a trace of boulders. 4-1/2 feet stick-up pipe on pea gravel. _ Infiltration test terminated at 5.5 feet below existing ground surface. No seepage observed No caving observed ZZ,~ Zipper Zeman Associates, 1nC. INFILTRATION TEST LOGS FIGURE ~~ Geoteohntcal at Environmental Consulting Date togged: Logged by. BAG PROJECT: Yelm Retail ~ JOB No. J-1998 ~ INFILTRATION TESTS 1-8 ~ PAGE 2 OF 4 Locatlon• Yelm Washington Approximate Elevation: NA Infiltration Test ITP-3 Approximate Depth Material Descri~h'on Sample No. feet 0.0-2.0 Medium dense, moist, dark brown and gray, sandy silty GRAVEL, with organics and cobbles. 2.0-8.0 Dense, damp, brown, sandy GRAVEL with some cobbles S-1 and a trace of and boulders Infiltration test terminated at 7.5 feet below ground surface 2 %a feet of pipe suck up on pez gravel No seepage observed No caving observed Infiltration Test ITP-4 Approximate Depth Material Description Sample No. feet 0.0-1.0 Loose, medium dense, dazk brown, moist, sandy silty GRAVEL. 1.0-6.3 Medium dense to dense, damp, brown and gray, sandy S-1 GRAVEL, with a trace of silt. Pipe stick up? Infiltration test terminated at 6.3 feet below existing ground surface. No seepage observed No caving observed Infiltration Test IT'P-5 Approximate Depth Material Description Sample No. feet 0.0-2.0 Loose to medium dense, damp, dark brown, sandy silty _ GRAVEL, with a trace of organics. 2.0-6.5 Dense, moist, brown, sandy GRAVEL with trace silt. Infiltration test terminated at 6.5 feet below existing ground surface. 3'2" pipe stick up on pea gravel. No seepage observed No caving observed. ~ Zipper Zeman Associates, 1nC. INFILTRATION TEST LOGS FIGURE Geotecfinical a Environmental Consulting Date Logged: Logged by: BAG PROJECT• Yelm Retail I JOB No. J-1998 I INFILTRATION TESTS t-8 I PAGE 3 OF 4 Location- Yelm Washinot on Approximate Elevation: NA Irtfillxation Test ITP-6 Arororoximate Depth Material Description Sample No. (feetl 0.0-0.5 Grass over loose, moist, dark brown, silty, gravelly SAND, with some thin roots. 0.5-3.0 Medium dense to dense, damp, brown, sandy silty GRAVEL, with some cobbles. 3.0-7.0 Dense, damp, brown, sandy GRAVEL with a trace of silty SAND. cobbles? Pipe stick up? Infiltration test terminated at 7.0 feet below existing ground surface. No seepage observed. No caving observed. Infiltrafion Test Pit ITP-7 Approximate Depth Material Description Sample No. feet 0.0-0.5 Loose to medium dense, moist, brown-gray, silty sandy GRAVEL. 0.5-2.0 Medium dense, moist, dark brown, sandy silty GRAVEL, with organics. 2.0-4.0 Dense, damp, brown-gray, silty sandy GRAVEL, with some cobbles, contains boulders. 4.0-9.5 Dense, damp, brown, sandy GRAVEL, with a trace of silt, S-1 some cobbles, and contains boulders. Infiltration test pit completed at 9.5 feet below existing ground surface No seepage observed No caving observed Zipper Zeman Associates, InC. INFILTRATION TEST LOGS FIGURE Geotechniwl at Environmental Consulting Date Logged: Logged by: BAG PROJECT: Yelm Retail ~ JOB No. J-1998 ~ INFILTRATION TESTS 1-8 ~ PAGE 4 OF 4 Location• Yelm Washing ton Approximate Elevation: NA Infiltration Test Pit ITP-8 Approximate Depth Material Description Sample No. feet 0.0-0.5 Loose to medium dense, moist, dark brown, sandy silty GRAVEL, with trace organics. 0.5-10.0 Medium dense to dense, damp, brown, sandy GRAVEL,, with S-1 a trace of silt, some cobbles, and contains boulders. Infiltration test pit completed at 10.0 feet below existing ground surface. No seepage observed No caving observed Zipper Zeman Associates, IDC. INFILTRATION TEST LOGS FIGURE Geotechnicai 8r Environmental Consulting ~_ Date Logged: Logged by. BAG APPENDIX B-Storm Drainage Design and Supporting Documents Pipe Capacity Calculations Friday, January 06, 2006 Yelm, WA Wal-Mart Store #3705 Reach Records Record Id: Ol Section Shape: Circular (Uniform Flow Method: Manning's Coefficient: j0.0120 (Routing Method Travel Time Translation Contributing Hyde ~DnNode ~CB01 IUpNode ~CB24 Material rCast-Iron, New (Size 112" Diam jEnt Losses Groove End w/Headwall Length 82.0000 ft Slope Iu.50% Up Invert 34l .4000 ft Dn Invert 340.9900 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover I (2.00 ft/s 15.00 ft1s ~0.50~% 2.00% 3.00 ft ~ Drop across MH 0.0000 ft Ex/Infil Rate ~O.000O m/hrm/hr -- 1341.4000 ft Up Invert 340.9900 ft ~Dn Inv- ert iMatch inverts. Record Id: 02 Section Shape: Circular Uniform Flow Method: (Manning's Coefficient: 0.0120 Routing Method: - nNode _ Material Travel Time Translation (Contributing Hyd - _ .-, jCB03 rUpNode ~CB02 (Cast-Iron, NewSize 112" Diam Enf t Losses Groove End w/Headwall Length 93.0000 ft Slope 0.50% Up Invert 340.2000 ft Dn Invert i339~ft Couduit Constraiuts I- Material Cast-Iron, New Size 12" Diam Ent Losses ;Groove End w/Headwall - ,Len h - 93.0000 ft ,Slope 10.50/ , - - - jUp Invert 1340.2000 ft ~Dn Invert - 39.7350 ft Couduit Constraints Min Vel Max Vel Min Slope Max Slope ~Mln Cover I 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft ~ - - - Drop across MH 10.0000 ft - Ex/Infil Rate 0000 in/hr iUp vInvIn ert j339.7350 ft Dn Invert 340.2000 ft inverts. Record Id: 03 Section Shape: Circular Uniform Flow Method: Manning's ~Coeffici~ 0.0120 Routing Method: Travel Time Translation ~Contribr- uting Hyd ~- iDnNode CB04 UpNode CB03 Material Cast-Iron, New Size 12" Diam Ent Losses iGroove End w/Headwall Length 116.0000 ft Slope 0.50% ~Up Invert 339.8300 ft ~n Invert 9.2500 ft Coudu it Coustraiuts - - _ _. rMin Vel ~ ax Vel Min Slope ~ Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft ~x/Infil Rate 0.0000 in/hr Up Invert 339.2500 ft Dn Invert 339.8300 ft Match inverts. Record Id: 04 Section Shape: ~Circulaz !Uniform Flow Method: ~Manninq's ;Coefficient: X0.0120 Routing Method: Travel Time Translation Contributing Hyd 1 DnNode ~CBOS jUpNod~ e CB04 (Material !Cast-Iron, New ~ize 12" Diam Ent Losses ~oove End w/Headwall Length (132.0000 ft jSlope ,0.50% IUp Invert 339.3600 ft ~Dn Invert 1338.7000 ft ~I Conduit Constraints Min Vel Max Vel Min Slope ;Max S of pe ~ in Cover j 2.00 ft1s 15.00 ft/s 0.50% ,2~ 00% _ 3.00 ft Drop across MH 0.0000 ft rEx/Infil Rate 0.0000 in/hr ~Up Invert 338.7000 ft Dn Invert 339.3600 ft Match inverts. Record Id: OS Section Shape: (Circular jUniform Flow Method: Manning's ~Coeffic~ ient: -0.0120 Routing Method: Travel Time Translation Contributing Hyd DnNode CB06 ~UpNod~ CBOS ,Material Cast-Iron, New Size 12" Diam Ent Losses Groove End w/Headwall (Length 127.0000 ft Slope 0.50% - -__ ~Up Invert 338.8300 ft ~Dn Invert 338.1950 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 338.1950 ft Dn Invert 338.8300 ft Match inverts. Record Id: 06 (Section Shape Flow Method: Circular ficient: 0.0120 ~, ' Routing Method: Travel Time Translation ,Contributing Hyd r-~ ' DnNode iCB07 _ rUpNode CB06 i Material jCast Iron, New Size X12" Diam Ent Losses Groove End w/Headwall ' (U nInvert -- - _1338.0302000 ft 1Dn Invert X3370.9 0 ~ - --- _ - ~ ~r Couduit Coustraiuts ' Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s X15.00 sftlsftl 0.50% j2.00% j3.00 8 ' Drop across MH 0.0000 ft Ex/Infli Ra etet 0.0000 in/hr Up Invert 337.9850 ft ~Dn Invert 338.3200 ft Match inverts. ' Record Id: 07 Section Shape: Circular j Uniform Flow Method: Mazming's ',Coefficient: i0.01~- Routing Method: Travel Time Translation Contributing Hyd DnNode CB08 jUpNode CB07 Material Cast-Iron, New ~Siz~ a --- IEnt Losses ~roove End w/Headwall Length 59.0000 ft Slope 15" Diam 0.50% Up Invert 338.0500 ft Dn Invert 336.7550 ft Couduit Constraints Min Vel Max Ve] Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft ~Ex/Infil Ra etet 0.0000 in/hr ~Up Invert 336.7550 ft Dn Inv- ert Match inverts. 338.0500 ft Record Id: 08 Section Shape: Circulaz - - ,Uniform Flow Method: Manning's Coefficient: 0.0 iRouting Method: Travel Time Translation (Contributing Hyd ~ ,DnNode CB09 'UpNode ~CB08 Material (Cast-Iron, New (Size ~18" Diam Ent Losses (Groove End w/Headwall Length 202.0000 ft Slope 0.50% jUp Invert 337.0100 ft ;Dn Invert '336.0000 ft i Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 13.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 336.0000 ft ~Dn Inver ert X337.0100 ft Match inverts. Record Id: 09 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation IContribr- uting Hyd ~- DnNode CB21 UpNode ~aterial Cast-Iron, New Size __ Ent Losses Groove End w/Headwall CB09 ~18" Diam Length 245.0000 ft Slope 1.10% Up Invert 336.2000 ft Dn Invert 333.5050 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft ~Ex/Inf Rte •0.0000 m/hr Up Invert 333.5050 ft Dn Invert ~- IMatch inverts. 336.2000 ft t Record Id: 10 Section Shane: Circular Uniform Flow Method:~Manning's 'Coe ficient: ;0.0120 (Routing etM hod: Travel Time Translation (Contributing Hyd ~ DnNode CB11 UpNode iCB10 ;Material Cast-Iron, New (Size .12" Diam Ent Losses Groove End w/Headwall - Length 34.0000 ftSlope ,0.50°/~ ~Up Invert __ - 0.4000 ft IDn Invert --- 40.2285 ft r Conduit Constraints i -- _ IMin Vel IMax Ve] _ _ -- Min Slope IMax Slope Min Cover 2.00 ft/s 15.00 ft/s j0.50~% 2.00% 3.00 ft - --- --- rop across MH _ (0.0000 ft ~Ex/Infil Rate 0000 in/hr ,Up Invert 340.2285 ft Dn Invr- ert - 340.4000 ft Match inverts. Record Id: 11 (Section Shape: ~Ciiculaz ~; Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd DnNode CB12 UpNode CB26 Material Cast-Iron, New Size 12" Diam Ent Losses Groove End w/Headwall Length 52.0000 ft Slope 0.50% IVF Invert 339.8200 ft ~Dn Invert 39.5600 ft Couduit Constraiuts IMin Vel IMax Vel IMin Slope ~ Slope IMin Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft - --- -- IDrop across MH 0.0000 ft ~Ex/Infil Rate 0.0000 in/hr Up Invert 339.5600 ft Dn Invert 339.8200 ft Match inverts. Record Id: 12 ' Section Shape: (Circular ' ,Unif~ow Method: M~ng's _~Coefficient: 0.0120 Rout ni g eM thod: iTravel Time Translation !Contributing Hyd ~ 'i ' DnNode CB13 UpNode '~CB33 (Material iCast-Iron, New ~Siza ,12" Diam Ent Losses Groove End w/Headwall Len h - 106.0000 ft S of pe x0.50% jUp Invert 339.1100 ft ~Dn Invert ';338.5800 ft ' ~~ Conduit Constraints I Min Vel (Max Vel Min Slope Max Slope Min Cover ' 2.00 ft/s 15.00 ft/s 0.50% ~00% ~.00 ft J rop across MH j0.0000 ft ~Ex/Infil Rate 0.0000 in/hr ' ~Up Invert 338.5800 ft Dn Invert x39.1100 ft Mateh inverts. Record Id: 13 Section Shape: Circular ~niform Flow Method: M; ring's Coefficient: x0.0120 Routing Method: Travel Time Translation Contributing Hyd ~- DnNode CB14 UpNode CB13 Material Cast-Iron, New Size 12" Diam Ent Losses Groove End w/Headwall .Length 115.0000 ft Slope 0.50% (Up Invert 338.9700 ft Dn Invert 338.3900 ft r~ Conduit Constraints Min Vel (Max Vel Min Slope Max Slope ~Mln Cover 2.00 ft/s 15.00 ft/s 0.5 0% 2.00% 3.00 ft Drop across MH j0.0000 ft iEx/Infil Rate ;0.0000 in/hr ~Up Invert 338.3900 ft Dn Invert 338.9700 ft Match inverts. Record Id: 14 Section Shape: (Circular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd ~- DnNode CB15 UpNode CB14 Material Cast-Iron, New Size 12" Diam Ent Losses Groove End w/Headwall - 0.50% Length 76.0000 ft ~Slop~ e ~Up Invert (338.3900 ft ~Dn Invert 338.0100 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft ~Ex/Tnfil Rate 0.0000 in/hr Up Invert 338.0100 ft Dn Invert 338.3900 ft Match inverts. ~~ Record Id: 15 - _- - Section Shape: Circular ~niform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd (- DnNode CB16 UpNode CB15 Material Cast-Iron, New Size 12" Diam Ent Losses Groove End w/Headwall Length 83.0000 ft Slope 0.51% - - - ~ - ~Up Invert 338.0100 ft I~'~' Invert 337.5900 ft Conduit Constraiuts Min Vel ~ax Vel (Min Slope ~ ax Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH (0.0000 ft ~Ex/Infil Rate 0.0000 in/hr Up Invert 337.5900 ft Dn Invert 338.0100 ft Match inverts. ' Record Id: 16 ' Section Shape: (Circular t Unifo w Method: ~Manning's ,efficient: ,0.0120 Routing Method: --- Travel Time Translation .Contributing Hyd I I DnNode CB17 IUpNod~e CB16 ~~ ' '.Material ~~12" Diam I Cast-Iron, New ~Siz~ e (Ent Losses Groove End w/Headwall _ ' ~gth 77.0000 ft Slope 0.51% !Up Invert 1337.5900 ft !Dn Invert X337.2000 ft I ' ~ Conduit Constraints (Min Vel Max Vel Min Slope (Max Slope Min Cover I ' 2.00 ft/s 5.00 ft/s 0.50% ~0% 3.00 ft Drop across MH j0.0000 ft ~Ex/Infi] Rate !0.0000 in/hr Up Invert 1337.2000 ft Dn Invert 337.5900 ft ,Match inverts. ' Recora Id: 17 Section Shape: Circular Uniform Flow Method: ,Manm~ 'ng's ,Coeffici ~ent: - 0.0120 Routing Method: Travel Time Translation Contributing Hyd ~- DnNode iCB18 UpNode CB17 Material Cast-Iron, New Size 15" Diam Ent Losses Groove End w/Headwall Length 1106.0000 ft Slope 0.50% ~Up Invert 337.2000 ft ~Dn Invert --- - x336.6700 ft ~ - Couduit Constraints ~Mln Vel Max Vel Min Slope Max Slope Min Cover I 2.00 ft/s 15.00 ft1s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft ~EX/Infil Rate x0.0000 in/hr ~Up Invert 336.6700 ft Match inverts. Dn Invert 1337.2000 ft Record Id: 18 1 1 Section Shape:Circular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd iDnNode CB19 UpNode CB18 Material Cast-Iron, New Size 15" Diam Ent Losses Groove End w/Headwall Length x06.0000 ft Slope 0.50% li f Dn Invert _ _ ~Up Invert336.6700 ft 336.1348 ft _ -- _ - - - Conduit Coustraints _ __ -_. Min Vel rMax Vel Min Slope ~ax Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft _ -- - rDrop across MH 0.0000 ft ~x/Infil Rate -- x0.0000 in/hr Up Invert ~ 336.1348 ft Dn Invert 336.6700 ft Match inverts. Record Id: 20 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd r- DnNode CB21 UpNode CB19 Material Cast-Iron, New Size 15" Diam Ent Losses Groove End w/Headwall Length 160.0000 ft Slope 0.50% ~Up Invert 336.0400 ft ~Dn Invert 335.2352 ft Conduit Constraints Min Vel ~ ax Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft - --- Drop across MH .0000 ft ~Ex/Infil Rate 0.0000 in/hr Up Invert 335.2352 ft Dn Invert 336.0400 ft Match inverts. 1 Record Id: 21 ---- - - ~ection Shape: (Circular Uniform Flow Method: Manning's Coefficient: 0.0090 Routing Method: Travel Time Translation Contributing Hyd ~- DnNode CB31 UpNode CB22 Material Cast-Iron, New Size 18" Diam Ent Losses Groove End w/Headwall Length 11.0000 ft Slope 0.55% ~Up Invert 347.4000 ft ~Dn Invert 347.3400 ft Conduit Constraints -- - _ -- - rMin Vel ~ax Vel Min Slope ~ax Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft ~Ex/Infil Rate0.0000 in/hr Up Invert 347.3400 ft Dn Invert 347.4000 ft Match inverts. Record Id: 22 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0090 Routing Method: Travel Time Translation Contributing Hyd ~--. DnNode CB32 UpNode CB31 Material ~ast-Iron, New Size 18" Diam Ent Losses Groove End w/Headwall Length 34.0000 ft Slope 0.50% Up Invert 347.3400 ft ~~n Invert ^ 347.1700 ft Conduit Constraints (Min Vel Max Vel Min Slope ~ Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft --- ~Drop across MH x.0000 ft ~Ex/Infil Rate 0.0000 in/hr Up Invert 347.1700 ft Dn Invert 347.3400 ft Match inverts. Record Id: 23 -- _ ',Section Shape: ~ircular Uniform Flow Method: Manning's Coefficient: 0.0090 Routing Method: Travel Time Translation Contributing Hyd DnNode Infil-Nod UpNode CB32 Material Cast-Iron, New Size 18" Diam Ent Losses Groove End w/Headwall Length 26.0000 ft Slope 0.50% JUp Invert 332.7600 ft ~Dn Invert 332.6300 ft Conduit Constraints _ _ ~ - - (Min Vel ~ax Vel (Min Slope Max Slope ~ in Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft ~Ex/Infil Rate 10.0000 in/hr Up Invert 332.6300 ft Dn Invert 332.7600 ft ~ Match inverts. Record Id: 24 Section Shape: Circular ( Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd DnNode CB10 UpNode CBOT Material Cast-Iron, New Size 12" Diam Ent Losses Groove End w/Headwall Length 70.0000 ft Slope 0.50% Invert (341.1400 ft Dn Invert40.7876 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover ~! 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 340.7876 ft Dn Invert 341.1400 ft Match inverts. Record Id: 26 Section Shape: (Circular Uniform Flow Method: IM nana ning's Coefficient: 10.0120 Routing Method: Travel Time Translation Contributing Hyd - DnNode e ~CB26 UpNodr !CB25 ~iMaterial (Cast-Iron, New Size ~15" Diam Ent Losses Groove End w/Headwall iLength 1243.0000 ft Slope i0 40% I ~Up Invert 1341.2000 ft ~Dn Invert - 340.2280 ft -- j Conduit Constraints --- Min Vel Max Vel - _ Min Slope Max Slope Min Cover 12.00 ft/s 15.00 sft/ 0.50% 2.OO~r.00 ft ~ Drop across MH 0.0000 ft ~Ex/Infil Rate 0.0000 in/hr ,Up Invert 340.2280 ft ~Dn Invl- ert _ - 341.2000 ft I ~atch inverts. J Record Id: 27 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0120 (Routing Method: Travel Time Translation Contributing Hyd ~- DnNode CB27 UpNode CB12 Material Cast-Iron, New Size 18" Diam ~, Ent Losses Groove End w/Headwall Length 106.0000 ft Slope 0.40% Up Invert 339.9800 ft ~Dn Invert 339.5560 ft Conduit Constraints Min Vel Max Vel (Min Slope Max Slope Min Cover X2.00 ~s 15.00 ft/s 0.50% 2.00% 3.00 ft - -- - '- _ ~Drop across MH 0.0000 ft ~Ex/Infil Rate 10.0000 in/hr ~ Up Invert 339.5560 ft Dn Invert 339.9800 ft jMatch inverts. I Record Id: 28 1 -- _ - _ i ~ection Shape: Circular Uniform Flow Method: Manning's ~ Coefficient: 0.0120 Routing Method: Travel Time Translation contributing Hyd ~DnNode CB28 UpNode ~CB2r 7 Material Cast-Iron, New Size 18" Diam Ent Losses Groove End w/Headwall Length 247.0000 ft Slope 0.40% ~Up Invert 338.8400 ft ~Dn Invert 337.8520 ft Conduit Constraints - --- - - - ~Min Vel ~ ax Vel Min Slope rMax Slope (Min Cover 2.00 ft/s 15.00 ft1s 0.50% 2.00% 3.00 ft -- -- Drop across MH 0.0000 ft ~x/Infi] Rate 0.0000 in/hr Up Invert 337.8520 ft Dn Invert 338.8400 ft Match inverts. Record Id: 29 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd DnlVode CB29 UpNode CB28 Material Cast-Iron, New Size 18" Diam Ent Losses Groove End w/Headwall Length 256.0000 ft Slope 0.40% - -- -- Up Invert 37.5800 ft Dn Invert 336.5560 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope rMin Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft -- -- -- - Drop across MH 0000 ft ~Ex/Infil Rate 0.0000 in/hr Up Invert 336.5560 ft Dn Invert 337.5800 ft Match inverts. ' Record Id: 30 Section Shape: -Circular (Uniform Flow Method: ~Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contrib~ uting Hyd ~- DnNode CB30 UpNode CB29 i Material Cast-Iron, New iSiz~_ e - 18" Diam Ent Losses Groove End w/Headwall Length 171.0000 ft Slope 0,40% ~Up Invert 1336.3000 ft ~Dn Invert 335.6160 ft Conduit Constraints Min Vel (Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0000 ft ~Ex/Infil Rate 0.0000 in/hr Up Invert 335.6160 ft Dn Invert 336.3000 ft Match inverts. Record Id: 31 -- -- Section Shape: Circular Unifonn Flow Method: Manning's Coefficient: 0.0090 Routing Method: Travel Time Translation Contributing Hyd ~- DnNode Infil-Nod UpNode CB30 Material Cast-Iron, New Size 18" Diam ~t Losses Groove End w/Headwall Length 47.0000 ft Slope - - __ _ _ Up Invert 347.5000 ft Dn Invert 0.51% _ 347.2600 ft Conduit Constraints Min Ve] IMax Vel Min Slope ~ax Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft rEx/Infil Rate .0000 in/hr Up Invert 347.2600 ft Dn Invert Match inverts. 347.5000 ft Record Id: 35 ;Section Shape: Circular j ',Uniform Flow Method: Manning's (Coefficient: ~------i %0.0120 (Routing Method: ~~Travel Time Translation Contributing Hyd - I, ~DnNode CB33 UpNode CB11 Material jCast-Iron, New (Size 12" Diam (Ent Losses ~~Groove End w/Headwall Length ~42.0000 ft Slope (0.50% ~Up Invert -- - -- Ii339.8200 ft IDn Invert ___ 339.1100 ft --- _ _ __ Conduit Constraints --_ _. _ _ Min Vel Max Vel _ - _ _ . (Min Slope (Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% X3.00 ftft - Drop across MH --- - - 0.0000 ft ~Ex/Infil Rate 10.0000 in/hr IUp Invert 339.1100 ft ~Dn Invert 339.8200 ft Match inverts. Contributing Drainage Basin Areas Contributing Drainage Basin Areas Record Id: B-001 ,Design,Design l~e oth Both d ~ SBUH Rainfall type ~ TYPElA ~ ,Hyd Into j 10.00 min Peaking Factor i 48~ 4.00 Abstraction Coetf I 0.20 Pervious Area 0.03 ac DCIA 0.19 ac Pervious CN ~ 77.00 ,DC CN ~ 98.00 i ~Perviou TC ~ 6.00 min ~ TC 6.00 min Record Id: B-002 (Design Method j SB~UI-I-I Rainfall type TYPEIA ~ Hyd Into 10.00 min Peaking Factor 484.00 ~ Abstraction Coeff f 0.20 Pervious Area 0.11 ac DCIA I 0.30 ac Pervious CN r 77.00 DC CN i 98.00 ~ Pervious TC ~ 6,00 min DC TC ~ 6.00 min Record Id: B-003 De~ign Method ~ SBUH Rainfall type ~- - ~ TYPEIA Hyd Intv 10.00 min Peaking ac ortFac ortF 484.00 Abstraction Coeff ~ 0.20 Pervious Area j 0.03 ac DCIA 0.19 ac ,Pe~ ~ rvious CN 77.00 DC CN I 98.00 Pervious TC ~ 6.00 min DC TC ~_ 6.00 min Record Id: B-004 Design Method ~ S~ - Rainfall type ~ TYPEIA LHyd Intv 10.00 min Peaking Factor 484.00 Abstraction Coeff ~ 0.20 Pervious Area r 0.06 ac DCIA 0.29 ac ~ jPerv~ous CN ~ 77.00 jDC CN 98.00 r Pervious TC 6.00 min ~DC TC 6.00 min '. Record Id: B-005 Design Method SBUH Rainfall type ~ TYPEIA rHyd Intv 10.00 min Peaking Factor r 484.00 Abstraction Coeff 0.20 Pervious Area 0.06 ac DCIA j, 0.25 ac Pervious CN 77.00 DC CN 98.00 jPervious TC 6.00 min DC TC 6.00 mine Record Id: B-007 Design Method ~ SBIJH Rainfall type TYPEIA Hyd Into 10.00 min Peaking Factor 484.00 ~ ~ Abstraction Coeff 0.20 , Pervious Area 0.21 ac ~DCIA 1.56 ac Pervious CN i 7~Op DC CN 98.00 Pervious TC 6.00 min DC TC .6.00 min Record Id: B-008 Design Method SBUH Rainfall type TYPEIA ~ iHyd Intv 10.00 min Peaking Factor ~ 484.00 - Abstraction Coeff I 0.20 ,Pervious Area , 0~ 16 ac ~DCIA - 2~ ~ Pervious CN ~ 77.00 DC CN ~ 98.00 Pervious TC ~ 6.00 min ,DC TC I 6.0~ 0 mtn Record Id: B-009 __ ~Design~ rSBiJH Rainfall type ( TYPEIA ~ iHyd ntvlntyl 10.00 min Peaking Factor 484.00 ------ -I ~ iAbstraction Coeff 0.20 Pervious Area ~ 0.08 ac ~DCIA i 1~ 38 ac Pervious CN ~ 77.00 jDC CN ~ 98.00 - Pervious TC --~ 6.00 min iDC TCTC ~ 6.00 min ~, Record Id: B-010 Design Method j SBUH Rainfall type TYPEIA ~ Hyd In[v 10.00 min Peaking Factor ~ 484 00 1 ~ ~ IAbstraction Coeff 0.20 Pervious Area ~ 0.08 ac iDC~IA - 0.22 ac ' Pervious CN ~ 77.00 jDC CN ~ 98 00 ,Perv~C I 6.Or 0 min DC TC 6.00 min Record Id: B-011 Design Method ~ SBUH Rainfall type TYPEIA ~ IHyd Intv 10.00 min Peaking Factor 84.00 I Abstraction Coeff 0.20 Pervious Area 0.05 ac DCIA i 0.15 ac Pervious CN 77.00 DC CN 98.00 ~,I Pervious TC I 6.00 min DC TC 6.00 min ' Record Id: B-012 Design Method SBIJH Rainfall type TYPEIA Hyd Intv 10.00 min jPeaking Factor 484.00 ~- Abstraction Coeff 0.20 jPervious Area 0.06 ac DCIA 0.23 ac Pervious CN 77.00 DC CN j 9 OS 0 Pervious TC ~ 6.0 min - DC TC 6.00 min i Record Id: B-013 Design Method ~ SBLTII Rainfall type ~TYPElA Hyd Intv ; 10.00 min Peaking Factor 84 4.00 i r---- ~ ~ Abstraction Coeff i I 0.20 Pe~Area ~ 0.05 ac DCIA I 0.10 ac jPerviour- s CN - - ~ 77.00 ~C CN ~ 98.00 i Pervious TC ~ 6.00 min DC TC ~ 6.00 min Record Id: B-014 ~Desi M j SBUH^ Rainfall type TYPElA Hyd ntvIntvI 10.00 min jPealcmg ac otF r ~ j 484.00 ~ Abstraction Coeff ~ 0.20 rPervious Area j 0.06 ac DCIA ~ 0.24 ac (Pervious CN I 77.00 DC CN ~ 98.00 jPervious TC ~ 6.00 min DC TC 6.00 min Record Id: B-015 iDesig M ten hod - -_ ,.--- SBUH Rainfall type i- -- T~~ jHyd In~ ~ 10.00 min Peaking Factor r 484.00 -- (Abstraction Coeff ~-- ~ 0.20 - Pervious Area 0.06 ac DCIA j 025 ac ~ (Pervious CN ~ 77.00 DC CN i 089 0 Pervious TC ~ 6.00 min ~ _. jDC TC ~00 min Record Id: B-016 iDesi~ gnMethod SBUH (Rainfall type TYPE]A jHyd Intv 10.00 min Peaking Factor ~ 484.00 j I Abstraction Coeff 0.20 j ~---- Pervious Area - 0.02 ac r jDCIA 0.16 ac Pervious CN 77.00 IDC CN 98.00 Pervious TC r 6.00 min DC TC 6.00 min j Record Id: B-Q17 Design Method SBUH Rainfall type TYPEIA Hyd Intv 10.00 min ,Peaking Factor 484.00 I (Abstraction Coeff 0.20 i (Pervious Area j 0.06 acDCIA _ ~ 0.21 ac Pervious CN i 700 DC CN _ ~ 98.00 ~ Pervious TC 6.00 min jDC TC ~ 6.00 min i Record Id: B-018 Design Method ~ SBUH Rainfall type TYPEIA -- - Hyd Intv - j 10.00 min Peaking Factor r I 484.00 I ~ Abstraction Coeff 0,20 Pervious Area 0.03 ac DCIA ,~ 021 ac ~ Pervious CN I 77.00 DC CN ~ 98.00 Pervious TC 6.00 min DC TC i 6.00 min Record Id: B-020 __ jDes~gn Method r SBUH Rainfall type TYPElA jHyd Intv ~ 10.00 min Peaking Factor I 484.00 ~- -- ~ --- jAbstraction Coeff -- r ~ 0.20 Pervious Area ~ 0.12 ac DCIA ~ 1.15 ac ~ jPerviou~~ s CN~ j 77.00 jDC CN _ _ ~; 98.00 Pervious TC `~ 6.00 min DC TC j-6.00 min ~ Record Id: B-024 I ID se ign Method j SB1JF3 Rainfall type ~TYPEIA ,Hyd Intv j 10.00 min Peaking Factor ~ 484.00 j J~ ~Abstraction Coeff 0 (Pervious Area ` j 0.03 ac jDCIA ~ 0.09 ac ~~ (Pervious CN 77.00 ~Perv ous TC 6.00 min CN TC 98.00 6.00 min Record Id: B-025 '(Design Method ~SBUH jRainfall type TYPEIA ~Hyd Into j 10.00 min (Peaking Factor i ~ 484.00 - --- r-- Abstraction Coeff I 0.20 Pervious Area ~ 0.00 ac DCIA + 1.56 ac (Pervious CN ~ 0.00 DC CN r 98.00 Pervious- TC - ~ 0-00 min jDC TC 6.00 min Record Id: B-026 Design Method ~ SBUH Rainfall type TYPEIA jHyd Intv _ 10.00 min rPeaking Factor ~ 484.00 Abstraction Coeff 0.20 ~Pet~s Area I 0.00 ac DCIA 1.56 ac Pervious CN j 0 00 DC CN j 98.00. Pervious TC 0.00 min ~ DC TC _ 6.00 min Record Id: B-027 1 1 t 1 __ Design Method SBLJH ,Rainfall type TYPEIA Hyd Into 10.00 min 'Peaking Fac[or 484.00 ~- Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 1.56 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 6.00 min Parking Lot Detention Pond and Pump Sizing Calculations Friday, January 06, 2006 ' LPOOLCOMPUTE (CB22] SUMMARY using Puls Match Q Peak Q Peak Stg Vol c Event i ~ Vol Time to (cfs) (cfs) (ft) (acft) Empty 6 Month 3.6774 2.5600 334.5666 6159.76 0.1414 24.67 ' 2 year 6.1113 5.0475 335.9972 9593.20. 0.2202 24.67 10 year 9.9082 7.6800 337.4235 13016.39. 0.2988 24.67 ' 100 14.3667 7.6800 341.0898 21815.45 0.5008 24.83 year ' 6 Month Hydrograph Plot 4 F~ 3 ' . N Y,®Det,'P,iamp-6,MonthG ~ . :r u c 2 D - ~ ~ ~ ~ i r.. ....rtsz~~mes.,e ri~~c . ~ _ _ , n S o m n o m n o m r o m n o m n o m n O m N M ~ O OD f1] N M O W fD N M O 0] O N ID n o m n o m r- o /D N M ~ O 0] ~D, N ~ , N N M d' N ID A A OJ O) O N N ("1 C Ul f0 A h ~ ~~ r ~ W Ql O N N M V ~ ~ N N N N N N Time in Hours ' Running O:\\Washington\\Yelm\\Grimes\\SR ' 507\\4Reports\\Storm\\StormSHED\\CB22 Report.pg m on Friday, January 06, 2006 ' Summary Report of all Detention Pond Data Event Precip (in) ' 6 Month 1.7900 2 year 2.8000 ' l0 year 4.3500 100 year 6.1500 ' HYDLIST SUMMARY [Det-Node - 6 Month] [Det-Pump-6 Month] [Det-Node - 2 year] [Det-Pump-2 year] [Det- ' Node - 10 year] [Det-Pump-l0 year] [Det-Node - 100 year] [Det-Pump-100 year] LSTEND Hyd[D Peak Q (cfs) Peak T (hrs) Peak Vol (ac-ft) Cont Area (ac) Det-Node - 6 Month 3.6774 8.00 _ 1.2590 10.6986 Det-Pump-6 Month 2.5600 7.83 1.1543 10.6986 Det-Node - 2 year 6.1113 8.00 2.1071 10.6986 Det-Pump-2 year 5.0475 8.17 2.0025 10.6986 Det-Node - 10 year 9.9082 8.00 3.4406 10.6986 Det-Pump-10 year 7.6800 8.00 3.3361 10.6986 Det-Node - 100 year 14.3667 8.00 5.0121 10.6986 Det-Pump-100 year 7.6800 7.83 4.9076 10.6986 STORLIST [Det-Vault] ' LSTEND Record Id: Det-Vault Descrip: Detention Vault Increment 0.10 ft Start El. 332.0000 ft Max El. 342.0000 ft Length 60.0000 ft Width 40.0000 ft Catch 100.0000 DISCHLIST [Det Pump] LSTEND t Record Id: Det Pump Descrip: ~- Increment 0.10 ft (Start El. 332.0000 ft Max El. 347.0000 ft (Start El. 332.0000 ft Max El. 347.0000 ft Depth on 2.00 ft Low Rate 2.5600 cfs Depth mid 4.00 ft Mid Rate 5.1200 cfs Depth high 5.00 ft High Rate 7.6800 cfs Licensed to: Professional License Roof Detention Pond and Pump Sizing Calculations Friday, January 06, 2006 LPOOLCOMPUTE [CB30] SUMMARY using Puls Event rMatch Q (cfs) Peak Q (cfs) Peak Stg (ft) Vol (cf) Vol (acft) Time to Empty'I 6 Month 1.8239 1.8246 336.4861 594.43 0.0136_ 24.67 2 year 2.9462 3.1645 337.4493 979.71 0.0225 24.67 l0year r 4.6475 4.2400 338.5483 14]9.33 0.0326 24.83 ~ ~100year~ 6.6]01 6.5500 340.8707 2348.28_ 0.0539 24.83 6 Month Hydrograph Plot ~ ®i of=Node ~6 Nonth '®~Ro_o~;Pum`p"6'MaNh~'i U c1 o LL .!ze'Y~~~~ i5'f.. i"Y" _ .._::V1ar}Y .6.Y'~ 4..~:`~j:.. u+°E!8t.!k„ c"rti i:v~. rr O M rr O M A O M !` O C'1 h 0 f'1 1~ O M A O M 1+ O l~l A O M A O r O, GG f0 Yi C'1 r O OD f0 N C1 r O 00 fD N Cl r O 00 ~D, N l`7 r O N /D N ~ N N l7 O N f0 A !~ O] QI O ~ N N M C In f0 f• A OJ QI O N N M Q ~ ~ ~ ~ ~ .- ~ N N N N N N Time in Hours t Running O:\\Washington\\Yelm\\Grimes\\SR 507\\4Reports\\Storm\\StormSHED\\CB30 Report.pgm on Friday, January 06, 2006 ' Summary Report of all Detention Pond Data Event ~Precip (in) 6 Month 1.7900 2 year ~ 082 00 10 year 4.3500 100 year 16.1500 HYDLIST SUMMARY [Roof-Node - 6 Month] [Roof-Pump-6 Month] [Roof-Node - 2 year] [Roof-Pump-2 year] [Roof-Node - 10 year] [Roof-Pump-10 year] [Roof-Node - 100 year] [Roof-Pump-100 year] LSTEND HydID Peak Q (cfs) Peak T (hrs) Peak Vol (ac-ft)` Cont Area (ac) Roof-Node - 6 Month 1.8239 8.00 i. 0.6107 4.6788 Roof-Pump-6 Month ; 1.8246 8.00 Roof-Node - 2 year :2.9462 8.00 0.5979 1.0017 4.6788 4.6788 .Roof-Pump-2 year 3.1645 8.00 0.9888 4.6788 Roof-Node - 10 year 6475 8.00 1.6040 4.6788 'Roof-Pump-10 year ~ 4.2400 7.83 1.5912 4.6788 Roof-Node - 100 year 6.b101 ~ 8.00 2.3048 ~ 4.6788 Roof-Pump-l00 year 6.5500 ~ 8.00 2.2920 4.6788 i STORLIST [Roof-Vault] ' LSTEND Record Id: Roof-Vault Descrip: Detention Vault ~Incr~ ement 0.10 fl iStart El 1335.0000 ft ;Max El X345. 000 0 ft Length 20.0000 ft Width 20.0000 ft Catch x100.0000 ' DISCHLIST [Roof Pump] LSTEND Record Id: Roof Pump Descrip: ~ Increment 0.10 ft Start El. 335.0000 ft ~ ax El. 347.0000 ft (Start El. x35.0000 ft fMax El. X347. 000 0 ft Depth on ~ 1.50 ft Low Rate 2.1200 cfs Depth mid 2.50 ft Mid Rate 4.2400 cfs Death high 5.00 ft :High Rate. 6.5500 cfs Licensed to: Professional License Stormwater Pump Information November 23, 2005 1 S U LZ E R QUOTATION Pumps Houston Inc. 3215 South 118th Street Seattle WA 98168 Phone: (208) 433-2600 /FAX: (206) 433-0263 Pacland ATTN: ' SUBJECT: Yelm - Walmart SULZER Pumps Houston Inc. is pleased to offer the following equipment estimate for the above project: ' Eauipment: STORM WATER LIFT STATION (PARKING LOT) Capacity: 1149 GPM Cat 42' TDH, per Pump General Description: (1) - PACO Type QDSC Triplex sewage pump set with quick disconnect fittings and consisting of the following: (3) - PACO Model 6013-21, Type QDSC submersible sewage pumps close coupled to 20 HP, three phase, 460 volt, 1150 RPM, explosion proof motors rated for Class 1, Groups C and D hazardous atmospheres. Motors with 25 feet of cable. Pump impellers are vortex non-clog type capable of passing 3 in. spheres. (2) -PALO 6" X 6" quick-disconnect base elbow and brackets for rails. Pumps have 6" discharge. (2) -Stainless steel lifting cables, 20 ft. (6) -Bulb type level controls, 20 ft Cable. (1) -Triplex control panel with NEMA 3R weather proof deadfront enclosure. With circuit breaker disconnects, starters, control transformer, H-O-A selectors, run pilot lights, and with moisture sensing relays for motor seal leak detection. With intrinsically safe relays for level controls. Includes high-level alarm light, and alarm horn with silencing button. By others: (2) guide rails, 2" diameter per pump; discharge piping/valves. Equipment: STORM WATER LIFT STATION (ROOF RUN OFF) Capacity: 952 GPM (7a. 30' TDH, per Pump General Description: (1) - PACO Type QDSC duplex sewage pump set with quick disconnect fittings and consisting of the following: (2) - PACO Model 6012-21, Type QDSC submersible sewage pumps close coupled to 20 HP, three phase, 460 volt, 1150 RPM, explosion proof motors rated for Class 1, Groups C and D hazardous atmospheres. Motors with 25 feet of cable. Pump impellers are vortex non-clog type capable of passing 3 in. spheres. (2) - PACO 6" X 6" quick-disconnect base elbow and brackets for rails. Pumps have 6" discharge. (2) -Stainless steel lifting cables, 20 ft. (4) -Bulb type level controls, 20 ft Cable. (2) -Duplex control panel with NEMA 3R weather proof deadfront enclosure. With circuit breaker disconnects, starters, control transformer, H-O-A selectors, run pilot lights, November 23, 2005 SULZER QUOTATION Pumps Houston Inc. 3215 South 116th Street Seattle, WA 98168 Phone: (206) 433-2600 I FAX: (206) 433-0263 and with moisture sensing relays for motor seal leak detection. With intrinsically safe relays for level controls. Includes high-level alarm light, and alarm horn with silencing button. By others: (2) guide rails, 2" diameter per pump; discharge piping/valves. Pricing is F.O.B. factory with full freight allowed to the nearest motor freight terminal. Pricing does not include unloading or sales tax. Terms are net 30 days. Standard delivery is is approximately 8 weeks after receipt of approved order and your release for production. Standard SULZER Pumps Houston Inc. terms and conditions apply and credit is subject to approval. Thank you for the opportunity to quote our equipment. Please contact me directly should you have any questions. Sincerely, David Miller Sales Representative Infiltration Gallery Sizing Calculations Event ~ M(cf) Q ~ Peak Q (cfs) ~~6 MMonth; 4.3846 4.4262 2 year 7.1675 6.9015 10 year 8.8875 5.1095 100 year 11.9200 8.1095 Peak Stg (ft)~~ Vol (cf) ~ (cfI) ~ Time to Empty 346.0546 524.68 0.0120 24.83 346.0851 ~ 818.11 0.0188 24.83 346.1617 1554.69 0.0357 25.00 348.2289 21426.32 0.4919 25.00 100 yearHydrograph Plot - - - - - - - - - - - - - - - - ~ ®iP~'iiiN~;Total-°`00 yeaik - C Y~ 2 _~r,°.co~'i~.,M~%nr`~'~Tzt,~'f a ar. ~;; P 1+.~.~_!:`~'s ~„~~ M:~ _~n `~.; ,_Y 0 o m n o m n o cn n o m n o m n o to n o m n o ~n n o m n o m n N M ~ O 0] f0 N M~ O W~ Y1 M .- O OD f0 N M ~ O OD ~ N M ~ O DJ ~ O ~ N M M d' N fU n ro O] Ol O ~- N M M O N ~D n O] OO m O N N N N N Time in Hours ~ ~ ~ r Summary Report of all Detention Pond Data Event ;Pr~(in) 6 Month +1.7900 year 2.8000 10 year 4.3500 ~ 100 year ~ 500 ' H Peak Q (cfs) ( Peak T (hrs) Peak Vol (ac- ft) Cont Area (ac) Pumps Total-6 month ~ 4.3846 r 8.00 ~ 1,7522 .3774 ~ jlnfil-6 Month 4.4262 8.00 1.7523 15.3774 ~umps Total-2 year 1675 ~ 8.17 2.9913 ~ 15.3774 ~Infil-2 year ~ 6.9015 ~ 8.17 2.9915 15.3774 ~ i Pumps Total-l0 year 8875 8.00 3.1952 9.3576 ~fil-10 year, 8.1095_ ~ 8.00__ 3..1953_ 9.3576 (Pumps Total-100 year 11.9200 7.83 7.1996 _ _ i 154 Infil-100 year 8.1095 7.67 7.1999 15.3774 Record Id: Infil-Chambers DescripJ-IStormtech Infiltration Chamber, Increment] 0.10 ft _ -. - -- Start EL ~ 346.0000 ft __ - Max El. ', 348.3300 ft ~ Length ! 200.0000 ft ~ Wtdth i 100.0950 ft ~ Catch J 48 0200 ~ Consider Bottom Only Record Id: Infiltration Descrip: Main Gallery Increment ~ 0.10 ft _ .I Start EL 346.0000 ft Max EL (06.0000 Infilva[ion rate irUhrODO Wp Multiplier 1.00 Number of chambers - Total Storage Area - Voids in the stone (porosity) - Base of Stone Elevation - 818 2oo1s n~ 0.30 • StormTech° OelmliomRettnllomRtt~arge Subsurface Stormwaler Management° Void Ratio - 48.02 StormTech SC 310 Incremental Storage Volumes Height of System (in) Incremental Chamber (ft3) Incremental Stone (ft3) Incremental Ch & St (ft3) Cumulative Gallery (ft3) Elevation 28 0 500.48 500.48 22430.52 348.33 27 0 500.48 500.48 21930.05 348.25 26 0 500.48 500.48 21429.57 348.17 25 0 500.48 500.48 20929.10 348.08 24 0 500.48 500.48 20428.62 348.00 23 0 500.48 500.48 19928.15 347.92 22 49.08 485.75 534.83 19427.67 347.83 21 122.70 463.67 586.37 18892.84 347.75 20 220.86 434.22 655.08 18306.47 347.67 19 441.72 367.96 809.68 17651.40 347.58 18 564.42 331.15 895.57 16841.72 347.50 17 670.76 299.25 970.01 15946.15 347.42 16 752.56 274.71 1027.27 14976.14 347.33 15 834.36 250.17 1084.53 13948.88 347.25 14 883.44 235.44 1118.88 12864.35 347.17 13 1022.50 193.73 1216.23 11745.47 347.08 12 916.16 225.63 1141.79 10529.24 347.00 11 1038.86 188.82 1227.68 9387.45 346.92 10 1079.76 176.55 1256.31 8159.78 346.83 9 1112.48 166.73 1279.21 6903.47 346.75 8 1145.20 156.92 1302.12 5624.26 346.67 7 1169.74 149.55 1319.29 4322.14 346.58 6 0 500.48 500.48 3002.85 346.50 5 0 500.48 500.48 2502.38 346.42 4 0 500.48 500.48 2001.90 346.33 3 0 500.48 500.48 1501.43 346.25 2 0 500.48 500.48 1000.95 346.17 1 0 500.48 500.48 500.48 346.08 Totai chamber storage = 45.9 tt° Corporate tlFfce 20 Beaver Road Wethersfield, CT 06109 (888)-892-2694 Fax (866) 328-8401 Joel Massman Calculations Joel Massman Calculations Equations for ponds: i=((Dwt +Dpond)/(138.62*K^0.1)) * CF Equations for Infiltration Trench CF = 0.73(Apond)^(-0.76) IF pond size between 0.6 & 6 acres IF pond size less than 0.6 acres, CF = 1 i = (Dwt+Dpond)/(78*K^0.05) no correction factor Dwt ft Dpond ft K ft/da Pond Width ft Pond Length ft Area ft2 Area ac CF gradient Uncorrected i ft/da Uncorrected I inlhour Corrected I ft/da Corrected I in/hour 6 1 1235 66.75 300 20025 0.45971 1.00 0.0248 30.60 15.30 29.47 14.73 8 1 1235 66.75 300 20025 0.45971 1.00 0.0319 39.35 19.67 37,89 18.94 10 1 1235 66.75 300 20025 0.45971 1.00 0.0389 48.09 24.05 46.31 23.15 6 2 1235 66.75 300 20025 0.45971 1.00 0.0283 34.98 17.49 33.68 16.84 8 2 . 1235 66.75 300 20025 0.45971 1.00 0.0354 43.72 21.86 42.10 21.05 10 2 1235 66.75 300 20025 0.45971 1.00 0.0425 52.46 26.23 50.52 25.26 6 3 1235 66.75 300 20025 0.45971 1.00 0.0319 39.35 19.67 37.89 18.94 8 3 1235 66.75 300 20025 0.45971 1.00 0.0389 48.09 24.05 46.31 23.15 10 3 1235 66.75 300 20025 0.45971 1.00 0.0460 56.84 28.42 54.73 27.36 6 3.5 1235 66.75 300 20025 0.45971 1.00 0.0336 41.53 20.77 39.99 20.00 8 3.5 1235 66.75 300 20025 0.45971 1.00 0.0407 50.28 25.14 48.41 24.21 10 3.5 1235 66.75 300 20025 0.45971 1.00 0.0478 59.02 29.51 56.83 28.42 Dwt ft Dpond ft K ft/da Pond Width ft Pond Length ft Area ft2 Area ac CF gradient Uncorrected I fUda Uncorrected I in/hout Corrected I fUda Cortected I in/hour 6 1 2050 66.75 300 20025 0.45971 1.00 0.0236 48.29 24.14 46.50 23.25 8 1 - 2050 66.75 300 20025 0.45971 1.00 0.0303 62.09 31.04 59.78 29.89 10 1 2050 66.75 300 20025 - 0.45971 1.00 0.0370 75.88 37.94 73.07 36.53 6 2 2050 66.75 300 20025 0.45971 1.00 0.0269 55.19 27.59 53.14 26.57 8 2 2050 66.75 300 20025 - 0.45971 1.00 0.0337 68.98 34.49 66.43 33.21 10 2 2050 66.75. 300 20025 0.45971 1.00 0.0404 82.78 41.39 79.71 39.86 6 3 2050 66.75 300 20025 0.45971 1.00 0.0303 62.09 31.04 59.78 29.89 8 3' 2050 66.75 300 20025 0.45971 1.00 0.0370 75.88 37.94 73.07 36.53 10 3 2050 66.75 300 20025 0.45971 1.00 0.0437 89.68 44.84 86.35 43.18 6 3.5 2050 66.75 300 20025 0.45971 1.00 0.0320 65.54 32.77 63.10 31.55 8 3.5 2050 66.75 300 20025 0.45971 1.00 0.0387 79.33 39.67 76.39 38.19 10 3.5 2050 66.75 300 20025 ~ 0.45971 1.00 0.0454 93.13 46.56 89.67 44.84 1 l1 n t Treatment Device Sizing and Supporting Documents Vortechs"" Stormwater Treatment Systems Uortechnics ~~ ~=" ® FLOW CALCULATIONS Yelm Wal-Mart ~® Yelm, WA Mode13000 ~1 Vortechs Orifice Cd = 0.56 A (ft2) = 0.17 Crest Elevation ft) = 347.26 Vortechs Weir Cd = 3.37 Weir Crest Length (ft) = 0.75 Crest Elevation k = 348.76 Bvoass Weir Cd = 3.3 Weir Crest Length (ft) = 4 Crest Elevation ft = 349.1 Head (ft) Elevation Orifice Flow Weir Flow (ft) (cfs) (cfs) B ass Flow Total Flow (cfs) (cfs) 0.00 347.26 0.00 0.00 0.00 0.00 0.20 347.46 0.14 0.00 0.00 0.14 0.40 347.66 0.36 0.00 0.00 0.36 0.60 347.86 0.49 0.00 0.00 0.49 0.80 348.06 0.59 0.00 0.00 0.59 1.00 348.26 0.68 0.00 0.00 0.68 1.20 348.46 0.76 0.00 0.00 0.76 1.40 348.66 0.83 0.00 0.00 0.83 1.60 348.86 0.89 0.08 0.00 0.97 1.80 349.06 0.95 0.41 0.00 1.37 1.84 349.10 0.96 0.49 0.00 1.46 2.00 349.26 1.01 0.89 0.87 2.77 2.20 349.46 1.06 1.48 2.89 5.43 2.40 349.66 1.11 2.16 5.58 8.85 2.60 349.86 1.16 2.91 8.80 12.87 2.77 350.03 1.20 3.62 11.92 16.75 Calculated by: JKR 6/15/2005 Checked b VortechsT"" System Stage Discharge Curve 350.5 350.0 349.5 r c 349.0 0 > 348.5 w 348.0 347.5 347 0 .... . ........ ....... ....... ........ ....... ....... .... B ss Cresi .. .... ....... ........ .... ... ........ ....... ..... .. .... Wei Cresi i ....... ....... ....... ....... ........ ....... ....... .... Orifi eCrest 0.0 2.0 10706 ADS 6-15-05.x1s 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 Discharge (cfs) 6/15/2005 Vortechs r"' Stormwater Treatment Systems ~/ORTECHS SYSTEM NET ANNUAL TSS REMOVAL EFFICIENCY Uortechnics Yelm Wal-Matt r~~'- Yelm, WA Model 3000 (11.59 acresl x (0.961 x (449 aomlcfsl = 254 8 . Design Ratio = (19.6 sf) Bypass occurs at an elevation of 349.1' (at approximately 33 gpmisf) Rainfall Intensity Ouerating RateZ %Total Rainfall Rmvl. Effcv° Rel. Effcv "Ihr misf Volume3 0.02 5.1 17.5% 98.0% 17.2% 0.04 10.2 35.1% 96.0% 33.7% 0.06 15.3 22.5% 91.8% 20.7% 0.08 20.4 10.4% 87.3% 9.1 0.10 25.5 6.4% 84.9% 5.4% 0.12 30.6 4.4% 82.0% 3.6% 0.14 35.5 3.3% 79.4% 2.6% 0.16 38.8 0.3% 77.2% 0.2% 0.18 38.8 0.0% 77.2% 0.0% 0.20 43.1 0.0% 72.8% 0.0% 0.25 44.2 0.0% 71.7% 0.0% 0.35 50.6 0.0% 64.4% 0.0% 0.45 56.9 0.0% 60.8% 0.0% 0.50 59.1 0.0% 58.7% 0.0% 92.5% rain falling at >0.5"Ihr or bypassing treatment = 0.0% Assumed removal efficiency for bypassed flows = 0.0% Removal Efficiency Adjustments = 0.0% Net Annual TSS Removal Efficiency = 93% 1 -Design Ratio = (Total Drainage Area) x (Runoff Coefficient) x (cfs to gpm conversion) /Grit Chamber Area - The Total Drainage Area and Runoff Coefficient is specified by the site engineer. - The conversion factor from cfs to gpm is 449. 2 -Operating Rate (gpm/sf) =intensity ("/hr) x Design Ratio. 3 -Based on 12 years of rainfall data from NCDC station 6114, Olympia Airport, Thurston County, WA 4 -Based on Vortechnics laboratory verified removal of a typical particle gradation (see Technical Bulletin #1). 5- Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. Calculated b JKR 6115/2005 Checked b ~~ 10706 ADS 6-15-05.x1s 6/15/2005 Vortechs ^" Stormwater Treatment Systems BUOYANCY CALCULATION RESULTS Uortechnics® Yelm Wal-Mart ~ ~~ Yelm, WA Model 3000 Tank S ecifications: Flow Control S ecifications: Outside Len the 12.00 ft Hei ht of Wall: 6.75 ft Outside Width: 6.00 ft Width of Wall: 5.00 ft Inside Hei ht: 7.00 ft Thickness: 0.29 ft Baffle S ecifications: Other S ecifications: Hei ht of BafFle: 6.09 ft External Wall Thickness: 0.50 ft Width of Baffle: 5.00 ft To Slab Thickness: 0.63 ft Thickness: 0.29 ft Bottom Slab Thickness: 0.63 ft Bottom Slab Extension: 0.17 ft Collar Thickness: 0.63 ft Unit Weight of Concrete: 150.0 Ib/ft3 Unit Weight of Water: 62.4 Ib/ft3 Unit Wei ht of Saturated Soil: 47.6 Ib/ft3 Unit Wei ht of Unsaturated Soil: 110.0 Ib/ft3 Water Table Elevation: 346.0 ft Finished Grade Elevation: 351.4 ft De th of Overl in Saturated Soil: 0.0 ft Volume: 17.26 ft3 Depth of Overl in Unsaturated Soil: 0.6 ft Volume: 75.90 ft3 ITEM WEIGHT TONS WEIGHT LBF Top Slab 3.4 6,750 Bottom Slab 3.4 6,804 Base Extension or Collar 0.3 0,589 Side Walls 6.3 12,600 End Walls 2.6 5,250 Baffle 0.7 1, 332 Flow Control Wall 0.7 1,477 Overl in Saturated Soil 0.4 0,822 Overl in Unsaturated Soil 4.2 8,349 Wei ht of water in tank 0.0 0,000 TOTAL 22.0 43,972 Hei ht of Water Table Above Bottom of Tank: 3.40 ft Correspondin water table elevation: 346.00 ft Volume of Water Dis laced b Tank: 253 ft3 Buoyant Force of Displaced Water X 15% F.O.S.: 18,120 Ib (Assumes 0' of water in tank) Net Buoyancy Force down: 25,852 Ibf Calculated b JKR 6/15/2005 Checked b '~ f:\data\vortechn\projects\10706 ADS 6-15-O5.xls AP 6/15/2005 ~ortechnicsp TM Total Stormwater Solutions Vortechs~ Stormwater Treatment System TECHNICAL DESIGN MANUAL 1 INCLUDING: t DESIGN St OPERATION MAINTENANCE LABORATORY HL FIELD TESTING DATA ~~~ tI ~~ ~~ - Il Il Il Vortechs Stormwater Treatment System _ _ __ DESIGN AND OPERATION Basic Operation The Vortechs° Stormwater Treatment System is a hydrodynamic separator designed to enhance gravitational separation of floating and settling materials from Stormwater flows. Stormwater flows 1 enter the unit tangentially to the grit chamber, which promotes a gentle swirling motion. As polluted water circles within the grit chamber, pollutants migrate toward the center of the unit where velocities are the lowest. The majority of settlable solids are left behind as Stormwater exits the grit chamber through two apertures on the perimeter of the chamber. Next, buoyant debris and oil and grease are separated from water flowing under the baffle wall due to their relatively low specific gravity. As Stormwater exits the System through the flow control wall and ultimately through the outlet pipe, it is relatively free of floating and settling pollutants. Over time a conical pile tends to accumulate in the center of the unit containing sediment and associated metals, nutrients, hydrocarbons and other pollutants. Floating debris and oil and grease ' form a floating layer trapped in front of the baffle wall. Accumulation of these pollutants can easily be assessed through access manholes over each chamber. Maintenance is typically performed through the manhole over the grit chamber. ' Design Process ' Each Vortechs® System is custom designed based on: • Site size • Site runoff coefficient • Regional precipitation intensity distribution Anticipated pollutant characteristics These factors are incorporated into the Rational Rainfall MethodT"', developed by Vortechnics, Inc. to estimate net annual pollutant removal efficiency. The Rational Rainfall MethodT"' Differences in local climate, topography and scale make every site hydraulically unique. It is important to take these factors into consideration when estimating the long-term performance of ~~ any Stormwater treatment system. To estimate efficiencies as accurately as possible, Vortechnics has developed the Rational Rainfall MethodT"' which combines site-specific information with laboratory generated performance data (Technical Bulletin No. 1), and local historical precipitation ~I records. Short duration rain gauge records from across the United States and Canada were analyzed by Vortechnics to determine the percent of the total annual rainfall that fell at a range of intensities. t~ US stations' depths were totaled every 15 minutes or hourly and recorded in 0.01-inch increments. Depths were recorded hourly with 1 mm resolution at Canadian stations. One trend was consistent '~ at all sites; the vast majority of precipitation fell at low intensities and high intensity storms contributed relatively little to the total annual depth. These intensities, along with the total drainage area and runoff coefficient for each specific site, are '~ translated into flow rates using the Rational Method. Since most sites are relatively small and highly impervious, the rational method is appropriate. Based on the flow rates calculated for each intensity, an operating rate within a proposed Vortechs® System is determined. Finally, a removal '~ efficiency is selected for each operating rate based on anticipated pollutant characteristics and on full scale laboratory tests. The relative removal efficiency at each operating rate is added to produce a net annual pollutant removal efficiency estimate. ~~ '~ Rev 4-29-04 (WSG) Vortechs° StormwaterTreatment System ____~~.~ _ ________ ' Vortechnics typically selects the System that will provide an 80% annual TSS load reduction based on laboratory generated performance curves for 50-micron sediment particles, however the Rational Rainfall MethodT"' can accommodate other removal efficiency or particle size targets. It t can also be used to estimate annual hydrocarbon load reductions. Once a System size is established, the internal elements of the System will be designed based on ' information provided by the site engineer. Flow control sizes and shapes, sump depth, spill storage capacity, sediment storage volume and inlet and outlet orientation are determined for each System. In addition, bypass weir calculations are made for off-line Systems. ' Flow Control Calculations ' The Orifice The lower flow control or "orifice" is typically sized to submerge the inlet pipe when the Vortechs° System is operating at 20% of its' treatment capacity. The orifice is typically a Cippoletti shaped aperture defined by its flat crest and sides which incline outwardly at a slope of 1 horizontal to 4 vertical. Flow through orifice = Q°rf = Ca * A * (2gh)o.s ' Where Cd = Orifice contraction coefficient = 0.56 (558.5) (based on Vortechnics laboratory testing) A = Orifice flow area, ftZ (m2) (calculated by Vortechnics technical staff) h = Design head, ft (m) (equal to the inlet pipe diameter) The minimum orifice crest length is 3-inches (76 mm) and the minimum orifice height is 4-inches (102 mm). If flow must be restricted beyond what can be provided by this size aperture, a Fluidic- ' AmpT"' hydro-brake flow control will be used. The hydro-brake allows the minimum flow constriction to remain at 3-inches (76 mm) or greater while further reducing flow due to its unique throttling action. ' The Weir The high flow control or "weir` is sized to pass the peak System capacity minus the peak orifice flow when the water surface elevation is at the top of the weir. This flow control is also a Cippoletti type weir. The weir flow control is sized by solving for the crest length and head in the following equation: Flow through weir = Qwe;r = Cd * L * (h)ns Where Cd = Cippoletti Weir coefficient = 3.37 (1860.5) (based on vortecnnics laboratory testing) h = Available head, ft (m) (height of weir) ® L = Design weir crest length, ft (m) (calculated by Vortechnics technical staff) II, Rev 4-29-04 (WSG) 1] Vortechs° Stormwater Treatment System Bvoass Calculations In some cases, pollutant removal goals can be met without treating peak flow rates and it is most feasible to use a smaller Vortechs® System configured with an external bypass. In such cases, a bypass design is recommended by Vortechnics for each off-line System. To calculate the bypass capacity, first subtract the System's treatment capacity from the peak conveyance capacity of the ' collection system (minimum of 10 year recurrence interval). The result is the flow rate that must be bypassed to avoid surcharging the Vortechs° System. Then use the following arrangement of the Francis formula to calculate the depth of flow over the bypass weir. Flow over bypass weir = H = (QbYOzss /(Cd * L))Zi3 Where Cd = Discharge Coefficient = 3.3 (1838.5) for rectangular weir ' H = Depth of flow over bypass weir crest, ft (m) L = Length of bypass weir crest, ft (m) - The bypass weir crest elevation is then calculated to be the elevation at the top of the Cippoletti weir minus the depth of flow. 1 ~draulic Caoacitv In the event that the peak design flow from the site is exceeded, it is important that the Vortechs° System is not a constriction to runoff leaving the site. Therefore, each System is designed with enough hydraulic capacity to pass the 100-year flow rate. It is important to note that at operating 1 rates above 100 gpm/ftZ (4074 Ipm/mz) of the grit chamber area (peak treatment capacity), captured pollutants may be lost. When the System is operating at peak hydraulic capacity, water will be flowing through the gap ' over the top of the flow control wall as well as the orifice and the weir. MAINTENANCE 'i The Vortechs® System should be inspected at regular intervals and maintained when necessary to ensure optimum performance. The rate at which the System collects pollutants will depend more heavily on site activities than the size of the unit, e.g., unstable soils or heavy winter sanding will cause the grit chamber to fill more quickly but regular sweeping will slow accumulation. Inspection '~ Inspection is the key to effective maintenance and is easily performed. Vortechnics recommends ongoing quarterly inspections of the accumulated sediment. Pollutant deposition and transport may ,~ vary from year to year and quarterly inspections will help insure that Systems are cleaned out at the appropriate time. Inspections should be performed more often in the winter months in climates where sanding operations may lead to rapid accumulations, or in equipment washdown areas. It is very useful to keep a record of each inspection. A simple form for doing so is provided. '~ The Vortechs° System should be cleaned when inspection reveals that the sediment depth has ' accumulated to within six inches (152 mm) of the dry-weather water surface elevation. This determination can be made by taking Z measurements with a stadia rod or similar measuring device; one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface. The System should be cleaned out if the '~ difference between the two measurements is six inches (152 mm) or less. Note: to avoid underestimating the volume of sediment in the chamber, the measuring device must be lowered to the top of the sediment pile carefully. Finer, silty particles at the top of the pile typically offer less '~ resistance to the end of the rod than larger particles toward the bottom of the pile. '~ Rev 4-29-04 (WSG) i Vortechs° Stormwater Treatment System y~~~a~~,L~ Cleaning Maintaining the Vortechs° System is easiest when there is no flow entering the System. For this 1 reason, it is a good idea to schedule the cleanout during dry weather. Cleanout of the Vortechs° System with a vacuum truck is generally the most effective and convenient method of excavating pollutants from the System. If such a truck is not available, a "clamshell" grab may be used, but it is difficult to remove all accumulated pollutants with such devices. In Vortechs® installations where the risk of large petroleum spills is small, liquid contaminants may not accumulate as quickly as sediment. However, an oil or gasoline spill should be cleaned out immediately. Motor oil and other hydrocarbons that accumulate on a more routine basis should be removed when an appreciable layer has been captured. To remove these pollutants, it may be preferable to use adsorbent pads since they are usually cheaper to dispose of than the oil water ' emulsion that may be created by vacuuming the oily layer. Trash can be netted out if you wish to separate it from the other pollutants. Accumulated sediment is typically evacuated through the manhole over the grit chamber. Simply remove the cover and insert the vacuum hose into the grit chamber. As water is evacuated, the water level outside of the grit chamber will drop to the same level as the crest of the lower ' aperture of the grit chamber. It will not drop below this level due to the fact that the bottom and sides of the grit chamber are sealed to the tank floor and walls. This "Water Lock" feature prevents water from migrating into the grit chamber, exposing the bottom of the baffle wall. Floating pollutants will decant into the grit chamber as the water level there is drawn down. This ' allows most floating material to be withdrawn from the same access point above the grit chamber. If maintenance is not performed as recommended, sediment may accumulate outside the grit ' chamber. If this is the case, it may be necessary to pump out all chambers. It is a good idea to check for accumulation in all chambers during each maintenance event to prevent sediment build up there. ' Manhole covers should be securely seated following cleaning activities, to ensure that surface runoff does not leak into the unit from above. ~~ , -` Rev 4-29-04 (WSG) Vortechs~ Stormwater Treatment System INSPECTION St MAINTENANCE LOG Model: $000 I Location: Anywhere, USA ~cunnam 1 12/01/99 36 (914 mm) 0" N/A B. Johnson Installed 03/01/00 28 - (711 mm) .Sheen ` None '< 6. Johnson Swept:; parking lot ` ~ ,. > 20 Sorbent`pads ~ ~' , 09/qi/00 ' ( ) 508 mm (25.4 mm) deployed to remove S. Riley ~ Oil spill , ;ca tured oil 1. The water depth to sediment is determined by taking two measurements with a stadia rod: one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface. When the difference between the two measurements is six inches (152 mm) or less, the System should be cleaned out. 2. For optimum performance, the System should be cleaned out when the floating hydrocarbon layer accumulates to an appreciable thickness. In the event of a spill, the System should be cleaned immediately. Rev 4-29-04 (WSG) Vortechs° Stormwater Treatment System INSPECTION St MAINTENANCE LOG Model: ~ Location: Water Floatable Maintenance Maintenance Date Depth to Layer performed Personnel Comments sediments Thickness z 1. The water depth to sediment is determined by taking two measurements with a stadia rod: one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface. When the difference between the two measurements is six inches (152 mm) or less, the System should be cleaned out. 2 For optimum performance, the System should be cleaned out when the floating hydrocarbon layer accumulates to an appreciable thickness. In the event of a spill, the System should be cleaned immediately. Rev 4-29-04 (WSG) .Vortechs® Stormwater Treatment System LABORATORY AND FIELD TESTING Introduction Vortechnics is an established leader in the stormwater treatment industry, marketing the Vortechs° Stormwater Treatment System as a technology capable of removing a high percentage of floating and settling pollutants from stormwater flows. Extensive testing in both the laboratory and in the field has produced a comprehensive set of data describing the relationship between flow rate, particle size, and removal efficiency. Sections 1 and 2 contain the results of laboratory and field-testing. Section 1 shows the results of full-scale testing with a Vortechs° Model 2000 at Vortechnics' laboratory in Portland, Maine. Section 2 includes long term monitoring results from several Vortechs° Systems installed on typical projects. Laboratory Testing -Vortechs° Stormwater Treatment System Performance Vortechs° System Removal Efficiencies for Selected Particle Gradations 100% 90% ~' 80% c 70% 60% w 50% w - 40% m a 30% E 20% ~ 10% 0% Operating Rate (gpm/sf) + 50 um - ~- Typical Gradation -o-- 150 um • See Table 1 '~ Rev 4-29-04 (WSG) 0 20 40 60 80 100 Vortechs Stormwater Treatment S stem Vortechsp System Removal Efficiencies for Selected Particle Gradations 100% 90% a 80% ~ 70% V v 60% U 50% W ~ 40% E 30% ~ 20% 10% 0% 0 10 20 30 40 50 60 70 Operating Rate (Lpm/mZ) -33-50 micron ~~Typical Gradation 1150 micron ' See Table 1 These performance curves are based on laboratory tests using a full scale Vortechs° System Model ' 2000. The testing protocol used is described on the following pages. The 150-micron curve demonstrates the results of tests using particles that passed through a 100-mesh sieve and were retained on a 150-mesh sieve. The 50-micron curve is based on tests of particles passing through ' a 200-mesh sieve and retained on a 400-mesh sieve. A slurry representing an average stormwater sediment gradation, with the particle size gradation shown in Table 1, was also tested in our laboratory. ' As the graph clearly shows, Vortechs° Systems maintain positive total suspended solids (TSS) removal efficiencies over the full range of operating rates, allowing the System to effectively treat all runoff from large infrequent design storms as well as runoff from the more frequent low ' intensity storms. Precast Vortechs° Systems are designed to treat peak flows from 1.6 cfs (0.045 cros) up to 25 cfs (0.707 cros) without bypassing. Peak flows that exceed rated treatment capacities can be conveyed around the System with an external bypass. Internal bypasses can be ' configured to direct low flows from the last chamber of the Vortechs° System to polishing treatment when more stringent water quality standards are imposed. In all configurations, high removal efficiencies are achieved during the lower intensity storms, which constitute the majority of annual rainfall volume. ~', ~ Rev 4-29-04 (WSG) Vortechs Stormwater Treatment System ~~~~ Laboratory Quality Control Brief The following protocol summarizes standard operating procedures for Total Suspended Solids (TSS) testing in the Vortechnics Laboratory. These guidelines were followed in the creation of the preceding performance curves. Sediment Source Sediment samples are sorted according to ASTM Special Technical Publication 477 B, which establishes sieve analysis procedures. U.S. Standard Sieves in a Gilson SS-15 sieve shaker are used to separate particles to the various fractions required for our tests. To ensure uniformity of those fractions, an unsorted sample is sieved until less than 1% of that sample passes through the sieve in one minute. All sediment recovered after a test is dried and resieved before reuse. Unless otherwise specified, mineral sediments with a density of 2.65 g/cm' are used. The following table describes the particle size distribution of samples tested by Vortechnics to represent TSS Loading in typical urban runoff. Table 1 Particle Size Distribution Percentage of Sample Make-up < 63 µm 42% 63 - 75 µm 4% 75 - 100 µm 9% 100 - 150 µm 7% 150 - 250 µm 11% > 250 µm 27% Flow Calibration and Reoulation Flow calibration is accomplished by calculating the head at the baffle wall required to produce a given flow rate through the orifice and the weir in the flow control wall. Flow is regulated by a 12- inch (305 mm) butterfly valve located upstream of the Vortechs® System. In order to simulate field conditions, flow rates are changed gradually to avoid flow surges through the System. The test flow rate is set by observing the head in the Vortechs® System and adjusting the regulating valve accordingly. Before any samples are collected, the valve must remain fixed for a period equal to half of the detention time so that flow equalizes throughout the System. Each test group is planned so that flow rates increase incrementally in consecutive tests. ' Sediment Meterino A!I sediment is injected into the inlet pipe via a '/a-inch (6.35 mm) flexible hose using a Watson Marlow 5058 peristaltic metering pump. For TSS tests, a known gradation of sediment and water ' are combined in approximately a 1/Z pound/gallon (0.06 kg/L) ratio in a holding tank and homogenized by a mixing propeller powered by a 1/3 horsepower (246 W) motor. The mixer is activated at least 5 minutes before testing commences and runs continuously throughout the test. The metering pump is activated for a period of time equal to at least half of the detention time of the Vortechs® System at the test flow rate, before the first influent sample is taken. The pump must run continuously until the last effluent sample is taken. Rev 4-29-04 (WSG) Vortechs° Stormwater Treatment System n ~~~~~_ __~~~~~~, Sample Collection All influent samples are taken from a 6-inch (152 mm) gate valve located upstream of the Vortechs® System. A collection bin housing a 500 mL sample container is positioned beneath the valve. Five seconds before each sample is taken the valve is quickly opened and closed to eliminate any interference from particles that have settled in the low velocity region of the gate. This eliminates artificially high influent readings. The time that the influent sample was taken is recorded and the corresponding effluent sample is collected after a period of time equal to the detention time. Effluent grab samples are collected at the discharge pipe, by sweeping the mouth of a 500 mL bottle through the exiting flow stream. Samples are annotated and refrigerated until they can be analyzed. Same Analysis TSS samples are analyzed in the Vortechnics laboratory, following EPA method 160.2, a method for the measurement of total non-filterable solids. Volume measurements are accurate to 0.6 mL using a 500 mL graduated cylinder and an Acculab V-1 analytical balance with a readability of 0.001 g is used to measure mass. Field Testing -Vortechs® System Field Monitoring Summary Vortechnics has become a leader in the stormwater industry in large part because of the company's unwavering long-term commitment to research and development. In addition to performing their own field tests, Vortechnics has diligently pursued opportunities to work with third party organizations to test their products. In fact, the Vortechs® System has been subjected to the most comprehensive third party testing in the industry. These independent studies have allowed Vortechnics to corroborate their lab and field data to ensure that actual performance of the Vortechs° System matches their claims. Following are brief summaries of the field tests completed to date. Please contact Vortechnics for the full reports. In addition, all reports are available for download on Vortechnics website at www.vortechnics.com. ~ DeLorme Mappino Comoan~- Yarmouth. ME Vortechnics, Inc. Prior to this premier field test of the Vortechs° System, Vortechnics developed an extensive body of laboratory data to document total suspended solids (TSS) removal efficiency. Vortechnics ' performed this field study in order to compare the performance predicted using laboratory data to the performance of a correctly sized System in the field. The study site was the headquarters of DeLorme Mapping in Yarmouth, Maine. The building, driveway, parking lot and ancillary facilities were constructed in 1996. A Vortechs® Model 11000 was installed to treat runoff from the 300-space, 4-acre (1.62 ha) parking lot. Testin Period Ma 1999 to Dec. 1999 # of Storms Sam led 20 Mean Influent Concentration 328 m /L Mean Effluent Concentration 60 m L Removal Efficienc 82% ' The main purpose of the DeLorme study was to verify that the sizing methodology developed from our full-scale laboratory testing was valid and an accurate means of predicting field performance. The results of the study confirmed our sizing methodology. ' Rev 4-29-04 (WSG) Vortechs' Stormwater Treatment System ~MF~ ~ ___ ~,,, Village Marine Drainage -Lake George. NY New York State Department of Environmental Conservation, Division of Water The New York State DEC used funds obtained in a Section 319 grant to initiate a study of the effectiveness of the Vortechs® System to remove sediment and other pollutants transported by Stormwater to Lake George, Lake George Village, New York. "Since the 1970s, when there was a rapid increase in the rate and concentration of development along the southwestern shores of Lake George, we have been concerned about the impact of Stormwater discharges into the lake," said Tracy West, co-author of the study. Testin Period Feb. 2000 to Dec. 2000 # of Storms Sam led 13 Mean Influent Concentration 801 m /L Mean Effluent Concentration 105 m /L Removal Efficient 88% The study concluded that the Village and Town of Lake George should consider installing additional Vortechs° Systems in areas where sedimentation and erosion have been identified as non-point source pollution problems. Harding Township Rest Area -Harding Township N] RTP Environmental Associates This third party evaluation was performed under a U.S. Environmental Protection Agency grant, administered by the New Jersey Department of Environmental Protection. A. Roger Greenway, principal of RTP Environmental Associates, Inc., conducted the study in conjunction with Thonet Associates, which assisted with data analysis and helped develop best management practices (BMP) recommendations. The Vortechs° Model 4000 was sized to handle a 100-year storm from the 3-acre (1.21 ha) paved parking area at the Harding Rest Stop, located off the northbound lane of I-287 in Harding Township, New Jersey. Testin Period Ma 1999 to Nov, 2000 # of Storms Sam led 5 Mean Influent Concentration TSS 493 m /L Mean Effluent Concentration TSS 35 m /L Removal Efficient TSS 93% Mean Influent Concentration TPH 16 m /L Mean Effluent Concentration TPH 5 m /L Removal Efficient TPH 67% The study concluded that truck rest stops and similar parking areas would benefit from installing Stormwater treatment systems to mitigate the water quality impacts associated with Stormwater runoff from these sites. Rev 4-29-04 (WSG) i ..Vortechs® Stormwater Treatment System a _yM~~a y~=~_ _ ' Timothy Edwards Middle School -South Windsor. CT UCONN Department of Civil & Environmental Engineering Susan Mary Board published this most recent study of the Vortechs° System as a thesis as part of the requirements for a Master of Science degree from the University of Connecticut. Her objective was to determine how well the Vortechs° System retained pollutants from parking lot runoff, including total suspended solids (TSS), nutrients, metals, and petroleum hydrocarbons. A Vortechs® Model 5000 was installed in 1998 to treat runoff from the 82-space parking lot of Timothy Edwards Middle School. The entire watershed was approximately 2-acres (0.81 ha), and was 80% impervious. Testin Period Jul 2000 to A ril 2001 # of Storms Sam led week) tom osite Sam les taken Mean Influent Concentration 324 mg/L Mean Effluent Concentration 73 mg/L Removal Efficient 77% Additionally, the Vortechs° System was particularly effective in removing zinc (85%), lead (46%), copper (56%), phosphorus (67%) and nitrate (54%). ' The study concluded that the Vortechs° Stormwater Treatment System significantly reduced effluent concentrations of many pollutants in Stormwater runoff. Rev 4-29-04 (WSG) APPENDIX C- Geotechnical Report ' Subsurface Exploration and Geotechnical Engineering Evaluation, prepared by Zipper Zeman Associates Inc., dated January 5, 2005 SIIBSIIRFACE EXPLORATION AND GEOTECHNICAL ENGINEERING EVALUATION Proposed Retail Development Yelm, Washington Prepared by: ZZA ~: January 5, 2005 J-1998 Zipper Zeman Associates, Inc. 18905 33rd Avenue West, Suite 117 Lynnwood, Washington 98036 tel 425.771.3304 fax 425.771.3549 ~ ZZA Zipper Zeman Associates, Inc. Geotechnical and Environmental Consulting ' J-1998 January 5, 2005 ' PacLand 606 Columbia Street NW, Suite 106 ' Olympia, Washington 98501 Attention: Mr. Mike Beach Subject: Subsurface Exploration and Geotechnical Engineering Evaluation ' Proposed Retail Development Yelm, Washington ' Zipper Zeman Associates, Inc. (ZZA) is pleased to submit this report describing our geotechnical engineering evaluation for the above-referenced project. The purpose of our evaluation was to derive design conclusions and recommendations concerning foundations, floors, retaining walls, t pavement sections, drainage systems, structural fill, and reuse of on-site soils. The geotechnical engineering scope of services completed for this project were completed in accordance with the Geotechnical Investigation Specifications and Report Requirements, dated October 5, 2004. As outlined in our proposal, dated October 8, 2004, and our supplemental addendums, dated October 14 and November 4, 2004, our scope of work comprised a field exploration, infiltration testing, laboratory testing, geotechnical research, analyses, and report preparation. We received your written authorization for our evaluation on October 8, 2004. This report has been prepared for the exclusive use of PacLand, Wal-Mart Stores, Inc., and their consultants, for specific application to this project, in accordance with generally accepted geotechnical engineering practice. We appreciate the opportunity to have been of service on this project and would be pleased to discuss the contents of this report or other aspects of this project with you at your convenience. If you have any questions, please do not hesitate to c~kl~ Respectfully Zipper Z~rta John R. Ze Sr. Client//. L Thomas A. Jones, P.E. Associate Ai-, EXPIRES tto3zaoC~ Distribution: PacLand - 7 copies 18905 33rd Avenue West, #117, Lynnwood, Washingtan 98036 tel 425.771.3304 fax 425.771.3549 ' ZZL'1 Proposed Yelm Retail Development J-1998 January 5, 2005 Page i ' TABLE OF CONTENTS PAGE 1.0 EXECUTIVE SUMMARY ...........................................................................................................................1 2.0 SCOPE OF SERVICES ................................................................................................................................6 3.0 SITE DESCRIPTION ...................................................................................................................................7 4.0 PROJECT DESCRIPTION .........................................................................................................................7 5.0 SUMMARY OF FIELD INVESTIGATION AND LABORATORY TESTING ..................................... 8 6.0 SUBSURFACE CONDITIONS ................................................................................................................... 9 6.1 PUBLISHED GEOLOGIC LITERATURE ...................... ............................................................................ 9 ' 6.2 SUBSURFACE SOIL CONDITIONS ............................. ............................................................................ 9 6.3 GROUNDWATER CONDITIONS ................................ .......................................................................... 10 6.4 SEISMICITY AND FAULTING .................................... .......................................................................... 11 6.5 LIQUEFACTtON ....................................................... .......................................................................... 12 ' 6.6 CLO~IATIC DATA .................................................... .......................................................................... 13 7.0 CONCLUSIONS AND RECOMMENDATIONS .......... ..........................................................................13 7.1 SITE PREPARATIDN ............................................... ........................................................................... 13 7.2 STRUCTURAL FR.L AND COMPACTION ................... .......................................................................... 16 7.3 SHALLOW FOUNDATIONS ...................................... ........................................................................... 18 ' 7.4 INTERIORSLAB-ON-GRADE FLOORS ..................... ........................................................................... 19 7.5 DRAINAGE CONSOJERATIONS ............................... ........................................................................... 21 7.6 TEMPORARY AND PERMANENT SLOPES ................ ........................................................................... 21 7.7 RETAINING WALL DESIGN .................................... ........................................................................... 22 ' 7.8 UTB.ITY TRENCHING AND BACRFILLING ............... ........................................................................... 24 7.9 PAVEMENT ........................................................... ...........................................................................26 7.10 ST'ORMWATER INFII-TRATION ................................ ........................................................................... 29 ' 8.0 CLOSURE ........................................................................ ...........................................................................31 ' ENCLOSURE: FIGURE I-SITE AND EXPLORATION PLAN ' APPENDICES A - FIELD EXPLDRAT7GN PROCEDURES AND Locs Boring Logs, B-1 through B-60 ' Test Pit Logs, TP-1 through TP-13 Infiltration Test Pit Logs, ITP-1 through ITP-8 B -LABORATORY TESTING PROCEDURES AND RESULTS C - GEOTECHNICAL INVESTIGATION FACT SHEEL, FOUNDATION DESIGN CRITERIA, FOUNDATION SUBSURFACE PREPARATION NOTES AND AASHTO PAVEMENT DESIGN D - WRCC CLRNATE DATA J-1998, O10505.doc &.~ Proposed Yelm Retail Development )-1998 January 5, 2005 Page 1 1.0 EXECUTIVE SUbIMARY The proposed retail project is considered feasible from a geotechnical engineering standpoint based on the subsurface conditions encountered at the site. The following summary of project geotechnical considerations is presented for introductory purposes and, as such, should be used only in conjunction with the full text of this report. ^ Proiect Description: Based on the Conceptual Site Plan provided by PacLand, dated 3 May 2004, the subject property will be developed with an approximate 188,249 squaze- foot retail building. The building will be situated towards the northern half of the site. Associated asphalt concrete parking areas encompass the southern half of the site with access drives surrounding the building. A 1 to 5 foot-high retaining wall will be located along the eastern property boundary. An 8-foot high masonry screen wall will be located along the northem property boundary. ^ Protect Scone: The geotechnical engineering scope of services completed for the proposed Yelm Retail Development project were completed in accordance with the Geotechnical Investigation Specifications and Report Requirements, dated October 5, 2004. • Exploratory Methods: We explored surface and subsurface conditions at the project site during October and November 2004. A total of 60 borings (designated as B-1 through B- 60), 13 trackhoe-excavated test pits (designated as TP-1 through TP-13), and 8 infiltration test pits (designated as TI'P-1 through ITP-8) were completed for the project. • Soil Conditions: The explorations completed for this evaluation revealed relatively uniform and consistent subsurface soil conditions vertically and laterally throughout most of the site. Topsoil was generally 0.3 to 0.4 feet thick across the vegetated site aeeas. Below the surficial topsoil we generally encountered a medium dense, moist, black, sandy, silty gravel to sandy, gravelly silt with moderate thin roots to depths ranging from 1.6 to 2.0 feet. Below this depth, we generally encountered medium dense to very dense, moist, brown, sandy, cobbly gravel with some silt and boulders (up to 24 inches in diameter) below approximately 2.0 feet in depth to the maximum depth explored (approximately 21.5 feet). • Undocumented Fill Material: Undocumented fill material was encountered along the western property boundary, neaz the north end of the site. The dimensions of the fill area are approximately 300 feet (north-south) by 50 feet (east-west), and varied in depth from approximate 9 to 12.5 feet. In general, the fill soil consisted of a medium dense, moist, brown to black, silty, gravelly sand with some organics (hay and wood chips) to an approximately depth of 6 inches. Beneath this zone, the fill extended to a depth varying from 10 to 12.5 feet and consisted of a loose to medium dense, moist, black, gravelly, silty sand, with some cobbles, organics, and deleterious materials. The undocumented fill material should be overexcavated, replaced with structural fill and compacted to 95 percent, as determined by the ASTM D-1557 Modified Proctor Compaction Test. This material is not considered suitable for structural fill and should be wasted from the site. J-1998,O10505.doc ZZA Proposed Yelm Retail Development ]-t 998 January 5, 2005 Page 2 ^ Groundwater Conditions: Groundwater was encountered in three explorations (B-11, B- 24, and TP-13) and appeared to be probable zones of perched groundwater atop zones of finer grained soils within the native gravels. The approximate depth of the perched groundwater condition was encountered at the maximum depth explored for B-12, B-26, and TP-13 or 21, 20.5, and 9 feet, respectively. We do not anticipate groundwater or perched groundwater in the proposed TLE or stormwater vault areas; however, it should be noted that groundwater conditions and soil moisture contents are expected to vary with changes in season, precipitation, site utilization, and other on- and off-site factors. • ~uefaction: Based on the results of our subsurface explorations, groundwater was not encountered, the underlying soils are generally in a medium dense to dense state, and the grain size distribution is very coarse. Therefore, in our opinion, liquefaction and seismic related settlement is not considered a potential hazard to the site. In addition, foundation bearing capacity failure is considered unlikely, and settlement of greater than '/o inch is considered unlikely during adesign-level earthquake. ^ IBC Desi~tt Parameters: The spectral acceleration values for the short period (Ss) and t- second period (St) are 1.14g and 0.40g, respectively for ground motions at the project site with a 2 percent probability of exceedance in 50 yeazs. Based on the subsurface conditions encountered at the site and published geologic literature, we estimate that the average properties of the upper 100 feet of the site profile correspond to the IBC Site Classification C. ^ Existing Structure Removal Clearing and Stripping: Any existing underground structures (e.g., septic tanks, wells, pipelines, foundations, utilities, etc.) should be removed, relocated, or abandoned, as necessary, in accordance with all local, state and federal regulations. The construction areas should be cleared and stripped of all vegetation, trees, bushes, sod, organic-rich topsoil, artificial fill, debris, asphalt, concrete and other deleterious material prior to fill placement. We estimate the depth of required stripping to be approximately 6 inches throughout most of the site. The organic-rich topsoil may be used in non-structural areas, e.g., landscape areas, provided settlements beyond what is typical in building and parking areas can be tolerated. The suitability of topsoil for use as landscape material should be determined by an agronomist. Additional organics, such as mot balls or organic rich soil, may need to be removed and should be determined'at the time of earthwork. ^ On-Site Soil Considerations: The upper 1.6 to 2.0 feet of soil across the site, which generally consists of a black, sandy, silty gravel to sandy, gravelly silt, is potentially sensitive to moisture, and thus, if construction activities take place during extended wet weather periods on this zone, they could become soft, yielding, or unable to be compacted to required criteria. The unstable soils may need to be removed in order to achieve the recommended compaction levels. Those soils below a depth of 1.6 to 2.0 feet below existing grade, which generally consist of a brown, sandy, cobbly gravel, with some silt and boulders, aze generally not sensitive to wet weather conditions, due to their low silt content. Caving of trench sidewalk in the sandy, cobbly gravel with some silt and J-1998, O10505.doc F` ~.- "°4,;. a~ ,. Proposed Yelm Retail Development 1-1998 January 5, 2005 Page 3 boulders should be expected due to the unconsolidated nature of the granulaz soils. Random boulders and oversized material should also be expected. ^ Sub ade Per, reparation: The exposed subgrade soils should be firm, unyielding, and meet a minimum compaction of 95 percent of the maximum laboratory density, as determined by ASTM D-1557-91. In the event that compaction fails to meet the specified criteria, the upper 12 inches of subgrade should be scarified and moisture conditioned, and compacted in accordance with the Compaction Criteria section, page 3. Those soils which are soft, yielding, or unable to be compacted to the specified criteria should be overexcavated and wasted from the site. ^ Reuse of On-Site Soils: The on-site soils maybe reused as structural fill for foundation, floor slab, and pavement support, provided the soil does not contain significant organic content or other deleterious materials and is placed and compacted in accordance with the Compaction Criteria section, below. It should be noted that the on-site soils contain a large fraction of cobbles and boulders (up to and potentially larger than 24-inch diameter); therefore, the top 12 inches of compacted structural fill should have a maximum 6-inch particle diameter, whereas all underlying fill material should have a maximum 12-inch diameter, unless specifically recommended by the Geotechnical Engineer and approved by the Owner. Rock fragments between 12- and 18-inches diameter may be used in fills greater than three vertical feet, provided they are placed in concentrated pockets, are surrounded with fine grained material, and the distribution of the rocks is supervised by the Geotechnical Engineer. Boulders in excess of 18-inches in diameter should be removed from the site or placed in fill areas designated as suitable for rock disposal. In our opinion, the cobbles and boulders would provide good material for the production of crushed aggregates. Soils between an approximate depth of 0.5 and 2.0 feet, although black in color, are considered suitable for reuse as structural fill. ^ Re-Use of Topsoil: The organic-rich topsoil may be used in non-structural areas, e.g., landscape areas, provided settlements beyond what is typical in building and parking areas can be tolerated. The suitability of topsoil for use as landscape material should be determined by an agronomist. • Compaction Criteria: Each layer of fill should be compacted to at least 95 percent of the maximum laboratory dry density as determined by the ASTM D-1557 Modified Proctor Compaction Test and the moisture content should be within 1 percent below to 2 percent above the optimum value. Where moisture content of the fill or density testing yields compaction results less than 95 percent, additional compaction effort and/or moisture conditioning, as necessary, should be performed, until the fill material is in accordance with the compaction requirements. • Foundation Bearing Pressures: Continuous or column footings bearing directly on native soils compacted to 95 percent, as determined by the ASTM D-1557 Modified Proctor Compaction Test, or on structural fill compacted to the same standard, may be designed for a maximum allowable, net, bearing pressure of 3,000 psf. A one-third increase of the J-1998, OIOSOS.doc '~_ "~:,> Proposed Yelm Retail Development J•1996 January 5, 2005 Page 4 bearing pressure may be used for short-term dynamic loads such as wind and seismic forces. Floor Slab Section: For slabs-on-grade floors, the minimum section presented in Table A is recommended. The floor slab subgrade should be prepared in accordance with the Subgrade Preparation and Reuse of On-Site Soils sections. TABLE A RECOMMENDED SLAB-ON-GRADE SECTION Minimum Thickness La er inches Concrete Computed by Structural Engineer Fine Aggregate Base 2 Coarse Ag egate Base 6 ' Retainine Wall Pressures: For retaining walls up to 12 feet in height with a level backslope, we recommend using an active and at-rest pressure (given as equivalent fluid ' unit weights) of 35 and 50 pcf, respectively. Any anticipated, superimposed loading, i.e., loading docks, within a 60-degree plane projected upward from the wall bottom, except retained earth, should be considered as surcharge and a corresponding uniform distributed ' lateral soil pressure equal to 40 percent of the surcharge should be added to the equivalent fluid pressure. Provided groundwater is not allowed to saturate the backfill soils, we do not expect that hydrostatic pressures will develop behind the wall. ' Retaining Wall Resisting Forces: For retaining walls with a level foreslope and zero hydrostatic pressure behind the wall, we recommend the resisting design values of passive pressure and base friction coefficient be 325 pcf and 0.35, respectively. ^ Temporarv Cut Slope Inclinations: It is exceedingly difficult under the variable ' circumstances to pre-establish a safe and "maintenance-free" temporary cut slope angle. Therefore, it should be the responsibility of the contractor to maintain safe temporary slope configurations since the contractor is continuously at the job site, able to observe ' the nature and condition of the cut slopes, and able to monitor the subsurface materials and groundwater conditions encountered. Unsupported vertical slopes or cuts deeper than 4 feet are not recommended if worker access is necessary. The cuts should be adequately sloped, shored, or supported to prevent injury to personnel from local sloughing and spalling. The excavation should conform to applicable Federal, State, and Local regulations. According to Chapter 296-155 of the Washington Administrative Code (WAC), it is our opinion the soils encountered across the site would be classified as Type C soils. Temporary slopes in Type C soils should be constructed at angles no greater than 1'/zH:l V (34 degrees), according to the WAC. ^ Permanent Slope Inclinations: We recommend that all permanent slopes constructed in native, granular soils be designed at a 2H:1V (Horizontal:Vertical) inclination or flatter. J-1998,O10505.doc ~ ~y4u£4 '..~ x-~ ~xp. ~ '-a r-z :~ Proposed Yelm Retail Development ]• 1998 January 5, 2005 Page 5 If the surficial topsoil strippings are used in non-building and non-pavement azeas for fill purposes, we recommend that it be constructed with maximum 3H:1 V slopes. ^ Utility Trench Backfill: The native soils are considered suitable for utility trench backfill; however, much of the native soils contain a significant fraction of cobbles and boulders (up to or potentially larger than 24-inch diameter) that can damage buried utilities if placed directly on the materials or if the material is placed directly on the utilities. Therefore, we recommend only the 6-inch minus material be used as backfill. In addition, a minimum of 6 inches of bedding material should be placed above and below all utilities that aze supported on gravelly and cobbey soils or in general accordance with the utility manufacturer's recommendations and local ordinances. ^ Asphalt Concrete Pavement Section: Based on a CBR value of 12, we recommend using the following conventional pavement sections shown in Table B. The granular subbase, when compacted to 95 percent ASTM D-1557 Modified Proctor Compaction Test, should have a minimum CBR value of 40. TABLE B RECOMMENDED ASPHALT/CONCRETE PAVEMENT SECTIONS 20-YEAR LIEFESPAN Minimum Thickness Pavement Section Standard Traffic Heavy Traffic 109,500 ESAL) 335,880 ESAL) Asphalt Concrete Pavement 3 inch 4 inch Crushed Aggregate Base (CAB) 4 inch 4 inch Granulaz Subbase 5 inch 5 inch ATB Substitute for CAB 3 inch 3 inch • Concrete Pavement Section: Concrete pavement design recommendations are based on an assumed modulus of rupttue of 550 psi and a minimum compressive strength of 4,000 psi for the concrete. We recommend that concrete pavements be reinforced with a welded wire or an approved equivalent. At a minimum, the reinforcement should consist of W2-6x6 welded wire. Table C presents recommended concrete pavement sections for anticipated standard- and heavy-duty traffic levels. TABLE C RECOMMENDED CONCRETE PAVEMENT SECTIONS Minimum Thickness Pavement Course Standard Traffic Heavy Traffic (109 500 ESAL 335,880 ESAL) Concrete Pavement 5 inch 6 inch Crushed Aggregate Base (CAB) 5 inch 5 inch Granular Subbase 0 inch 0 inch 7-1998, 010505.doc ^-_ Proposed Yelm Retail Development 1-1998 January 5, 2005 Page 6 Infiltration: Based on the results of our infiltration testing, the granular soils at the specific testing depths are suitable for infiltrating stormwater, in our opinion. The unfactored infiltration rates in the range of 390 to 9,820 inches per hour (in/hr) appear to be representative of the infiltration rates associated with the soil conditions encountered at this site. However, one infiltration test, ITP-2 was significantly slower (390 in/hr) than the other tests completed. We did not observe any difference in the soil conditions relative to the other test locations. It is possible that the test result may have been influenced by the presence of a cobble or boulder immediately below the pipe. For design purposes, Thurston County's Storage and Discharge Requirements should be used to determine the appropriate design infiltration rate. At a minimum, we recommend applying a safety factor of at least 3 for design purposes. This summary is presented for introductory purposes only and should be used in conjunction with the full text of the report. The project description, site conditions and our detailed geotechnical design recommendations aze presented in the text of this report. The field exploration procedures and detailed logs of the explorations are presented in this report as Appendix A. Laboratory procedures and test results are presented in Appendix B while Appendix C presents the Geotechnical Investigation Fact Sheet, Foundation Design Criteria, Foundation Subsurface Prepazation Notes and AASHTO Pavement Design. Appendix D presents the WRCC climate data. ' 2.0 _ SCOPE OF SERVICES The authorized scope of services completed by ZZA for this project included a visual site reconnaissance, subsurface exploration, field and laboratory testing, infiltration testing, ' geotechnical engineering analyses, and preparation of this report. This report was prepared in general accordance with the following documents: ' Revised Proposal for Subsurface Exploration and Geotechnical Engineering Evaluation, Phase I Environmental Site Assessment Services, Asbestos Containing Material and Lead-Based Paint Survey, Phase I ESA Update, and Plan and Specification Review, dated ' October 8, 2004; ^ Request for Budget Modification: Geotechnical Field Investigation Using ODEX ' Drilling and Test Pits, dated October 14, 2004; and ^ Proposal for Infiltration Testing Services, dated November 4, 2004. The geotechnical engineering scope of services completed for the proposed Yelm Retail Development project were completed in accordance with the Geotechnical Investigation Specifications and Report Requirements. Written authorization to proceed with the first phase of our evaluation was provided by PacLand on October 8, 2004. J-1998, OIOSOS.doc Proposed Yelm Retall Development J-1998 January 5, 2005 Page 7 3.0 SITE DESCRIPTION The project site is located on the north side of State Route 507 within the city limits of Yelm in Thurston County, Washington. The approximate 20 acre site includes residential and commercial structures with addresses as 17020, 17122 and 17124 State Route 507 SE. The site is bordered to the south by State Route 507 and to the north, east and west by rural residential farm pazcels. The western half of the site is occupied by a cattle/livestock auction building that includes stables and riding arenas, and an adjoining Mexican restaurant to the south. An expansive gravel driveway/parking area is located to the south and east of the cattle/livestock and restaurant buildings. The western side of the pazcel also includes two manufactured homes and a well house. The east half of the site includes four residential structures. Two of the structures consist of manufactured homes and are located towazds the north central portion of the site. The remaining two structures consist of conventional homes and are locate to the south. The residential structure at the faz south area is unoccupied and serves as a pottery shop. Additional structures include two well houses, horse barn, pottery kiln building and storage sheds. Horse pastures were observed at the north site area. It is our understanding that all on-site buildings are serviced with septic tanks and drainfields. The surficial conditions on the western half of the site consists of compacted soil/gravel parking areas and driveways surrounding the existing buildings and a sand covered horse riding arena at the west-central portion of the site. The surficial conditions of the eastern half of the subject property consists primarily of grasses in the horse pasture areas, former farmed/gazden azeas, and scattered small to moderate size trees and landscaping around the residences and perimeters of the property. Along the south perimeter of the property, State Route 507 rises in grade to the east on a fill embankment from approximately at grade at the south-central site to approximately 10 feet above site grade at the south-east corner of the site. In general, the subject property slopes gently downward from the west to the east, with overall relief across the subject property estimated to be on the order of 5 to 10 feet. Standing water was not observed on the site at the time of our field investigation (October 12 to November 16, 2004). 4.0 PROJECT DESCRIPTION _ Based on the Conceptual Site Plan provided by PacLand, dated May 3, 2004, the subject property will be developed with an approximate 188,249 square-foot retail building. The building will be situated towards the northern half of the site. Associated asphalt concrete parking azeas encompass the southern half of the site with access drives surrounding the building. A 1 to 5 foot-high retaining wall will be located along the eastern property boundary. An 8-foot high masonry screening wall will be located along the northern property boundary. Grading plans, building finish floor elevations, and pavement elevations were not available at the time this report was prepared. We anticipate that the exterior walls will be constructed of concrete J-1998, OIOSOS.doc s . ~ ,.. .~'• - LL ~.. Proposed Yelm Retall Development J-1998 January 5, 2005 Page 8 masonry block and that steel tube columns will provide interior roof support. Table 1 presents the anticipated loads for the proposed retail structure. TABLE I ANTICIPATED RETAIL BUII.DING LOADING Buildin Element Antici ated Loadin Interior column gravity load 85 kips Estimated maximum gravity load due to severe live loading 150 kips Maximum column uplift forces from wind 30 kips Exterior column gravity load 50 kips Concrete masonry non load-bearing wall gravity loads 1.5 - 2.Okips/lineal foot Concrete masonry load-bearing wall gravity loads 4.0 - 6.Okips/lineal foot Maximum uniform floor slab live load 125 psf Maximum floor slab concentrated load 5.0 ki s Zipper Zeman Associates, Inc. should be notified of any deviation from the project description presented herein to determine its potential effect on the geotechnical engineering conclusions and recommendations presented herein. exploration program is presented in the Subsurface Soil Conditions section of this report. 5.0 SUMMARY OF FIELD INVESTIGATION AND LABORATORY TESTING We explored surface and subsurface conditions at the project site during October and November 2004. A total of 60 borings (designated as B-1 through B-60), 13 trackhoe-excavated test pits (designated as TP-1 through TP-13), and 8 infiltration test pits (designated as ITP-1 through ITP- 8) were completed for the project. Three (3) of the borings (B-4, B-6, and B-11) were completed using hollow stem auger drilling methods, whereas the remaining 57 borings were completed using an ODEX air rotary method. In general, the borings within the building pad and parking areas were drilled to depths varying from 18.2 to 21.5 feet and from 10.8 to 11.5 feet below the existing ground surface, respectively. The test pits, which were conducted in the parking and driveway areas, were excavated to an approximate depth from 10 to 14.5 feet below existing ground surface. A general description of the subsurface conditions encountered during our The approximate exploration locations are depicted on the enclosed Site and Exploration Plan (Figure 1). Appendix A includes descriptive boring logs of the subsurface explorations and the procedures utilized in the subsurface exploration program. Selected soil samples obtained during our exploration program were tested in the laboratory to evaluate the pertinent physical and engineering properties of the soils. The results of our laboratory tests and a description of the testing procedures are enclosed in Appendix B. The following test methods and procedures were utilized: ^ ASTM D 2488 - Classification of Soils for Engineering Purposes • ASTM: D-2216 -Moisture Content J-1998, O10505.doc ~~~~ ~~~_ b " ~~C#'r-~-v Proposed Yelm Retail Development J-1998 January 5, 2005 Page 9 • ASTM: D-422ASTM D 422 -Grain Size Distribution • ASTM G51 - Standazd Test Method for measuring pH of soil for use in corrosion testing ^ ASTM G57 -Resistivity of Soil ^ ASTM:D-1883-73 -California Bearing Ratio ^ ASTM: D-1557 -Laboratory Maximum Dry Density ^ AASHTO T-267 -Organic Content 6.0 SUBSURFACE CONDITIONS The following sections of text present the geology, subsurface soil and groundwater conditions, seismicity and faulting, liquefaction, and climatic data. ' 6.1 Published Geologic Literature Based on the Geologic Map of Centralia Quadrangle, Washington (OFR 87-11), the site area ' is classified as Vashon outwash gravel (Qdvg), which includes recessional and proglacial, stratified pebble, cobble and boulder gravel. The outwash gravel was deposited in meltwater streams and their deltas and include ice-contact deposits. The geology referenced on this ' map was consistent with the subsurface soil conditions encountered during our exploration program. ' The United States Department of Agriculture Soil Survey for Thurston County, Washington indicates that the site is underlain by Spanaway gravelly, sandy loam. According to the USDA, these soils have the following characteristics: ^ Low shrink-swell potential; ^ pH range of 5.1 - 7.3; ' Permeability range of 2.0 to 6.0 in/hr in the upper 20 inches and greater than 20 in/hr below 20 inches; • Soil Hydrologic Group B; 1 Slow runoff potential; • Slight erosion hazard; ' High groundwater table greater than 6 feet below surface; ^ Low potential for frost action; Risk of corrosion to uncoated steel and concrete is moderate; and ' ^ Unified 5oi1 Classification System classification of GM, SM, GP and GW. 6.2 Subsurface Soil Conditions The explorations completed for this evaluation revealed relatively uniform and consistent subsurface soil conditions vertically and laterally throughout most of the site. Refer to the Boring Logs in Appendix A for a detailed description of the subsurface conditions. A generalized description of the soil conditions is presented below. Throughout most of the vegetated areas of the site, anorganic-rich topsoil layer was encountered and vaned in depth from 0.3 to 0.4 feet. Below the surficial topsoil, we ]-1998,O10505.doc ' Zfi/`1 Proposed Yelm Retail Development -1998 ' January 5, 2005 Page 10 ' generally encountered a medium dense, moist, black, sandy, silty gravel to sandy, gravelly silt, with some thin roots to depths ranging from 1.6 to 2.0 feet. The test pits and borings ' generally encountered medium dense to very dense, moist, brown, sandy, cobbly gravel with some silt and boulders (up to 24 inches in diameter) below approximately 2.0 feet in depth to the maximum depth explored (approximately 21.5 feet). ' Native soils encountered in our explorations revealed relatively consistent conditions with respect to composition, relative density, and moisture content. It is our opinion that the ' Standazd Penetration Test (SPT) blowcounts obtained during drilling aze generally overstated because of the gravel, cobble and boulder content in the soil. Additionally, the grain size laboratory tests completed on samples collected from the SPT sampler will most likely ' appear to be sandier than the in-situ conditions because most of the gravel size fraction and larger would not pass through the split spoon sampler. t Fill material was encountered along the western property boundary, neaz the north end of the site. Based on the approximate delineation of the fill soils and the conceptual site layout provided by PacLand, the fill soil azea appears to be located in the proposed parking azea. ' The dimensions of the fill azea are approximately 300 feet (north-south) by 50 feet (east- west), and varied in depth from approximately 9 to 12.5 feet. In general, we encountered a ' medium dense, moist, brown to black, silty, gravelly sand with some organics (hay and wood chips) to an approximately depth of 6 inches. Below this zone, the fill extended to a depth varying from 10 to 12.5 feet and consisted of a loose to medium dense, moist, black, gravelly, ' silty sand, with some cobbles, organics, and deleterious materials. The undocumented fill material should be overexcavated, replaced with structural fill, and backfilled and compacted in accordance with the Fill Placement and Compaction Criteria sections of this report. This material is not considered suitable for structural fill. The approximate lateral delineation of the fill azea is designated on the Site and Exploration Plan. 6.3 Groundwater Conditions Groundwater was encountered in three explorations (B-11, B-24, and TP-13) and appeared to be probable zones of perched groundwater atop zones of finer grained soils within the native ' gravels. The perched groundwater conditions were encountered in B-11, B-24, and TP-13 at the maximum depth explored for each exploration or 21, 20.5, and 9 feet, respectively. We do not anticipate groundwater or perched groundwater in the proposed TLE or stormwater ' _ vault areas; however, it should be noted that groundwater conditions and soil moisture contents are expected to vary with changes in season, precipitation, site utilization, and other on- and off-site factors. Furthermore, perched groundwater conditions should be expected to develop following periods of prolonged precipitation. ' Regional groundwater associated with the on-site water wells encountered water from 100 to 130 feet below existing ground surface elevations. J-1998, O10505.doc ~ ~. ;~< Proposed Yelm Retail Development J-1998 January 5, 2005 Page 11 6.4 Seismicity and Faulting Our recommendations for IBC seismic design pazameters, faulting, and recommendations for further seismic study for the subject site aze presented below. IBC Desiart Parameters: Geotechnical earthquake engineering input to development of the general design response spectrum of the International Building Code 2003 requires a site class definition and short period (Ss) and 1-second period (SI) spectral acceleration values. Table 2 presents the 2002 spectral ordinates (5 percent damping) at building periods of 0.2 (Ss) and 1.0 (SI) seconds for ground motions at the project site with a 2 percent probability of exceedance in 50 years, based on the USGS National Seismic Hazard Mapping Project (http://eghazmaps.us s¢ eovn. Based on the subsurface conditions encountered at the site and published geologic literature, we estimate that the average properties of the upper 100 feet of the site profile correspond to the IBC Site Classification C (Chapter 16, Table 16)5.1.1). Site Class C applies to an average soil profile within the top 100 feet consisting predominantly of very dense soil characterized by Standazd Penetration Test blow counts greater than 50, a sheaz wave velocity of 1,200 to 2,500 feet per second, and an undrained shear strength greater than 2,000 psf. TABLE 2 2003 IBC SEISMIC DESIGN PARAMETERS Seismic Parameter Recommended Value Spectral Acceleration, Ss 1.14g Spectral Acceleration, Si 0.408 Site Classification C Seismic Desist: Conformance to the above criteria for seismic excitation does not constitute ' any kind of guarantee or assurance that significant structural damage or ground failure will not occur if a maximum level earthquake occurs. The primary goal of seismic design is to ' protect life and not to avoid all damage, since such design maybe economically prohibitive. Following a major earthquake, a building maybe damaged beyond repair, yet not collapse. ' Faulting: According to the United States Geological Survey, Quaternary Fault and Fold Database for the United States, the nearest mapped faults to the project site aze the following: ' Tacoma Fault Zone: Approximately 37 miles northwest of Yelm. The Tacoma fault, which has an average strike of N89°E, dip direction of east and west, and moves less than 0.2 to L0 mm/yr, is a backthrust to the south-dipping Seattle fault. ^ Devils Dream Fault: Approximately 40 miles southeast of Yelm; This fault is considered a Class B fault, which either does not extend deeply enough to be a ' potential source of significant earthquakes, or the currently available geologic evidence is too strong to confidently assign the feature to Class C but not strong enough to assign it to Class A. ]-1998,OIOSOS.doc ZZA Proposed Yelm Retail Development J-1998 ' January 5, 2005 ~- Page 12 ^ Willapa Bay Fault Zone: Approximately 68 miles southwest of Yelm. This fault is a reverse thrust with an average strike of N22°W, dip direction of east and west, and ' moves less than 0.2 to 1.0 mm/yr. Sunulemental Seismic Investigation: Per the Geotechnical Investigation Specifcations and ' Report Requirements, a supplemental site specific seismic investigation and evaluation is warranted if the following site conditions are of concern: t Proximity to earthquake fault zone(s); ^ Proximity to seismic hazard zone(s); ' Potential for liquefaction; ^ Potential for seismic settlement; ^ Potential for slope instability/failure; and ' Potential for ground shaking or geologic hazards. Based on the results of our exploration program and geotechnical engineering evaluation, the ' above-referenced site conditions are not considered a potential hazard to the site; therefore, a supplemental site specific seismic investigation and evaluation is not warranted, in our opinion. ' 6.5 Liquefaction Liquefaction describes a phenomenon where cyclic stresses, which aze produced by ' earthquake-induced ground motions, creates excess pore pressures in cohesionless soils. As a result, the soils may acquire a high degree of mobility, which can lead to lateral spreading, consolidation and settlement of loose sediments, ground oscillation, flow failure, loss of ' bearing strength, ground fissuring, sand boils, and other damaging deformations. This phenomenon occurs only below the water table, but after liquefaction has developed, it can propagate upward into overlying, non-saturated soil as excess pore water escapes. ' Research has shown that saturated, loose sands with a silt content less than about 25 percent aze most susceptible to liquefaction, whereas other soil types are generally considered to have a low susceptibility. In addition, the DMG Special Publication 117 states that any material with a clay content (finer than 0.005 millimeters) greater than 20 percent or a liquid limit greater than 35 percent is considered not subject to liquefaction. Based on the results of our subsurface explorations, groundwater was not encountered, the ' underlying soils aze generally in a medium dense to dense state, and the grain size distribution is very coarse. Therefore, in our opinion, liquefaction and seismic related settlement is not considered a potential hazard to the site. In addition, foundation bearing capacity failure is considered unlikely, and settlement of greater than '/< inch is considered unlikely during adesign-level earthquake. 1-1998, O10505.doc ~,-`~: ,.~. cV~' Proposed Yelm Retail Development ]-1998 January 5, 2005 Page 13 6.6 Climatic Data According to the U.S. Deparhnent of Commerce, Climatic Atlas of the United States, 1993, the project site lies within the Puget Sound Lowlands Region of Washington. Mean monthly rainfall varies from a low of 1.01 to 1.5 inches in August to a high of 5.01 to 10.0 inches in December and January. Normal daily minimum temperatures are above freezing throughout the year. Mean annual total snowfall is ranges from 6 to 12 inches. Weather data from the Western Region Climate Center (WRCC) for Yelm (closest station was Olympia), Washington, varied slightly from the Climatic Atlas and likely represents a more accurate representation of the local weather. Mean monthly rainfall varies from a low of 0.73 inches in July to a high of 8.23 inches in December. Normal daily minimum temperatures range from a low of 31.5 degrees Fahrenheit (F) in January to a high of 49.4 degrees F in August. The greatest mean monthly snowfall occurs in January and averages 7.2 inches. The mean total precipitation for each month at the Olympia weather station is presented in Table 3. TABLE 3 MEAN MONTHLY RAINFALL Precipitation Precipitation Month (inch Month inch) January 7.99 July 0.73 February 5.91 August 1.15 Mazch 5.10 September 2.00 April 3.35 October 4.74 May 1.98 November 8.18 June 1.57 December 8.23 The WRCC Monthly Total Snowfall, Monthly Total Precipitation, and Monthly Normals data are presented in Appendix D. 7.0 CONCLUSIONS AND RECOMMENDATIONS In our opinion, the proposed development appears feasible from a geotechnical engineering perspective utilizing conventional, shallow, spread and continuous footings and slab-on-grade floors. The design recommendations presented in this report are based on the observed soil conditions and on the assumption that earthwork for site grading, utilities, foundations, floor slabs, loading dock walls, and pavements will be monitored by a qualified Geotechnical -Engineer. The following text sections of this report present our geotechnical conclusions and recommendations concerning site preparation, structural fill, foundations, slab-on-grade floors, temporary and permanent slopes, backfilled walls, drainage systems, asphaltic pavements, and stormwater infiltration. 7.1 Site Preparation We offer the following recommendations and comments for general site prepazation. J-1998, O10505.doc ' ZZA Proposed Yelm Retail Development J-1998 ' January 5, 2005 Page 14 ' Existine Structure Removal: Any existing underground structures (e.g., septic tanks, wells, pipelines, foundations, utilities, etc.) should be removed, relocated, or abandoned, as ' necessary, in accordance with all local, state and federal regulations. Localized excavations made for removal of structures, utilities, and the removal of unsuitable fill materials (if encountered) should be prepared in accordance with the Subgrade Preparation section of this ' report, The overexcavation should be backfilled with structural fill material placed and compacted in accordance with the Fill Placement and Compaction sections of this report. Utilities outside the building envelope could be abandoned in place, provided they are fully ' grouted with control density fill (CDF) and the trench backfill is density tested to verify that it meets the compaction levels specified in this report. Site Draina>;e: Stripping, excavation, grading, and subgrade preparation should be performed in a manner and sequence that will provide drainage at all times and provide proper control of erosion. Accumulated water must be removed from subgrades and work areas immediately, ' or allowed to substantially drain, prior to performing further work in the area. Equipment access may be limited and the amount of soil rendered unfit for use as structural fill may be ' greatly increased if drainage efforts are not accomplished in a timely sequence. Clearing and Strinnin>;: The construction areas should be cleared and stripped of all vegetation, trees, bushes, sod, organic-rich topsoil (soils with 5% or more organics), artificial fill, debris, asphalt, concrete and other deleterious material prior to fill placement. Horse manure, grass and its associated root system, as well as an organic-rich topsoil layer were encountered during our exploration program. We estimate the depth of required stripping to be approximately 6 inches throughout most of the site, with some deeper stripping in localized areas. Additional organics, such as root balls or organic rich soil, may need to be ' removed. Actual removal depths should be determined by a qualified geotechnical engineer at the time of grading based on the subgtade material's organic content and stability. ' Overexcavation -Fill Soil: We encountered undocumented fill in the northwest portion of the site, adjacent to the western property boundary. The undocumented fill should be should be overexcavated down to competent, native soils. Due to the organic and deleterious materials encountered in the fill soil zone, these soils should not be reused as backfill. Prior to fill placement, the overexcavation Subgrade should be prepared in accordance with the Subgrade Preparation section of this report. The overexcavation should be backfilled with ' _ structural fill material placed and compacted in accordance with the Fill Placement and Compaction sections of this report, ' Overexcavation -Test Pits: During our site investigation, 13 test pits and 8 infiltration test pits were excavated throughout the subject site. The excavated soil was replaced after ' excavation, but not compacted; therefore, settlement of several inches could occur in these area unless the soil is overexcavated. The overexcavated soils may be reused as structural fill provided they are placed and compacted in accordance with the Fill Placement and 1 Compaction sections of this report. J-I998,OIOSOS.doc ZZA Proposed Yelm Retail Development J-1998 January 5, 2005 Page 15 On-Site Soil Considerations -General: The upper 1.6 to 2.0 feet of soil across the site (except topsoil), which generally consists of a black, sandy, silty gravel to sandy, gravelly silt, is potentially sensitive to moisture, and thus, if construction activities take place during extended wet weather periods on this zone, they could become soft, yielding, or unable to be compacted to required criteria. The unstable soils may need to be removed in order to achieve the recommended compaction levels. Those soils below a depth of 1.6 to 2.0 feet below existing grade, which generally consist of a brown, sandy, cobbly gravel, with some silt and boulders, are generally not sensitive to wet weather conditions, due to their low silt content. Caving of trench sidewalk in the sandy, cobbly gravel with some silt and boulders should be expected due to the unconsolidated nature of the granular soils. Random boulders (up to and possible greater than 24 inches in diameter) and oversized material should also be expected. On-Site Soil Considerations -Wet Weather: In the event the exposed subgrade becomes soft, yielding, or unable to be compacted due to high moisture conditions, we recommend that the construction traffic should be restricted to dedicated driveway and laydown areas. If site stripping and grading activities are performed during extended dry weather periods, extensive subgrade protection measures may not be necessary. However, it should be noted that intermittent wet weather periods during the summer months could delay earthwork if soil moisture conditions become elevated above the optimum moisture content. The use of a working surface of pit-run sand and gravel, crushed rock, or quarry spalls with less than 3 percent fines may be required to protect the neaz-surface silty soils, particularly in areas supporting concentrated equipment traffic. If wet conditions make it necessary, dedicated haul roads and laydown areas should be constructed with a minimum of 10 inches of "select" granular fill, 2- to 4-inch quarry spalls, or crushed recycled concrete of equivalent gradation. SubQrade Prenazation: Following the recommended site stripping procedures, the stripped subgrade within the building and pavement areas should be proofrolled with heavy rubber- tired construction equipment, such as afully-loaded tandem-axle dump truck, to detect soft and/or yielding soils. The exposed subgrade soils should be firm, unyielding, and meet a minimum compaction of 95 percent of the maximum laboratory density, as determined by ASTM D-1557-91. In the event that compaction fails to meet the specified criteria, the upper 12 inches of subgrade should be scarified and moisture conditioned, as required to obtain at least 95 percent of the maximum laboratory density. Those soils which aze soft, yielding, or unable to be compacted to the specified criteria should be overexcavated and wasted from the site. The overexcavation should be backfilled with structural fill material placed and compacted in accordance with the Fill Placement and Compaction sections of this report. Frozen Subarade Soils: If earthwork takes place during freezing conditions, all exposed subgrades should be allowed to thaw and then be recompacted prior to placing subsequent lifts of structural fill or foundation components. Alternatively, the frozen material could be J-1998, O10505.doc °LA Proposed Yelm Retail Development J-1998 ' ~ January 5, 2005 Page 16 stripped from the subgrade to reveal unfrozen soil prior to placing subsequent lifts of fill or foundation components. The frozen soil should not be reused as structural fill until allowed ' to thaw and adjusted to the proper moisture content, which may not be possible during winter months. ' Geotechnical Monitoring: The Geotechnical Engineer of record should be present during site preparation operations to observe stripping and grubbing depths, observe the removal of buried structures, such as underground utilities, wells, or foundations, observe the proof rolling operations, and to verify that that the exposed subgrade has been prepared in accordance with the Subgrade Preparation section of this report. ' 7.2 Structural Fill and Compaction The following sections present our recommendations for compaction and placement of structural fill. ' Laboratory Testing: Representative samples of materials to be utilized as compacted fill should be analyzed in a laboratory to determine their physical properties. If any material other than that previously tested is encountered during grading, the appropriate analysis of this material should be conducted. Samples should be submitted at least 72 hours prior to importing to the site. Reuse of On-Site Soils: The suitability of reusing the on-site soils for structural fill is ' discussed in the Structural Fill Material section, below. Re-Use of Tousoil: The organic-rich topsoil may be used in non-structural areas, e.g., ' landscape areas, provided settlements beyond what is typical in building and parking areas can be tolerated. The suitability of topsoil for use as landscape material should be determined by an agronomist. Structural Fill Material: Structural fill includes any fill material placed under footings, pavements, or other permanent structures or facilities. Materials typically used for structural ' fill include clean, well-graded sand and gravel ("pit run" or "select"); clean sand; various mixtures of sand, silt and gravel; crushed rock; recycled concrete; and blast rock. Structural ' fill materials should be free of deleterious, organic, or frozen matter and should contain no chemicals that may result in the material being classified as "contaminated". A description of the suitable types of structural fill for this project are described below. • Select Granular Fill: Select granular fill should contain less than 5 percent by weight passing the U.S. No. 200 sieve, based on the fraction passing the U.S. No. 4 sieve. ' "Select" granular fill is recommended for use in wet weather conditions, as discussed in the pertinent sections of this report. "Select" structural fill should meet the requirements of the 2004 WSDOT Standard Specifications Section, 9-03.14(]), for ' Gravel Borrow. ' 1-1998, O10505.doc ' ZZ~ Proposed Yelm Retail Development ]-1996 ' ]anuary 5, 2005 Page 17 ^ Recycled Concrete: Recycled concrete is suitable for structural fill provided the material is thoroughly crushed to awell-graded, 2- to 3-inch minus product. ^ On-Site Soils: The on-site soils may be reused as structural fill for foundation, floor slab, and pavement support, provided the soil does not contain significant organic content or other deleterious materials, and is placed and compacted in accordance with the Compaction Criteria section of this report. It should be noted that the on-site soils contain a large fraction of cobbles and boulders (up to and potentially larger than 24-inch diameter); therefore, on-site soils should be placed as structural fill in accordance with the Rock Fragments section, below. Soils must be placed within a relatively narrow range of the optimum moisture content for proper compaction. ' Some drying of on-site soils may be necessary at the time of earthwork and the feasibility of grading with on-site soils will depend on whether adequate drying time occurs. Typically, drying is difficult or impossible during cold and wet winter and spring months. Recompaction problems should be expected in wet weather, or after thawing of frozen soils, due to the moisture sensitivity of the soil. ' Rock Fra>;ments: The top 12 inches of compacted structural fill should have a maximum 6- inch particle diameter, whereas all underlying fill material should have a maximum 12-inch diameter, unless specifically recommended by the Geotechnical Engineer and approved by the Owner. Rock fragments between 8- and 18-inches in diameter may be used in fills greater than three vertical feet, provided they aze placed in concentrated pockets, have a ' minimum fill cover of two (2) feet, are surrounded with fine grained material, e.g., sand, and the distribution of the rocks is supervised by the Geotechnical Engineer. Furthermore, the concentrated pockets of rock fill should be located outside the building pad areas. Based on ' our exploration results, boulders up to 24-inch diameter, or potentially lazger, should be anticipated in the on-site soils and should be removed, placed in fili areas designated as suitable for rock disposal, or placed in accordance with the recommendations of the ' Geotechnical Engineer, for the material to be reused as structural fill. Fill Placement: Approved on-site or imported fill material should be evenly placed, watered, ' processed, and compacted in controlled horizontal Layers not exceeding eight (8) inches in loose thickness, and each layer should be thoroughly compacted with approved equipment. The fill should be placed and compacted in horizontal layers, unless otherwise recommended ' by the Geotechnical Engineer. Compaction Criteria: Each layer of fill should be compacted to at least 95 percent of the maximum laboratory dry density as determined by the ASTM D-1557 Modified Proctor Compaction Test and the moisture content should be within 1 percent below to 2 percent above the optimum value. Where moisture content of the fill or density testing yields compaction results less than 95 percent, additional compaction effort and/or moisture conditioning, as necessary, should be performed, until the fill material is in accordance with the compaction requirements. ' J-1998, OIOSOS.doc ~~ ,r ':=, - - .., '_ .. k.«.~~~ f, ~ .e ..4. Proposed Yelm Retail Development ]-1998 January 5, 2005 Page 18 Fill Material -Moisture Content: All fill material placed must be moisture conditioned, as necessary, to within 2 percent of the optimum moisture content for compaction. If excessive moisture in the fill results in failing results or an unacceptable "pumping" condition, then the fill should be allowed to dry until the moisture content is within the necessary range to meet the required compaction requirements or reworked until acceptable conditions are obtained. If inclement weather or soil moisture content prevent the use of on-site or non-select material as structural fill, we recommend that use of "select" granular fill be considered. subgrade Verification and Compaction Testing: Regardless of material or location, all fill material should be placed over properly compacted subgrades in accordance with the Site Preparation section of this report. The condition of all subgrades should be verified by the Geotechnical Engineer before fill placement or earthwork grading begins. Earthwork monitoring and field density testing should be performed during grading to provide a basis for opinions concerning the degree of soil compaction attained. 7.3 Shallow Foundations In our opinion, conventional spread footings aze suitable for support of the proposed Yelm Retail Structure, provided the following recommendations aze incorporated into the final footing design and construction: Settlement Requirements: Per the Geotechnical Investigation Specifications and Report Requirements, the total and differential settlements for the proposed structure aze limited to the following: ' Maximum allowable differential settlement for soils supporting masonry walls - 0.53 inches in 40 feet; ' Maximum allowable differential settlement for soils supporting interior floor slabs and interior isolated footings - 0.96 inches in 40 feet; • Maximum allowable total settlement -'/ inch ' Bearing subgrade: In order to achieve the foundation settlement performance set forth in the Geotechnical Investigation Specifzcations and Report Requirements, we recommend that the foundations be supported on a properly prepared native subgrade or on structural fill in accordance with the Site Preparation and Structural Fill and Compaction sections of this report. subgrade Veriftcation: The foundation subgrade should be observed and probed in the field by the Geotechnical Engineer prior to placement of any formwork, reinforcement steel, structural fill, or concrete. All footing subgrades should be founded in those soils described in the Bearing subgrade section of this report. Under no circumstances should footings be cast atop loose/soft soil, slough, debris, artificial fill, or surfaces covered by standing water. J-1998, OIOSOS.doc ZZ~\ Proposed Yelm Retail Development J-1998 January 5, 2005 Page 19 Any soft or loose soil pockets encountered in the footing subgrade should be overexcavated and replaced with lean-mix concrete (100 psi min. 28-day compressive strength) or properly ' compacted fill. The overexcavation should extend laterally away from the base of the overexcavation a distance equal to the depth of the overexcavation. Bearin>; Pressures: Continuous or column footings bearing directly on those soils recommended in the Bearing subgrade section of this report may be designed for a maximum allowable, net, bearing pressure of 3,000 psf. A one-third increase of the bearing pressure may be used for short-term dynamic loads such as wind and seismic forces. Either cast-in-place concrete or masonry block stem walls are considered suitable. Shallow Footing Deuth and Width: For frost and erosion protection, the bottoms of all exterior footings should beaz at least 18 inches below adjacent outside grade, whereas the ' bottoms of interior footings need bear only 12 inches below the surrounding slab surface level. To minimize post-construction settlements, continuous (wall) and isolated (column) footings should be at least 18 and 24 inches wide, respectively. All footings must be ' protected against weather damage both during and after construction. Lateral Resistance: The base friction and earth pressure recommendations are presented in the ' Retaining Wall Design section of this report. Settlement: Assuming the foundation subgrade soils are prepared and the foundation ' elements are designed in accordance with recommendations contained herein, we estimate that total settlement will be within the tolerances specified in the Settlement Requirements section, above. The majority of the settlement will most likely occur during the initial ' loading of the foundation; however, if any disturbed, loose, yielding, or soft soils are left within the footing area prior to concrete placement, settlements greater than predicted herein maybe realized. ' 7.4 Interior Slab-on-Grade Floors We offer the following floor slab recommendations and comments for purposes of interior ' slab-on-grade floor design and construction: ' Suberade Prenazation: Slab-on-grade floors should be prepared in accordance with the Site Preparation and Structural Fill and Compaction sections of this report. ' Floor Slab Section: For slabs-on-grade floors, the minimum section presented in Table 4 is recommended. The floor slab subgrade should be prepazed in accordance with the subgrade Preparation and Structural Fill Material sections. ' J-1998,O10505.doc Proposed Yelm Retail Development -1998 January 5, 2005 Page 20 TABLE 4 RECOMMENDED SLAB-ON-GRADE SECTION Minimum Thickness La er inches Concrete Computed by Structural Engineer Fine Aggregate Base 2 Coarse A gregate Base 6 Pavement Section Aggregate ProUerties: The gradation of fine aggregate base, coarse aggregate base, and granular Subbase, if necessary, should conform to the following criteria: ^ Fine AQerepate Base: The fine aggregate base should conform with the gradation requirements of ASTM: D-448, grading No. 10, with 6 to 12 percent passing the U.S. No. 200 sieve. • Coarse AQQreQate Base: The coazse aggregate base should conform with the gradation requirements of ASTM: D-448, grading No. 57 or No. 67. The granular base should be compacted to at least 95 percent of the maximum dry density determined by ASTM: D-1557. The 6 inches of coarse aggregate will also serve as a capillary break. Granular Subbase: Imported, clean, well-graded sand and gravel, such as "select" or "gravel borrow" per WSDOT Standard Specifications 9-03.9(1) and 9-03.14, respectively, is appropriate for the granular subbase course. Vapor Barrier: A vapor barrier is not considered necessary for this project, in our opinion. Vertical Deflections: Soil-supported slab-on-grade floors can deflect downward when vertical loads are applied, due to elastic compression of the subgrade. For on-site soils compacted to the minimum standards specified in the Compaction Criteria section of this report, we recommend that a vertical modulus of subgrade reaction of 225 pounds per cubic inch be used to estimate such deflections. Concrete Placement: Special precautions should be taken during the placement and curing of all concrete slabs. Excessive slump caused by a high water-cement ratio of the concrete - and/or improper curing procedures used during either hot or cold weather conditions could lead to excessive shrinkage, cracking or curling in the slabs. We recommend that all concrete placement and curing operations be performed in accordance with the American Concrete Institute (ACI) Guidelines and under the observation of International Conference of Building Officials (ICBO) certified technicians. Differential Movement: To reduce the effects of differential movement, it is recommended that floor slabs should be sepazated from all bearing walls and columns by using expansion J-1998, O10505.doc <•": ~,. ">a~'= -..:~:.~ s .. Proposed Yelm Retail Development ]-1996 January 5, 2005 Page 21 joints. The concrete strength, slab thickness, reinforcement, joint design, and joint layout should be addressed in the contract documents. Settlement: Assuming the slab-on-grade subgrade soils are prepared and the slab-on-grade elements are designed in accordance with recommendations in the Interior Slab-on-Grade Floors section, we estimate that the differential settlement of the floor slab, constructed as recommended, is estimated to be less than 0.96 inch in 40 feet and 0.5 inch between the exterior walls and adjacent floor slab. 7.5 Drainage Considerations A perimeter foundation drainage system is not considered necessary due to the granular soil conditions underlying the building pad area. Retaining wall footing drain systems should be sloped to drain by gravity to a storm sewer or other suitable discharge location. Water from downspouts and surface water should be independently collected and routed to a storm sewer. Additionally, we recommend that the finished grades around the building be designed to route surface water away from the building Final exterior grades should promote free and positive drainage from the building areas at all times. Water must not be allowed to pond or to collect adjacent to foundations or within the immediate building area. We recommend that a gradient of at least three (3) percent for a minimum distance of IO feet from the building perimeter be provided, except in paved locations. In paved areas, a minimum gradient of one (1) percent should be provided unless provisions are included for collection and disposal of surface water adjacent to the structure. 7.6 Temporary and Permanent Slopes ' We offer the following recommendations and construction considerations for temporary and permanent slopes. Safe Construction site safety generally is the sole responsibility of the Contractor, who selects and directs the means, methods, and sequencing of construction operations. Temporary excavation slope stability is a function of many factors, including: ' The presence and abundance of groundwater; • The type and density of the various soil strata; ' The depth of cut; ^ Surcharge loadings adjacent to the excavation; and ^ The length of time the excavation remains open. As the cut is deepened, or as the length of time an excavation is open, the likelihood of bank failure increases; therefore, maintenance of safe slopes and worker safety should remain the responsibility of the contractor, who is present at the site, able to observe changes in the soil conditions, and monitor the performance of the excavation. J-1998, OIOSOS.doc ZZA Proposed Yelm Reuil Development ~s ® J-t 998 ' January 5, 2005 Page 22 ' Temporary Cut Slope Inclinations: It is exceedingly difficult under the variable circumstances to pre-establish a safe and "maintenance-free" temporary cut slope angle. ' Therefore, it should be the responsibility of the contractor to maintain safe temporary slope configurations since the contractor is continuously at the job site, able to observe the nature and condition of the cut slopes, and able to monitor the subsurface materials and groundwater ' conditions encountered. Unsupported vertical slopes or cuts deeper than 4 feet are not recommended if worker access is necessary. The cuts should be adequately sloped, shored, or supported to prevent injury to personnel from local sloughing and spalling. The ' excavation should conform to applicable Federal, State, and Local regulations. According to Chapter 296-155 of the Washington Administrative Code (WAC), it is our opinion the soils encountered across the site would be classified as Type C soils. Temporary slopes in Type C ' soils should be constructed at angles no greater than 1 %aH:l V (34 degrees), according to the WAC. ' Permanent Slope Inclinations: We recommend that all permanent slopes constructed in native, granulaz soils be designed at a 2H:1V (Horizontal:Vertical) inclination or flatter. If ' the surficial topsoil is used in non-building and pavement areas for fill purposes, we recommend that it be constructed with maximum 3H:1 V slopes. ' 7.7 Retaining Wall Design The following parameters are recommended for the design of rigid laterally loaded retaining structures, including concrete retaining walls and docks, founded on properly compacted ' native soil or structural fill, with level, clean, granular backfill. These values are not applicable to sloping backfills, backfills composed of silty/clayey granulaz or non-granulaz soil materials, basement walls, braced walls, or tied-back walls or for walls greater than 12 ' feet in height. Footing Depths: The retaining walls should have a minimum embedment depth of 18 inches and a minimum width of 18 inches below lowest adjacent grade. However, greater depths 1 might be necessary to develop adequate passive resistance in certain cases. Foundation Sub¢rade: All retaining wall foundation subgrades should be supported on a properly prepazed native subgrade or on structural fill in accordance with the Site Preparation and Structural Fill and Compaction sections of this report. ~ Wall Drainaee: To preclude the build-up of hydrostatic pressure, we recommend that a four- ' inch-diameter perforated drain pipe be installed behind the heel of the wall and that a curtain drain be placed behind the entire wall. This curtain drain should consist of pea gravel, washed rock, or afree-draining granulaz material wrapped in approved filter material. It ' should extend outward at least 18 inches from the wall and extend from the footing drain upward to within about three feet of the ground surface. We recommend that all wall backfill conform to Section 9-03.12(2), Gravel Backfill for Walls, as presented in the 2004 WSDOT ' Standard Specifications. The backside of all subterranean walls should be waterproofed. 1-1998, O10505.doc ~.'~ t ~_~~ «,. ~¢ ry =x ,.:. Proposed Yelm Retall Development ]-1998 January 5, 2005 Page 23 Backfill Soil: To allow the dissipation of potential hydrostatic pressure behind the retaining wall, we recommend that all retaining wall Backfill placed behind the curtain drain should consist of clean, free-draining, granulaz material. The on-site granular soils, which consist of a sandy, cobbly gravel with some silt and boulders, can be used as Backfill, provided only the 6-inch minus material is used. In addition, a "select" structural fill can also be used. The moisture content of Backfill should be placed at near optimum. ' Backfill Compaction: To prevent the build-up of lateral soil pressures in excess of the recommended design pressures, overcompaction of the fill behind the wall should be avoided; however, a lesser degree of compaction may permit excessive post-construction ' settlements. Backfill above a 60-degree plane projected upwazd from the base should be placed in horizontal lifts not exceeding 8 inches in loose depth and compacted by small, ' hand-operated compaction equipment. Remaining Backfill should be compacted in accordance with the compaction recommendations provided in the Structural Fill and Compaction section of this report. Grading and Cappin¢: To retard the infiltration of surface water into the wall Backfill soils, the Backfill surface of exterior walls should be adequately sloped to drain away from the wall. ' We also recommend that the Backfill surface directly behind the wall be capped with asphalt, concrete, or one foot of low-penneability soil. If low permeability soils are used as a cap, we recommend that a separation fabric (similar to Mirafi 140N) be placed above the drainage aggregate prior to placing the cap material. Applied Loads: Overturning and sliding loads applied to retaining walls can be classified as ' active, at-rest, surcharge, and hydrostatic pressures. Our recommended methods of calculating design pressures are discussed in the following pazagraphs. ' ~ Active and At-Rest Pressures: Yielding (cantilever) retaining walls should be designed to withstand an appropriate active lateral earth pressure, whereas non- yielding (restrained) walls should be designed to withstand an appropriate at-rest ' lateral earth pressure. The at-rest case is applicable where retaining wall movement is confined to less than 0.005 H, where H is the wall height. If greater movement is ' possible, the active case applies. A wall movement of about 0.02 H will be required to develop the full passive pressure. These pressures act over the entire back of the wall and vary with the backslope inclination. For retaining walls up to 12 feet in height with a level backslope, we recommend using an active and at-rest pressure (given as equivalent fluid unit weights) provided in Table 5. ra99s,olosos.ao~ Proposed Yelm Retail Development ]-1996 January 5, 2005 Page 24 TABLE 5 RECOMMENDED RETAINING PRESSURES UP TO 12 FEET IN HEIGHT Active Pressure At-Rest Pressure Backslo a An le c ( c Level 35 50 ^ Surcharge Pressures: Any anticipated, superimposed loading (i.e., loading docks, upper retaining walls, traffic surcharge, adjacent footings, or other structures, etc.) within a 60-degree plane projected upward from the wall bottom, except retained earth, should be considered as surcharge and provided for in the design. For a uniformly distributed load behind the wall, a corresponding uniform distributed lateral soil pressure equal to 40 percent of the surcharge should be added to the equivalent fluid pressure. A vertical component equal to one-third of the horizontal force so obtained maybe assumed at the plane of application of the force. ^ Hydrostatic Pressures: If groundwater is allowed to saturate the backfill soils, hydrostatic pressures will act against a retaining wall; however, if an adequate drainage system is included with each retaining wall, we do not expect that hydrostatic pressures will develop. Resisting Forces: Active and at-rest pressures for conventional retaining wall foundations are resisted by a combination of passive lateral earth pressure, base friction, and subgrade bearing capacity. Passive pressure acts over the embedded front of the wall (neglecting the upper one foot for paved foreslopes, or the upper two feet for soil foreslopes) and varies with the foreslope inclination, whereas base friction and bearing capacity act along the bottom of the footings. For retaining walls with a level foreslope and zero hydrostatic pressure behind the wall, we recommend the resisting design values presented in Table 6, which incorporates a static safety factor of at least 1.5. TABLE 6 RECOMMENDED RESISTING FORCES Allowable Value Desi u Parameters Com acted Fill Beating Capacity 3,000 psf Passive Pressure 325 pcf Base Friction Coefficient 0.35 7.8 Utility Trenching and Backfilling We offer the following recommendations and comments for utility trench backfill. Utility Trenching: We recommend that utility trenching, installation, and Backfilling conform to all applicable federal, state, and local regulations, such as OSHA and WISHA for open excavations. J-1998, O10505.doc i. .~_ - `~.~ "~-.~xtA Proposed Yelm Retail Development -t 998 January 5, 2005 Page 25 Re-Use of On-Site Soil for Backfill Material: The native soils aze considered suitable for utility trench backfill; however, much of the native soils contain a significant fraction of cobbles and boulders (up to and possibly greater than 24-inch diameter) that can damage buried utilities if placed directly on the materials or if the material is placed directly on the utilities. Therefore, we recommend only the 6-inch minus material be used as backfill. In addition, a minimum of 6 inches of bedding material should be placed above and below all utilities that are supported on or backfilled with gravelly and cobbly soils, or in general accordance with the utility manufacturer's recommendations and local ordinances. ' Pipe Beddine: We recommend that a minimum of 6 inches of bedding material should be placed in the bottom of the utility trench and that all bedding materials should extend at least 4 inches above the bottom of utilities which require protection during subsequent trench ' backfilling. However, as discussed previously, if the backfill material contains cobbles, then a minimum of 6 inches of bedding material should also be placed above all utilities. We recommend that pipe bedding conform with Section 9-03.12(3), Gravel Backfill for Pipe ' Zone Bedding, as presented in the 2004 WSDOT Standard Specifications for Road, Bridge, and Municipal Construction. All trenches should be wide enough to allow for compaction around the haunches of the pipe or materials, such as pea gravel, or CDF should be used ' below the spring line of the pipes to eliminate the need for mechanical compaction in this portion of the trenches. ' Backfill Placement: Approved on-site or imported fill material should be evenly placed, watered, processed, and compacted in controlled horizontal layers not exceeding eight inches in loose thickness, and each layer should be thoroughly compacted with approved equipment. ' However, initial lift thickness could be increased to levels recommended by the manufacturer to protect utilities from damage by compacting equipment. All fill material should be moisture conditioned, as necessary, to within 2 percent of the optimum moisture. The fill ' should be placed and compacted on a horizontal plane, unless otherwise recommended by the Geotechnical Engineer. If water is encountered in the excavations, it should be removed ' prior to fill placement. Alternatively, quarry spalls could be used for backfill below the water level. ' Backfill Compaction Criteria: Each layer of fill should be compacted to at least 95 percent of the maximum laboratory dry density as determined by the ASTM D-1557 Modified Proctor Compaction Test. Where moisture content of the fill or density testing yields compaction ' results less than 95 percent, additional compaction effort and/or moisture conditioning, as necessary, should be performed, until the fill material is in accordance with the compaction requirements. Jetting and flooding should not be permitted as alternative methods of t compaction. Exterior Trenches Ad'acent to Footin s: Exterior trenches, paralleling a footing and extending below a 1H:1V plane projected from the outside bottom edge of the footing, ' Y1998, O10505.doc r"` ' ~ ~ztu :.t.~;`~ Proposed Yelm Retail Development J-1998 January 5, 2005 Page 26 should be compacted to the same standard recommend in the Bacl~ll Compaction Criteria section of this report. Sand or pea gravel backfill should not be allowed in these trench backfill areas. Trench Stability: Some excavation bank stability problems for utility construction may occur where excavations extend into the sandy, cobbly gravel soils. Pre-bid test pits could assist in evaluating the most economical means of site excavation. Relatively flat slopes, benching, or temporary bracing may be needed. Conventional trench box shoring is also an option for the project. Subezade Verification and Compaction Testin¢: Regardless of material or location, all backfill material should be placed and compacted in accordance with the Bacl~ll Placement and Bac~ll Compaction Criteria sections of this report. Earthwork monitoring, field density testing, and probing should be performed during utility trench activities to provide a basis for opinions concerning the degree of soil compaction attained. 7.9 Pavement We expect that asphaltic pavements will be used for the new car-parking areas and driveways. The following comments and recommendations are given for pavement design and construction purposes. Suberade Preparation: Prior to placement of the pavement materials (subbase, base, or asphalt concrete), the subgrade should be prepared as recommended in Site Preparation section of this report. All structural fill should be compacted in accordance with the Structural Fill and Compaction section of this report. Soil Desii?rt Values: The native subgrade soils are anticipated to consist of a sandy, silty gravel to sandy, gravelly silt. A California Bearing Ratio (CBR) test was completed on a representative sample of this material to quantitatively predicts the support characteristics of a saturated subgrade. Based on our classifications of on-site soils and our laboratory testing results, we estimate that the near-surface soils will provide a CBR value of about 12 percent. Asnhalt Concrete Pavement Section: A conventional pavement section typically comprises an asphalt concrete pavement over a crushed aggregate base (CAB). Using the estimated _ design values stated above, we recommend using the conventional pavement sections presented in Table 7 or shown on Figure 2. 7-1998, O10505.doc Proposed Yelm Retail Development J-1998 January 5, 2005 Page 27 TABLE 7 RECOMMENDED ASPHA LT/CONCRETE PAVE MENT SECTIONS 20-YEAR LIEFESPAN Minimum Thickness Pavement Section Standard Traffic Heavy Traffic 109,500 ESAL 335,880 ESAL) Asphalt Concrete Pavement 3 inch 4 inch Crushed Aggregate Base (CAB) 4 inch 4 inch Granular Subbase 5 inch 5 inch ATB Substitute for CAB 3 inch 3 inch STANDARD-DUTY ASPHALT (31NCHES) -DR- CRUSHEDBASE COURSE (41NCHE5) 5" PIT-RUN SAND AND GRAVEL SUBBASE (MIN. CBR=40) ° ASPHALT (31NCHE5) ASPHALT TREATED BASE (31NCHES) / / 5' PIT-RUN SAND AND GRAVEL SUBBASE (MIN. CBR=40) HEAVY DUTY Figure 2 ASPHALT (41NCHES) CRUSHED BASE -0R_ COURSE (41NCHES) 5"PIT-RUN SAND AND GRAVEL SUBBASE (MIN. CBR=40) ASPHALT (41NCHE5) ASPHALT TREATED BASE (31NCHES) 5" PIT-RUN SAND AND GRAVEL SUBBASE (MIN. CBR=40) Asphalt, ATB and CAB Specifications: Specifications for manufacturing and placement of pavements and crushed top course should conform to specifications presented in Divisions 5 and 4, respectively, of the 2004 Washington State Department of Transportation, Standard Specifications for Roads, Bridges, and Municipal Construction. Specific recommendations for CAB, ATB, and asphalt concrete are provided below. ° Asphalt Concrete: We recommend that the asphalt concrete conform Section 9- 02.1(4) for PG 58-22 Performance Grade Asphalt Cement. We also recommend that the gradation of the asphalt aggregate conform to the aggregate gradation control points for '/Z-inch or '/<-inch mixes as presented in Section 9-03.8(6), HMA Proportions of Materials. J-199S,OIOSOS.doc ZZA Proposed Yelm Retail Development -1998 ' ~ January 5, 2005 Page 28 ' Crushed A¢QreQate Base: We recommend that the crushed aggregate base course conform to Section 9-03.9(3). ' ^ Granular Subbase: Imported, clean, well-graded sand and gravel, such as Ballast or Gravel Borrow per WSDOT Standard Specifications 9-03.9(1) and 9-03.14(1), ' respectively, is appropriate for the granular subbase course. The granular subbase, when compacted to 95 percent ASTM D-1557 Modified Proctor Compaction Test, should have a minimum CBR value of 40. ^ Asphalt Treated Base: In lieu of crushed gravel base, asphalt-treated base (ATB) can be substituted. The ATB would provide a more durable wearing surface if the pavement subgrade areas will be exposed to construction traffic prior to final paving with hot-mix asphalt. Concrete Pavement Section: Concrete pavement design recommendations are based on an assumed modulus of rupture of 550 psi and a minimum compressive strength of 4,000 psi for the concrete. We recommend that concrete pavements be reinforced with a welded wire or an approved equivalent. At a minimum, the reinforcement should consist of W2-6x6 welded wire. Table 8 presents recommended concrete pavement sections for anticipated standard- and heavy-duty traffic levels. The recommended concrete pavement section is also illustrated on Figure 3. TABLE 8 RECOMMENDED CONCRETE PAVEMENT SECTIONS Minimum Thickness Standard Traffic Heavy Traffic Pavement Course 109,500 ESAL) (335 880 ESAL) Concrete Pavement 5 inch 6 inch Crushed Aggregate Base (CAB) 5 inch 5 inch Granular Subbase 0 inch 0 inch STANDARD DUTY WELDED WIRE REINFORCEMENT (W2xW2-6x6) CONCRETE (51NCHES) CRUSHED BASE COURSE (51NCHE5) HEAW DUTY WELDED WIRE REINFORCEMENT (W2xW2 - 6x6) CONCRETE (61NCHES) CRUSHED BASE COURSE (51NCHES) Figure 3 7-1998,OIOSOS.doc ~ ;~ `~ ~;. p .k-'-~ m F.: Proposed Yelm Retail Development ]-1998 January 5, 2005 Page 29 Drainaee: Pavement life will be increased if efforts are made to reduce the accumulation of excess moisture in the subgrade soils. Parking areas should be sloped and drainage gradients maintained to carry all surface water runoff away from building and pavement azeas. The subdrains should daylight or be tied into storm drain systems. ' Compaction -Asphalt Base and Subbase: All base (including subbase and base material) should be compacted to at least 95 percent of the maximum dry density determined in ' accordance with ASTM: D-1557. Asphalt concrete should be compacted in accordance with project specifications. Field and laboratory testing should be performed to evaluate whether theses requirements have been met. ' Subgrade Verification and Compaction Testing: The condition of the subgrade and compaction of the base course should be verified by the Geotechnical Engineer. For the base ' course, method observations and hand-probing are sufficient. Pavement Life and Maintenance: It should be realized that asphaltic pavement aze not ' maintenance-free. The above described pavement sections represent our minimum recommendations for an average level of performance during a 20-year design life; therefore, an average level of maintenance will likely be required. Furthermore, a 20-year pavement ' life typically assumes that an overlay will be placed after about 12 years. Thicker asphalt, base, and subbase courses would offer better long-term performance, but would cost more initially; thinner courses would be more susceptible to "alligator" cracking and other failure modes. As such, pavement design can be considered a compromise between a high initial cost and low maintenance costs versus a low initial cost and higher maintenance costs. Construction Traffic: If possible, construction traffic should be limited to unpaved and untreated roadways, or specially constructed haul roads. If this is not possible, the pavement design should include an allowance for construction traffic. ' 7.10 Stormwater Infiltration 1 It is our understanding that the infiltration system will either consist of an infiltration gallery or infiltration trenches. Based on a map provided by PacLand, the gallery would be located ' towazds the south-middle of the site, whereas the trenches would be located at the northwest comer of the site. The following conclusions and recommendations present the infiltration testing results, discussion of receptor soils, and design considerations. Infiltration Test Exploration: We completed six infiltration tests (designated as ITP-1 through ITP-6), or three infiltration tests per infiltration facility. In addition, we completed two additional infiltration test pits (designated as ITP-7 and ITP-8) three (3) feet below bottom elevation of each infiltration facility to assess the receptor soils for their ability to ~ infiltrate water and determine if there are any barriers to the vertical infiltration of stonnwater. Based on a phone discussion with Jim Gibson with the City of Yelm, the EPA ~~ Falling Head Percolation Test procedure, as presented in the EPA Onsite Wastewater ]-1998, O10505.doc ZLr~'1 Proposed Yelm Retail Development ,s,s _ ]-1998 ' ~ January 5, 2005 Page 30 ' Treatment and Disposal Systems Manual, 1980, was considered adequate to evaluate the infiltration rates. The number and types of tests were completed in accordance with the ' requirements of Thurston County's Storage and Discharge Requirements. A description of the infiltration testing method and procedures are presented in Appendix A. Infiltration Test Results: Based on the results of our infiltration testing, the granular soils located at the indicated depths are suitable for infiltrating stormwater, in our opinion. The test depth, soil description, and unfactored infiltration rates are presented in Table 9. Based on test results and grain size distribution test results of samples collected at the infiltration test locations, it is our opinion that the granular soils located below at the depths specified in Table 9 are suitable for infiltrating stormwater. However, one infiltration test, ITP-2 was significantly slower than the other tests completed. We did not observe any difference in the soil conditions relative to the other test locations and the grain-size distribution test results are similar to the other soils. Therefore, it is our opinion that the test results may have been influenced by the presence of a cobble or boulder immediately below the pipe. The unfactored infiltration rates in the range of 348 to 982 inches per hour appear to be representative of the infiltration rates associated with the soil conditions encountered at this site. For design purposes, Thurston County's Storage and Discharge Requirements should be used to determine the appropriate design infiltration rate. At a minimum, we recommend applying a safety factor of at least 3 for design purposes. TABLE 9 INFII.TRATION TEST RESULTS Unfactored Test Depth Infiltration Rate Test No. (feet Soil T e (inches/hour) 0 Dense, damp, sandy GRAVEL, with a trace 4 750 IT-1 6. of silt and cobbles and boulders , Dense, damp, sandy GRAVEL with some 390 IT-2 5.5 silt, cobbles and boulders T 3 g 0 Dense, damp, sandy GRAVEL, with some 820 9 - I cobbles, and a trace of silt and boulders , 3 Medium dense to dense, damp, sandy 460 4 IT14 6. GRAVEL, with a trace of silt , IT 5 6 5 Dense, moist, sandy GRAVEL, with a trace 3 480 - . of silt , IT-6 7 0 Dense, damp, sandy GRAVEL, with a trace 5,120 of silt Subsurface Soil Variation: Variations in subsurface conditions can affect the infiltration rate of the receptor soils. We recommend that ZZA be provided the opportunity to observe conditions at the proposed infiltration gallery locations throughout construction. Excavation of test pits below the facility bottom elevation at the time of construction is recommended in order to verify that the subsurface conditions considered at the time this report was prepazed are consistent with actual field conditions. ]-1998, O10505,doc c ,~ ~ ~ ~ ~~. rte' a~. r Proposed Yelm Retail Development ]-1998 January 5, 2005 Page 31 Sedimentation Control: The infiltration rate of the receptor soils will be reduced in the event that fine sediment or organic materials are allowed to accumulate on the exposed soil surfaces. The use of an infiltration pond or trench as a temporary sedimentation control pond during construction has the potential to substantially alter the infiltration rate of the soils. Use of an infiltration facility as a temporary construction phase sedimentation pond is not recommended. If site conditions are such that this cannot be avoided, it will likely be necessary to excavate the soils below the sedimentation pond bottom that have been contaminated with sediment, organic materials, or other deleterious materials that may reduce the permeability of the granular soils, prior to operation of the facility for infiltration purposes. Additional field infiltration testing maybe necessary as well in order to verify that the restoration activity has been successful and that the infiltration rate of the receptor soils is consistent with that considered in the design. Densification of Receutor Soils: Operation of heavy equipment may densify the receptor soils below the infiltration facility. The soils exposed in the bottom of the infiltration facility should not be compacted. It may be necessary to scarify the infiltration facility subgrade to facilitate infiltration. Maintenance: Satisfactory long-term performance of an infiltration facility will require some degree of maintenance. Accumulations of sediment, organic materials, or other material that serves to mask the receptor soils or reduce their permeability should be removed on a regular basis. 8.0 CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations accomplished for this study. Project plans were in the preliminary stage at the time of this report preparation. We therefore recommend that ZZA be provided the opporhuiity to review the project plans and specifications when they become available in order to confirm that the recommendations and design considerations presented in this report have been properly interpreted and implemented into the project design package. The integrity of earthwork, structural fill, and foundation and pavement performance depend greatly on proper site preparation and construction procedures. We recommend that a qualified geotechnical engineering firm be retained to provide geotechnical engineering services during the earthwork-related construction phases of the project. If variations in the subsurface conditions are observed at that time, a qualified engineer would be able to provide additional geotechnical engineering recommendations to the contractor and design team in a timely manner as the project construction progresses. ]-1998, O10505.doc I I ~I 'I I ~I a S3b~'d S bad ~Nn~3M0 L ~ ~b'I1N3aIS3~J ~d~na ~ ~ ~ I I _ ~~ 'I ~~ li it it --~ ~ it , ~ II II ~ '~ 1 ~ w zU~ Wpm I I IJ m® ~ ~ I~, I I I I ~2 $I ~~ ~~~ Fro Wpm o~ i; _~ Q- - ~, I ~ ' I ~ I :< r I I I c I IS I" I I I I I Ili N O ~ ~ ^ C'L~ ` ~ o i i I ~, x__ I I I W _ _~~~~o 8 8 I Iil 3u eves 8 ! ( ' v3av saws ivrasvas o I '' ( - ~ I qc cc I 4 4 LEGEND lea Approximate Boring Location ~~' Approximate Test Pit Location nra ~ Approximate Infiltration Test Location L~J Approximate Limits of Undocumented Fill Zinner Zeman Associates, Inc. Geoteclmical and Environmental Consulting 18905 33rd Avenue West, Suite 117 Lynnwood, Wasltingtou98036 Toro. vmav wi_nna Fw• ld7S1 77i_45a9 unoa ran~u -- ' ~ ~ I o ~~ oa o~W ~ (,~1Nnoo) ~~~~ i I a S3~~b' S 2~3d ~N1~~3Ma L '^ ~ I ~ ~dllN3aIS3b ~dan~ ~ ~oo~ I S/ ~~ - ~ ~ '6f0 ~~•ai m~ I r I o 0 unoa Nanai I ! 1 i I~-I If\ »~ I ~~ `~0 Proposal No: J-1998 Drawn by: Zeman Date: 15 Nov. 2004 a~~io• a~ ti~f4~ 0 100 200 SCALE 8 Proposed Yelm Retail Development Yelm, Washington SITE AND EXPLORATION PLAN FIGiURE 1 ~I I unoa ~anru ~ ~ Ij i i APPENDIX A FIELD EXPLORATION PROCEDURES AND LOGS ~J 1~ 1~ 1, li i'. 1' 1~ 1~ I FIELD EXPLORATION PROCEDURES AND LOGS The specific number, location, and depth of our explorations were completed to satisfy the Geotechnical Investigation Specifications and Report Requirements. The boring and test pit locations depicted on the Site and Exploration Plan should be considered accurate only to the degree permitted by hand -tape measurements. The specific number, locations, and depths of our explorations were selected in relation to the existing and proposed site features, under the constraints of surface access, underground utility conflicts, and existing structures. The exploration locations were determined by measuring distances from existing site features with a tape relative to the Conceptual Site Plan provided by PacLand. The locations depicted on the Site and Exploration Plan (Figure 1) should be considered accurate only to the degree permitted by our data sources and implied by our measuring methods. It should be realized that the explorations performed and utilized for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations aze performed or until construction activities have begun. EXPLORATION METHODS AND PROCEDURES The field exploration program was conducted initially with attack-mounted drill rig utilizing hollow-stem auger drilling methods. However, dense gravel, cobbles, and boulders were encountered during drilling, which resulted in drilling refusal at depths between 6 and 11 feet below the existing ground surface, which is below the specified depth as required in the Geotechnical Investigation Specifications and Report Requirements. Therefore, as discussed in our Request for Budget Modification: Geotechnical Field Investigation Using ODEX Drilling and Test Pits letter, dated October 14, 2004, we changed the method of drilling to an ODEX-type drilling method to achieve the required exploration depths. In order to reduce the expensive ODEX exploration costs, ZZA substituted 10 ODEX borings for 10 track-mounted hoe test pits. Tn addition, eight (8) additional test pits (designated 1T-1 through 1T-8) were completed in support of the infiltration tests completed for this project. The approximate locations of the explorations are presented on the Site and Exploration Plan enclosed with this report. The boring logs completed for this evaluation aze enclosed in this appendix. A description of the exploration methods and procedures for each type of exploration method is presented below: Biorin~ : A total of 60 borings were completed in the building pad azea and non-building areas using an ODEX-type drill rig under subcontract to ZZA from October 12 to November 11, 2004. Specifically, 15 borings were completed in the proposed building pad azea, 1 boring completed in the TLE, and 44 borings completed in the parking and access drive locations. The parking and access drive borings were completed in a grid pattern at a maximum spacing of about 100-feet. All borings in the building area were drilled to depths of approximately 20 feet below existing grade, while the non-building borings were drilled to a depth of approximately 10 feet. ~i ~, ' ~ Three (3) of the borings (B-4, B-6, and B-11) were completed using an 8-inch diameter hollow-stem auger drilling methods, whereas the remaining 57 borings were completed using an ODEX (overburden drilling with an eccentric bit) air rotary drilling method. Both drilling 1 operations were conducted by an independent drilling company working under subcontract to ZZA. Throughout the drilling operation, SPT split spoon soil samples were obtained at 2Y~-foot ' , depth intervals to a depth of 10 feet and 5-foot depth intervals thereafter per ASTM:D-1586. This testing and sampling procedure consists of driving a standard 2-inch-diameter steel split- ' spoon sampler 18 inches into the soil with a 140-pound hammer free-falling 30 inches. The number of blows required to drive the sampler through each 6-inch interval is counted, and the total number of blows struck during the final 12 inches is recorded as the Standazd Penetration Resistance, or "SPT blow count " If a total of 50 blows is struck within any 6- inch interval, the driving is stopped and the blow count is recorded as 50 blows for the actual i penetration distance. The resulting Standard Penetration Resistance values indicate the ' relative density of granulaz soils and the relative consistency of cohesive soils. The SPT test results recorded at each sampling interval are presented on the Boring Logs at their respective ' ~ depths. After completing the explorations, the boreholes were left open for 24 hours in order to obtain the required water levels per the Geotechnical Investigation Specifzcations and Report Requirements. Test Pits: A total of 13 test pits (designated as TP-1 through TP-13) were excavated using a track-mounted hoe under subcontract to ZZA on November 11, 2004. The test pits were ' ' completed in those areas of the site that would cause minimal disturbance to the existing property owners. Six (6) test pits (designated as TP-1, TP-2, and TP-11 through TP-13) were excavated at the northwest comer of the site. The remaining seven (7) test pits (designated as ' TP-4 through TP-10) were excavated in the southeast quadrant of the site. These test pit excavations permitted a detailed evaluation of the chazacter of the shallow subsurface soils underlying the site. Test Pits also aze also more representative indicators of true neaz-surface ' chazacter than soil exploration drilling since they allow a continuous visual observation of all soil layers encountered. ' Afield engineer from our firm continuously observed the test pits, logged the subsurface conditions, and collected representative soil samples. In-situ strength and quality attributes of ' materials encountered were estimated by our field observer based on experience with similaz soils and the difficulty incurred during excavation. Relative density estimates aze presented pazenthetically on the test pit logs since the densities aze not based on the actual SPT blow ' counts. Representative samples of the soils encountered in the test pits were retrieved, classified in the field and transported to our laboratory for visual examination and testing, as deemed necessary. The test pit was backfilled with excavated material once the logging was ' completed. Infiltration Test Pits: Per the requirements of Thurston County, three (3) infiltration tests 1 were completed per infiltration facility. The infiltration tests were completed using track-hoe ' excavated test pits on November 23, 2004. A fourth test pit would also be excavated at a t_loou !1105(15 dnr depth of three (3) feet the below bottom elevation of each infiltration facility. The purpose of this test pit was to evaluate the soil characteristics below the infiltration test depths to provide the opportunity to assess the receptor soils for their ability to infiltrate water and determine if there are any barriers to the vertical infiltration of stormwater. The infiltration tests were completed at depths varying from 5.5 to 8.0 below existing grade. t ~ The tests were completed using in general accordance with the EPA Falling Head ~ Percolation Test procedure, as presented in the EPA Onsite Wastewater Treatment and ~ Disposal Systems Manual, 1980. The test consists of installing 6-inch diameter standpipes at the base of the test pit that has been lined with two inches of'h- to '/<- inch washed rock. The 1 ~ standpipe is filled with water and the level maintained for four hours to overnight to allow adequate soaking of the underlying soil. Due to the presence of gravelly and cobbly soils underlying the project site, the soaking period was waived. The infiltration test was ' ~ conducted by measuring the drawdown of water within the standpipe at 1116-inch intervals ' ~ within a 30 minute period. The test is continued until two successive water level drops do not vary more than 1 /16-inch within a 90 minute period. 1 ' i BORING Lots The enclosed boring logs describe the vertical sequence of soils and materials encountered in each boring, based primarily upon our field classifications and supported by our subsequent laboratory ' ~ examination and testing. Where a soil contact was observed to be gradational, our logs indicate the average contact depth. Where a soil type changed between sample intervals, we inferred the contact depth. Our logs also graphically indicate the blow count, sample type, sample number, and ' approximate depth of each soil sample obtained from the boring, as well as any laboratory tests performed on these soil samples. If any groundwater was encountered in a borehole, the approximate groundwater depth, and date of observation, is depicted on the log. Groundwater ' ~ depth esfimates aze typically based on the moisture content of soil samples, the wetted portion of the drilling rods, the water level measured in the borehole after the auger has been extracted, or through the use of an observation well. ' ~ The boring logs presented in this appendix aze based upon the drilling acflon, observation of the samples secured, laboratory test results, and field logs. The various types of soils aze indicated as ' ~ well as the depth where the soils or chazacteristics of the soils changed. It should be noted that these changes may have been gradual, and if the changes occurred between sample intervals, they were inferred. it 1 1~ 1' 1 ~ _.___ _.____ . 1~ ' PROJECT: Yelm Retail JOB NO.: J-1998 BORING: 8-1 PAGE 1 OF ~ Location: Yelm, Washington Approximate Elevation: soil Description Penetration ReslstanceQ ; to x ad a~ e d ~ e ' I ~ ~ ~ ~ ~ a 3 Standard Blows per foot Other ~ m p W N Z ~ 0 10 20 30 40 Z ~ ' 0 Surface grass over TOPSOIL (2 Inches) ; : " ~ ~ • _- ....•... ~... r-...-..•... ..i-......•... 4 S-1 ; ~ 1 Medium dense, moist, brown, sandy GRAVEL, wiU _- - _- ;---;---$~-i-~-I-~•}---:--• some silt. 5 Dense, moist, brown, sandy GRAVEL, with some silt. 4 S-2 ; _ ....... s... ,..............• 1 S-3 ; : : ; ; :. :...: ...: ...: '. e...•... ~... ~...r...•... - 32 Dense, moist, brown~gray, sandy GRAVEL, with some 1 sill .. .. .•...; ; -gravel in fip. 10 .....-. .....:...:...L..:......~...~... S-4 39 t I Bodng temilnated at 11.5 feet on 10/28104. ,_ - No groundwater encountered at tlme of ddlling. ' ~ Caving to approxlmatey -5 feet ___~_ - --- - I ---- ' 20 - -- ---- - . ' 25 Explanation ' ' ~ Monitorin0 Well Kev Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand Plastic Llmlt Natural Llquld Limit ' I ~ 3inch I.D Shelby tube sample ® Bentonite Testing Kev ' ® No Recovery ~ GrouUConcrete GSA =Grain Size Analysis 200W = 200 Wash Analysis ' ~ Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATD or date of measurement Consol. = Consolidation Test J ^ Blank Casing ' 7_looer Zeman Associates Inc. BORING LOG Figure A-1 Geotechnical and Environmental Comuldng Date Drilled: 10/28/2004 Logged By: CRT '~ PROJECT: Yelm Retail ' Location: Yelm, Washington Soil Descr[ption c r] 0 \Ddveway -sand and 92ve1 1 Medium dense, moist dark brown, silty, sandy GRAVEL. -gravel In tip. 5 - ---------------------°----------------------_-. Densa, mois4 brownyray, sandy GRAVEL, with some silt. Medium dense, moist, brown ray, sandy GRAVEL some sill 10 Bodng terminated et 11.5 feet on 10127100.. No growWwaler encountered al time of drilling. Caving to approximately -7.5 fee[ 15 20 JOB NO.: J-1998 BORING: B-2 PAGE 1 OF t Approximate Elevation: Penetration Resistance w m S c _m ~ a ~ ~ ~ ~ ~ ~ c ~ ~ ~ ~ 0 3 S tandard Blows per foot Othar ~ y N N Z ~ 0 10 20 30 40 5 Z ~ S-1 ~ 26 ~' ~ ~ S-2 S-3 ~; 13 , S1l t9 25 Explanation - Monitoring Well Kev Moisture Content I 2-inch O.D, split spoon sample ^ Clean Sand Plastic Limit Natural Llquld Limll 3-inch I.D Shelby tube sample ® Bentonite Testinc Kev ® No Recovery ~ Grout/Concrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits Aro or date of measurement Consol. = Consolidation Test ^ Blank Casing oer Zeman As6oclates lnc - Zj BORING LOG Figore A-2 . p .AL Geotechnical and Environmental Comuldng Date Drilled: 10127/2004 Logged By: CRT PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-3 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: Soil Description ~ Penetration Resistance ~ ~ ar ad a, as s ~`u ~ 0 a ~ E a°. E E o ~ S tandard Blows per foot Other ~ y ~ m H N W o N 2 ~ ~ 0 10 20 30 40 5 Z F, G c„rtx> nmce over 70PS0{L. 4lnches. Dense, moist, brown, silty, sandy GRAVEL. _______ __-_-- S 1 : ~ : - 42 -very cobbly dnlling. Dense, moist, brown, sandy GRAVEL, with some sill ~ - S-2 ; .... ~ ... ..............:............. .. -very cobbly dnlling. r ...; ...~... - -cobby-gravelly tldlling. : : 10 ----°------------------------------------------- Dense, mrolst, brown, sliry sandy GRAVEL. S-0 . ° 4 Bonn9 terminated of 11.5 feeton l0/12104. __-_-__ ,....•.-_~.--;---;---'-.-;---;-•- - - No groundwater encountered at time of dnlling. 15 '--'- - 20 '--- - - 25 Explanation - Mon itoring Well Kev Moisture Content I 2-inch O.D. split spoon sample ~ Clean Sand Plastic Limit Natural Liqula Limit 3-inch I.D Shelby tube sample ® eentonite Testing Kev ® No Recovery ~ Grout/Concrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATD or date of measurement Consol. = Consolidation Test ^ Blank Casing 7in~ar Zeman Associates. Inc. BORING LOG Figure A-3 J_ Geotechnical and Environmental Consuldng Date Drilled: 1011212004 Logged By: CRT PROJECT: Yelm Retail JOB NO.: J-1998 BORING: 0-4 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: Soil Description m m ,, v Penetration Resistance ~ a ~ a m an ~" ~ ~ ~ 1n $o ~ F a ~ o ~ Standard Blows per foot Other j F O N y Z ~ 0 10 20 30 40 5 Z 0 Suriaca grass over TOPSOIL, 3lnches , S-t , d9 Dense, moist, brown, silty, sandy GRAVEL. - -gravelly/cobbly drilling. ~- - 5 _ ___ ____________________________________________ ...._-. _.......... - Very dense, moist, broom-gray, sandy GRAVEL, with S 2 52 some sill -very cobbly dolling. 30 ___________________________________________________ S_3 ~ Dense, moist, brown-gray, sandy GRAVEL, with some - silt. - -- - - - - _ 10 43 ~- S~ ........ eoong terminated at 11.5 feet on 10127/04. __-- •..._}-.{---{...c-------=-------= No groundwater encountered at gme of drilling. Refusal at 6.0 and 8.5 feet, Auger moved twice. _ __ ;,-.~ .. :...:...:...:... :...: ...: .. ..~ CaWng to approximately 6 feet 15 ---- - -- --- 25 Explanation _ Monitoring Well Kev Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand Plastic Llmlt Natural Liqultl Lima 3-inch I.D Shelby tube sample ® 8entonite I Testing Kev ® No Recovery ~ GrouUConcrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATO or date of measurement Consol. = Consolidation Test ^ Blank Casing 7lnner Zeman Associates Inc BORING LOG Figure A-4 Geotechnlcal and Environmental Comuldng Date Drilled: 10N21200b Logged By: CRT PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-5 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: { n p Soil DescMptlon u a~' E a. nsF y m ~ as E E to ~ W Z a ~« o A S ~~ ~ 0 Penetration ResistanceQ ~ tandard Blows per foot Other 10 20 30 40 5 a~ ~ Z c a m H - 0 Surface grass over TOPSOIL, 4 inches. __-- : ........:... r...v _..•...:.._r_..v...•...: Dense, moist, dark brawn, silty, gravelly SAND. S 1 ~ - - 45 __~- - 5 ---------------- ----- Medium dense, moist, brown, sandy GRAVEL, with some silt. - - S 2 '-------'---'-•~. ~ ; ~ ; ~ • 2 -poor recovery, gravel in tip. : ___________________________________________________ Dense, mois4 brown, sandy GRAVEL, with some silt. S-3 - - 36 10 S-4 - _ ..~. ~.._ ...:...:....... 1 Bodng terminated al ts.5 feet on l0/12/04. __ ~---------------'-•-;---=---=---;-- No groundwater encountered at time of ddlling. 15 .......:........ .......~_. - - 20 -'---- - - - - - - 25 Explanation _ Monitoring Well Kev Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand Plastic Limit Natural Liqultl Limit 3-inch I.D Shelby tube sample ® Bentonite Testinc Kev ® No Recovery ~ GrouVConcrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATO or date of measurement Consol. = Consolidation Test ^ Blank Casing 7inner Zeman Associates Inc. BORING LOG Figure A-5 Geotechnical and Environmental Consulting Date Drilled: 1 011 212 0 04 logged By: CRT 1 PROJECT: Yelm Retail J08 NO.: J-7998 BORING: B-6 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: Soil Description Penetration Resistance ~ = ~ v Q ~ ; c A { n Eaa. ~ F EE ~ ~ 'o~ ~ 3 S tandard 81ows per foot Other > y ' ^ o N 712 ~ 0 10 20 30 40 5 = l ' 0 u ace grass over nc es ~ ',Dark brown/black, silty, sandy GRAVEL. ~ --;_,-~,,;,,,;, ,,;,,,„ ~ ~ Dense, moist, brown-gray, silty ,sandy GRAVEL. } - -. } .. ;... { ... ; ...:. -. .. { - - •'r ...;- -. -cobbty ddlling. ~ _ ___________________ , , . .. ..• Dense, moist, brawn-gray, sandy GRAVEL. S 2 . • 4 , , , g.3 : ~ : r• •~• •r -f •~ •r 1 38 _~^ , , , , , , .... 10 Metlium dense to dense, moist, brown-gray sandy S~ r ~ • GRAVEL. --_-. .-__ ....... s... ~..-....... ~-.. r..... Boring terminated at 11.5 feet on 10127104. _-_-~_ }.-.•-.. {...;-..~..-}.. {... ~-.- No gmundweter encountered al time of ddlling. , , Caving to approximately -fi feet ---_...- , ....r...,... ,...r...~.. ~ ...............~ , , - ;. .;-..i. .;. 20 - , . ~~-_ 4...• i...3 ..1. ~. - ..~ i.. ~..-i 25 Explanation Monitoring Weli Kev Moisture Content I 2-inch O.D. split spoon sample ~ Clean Sand Plasdc limit Natural Liquid Limit 3-inch I.D Shelby tube sample ® Bentonite Testin e ® No Rewvery ~ GroWConcrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ArD or date of measurement Consol. = Consolidation Test ^ Blank Casing ~s 7lpoer Zeman Associate;, Inc. ~ BORING LOG Figure A-6 Geotechnical and Environmental Coruuldng %~ Date Drilled: 10127104 Logged 8y: CRT PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-7 PAGE 7 OF ~ Location: Yelm, Washington Approximate Elevation: o Soil Description ~ °~ c, E D. m f N u ~ a a ~ E ~ N 2 v ~ ` m V' Penetration Resistance ~ ~ Sundard Blows per fcot Other 0 10 20 30 40 ~ ° j 2 ~ a m ~ 0 Surface grass over topsoil, 3 inches. '~, Dark browNblack silty sandy GRAVEL to silty ; ~ ___________ - - - -- - - =- - - ----:...:...:.. . ............. '•,~rav_elly SAND____________________________~ Medium dense, moist, brown, sandy GRAVEL with S-1 ~; 18 some silt. ~- 5 v V - ____ _._._ s-z ~-~-~--~---~--4...~..i..-:--- - .... ~ ..:...:...:...:.. :...:...:...:. . 1s eN. - oce reco ___________________________________________________ g~ ' r 29 Medium dense, damp, brownyray, sandy GRAVEL, with some silt. : 10 ___________________________________________________ Dense, damp, brownyray, sandy GRAVEL, with some silt _ S~ ~ _ ~ . _ _ __ __ ___ _ _ 6 Bodng terminated at 11.5 feel on l0/27I04. ~__- ;-.-,--. ~---;.._i...;_.. ~...:-.. - Nogroundwater encountered at Vme of drilling. Caving to approximately -6 feet. ~ ~ ~ ~ .. ; ...;... ;. _ . ~ _ .. ; ... 20 ------ - - - - - 25 Explanation _ Monitorino Well Kev Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand Plastic Limit Natural Llquld Limit 3-inch I.D Shelby tube sample ® Bentonite Testino Kev ® No Recovery ~ Grout/Concrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits Aro or date of measurement Consol. = Consolidation Test ^ Blank Casing ~,~ ZIDDer Zeman Associates Inc. BORING LOG Figure A-7 i Geotechnical and Envlronmenwl Consulting Date Drilled: 10127/2004 Logged By: CRT PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-8 PAGE t OF t Location: Yelm, Washington Approximate Elevation: o. G Soil Description ~ A F N m A~ v7 Z ,~ ~ m ~ ~ Penetration Resistance Standard Blows par foot Other 0 10 20 30 40 ~ j Z ~ y ~ 0 Surface grass over topsoil, -3 inches. ••, Dark brown, silty gravelly SAND to sandy ;~ ~__._____ ........... ....~.. :... ; ...:.......:... ________ .. .. Dense, moist brown, sandy GRAVEL, with some sgt. _________ S t : ` ~-...~... ~ ...:...: .. :... :... :...: .. ~_..; 39 ~_ 5 GRAVEL with b own sand M di d i t --- - S-2 :..............: .... ~;... ;.._. _..;_... '--""'-"''-''"'"-""'-"1 "- , y e um ense, mo s , r some silt and broken gravels. ______ ____ _____ __ ` ` ~ ' ~' ' ~ ~ ` ' ` ' 47 Dense, damp, brown-gmy, sandy GRAVEL with some sill. _~ .. ..... 10 - - S-4 ..~;.. ... _-.. _ ...:...:...:... 3 Boring terminated at 71.5 feet on 10127104. ~ ~ ~ ... •... {... ; .. . No groundwater encountered at gme of drilling. Cavfng to approximately -4 feet 20 ---- - - 25 Explanation Monitoring Well Kev Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand Plaatle Limit Natural Liquid Llmlt 3-inch I.D Shelby tube sample ® Bentonite Testing Kev ® No Recovery ~ GrouUConcrele GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterbarg Limits ATD or date of measurement Consol. = Consolidation Test ^ Blank Casing f~ Ziooer Zeman Associates. Inc. BORING LOG Figure A-8 u~ Geocechnical and Environmenral Consuldng Date Drilled: 7012712004 Logged By: CRT PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-9 PAGE 1 OF ~ Location: Yelm, Washington Approximate Elevation: Soil Description Penetration Resistance m a, ~ ~ v Q ; c $a E a°. m f E E A ~ o a Sta artl Blows per toot Other ~ y 0 N N 2 ~ 0 10 20 30 40 5 Z ~ 0 • , Sudace Brass over TOPSOIL, 2 inches ~- •• Dense, moist brown, sandy GRAVEL, wllh some slit. 51 ~ ~ _~-_ Very dense, damp, brown, sandy GRAVEL, with g.2 , , 5016" some silt. _..__ .._ . ....:... .......... ........ _ ........,.... _ _ ..•_.. ~... ~_. ..~ .. ~... (... s.. ~_.. S-3 : ~~ , Dense, damp, brown-gray, sandy GRAVEL, with some _ , ' sill - __ ..... ...... ...._..... 10 S-0 , , , sandier ddllin t d ---•'--- • .. e...:... ..:.. " • •~- ~ ~ - • ~ - • • •, • • ' . g , ea y -s . , Metllum dense, moist, brown, sandy GRAVEL with S-5 : , some silt -~ __ ....•...:.._.... ~.. _,...:... r......:...: . -cobbles/boultler7 , Very dense, moist, brown, sandy GRAVEL with some _________ ...._. :...:.. ~ ...: . . .:...:..:...:...:.. silt. (More crobbly, boultlery). = g.fi 5012" Bodng lenninaled a119.e feet on 10/20!04. ' ' ' ' ' ' No groundwater encountered at lime of ddlling. _______~. +•-- -•• •••'--•s ••• ~-- ••• --- ••• ---i Caving to approximately -4 feet . 25 Explanation Monitoring Well Kev Moisture Content I 2-inch O.D. split spoon sample ~ Clean Sand Plasdc Limit Natural Liquid Limit 3-inch I.D Shelby tube sample ® Benlonile Testing Kev ® No Recovery ~ GrouVConcrate GSA =Grain S¢e Analysis 200W = 200 Wash Analysis Groundwater Ievei at time of drilling ® Screened Casing Att. = Atterberg Limits ATD or date of measurement Consul. = Consolidation Test ^ Blank Casing ~s 7jgoer Zeman Associates, Inc• ~ BORING LOG Figure A•9 % 10120/04 ll d : CRT ed B L Gegtechnlcal and Environmental Comuldng e : Date Dri y ogg PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-10 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: Soil Description ~ m ,, c Penetration Resistance a~ ~ x a n as ~ « ~ ~ ~ a $ E 7. ~ E E o ~ 3 Standard Blows per foot Other ~ 'g o N y 2 C0 0 t0 20 30 40 Z ~ S-1 : ~ ; 27 Mediumdense, moist, brown, silty, sandy GROVEL. ___ .....~.. ;... e...; ...}--;--.;-.-~ 5 -- -_ ~ :...:...: ...:... : ................... S-2 2 Medium dense, moist, brawn, sandy GRAVEL, with ~ ....~ ...•.............. ;..... - -... -~- some silt. ....__. _- S3 S: 23 - 1 - .. - S-4 26 -sandier zones. 15 ------------------------------------°---------- Mediumdense, moist, brown, sandy GROVEL, with - - ~ S-5 _ .... ~. ...k. '---`--'---' -- ; 6 ilt _ -- •.-.-• ...:.......:...•... ~... - - some s . -boulder -very slow drilling -add wafer. -rock chip cuttings-cluster boulders/cobbles -_____-- ;---}--{---{---;--.;---4--i~~-F--- Very dense, damp brown-gray GRAVEL/COBBLE = SE 50/2" fragments. (mace recovery-rock goor-gravel ______.__ ' .. -.... _...... _........ ................. fra9meMs, some si14) 20 Bodn9 terminated at 16.2 feet on 10/19/04 due to ------~--- ~~-~~~-~---~~--~--~4-~~--~;---~~-~ refusal. _ _ _'_ _ _ _' ~ - - ~ ~~~ No groundwater encountered at lime of ddlling. --~-- ~--~--~ ------~-----~~- ' Caving to approximately-13 feet. 25 Explanation ._ Monitoring Well Kev Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand Pfaetic Limit Natural LiQUId Limit 3-inch I.D Shelby tube sample ® Bentonite Testing Kev ® No Recovery ~ Grouf/Concrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATO or date of measurement Consol. = Consolidation Test ^ Blank Casing Ziuoer Zeman Associates Inc BORING LOG Figure A-10 Georechnlcal and Environmental Consuldng Date Drilled: 1011812004 Logged By: CRT PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-11 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: Soil Description ~ Penetration Resistance m~ a m ~ as c « ~ 0 ; c - s A F ~ ~ ~ $ ~ Standard Blows per foot Other j y G N N Z ~~ Z ~ 0 10 20 30 40 5 0 '-, Surface grass over TOPSOIL, (2 inches). _'_-- Dense, moist, brown, sandy GRAVEL, with some silt. S-1 ~ _ _ _ _ _ 49 _~___ - ' s-2 -- : 29 S~ • ___________________________________________________ Medium dense to dense, moist, brown, sandy GRAVEL, with some silt. ' 10 -Dace recovery. ____________________________________________________ Dense to very dense, moist,brown, sandy GRAVEL, -_ S-4 ~ ~ ~------------------------------- - - 50 with some silt. -Nate recovery. wobbly/bouldery drilling -rock chip cuttings. Loose to medium dense, moist, brown, sandy GRAVEL, with some sill -- S-5 : t t -trace recovery. Very dense, wet, gray, sandy GRAVEL, with some silt. S-5 5g/g^ Silber brown ra tl . Boring tennlnated a121.0 feet on 10125/04, Wet at hottom-left opeh ovemighl ------- :---}-- :---:--:---~-- :---+---: ~--:~-- Groundwater enwuntered at 19.5 feet on 10/26/04. 25 Explanation Monitoring Well Kev Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand Plastic Llmlt Natural Liquid Limll I IT -- &inch I.D Shelby tube sample ® Bentonite Testing Kev ® No Recovery ~ Grout/Concrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level al time of drilling ® Screened Casing Att. = Atterberg Limits ArD or date of measurement Consol. = Consolidation Test ^ Blank Casing ~~` Z.tooer Zeman Associates. Inc. BORING LOG Figure A-11 CRT .,lam Geotechnical and Environmental Consuldng Date Drilled: 1012512004 Logged By: PROJECT: Yelm Retail JOB NO.: J-1998 BORING: 8-12 PAGE 7 OF 7 Location: Yelm, Washington Approximate Elevation: Soil Description ~ Penetration Resistance ~ ~ ~ ~ o. y m a s v ~ ad` 0 ~ ° a $ E >, E E o m Standard Blows per toot Other ~ ~ ~ N~ N 2 C~ 3 0 10 20 30 40 5 Z ~ 0 ~ Surface grass aver TOPSOIL, (3 Inches). ~ ~ ~ •~ • , S-1 : 0 : ~ , 32 Dense, moist, brown, gravelly SAND to sandy .. __.._ }...~ .i...r.. _~ ...~ .. i...r_..~ . • ..:.. GRAVEL, with some sdt. Dense, moist brown-gray, sandy GRAVEL, with some g-2 47 silt. _ ___ ._.. , , , , i • .. J...i...4..:... J... L. ~ , • • , __________________________________________________ _ Medium dense, moist, brown-grey, sandy GRAVEL _ _ __._ S.3 __ ' .i...J. _.; .~. _.r_..;. ; . _ _r ...~.. ;.. 2 with some silt and broken gravels. ~ ; , S~ , .... 4...t.. J... 1.._4...4..:...1... i.. _t Dense, moist brown-gray, sandy GRAVEL, with some silt. __. _____________________________ __ --gravel in tip. --------------------------------------- - , , , , L...............................~: -- 15 ~---------- -bouldary/cobbly drill action-slow advance ---- --__ 35 , ;,,,~.•:,••~.......~ .. .._J...L...•...: 3 -less cobbly. ~~___ , , J...; _..~.._~... r...; ...~...i__. r. _.; _..• Very dense, moist, brown, sandy GRAVEL with some .. - S 6 .... _ ~ : 50/6" silt. ~ Boring terminated a[ 21.5 feet on 10/26!04. ~ No groundwater encountered at gme of drilling. ~ ~ ~ ~ ' Caving to approximately-1J feet. 25 Explanation _ Monitoring Well Kev Moisture Content 2•inch O.D. split spoon sample ^ Clean Sand Plesac Limit Natural Liquid Limit 3-inch LD Shelby tube sample ® 8entonite ~~ Testing Kev ® No Rewvery ~ Grout/Concrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at lime of drilling ® Screened Casing Atl. = Atlerberg Limits ATD or dale of measurement Consol. = Consolidation Test ^ Blank Casing ~~ 7ionPr Zeman Associates Inc• BORING LOG Figure A•12 ill d 10/ 4 : CRT Lo ed B Geotechnical and Environmental Comulting Date Dr : e 2610 gg y PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-13 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: Soil Description ~ Penetration Resistance ~ ~ ~ ~ v ~ ~ ~ E a°. A F ~ E ~ o ~ ~ 3 Standard Blows per foot Other j ~ N y Z ~ 0 10 20 30 40 5 = ~ 0 ` ,~ ., Surface gross over TOPSOIL. (3 inches). • Medium dense, moist, brown, sandy GRAVEL, with _ S-1 . 29 some silt. -cobbly drilling -rock chips. Dense, moist, brown, sandy GRAVEL, with some silt. ~- S_2 41 ___________________________________________________. with sandy GRAVEL moist hrown Medium dense 5-3 19 , , , , some silt. -cabbly drilling -rock chips. Very dense, moist, brown-gray, sandy GRAVEL, with SA ; 54 soma silt. .__ ___ .......:.... ........... ...... ..... ..... Boring terminated a[ 11.5 feet on 10/27N4. ___-__ ; _ _ _ } - - ~- . - {... ; ... •... {- .. ~ .. _ No groundwater encountered at time of drilling. Caving to approximately -4.5 feet 15 --' 20 ---- 25 Explanation Monitoring Well Kev Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand Plaatlc Limtt Natural Llquld Llmil 3-inch LD Shelby tube sample ® Bentonite I~ Testing Kev ® No Recovery ~ GrouUConcrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATD or date of measurement Consol. = Consolidation Test ^ Blank Casing f ~ Zloner Zeman Associates Int. BORING LOG Figure A-13 ltin d E i ental C G h i l Date Drilled: 1 012712 0 0 4 Logged By: CRT g nv ronm onsu eotec ca an n PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-14 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: Soi! Description Penetration Resistance ~ ~ ~ ~ ~ v Q 0 e r Fi E ~ so H E E m ~ o ~ ? Standard Blows per toot ONer ~ H d D N N Z , ~ 0 70 20 30 40 5 Z F 0 ` . Surface grass over TOPSOIL (3 Inches). ' . Medium dense, moist, brown, gravelly SAND to sandy _ S-1 , ~, -;...) . -.;.. 13 GRAVEL, with some silt. ~ -. .. --------------------------------- - , , : ' - - ......- -... - . , - ...~ 5 ----------------- Medium dense, moist, brown, sandy GRAVEL, with S-2 , . 27 some silt. ----- .__.-- ..................... _-.....--...--~-.. -easier drilling (less cobbles boulders) _--.___. _.-.~... ~... e... ~...~-.. ~ --+...~-..;... S-3 : ~ : 25 _~_ 10 ___________________________________________________ Very dense, moist, brown-gray, sandy GRAVEL, with ~ ~ S-4 :...:-- :...:-..:-.-:..:-..:..-:...:_. : : ; ~ 5015" same sill. _ .-: .......:...........~..:..-.....-.. Sodng terminated at 17.0 feet on 70127/04. ' • No groundwater encountered atUme of drilling. -------- r •-- --- i•--;•••.•-•+••-i-••:••- ••:•-• Caving to approximateh/ - e feet T___ + 15 ----- , , , ~ , , 20 '-- '' 25 Explanation Monitorinc Well Kev Moisture Content 2-inch O.D. split spoon sample ~ Clean Sand Plasdc Llmll Natural Llquld Llmlf 3-inch I.D Shelby tube sample ® Bentonite Testing Kev ® No Recovery ~ GrouUConcrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater Ievei at time of drilling ® Screened Casing Att. = Atterberg Limits ATO or data of measurement Consol. = Consolidation Test ^ Blank Casing e 7100 r 7emag n Associates Inc• BORING LOG Figure A-14 ~ Geotechnlwl and Environmental Consulting Date Drilled: 10127/04 Logged By: CRT PROJECT: Yelm Retail JOB NO.: J-1998 80RING: B-15 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: x ~ Soii Description a~ ~ f y ~ as ~ ~ N Z ~Y o m ~~ Penetretlon Resistance ~ Q Standard Blows per foot Other 0 10 20 30 40 5 ,~ ~ j Z e y ~ 0 2 inches '., Surface grass over TOPSOIL, ( ). ~• . Medium dense, moist, brown, silty, sandy GRAVEL _, S-i ; ; ~ ; ~ .. ....; .. ;... ~...r...r.. ~.._~...; .... ~ Very dense, moist, brown, sandy GRAVEL, with some silt. _. _ g_2 :...... ......... ............. _........ 5014" S-3 ; 56 ___________________________________________________ Dense, moist brown-gray, sandy GRAVEL, with some SA ' 30 sgt. ~obblylbouldery 15 _________________ _ _ Dense, moist, brownymy, sandy GRAVEL, with some slit _ _ _ - -_ S5 ~ _ ... _; . _ _; ... :...• ...:...: ...: ...•...:. _. ;... 31 . -cobbly/gravellY dnlling. -___ :...:...:...:...~.. _; ...,...;...;.. _;...: 20 ___________________________________________________ Very dense, moist, brown ray, sandy GRAVEL with some silt _ SE ,.. _.__.:.......:... _ : ' 50/6" eodrg temdnated at 21.0 feet on 10/21/04. -_""- _ _ _ _ ' "- -` - "~ ~ -' -"' "' "` ~ -' ~ ~ -' ~ ' ~ ~ ` ~ ' No groundwater enwuntered at gme of drilling. Caving to approximately -9 feet 25 Explanation _ Monitoring Well Kev Moisture Content I 2-inch O.D. split spoon sample ~ Cfean Sand Plastic Limit Natural LiquiddI Llmlt ~ f 3-inch LD Shelby tube sample ® Bentonite ~ e tin Ke ® No Recovery ~ GrouUConcrele GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATD or date of measurement Consol. = Consolidation Test ^ Blank Casing ~~ ZiDDer Zeman ASSOCIates. InC. BORING LOG Figure A-15 Geotechnlcal and Environmental Consuldng Date Drilled: 1012112004 Logged By: CRT i PROJECT: Yelm Retail JOB NO.: J-1998 BORING: 8-16 PAGE 1 OF ~ Location: Yelm, Washington Approximate Elevation: Soil Description Penetration Resistance m ~ d N y 9 r, Q 7 C $ E r E E o 3 S t and Blows per foot other ~ O N~ N 2 ~ 0 10 20 30 40 5 Z 0 No recovery -grab sample cuaings. sandy GRAVEL silt moist brown Dense S-1 ; ; ~' - +"' i "'~ -' - -' - ~ - - - r - - -~ ~ -' 29 , , y, , Very dense, moist, brovm~my, sandy GRAVEL, with -- 5 some silt. -very cobbly ddlling. ~ S-2 5014" -Refusal atop cobbles at T 10/12/04, Redrilled - - , 10/19/04. , _-. 5.3 ; ; ~ ; ; ~ ; ; ; Medium dense, damp, brown-gray, sandy GRAVEL, ' , with same silt. , , ----------------------------------------------- g-4 , ; : s ; . : : : : Dense,damp,brown-gmy, sandy GRAVEL. with some - __ ....---...: .. ... ... ... ... .. ... silt . S-5 ~- -~. -r..-~. 31 J. .;-. -~...i- ~-.. i. Very dense, moist, brown, silty, santly GRAVEL S_g ; ; ; 50/6" _ .I. Bodng tertnlnated at 21.5 feet on 10120/04. _~-- ;,,-~--;---~---; ...~ .. ....:...... ~--~ No groundwater enwunlered at Ome of drilling. , , Caving to approximately-10 feet ~ ~ ' 25 Explanation Monitoring Weil Kev MOiSture Content I 2-inch O.D. split spoon sample ~ Clean Sand Plasdc Llmlt Nawral Llquld Llmll 3-inch I.D Shelby tube sample ® Benlonite Testing Kev ® No Recovery ~ GrouUConcrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterbarg Limits ATD or dale of measurement Consol. = Consolidation Test ^ Blank Casing ~y~~ 7t~DPr 7eman Assoclate~ Inc. BORING LOG Figure A-16 vironmental Consulting d E h k l G Data Drilled: 10/72104 Logged By: CRT an n eotec n a PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-17 PAGE 7 OF ~ Location: Yelm, Washington Approximate Elevation: Soil Description ,, d 9 Penetration Resistance ~ m Ol d .• ~ - Q C o ~ ~ ~ ~ ° P ' 3 Standard Blows per root Other ~° y . D N N `j t7 0 10 20 30 40 5 = ~ 0 , Grass over 2-3 Inches of Icose to medium dense, , dark brawn, silty SAND, with somethin ! moist _..~__.... ••••.-•..••••-•-••••••-•-•••-•-•--•~••- , , , roots (TOPSOIL). . ' , with trace silt. brown 9ravelty SAND moist Dense S-t : ~ ; ~ 37 , , , , • ~ • - • • • ~ . 30 Dense, moist, brown, gravelly SAND, with some sill. S•2 : : : : : : : : , , ________ ________________________________________ _ _ S-3 ~ ; ; ; , wt Very dense, moist, brown, sandy GRAVEL, ' h some silt. - , , ; Dense, moist, brown, sandy GRAVEL, with some silt. I - S-0 , Dense to very dense, moist, brown, sandy GRAVEL S-5 • 50 with some silt ___ _..__ ...: .-..~..:_-_i.-_....~ ..:........... . -gravel in OP. __._-___ e._.;-_. ;..-~...~.--~.. i__. ;. _-i...;_-.: -cobbly drilling -rock chip cuttings. Very dense, moist, brown, sandy GRAVEL, with some g-8 , , . ; 50/8" Silt , Boring terminated at 21.5 feet on l0/2V04. -_-_-.-- , 'r---:•-:---;--•: ---: --:•--;--•: ---:-••+ No groundwater encountered at lime of drilling. , Caving to approximately-15 feet _____..__ .--•: • .:...:...:...:•-~.--:...: _. :..: 25 Explanation Monitoring Well Kev Moisture Content _ I 2-inch O.D. split spoon sample ^ Clean Sand Plastic Limit Natural Llquld Limit 3-inch LD Shelby tube sample ® Bentonite Testing Kev ® No Recovery ~ Grout/Concrele GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at Ome of drilling ® Screened Casing Att. = Attarberg Limits ^TD or date of measurement Consol. = Consolidation Test ^ Blank Casing TI,~nner Zeman ASSOdates inc. BORING LOG Figure A-17 d Environmental Corauldng l a h l G Date Drilled: 10122104 Logged By: CRT ca n eotec n PROJECT: Yelm Retail JOB NO ; J-1998 BORING: 8-18 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: Soil Description a, u ~ 9 Penetration Resistance ~ m at ~ 0 ~ ~ iVc E a°. E E o 3 standard Blows per root other ; A t- rv o a rn rn z O a f o zo 3o ao s z 0 Sudace grass overTOPS0IL (-3lnches) , , Medium dense, black-dark brown, silty sandy : GRAVEL, with some organics (grab sample). --•--- •-••`••=---,•••`..'4""",."~"'~-"' S-1 ~ _TT_____ I. .~....,...3 .r...~.. '... ~... r...' Dense, mold, brown, sandy GRAVEL, with some silt. -cobbly drilling 5 - :..:......:...t..-....-.. S 2 . *... 40 '~_ . , S-3 ~ ; ~: 36 _ .s- .(. .r. .~. .~. _.~ tG ~- s~ :k- az 41 S-5 ~ ~ ; , , , , -cobbtyPoOUldery ddling slow-rock chips. ---•---- """""""""""'"--'-'---••-`--" , , Very dense, moist, brown, sandy GRAVEL, with some ; ~~- 20 silt. •` • '~ " 5-8 50/6" Bodng lenninaled at 21.5 feel on 70/26/04. -•------ r---~--+•--+---r-^•^ ~•"""~"v"~ No groundwater encountered at time of ddlling. Caving to approximately •e feet. _._.-_.. :--~-•:••-:•--:----••--•-~---~•- %••- 25 Explanation Monitoring Well Kev Moisture Content I 2-inch O.D. split spoon sample ~ Clean Sand Plaslle Limit Natural Liquid Limil 3-inch I.D Shelby tube sample ® Bentonite Testinc Kev ® No Recovery ~ Grout/Concrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATD or date of measurement Consol. = Consolidation Test ^ Blank Casing 7lnnrr Zeman As~ociatec Inc BORING LOG Figure A-16 y Geotechnical and Environmental Consuldng Date Drilled: 10126104 Logged By: CRT PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-19 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: Soil Description , Penetration Resistance x d o a , YI a s 9 ~ ~ B 0 0 d ~ • ` . ~ ~ ~ ~ . ~ 'a 3 Stantlard Blows per foot Other m ~ a y 0 N N Z ~ 0 10 20 30 40 5 Z ~ Sudace grass over 3 Inches TOPSOIL. .-.._ i. ... .i_ .r-- s-, ;s Medium dense, moist, brown, gravelly SAND to sandy GRAVEL, with some slit. 5 -brown sandier cuttings. ~ . : : : ~ ~~ S.2 ~ 18 -rock chip cuttings. ..._______ }.-.•__. ~... :--. i...~...;... ~._-....~ ._ Dense, molsL brown-gray, sandy GRAVEL, vdlh same ____ S-3 : : : ~ , , , , 49 10 -gray-sillier cutgngs. ttrace recovery) -T_. S-0 . ' -;. ~~• 42 5 feet on l0/27/04. Boring terminated at 11 ---- c---;-•••••5--•F •••:•--i•••s'•--r•• . No groundwater encountered at lime of ddlling. , ~ ~ ~ ~ • Caving to apporximalely-7 feet. 15 --.__ , , , 20 25 Explanation Monitoring Well Kev Moisture Content _ I 2-inch O.D. split spoon sample ~ Clean Sand Plastic Limit Nawral Uquid Limit 3-inch I.D Shelby tube sample ® Bentonite r Testing Kev ® No Recovery ~ GrouVConcrete GSA =Grain Size Analysis 200W = 200 Wash Analysis 0 Groundwater level at Ome of drilling ® Screened Casing Att. = Atterberg Limits ATD or date of measurement Consol. = Consolidation Test ^ Blank Casing Associate 71 Inc Z BORING LOG Figure A•19 ~~ s, • eman nnPr y Geotechnical and Environmental Consuldng Data Drilled: 10/27104 Logged By: CRT PROJECT: Yelm Retail JOB NO.: J-1998 BORING: 8-20 PAGE 1 OF 7 Location: Yelm, Washington Approximate Elevation: ~ ~ Soil Description at ~ a °' ~ F N ~ ~ m a s ~ ~ N 2 e ~ m o ~ 3 Penetretlon Resistance - ~ Standard Blows per fool Other 0 10 20 30 40 ; x ~ Z c tii y ~ 0 Grass over loose SAND with some ihing roots Medium stlff, mold, black, gravelly, sandy SILT vdth i fill S-1 ~ .. . .. . ...... .. .. . ...... .... ... ... 5 cs ( some organ ) ery slff, moist, black, gravelly, sandy SILT, with some _ _ S 2 ~ . . . ~.. ;._ ; ~ _ _ 2 -1- r ~ r ~ • Soft, moist, black, gravelly, sandy SILT, with some organics (fill) ~ $-3 ~: ' 3 10 S-4 ~ ; 3 Boring tennina[ed at 11.5 feet on 10/22104 ____,__ r.. ~... •....,_ .. ~... ~ _ .. ~ ... •- .. ;- - • { - . - No groundwater observed at time of drilling Untlocumented fill encountered full depth of boring. ~ - - -~ . ~ ~ ~ .. ~ _ _ . ; .. 25 Explanation Monitorinc Well Kev Moisture Content 2-inch O.D. split spoon sample 0 Clean Sand I'lastle Limit Nature) Llquld Limit 3-inch LD Shelby tube sample ® Bentonite I~~ -J Testinc Kev ® No Recovery ~ GroutlConcrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg L(mits ATD or date of measurement Consol. = Consolidation Test ^ Blank Casing ~~ ZlDOer Zeman Associates Inc BORING LOG Figure A-20 _'„ y/'~ Geotechnical and Environmental Consulting Date Drilled: 10!22/2004 Logged 8y: EJL PROJECT: Yelm Retail JOB NO.: J-1985 BORING: B-21 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: d Soil Description ~ a a m H N m ~ ar as ~ ~ N 2 a ~ ~ ~ o ; ~ Penetration Resistance . 0 Standard Blows per toot Othw 0 t0 20 30 40 5 "m ~ ~ ~ = ~ e m ~ '______ .~_ .s. .f...f ...t..: .. ... ... :.. . ~ S t . ; : . : 31 Dense, moist, brown, sandy GRAVEL, with some silt. _ ; ...;... {... { - .. ; - . -} - - } ...; • . { ~~ 5 Dense, moist, brown, sandy GRAVEL, with some sill. _ S_2 :... :..:...:...:........~ • • ; - ' 33 --hard tldlling. Hard to blow out cuttings. ..___ ' , S-3 ~ : : ~ • Dense, damp, brown, santly GRAVEL with some silt , : Medium dense, damp, brawn-gray, sandy GRAVEL, ~ 22 with some silt. ._ ~•• -;-•- •? -scattered cobblY/9ravelly ~...;_.. ;_--~.. :-_.{_-_i...;_-.~--. {.._ -•some sandier zones , , , Medium tlense, moist, brown, sandy GRAVEL with ~ S-5 , , 1 some silt ____ _-_ :-..• ...:...........~--:._-,...~. -steady drilling-scatteretl cobbles. _.._._.~ ;...;_.. ~..-;-..: • ..: .. :...:...:...:...: Very dense, damp, brown-gray, sandy GRAVEL, with ~ S-g 50/5" some silt. _. :..-: -.:.._{ .......:... :... e...~-..;..-_ Boring terminated at 21 feet on 10121/04. roundwater encountered et time of drilling No ----- :---.••{---;•--:•••}•-:••-;"'.--' . g Caving to approximately •7 feel 25 Explanation Monitoring Well Kev Moisture Content 2-inch O.D. split spoon sample ^ Clean Sand Plaatic Limit Natural Liquid Limit I r7 3-inch LD Shelby tube sample ® 8entonite Testinc Kev ® No Recovery ~ GrouVConcrete GSA =Grain Size Analysis 200W = 200 Wash Analysis 0 Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATn or date of measurement Consol. = Consolidation Test ^ 81ank Casing 7loner Zeman Associa[e~, Inc• ~ BORING LOG Figure A•21 ~: ~/+~ Geocechnical and Environmental Consulting Date Drilled: 70/21104 Logged By: CRT / PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-22 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: Solt Description Penetration Resistance ~ ~ d e s o ; e ~ F ~ ~ ~ m ; Standard Bfows per foot Orher o N N Z ~ 0 10 20 30 40 5 Z ~ 0 • Medium dense, moist, brown, gravely SAND to sandy __ S.1 : ~ l , - -;- • ~• • - i - - - r ...;... ;... { ... ; ...;.. _ 21 GRAVEL, with some sill. ; • ..;. -scattered cobbles/boulders • Very dense, moist, brown-gray, sandy GRAVEL with g-2 ' some sllt. -'-----' i...•---,... ~---i...~... ~_.. ~--.i.. _--.: --cobbly/bouldery drill action 8.o-7.S feet. 5 3 ________-_ ___ - Dense, moist, brown, silty, sandy GRAVEL. ~ : : ; -cobble/boulder at 8.6 feet • : • • -- - -+• • • • - - -: • • •- • - ~ • • ^ - " • " ° -" Very dense, moist, brown, silt' sandy GRAVEL. 1 S_q ; ~ ; ~ ; 87 -very cobbly drilling. Dense, moist, brown, sandy GRAVEL with same silt. ~ SS 48 -cobbly/bouldery drilling -slow. • • Dense, moist, brown, sandy GRAVEL, with some sill. - S-8 • • 9 Boring terminated at 2t.5 feet on l0/19104. __~____ :••----------------. --:---,-•-r--.---+ No grountlwater encounteretl at ame of drilling. Caving to approximately -15 feel -.-._._____ :...... ....:...:...:.. :...:..........: 25 Explanation Monitoring Well Kev Moisture Content _ mit Natural Llquld Llmit 2-inch O.D. split spoon sample ~ Clean Sand Ptastic r I ~ 3-inch I.D Shelby tube sample ® Bentonite Testing Kev ® No Recovery ~ Grouf/Concrete GSA =Grain Size Analysis 200W = 200 Wash Analysts 0 Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATD or data of measurement Consul. = Consolidation Test ^ Blank Casing ZZA 7tr,nor 7eman Ascociates Int 80RING LOG Figure A-22 d Environmental Cotlsuldn l a ~~~, G h l Date Drilled: 10N2/04 Logged et': CRT g ca n eotec n PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-23 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: ~ Soil Description a a ~ ~ N as ~ ~ N = ~ & Q 3 ~ Penetration Resistance ~ 0 Standard Blows per foot Other 0 10 20 30 40 5 ~ ° ~ Z a y ~ '•._SutLaaasrat~gy~tS9P_SQg.,-----------------~ ~ . Loose, moist, dark brown, silty, gravelly SAND, with S-1 ~ ~ _ r 8 some organics (probable fill). __. 1~ 5 ___________________________________________wl~____ Medium dense, moist, brown, sandy GRAVEL, some silt. TT-{{ ._ _ S-2 , • ~--; 2t 1 , , S3 , 10 ~~~ s-0 ~~•• -~ is -cobbty drilling ---•- - Very dense, moist, brown, sandy GRAVEL wiN some sill - - S-5 , ; ; t. .e.._~... -~. .i- 53 -cobbly/bouldery drilling-rock chip cuttings. ________-__ ;---}--'---i••-i --•:••-;-••i•-•i •• :--•+ Very dense, damp, brown-gray, sandy GRAVEL, with some sill. S .__~___ S~ , , , :.--~-. {...:...i ...;..-:...e.-.:.. ~..: 5017' Boring tertnlnaled at 20.2 feet on 10/25104. roundwater encounteretl at Ume of drilling No , . g Caving to approximately-to feet 25 Explanation Monitoring well Kev Moisture Content I 2-inch O.D. split spoon sample ~ Clean Sand Plasee Llmll Natural Llquld Llmll 3-inch I.D Shelby tube sample ® Bentonite Testinc Kev ® No Recovery ~ GrouUConcrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATD or data of measurement Consol. = Consolidation Test ^ Blank Casing 5~ 7lnoer Zeman Associates. Inc. ~ BORING LOG Figure A-23 Geotechnical and Environmental Consuldng '~ Date Drilled: 10/25104 Logged By: CRT 1 PROJECT: Yelm Retail ' Location: Yelm, Washington Soil Description x a D 0 •, .;zudass.grass_nver 70P_84J1-1.3 iwbssL JOB NO.: J-1998 BORING: 8-24 PAGE 1 OF 1 Approximate Elevation: Penetration Resistance m ~ Q ~ c E a. ~ z I ~ E r o 3 I S tandard Blows per Foot Other ~ ~ I rn ~ w O Z ~ 0 10 20 30 40 5 Medium dense, moist, brown, silty, sandy GRAVEL to g-t ~ ... r ... ; ... ~ .. :... : ... : .. :... ...~ ...• 15 silty, gravelly SAND. 5 Dense, moist. brown, sandy GRAVEL, with some silt. --~ S-2 - ' - ~- - 3 8 _-_.- S 3 56 VEL i h _._ _.. r.. _;... ;... ~. _. r...,... ~__. ~. _. ~... , w some t Very dense, moist, brown, sandy GRA ' sill ~ ~ ~ ~ ~ ~ ~ ~ -trace recovery -atop cobble -cobbly dolling : : : ~ ~ ~ ~ • --" -------------------------------- S-4 ~ Medium dense, moist, brown, sandy GRAVEL, with S-5 2 some sill .~ :...•...:...:_..:...•... _...,... s.. -cobblylbouldery dolling ------ :~•~~:--:~~-+-~-~"-~-"~-"~'-'~"- .....:... :... . : . . 20 Very dense, wet, brownyray, sandy GRAVEL, with ._ -= SE A7D ... .. ...~.. ; 501 some sill ----____ :...• .......:...:...•.__:.. _e...: _. race recovery. 70/28/04 t 5 f ---"- `-' -'~ - "~ -' ~ ~ '~ -' ` . on ee Bodng terminated at 20. Groundwater encountered at 20.0 feet ai tlme of .. : ddllin _-____._ ... ... __.. _ ................... g. Caving to approzlmately -15 feet. -25 Explanation _ Monitoring Well Kev Moisture Content I 2-inch O.D. split spoon sample ~ Clean Sand Plastic Limit Natural Llquld Limit ~ 3-inch I.D Shelby tube sample ® Bentonite ~ Testing Kev ® No Recovery ~ GroutlConcrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits Am or date of measurement Consol. = Consolidation Test j~ 7innrr Zeman Associates. Inc. ~ BORING LOG I FlgureA-24 Geotechnlcal and Environmental Consuldng Date Drilled: 1012812004 Logged ey: CRT J t / PROJECT: Yelm Retail J08 NO.: J-1998 BORING: B-25 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: D Sofl Description a E a°. ~ r- H ~ d v E E ~ ~ rA Z °~ o a S 3 ~ Penetration Resistance 0 0 tandard Blows per foot Other 0 10 20 30 40 ~ ~ Z ~ ~ y ~ O `._SS~IfaC~9r~,SigY5tS9P_85211..(,311Lghfl5L______~~ ~ : : Medium dense, moist, brown, silty, sandy GRAVEL. •_- - i ...; :... ; . - -; .. __ ~ - .:. 5 Medium dense to dense, moisk brown, sandy GRAVEL, with soma silt _ _ _~ S_2 -*.. 2g , , ___________________________________________________ with some silt sandy GRAVEL oisk brown D - S-3 ~ . i...r ..:...........:.. }...,..-r--,; 41 , , ense, m ~ 10 _~ sa ~ ao Boring terminated at tl.5 feet on t0/28/04. --------•-- i-•• •- -••~---c •- ••-i•••i--•F" No groundwater encountered al time of drilling. .. , , , , 20 --' 25 Explanation Monitoring Well Kev Moisture Content I 2-inch O.D. split spoon sample ~ Clean Sand Plasdc Limit Natural Liquid Limll -~ 3-inch I.D Shelby tube sample ® Benfonite Testing Kev ® No Recovery ~ GroutlConcrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATD or date of measurement Cansol. = Consolidation Test ^ Blank Casing Z~ Zinner Zeman Associates, Inc• BORING LOG Figure A-25 ~ Geotechnical and Environmental Consuldng Date Drilled: 70/28104 Loggad By: CRT PROJECT: Yelm Retail JOB NO.: J-1998 80RING: B-26 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: Soil Description Penetration Resistance ~ ~ g d y m y ~ - Q ° ~ m r m~ S p m tandard 81ows per loot Other ~ y O N ~ _ ~ 0 10 20 30 40 5 = ~ p Grass over 3.6 Inches loose, moist dads brown, ~ ~ ~ ; ~ silty SAND with somethin roots(TOPSOIL). :•••-••~--•~•--~•••~-•"•-'-••'-" ,_____ , , Dense, damp, brown antl gmy, silty, sandy GRAVEL. _ S-1 ; ; ~ . ti...; ...;.. 3D -~_ 5 Very dense, damp, brown and gray GRAVEL with some sand and (race silt and possible boulders. ~- 77 , S 3 76 .~ ._ .... ., .. ... ... 10 -------------------------------------------------- Medium dense, tlamp, brown and gray GRAVEL with Vace sand and sill. - ...- __ S-4 :...:... ;...:...:. ~ , ~ ' , ' .......:... ........~..:-.........:-.-: a Bodn9 terminated al 11.5 feet on 10129/04. --------- : • - •: - - = • • • i • • ^ - -'."' ~" • i • -' No groundwater encountered at time of ddlling. 15 -`-- 20 -- .i. 25 Explanation Mon itorino Well Kev Moisture Content I 2-inch O.D. split spoon sample ~ Clean Sand Plastic Limit Nelurel Liquid Limit - 3-inch LD Shelby tube sample ® Bentonita ~ - I Tes in ® No Recovery ~ GrouUConcrete GSA =Grain Size Anaysis 200W = 200 Wash Analysis Groundwater level al lime of drilling ® Screened Casing Att. = Atterberg Limits ATO or date of measurement • Consol. = Consolida0on Test ^ Blank Casing ZIDDer Zeman As~ociatey Inc• BORING LOG Figure A-26 Geotechnical and Environmental Comuldng Date Drilled: 10/29104 Logged By: BAG 1 ~l ~~ 1 1 t I l `~ PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-27 PAGE 1 OF ~ Location: Yelm, Washington Approximate Elevation: Soil Description Penetration Resistance „ m ~ °a as ~:: ~ ~ ~ •a` { ~ H ~ ~ ` 3 Standard Blaws per toot Other j m S _ Vs N 2 ~ 0 10 20 30 40 5 Z ~ 0 edium dense, damp, gray and broom, santly GRAVEL, with some silt (Road Fill). - --_ ~-,-;,_,;-•_;--•;.--~.•;•,•;••,;-• ;...; ___________________________________________________ Medium dense, damp, brown and grey santly GRAVEL _ S_t , , ; .i--.}...;. .{...; .•.;.-.; 0 with a trace or sill. •~ ---------------------------------------------''''-- S-2 .., ; ~ ~ : ; 36 witha brown end gray sandy GRAVEL e dam D - -- :...:.....:...~--.; .- •--•;. , , p, ens • trace of sin. sandy GRAVEL, brown and gray damp Ve dense - 53 ~•••?-• ~•••+•••t'^~" '+---r" ~ "' , , , ry with a trace of silt (possible boulder or cobble). ~ , ~ ~ • Dense, damp, broom and gray, sandy GRAVEL, with a ~ S-4 ; 3 bace of silt. - - J~ Boring terminated at 11.5 feet on t 0129/04, --• ---- E • • •? • • i• • • i - • • i' • ' No groundwater encountered at time of drilling. 15 •---' - . , , 20 _~ , , , 25 Explanation Monitoring Well Kev Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand rtasuo umn Natural Lpuld Llmtt 3-inch LD Shelby tube sample ® Bentonite Testing Kev ® No Recovery ~ Grout/Concrete GSA =Grain Size Analysis 200W = 200 Wash Analysis ~ Groundwater level at time of drilling ®Screened Casing Att. = Atterberg Limits Aro or date of measurement Consol. = Consolidation Test ^ 81ank Casing 7fD~Pr yeman Asso[lates I~ BORING LOG Figure A-27 Geotechnical and Environmental Consulting Date Drilled: 10129!04 Logged By: BAG 1 J t~ PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-28 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: x D Soil Description ~ a d E a°. m I- N as E E ~ ~ N Z e y o ~ 3 ~ Penetration Resistance ~ ~ Standard Blows per foot Other 0 10 20 30 40 m ~ Z ~ c ~ 0 Grass over Icose, moist, brawn, SAND over medium sllff, black, sandy SILT ,wiN some gravel and roots LiOP_5411.1-------------'--_'__-._------------- -_._______ : .. .:..:...:...:...~ ..:...:...:...;... Medium dense, moist, brown, gravelly SAND, with some silt ~` S-1 ~ ~ 15 Dense, damp, gray and brown GRAVEL, with some sand S 2 ; ; - ; ; ~ ; ~ . ;... ~. _~~ S3 ~ ; ... ~...~ _.....: ...:.................. 44 Medium dense, damp, gray and brown GRAVEL, with some sand ~_ S_4 ~; :....... ................ .... . 23 . ; , Boring terminated at 11.5 feet on 10122/04 .-___ . _ :...} ..:...:...:...}..:... ;-.-;-.-;---= No groundwater observed at time of drilling 15 ---- 20 '-_,-- 25 Explanation Monitadnc Weil Kev Moisture Content 2-inch O.D. split spoon sample 0 Clean Sand P18stle Limit Natural Liquid Limtt 3-inch I.D Shelby tube sample ® Bentonite Testinc Kev ® No Recovery ~ GrouUConcrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atlerberg limits ATD or date of measurement Consol. = Consolidation Test ^ Blank Casing ~~ Ztnoer Zeman Associates. Inc. BORING LOG Figure A-28 .r/~ Geotechnical and Environmental Consulting Date Drilled: 1012212004 Logged By: 8AG r:1 PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-29 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: Soil Description m ~ d 9 Penetration Resistance m m rn 5 y d a a ~ ~ . Q y R H A ~ 3 Standard 61ows per foot Other m ; ~ d ~ o N N 2 t7 0 10 20 30 40 5 = 0 -- -- ....:...~.. ..L_.:.. :...: Medium dense, moist, brown, santly GRAVEL, with _ _ S-1 :~ : . } . - ;-...; 27 some silt. ~ - 5 Very dense, moist, brown, sandy GRAVEL, ~th some silt. _ __~ - S.2 68 , , ____________________________________ S-3 : ~ ~ : 24 sandy GRAVEL, with moist brown Medium dense --- ---- i•-•r••;-~•;•-•:-••: •• ~-••;---%•••+•-; , , some sill. 10 ___________________________________________________ __ :...:...:.._:...:_.. Very dense, moist, broom-gray, sandy GRAVEL, with S-4 63 some sill - •y -sandy zones-smooth faster ddlling. ---_-_-- :...}-- ~ .. ;_.. r .. :... :...:... .. -gravellylcobbly zones (sandier) 15 Medium dense, moist, brown, gravelly SAND, with S-5 .._..:._.; ...:.. ~ : : : ~ ~ ; 27 some sill -.~__ ....•...:... r...r...4._:... r. _....:...: -cobbly/gravelly zones. , Dense, moist, brown, sandy GRAVEL with some silt. ~- S-6 42 9odng terminated at 21.5 feet on 70121/04. --------- ,---r••<•••;-••:•• :-•;•••:-••r•• :---: No groundwater enwuntered at rime of drilling. 25 Explanation Monitoring Well Kev Moisture Content I 2-inch O.D. split spoon sample 0 Clean Sand w,suo umn Natant Lama Llmlt 3-inch I.D Shelby tube sample ® eentonile I• Testing Kev ® No Recovery ~ Grout/Concrete GSA =Grain Size Analysis 200W = 200 Wash Analysis • Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATD or date of measurement Consol. = Consolidation Test ^ Blank Casing Zlooer Zeman Associates Inc. BORING LOG Figure A•29 Geozechnical and Environmental Conculdng Date Drilled: 10/21/04 Logged By: CRT _~ t 1 PROJECT: Yelm Retail JOB NO.: J-1998 BORING: 8-30 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: Soil Description Penetration Resistance ~ ~ ~. d n o a, ~ a 9 ~ ~ - 0 ° c 5 . E r ~ E E o a 3 Standard 81ows per foot Other ~ m C N N Z ~ 40 5 = ~ 0 10 20 30 0 Gravel parking/access driveway , - Dense, moist, brown, sandy GRAVEL, with some silt S-1 ~ ~ ~ ~ ~ }---~ ..:~... ;... i.. •: •. •.•-.;-..).--~ . 50 and cobbles (Poor recovery). 5 Very tlense, moist, brown, sandy GRAVEL, with some T S-2 ;.--;...:..;...; 5 sill. .__.{-_---. ...:...........~ :...~ - - :...: -..:...... , -very cobbly -very gravelly drill action.. _I_ ~ : , , brown-gray sandy GRAVEL with Very tlense moist --- -_. - S3 i--•?-• .-•-;-••r-••. -~•••~---~ -•+ , , , same silt. ~ ~ ~ ~ ~ ~ ~ • Refusal atop boulder at approbmately 9.0 feet on ~ ~ ~ ~ ~ ~ ~ ~ ; ~ ' " 10 10/12!04. See 8-31-A for reddll. ---•- ~•••~-•~••-~--• ••• -- ~-• No groundwater encountered at time of ddlling. 15 -'--'- ~- .L. .1... ~.. .!. ~. ~ _ _____ • • • • , • • • • __ ~...~...:- ..~...:-.. ..i 5 -. ;... r. ;...r. 20 .'- ). •1 •f f• 25 Explanation Monitoring well Kev Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand Piastre Limit Natural Llquld Llmlt 3-inch I.D Shelby tube sample ® Bentonite Testinc Kev ® Na Rawvery ~ Grout/Concrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATO or date of measurement Consol. = Consolidation Test ^ Blank Casing ~s 71DOer Zeman Assoclatey Inc• ~ BORING LOG Figure A30 tal Consuldn d E i e h l l :•~ G Date Drilled: 10M2/04 Logged By: CRT ¢ nv ronm n eotec n ca an PROJECT: Yelm Retail JOB NO.: J-1998 BORING: 8-30-A PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: _ Soll Description ~ Penetration Resistance ~ o, n a s ~ ;; ~ ~ ~ e ~ ~ ~ ~ 0 3 Standard Blows per foot Other j ~ ~ N N Z ~ 0 10 20 30 40 Z ~ 0 • .Gravel parking/access ddveway_ ,~ ~ ~ ~ ~ ~ ~ ~ ~ ~ See a-31 dated 10/12104. Dense to very dense, moist, brown, sandy GRAVEL -~---- ' '•--'-~~- ---'•~~`--~`~~'-~-'~~-`~~~'~-~~ with some silt and cobbles. ' - very cobbly; very gravelly tldll action (overstated blow counts) Very dense, moist, brown-gray, sandy GRAVEL, with g.q : ~ ~ ~ ~ : 54 some silt __ -_ .......:...:...:...~_. :........._..__.. . -stow-steady ddlling. Cuttings -broken gravel : fragments. Dense, damp, brownyray, sandy GRAVEL, with some gs ~ 33 silt. .__._ :...•...:... r...: _..• ... .... ......~ 20 _____________________________________._____________ Very dense, damp, brownyrey, sandy GRAVEL, _ -_- S-6 _ _ ; • 50/1• with some silt. Bodng terminated at 20.6 teet on 10/1 B/04. No groundwater encountered at time of ddlling. -__ :...:... :... :...:.. .. :... :.. .: ... Caving to approximately 10 feet _ 25 Explanation Monitorinc Well Kev Moisture Conteht I 2-inch O.D. split spoon sample ^ Clean Sand Plastic Limit Natural Llquld Limit 3-inch I.D Sheiby tube sample ® Bentonite Teslinc Kev ® No Recovery ~ Grout/Concrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drifting ® Screened Casing Att. = Atterberg Limits ATD or date of measurement Consol. = Consolidation Test ^ Blank Casing A Ziouer Zeman Associat S Inc BORING LOG Figure A-30-A g , . Geotechnlcal and Environmental Consuldng Date Drilled: 10/1212004 Logged By: CRT , I ~I I 1 PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-3f PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: Soil Description ~ Penetretion Resistance ~ or _ ~ ~ ~ d a ~ - ~ ~ c E a°. E E o rv Standard Blows per toot Other ~ d o A I- N A ~ N 2 3 ~ 0 70 20 30 40 5 = ~ 0 Sudece grass over TOPSOIL (3 inches) Dense, moist, brown, sandy GRAVEL, with some silt. , , _; _ - • .5. .y.. _~ S_2 43 , , . sand GRAVEL, with some Very dense, moist, brown, y _ S-3 . i - - .; -, •~- •r• •,• sill. I M1 ,j 10 tt -trace recove - ravel In ~g ry 9 P _~-._ S'4 . • • - - - .~- 75 ------ - { Very dense, moist, brown, santly GRAVEL, with some 5-5 56 silt. ~` ~. -,...r- .;-...--. -race recovery-gravel in tip ____-_--.._. ;---;..-;... i..-i ...:... :...:...:.. ~..-: . -sce0eretl cebb(y ddffing ' -sandier cutAngs -easier drilling Dense, moist brown, santly GRAVEL, with some silt. S~ i ~ • ~~• 42 eodng terminated at 21.5 feel on 10126/04. -------.--- ;---'r•-;•••:-••:•• r-•;•••:-••;•--:•••; No groundwater encountered at time of ddging. Caving to approximately-12 feet. ____~._ .--.... ; ...:...:...:..:.••:...;-- ;-.,: 25 Explanation blonitorino Well Kev Moisture Content I 2-inch O.D. split spoon sample ~ Clean Sand Plaslie Llmil Naluml Liquid Llmlt 3-inch I.D Shelby tube sample ® Bentonite Testing Kev ® No Recovery ~ Grout/Concrele GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atlerberg Limits ATD or date of measurement Consoi. = Consolidation Test ^ Blank Casing Zioner Zeman Asso[iates Inc. BORING LOG Figure A-31 Geotechnical and Environmental Consuldng Date Drilled: 10128/04 Logged By: CRT PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B32 PAGE 1 OF 7 Location: Yelm, Washington Approximate Elevation: Soil Descrlptlon ~ d Penetration Resistance ; c ~ ~ E a°; d E E c o ~ ~ ~ dard Blows per foot Other St "~ '°' 3 an m ~ N N Z G 0 10 20 30 40 5 Z ~ 0 Grass over loose to medium dense, damp, dark '•, brown, slily SAND wlih some thin roots (topsoil).;' ~ ' Dense, damp, gray GROVEL (blow count overstated). S'1 ~ 39 Dense, damp, gray, sandy GROVEL, with a trace of S-2 36 .m _ _ _ ....~ ..:..............:............ _.. ___________________________________________________ ray and brown sandy molded e dam D __ _ S-3 ~ : r - - - - - 35 , g , p, ens GRAVEL, with some silt. 10 ___________________________________________________ Verydense, damp, grey and brown, santly GRAVEL, _ 5-4 ........_._;...;._.; ...._.;_..:_..;... 5016" with some silt. -- ~_ _ ........:.... ..............,_... __...... _ __________________________________________________ 5-5 , 34 d GRAVEL ith b -~ `--'•"'"'""-'---`-" -" ~ ' y , w rown, san Dense,damp, gray and some silt. 20 __________________________________________________ Very dense, tlamp, gray and brown, sandy _ __ = S-6 :...:_..:.........._...: ; 1 50 6" GRAVEL, with some silt. Bodng terminated at 20.5 feat on 10129104. No groundwater encountered atgme of drilling. ___- ,---;---{-------------••{---;••-:---:---~ 25 Explanation Monitoring Well Kev Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand Plastic Limit Nstural LIquW Limll 3-inch LD Shelby tube sample ® Bentonite ~T I Testinc Kev ® No Recovery ~ Grout/Concrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATD or date of measurement Consol. = Consolidation Test ^ Blank Casing - ~pL ZIDDer Zeman Associates. Inc. BORING LOG Figure A•32 Geotechnical and Environmental Consulting Date Drilled: 10129/2004 Logged By: BAG PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-33 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: o Soil Description ar a n ~ F N m ~ °' a A ~ N 2 c ~ ;; O ~ ~ 3 Penetration Resistance ~ ~ Standartl Blows per foot Other 0 10 20 30 40 5 ~ ~ ~ Z ~ a y ~ ~ ' , Medium dense, damp, brown and grey, sandy ~~, GRAVEL with some silt (Road Fill) ~' __---_-_-- ; , , ,; , , ;, , , ; , , , ; , , ,; ----_-__ :....__.:... ~ .............. r......._... ___________________________________________________ Medium dense, gray and Tight brown, Gravelly SAND ---_-- - __ S-1 ; ...•... ;..• ... ~ ....... :...:...: ...:... i (with possible screening material). -~_ 5 Boring terminated at approximately 2.5 feet below exlsgng ground surface. Offset boring approx. 1.5 feet east as a-45A ' 10 ---____- .......................,..............._ ---- • 20 - 25 Explanation Monitoring Well Kev Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand I'tastic Limit Natural Liquidd Limit ~ J ~~ 3-inch I.D Shelby tube sample ® Bentonite Testing Kev ® No Recovery ~ GrouUConcrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits Aro or date of measurement Consol. = Consolidation Test ^ Blank Casing ZiODer Zeman As50Clates. Inc. ~- ~ BORING LOG Figure A-33 , . '~ Geotechnlcal and Environmental Consulting Date Drilled: 10129/2004 Logged By: BAG PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-33-A PAGE 7 OF 1 Location: Yelm, Washington Approximate Elevation: x m p Soil Description ~ as ~ F N ~ ~ ag ~ ~ N Z ,o =~ ~ 3 U' Penetration Resistance ~ O Standard Blows par foot OUer 0 10 20 30 40 5 x ' j Z a ~ ~ ~ 0 Medium dense, damp, gray and brown, sandy ••, GRAVEL with silt (Road FIII). ;~ Refer to Bodng Log B-33 completed on 10129/04. __________ , . . ~ .. . ~ r . .~ . . : ._ _ . ... ... ... ... .. _.. ... _.. Medium dense, damp, brown, sandy GRAVEL, with S-2 _... . ~ 29 some silt. _________________________________________________ s nd V d d b d GRAVEL S-3 50/5" ery ense, amp, rown an gray, a y , wilh a trace o/silt. -~ Dense, damp, brown and gray, sandy GRAVEL, with a trace of silt. S-0 ........k _' ; ; ; ; ~ ' 45 Bonng terminated at 11.5 feet on 10/29/04 _________ v , : { . . No groundwater encountered at time of tldlling. .. . ... ... ... ... _ .. _ .. 15 ---- - , -'----'- 20 25 Explanation Monitorinc Well Kev Moisture Content I 2-inch O.D. split spoon sample 0 Clean Sand Plastic Limit natural Liquid Limit 3-inch I.D Shelby tube sample ® Bentonite Testing Kev ® No Recovery ~ GrouUConcrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATD or date of measurement Consol. = Consolidation Test ^ Blank Casing Ziooer Zeman Associates. Inc. BORING LOG Figure A-33-A _i Geotechnlcal and Environmental Comuldng Date Drilled: 10/29/2004 Logged By: BAG I PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-34 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: Soil Description Penetration Resistance m x a ru n c c a ~ ~ ~ E aa, m F E E m~ o ~ ? Standard Blows er foot OUer p m > ro ~ to W 2 ~ ~ 0 10 20 30 40 5 Z ~ ~ Grass over loose to medium, damp, brown, fine to coarse SAND ----_.-_-- :...:..:...:...:.. -:... s...:...:...:... ; Dense, moist, gray-brown, gravelly SAND with some ~ S-1 ~: 33 sill -- :...:... ;-..: ...:...:... ..... .... ........ 5 oose, moist, gray-brown, gravelly SAND with some Ilf T _ _ S2 _. ~.. .......:...:...:...:...:...:.. .:.. '... g J._ ` ~ ` ` Medium dense, moist. gray-brown, gravelly SAND with ~ S-3 : : ~ ~ ~ ~ ~ ~ 2 1 some silt -_ ~ ... -. No recovery g~ : : ~ ~ ~ ~ 20 Dense, moist, gray-brown, gravelly SAND with some silt ~__ S-5 60 Bodng terminated at 13 feet on 10/22/04 No groundwater observed at time of drilling ___----_ :...:...:-..:.. -:...:.. ; ...:...:.. :... 15 ------- - - - - 20 -'---- - - - 25 Explanation Monitodnc Well Kev MOIStUre Content I 2-inch O.D. split spoon sample ^ Clean Sand Plastic Limit Natural Llquld Llma &inch I.D Shelby tube sample ® Bentonite Testinc Kev ® No Recovery ~ GrouUConcrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATO or date of measurement Consol. = Consolidation Test ^ Blank Casing ~~ ZIDDer Zema6 Associates. Inc. BORING LOG Figure A-34 °~ Geotechnical and Environmenral ComulUng Date Drilled: 10122/2004 Logged By: BAG PROJECT: Yelm Retail JOB NO : J-1998 BORING: B-35 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: 0 Soil Description ar ~ F N m ~ ~ N = ,o o m 3 ~ Penetration Resistance ~ 0 Standartl Blows per foot Other 0 10 20 30 40 5 e ~ Z rn ~ 0 Surface grass over TOPSOIL (-3 inches) -....... \- .,. -4. .l... t. .l L-.:.. -.\-. Medium dense, moist, brown, gravelly SAND to sandy S-1 : ~ ~ ~ • 25 GRAVEL, with some silt. -~.- . Dense, moist, brown, sandy GRAVEL, with some slit. _--. _.... -2 , , ~ , ~ 9 , Medium dense, moist, brown-gray, sandy GRAVEL S-s ~ ~ ~ ~ ~ i ... ~ .. -~- -' i... , ..--~- - . ' ... . ... : . . .:.. . 21 ,with some silt. -~._ 10 Very dense, moist brown-gray, sandyGRAVEL, with some silt. ravel in aP - -• ---- _._. -4 , ••-•~--••••••••-•-••; ••;••~;--'; '~'; '~ , , , .-.... .:...........~-.:-..,---\ . g Boring terminated at 11.5 feet on itl9/04. .-_-_.. s.--~ ..{ ;-..;... ~---.-.~...~.. {...;..- Nogroundwater encountered at time of drilling. Caving to approximately-6 feet. -•-•-_--_- --.r ...,.--~-.. r...r--~-.. ~..-~..., ..~ ~ ' 15 ----- , , , 20 ---....-. , , \---. .....................-.-..........~ 25 Explanation Monitoring Well Kev Moisture Content I 2-inch O.D. split spoon sample 0 Clean Sand Piaatic Limit Natural Liquid Llmlt 3-inch I.D Shelby tube sample ® Bentonite Testing Kev ® No Recovery ~ Grout/Concrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATO or date of measurement Consol. = Consolidation Test ^ Blank Casing joie Winer Zeman Associates, In[. BORING LOG Figure A35 ;11~ Geotechnical and Environmental Consulting Date Drilled: 1119104 Logged By: CRT PROJECT: Yelm Retail JOB NO.: J-1998 BORING: 8-36 PAGE 1 OF 1 Location: Velm, Washington Approximate Elevation: m o Soil Description ~ a o. E T m F N ~ a s E E m ~ N 2 a ~ d O~ ~- 2r ~ Penetration Resistance ~ ~ Standard Blows per toot Other 0 10 20 30 40 5 ~ ~ j Z ~ c ~ dt ~ 0 ~ Sudace grass over TOPSOIL (2 inches). ; %~ Very dense, moist, dark brown, silty, santly GRAVEL. _- -_ S-1 ; ...} ...,...:. _. ~ ...•. _ ..~... ~ . 5 I Very dense, moist, brown, sandy GRAVEL, with some silt. __ __ g_p : ~ ~ ~ :. .......:.. .......... _.:...............: 5016" -gravel in 6p _________________________________________________ sandy GRAVEL,with some hrown Very dense moist -f~ -~ - g_3 }---:-•-:---i---:-•-:---;-~-i---:-•-:--- I 50 6' . , , silt. Medium dense, moist, brown, sandy GRAVEL, with some silt. _ S-4 : ....~ ..:... .. .......... :...:...........: p~ Bodng terminated at 11.5 feet on 11/3104. .-__- ~ ; _ .. ~... ~ _ .. a ... _ _ _ No groundwater encountered at time of dolling. Caving to approximately E feet. : ~ ~ ~ ~ ~ ~ - - 15 ------ - - -- - 20 ---- - - - - - - - 25 Explanation Monitoring Well Kev Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand Plastic Limit Natural Liquid Limit 3-inch I.D Shelby tube sample ® Bentonite Testing Kev ® No Recovery ~ GrouUConcrete GSA =Grain S¢e Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATO or date of measurement Consol. = Consolidation Test ^ Blank Casing f \ Ziooer Zeman Associates, Inc. BORING LOG Figure A-36 Geo[echnical and Environmental Coruuldng Date Drilled: 11/312004 Logged By: CRT I I 'I PROJECT: Yeim Retail JOB NO.: J-1998 BORING: 8-37 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: x u ~ Soil Description ~ a y m H N m ,, o. a m~ N Z 9 ~ ,q`; o A ~ 3 Penetration Resistance ~ ~ Standartl Blows per foot Other 0 10 20 30 40 5 ~ ~ j Z ~ c d ~ 0 Paving -driveway sandy GRAVEL to gravelly '•, SAND with some sill. ~ __________- .......:...:.......~--.- , Dense, moist, brown-gray, silty, sandy GRAVEL. _ S-1 ; ~ - 47 _~__ - GRAVEL d i b -- - S-2 `~•~`--'---'~~-`--~`--'-~-' - - 65 , rown-gray, san y st, Very dense, mo with some silt to silty. _ ___ i...;. _. '... ~. i k hi -~-- •-----~~--~--~~•"~"„"•-'•"' ngs. c p Cutt -cobbly ddllin9-roc Very dense, damp, brownyray, silty, sandy GRAVEL ~_ S-4 •---• ...:...............:.......... ...... 5016" . ------ '---~"'~"'~""-"~-" Boring terminated at 11.0 feet on 1113104 No groundwater encountered at 6me of boring. l 5 f t i ------ •--~~-~ ~---+--~•-'-~-" ~"'•"'•"'--- y- ee . Caving to approx mate 15 - - ________ - ----- -- - 4 _ _ _ • : J ... i i - i ~ .-1. r .~ . . 20 2 5 Explanation Monitoring Well Kev Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand Plastic Limit Natural Liquid Limit ~ ~ ^ 3-inch I.D Shelby tube sample ® Bentonite Testing Kev ® No Recovery ~ GroutlConcrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATO or date of measurement Consol. = Consolidation Test ^ Blank Casing f Ziooer Zeman Associates, Int. BORING LOG Figure A-37 Geotechnlcal and Environmental Coruuldng Date Drilled: 11/3/2004 Logged By: CRT 'I '! 1~ 1~ ~,I i PROJECT: Yelm Retail JOB NO.: J-1998 BORING: 8-38 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: Soil Description ~ d Penetration Reslstance ? c ~ ~ A ~~ c S ° Q tandard Blows per foot Other j g ~ ~ N N 2 3 ~ 0 10 20 30 40 5 Z ~ - 0 Paving -driveway: silty, sandy GRAVEL. Medium dense, moist, brown, silty, sandy GRAVEL. __._ __._ S-1 ;...• ...:...:.. .: ..... ..:... :...:...:...: _~_ - - - 5 - ------------------------------------~--------' Medium dense, moist brown, sandy GRAVEL, with -- _~_ -- S_2 :...:--:---~- - , ; ...:..:...:...:...:...:_..; __ 5 some silt. -cobbly drilling. ___________________________________________________ GRAVEL ith some d S-3 , . '""'""'"""'"'''~~`~ ' ~ ' ~~`~~ `~ ' , w y Very dense, mois4 brown, san sill. . - - - _ . -gravel in tip Very dense, moist, brown, sandy GRAVEL, with some 5114 - ____ S-4 ; ........:...... ............. ,... 50 1713/04 t 1 5 f -'------ ""-•-"""-'"""r"""•-~ ~ '~ on . ee Boring terminated al 1 No groundwater encountered at rime of boring. 5 feet roximately 5 to a Cavin ------ "-'•-" ~""-"""'•'"-`-"""--'""' . . PP g 15 ---' - - - - - 20 ----' 25 Explanation Monitoring Well Kev Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand Plastic Llmlt Natural Liqultl Limit 3-inch I.D Shelby tube sample ® Bentonite Testing Kev ® No Recovery ~ Grout/Concrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at lime of drilling ® Screened Casing Att. = Atterberg Limits ^TO or date of measurement Consol. = Consolidation Test ^ Blank Casing J~ Ziooer Zeman Associates Inc BORING LOG Figure A-38 Geotechnical and Environmental Consulting Date Drilled: 11 /312 0 0 4 Logged By: CRT 1~ ~~ PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-39 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: ~ n ~ Soil Description a, ° a ~ F N ~ ag' ~ ~ N Z v ~ « o n (0 3 Penetration Resistance ~ 0 Standard Blows per foot Other 0 10 20 30 40 5 ~ o j Z ~ e ~ ~ Surface grass over TOPSOIL (-3 inches). ~ '-__ s . Medium dense, moist, brown, silty, sandy GRAVEL. S 1 - . ~ 27 _~_- - - - _ _---'----'---------_-'__-------'----------'- Medium dense, moist, hrown, sandy GRAVEL, with II S 2 ' some silt. T TT S-3 ~ : - - - .. ' . -. `...;- . 23 -trace recovery. _~_ Very dense, dam0, brownyray, silty, sandy GRAVEL. S-4 50 ---'----- +'--~"''"'--"`"'~""'-'~"' Boring terminated at 11.5 feet on ll/2/04 No groundwater encountered al gme of ddlling. 5feet xlmatel C i t _____--__ ........ .... ................ ..... ..... . y av ng o aPPro 20 --------- - - - - - 2 5 Explanation Monitoring Well Kev Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand Plastic Lim{t Natural Liquid Limil 3-inch I.D Shelby tube sample ® Bentonite Testing Kev ® No Recovery ~ Grout/Concrete GSA =Grain Size Analysis 200W = 200 Wash Analysis e Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits nTD or date of measurement Consol. = Consolidation Test ^ Blank Casing Ziooer Zeman Associates InC. BORING LOG Figure A-39 Geotechnlcal and EnNronmental Consulting Date Drilled: 111212 0 0 4 Logged By: CRT PROJECT: Yelm Retail JOB NO.: J•1998 BORING: EM40 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: 8 o" Soil Description d ~ F N d y w ~ N 2 C c ~ ~' ~ Penetration Resistance - Q Standard Blows per fool Other 0 10 20 30 40 5 » ~ j Z G m ~ 0 ~ Surface ddveway -sandy GRAVEL to gravelly SANp: --_____ , s .......:...:...........:...i... ~.......: Medium dense, moist-wet, brown, silty, sandy V L S-1 ; ~ } ...;. _ . ;... i ... : ...:.... :. . . { ... 22 . GRA E 5 ___________________________________________________ Very dense, mold, brown-gray, sally GRAVEL, with __ __ S-2 :...:..~...:...:...:.__._.:...:...:_.. _ , ........_ ............................... 66 soma silt. -Nate recovery (grab cuttings). -_ ___ S.1 r---:---:---i-.-i-.-;.--:... i--.'r ..-;---: 54 10 ___________________________________________________ Dense, moist, hrowrrgray, sandy GRAVEL, with same ilt - - S-0 '......~...:.._._.._..~........._~...: - - - - 30 . s ll/1/04 --- +'-'~--- ~-'-'-"~"'•'"-'-'-'--' Bodng terminated at 11.5 feet on No groundwater enwuntered at tlme of ddlling. 5 feet to a rodmatel -0 vin C - ........ ......... ...,._ ,. _.,...,.. _,... . PP y . g a 15 ~ ~ --- - - - - - - , 20 ---- -- - - - 25 Explanation Monitoring Well Kev Moisture Content I 2-Inch O.D. split spoon sample ^ Clean Sand Fleetle IJmlt Nature) Llquld Limn 8-inch I.D Shelby tube sample ® Bentonite ~~~ ~ -I Testing Kev ® No Recovery ~ GrouUConcrete GSA =Grain Size Analysis 200W = 200 Wesh Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATO or date of measurement Consol. = Consolidation Test ^ Blank Casing ZiDDer Zeman Associates. Inc. y~ 'e BORING LOG Figure A-40 , Geotechnical and Envlronmenral Consuldna Date Drilled: 11/112004 Logged By: CRT P`~ PROJECT: Yelm Retail JOB NO.: J-1998 BORING: 8-41 PAGE 10F 1 Location: Yelm, Washington Approximate Elevation: ~ 5 m Soil Description m n ^' ~ ~ m ~ H.~ N = v ~ to ~ 3 Penetration Resistance ~ ~ Standard Blows per foot Other 0 10 20 30 40 g j Z c ~ ~ , Surface g255 ovarTOPSOIL (2 inches). , Medium dense, moist. brown, silty, sandy GRAVEL. - S-t ~ 23 gavel In llP_ ~ ; ;...; -. ;... ~ ...: ...:... :... :...i.. -;...; 5 Medium dense, moist, brown, grevelly SAND, with some sill S-2 16 Dense, molsL brown, sandy GRAVEL, with soma silt. S-3 ', , 46 10 Verydensa moist browrFgray sandy GRAVEL with ' , , some silt S-4 ~. Baring tertninalad at 10.6 feet on 11/10104 No groundwaterencountered at time of ddlling. - - - - - - - - - - Caving to approximately-6 feel --- ---- --- --- --- --- --- --- --- -- --- 15 , 20 - 25 Explanation Monitoring Well Kev Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand atesao Limit Natural Liquid Limn ~ _ i 3inch I.D Shelby tube sample ® Bentonite Testing Kev ® No Recovery ~ GrouUConcrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at 8me of ddlling ® Screened Casing Ari. = Atterberg Limits ATD or date of measurement Consol. = Consolidation Test ^ Blank Casing yj ~ Ziooer Zeman Associates. Inc. BORING LOG Figure A-41 y Gtw[echnical and Environmental Comuhing Date Drilled: 11/2/2004 Logged By: CRT 1 1 PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-42 PAGE 1 OF 1 Location: Yelm, Washington ADProximate Elevagon: ~ O Soil Description an ~ ~ N as m ~ N 2 ~.,; a 3 S ~ Penetration Resistance ~ ~ tandard Blows Der foot Other 0 10 20 30 40 5 m ° ~ = ~ ~ w ~ 0 , Surface grass over TOPSOIL (-2 inches) .t. .1.. .L (• • sand GRAVEL, with some silt. Dense, moist, brown, y S-1 ~ 48 ~ ` ___________________________________________________ :...:.. ;... ~..:...; .. ;. -.:...:.. 5 Medlum dense, moist, brown, sandy GRAVEL, with some slit. S 2 , , 18 i.. .r... ~. -s. .t..- Very dense, moist, brown, sandy GRAVEL, with some _ _ S.3 , ~ i... .~.-. ~... .~...}. .~ 50~" sill :...:..~ ...:...:...:..:...:... 10 s-4 5aa^ Bodng terminated at 10.e teal on 11110/04. No groundwater encountered at gme of drilling. l 5 f t :...;... ~-.. ~...~...}.. ~.-. t...i .. y - ee Caving to approdmate __-~ , ....r-..,... ~-..~...~...,.......r.--r--~ 15 - , , 20 .J...l. .1...1... ___ . .1 -t ~. r. • 25 Explanation Monitoring Well Kev I 2-inch O.D. split spoon sample ^ Clean Sand 3-inch I.D Shelby tube sample ® Bentonite ® No Recovery ~ GrouUConcrete Groundwater level at time of drilling ® Screened Casing ^TO or date of measurement ^ Blank Casing ~jpper Zeman Associates t,Sn , Geotechnlcal and Envlronmenral Consuldng Moisture Content Plaadc Llmit Natural Llqultl Llmit ~ ~ GSA =Grain Size Analysis 200W = 200 Wash Analysis Att. = Atterberg Limits Consol. = Consolidation Test Date Drilled: Figure A-42 Logged By: CRT ~I 1~ PROJECT: Yelm Retail JOB NO.: J-1998 BORING: 8-43 PAGE 1 OF 1 Location: Yelm, Washington ,Approximate Elevation: n o Soil Description d N F u) ~ ~ d ry~ dI Z v O ra ~ 3 ~ Penetration Resistance ~ ~ Standard Blows pertoot Other 0 10 20 30 40 5 ~ ~ j Z ~ c m ~ Q Pavln ddvewe silty sand GRAVEL, 9- Y. y ~ ~, manging a dark brown, silty sandy GRAVEL ._.._._-_. ~ - , ....: ..:........ . . ... . ....... . . : ...•• -.. ~• wilh some cobbles. ; ; Very dense, moist, brown-gray, silty, sandy GRAVEL. 65 ~_-- .. 5 _ _ ~_. S2 _ __ _ __ - 81 ... ... ... ... . .... ~ _~ _ S-3 : : : : : . ..r...~ ............ ...: .... .. 5015' -cobbly drilling. ~ ~ ~ ~ ~ ' Dense, mdst, brown, sandy GRAVEL, with some silt 5-4 ; 49 1114/04 f -'---- ~-'-~'-'~--"~--~~~-'~-~--~--'~-- - eet on Boring terminated a111.5 Nogroundwater encountered at time of drilling roxlmalely -4 feet to a Cavin --_._-. ........ :........ .......'.._,...,..- PP g 25 Explanation Monitoring Well Kev Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand Plastic Limil Nalurel Liquid Llmll 3-inch I.D Shelby tube sample ® Bentonfte Testing Kev ® No Recovery ~ GrouUConcrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits arD or date of measurement Consol. = Consolidation Test ^ Blank Casing A. ZIDDer Zeman Associates Inc. ~ BORING LOG Figure A-43 ~ Geotechnlcal and Environmental Comulting Date Drilled: 111312004 Logged By: CRT J PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-44 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: x 0 Soil Description c ^' a ~ ~ N a s m ~ N Z ~ m ~ o ~ 3 ~ Penetration Resistance ~ ~ Standard Blows per foot Other 0 10 20 30 40 5 a ~ ~ > Z c m ~ ~ Paving-driveway: sllry,santly GRAVEL. Very dense, moist, dark brown, silty ,sandy GRAVEL. R) b ld bbl d IIII = -~_- S-i : ...: . . :... : ... : .. .....:... : ... r ...;. _ . 5018" ou e -ca r n9l Y Very dense, moist, brown, sandy GRAVEL, with some 5111 __. S-2 :...... ............•.. ,_..:...:-- :..- `~ . ___________________________________________________ brown, sandy GRAVEL. with some silt. Dense moist - 5-3 :~ =-------=--------------- ~~~-•-;---; 42 , , -gravel in Up. ~ 10 -------------------------------------------------- Dense, moist, brown, sandy GRAVEL, with some silt. -- ~_ S-4 ~' - -= - - ~- - - i - - -:...~ .. ~...:...:.. -k - 46 -'---'- ~---~"""'~---"'--~---~---~--" -- Boring terminated at 11.5 feet on ll/4/04 No groundwater encountered at Ume of ddling atel -3 5 feet i C i t -------- •"-~'-- ~-'-•"-~-"•--'•"'•"-'-" y . . o approx m av ng 15 ------ - - - - - 25 Explanation Monitoring Well Kev Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand Plastic Limn Natural Liquid Limll 3-inch I.D Shelby tube sample ~ Bentonite Testing Kev ® No Recovery ~ GrouVConcrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATD or date of measurement Consol. = Consolidallon Test ^ Blank Casing ~~ ZiDner ZemanZeman Associates Inc. BORING LOG Figure A-44 Geotechnlcal and EnNronmenral Consulting Date Drilled: 111412004 Logged By: CRT PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-45 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: x i ~ Soil Description m a~ ~ H to d a s ~ ~ N Z c ~~ o ~ 3 Penetration Resistance ~ 0 Standard Olows per foot Other 0 10 20 30 40 5 ~ ~ j Z ~ c y ~ 0 Surface grass over TOPSOIL (-3 Inches). Dense, moist, brown, sandy GRAVEL, with some slll S-1 : ; : ; ; ; k ; 47 S'2 ~ 34 ... ... Medium dense, moist, brown, sandy GRAVEL, wiU -_ S-3 ; : ; : k : =-------=-------i--•;---:---;---r---;--•i 22 some silt. Dense, moist, brown, sandy GRAVEL, with some silt. S-4 • ; 42 /04 -'- +"'~--""'~-"~"-~--'~-"'--- -- Bonng terminaed at 11.5 feet on ll/2 Nogroundwater encountered at time of drilling. i at 7 feet C l i ----- ,".}-' ~"'•-"•"'•"' ~"'~---""- - . ng to approx m e y- av 15 ----- - - - - - 20 ---- - - 25 Explanation Monkorinc Well Kev Moisture Content 2-inch O.D. split spoon sample ^ Clean Sand Ptastlc Limit Natural Liqu IorI Limlt ~ _ J 3-inch I.D Shelby tube sample ® Bentonite Testing Kev ® No Recovery ~ GrouVConc~ete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drNling ® Screened Casing Att. = Atterberg Limits ATD or date of measurement Consol. = Consolidation Test ^ Blank Casing !t Ziooer Zeman Associates, Int:. BORING LOG Figure A•45 Geotechnital and Environmental Consuldng Date Drilled: 111212 0 0 4 logged ey: CRT ~J ~~ 1 c_ PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-46 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: _ '~ O Soil Description a ~ ~ to a~ ~ ~ a) Z ~ a 0 ~ ~ Penetration Resistance ~ 0 Standard Blows per toot Other 0 10 20 30 40 ~ ~ j Z e ~ D Surface grass over TOPSOIL (-2lnches) . L. .• J t ..• ! .! l___• Medium dense, moist, brown, silty, gravelly SAND. S-1 ~ 5 1 5 __ ___________________Y _______________ Medium dense, damp, brown, gravel) SAND, wIN some silt. S 2 . * ~ ' 26 Dense, damp, brown-gray, sally GRAVEL, with some _~ S_3 ~ ...:............... :........ .......~ .... 36 sill . tU Medium dense, damp, brownyray, sandy GRAVEL, with soma silt. S-4 ~ ' ...... ~ ~ .... 22 Bodn9 terminated at 11.5 feeton ll/10/04. _-_-__-- ...~ .. { ~.--;---{--.{-.-;----------=--- Nogroundwater encountered at Ume of ddlling. Caving to aPProximately -7 feet ;_.. .. ' ... ...: ...:... :........... r . - - 15 - 20 25 Explanation Monitoring Well Kev Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand Plasllc Llma Natural Llquld Llmlt 3-inch I.D Shelby tube sample ® Bentonite Testing Kev ® No Recovery ~ GrouUConcrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ^TO or date of measurement Consol. = Consolidation Test ^ Blank Casing f e ziDDBr ZEtilan AssODiate$. int. BORING LOG Figure A-46 Geotechnical and Environmental CPnsultlng Date Drlllad: 11/1012004 Logged By: CRT PROJECT: Yetm Retail JOB NO.: J-1998 BORING: B-47 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: ~ Soil Description ~ ~ ~ rA ~ iD ~ ~ N Z n o ~ t0 3 Penetration Resistance ~ Q Stentlam Blows per foot Other 0 10 20 30 40 5 ~ ~ j Z ~ c 0 Very dense, moist, brown, silly, sandy GRAVEL S-1 50/5" 5 .. Very dense, moist, browrrgray, sandy GRAVEL, with some sill. S-2 :...__. ~...:...:...:.. ~... 64 ..................................... S-3 58 ....... ............_.. .....__..._.:... 10 S-4 59 t 11 5feet on 1119/04 B d ti t d --- +"':":"'i"""'~"'~"'i"'~"- . . na e a o n9 tem Nogroundwater encountered at time of drilling. Caving to approzimalelY u`feet _-__-_ ....:..:...:...................... :...~ 15 -__._ - 20 25 Explanation Monitodnc Well Kev Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand f IasOc Limit Natural uyuld L4nn 3-inch I.D Shelby tube sample ® Bentonite ~~- -I Testinc Kev ® No Recovery ~ Grout/Concrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of ddlling ® Screened Casing Att. = Atterberg Limits ATD or date of measurement Consol. = Consolidation Test ^ Blank Casing jZ` Zlooer Zeman Associates, Inc. BORING LOG Figure A-47 Geotechniwl and Environmental Consuldng Date Drilled: 11/912004 Logged By: CRT PROJECT: Yelm Retail JOB NO.: J-1998 BORING: 8-48 PAGE 1 OF ~ Location: Yelm, Washington Approximate Elevation: So11 Description ~ s Penetration Resistance ~ ~ n a m a s ` ~ pr ~ Q ~ e ~ f ~ ~ 010 ~ Stantlartl Blows per foot ONer _ ~° _ ti+ ~ rn y Z ~ 0 10 20 30 40 5 Z ~ ~ Ddvaway paving: silty, sandy, GRAVEL, with some ; `. cobbles. _: __________ ....: . . . . ; : : : ; . . ... .. . .. . . . _ _ _ ... ... - .. , , Very dense, moist, brown, silty, gravelly SAND. S-1 51 -gravel In tip. ~.. 5 ________________________________________ _ _____ Very dense, moist, brown, sandy GRAVEL, with some silt. ~ -2 - - - - 015" - _ brown-gray sandy GRAVEL with some Dense moist , , , , silt. - _- _ _ .~._-r. _ _ _r. 10 ------------------- ~----- Very dense, moist, brown-gray, sandy GRAVEL, with 5-4 ~ ; ; 55 some slit . . . . . _ ... ..:... ........ ...:... ........ ...~ ' Bodng terminated al 11.5 feet on 11/9/04. ------- •-- ;----;---;---{---= -------=---=•-->--- Nogroundwater encountered at time of drilling. Cavi roximatel -3 5fee[ t : y , ng o app ------ ...: .. :...:... :...:... :... :...:.... 15 ------ 20 ------ 25 Explanation MonitodnD Well Kev MolSture Content I 2-inch O.D. split spoon sample 0 Clean Sand Plaatlc Llmtt Natural Llquld Limit 3-inch I.D Shelby tube sample ® Bentonile Testing Kev ® No Recovery ~ Grout/Concrete GSA =Grain Size Analysis . 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATD or date of measurement Consol. = Consolidation Test ^ Blank Casing A Ziooer Zeman Associates Inc. BORING LOG Figure A-48 Geotechnltal and Environmental Comuldng Date Drilled: 1119/2004 L d e CRT ogge y: Ij tI 1 PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-49 PAGE 1 OF ~ Location: Yelm, Washington Approximate Elevation: ~ r, Fi ~ Soil Description a ^' n m F h a s ~ ~ N Z ~ `m ~ .. O 3 ~ Penetration Resistance ~ Q Standard Blows perioot Other 0 10 20 30 40 5 ~ ~ j Z e ~ O Surtace grass over TOPSOIL (3 inches) -~ Loose to medium dense, moist dark brown, silty, --~~ S-1 ~ ` ` ' ` ' . 11 ravel SAND-Hot water line - --- ---'--- -~- -~- --~ -~~ - - 5 Ddlling terminated due to hot water Ilne at 3.5 feet on 11-404 __-___-__ -__---- ; ~ ~ ~ ~ ~ ~ ~ ; ..................... .. ~......., ......., :. - .:.. ~.......:...:..: 20 •- - 25 Explanation Monitoring Well Kev Moisture Content I 2-inch O.D, split spoon sample ~ Clean Sand Flastlc Ltmit Natural Llquld Limit 3-inch I.D Shelby tube sample ® eentonite ~~ Testinc Kev ® No Recovery ~ GrouUConcrete GSA =Grain Size Analysis . 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATD or date of measurement Consol. = Consolidation Test ^ Blank Casing yp ~ ZIDDer Zeman AssO[idtesr InC. BORING LOG Figure A-49 Geotechnical and Environmental Consuldng Date Drilled: 17/412004 Logged By: CRT ~i ,~ 11 i 1 PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-50 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: ~ Soil Description o. d a W ~ to a g ~ ~ vJ Z ~ d ~ « 0 3 ~ Penetration Resistance ~ ~ Standard Blows per foot Other 0 10 20 30 40 5 m ~ Z e •- ~ O , Sudace grass over TOPSOIL (-3 Inches). Medium dense, nwist, brown, sllry sandy GRAVEL. S-1 ~ 19 ~ 5 ___________________________________________________ Dense, moist, brawn, sandy GRAVEL, with some silt. __- __._ 5-2 ....:..:...:.......:..__..;...~_.~.. ; ~ .......................:...:........_ .. ; 41 gavel In UP. :...• ...:...:...:...•...:... e...~_. . ... santly GRAVEL, with brown Medium dense damp _ ___ S-3 : : ~ : . . .:... :... : ... ~ ...;... ;... ; _ .. ; ...;... 24 , , , same silt. -gravel In UP. _ : Dense, damp, brown, sandy GRAVEL with some silt. S-4 37 +"' ~" "' - - ~ "' : - "~" - ~- " ~ "' Boring terminatetl at 11.5 feet on 11/2/04 No groundwater encountered at time of drilling. i tel -5 feet C i t _____- :.. .:... :... :...: ...:... :... :.. .: ...•... o aPProx ma y . av ng 15 20 25 Explanation Monitorinc Well Kev Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand Plasdc Llmll Natural Llqultl Lhnit 3-inch LD Shelby tube sample ® Bentonhe 1 Testinc Kev ® No Recovery ~ GrouUConcrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ^TO or date of measurement Consol. = Consolidation Test ^ Blank Casing j ~ ZiDDer Zeman AsSOCIateS Inc. BORING LOG Figure A-50 Geotechnlcal and Environmental Comultlna Date Drilled: 71/212004 Logged By: CRT 1~ '~ I 'f II 1` I 'i i 1 , 1 .~ PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-51 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: m p Soil Description as ~ F N ~ as ~ ~ N Z ~;; O a ~ ~' Penetration Resistance Standard Blows per foot Other 0 10 20 30 40 5 a j Z F m ~ 0 ~ Surface ddveway: sandy GRAVEL to gravelly SAN4~ Dense, moist, brown, sandy GRAVEL, with some sIIL S-1 : ~ 19 --~__ - S-2 34 e r l I ti t - - " ~ "' ~ " ~"' -grave n rac ecovery. P - Dense, moist, brown, sandy GRAVEL, with some silt. S-4 39 -"-"-'- +"'•"'---'~"""-~--' ~ "~"- Boring terminated at 11.5 feet on ll/2/04 No grountlwaterencountered of Nme of boring. 5 fe t i l l C i t ------- ~~--•--- ~"'~"': --'~""•"'•"' e o approx ma e y - av ng 15 ---'--- - - - - 20 ~ • 5 2 Explanation Monitorinc Well Kev Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand Plastic Limit Natural Llquld LImH 3-inch I,D Shelby tube sample ® Bentonite r l tin K ® No Recovery ~ GrouUConcrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATO or date of measurement Consol. = Consolidation Test ^ Blank Casing Z)poer Zeman Associates Inc. BORING LOG Figure A-51 Geotechnlcal and Environmental Cansuidng Date Drilled: 11/2!2004 Logged By: CRT 1 1 PROJECT: Yeim Retail JOB NO.: J-1998 BORING: 8-52 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: '~ rb', ~ Solt Description ~ a s ~ F N ~ ~ a s ~ ~ N Z e ~ ;J Q m ~ ~ Penetration Resistance ~ Q Standard Blows per foot Other 0 10 20 30 40 5 rn ~ j Z ~ c ~ ~ ~ Ddveway paving: silty, sandy GRAVEL to silty ~~, grevelly SAND. ,. ~ ____.______ ....... _ Very dense, damp, brown-grey, silty, sandy GRAVEL. 5-1 - 66 -gravel In llp. _~__ __ Medium dense, moist, brown, sandy GRAVEL, with some stir. S 2 ' 21 Dense, moist, brown-gray, sandy GRAVEL, with some 5-3 ~ -- -r- --- - 35 silt. ~. ._. .. Medium tlense, moist, brown-gray, santly GRAVEL, T L _- S-4 ........: . . . . ......... ..:........ . . .:... . t3 with some silt. _. l_ 11110/04 t 11 5 f t B i d --------- r---'---i---i~~~'~~-'---:--i~-~F- . . ee on odng term nate a Nogroundwater enwuntered at time of ddlling. Caving to approximately -4 feet ------- -------- --------- ---•--- :---:---: ---~ --, 15 --- -- - - - - - - - 20 ------ - --- -- 25 Explanation .. Monitoring Well Kev Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand Plastle LImIt Natural Liquitl Limit ~ J 3-inch I.D Shelby tube sample ® Bentonite Testing Kev ® No Recovery ~ Grout/Concrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ArD or date of measurement Consol. = Consolidation Test ^ Blank Casing ~~ ZIDDer ZemaD ASSOtiateS. IDC. BORING LOG FlgureA-52 Geotechnlcal and EnWronmental Consulting Date Drilled: 111912 0 0 4 Logged By: CRT 1 1 PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-54 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: Soll Description ~ Penetration Resistance a _ x ~ a s m a s a a`; ~ ~ ~ ~ c n ~ F ~ ~ , O 3 Standard Blows par foot Other _ ~ N W Z ~ 0 10 20 30 40 5 Z ~ O Surface: gravel ddve/parking -access. Dense, moist brown-gray, sandy GRAVEL, with soma S-1 • ~ .....:....:...:...: ...}.. ;.-.:... ...;... 47 silt. -gravel In 9p. g~ Very dense, moist, brown ray, sandy GRAVEL with :..._.. :.__:...:.._:..:. _.:... same sIIL S-2 57 ____________________________________________________ 5.9 ~ .....: 29 moist brawngray sandy Medium dense to dense _ , , , GRAVEL with some silt. 10 ___________________________________________________ _ _ Dense to very dense, mold. brown-gray, sandy S-4 50 GRAVEL with some silt -gravel In tip. 1119/04 B d d 11 5 f ----- ' ---;---i---i---' ---:---i i : --' . o ng tenNnate at . eet on r r --• ••• - --- Nogroundwater ar¢ountered at tlme of drilling. Cavin to a roximatel -5 feet ------ ;-~- --- -~~ ~-~ ~-- -- -; -; ; : g pp . Y . : . , , -~-- -• -•- --. 15 ---- - - 20 ---- - 25 Explanation Monitoring Well Kev Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand Plastic Limit NeNral Liquid Llmlt 3-inch I.D Shelby tube sample ® Bentonite Testing Kev ® No Recovery ~ ~GrouUConcrete GSA =Grain Size Analys(s 200W = 200 Wash Anarysis ~ Groundwater level at ttme of drilling ® Screened Casing Att. = Atterberg Limits ^TD or date of measurement Consol. = Consolidation Test ^ Blank Casing ~~ zIDD21' Zeman ASSOCiateS. Int. BORING LOG Figure A-54 Geotechnlcal and Environmental Comuldng Date Drilled: 111912004 Logged By: CRT 1~ /~ it ~I 1 PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-55 PAGE 1 OF 7 Location: Yelm, Washington Approximate Elevation: Soil Description Penetration Resistance m x °-'y a °-'a as ~~ m ~ Q ~ c a s ~ >, ~ ~ ~ O A Standard Blows per foot Other j y ~ F to N Z ~ 0 10 20 30 40 5 Z ~ O Grass over- 5 inches medium dense, brown, • '~ sandy SILT with someroots (TOPSOILi_ ; •' ' Medium dense, moist, brown, silty SAND with " '~_, some GRAVEL _ .% _ ....~... ;.......~_...... ~...,. S-1 :--~:-- ' ~ 50 Verydense, moist brown &gray, sandy GRAVEL with _ _ ~_. ,~_. ~,_-~--,~,.,r--z ...:... :...:...: some silt 5 ---I-- S_2 - - - - - - - 50/4" ___________________________________________________ S_3 ; ; r Dense, moist, brown R gray, sandy GRAVEL with ~ 3 4 some silt . - ~ Verydense, moist, brown &gray, sandy GRAVEL with _ S~ ~ _ 5 4" trace silt Bodng terminated at 11.5 feet on 11-5-04 _- ...;... ~,-_~_.-... ~... _..}.. ~... ;... No groundwater observed at time of dolling 15 _______ _ _ 25 Explanation Monitoring Well Kev Moisture Content 2-inch O.D. split spoon sample ^ Clean Sand Plastic Limk Natural Liquid Limll 3-inch I.D Shelby tube sample ® Bentonite Testinc Kev ® No Recovery ~ Grout/Concrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATD or date of measurement Consol. = Consolidation Test ^ Blank Casing j.` Zioner Zeman Associates Inc BORING LOG Figure A-55 y Geotechnical and Environmental Consuldng Date Drilled: 1115/2004 Logged By: BAG ~~ PROJECT; Yelm Retail JOB NO,: J-1998 BORING: B-56 PAGE 10F 1 Location: Yelm, Washington Approximate Elevation: _ x ~ Soil Description m a s ~ ~ N ~ ~ 5 a ~ ~ h z 9 ~ `w, ~ ~ ~ ~ Penetration Resistance ~ ~ Standard Blows per foot Other 0 10 20 30 40 5 w, ~ j z e m ~ 0 ~ Grass over medium tlense, moist, brown, 9ravellY silty SAND.. : ~ `` ________ ; ...:.. ~ ...:...:...:..:. . ........ . __________ s . .... . .:...:... ~ .......:...........:... Dense, damp, brown and gray, gravelly, silty SAND. _ S 1 _ _ _ _ _ ~ • ~_ _ 42 ~__ ' 5 V d b GRAVEL d -- __ ___ S-2 ~---~--^-.:...:...L..~...:--^--^--- : ._..~ ..:...............:............. .. 54 ery dense . ry. 9raY an rown _-_ : ............ ~ ~...•... _... ..~_...... ___________________________________________________ S-3 I. ... ~: - ~ ' "' ~' ~ 43 Dense, moist, Bray and brown, sandy GRAVEL with a trace silt. ~_ r • ' r ; 10 Verydense, moist, gray and brown, sandy GRAVEL with trace silt. S-4 - ' 61 Bodng terminated a[ 11.5 feet on 11/5/04. ' No groundwater encountered at time of ddlling. 15 ___________ :.. _. _ _ ............ ., .. ,......... _ 20 --- - 25 Explanation Monitoring Well Kev Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand PlesNc Limit Neutral Llqultl Limit 3-inch LD Shelby tube sample ® Bentonite ~~-I Testinc Kev ® No Recovery ~ Grout/Concrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATO or date of measurement Consol. = Consolidation Test ^ Blank Casing ~ ZIDDer Zeman Associates In[, f BORING LOG Figure A-56 s _°~ Georechnlcal and Environmental Consuldng Date Drilled: 111512004 Logged ey: BAG ~1 ~~ 1 I i 1 i 1 I 1 1 1 1 1 t ..~ 1 ..1 t .~ 1 _i 1 PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-57 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: Soil Description Penetration Resistance n d y d d c `w 0 ~ e a a a ~ •- n ~ ~ m ~ ~ m Standard Blows per foot Other ~ m G N tl1 Z ~ 3 0 10 20 30 40 5 Z ~ ~ ~ Sudece grass overTOPSOIL (3lnches). Dense, moist, brown, silty, sandy GRAVEL. S'1 _ ~ 39 __~_. - S'2 39 ___________________________________________________ S-3 Dense, moist, browryray, sandy GRAVEL with some silt. .' '.... .. 10 ...__ ......:...:...:...;... --1;' • 39 ~___ s-a Bodng terminated at lL5feet on 1113/04 ----"--'"' '~~~•-~~~~-~'~~~`~--'~-~'~-~'~~~ No groundwater encountered at time of ddlling. Caving to approximately-5 feet. ------- ~"'•'-""""""'"'`"""-'~~~ 15 __________ ..... . ....... . ..... ... . _ 20 -' 25 Explanation Monitorino Well Kev Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand Plastic Limit Natural LlQUId Limit 3-inch I.D Shelby tube sample ® Bentonite r Testinc Kev ® No Recovery ~ Grout/Concrete GSA =Grain S¢e Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits Ai° or date of measurement Consoi. = Consolidation Test ^ Blank Casing err A Ziooer Zeman ASSOCiates Inc. BORING LOG Figure A-57 ' ~ Geotechnlcal and Environmental Consulting Date Drilled: 111312 0 0 4 Logged By: CRT PROJECT; Yelm Retail JOB NO.: J-1998 BORING: 8-58 PAGE 1 OF ~ Location: Yelm, Washington Approximate Elevation: x 0 Soil Description ~ a d ~ ~ rn ~ as ~ ~ N Z s e y ~ ~ 3 ~ Penetration Resistance ~ ~ Standard Blows per foot Other 0 10 20 30 40 e ~ j Z ~ e m ~ 0 ~ Ddveway: gavelly SAND to sandy GRAVEL. _ , Medium dense, rtwist dark brawrJblack, silty gravelly ossible road gll for anics ( r SAND i h t - - S-1 ~ ~ : - - - 12 p g race o w t drivewavl. ~ Medium dense, moist, brown, sandy GRAVEL with _ _" S-2 : .......:..............:.... ...... ...... 2 soma sift. __ - _ S_3 . ~~ ,. .,. .,. .r_ 77 ~ - _ S-4 .._... 20 11/2104 5 --"-'"" ""~-'~ ~---~"-""~~-~-~-~~~--- feet on Bodng completed at 11. No groundwater encountered at time of boring. mzimatefY ~6 teat Cavi fo a .._.____-_ . .... .. :... : ... : ...:. .. .... . ... . .... . pp ng 15 --" - 20 ---- - 25 Explanation Monitoring Well Key Moisture Content I 2-inch O.D. splk spoon sample ^ Clean Sand Plastic Limll Natural Llquld Limit 3-inch LD Shelby tube sample ® Bentonite Testinc Kev ® No Recovery ~ GrouUConcrete GSA =Grain Size Analysis 200W = 200 Wash Analysis 0 Groundwater level at 8me of drilling ® Screened Casing Att. = Atterberg Limits ATO or date of measurement Consol. = Consolidation Test ^ Blank Casing f ~ Zioner Zeman Associates. Inc. BORING LOG Figure A-58 Geotechnical and Environmental Comuldng Date Drilled: 111212 0 0 4 Logged By: CRT PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-59 PAGE 1 OF 1 Location: Yelm, Washington Approximate Elevation: x ~ G Soil Description a m ~ F to n a ~ ~ N 2 c `w G m S ~ 3 Penetration Resistance ~ 0 tandard Blows per foot Other 0 10 20 30 40 a ~ ~ Z e ~ ~ D , Driveway: gravelly SAND 1o sandy GRAVEL. Vary dense, moist,brovm, sandy GRAVEL with some ilt S-t : r 5016" s . ~--- - - - 5 ___________________________________________________ Dense, moist, brown, silty, sandy GRAVEL. -2 .. ~.... :...:..:.... ... _... _....... __ ~ Medium dense, moist, brown, sandy GRAVEL with some silt. _ -_ S-4 ........:...........~..:..., _..........: 12 11/4/04 11 d 5 f t _ - "' -~- - -'- - - - - ~ - ~ -'- - - ~ - . on at ee Boring fenninate No groundwater encountered at time of ddlling. roximately-6 feet Cavi fo a _____~_ : .......:...:...................:..:...: . pp ng 15 -"`"- , 25 Explanation Monltorinc Weil Key Moisture Content I 2-inch O.D. split spoon sample ^ Clean Sand Plastic Limif natural Liquid Limit 3-inch LD Shelby tube sample ® Benlonite Testinc Kev ® No Recovery ~ Grout/Concrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATD or date of measurement Consol. = Consolidation Test ' ^ Blank Casing Ziooer Zeman Associates InC ~ ~`. BORING LOG Figure A-59 ~ , Geotechnical and Environmental Comuldng Date Drilled: 11/212004 Logged By: CRT PROJECT: Yelm Retail JOB NO.: J-1998 BORING: B-60 PAGE 1 OF ~ Location: Yelm, Washington Approximate Elevation: rho C Soil Description m E r to F N dd E E m o N Z ~ o~ S ?, ~ 0 Penetration Resistance e o tandard Blows per foot Other 10 20 30 40 e j Z d ~ O ~ Sudace grass over TOPSOIL (3 inches). Medium dense, moist, brown, sandy GRAVEL with il -_._. .__ S-i ~ ~ •- •....•. _. ~ ... ... ... .. .. 27 some s t. __1__. _- Dense, moist, brown, sandy GRAVEL with some silt GRAVEL sand l ilt -"" S-2 ; '"'-`"'"'-'"-~~~-•~---~ -~~~ 5 . y y, and borken grave s to s ___________________________________________________ Very dense, moist, brown, sandy GRAVEL with some -- __-_ _ S_3 - --i---i--•:---;---:~-•i--•:---: i ..;... ;. 1 7 slit to sllry, sandy GRAVEL. ; Medium dense, moist, brawn, sandy GRAVEL with some silt '_- '_--- S-4 ; ........:... ............ ........... ..... . ll/2/04 f '""'----" ~~-~-'~~~'•~-'-~-'~-~•---~--~'~~-'-~ eet on Borln9 tertninatetl at 11.5 No groundwater encountered at time of ddlling. -7 feet roxlmatel to a i C -____-_-__ ; ;..-, -.. ...........: .. .... ..... ...: ..~ . av ng Y PP 20 "'-'-- - - - - 25 Explanation Monitorino Well Kev Moisture Content I Z-inch O.D. split spoon sample ~ Clean Sand Plastic Limit Natural Llqultl Limit 3inch I.D Shelby tube sample ® Bentonite r T stin e ® No Recovery ~ GrouUConcrete GSA =Grain Size Analysis 200W = 200 Wash Analysis Groundwater level at time of drilling ® Screened Casing Att. = Atterberg Limits ATO or date of measurement Consol. = Consolidation Test ^ Blank Casing A ZiDDer Zeman Associates Inc BORING LOG Figure A-60 ~Ja~ Geotechnical and Environmental Consuldng Date Drilled: 111212004 Logged By: CRT PROJECT: Yelm Retail ~ JOB No. J-1998 ~ TEST PITS 1-13 ~ PAGE 1 OF 7 _ Locatlon• Yelm Washing ton Approximate Elevatlon• NA Test Pit TP-1 Annroximate Deuth Material Description Sample No. feet 0.0-1.6 Surface grass over loose, moist, black, silty SAND with S-1 some gravel, organics, hay, wood chips (Fill) 1.6-2.3 Medium dense, moist, black, sandy, silty GRAVEL to sandy, S-2 gravelly SILT. 2.3-10.0 Medium dense to dense, moist, brown, sandy, cobbly S-3 GRAVEL, some silt and boulders (up to 18-inch diameter). Test pit terminated at 10.0 feet below existing ground surface. Substantial roots 0.0-0.3 feet. Moderate thin roots 0.3-2.3 feet. No seepage observed. Minor caving 0.0-10.0 feet. Test Pit TP-2 Approximate Depth Material Description Sample No. feet 0.0-0.7 Surface grass over loose to medium dense, moist, brown- S-1 black, silty, gravelly SAND with some organics, hay, and wood chips (Fill) 0.7-11.0 Loose to medium dense, moist, black, sandy, silty GRAVEL, S-2 some cobbles, trace organics and metal debris (Fill). (at 7.0 feet metal pipe) 11.0-13.0 Medium dense to dense, moist, brown, sandy GRAVEL, some cobbles (up to 12-inch diameter), trace silt. Test pit terminated at 13.0 feet below existing ground surface. Substantial roots 0.0-0.3 feet. No seepage observed. Moderate caving 0.0-10.0 feet. ~, Zipper Zeman Associates, IDC. ~ TEST PIT LOGS FIGURE Ceotechnical ar Environmental Consulting %' Date Logged: 11H1I114 Logged by: CRT PROJECT: Yelm Retail ~ JOB No. J-1998 ~ TEST PITS 1-13 ~ PAGE 2 OF 7 Location: Yelm Washing ton Approximate Elevation: NA Test Pit TP-3 Approximate Depth Material Description Sample No. feet 0.0-0.4 Surface grass over Topsoil. S-1 0.4-1.7 Medium dense, moist, black, sandy, silty GRAVEL, with S-2 some organics. 1.7-10.0 Medium dense to dense, moist, brown-gray, sandy, cobbly S-3 GRAVEL, some silt and boulders (up to 18-inch diameter). " Test pit terminated at 10.0 feet below existing ground surface. Substantial roots 0.0-0.4 feet. Moderate thin roots 0.4-1.7 feet. No seepage observed. Minor caving 0.0-10.0 feet. Test Pit TP-4 Apuroximate Depth feet Material Description Sample No. 0.0-0.3 Surface grass over Topsoil. S-1 0.3-1:8 Medium dense, moist, black, sandy, silty GRAVEL to sandy, S-2 gravelly SILT, with some thin roots. 1.8-10.0 Medium dense, moist, brown, sandy, cobbly GRAVEL, with S-3 some silt and boulders (up to 18-inch diameter). (cobbly zone 5.0-7.0 feet) Test pit terminated at 10.0 feet below existing ground surface. Substantial thin roots 0.0-0.3 feet. Moderate thin roots 0.3-1.8 feet. No seepage observed. Minor caving 0.0-10.0 feet. ~~Z~ Zipper Zeman Associates, 1nC. TEST PIT LOGS FIGURE {~~ Geotechnical et Environmental Consulting Date Logged: 11/11/04 Logged by: CRT PROJECT• Yelm Retail ~ JOB No. J-1998 ~ TEST PITS 1-13 ~ PAGE 3 OF 7 Locatlon• Yelm Washing ton Approximate Elevation: NA Test Pit TP-5 Approximate Death Material Description Sample No. feet 0.0-0.3 Surface grass over Topsoil. S-1 0.3-1.6 Medium dense, moist, black, sandy, silty GRAVEL to sandy, S-2 gravelly SILT, with some thin roots. 1.6-10.0 Medium dense to dense, moist, brown, sandy, cobbly S-3 - GRAVEL, some silt and boulders (up to 24-inch diameter). Test pit terminated at 10.0 feet below existing ground surface. Substantial thin roots 0.0-0.3 feet. Moderate thin roots 0.3-1.6 feet. No seepage observed. Minor caving 0.0-10.0 feet. Test Pit TP-6 Approximate Depth Material Description Sample No. feet 0.0-0.8 Medium dense, moist, brown, silty, sandy GRAVEL (pazking S-1 lot Fill) 0.8-2.0 Medium dense, moist, black, sandy, silty GRAVEL to sandy, S-2 gravelly SILT, with some thin roots. 2.0-10.0 Medium dense to dense, moist, brown, sandy, cobbly S-3 GRAVEL, with some silt and boulders (up to 20-inch diameter). Test pit terminated at 10.0 feet below existing ground surface. No seepage observed. Minor caving 0.0-10.0 feet. !~ Zlpger Zeman ASSOCIateS, InC. TEST PIT LOGS FIGURE Geotechnical s[ Environmental Consulting Date Logged: 11/11104 Logged by: CRT PROJECT: Yelm Retail I JOB No. J-1998 I TEST PITS 1-13 I PAGE 4 OF 7 Locatlon• Yelm Washing ton Approximate Elevation• NA Test Pit TP-7 Approximate Death feet Material Description Sample No. 0.0-03 Surface grass over Topsoil. 0.3-1.7 Medium dense, moist, black, sandy, silty GRAVEL to sandy, S-1 gravelly SILT, with some thin roots. 1.7-10.0 Medium dense to dense, moist, brown, sandy, cobbly S-2 GRAVEL, with some silt and boulders (up to 18-inch diameter) Test pit terminated at 10.0 feet below existing ground surface. Substantial thin roots 0.0 - 0.3 feet. Moderate thin roots 0.3 - 1.7 feet. No seepage observed Minor caving 0.0-10.0 feet Test Pit TP-8 Approximate Depth Material Description Sample No. feet 0.0-0.3 Surface grass over Topsoil. S-1 0.3-1.7 Medium dense, moist, black, sandy, silty GRAVEL to sandy, S-2 gravelly SILT, with some thin roots. 1.7-10.0 Meditun dense to dense, moist, brown, sandy, cobbly S-3 GRAVEL with some silt and boulders (up to 18-inch diameter). Test pit terminated at 10.0 feet below existing ground surface. Substantial thin roots 0.0-0.3 feet. Moderate thin roots 0.3-1.7 feet No seepage observed Minor caving 0.0-10.0 feet Zipper Zeman ASSOCiateS, Inc. TEST PIT LOGS FIGURE Geotechnical er Environmental Consulting Date Logged: 11/11104 Logged by: CRT 1 PROJECT Yelm Retall ~ JOB No. J-1998 ~ TEST PITS 1-13 ~ PAGE 5 OF 7 Locatlon• Yelm Washing ton Approximate Elevation: NA Test Pit TP-9 Approximate Depth Material Description Sample No. feet 0.0-0.3 Surface grass over Topsoil 0.3-1.6 Medium dense, moist, black, sandy, silty GRAVEL to sandy, S-1 gravelly SILT, with some thin roots. 1.6-10.0 Medium dense, moist, brown, sandy, cobbly GRAVEL, with S-2 some silt and boulders (up to 24-inch diameter). (Gravel-cobble zone 4.0 - 7.0 feet.) Test pit terminated at 10.0 feet below existing ground surface. Substantial thin roots 0.0-0.3 feet. Moderate thin roots 0.3-1.6 feet No seepage observed Moderate caving 0.0-10.0 feet Test Pit TP-10 Approximate Death feet Material Description Sample No. 0.0-0.3 Surface grass over Topsoil 0.3-1.8 Medium dense, moist, black, sandy, silty GRAVEL to sandy, S-1 gravelly SILT, with some thin roots. 1.8-10.0 Medium dense, moist, brown, sandy, cobbly GRAVEL, with S-2 some silt and boulders (up to 24-inch diameter). (2-4 inch diameter gravels from 6.0-8.0 feet). Test pit terminated at 10.0 feet below existing ground surface. Substantial thin roots 0.0-0.3 feet. Moderate thin root s 0.3-1.8 feet No seepage observed Moderate caving 0.0-10.0 feet ~Z,7~,~ Zipper Zeman Associates, 1[1c. TEST PIT LOGS FIGURE Geotechnical ar Environmental Consulting Date Logged: 11111/04 Logged by: CRT ,1 PROJECT: Yelm Retail I JOB No. J.1998 I TEST PITS 1.13 I PAGE 6 OF 7 Location: Yelm Washing ton Approximate Elevation: NA Test Pit TP-11 Approximate Depth Material Description Sample No. feet 0.0-0.6 Surface grass over loose to medium dense, moist, brown- black, silty, gravelly SAND, with some organics, hay, wood chips (Fill). 0.6-12.5 Loose to medium dense, black, gravelly, silty SAND to S-1 gravelly, sandy SILT, with some cobbles, organics, plastic (3/4" plastic pipe) (Fill). ` (0.6-10.0 feet of fill at east side test pit) 12.5-14.5 Medium dense to dense, moist, brown, sandy GRAVEL, some cobbles (up to 12-inch diameter), trace silt (native). Test pit terminated at 14.5 feet below existing ground surface. No seepage observed Moderate caving 0.0-12.0 feet Test Pit TP-12 Approximate Depth feet Material Description Sam le No. 0.0-0.5 Loose, moist, brown-gray, SAND, with trace silt and gravel (Arena Sand) (Fill). 0.5-10.0 Loose to medium dense, moist, black, gravelly, silty SAND S-1 to gravelly, sandy SILT, with some cobbles, organics, plastics, and wood refuse. (0.5-8.0 feet of fill at west side of pit). (Fill). 10.0-14.0 Medium dense to dense, moist, brown, sandy GRAVEL, with some cobbles, and a trace silt. Test pit terminated at 14.0 feet below existing ground surface. No seepage observed Moderate caving 0.0-11.0 feet More refuse/garbage in fill. Zipper Zeman Associates, InC. TEST PIT LOGS FIGURE Geotechnical Bt Environmental Consulting Date Logged: 11111104 Logged by: CRT J-1998 I TEST PITS 1-13 Test Pit TP-13 Approximate Depth feet Material Description 0.0-0.5 Surface grass over loose to medium dense, moist, brown, silty, gravelly SAND (Fill). 0.5-9.0 Loose to medium dense, moist, black, gravelly, silty SAND to gravelly, sandy SILT, with some cobbles, organics (Fill). (0.5-6.0 feet of fill at east side of test pit.) 9.0-12.0 Medium dense to dense, moist, brown, sandy GRAVEL, with some cobbles, and a trace silt. Test pit terminated at 12.0 feet below existing ground surface. Slow seepage at NW corner of test pit at 9.0 feet atop gravels. Moderate caving 0.0-9.0 feet. Sample No. S-1 7 ZZA Zipper Zeman Associates, lnc. TEST PIT LOGS FIGURE ~, Geotechnical 8t Environmental Consulting Date Logged: 11111104 Logged by: CRT ~) PROJECT• Yelm Retail ~ JOB No. J-1998 ~ INFILTRATION TESTS 1-8 ~ PAGE 1 OF 4 Locatlon• Yelm Washing ton Approximate Elevation: NA Infiltration Test ITP-1 Approximate Depth Material Descri tp ion Sample No. feet 0.0-0.5 Loose, medium dense, damp, gray-brown, silty sandy GRAVEL. 0.5-2.0 Medium dense, moist, dark brown, sandy silty GRAVEL, S-1 with trace organics 2.0-4.0 Dense, damp, brown and gray, silty sandy GRAVEL, with some cobbles. 4.0-6.0 Dense, damp, brown, sandy GRAVEL, with a trace of silt, S-2 and cobbles, and boulders Pipe Stick up? Infiltration test terminated at 6.0 feet below existing ground surface No seepage observed No caving observed Infiltration Test ITP-2 Approximate Depth Material Description Sample No. feet 0.0-0.5 Loose to medium dense, damp, brown-gray, silty sandy GRAVEL. 0.5-2.0 Medium dense, moist, dark brown, sandy silty GRAVEL with organics, 2.0-5.5 Dense, damp, brown and gray, sandy GRAVEL with some S-1 silt, and cobbles, and a trace of boulders. 4-1/2 feet stick-up pipe on pea gravel. Infiltration test terminated at 5.5 feet below existing ground surface. No seepage observed No caving observed ~ A Zipper Zeman ASSOCIat2S, InC. INFILTRATION TEST LOGS FIGURE J ~~ Geotechnlcal et Environmental Consulting Date Logged: Logged by: BAG PROJECT• Yetm Retail ~ JOB No. J-1998 ~ INFILTRATION TESTS 1-S ~ PAGE 2 OF 4 Locatiorc Yelm Washington Approximate Elevation: NA Infiltration Test ITP-3 Approximate Depth Material Description Sample No. feet 0.0-2.0 Medium dense, moist, dark brown and gray, sandy silty GRAVEL, with organics and cobbles. 2.0-8.0 Dense, damp, brown, sandy GRAVEL with some cobbles S-1 and a trace of and boulders - Infiltration test terminated at 7.5 feet below ground surface 2 '/z feet of pipe suck up on pez gravel No seepage observed No caving observed Infiltration Test ITP-4 Approximate Depth Material Description Sample No. feet 0.0-1.0 Loose, medium dense, dark brown, moist, sandy silty GRAVEL. 1.0-6.3 Medium dense to dense, damp, brown and gray, sandy S-1 GRAVEL, with a trace of silt. Pipe stick up? Infiltration test terminated at 6.3 feet below existing ground surface. No seepage observed No caving observed Infiltration Test ITP-5 Arororoximate Depth Material Description Sample No. feet 0.0-2.0 Loose to medium dense, damp, dark brown, sandy silty GRAVEL, with a trace of organics. 2.0-6.5 brown, sandy GRAVEL with trace silt. Dense moist , , Infiltration test.tetrninated at 6.5 feet below existing ground surface. 3'2" pipe stick up on pea gravel. No seepage observed No caving observed. Zipper Zeman Associates, IDC. Z Z A INFILTRATION TEST LOGS FIGURE /J~ 1 ~ ~ Geotechnical at Environmental Consulting 1 Date Logged: Logged by. BAG PROJECT: Yelm Retail JOB No. J-1988 INFILTRATION TESTS 1-8 PAGE 3 OF 4 Location• Yelm Washin ton Approximate Elevation: NA Infiltration Test ITP-6 Annroximate Depth Material Descri tion Sample No. (feetl 0.0-0.5 Grass over loose, moist, dark brown, silty, gravelly SAND, with some thin roots. 0.5-3.0 Medium dense to dense, damp, brown, sandy silty GRAVEL, with some cobbles. 3.0-7.0 Dense, damp, brown, sandy GRAVEL with a trace of silty SAND. cobbles? Pipe stick up? Infiltration test terminated at 7.0 feet below existing ground surface. No seepage observed. No caving observed. Infiltration Test Pit ITP-7 Annroximate Depth Material Description Sample No. feet 0.0-0.5 Loose to medium dense, moist, brown-gray, silty sandy GRAVEL. 0.5-2.0 Medium dense, moist, dark brown, sandy silty GRAVEL, with organics. 2.0-4.0 Dense, damp, brown-gray, silty sandy GRAVEL, with some cobbles, contains boulders. 4.0-9.5 Dense, damp, brown, sandy GRAVEL, with a trace of silt, S-1 some cobbles, and contains boulders. Infiltration test pit completed at 9.S feet below existing ground surface No seepage observed No caving observed ZZA Zipper Zeman Associates, II1C. INFILTRATION TEST LOGS FIGURE Geotechnical 6i Ernironmental Consulting Date Logged: Logged by: BAG ^1 I~ 1 ~~ I~ '1 I '~. PROJECT• Yelm Retall JOB No. J-1998 ~ INFILTRATION TESTS 1-8 ~ PAGE 4 OF 4 Location• Yelm Washing ton Approximate Elevation: NA Infiltration Test Pit ITP-8 Annroximate Denth Material Description Sample No. feet 0.0-0.5 Loose to medium dense, moist, dazk brown, sandy silty GRAVEL, with trace organics. 0.5-10.0 Medium dense to dense, damp, brown, sandy GRAVEL, with S-1 a trace of silt, some cobbles, and contains boulders. Infiltration test pit completed at ] 0.0 feet below existing ground surface. No seepage observed No caving observed A Zipper Zeman A55oCiateS, InC. ~J~ INFILTRATION TEST LOGS FIGURE ~ Geotechnical a Environmental Comvldng Date Logged: Logged by. BAG 'i APPENDIX B LABORATORY TESTING PROCEDURES AND RESULTS _, ~.~ 'l J-1998, O10505.doc LABORATORY TESTING PROCEDURES A series of laboratory tests were completed during the course of this study to evaluate the index and geotechnical engineering properties of the subsurface soils. Descriptions of the laboratory test conducted for this study are presented below. VISUAL CLASSIFICATION Samples recovered from the exploration locations were visually classified in the field during the exploration program. Representative portions of the samples were carefully packaged in moisture tight containers and transported to our laboratory where the field classifications were verified or modified as required. Visual classification was generally done in accordance with the Unified Soil Classification System. Visual soil classification includes evaluation of color, relative moisture content, soil type based upon grain size, and accessory soil types included in the sample. Soil classifications are presented on the exploration logs, which aze enclosed in Appendix A. MOISTURE CONTENT DETERMINATIONS Moisture content determinations were performed on representative samples obtained from the exploration in order to aid in identification and correlation of soil types. The determinations were made in general accordance with the test procedures described in ASTM: D-2216. The results aze shown on the exploration logs and are also presented in Table B-1. TABLE B-1 MOISTURE CONTENT RESULTS Sample Moisture Exploration No. Depth Content and Sam le No. feet B-5, S-] 2.5 - 4.0 7 B-5, S-2 5.0 - 6.5 3 B-11,S-1 2.5-4.0 5 B-21, S-i 2.5 - 4.0 4 B-21,S-2 5.0-6.5 3 B-30, S-1 5.0 - 6.5 4 B-54, S-1 2.5 - 4.0 3 B-54, S-2 5.0 - 6.5 4 B-54, S-3 7.5 - 9.0 4 B-55, S-2 5.0 - 6.5 5 B-55, S-1 2.5 - 4.0 3 B-56, S-2 5.0 - 6.5 2 _1 ~i J-1998,O10505.doc ~i ~~ TABLE B-I MOISTURE CONTENT RESULTS CONTINUED Sample Moisture Exploration No. Depth Content and Sam le No. feet %) B-65,S-1 2.5-4.0 3 B-65, S-2 5.0 - 6.5 2 B-65, S-3 7.5 - 9.0 2 B-65, S-4 ]0.0- 11.5 3 B-67, S-2 5.0 - 6.0 4 B-67, S-1 2.5 - 4.0 7 TP-12, S-i 0.5 - 1.0 17 TP-13, S-1 0.5-9.0 21 ' GRAIN SIZE ANALYSIS ~ A grain size analysis indicates the range in diameter of soil particles included in a priiculaz j sample. Grain size analyses were performed on representative samples in general accordance with ASTM: D-422. The results of the grain size determinations for the samples were used in I~ classification of the soils, and are presented in this appendix. ' CALIFORNIA BEARING RATIO TEST A California Bearing Ratio test was performed on a composite sample of the site soils in general accordance with ASTM:D-1883-73, to provide an evaluation of the relative quality and support ' chazacteristics of the subgrade soils. Representative portions from the sample were compacted in a mold, in general accordance with ASTM:D-698 to provide amoisture-density relationship ' curve. Following compaction, a 65 psf surcharge was applied to each sample which was then ' totally immersed in water and allowed to soak for a period of 96 hours, during which time it was monitored for swell. At the end of this period the sample was removed, drained and a vertical load applied to the surchazged soil with a penetration piston at a constant rate of strain. ' ~ Measurements of the applied vertical load were obtained at selected penetration depths. CBR test results and moisture-density relationships plotted in terms of percent water content versus ~ percent corrected CBR and dry density aze presented in this appendix. LABORATORY MAXIMUM DENSITY TEST ' The laboratory maximum density represents the highest degree of density that can be obtained from a particular soil type by imparting a predetermined compaction effort. The test determines the "optimum" moisture content of the soil at the laboratory maximum density. The laboratory ' maximum density test was performed on a bulk sample of material in general accordance with ASTM: D-1557. The test result is shown in this appendix and presented as a curve where the soil dry density is compazed to the moisture content. ' I ' _.-~ J-1998, OIOSOS.doc ORGANIC CONTENT TEST The organic content of 8 neaz-surface samples was determined by AASHTO T-267, Orgaztic Content by Loss on Ignition. The results aze presented in Table b-2. TABLE B-2 MOISTiJRE AND ORGANIC CONTENT RESULTS Sample Moisture Organic Exploration No. Depth Content Content and Sam le No. feet (% % Comments TP-1, S-I 0.0 - 1.6 66 16 Undocumented fill TP-3, S-1 0.0 - 0.4 21 9 TP-3, S-2 0.4 - 1.7 12 5 TP-7, S-1 0.3 - 1.7 14 6 TP-8, S-1 0.0 - 0.3 31 14 TP-8, S-2 0.3 - 1.7 14 6 TP-10, S-1 0.3 - 1.8 24 10 TP-1 I, S-I 0.6 -12.5 18 7 Undocumented Fill PH AND RESISTIVITY TESTS Soil chemical analytical tests were completed on four (4) representative soil samples by AMTEST Laboratories in Redmond, Washington, and are presented in Table B-3. The results of the pH and resistivity tests are used to assess the corrosion potential to concrete and unprotected steel. The electrical resistivity of each sample listed above was measured in the laboratory with distilled water added to create a standardized condition of saturation. Resistivities are at about 1 their lowest value when the soil is saturated. Electrical resistivities of soils aze a measure of their resistance to the flow of corrosion currents. Corrosion currents tend to be lower in high ' resistivity soils. The electrical resistivity of the soil varies primarily with its chemical and moisture contents. Typically, the lower the resistivity of native soils, the more likely that galvanic currents may develop and increase the possibility of corrosion. Based on laboratory test ' I results, resistivity values for the neaz surface native soils varied between 53,000 and 100,000 ohm-cm. Soils with resistivity values greater than 10,000 ohm-cm aze generally associated with soils classified as "mildly corrosive". With respect to the need for protection of buried metal ' ~ utilities, we recommend that the design engineers consult with the manufacturers of specific products in order to determine the need for protection. TABLE B-3 PH AND RESISTMTY RESULTS Exploration No. and Sam le No. Depth fee[ H Resistivity ohm-cm B-4, S-2 5.0 - 6.5 5.9 100,000 B-13, S-1 2.5 -4.0 5.1 53,000 B-47, S-1 2.5 - 4.0 5.6 85,000 TP-7, S-2 1.7 - 10 5.0 85,000 i J-1998, 010505.doc 1~ t~ TESTS NOT COMPLETED FOR THIS PROJECT ' ~ Due to the soil conditions encountered at the site, Atterberg limits, consolidation, swell, unconfined compression, and strength tests were not completed. ,~ 1 'I ' `~ J-1998, OIOSOS.doc '~ ,~ 1 'I I 1 1 1 I 1 i 1~ 1 1~ ' .l l ~ _l 'r:~ 150 145 140 135 130 125 `u a M t 3 120 Z 115 110 105 100 95 Job No. J-1998 LABORATORY Sample No. TP-7 S-2 Job Name Yelm Retail COMPACTION Location yelm, WA ~ urcv~ ~ ue m I tlevanon Test Results °a` ASTM D 1557 8" Test Slenderd Mdd Test No Field Molst 2 3 ~ 4 . Dry Density (Ibslcu.ft.) 133.5 133.8 136.1 131.0 Moisture Content (°/a) 6.5 6.7 9.0 3.6 Sample Description: i Comments: 2.60 Zero Air Voids Curves For Various Specific Gravltles 2.70 2.60 2.50 2.40 0 5 Zipper Zeman Assodalea, Inc. ,.,..,~..., o ....r,.er.. 1 gar 15805 33rd Avenue Wes4 Salle 777 Lynnwood, WaaAhgtan 85078 (125t 7773301 CALIFORNIA BEARING RATIO ASTM D 1883 Exploration: TP-7 Soil Description: gravelly sandy SILT Sample No.: S-1 Tested By: JY Depth: 0.3-1.7 Comments: 10 BlowslLift 25 BlowslLift 56 Blows/Lift Condition of Sample: soaked soaked soaked Dry Density Before Soaking: 79 pcf 67 pcf 92 pcf Dry Density After Soaking: 81 pcf 89 pcf 95 pcf Moisture Content: Before Compaction: 16.1 % 15.8 % 13.0 After Compaction: 15.8 % 13.3 % 13.0 Top 1-in Layer After Soaking: 32.5 % 28.2 % 28.0 Average After Soaking: 29.6 Swell: 0.9 % 1.6 % 2.6 Surcharge Amount: 64.8 psf 64.8 psf 64.8 psf Com AS p TM a ctio D15 n 57 Curve B CB R C urv e 110 15 14 105 13 12 c o: a 100 U 11 ~ 10 o ` a ss 0 9 0 U 6 90 7 6 85 5 10 M ol 15 stur e 20 Conten t ( % ) 25 30 5 70 80 D ry D 90 ensit y ( pc f) 100 110 Max. Dry Density = 109 pcf Optimum Molsture = 12 % CBR at 95% of Max. Dry Density = 12 95% of Max. Ory Density = 104 ZIPPER ZEMAN ASSOCIATES, INC. GEOTECHNICAL AND ENVIRONMENTAL CONSULTING PROJECT NO: J-1998 DATE OF TESTING: 11I16I2004 PROJECT NAME: Yelm Retail GRAIN SIZE ANALYSIS Test Results Summary ASTM 1 I i 1 '_ 1~ 1~ 1 I ! i F 2 W 3 LL Z LL F Z LL L LL 4 Coarse Flne Coarse Medium Flne SOt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines (%) Description TP-7 S-1 0.3-1.7' 27 15.5 silty sandy GRAVEL PROJECT NO: J-1998 PROJECT NAME: Z~ppeT Zeman ASSOC1atCS. InC. DATE OF 11/1812004 Yelm Retail Geotechnicat and Environmental Consulting TESTING: 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS 'I ''. ,~ 'I 'I 'I 1~ ' .~ ' J ' .1 1 1 1 r x c~ w 3 m z w z LL H Z W W a GRAIN SIZE ANALYSIS Test Results Summary ASTM 1000.000 100.000 10.000 1.000 0.100 PARTICLE SIZE IN MILLIMETERS 0.010 0.001 Coarse Flna Coarse Medium Fine Silt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Exploration Sample Depth (feet) Moisture (°h) Fines (%) Description TP-7 S-2 1.7-10.0' 4 3.0 sandy GRAVEL with trece silt PROJECT N0: J-1998 PROJECT NAME: ZiDAeI' Z@Ittan ASSOC~atQS, Int:. DATE OF 11/18/2004 Yelm Retail Geotechnical end Environmental Consulting TESTING: GRAIN SIZE ANALYSIS Test Results Summary ASTM D 1140 'll 1j 'I ~l l 0.010 0.00, Coarse Flne Coars° Medium Flns Silt Clay BOULDERS COBBLES GRAVEL BAND FINE GRAINED Exploration Sample Depth (feet) Moisture (%) Fines (%) Description ITP-8 S-1 10.0 4 2.3 sandy GRAVEL with Voce silt PROJECT NO: J-1998 PROJECT NAME: Zipper Zeman Associates, Inc. DATE OF llnelzooa Yelm Retail Geotcchnical and Environmental Consulting TESTING: F 2 (7 W lY LL u LL LL n 1000.000 ,00.000 1o.otio ,.000 0.100 PARTICLE SIZE IN MILLIMETERS GRAIN SIZE ANALYSIS Test Results Summary ASTM D-1140 1 F 2 W } m W Z LL F Z W V lY W a Coarse , Flne Coarse Meelum FNe Stlt CWy BOULDERS COBBLES GRAVEL SAND FINE GRAINED Exploration Sample Depth (feet) Moisture (°h) Fines (%) Description IT-6 S-1 ~ 7.0' 5 3.1 sandy GRAVEL with Vacs slit PROJECT NO: J-1998 PROJECT NAME: Zinser Zeman Associates, Inc. DATE of 1lnenooa Yelm Retail Geotectmical end Envvonmental Consulting TESTING: 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS 1 '~i ti 1 'I GRAIN SIZE ANALYSIS Test Results Summary ASTM D-1140 H S t7 W m w z LL f Z LL t: LL 4 Coarse Flee Coarse Medium Fme Sla Gay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Exploration Sample Depth (feet) Moisture (°/a) Finas (%) Descrjption IT-1 S-2 6.0' 3 2.2 sandy GRAVEL with vacs sill PROJECT NO: J-1998 PROJECT NAME: Ziaper Zeman Associates, Inc. DATE OF 1vlenooa Yelm Retail Gwtecklnical and Environmental Consulting TESTING: 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS GRAIN SIZE ANALYSIS Test Results Summary ASTM D-1140 '~ ' _J ' ~ o 1 H tll } m fY W Z ti t- Z W U W a Coarse Fine Coarse Metllum F1na Slll Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Exploration Sample Depth (feet) Moisture (%) Fines (%) Description IT-2 S-1 5.5' 4 6.8 sandy GRAVEL with some slit PROJECT NO: J•1998 PROJECT NAME: ZIAAeIr Zeman ASSOC1ateS, Inc. DATE OF 11118.2004 Yelm Retail GeotecMical and Environmental Consulting TESTING: 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS 1~ ,~ 'l tl 'I ') '~ I 1 ~I 1 1 l 1 i I 1 -' t- x (: LL 3 rs u z u F LL C d u 0 C7~1~N .S~ZE QINALY.S~.S .Test Results Summary ASTM D 1140 Coarse Fine C°erse Medium Fine Silt Cley BOULDERS COaeLES GRAVEL SAND FINE GRAINED Exploration Sample Depth (feet) Moisture (%) Fines (%) Description ITP-7 S-1 9.0 5 -0.1 sandy GRAVEL PROJECT NO: J-1998 PROJECT NAME: Zipper Zeman Associates. Inc. DATE OF 11ne/zooa Yelm Retail Geotechnical end Environmental Consulting TESTING: 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS ~i 11 1', 1' ,~ '~ Ii 1 1 I 1 t .I 1 I ' .I 1 ~ ~.l ' :~ H 2 w 3 m LL Z LL F LL LL n GRAIN SIZE ANALYSIS Test Results Summary 1000.000 100.000 10.000 1.000 0.100 PARTICLE SIZE IN MILLIMETERS 0.010 ASTM 0.001 Coarse Fine Coarse Medium Firre Silt Clay ~~UUERS C~~~LES GRAVEL SAND FINE GRAINED Exploration Sample Depth (feet) Moisture (%) Fines (%) Description IT-3 S-1 8.0' 3 2.3 sandy GRAVEL with trace silt PROJECT NO: J-1998 PROJECT NAME: Ziuper Zeman Associates. Inc. DATE of 11ne.2ooa Yelm Retail Geotechnical and Environmental Consulting TESTING: GRAIN SIZE ANALYSIS Test Results Summary ASTM li 11 1~ 1~ 1~ H 2 W } LL LL F LL L LL 6 0.010 0.001 Coarse Flne Coarse Medium F'me Sllt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Exploration Sample Depth (feet) Moisture (%) Fines (%) Description IT-4 S-1 6.3' S 2.5 sandy GRAVEL with trace silt PROJECT NO: J-1998 PROJECT NAME: Zipper Zeman Associates. Inc. DATE OF 1lnefzooa Yelm Retail Geotechnical and Environmental Consulting TESTING: 1000.000 100.000 10.000 1.000 0.100 PARTICLE SIZE IN MILLIMETERS 1 'I tl 1~ 1 F (7 W m W Z LL F Z W V W a GRAIN SIZE ANALYSIS Test Results Summary ASTM 1000.000 100.000 10.000 1.000 0.100 0.010 PARTICLE SIZE IN MILLIMETERS 0.001 Coersa Fine Coarse McUium Fine SIII Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED F~cploration Sample Depth (feet) Moisture (%) Fines (%) Description IT-5 S-1 6.5' 7 2.6 sandy GRAVEL with trace silt PROJECT NO: J-1998 PROJECT NAME: Zipuer Zeman Associates, Inc. DATE of 11nBnooa Yelm Retail Geotechnical and Environmental Consulting TESTING: PERCENT FINES - 200 WASH ONLY Protect Name: Yelm Retail Location of Protect: Yelm, WA Description of Soil: AG Job No: J-1998 Boring No: TP-1 Sample No: S-3 Depth of Sample: 2.3-10.0' Date of Testing: 11/18/20 200 Wash Can No. ZIP Wei ht wet + tare 460.5 ~' Wei ht d + tare 442.4 Weight tare 8.3 i . was a samp e + tare 437.6 I Wei ht washed fines 5 Percent Fines 1 Comments: EST L• B O R• T O R I B B ANALYSIS RBPORT Zipper Zeman Associates Date Received: 11/18/04 18905 33rd Ave W Ste 117 Date Reported: 11/29/04 Lynnwood, WA 98036 Attention: John Zeman project #: J-1998 SOIL SAMPLES PARAMETER Units Result 04-A017756 Client IDs J-1998 B-4 S-2 5.0-6.5 Date Sampled: unit 5.9 H ohms cm 100000 Resistivity Reported by: z•d 564E-EBB-SZb sgel gsalNy d9E~Z0 40 OE ~~N 1~ 1 ~I _ ES'T L A e O fl A T O R! B S ANALYSIS RBPORT Zipper Zeman Associates Date Received: 11/17/04 18905 33rd Ave W Ste 117 Date Reported: 11/29/04 L nwood, WA 98036 Attention: Tom Jones Project Name: YELM RETAIL Project #: J-1998 SOIL SAMPLES PARAMETER Units Result 04-A017719 Client ID: TP-7 5-2 Date Sampled: , pH Resistivity 09-A017720 Client ID: B-13 S-1 Date Sampled: , pH Resistivity 04-A017721 Client ID: B-47 S-1 Date Sampled: , H Resistivity T•d ss~e-ese-szti unit 5.0 ohms em 85000 unit 5.1 ohms cm 53000 unit 5.6 ohms cm 85000 Reported by: sqe~ zsayWy d9E:Z0 40 OE ~~N APPENDIX C GEOTECIINICAL INVESTIGATION FACT SHEET, FOUNDATION DESIGN CRITERIA, FOUNDATION SUBSURFACE PREPARATION NOTES AND AASHTO PAVEMENT DESIGN ' _~ ' ~ J-1998,O10505.doc GEOTECHNICAL INVESTIGATION FACT SHEET Include this form in the Geotechnical Report as an Appendix. PROJECT LOCATION: Yelm, Washineton Engineer: Thomas A. Jones Phone #: 425.771.3304 Geotechnical Engineering Co.: Zinser Zeman Associates. Inc. Report Date: January 5, 2005 Ground Water Elevation: not encountered localized perching. ner renort) Date Groundwater Measured: N/A (If encountered) Date Groundwater Measured: N/A Fill Soils Characteristics: Maximum Liquid Limit: 40 in unner 4 feet Maximum Plasticity Index: 12 in unner 4 feet Specified Compaction: 95% ASTM:D-1557 Moisture Content Range: -lto+2%eranular TopsoiUStripping Depth: 4 to 6 inches estimated (see renort) Undercut: Only in areas where loose or organic-rich soils are exposed after strionine and in undocumented fill area, ner renort Standard Proctor Results: Enclosed m Appendix B Recommended Compaction ConVol Tests: 1 Test for Each 5.000 Sq. Ft. each Lift (bldg. azea) 1 Test for Each 10 000 Sq. Ft. each Lift (parking area) Swctural Fill Maximum Lifr Thickness 8 in. (Measured loose) Subgrade Design CBR value = 12 '.~ COMPONENT Stabilized Subgrade ,'l (If Applicable) Subbase Material (Pit-run Sand and Gravel) Crushed Gravel Base Course Leveling Binder Course ASPHALT Standard Heavy 5 5 4 4 CONCRETE Standard Heavy 0 0 5 5 Surface Course 3 4 5 NOTE: This information shall not be used separately from the geotechnical report. 6 J-1998, OI OSOS.doc 1 FOUNDATION DESIGN CRITERIA Include this form in the Geotechnical Report as an Appendix. PROJECT LOCATION: Yelm Washington Engineer: Thomas A. Jones Phone #: 425.771.3304 ~I Geotechnical Engineering Co.: Zinner Zeman Associates, Inc. Report Date: 1 January 5, 2005 - ~ Foundation type: Shallow spread and continuous footings on native or compacted structural fill 'I Allowable bearing pressure: 3,000 psf (see text) ' i Factor of Safety: 3 Minimum footing dimensions: Individual: 24 inches Continuous: 18 inches ' j Minimum footing embedment: Exterior: 18 inches Interior: 12 inches Frost depth: 18 inches t ~ Maximum foundation settlements: Total: <~/, inch Differential: <0.5 inch in 40 ft. Slab: Potential vertical rise: <'/< inch below slabs ' Capillary Break (not a vapor barrier) describe: no vapor barrier or capillary break recommended Subgrade reaction modulus: 225 psUin Method obtained: CBR Correlation ' i Active Equivalent Fluid Pressures: 35 ocf Passive Equivalent Fluid Pressures: 325 pcf t I Perimeter Drains (describe): Building: Only if buildine is supported on less permeable soils than native soils _j Retaining Walls: 4-inch dia perforated PVC ' ' Cement Type: I Retaining Wall: Active pressure: 35 pcf ' At-rest pressure: 50 pcf Passive resistance: 325 pcf 3 Allowable coefficient of friction: 0.35 ' ~ COMMENTS: ' J NOTE: This information shall not be used separately from the geotechnical report. I ' ~ J-1998, O10505.doc 'I FOUNDATION SUBSURFACE PREPARATION WAL -MART ' I ZZA JOB No. 1998, YELM, WASHINGTON JANUARY 5, 2005 UNLESS SPECIFICALLY INDICATED OTHERWISE IN THE DRAWINGS AND/OR SPECIFICATIONS, THE LIMITS OF THIS SUBSURFACE PREPARATION ARE CONSIDERED TO BE THAT PORTION OF THE SITE DIltECTLY BENEATH AND 10 FEET BEYOND THE BUILDING AND APPURTENANCES. ' APPURTENANCES ARE THOSE ITEMS ATTACHED TO THE BUH.DING PROPER (REFER TO DRAWING SHEET SPl), TYPICALLY INCLUDING, BUT NOT LIMITED TO, THE BUILDING SIDEWALKS, GARDEN CENTER, PORCHES, RAMPS, STOOPS, TRUCK WELLS/DOCKS, CONCRETE APRONS AT THE ' ~ AUTOMOTIVE CENTER, COMPACTOR PAD, ETC. THE SUBBASE AND THE VAPOR BARRIER, WHERE REQUIItED, DO NOT EXTEND BEYOND THE LIMITS OF THE ACTUAL BUILDING AND THE APPURTENANCES. '"I ESTABLISH THE FINAL SUBGRADE ELEVATION AT 12 INCHES BELOW FINISHED FLOOR ELEVATION TO ALLOW FORA 4 INCH SLAB, OR AT 13.5 INCHES BELOW THE FINISHED FLOOR ELEVATION TO ALLOW FORA 5.5 INCH SLAB TO ALLOW FOR THE SLAB THICKNESS AND A 8-INCH ' i SUBBASE. THE SUBBASE SHALL BE 6 INCHES (FOR EXPOSED SLABS, THE SUBBASE SHALL ~ CONSIST OF 4 INCHES OF COARSE AGGREGATE MEETING THE GRADATION REQUIREMENTS OF ASTM D-448, GRADING NO. 57 OR NO. 67, COVERED WPTH 2 INCHES OF FINE AGGREGATE MEETING THE GRADATION REQUIREMENTS OF ASTM D-448, GRADING NO. 10 WITH 6 TO ]0 PERCENT ! PASSING THE U.S. NO. 200 SIEVE.). NO CAPILLARY BREAK MATERIAL SHALL BE PLACED ~ PROVIDED 6 INCHES OF COARSE AGGREGAE BASE IS CONSTRUCTED. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ACCURATE MEASUREMENTS FOR ALL CUT AND FILL DEPTHS ., REQUIRED. EXISTING FOUNDATIONS, SLABS, PAVEMENTS, AND BELOW-GRADE STRUCTURES SHALL BE ' REMOVED FROM THE BUH,DING AREA. REMOVE SURFACE VEGETATIONS, TOPSOIL, ROOT i SYSTEMS, ORGANIC MATERIAL, EXISTING FII.L, AND SOFT OR OTHERWISE UNSUITABLE MATERIAL FROM THE BUILDING AREA. FOLLOWING THE STRIPPING PROCEDURES, THE STRIPPED SUBGRADE WITHIN THE BUILDING PAD SHOULD BE PROOFROLLED WITH A HEAVY RUBBER- ' I TBtED CONSTRUCTION EQUIPMENT, SUCH AS AFULLY-LOADED TANDEM-AXLE DUMP TRUCK, TO DETECT SOFT AND/OR YIELDING SOILS. THE EXPOSED SUBGRADE SOILS SHOULD BE FIRM, UNYIELDING, AND MEET A MINIMUM COMPACTION OF 95 PERCENT OF THE MAXIMUM LABORATORY DENSITY, AS DETERMINED BY ASTM D-1557-91. IN THE EVENT THAT COMPACTION ~ FAILS TO MEET THE SPECIFIED CRITERIA, THE UPPER 12 INCHES OF SUBGRADE SHOULD BE SCARIFIED AND MOISTURE CONDITIONED, AS REQUIRED TO OBTAIN AT LEAST 95 PERCENT OF THE MAXIMUM LABORATORY DENSITY. THOSE SOILS WHICH ARE SOFT, YIELDING, OR UNABLE TO BE COMPACTED TO THE SPECIFIED CRITERIA SHOULD BE OVEREXCAVATED AND WASTED FROM THE SITE. THE OVEREXCAVATION SHOULD BE BACKFH.LED WTI'H STRUCTURAL FILL MATERIAL PLACED AND COMPACTED TO AT LEAST 95 PERCENT OF THE MODIFIED PROCTOR ' MAXIMUM DRY DENSITY (ASTM D-1557). REMOVE AND REPLACE UNSUITABLE AREAS WITH SUITABLE STRUCTURAL FILL MATERIAL. SUBGRADE MATERIAL SHALL BE FREE OF ORGANIC AND OTHER DELETERIOUS MATERIALS AND SHALL MEET THE FOLLOWING REQUIItEMENTS: ' ~ LOCATION WITH RESPECT TO FINAL GRADE P.I. L.L. BUILDING AREA, BELOW UPPER 4 FEET 20 MAX. 50 MAX. BUILDING AREA, UPPER 4 FEET 12 MAX 40 MAX. PLACE FILL MATERIAL IN LOOSE LIFTS NOT EXCEEDING 8 INCHES IN THICKNESS. ADJUST MOISTURE CONTENT TO BE WITHIN 1 PERCENT BELOW TO 2 PERCENT ABOVE THE OPTIMUM ' VALUE, AND COMPACT TO AT LEAST 95 PERCENT OF THE MODIFIED PROCTOR MAXIMUM DRY ~ DENSITY (ASTM D-1557). J-1998, OIOSOS.doc THE ON-SITE SOILS MAY BE REUSED AS STRUCTURAL FII.L FOR FOUNDATION, FLOOR SLAB, AND PAVEMENT SUPPORT, PROVH)ED THE SOIL DOES NOT CONTAIN SIGNIFICANT ORGANIC CONTENT '~'~ OR OTHER DELETERIOUS MATERIALS AND IS PLACED AND COMPACTED AT TO AT LEAST 95 PERCENT OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM D-1557). IT SHOULD BE ' NOTED THAT THE ON-SITE SOILS CONTAIN A LARGE FRACTION OF COBBLES AND BOULDERS (UP TO AND POTENTIALLY LARGER THAN 24-INCH DIAMETER); THEREFORE, THE TOP 12 INCHES OF COMPACTED STRUCTURAL FILL SHOULD HAVE A MAXIMUM 6-INCH PARTICLE DIAMETER, WHEREAS ALL UNDERLYING FILL MATERIAL SHOULD HAVE A MAXIMUM 12-INCH DIAMETER, UNLESS SPECIFICALLY RECOMMENDED BY THE GEOTECHNICAL ENGINEER AND APPROVED BY THE OWNER. ROCK FRAGMENTS BETWEEN 12- AND 18-INCHES DIAMETER MAY BE USED IN FILLS GREATER THAN 'T'HREE VERTICAL FEET, PROVIDED THEY ARE PLACED IN CONCENTRATED POCKETS, ARE SURROUNDED WITH FINE GRAINED MATERIAL, AND THE DISTRIBUTION OF THE ROCKS IS SUPERVISED BY THE GEOTECHNICAL ENGINEER. BOULDERS IN EXCESS OF 18-INCHES IN DIAMETER SHOULD BE REMOVED FROM THE SITE OR PLACED IN FILL AREAS DESIGNATED AS SUITABLE FOR ROCK DISPOSAL. ~ I THE FOUNDATION SYSTEM SHALL BE ISOLATED SPREAD FOOTINGS AT COLUMNS AND CONTINUOUS SPREAD FOOTINGS AT WALLS. ' I THIS FOUNDATION SUBSURFACE PREPARATION DOES NOT CONSTITUTE A COMPLETE SITE WORK SPECIFICATION. IN CASE OF CONFLICT, INFORMATION COVERED IN THIS PREPARATION SHALL TAKE PRECEDENCE OVER THE WAL-MART SPECIFICATIONS. REFER TO THE SPECIFICATIONS FOR ' i SPECIFIC INFORMATION NOT COVERED IN THIS PREPARATION. THIS INFORMATION WAS TAKEN i FROM A GEOTECHNICAL REPORT PREPARED BY ZIPPER ZEMAN ASSOCIATES, INC., DATED JANUARY 5, 2005 (GEOTECHNICAL REPORT IS FOR INFORMATION ONLY AND IS NOT A ' CONSTRUCTION SPECIFICATION). E-Mail address for the Geotechnical Engineer: tom iones(cilzipnerzeman.com ~,;_~ ]-1998,OIOSOS.doc ' AASHTO 1993 METHOD FOR DESIGN OF ASPHALT PAVEMENT STRUCTURES ' FOR: PROPOSED RETAIL DEVELOPMENT, YELM, WASHINGTON ' DESIGN LIFE: 20 YEARS ' DESIGN CALIFORNIA BEARING RATIO: 12 INPUT VALUES FOR STRUCTURAL NUMBER (SN) REFERENCE ' Estimated ESAL (20 yrs) = 109,500 (std. duty), 335,800 (hvy. duty) Specified _ Reliability (R) = 85% I Specified Standard Normal Deviation (Z,) _ -1.037 I-62 Overall Standard Deviation (S°) = 0.45 Specified Resilient Modulus (M~ = 11,000 psi II-21 ' i Seasonal Roadbed Resilient Modulus (Ma, seasonally adjusted) = 5,000 psi II-15 Initial Serviceability (Po) = 4.2 Specified ' j Terminal Serviceability (P,) = 2.0 Specified ' Design Serviceability Loss (PSI) = 2.2 II-10 Structural Number (SN) = 3.2 (hvy), 2.7 (std) II-35 ' i Input values for thickness calculations Asphalt layer coefficient (a,) = 0.40 II-18 ' I Base course layer coefficient (a2) = 0.14 II-19 Base course drainage coefficient (m2) = 1.35 II-25 Subbase layer coefficient (a3) = 0.12 II-21 Subbase layer coefficient (m3) = 1.32 II-25 Recommended Pavement Section Thicknesses (inches) I Minimum i shalt Concrete Crushed Base Course Pit-Run Subbase Compaction Standard 3 4 5 95%ASTM:D-1557 ' Optional Std. 3 4 6 95%ASTM:D 698 Heavy 4 4 5 95%ASTM:D-1557 ' Optional Heavy. 4 4 6 95% ASTM:D 698 ~ Note: Subbase must have a CBR value of 40 or more when compacted to 95 percent of the modified Proctor ' maximum dry density. l . ' I J-1998, OIOSOS.doc ,j 1 1 1~ 'l tI 11 i AASHTO 1993 METHOD FOR DESIGN OF CONCRETE PAVEMENT STRUCTURES FOR: PROPOSED RETAIL DEVELOPMENT, YELM, WASHINGTON DESIGN LIFE: 20 YEARS DESIGN CALIFORNIA BEARING RATIO: 12% INPUT VALUES FOR STRUCTURAL NUMBER (SN) Estimated ESAL (20 yrs) = 109,500 (std. duty), 335,800 (hvy. duty) Reliability (R) = 85% Standard Normal Deviation (Z,) _ -1.037 Overall Standard Deviation (S°) = 0.35 Resilient Modulus (Ma) = 14,000 psi Effective Resilient Modulus (Ma, seasonally adjusted) = 5,000 psi Composite Modulus of Sribgrade Reaction = 340 pci Initial Serviceability (Po) = 4.2 Terminal Serviceability (P,) = 2.0 Design Serviceability Loss (PSI) = 2.2 Input values for thiclaiess calculations: Mean Concrete Modulus of Rupture = 550 psi Base course layer coefficient (a2) = 0.14 Base course drainage coefficient (mz) _ ].35 Load Transfer (J) = 4.0 Drainage Coefficient (Ca) = 1.25 Base Modulus (Ea) = 30,000 psi Subbase layer coefficient (a3) = 0.12 Subbase layer coefficient (m3) = 1.30 Subbase Modulus (Esu) = 20,000 psi Recommended Concrete Pavement Section Thicknesses (inches) Asnhalt Concrete Crushed Base Course Pit-Run Subbase Standard 5 5 0 Heavy 6 5 0 J-1998, OIOSOS.doc REFERENCE Specified - Specified I-62 Specified II-21 II-15 H-39 Specified Specified II-]0 Recommended II-19 II-25 II-l9 II-21 II-25 II-21 Minimum Compaction 95% ASTM:D-1557 95% ASTM:D-1557 APPENDIX D WRCC CLIMATE DATA 1i I ' ,,_~ J-1998, OIOSOS.doc PERIOD OF RECORD MONTHLY CLIMATE SUMMARY PERIOD OF RECORD : 6/ 1/1948 TO 6/30/2004 YELM WASHINGTON Jan Feb Mar A r Ma Jun JuI Au Se Oc[ Nov Dec Annual very eMax. Tem etatura F 44.4 49.1 53.3 59.0 65.7 71.0 77.0 77.0 71.6- 60.6 50.5 44.8 60.3 Avem a Min. Tem eraNre (F 31.5 32.5 33.7 36.5 41.5 46.6 49.3 49.4 45.2 39.6 35.5 32.7 39.5 very eTotal Preci nation in. 7.99 5.91 5.10 3.35 L98 1.57 0.73 1.15 2.00 4.74 6.18 8.23 50.92 very eTotal SnowFall in.) 7.3 3.7 1.9 0.1 0.0 0.0 0.0 0.0 0.0 0.0 1.3 3.9 16.1-- vem a Snow De th in.) 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 ~j ' -_~~ J-1998,OIOSOS.doc APPENDIX D-Thurston County Facility Summary Report TIIURSTQN REGION FACILITY SUMMARY FORM 1 '. Complete one (1) for each facility (detention/retention, coalescing plate filter, etc.) on the project site. Attach 8 i/2 x 11 sketch showing location of facility, SG'T' APPt~'K A Proponent's Facility Name or Identifier (e.g., PondfA,): -LNFSt-TRA'tSD+~ Name of Aoad or Street to Access Facility: ~~ 5d~ Hearings Examiner Case Number: - Development Rev. Project No./Bldg Permit No.: Parcel Number: To be completed by Utility Staff: Utility Facility Number:: Project Number {num) Parcel Number Status, (num, 1ch) D, Known; 1, Public; 2 Unlmown; 3, Unassigned $asin and Subbasin: (num, 6ch) (2ch for'basin, 2ch for subbasin, 2ch future) Responsible jurisdictions (alpha, ich) Part 1 - Project Name and Proponent Project Name: l~A~ MACS ~"IbRE ~ 31 OS ^ OD Project Owner: ~+~r~--`"~'`h~ Project Contact: C Address: s~' ~(7~N ~T Phone: 3F N'C0~ uS1,LE w-1R 7c~i-7 ~ 01- Project Proponent: (if different) Address: Phone: Project ngineer: .hy-LL ~J V~w,~ ~.w~ Firm: ~~~-~ A'"~~ Page G - 2 Phone: ~360»~~'9SDU Part 2 - Proiect Location Section Township Range Names and Addresses of Adjacent Property Owners: Sss ~~-r~tc,NFn Part 3 - Tvoe of Permit Application //'~ j~ Type of permit (e.g., Commercial Bldg): C~pMhE24T.~~ ~J~^'Ols Other Permits (circle) DOF/W NPA COE 404 COE Wetlands pOE Dam Safety FEMA Floodplain Shoreline Mgmt Rockery/Retaining Wall Encroachment Grading NPDES Other Other Agencies (Federal, State, Local, etc.) that have had or will review this Drainage Erosion Control Plan: Page G - 3 ' Part 4 - ProXtoaed Proiect Descrivtion Af What stream basin is this project in (e.g., Percival, Woodland): 'v Project Size, acres 15, 34~ Zoning: t onsite: Residential Subdivision: _ Number of Lots: ~ Lot-size (average), acres: Building Permit/Commercial Plat: ~t Building(s) Footprint, acres: 3• ~ 9 Concrete Paving, acres: ~ n• ~ ~O Gravel Surface, acres: Lattice Block Paving, acres: Public Roads (including gravel shoulder), scree: ' Private Roads (including gravel shoulder), acres: Onsite Impervious Surface Total, acres: ~3' ~~ ' Part 5 - Pre-Developed Proiect Site Characteristics Stream through site, y/n: Name: DNR Type: '~ Type of feature this facility discharges to (i.e., lake, stream, intermittent stream, pothole, roadside ditch, eheetflow to adjacent private property, etc.): ~I '~ Swales, Ravi»ea, y/n: "' '~ Steep slopes, (steeper than 15~) y/n: {~Nl Erosion hazard, y/n: "' 100 yr. Floodplain, y/n: N '1 Lakes or Wetlands, y/n: ` Seeps/Springs, y/n: ~- ,~ High Groundwater Table, y/n: ~-. t~ Wellhead Protection or Aquifer 1,~~ Sensitive Rrea, y/n: !~ ~~ Page G - 4 1 ' ~ Other: -- Part 6 - Facility Description ' Total Area Tributary to Facility Including Offaite (acres):: ~ 5.3 a~ Total Onaite Area Tributary to Facility (acres): IS •!n13 U ' Design Impervious Area Tributary to Facility (acres): ~ ! 7 S Design Landscaped Area Tributary to Facility (acres): ~. 1 ' Design Total Tributary Area to Facility (acres): ~ S• 3 Enter a one (1) for the type of facility: ' Wet pond detention Wet pond water surface area, acres ' Dry pond detention Underground detention ' Infiltration pond Dry well infiltration ' Coalescing plate separator Centrifuge separator ' Other ~A1J'DBQ(rQ.O~^,N~D ~fJ~SLTRRTTo:J VflkL4 Outlet type (Enter a one (1) for each type present) ' Filter ' Oil water separator Single orifice 'I Multiple orifice Weir 'I Spillway Pump(s) '~ other =NFSLTRATSoN 'j Part 7 - Release to Groundwater Design Percolation Rate To Groundwater (if applicable) (~ tN Z 1~ '~ Page G - 5 i i i i i i 1 1 '~ 'I '~ ~' 1 ', ~~ Part 8 - Release to Surface Water (if applicable) ~~~ Thurston Discharge County MSL to Surface Elevation Percent Volume Water (ft) Design Full (cu ft) (efa) Empty: 0_ _0.0_ _0.0_ _25_ 50 100 Page G - 6 I 1 i 1 '~ Parcel Number: 64303100900 Location: West Owner: Mc Graw, Michael R & Kaye D PO Box 429 Onalaska WA, 98570 Parcel Number: 64303100501 Location: North Owner: Littleton, George S PO Box 900 Yelm WA, 98597 Parcel Number: 6430310050 Location: North Owner: Knittel, William & Norma J PO Box 2329 Yelm WA, 98597 Parcel Number: 64303100402 Location: North Owner: Flood, Michael Lee 17117 103rd Ave SE Yelm WA, 98597 Parcel Number: 64303 10 1 200 Location: East Owner: Barnard, Donald Clyde & June D PO Box 487 Yelm WA, 98597 Parcel Number: 64303101301 Location: East Owner: Frette, Elmer E PO Box 387 Yelm WA, 98597 Location: South Owner: Washington State DOT APPENDIX E-System Maintenance Vortechs® System Maintenance The unique design of the Vortechs® System allows for unobstructed access to pollutants, making it the easiest hydrodynamic separator in the industry to inspect and maintain. Inspection Inspection is the key to effective maintenance and is easily performed on the Vortechs° System. Vortechnics recommends ongoing quarterly inspections of the grit chamber for accumulated contaminants. Pollutant deposition and transport may vary from year to year and quarterly inspections will help ensure that the system is cleaned out at the appropriate time. Inspections should be performed more frequently where site conditions may cause rapid accumulation of pollutants. The Vortechs° System should be cleaned when inspection reveals that the sediment depth has accumulated to within six inches of the dry-weather water surface elevation. This determination can be made by taking two measurements with a stadia rod or similar measuring device; one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface. The system should be cleaned out if the difference between the two measurements is six inches or less. To avoid underestimating the volume of sediment in the chamber, the measuring device must be lowered to the top of the sediment pile carefully. Finer, silty particles at the top of the pile typically offer less resistance to the end of the rod than larger particles toward the bottom of the pile. In Vortechs° System installations where the risk of large petroleum spills is small, liquid contaminants may not accumulate as quickly as sediment. However, an oil or gasoline spill should be cleaned out immediately. Motor oil and other hydrocarbons that accumulate on a more routine basis should be removed when an appreciable layer has been captured. View into the grit chamber of a Vortechs° System. Unobstructed access to the grit chamber, where pollutants are sequestered, make inspection and maintenance of the Vortechs° System easier than any other hydrodynamic separator in the industry. Sediment Accumulation in the Field The graph below depicts actual sediment accumulation of a Vortechs° Model 11000 through its first two years in operation. The first inspection of the system occurred four months after installation. Clean out was required after 15 months of operation. Vorbchs`MOd°I Ho00 SotllmentACCUmuMUon Record S V C a e E ;8 a month Learn MOreI Call 877.907.8676 or visit us at www.vortech nics.com Committed to Clean Water" Cleaning Maintaining the Vortechs° System is easiest when there is no flow entering the system. For this reason, it is a good idea to schedule the clean out during dry weather. Clean out of the Vortechs® System with a vacuum truck is generally the most effective and convenient method of excavating pollutants from the system. If a vacuum truck is not available, a "clamshell" grab may be used, although it is not as effective. Accumulated sediment is typically evacuated through the manhole over the grit chamber. Simply remove the cover and insert the vacuum hose into the grit chamber. As water is evacuated, the water level outside of the grit chamber will drop to the same level as the crest of the Tower aperture of the grit chamber. It will not drop below this level due to the fact that the bottom and sides of the grit chamber are sealed to the tank floor and walls. This "water lock" feature prevents water from migrating into the grit chamber, exposing the bottom of the baffle wall. Floating pollutants will decant into the grit chamber as the water level there is drawn down. This allows most floating material to be withdrawn from the same access point above the grit chamber. If maintenance is not performed as recommended, sediment may accumulate outside the grit chamber. If this is the case, it may be necessary to pump out all chambers. It is a good idea to check for accumulation in all chambers during each maintenance event to prevent sediment buildup in those areas. To remove oil, grease, and other hydrocarbons, it may be preferable to use adsorbent pads since they are usually less expensive to dispose of than the oil/water emulsion that may be created by vacuuming the oily layer. Trash can be netted out if you wish to separate it from the other pollutants. Manhole covers should be securely sealed following cleaning activities, to ensure that surface runoff does not leak into the unit from above. ' After a storm event, treated runoff is decanted out of the Vortechs° System at a controlled rate, restoring the water level to a low dry-weather volume. This reveals a conical pile of accumulated sediment in the center of the grit chamber. Besides facilitating inspection and cleaning through the unobstructed access (see above), the low water level . significantly reduces maintenance costs by decreasing pump-out volume. ' Leam Mofe! Call 877.907.8676 or visit us at www.vortechnics.com Committed'to Uean Water° COMMERCIAL/INDUSTRIAL AGREEMENT TO MAINTAIN STORMWATER FACILITIES AND TO IMPLEMENT A POLLUTION SOURCE CONTROL PLAN BY AND BETWEEN ~~e I m V~laa - N~ar-I-- ITS HEIRS, SUCCESSORS, OR ASSIGNS (HEREINAFTER " del rY1 W MT ") J The upkeep and maintenance of stormwater facilities and the implementation of pollution source control best management practices (BMPs) is essential to the protection of water resources. All property owners are expected to conduct business in a manner that promotes environmental protection. This Agreement contains specific provisions with respect to maintenance of stormwater Facilities and use of pollution source control BMPs. ~ECtAL DESCRIPTION: Whereas, ~~'-I m W MT has constructed improvements, including but not limited to, buildings, pavement, and stormwater facilities on the property described above. In order to further the goals of the Jurisdiction to ensure the protection and enhancement of Jurisdiction's water resources, the Jurisdiction and ~Pa rn W Mf hereby enter into this Agreement. The responsibilities of each party to this Agreement are identified below. BUSINESS NAME SHALL: (1) Implement the stormwater facility maintenance program included herein as Attachment ..A.. (2) Implement, the pollution source control program included herein as Attachment "B". (3) Maintain a record (in the form of a log book) of steps taken to implement the programs referenced in (1) and (2) above. The log book shall be available for inspection by Jurisdiction staff at i702(~ S-Fd,1e I~W~ 567 during normal business hours. The. log book shall catalog the action taken, who took it, when it was done, how it was done, and any problems encountered or follow-on actions recommended. Maintenance items ("problems") listed in Attachment "A" shall be inspected on a monthly or more frequent basis as necessary. V el rn W MT is encouraged to Page K - 7 photocopy the individual checklists in Attachment A and use them to complete its monthly inspections. These completed checklists would then, in combination, comprise the monthly log book. (4) Submit an annual report to the Jurisdiction regazding implementation of the programs referenced in (1) and (2) above.' The report must be submitted on or before May 15 of each calendar year and shall contain, at a minimum, the following: (a) Name, address, and telephone number of the business, the person, or the firm responsible for plan implementation, and the person completing the report. (b) Time period covered by the report. (c) A chronological summary of activities conducted to implement the programs referenced in (1) and (2) above. A photocopy of the applicable sections of the log book, with any additional explanation needed, shall normally suffice. For any activities conducted by paid parties not affiliated with V ~I m W rv1'f- include acopy of the invoice for services. (d) An outline of planned activities for the next yeaz. THE JURISDICTION SHALL: (1) Provide technical assistance to ~ ~~ rY1 W min support of its operatio~~ and maintenance activities conducted pursuant to its maintenance and source control programs. Said assistance shall be provided upon request, and as Jurisdiction time and resources peimit, at no charge to ~/e1 m W M~' (2) Review the annual report and conduct a minimum of one (1) site visit per yeaz to discuss performance and problems with ~lel m W t"~ (3) Review this agreement with. yPa ry1 WM I .and modify it as necessary at least once every three (3) years. REMEDIES: (1) If the Jurisdiction determines that maintenance or repair work is required to be done to the stormwater facility existing on the ~u M W NlT property, the Jurisdiction shall give Ute owner of the property within which the drainage facility is located, and the person or agent in control of said property, notice of the specific maintenance and/or repair required. The Jurisdiction shall set a reasonable time in which such work is to be completed by the persons who were given notice. If the above requved maintenance and/or repair is not completed within the time set by the Jurisdiction, written notice will be sent to the persons who were given notice stating the ~1 ~' PageK-8 ':. Jurisdiction's intention to perform such maintenance and bill the owner for all incurred expenses. The Jurisdiction may also revoke stormwater utility rate credits for the quality component or invoke surchazges to the quantity component of the Business Name bill if required maintenance is not performed. (2) If at any time the Jurisdiction determines that the existing system creates any imminent threat to public health or welfare, the Jurisdiction may take immediate measures to ' remedy said threat. No notice to the persons listed in (1), above, shall be required under such circumstances. ' (3) The owner grants unrestricted authority to the Jurisdiction for access to any and all stormwater system features for the purpose of performing maintenance or repair as may become necessary under Remedies (1) and/or (2). (4) The persons listed in (1), above, shall assume all responsibility for the cost of any maintenance and for repairs to the stormwater facility. Such responsibility shall ' include reimbursement to the Jurisdiction within 30 days of the receipt of the invoice for any such work performed. Overdue payments will require payment of interest at ' the current legal rate for liquidated judgments. If legal action ensues, any costs or fees incurred by the Jurisdiction will be borne by the parties responsible for said reimbursements. ' (5) The owner hereby grants to the Jurisdiction a lien against the above-described property in an amount equal to the cost incurred by the Jurisdiction to perform the maintenance ' or repair work described herein. This Agreement is intended to protect the value and desirability of the real property ' described above and to benefit all the citizens of the Jurisdiction. It shall run with the land and be binding on all parties having or acquiring from.~~m WMTor their successors any right, title, or interest in the property or any part thereof, as well as ' their title, or interest in the property or any part thereof, as well as their hetrs, successors, and assigns. They shall inure to the benefit of each present or futwe successor in interest of said property or any part thereof, or interest therein, and to the ' benefit of all citizens of the Jurisdiction. ' Owner ' Owner /! // 1 ' ~ J Page K - 9 STATE OF WASHINGTON ) ss COUNTY OF THURSTON ) On this day and year above personally appeazed before me, and known to be the individual(s) described, and who executed the foregoing instrument and acknowledge that they signed the same as their free and voluntary act and deed for the uses and purposes therein mentioned. Given under my hand and official seal this day of Notary Public in and for the State of Washington, residing in Dated at ,Washington, this day of 199 199 1 STATE OF WASHINGTON ) ' ) ss COUNTY OF TIIURSTON ) 1 On this day and yeaz above personally appeared before me, who executed the foregoing instrument and ' acknowledge the said instrument to be the free and voluntary act and deed of said Municipal Corporation for the uses and purposes therein mentioned and on oath states he is authorized to execute the said instrument. Given under my hand and official seal this day of , 199_. ' APPROVED AS TO FORM: Notary Public in and for the State of Washington, residing in Page K - ]0 INSTRUCTIONS ' The following pages contain maintenance needs for most of the components that are part of ' your drainage system, as well as for some components that you may not have. Let us know if there aze any components that aze missing from these pages. Ignore the requirements that do not apply to your system. You should plan to complete a checklist for all system ' components on the following schedule: (1) Monthly from November through April. ' (2) Once in late swruner (preferably September). (3) After any major storm (use 1-inch in 24 hours as a guideline), items mazked "S" only. ' Using photocopies of these pages, check off the problems you looked for each time you did an inspection. Add comments on problems found and actions taken. Keep these "checked" sheets in your files, as they will be used to write your annual report (due in May). Some ' items do not need to be looked at every time an inspection is done. Use the suggested frequency at the left of each item as a guideline for your inspection. ' You may call the jurisdiction for technical assistance. Please do not hesitate to call, especially if you are unsure whether a situation you have discovered may be a problem. ' _:~ Page K - 13 ATTACHMENT "A": MAINTENANCE PROGRAM COVER SHEET Inspection Period: Number of Sheets Attached: Date Inspected: Name of Inspector: Inspector's Signature __..~ Page K - 14 ATTACHMENT "A": MAINTENANCE PROGRAM Maintenance Checklist for Closed Detention Systems (PipeslTanks) Drainage Sysro~ Condilbns To Condhbns Thet Feature ~ Problem Check For Shell Fxbt frequency M Srorage area Phgged ah Onahatl al Ifre end area al a vem b 6bckad M am/ poim Veres free of debrb and sedimem. Ippe Lark) verve whh debds end sed"unem. Pbgged vent can cause (smell ppe thv srorape cream whepse. connems catch basin ro srorage P~1 M Debrs end Accumubted sedimem depth exceeds 15%at diameter. All sedimem and debris removed from srorage area sedimem Faemple: 72inch storage lark wouM requue cleaning Conbm Chy P~Alic WoNs for guidance on sedimem when sedimem reaches depth of 1g Inches. removal arA disposal A Joints between Arty crash allowing matedal to leak kAO IacBhy. All pima henveen urk/ppa saktiorn are sealed. tark/pipe section A TaWJppe bem Arry pen of tankppe b neticeabN bent om of shape. TaNdplpe repaired or replaced to design. Contact e om of shape prolessbnal engineer for waluatbn. lA,S McMala Cover not in Cover is missing or ony penialy in place. Any open Manhole is closed. pbca menhob requires meimermrce. p Locking Mechanism cannot be opened by one maintenance pereon Mechanism opern whh proper toob. mechanbm rwt whh proper loob. Bahs Imo hams hflve less then 1/!-inch working of thread (may rmt appN ro sad-locking lidsj. q Cover did'wuh One Maintenance pemon cannot remove IM eher appNrog Cover son 6e removed end reinstalled N' one to remove BD pouMs of dh. Imam b to keep cover from sealing ofl maintenance pemon. access to mainenence. p ladder rungs Mainterunca pemon judges Ihat ladder is ornate due to Ladder meets design standards and allows maintenance ornate missing rorgs, mbelignmem, nst, or cracks. pemore safe access. d you era ureure whether a problem exbb, please contec Iha Jurbdbtbn flM ask for technical assbtance. Commen5: A=Annual (March or Ppril preferred) M = MonNy (see schedub) S =After major storms Page K - 15 ATTACHMENT "A" (CONTINUED) Maintenance Checklist for Catch Basins and Inlets Breinege 1 System ~ Condhions To COndeions That I Frequency Feature Problem Check For Should Fxist M,S Generel Trash, debris, Trash or debris in Irom of the catch basin opening is No trash or debris located immediately in hoot 01 catch end sediment in 6hcking capacity hV more Then 1q%. basin opening. Grate is kept clean and allows wa!er !u Or on basin emer. M Sedimem or debds (in the basin) that exceeds 1y3 tlw No sediment or debris in the catch hesin. Catch basin is depth from the bosom of hesin to invert of the lowest pipe dug out and clean. imo or out of the basin. M,S Tash ar debds in arty inlet or ppe blocking more than 113 Inlet end oNlet pees free of trash or debris. of its height. M SUUCturel Comer of frame extends more than 3t4 inch pest cub lace Frame rs even with cub. damage to frame imo the street (B applicable). and/or top slab M Top slab has holes larger Than 2 square inches or paL$S Tap slab is free Of holes end cmcks wider Than 114 inch (intern ti to make sure all material is running imo the hash). M Frame noI siring (lush on tap slab, i,e., sapareri0n of more Frames siring flush on top slab. then 3l4 inch of the Irema from the top slab, A Cracks in basin Cracks wider then 1l2 inch end longer then 3 feet, any 8esin replaced or repaired t0 design stendaNs. Cmnact wallspwttom evidence of soil pantiles emedng catch hesin through a professional engineerlor evaluation cracks, Or maimenance person judges that strupure is unsound. A Cracks wider Than 1/2 inch end longer Than i foot at the No Grads more than 1/4 inch wide at the pint of ryim of any imeUOw~l pipe or any evidence of soil inleUoplet pipe. panicles emednq catch basin Through cracks. p SettlemenU Basin has senled more than t inch or has rotated more Basin replaced or repaired to design standards. Contact mtialgnmem then 2 inches out 01 alignmem. a pmlessional enginaerlor evaluation. M,S Flre hazard or Presenw of chemicals such as natural gas, oil, and No color, odor, or sludge. Basin is dug out and clean. other pollution gasoline. Obnoxious color, odor. or sludge noted. M,5 Outlet pipe is Vegetation Or roots growing in inleVoutlet ppe joints that is No vegetation or root growth present. clogged wbh more than sa Inches tell and lass than sp inches span. vegetarian e you aze unsure whether a problem exists, please wntap the Jurisdimion end ask for technical azs'stance. Comments: - A=Annual (March or Peril preferred) M =Monthly (see schsdule) S = Attar major storms i Page K - 17 ' ATTACHMENT "A" (CONTINUED) aintenance Checklist for Ponds Frequency Oreiruga System ~ Problem Cond'nbns to Check For Condhbns Thar SMUId Exist Faatwe M,S General Trash 8 tlebds hugdrq Oumpirg of yard wastes such ss grass cfWpings and flemove vash aM debris and depose es M t S tb 6 d b Cn W in pond. 6renchas imo bash. UraigMty accumuletwn of rwrv esta wgamen ec n. presa e y y ' degredahu mvedals such u glass, plastic, maul, loam, end coated er. M,S Trash reds pkgged or Bu screen over owlet more than 25% covered by debru Replace screen Remwa trash and debds and missing or musing. depose v prescdhed by CAy Waste Management Section. M Pouonous vegetvbn Arry poisorous vegetatbn whkh may wrutilule a hazard Remove pouowus vegetetbn. Do not spray to the pr61n. Examples of pouomus vegetubn incNde: chamiwu an vegetvbn wilhoa obuiriinq tansy regwon, poison oak, surging nenles, dewpdub. guidance Irom the Cooppereuve Fxunsbn Sarvbe end rovd Irom the Cby. M S Fre hazard or pogNbn Presenw of chemkels such ss rietural gas, od, erd RM sourws of pofhrdan end eErrtitWe them. , gasoline, obnoxious color, odor, ar sludge rated. Weer is tree Imm rgtbeable cabr, odor, or comeminmbn. M Vegeuuon rrot growing For grassy ponds, grass wvar u sparse end weedy or u For grassy ponds, sauctbefy thatch, aerate, end or u Overgrown wergrowa For weuaM ponds, pears ere sparse ar resem i i i reseed ponds. Grass tuning unnecessary unless For wesland ponds hand- dictated by aesNetics . nvas ve spec es va p , . plain nureery~grown weturd plains In here areas. Conucl the CooperatNa Fxrension Service tar 1 dkecdon on iwasrve species ouch as purple bosestme and reed cwry grass. Pord onoms shouN have unilonn dares coverege al desired urn aces. M Rodem holes Any widerce of rodem holes If ucgiry is acung ss e dam Rodents destroyed eM dam or berm repaired. or berm, or any widenca o1 water piling through dam or Coned the Tfwrstan Coumy Heats Deparenent berm vu rodem Mles. for guiduwe. M Insects Whan insects such es wasps end homeu intedere with Insects deswyad or removed from site. Conucl mainunar¢e activAies, or when mosquiroes become a Cooparetive Fxtensbn Service for guidance. nusance. A Trea growth tree grmMh does not allow maintenance access or Trees tlo not hinder mdmenance adivdies. imederes with mainenance actbiy li.e., slope mowing, Saudivafy cullrvate trees such es aldare for siA removal, or equpmem mwemenul. If Trees are noI firewood. imededng wdh acwss, laws trees Wne. M Sida slopes of pond Erosbn an harms or d Check around inleu end oMUU for signs of erosion. Flnd causes of erosbn and eliminate them. Then amrancdexh Check berms for sgns of sliding or seNing. Acuon u sbpss shuuld lie dablluad by using eppropriele needed where eroded damage war 2 ixhes deep aM erosron wmrol measurelsl; e.g., rorh where there u tenual for cominued arosbn. reubrwmem, Wurg of grass, win adbn. M Storage area Sedimem buildup in Accumuuted sedimem That exceeds ID%ol the Sadimem deened out to designed pond shape and m l pond designed pond depth. Buried or pp¢nially buried outlet swdure probably indcates signJ'cam sediment ro depth; pond reseeded if necessary to w erasion. d osds. A Pond d&es SaNaments Any pan of dke whbh has senlatl 4 inches lower than D&e should be both heck to the design eleveuon. the design elwatbn. A Emergenry Rack musing Ony orre layer of rock exuts shwa nalNe soil in arse 5 Replace rods to design standards. ' wedbwl square feet m larger, ar erA' exposure of nalNa soil s ilMa One Time Emergenq Ovedlow musing Side of pond hfls no awe wtlh urge rods to handle Caned Chy ur guidance. wedbwy emergerry wedbws. spilhvay ou ere enure whether a protium exuu, posse coned the Jurisdiction and ask for technical assurance. nmenfs: A=Armuel lMarch or pydl refenad) M = MonNfy (sea schedule ' S=After mepr storms -- Page K - 18 ' ATTACHMENT "A" (CONTINUED) ' , ~ Maintenance Checklist for Infiltration Systems Frequency Dreinega System Feature ~ Problem Canddmns to Check For Cond'nions That Should &ist M,S General Trash 8 Oebria buildu in and Sea Maintenance Checklist for Pands. Sea Maimenance Checklist far Ponds. M Poisonous vagetetbn Sea Maintenance Chedlist far Ponds. See Maimanance Checklist far Ponds. M,5 Fro hazem ar ollNan Sea Maintenance Checklist for Pands. See Mvmerwnce Checklist for Ponds. M Vegetation not Sea Maintenance Checklist for Ponds. Sea Maimerwnce Checktat for Ponds. growing ar is overgrown M Rodem hales See Maintenance Checkhst for Ponds. See Maimeneue Checklist for Pands. M Insems Sae Maintenance Checklist for Ponds. Sea Maimenanca Checklist for Ponds. A Storage area Sedimem buildup in system A soil tenure test indicates tacilhy is not working at its designed capabilities or was incorrectly desgned. Sedlmanl rs removed anNOr Ieciliry is cleaned so that inlihration system woda accoMing to desgn. A sediment bappln$ area W installed to reduce sedimem Iran an imo inlihration area. p Storage area draire slmvky (more than 4B haursl or overflows A sail tenure test indicates lacilhy is not waMinq at i6 designed capabilities or was irwomemfy desigrred. Additional vaWme is added through excavaYmn to provide needed storage. Soil W aerated and rototilled to improve drainage. Contact the City fur information an ns requiremanR regarding excavatmn. M Sedimem (rapping area Arty sedinrem arM debris fiNMg area to 1g%ot depth from sump 6onom to bosom of oNIeI pipe or obstructing flow into the connector ipe. Claen om sump Io design depth. One Time Sediment trapping area not present Starmwater enters infihredon area dingy withom Veatmenl, Add a trapping area 6y constructing a sump for seNing of solids. Segregate senling area Irom rest of laciliry. Contact M for guidance, M Rock lihem Sediment aM debris By visual irlapectpn lisle or no water flows through flker dwing heavy ram storms Replace gravel in rock Igter. tt you ere unsure whether a problem exs6, please contaq the Judsdidan and ask for technical assistance. Comments: 1 A =Annual (Mamh or MrN preferred) ' M = Manthy (see schedule) S = Afler major storms Page K - 19 ATTACHMENT "A" (CONTINUED) Maintenance Checklist for Energy Dissipators Frequency Drainage System ~ Problem CondAgns to Check For CondAgns That Should Exist feature /// A pock pad M'ssing ar moved OnN one layer of rock exists above natNe soil in area 5 Replace rocks to design standard. rock square lest or larger, ar airy ex osure of natNe soil. A Rack-tilled trench Missing or moved Trench is not full of rock. Add Iflrye rod ~t301h. each) so that rock is for discharge from rod visble above edge of trench. and M Dispersron trench Pqe plugged with Accumulated sadimem (hat exceeds 20Y<of IhB design Pipa deanedMlushed. sedimem de th. M Perforations plugged Over 12 0l perforations in p55a ere plugged vmh debrs Clean or replace padorated pipe. and sediment. M,S Not discharging Visual evidence al water discharging ar corzemmted Trench must be redesigned or rehuitl to Mandartl. water pmperry points ebng trench (rormal condidon s e'sheat (low" of Elevation of lip of trench should be the same Qlep water elorg bench). Intem is to prevent erosion at all poims. damage. M,S Water lbws oN top Mvntenance pereon observes waterflowirg oN dudnq Facility musl6e rehuih or redesigned to standards of °disbbmof catch any storm less than the design storm or e M causing or Ppa is probably plugged or damaged and needs basin ears likey to cause dams e. lecement. M,S RaceHing area mar- Water in receNing area is causing or has polemiel of Stabilize skpe wkh grass orather vegetation, or saturated causinq Wndslide. rod g Condition is smere. k you era unsure whether a problem exisk, please canted the Jurisdiction and ask for technical assistance. Comman6: A=Annual (March or P~nl preferred) M =Monthly (see schedule) S=After major storms Page K - 20 ' ATTACHMENT "A" (CONTINUED) Maintenance Checklist for Fencing/Shrubbery Screen/Other Landscaping 1 1 1 1 1 1 Frequenry Dwinage System . J Problem Condppns to Chech For Condhbris That Slauld Exist Fedure M General Miringg ar hreken Any delay b the tense or semen that permAa eery emry Ferry b mended ar shrubs replaced to brm a ensldead shru~ery to a facil' solid 6uder to em . M S Erosion Eroson has resuked m an openNg under a larcs tfat gBpIBCB Sad ardBl Jerre 901hd M OpBnlmq , Blows entry by ec la or es, exceeds 4 aches in height. M Unruly vagetdlon Shn66ery b growing ow of conwl ar's 4dested with Shnbbery b bimmed end weeded to prwde ~~ appealing aesthetks: Do not mB clwmcab ro cBMml weeds. A wre Frericm Damaged rs Posts ow of lamb mare Ihen 6 inches. Posts Iwnb to wAMn tt4 inches of lamb. A ~ To rails bem more then 6 inches. To rail free of bentls greeter than 1 inch. A Any pen of lenm (crrod'mq pmts, tap reds, and febdc( Fence's aligrred eM meets design sundards. more than 1 foot ow of design efgnmam. A Missing or loose tensbn wire. Temion wire in lace and holding fabric A Mising or boss herbed vdre that b saggiig more than Barbed wire in place wdh lase then 3/4-Inch sag 214 inches between posts. between prob. A Fxlamion arm missirq, broken, or bem ow of shape Fxlembn arm in place whh no 6aMs larger then more than 114 imhes. 3l4 Inch. A Detenoreted palm or Pan or pans that bare a nudng or scaling condabn Nd Structuregy adequate posh or parrs wYh a uniform rateabe coating has atlemed stmmural ade ua rotemNe coaling. M Cpemrigs m fabric Openings m fabric ere such Ihd an A-inch~ameter bell No aperumJS in lehdc. coved fn through. h you ua amore whether a problem axbM, phase mntad tfs Jurbdimbn and ask far technical assbMnce. 1 ~ CBmmenb: 1 A= Annml (March or Aaril preMnedf ' M = Monthy (see sc ub( S = Alter mepr storms 1 1 1 1 Page K - 21 1 ATTACHMENT "A" (CONTINUED) ~.intenance Checklist for Gates Frequency Drainage System . J Pmhlam Condltbns to Chedc Far Condpions Thal Slrould Fxist Fevure 'M General Damaged or msting Gam is broken, jammed, or misting. Pahl has a Ium7bnirg gala to elbw emry of componams - P~Pm and mavnerwnce equpment such as movrem end beckhoea g a lod b used, make sure City Stomrxaser Sembn Imm stag have a key. M Broken or misslrp Nngas such Nat gate carumt he Hinges Inlaat end IWed. GUa b vmtldiq Ireay. easi ened entl closed a memmrurxe arson. A Gem is oN of plumb more than 6 hmhas and mare Gets is elipned end venial. then 1 loot oM of desgn alignment. p ~ Mesing shetcher her, stretcher bards, end ties Shemhar bu, bards, end tles N place. ~u ere unsure whether a pre6lam exlsm, please condo the Jurisdk1bn and ask mr technical ass'slance. menm: A = Annual (Martli ar OarJ refsrmd) M = Monthy (see schedule S = Afar major storms V~ Page K - 22 ATTACHMENT "A" (CONTINlJED) Maintenance Checklist for Conveyance Systems (Pipes, Ditches, and Swales) Frequency Dreinage System Feature ~ Problem Cond'nbns t¢ Check For Candnions That Shouts Fxist M,S Ppas Sedimem 8 debris AccwnWaled sedimem That exceeds 2g% of the diameter 01 the i e. Pipa cleaned of dl sediment end debris. M Vegetation Vegeredon that reduces free movamam of water through eS All vegetation removed so water llowsfreey through '~es. A Damaged (rusted, bent, or coshed) ProtectNe coating is damaged; rust is causing more than 50% detedoretion to arty an of ' e. Pipe repaired or replaced. M Any dent that signtlicantN impedes Ilow (i.e., decreases the crass sectmnarea o// by more than 20%). Pqe repvred or replaced. M Pipa has major cracks or tears allowing groundwater leakage. Pipe repaired or replaced. M,S Dpen ditches Trash 8 debris g brsnifres °nia 6esin.arUr~igMN cumulaltlon' afsnontl degradable materiels such as glass, plestk, metal, foam, and coated ar. prascrbed by Giry Waste Management Section. M Sadimem buildup Accumulated seM'mem Mat exceeds 2g% of the desgn depth. matches d s gn all sedimem acrd debris su that n A Vegetation free moveme 6 0l w to enhmughrd~hes s) that reduces p vegetation should barleh alonehes. Grassy M Erasion damage to sb es See Ponds Checklist. See Ponds Checklsl. A Rock lining oW of place or mssing (if licabla) Maintenance person can see natNe soil beneaM the rods lining. Replace rocks t¢ design standard. Varies Catch basins See Catch Basins Checklist. Sae Catch Basins Cheddist. M,5 Swales Trash 8 debris See above for Dhches. See above for Dhches. M Sediment buildup See above for Dhches. Vegetation may need ro be replanted aher cleaning. M Vegetation not growing ar overgrown Grass c¢ver is sparse and weedy or areas era overgrown with woody vegetation Aerate soils and reseed end mulch bare areas. Maintain grass height at a minimum of 6 inches for best srormwatenraatmem. Remove woody growth, recantour, and reseed as necessary. M,S Erosion damage to slo es See Ponds Checklist Sae Ponds Checklist. M Conversgn by homeowner to Irx;om atbla use Swale has been filled in ar blocked by shed, woodpile, shrtbbery, eR. Mat swats flreeabe restored. oCamact City9oeretporl ro6lem tl not recdfled voluntarily. q Swale tloes not drain Warer stantls in Swale or flow velocity b very slow. Stagnation occurs. A survey may be needed Io check gr¢des. Gredes need to he in 1-5%range h possble. II grade s lass than 1 %, undardrarns may need to be installed. N you are unsure whether a problem exisd, please cantaa the Jurisdicfwn end ask for technical assistance, Commens: ~~ A= Annual (March or Auril preferred) ' M = Monthp (see schedule) S = After mapr storms Page K - 23 ATTACHMENT "A" (CONTINUED) ~intenance Checklist for Grounds (Landscaping) Frequenry Drainage System .J Problem Cand'Aions to Check Far CondApns Thet Shouts Exl9 Feature M General Weeds Weeds growing in mare than 2g%df the landscaped Weeds presem in less tfad 5%0l the landscaped (non isonous) area (trees and shrbs ony). area. M Salary hazard Any presence of poison try ar other poisonous No poisonous vegeution or insect cress present in ve etaaon or irsect nas6. lands ad area. M,S Tresh or Idler Sea Ponds Checklist. See Ponds ChacMist. M,5 Erosion of Ground Notkeable rills ere seen in landscaped areas. Causal of erosion are Memgied end steps taken to Sudaca slow dowrJspread ouf the water. Eroded veal era tilled, mmaured, and seeded. A Trees and shrubs Damage IJmbs or pads of trees or shnbe that era splh or broken Trim rree.~shrubs ro restore shape. Replace which elfed more then 25%of the total (allege of the Vees/shMs with severe damage. tree or shn6. M Trees ar shrubs That have been brown down or knocked Replant Iree, inspeming for injury to stem or roots. over. R lace if sevarey damaged. A Trees or shrbs which ere not adequately suppodad or Place stakes and rubbencaeted ties eraund young ere leenirg over, causing exposure of the roots. treesl&hrtbs for sippod. ~u ere unsure whether a problem exists, please contact lire Judsdimion and ask for technical assistance. meets: ' A=Annual March or April prelarrad M =Monthly (sae schedule) j S = Afler mapr storms .~ Page K - 24 ATTACHMENT "A" (CONTINUED) Maintenance Checklist for Access Roads/Easements Fraquenq Drainage System ~ Problem Condhions to Check Far Condbwns That Sfwuld Exist Feature I One Time General No access mad tr ponds or other dreinage system lectures needing I Determine whether an easomem to drainage exists malmenance by motorized equipment are present, either lecture ezists. !f yes, obtain City permits end I ~ an access road or Guess Irem public streets is required. I canstrum gravel for equal) access road. d not, f re on lack of easomem to City aaention. !~ M Blacked roadway Dehds which could damage vehicle tires (glass or meted. Roadway free of debris which could damage tires p Any abstructoans which reduce clearance above road Roadway overhead dear to 14 feet high. sudace to less than 14 feel _. A Any obstrudions reslnding the access to less Than 16 W stmaion removed to alkw el least a 16-0oat- feetwidlh, wide access. A S Raad sudace Senlemem, potholes, When any sudace dated exceeds 6 inches in depth entl Road sudace unilormty smooth wuh no evidence , mush spot, nits 6 square feet in area. In general, any sudace defect of seblemanl, potholes, mush sPorrs, or Ms. which hinders or prevents maimenence access. Occasionally application of addaionel grnvel or ph- runrock will be needed, M Vegetation in road Woody growth that court block vehicular access. Remove woody gmwlh az early stage to prevent sudace Excassrve weed cover. vehicular blockage. Cut beck weeds A they beoin to encroach on road sudace, M 5 Shoulders and Erosion damage Erasion whhin 1 foal of the roadway more than B inches Shoulder free of erosion and matching the , d'nches wide antl 6 inches deep. surrounding road. h you are unsure whether a pmhlem ex156, please contact the Judsdklion and ask for technical assstance. Comments: 1~ A =Annual (March ar Ppnl preferred) M =Monthly )see schedule) S = Aher major storms Page K - 25 1 ' BMPs for the Description of Pollutant Sources: Sources of pollutants at boat and Building, shipbuilding, repair, and maintenance at boatyards, shipyards, ports, and ' Repair, and marinas include pressure washing, surface preparation, paint removal, ~ Maintenance of sanding, painting, engine maintenance and repairs, and material handling ' Boats and and storage, if conducted outdoors. Potential pollutants include spent Ships abrasive grits, solvents, oils, ethylene glycol, washwater, paint over-spray, ~ cleaners/ detergents, anti-corrosive compounds, paint chips, scrap metal, ' welding rods, resins, glass fibers, dust, and miscellaneous trash. Pollutant constituents include TSS, oil and grease, organics, copper, lead, tin, and ~ zinc. ' Pollutant Control Approach: Apply good housekeeping, preventive ~ maintenance and cover and contain BMPs in and around work areas. ' Applicable Operational BMPs: All boatyards in Washington State with haul out facilities are required to be covered under the NPDES General ~ Permit for Boatyard Activities. All shipyards in Washington State with ' haul out facilities such as drydocks, graving docks, marine railways or synchrolifts are required to be covered under an individual NPDES ' Permit. Any facility conducting boatyard or shipyard activities strictly ' from dockside, with no vessel haul out, must be covered by the NPDES General Stormwater Permit for Industrial Activities. The applicable operational BMPs are: ' Clean regularly all accessible work, service and storage areas to remove debris, spent sandblasting material, and any other potential ' stormwater pollutants. ~ Sweep rather than hose debris on the dock. If hosing is unavoidable the hose water must be collected and conveyed to treatment. ' Collect spent abrasives regularly and store under cover to await proper I disposal. ' Dispose of greasy rags, oil filters, air filters, batteries, spent coolant, J and degreasers properly. • Drain oil filters before disposal or recycling. 'i Immediately repair or replace leaking connections, valves, pipes, hoses ' and equipment that causes the contamination of stormwater. '~ Use drip pans, drop cloths, tarpaulins or other protective devices in all paint mixing and solvent operations unless carried out in impervious ' contained and covered areas. • Convey sanitary sewage to pump-out stations, portable on-site pump- -' outs, or commercial mobile pump-out facilities or other appropriate '~ onshore facilities. • Maintain automatic bilge pumps in a manner that will prevent waste ' material from being pumped automatically into surface water. _1 ' February 2005 Volume IV -Source Control BMPs 2-7 1 1 1 1 1 • Prohibit uncontained spray painting, blasting or sanding activities over open water. • Do not dump or pour waste materials down floor drains, sinks, or outdoor storm drain inlets that discharge to surface water. Plug floor drains that are connected to storm drains or to surface water. If necessary, install a sump that is pumped regularly. • Prohibit outside spray painting, blasting or sanding activities during windy conditions that render containment ineffective. • Do not burn paint and/or use spray guns on topsides or above decks. • Immediately clean up any spillage on dock, boat or ship deck areas and dispose of the wastes properly. ' In the event of an accidental discharge of oil or hazardous material into waters of the state or onto land with a potential for entry into state waters, immediately notify the yard, port, or marina owner or manager, the Department of Ecology, and the National Response Center at 1- 800-424-8802 (24-hour). If the spill can reach or has reached marine water, call the U.S. Coast Guard at (206) 217-6232. Applicable Structural Source Control BMPs: ' Use fixed platforms with appropriate plastic or tarpaulin barriers as work surfaces and for containment when work is performed on a vessel in the water to prevent blast material or paint overspray from contacting stormwater or the receiving water. Use of such platforms will be kept to a minimum and at no time be used for extensive repair or construction (anything in excess of 25 percent of the surface area of the vessel above the waterline). ' Use plastic or tarpaulin barriers beneath the hull and between the hull i and dry dock walls to contain and collect waste and spent materials. Clean and sweep regularly to remove debris. 'I Enclose, cover, or contain blasting and sanding activities to the l1 maximum extent practicable to prevent abrasives, dust, and paint ' chips, from reaching storm sewers or receiving water. Use plywood 1 and/or plastic sheeting to cover open areas between decks when I sandblasting (scuppers, railings, freeing ports, ladders, and doorways). t~ Direct deck drainage to a collection system sump for settling and/or additional treatment. ~ Store cracked batteries in a covered secondary container. • Apply source control BMPs given in this chapter for other activities conducted at the marina, boat yard, shipyard, or port facility (BMPs for Fueling at Dedicated Stations, BMPs for Washing and Steam Cleaning Vehicle/Equipment/Building Structures, and BMPs for Spills of Oil and Hazardous Substances). 2-8 Volume IV -Source Control BMPs February 2005 1J Recommended Additional Operational BMPs: The following BMPs are recommended unless they are required under a NPDES or Washington State waste discharge permit: • Consider recycling paint, paint thinner, solvents, used oils, oil filters, pressure wash wastewater and any other recyclable materials. • Perform paint and solvent mixing, fuel mixing, etc. on shore. 1~ li _~ February 2005 Volume IV -Source Control BMPs 1 I 1 i 1 1 BMPs for Dust Description of Pollutant Sources: Dust can cause air and water pollution Control at problems particularly at demolition sites and in arid areas where reduced Disturbed Land rainfall exposes soil particles to transport by air. Areas and Unpaved Pollutant Control Approach: Minimize dust generation and apply Roadways and environmentally friendly and government approved dust suppressant Parking Lots chemicals, if necessary. Applicable Operational BMPs: • Sprinkle or wet down soil or dust with water as long as it does not result in a wastewater discharge. • Use only local and/or state government approved dust suppressant chemicals such as those listed in Ecology Publication #96-433, "Techniques for Dust Prevention and Suppression." • Avoid excessive and repeated applications of dust suppressant chemicals. Time the application of dust suppressants to avoid or minimize their wash-off by rainfall or human activity such as irrigation. • Apply stormwater containment to prevent the conveyance of stormwater TSS into storm drains or receiving waters. • The use of motor oil for dust control is prohibited. Care should be taken when using lignin derivatives and other high BOD chemicals in excavations or areas easily accessible to surface water or ground water. • Consult with the Ecology Regional Office in your area on discharge permit requirements if the dust suppression process results in a wastewater discharge to the ground, ground water, storm drain, or surface water. Recommended Additional Operational BMPs for Roadways and Other Trafficked Areas: • Consider limiting use of off-road recreational vehicles on dust generating land. • Consider paving unpaved permanent roads and other trafficked areas at municipal, commercial, and industrial areas. • Consider paving or stabilizing shoulders of paved roads with gravel, vegetation, or local government approved chemicals. Encourage use of alternate paved routes, if available. • Vacuum or wet sweep fine dirt and skid control materials from paved roads soon after winter weather ends or when needed. • Consider using traction sand that is pre-washed to reduce dust emissions. 2-16 Volume IV -Source Control BMPs February 2005 Additional Recommended Operational BMPs for Dust Generating Areas: • Prepare a dust control plan. Helpful references include: Control of Open Fugitive Dust Sources (EPA-450/3-88-088), and Fugitive Dust Background Document and Technical Information Document for Best Available Control Measures (EPA-450/2-92-004) Limit exposure of soil (dust source) as much as feasible. • Stabilize dust-generating soil by growing and maintaining vegetation, mulching, topsoiling, and/or applying stone, sand, or gravel. Apply windbreaks in the soil such as trees, board fences, tarp curtains, bales of hay, etc. Cover dust-generating piles with wind-impervious fabric, or equivalent material. February 2005 Volume IV -Source Control BMPs 2-17 BMPs for Description of Pollutant Sources: Landscaping can include grading, soil Landscaping transfer, vegetation removal, pesticide and fertilizer applications, and and Lawn/ watering. Stormwater contaminants include toxic organic compounds, Vegetation heavy metals, oils, total suspended solids, coliform bacteria, fertilizers, and Management pesticides. Lawn and vegetation management can include control of objectionable weeds, insects, mold, bacteria and other pests with chemical pesticides and is conducted commercially at commercial, industrial, and residential sites. Examples include weed control on golf course lawns, access roads, and utility corridors and during landscaping; sap stain and insect control on lumber and logs; rooftop moss removal; killing nuisance rodents; fungicide application to patio decks, and residential lawn/plant care. Toxic pesticides such as pentachlorophenol, carbamates, and organometallics can be released to the environment by leaching and dripping from treated parts, container leaks, product misuse, and outside storage of pesticide contaminated materials and equipment. Poor management of the vegetation and poor application of pesticides or fertilizers can cause appreciable stormwater contamination. Pollutant Control Approach: Control of fertilizer and pesticide applications, soil erosion, and site debris to prevent contamination of stormwater. Develop and implement an Integrated Pest Management Plan (IPM) and use pesticides only as a last resort. [f pesticides/herbicides are used they must be carefully applied in accordance with label instructions on U.S. Environmental Protection Agency (EPA) registered materials. Maintain appropriate vegetation, with proper fertilizer application where practicable, to control erosion and the discharge of stormwater pollutants. Where practicable grow plant species appropriate for the site, or adjust the soil properties of the subject site to grow desired plant species. Applicable Operational BMPs for Landscaping: • Install engineered soil/landscape systems to improve the infiltration and regulation of stormwater in landscaped areas. • Do not dispose of collected vegetation into waterways or storm drainage systems. Recommended Additional Operational BMPs for Landscaping: • Conduct mulch-mowing whenever practicable • Dispose of grass clippings, leaves, sticks, or other collected vegetation, by composting, if feasible. February 2005 Volume IV -Source Control BMPs 2-23 1 Use mulch or other erosion control measures when soils are exposed For more than one week during the dry season or two days during the rainy season. i IFoil or other chemicals are handled, store and maintain appropriate oil and chemical spill cleanup materials in readily accessible locations. Ensure that employees are familiar with proper spill cleanup i procedures. ' Till fertilizers into the soil rather than dumping or broadcasting onto ~ the surface. Determine the proper fertilizer application for the types of soil and vegetation encountered. ' Till a topsoil mix or composted organic material into the soil to create ~ a well-mixed transition layer that encourages deeper root systems and drought-resistant plants. ~ Use manual and/or mechanical methods of vegetation removal rather _ than applying herbicides, where practical. ^ Applicable Operational BMPs for the Use of Pesticides: ' Develop and implement an IPM (See section on IPM at end of BMP) i and use pesticides only as a last resort. • Implement apesticide-use plan and include at a minimum: a list of selected pesticides and their specific uses; brands, formulations, j application methods and quantities to be used; equipment use and maintenance procedures; safety, storage, and disposal methods; and 'I monitoring, record keeping, and public notice procedures. All ~ procedures shall conform to the requirements of Chapter 17.21 RCW and Chapter 16-228 WAC (Appendix IV-D R.7). 'i Choose the least toxic pesticide available that is capable of reducing the infestation to acceptable levels. The pesticide should readily ' degrade in the environment and/or have properties that strongly bind it to the soil. Any pest control used should be conducted at the life stage when the pest is most vulnerable. For example, if it is necessary to use ' a Bacillus thurin ieg ns is application to control tent caterpillars, it must be applied before the caterpillars cocoon or it will be ineffective. Any method used should be site-specific and not used wholesale over a ~ wide area. '~ - Apply the pesticide according to label directions. Under no conditions shall pesticides be applied in quantities that exceed manufacturer's instructions. • Mix the pesticides and clean the application equipment in an area ' I where accidental spills will not enter surface or ground waters, and will not contaminate the soil. 1~ ' 2-24 Volume IV -Source Confrol BMPs February 2005 ::I 1 • Store pesticides in enclosed areas or in covered impervious containment. Ensure that pesticide contaminated stormwater or spills/leaks of pesticides are not discharged to storm drains. Do not i hose down the paved areas to a storm drain or conveyance ditch. Store and maintain appropriate spill cleanup materials in a location known to ' all near the storage area. ' Clean up any spilled pesticides and ensure that the pesticide ' contaminated waste materials are kept in designated covered and contained areas. i • The pesticide application equipment must be capable of immediate ' shutoff in the event of an emergency. ~ Do not spray pesticides within 100 feet of open waters including ' wetlands, ponds, and streams, sloughs and any drainage ditch or channel that leads to open water except when approved by Ecology or ' the local jurisdiction. All sensitive areas including wells, creeks and wetlands must be flagged prior to spraying. • As required by the local government or by Ecology, complete public ' posting of the area to be sprayed prior to the application. • Spray applications should only be conducted during weather ~ conditions as specified in the label direction and applicable local and ' state regulations. Do not apply during rain or immediately before expected rain. ' Recommended Additional Operational BMPs for the use of pesticides: ~ Consider alternatives to the use of pesticides such as covering or ' harvesting weeds, substitute vegetative growth, and manual weed control/moss removal. ~ Consider the use of soil amendments, such as compost, that are known to control some common diseases in plants, such as Pythium root rot, '~ ashy stem blight, and parasitic nematodes. The following are three possible mechanisms for disease control by compost addition (USEPA Publication 530-F-9-044): I~ ,; 1. Successful competition for nutrients by antibiotic production; 2. Successful predation against pathogens by beneficial '~~ _ microorganism; and 3. Activation ofdisease-resistant genes in plants by composts. '~• Installing an amended soil/landscape system can preserve both the plant system and the soil system more effectively. This type of approach '~ provides asoil/landscape system with adequate depth, permeability, and organic matter to sustain itself and continue working as an e,/jective stormwater infiltration system and a sustainable nutrient cycle. 1~ ') February 2005 Volume IV -Source Control BMPs 2-25 J 1 I 1 I 1 I I • Once a pesticide is applied, its effectiveness should be evaluated for possible improvement. Records should be kept showing the applicability and inapplicability of the pesticides considered. An annual evaluation procedure should be developed including a review of the effectiveness of pesticide applications, impact on buffers and sensitive areas (including potable wells), public concerns, and recent toxicological information on pesticides used/proposed for use. If individual or public potable wells are located in the proximity of commercial pesticide applications contact the regional Ecology hydrogeologist to determine if additional pesticide application control measures are necessary. Rinseate from equipment cleaning and/or triple-rinsing of pesticide containers should be used as product or recycled into product. The application equipment used should be capable of immediate shutoff in the event of an emergency. For more information, contact the WSU Extension Home-Assist Progrnm, (253) 445-4556, or Bio-Integral Resource Center (BIRC), P.O. Box 7414, Berkeley, CA.94707, or the Washington Department of Ecology to obtain "Hazardous Waste Pesticides" (Publication #89-41); and/or EPA to obtain a publication entitled "Suspended, Canceled and Restricted Pesticides" which lists al[ restricted pesticides and the specific uses that are allowed. valuable information from these sources may also be available on the Internet. Applicable Operational BMPs for Vegetation Management: i ,j 'I Use at least an eight-inch "topsoil" layer with at least 8 percent organic matter to provide a sufficient vegetation-growing medium. Amending existing landscapes and turf systems by increasing the percent organic matter and depth of topsoil can substantially improve the permeability of the soil, the disease and drought resistance of the vegetation, and reduce fertilizer demand. This reduces the demand for fertilizers, herbicides, and pesticides. Organic matter is the least water-soluble form of nutrients that can be added to the soil. Composted organic matter generally releases only between 2 and 10 percent of its total nitrogen annually, and this release corresponds closely to the plant growth cycle. If natural plant debris and mulch are returned to the soil, this system can continue recycling nutrients indefinitely. Select the appropriate turfgrass mixture for your climate and soil type. Certain tall fescues and rye grasses resist insect attack because the symbiotic endophytic fungi found naturally in their tissues repel or kill common leaf and stem-eating lawn insects. They do not, however, repel root-feeding lawn pests such as Crane Fly larvae, and are toxic to ruminants such as cattle and sheep. The fungus causes no known 2-26 Volume IV -Source Control BMPs February 2005 ' adverse effects to the host plant or to humans. Endophytic grasses are ' commercially available and can be used in areas such as parks or golf ' courses where grazing does not occur. The local Cooperative Extension office can offer advice on which types of grass are best suited to the area and soil type. 1 Use the following seeding and planting BMPs, or equivalent BMPs to obtain information on grass mixtures, temporary and permanent ' seeding procedures, maintenance of a recently planted area, and fertilizer application rates: Temporary Seeding, Mulching and Matting, Clear Plastic Covering, Permanent Seeding and Planting, and Sodding as described in Volume II). • Selection of desired plant species can be made by adjusting the soil properties of the subject site. For example, a constructed wetland can ' be designed to resist the invasion of reed canary grass by layering specific strata of organic matters (e.g., compost forest product residuals) and creating a mildly acidic pH and carbon-rich soil ' medium. Consult a soil restoration specialist for site-specific conditions. ' Aerate lawns regularly in areas of heavy use where the soil tends to become compacted. Aeration should be conducted while the grasses ' in the lawn are growing most vigorously. Remove layers of thatch ', greater than'/<-inch deep. • Mowing is astress-creating activity for turfgrass. When grass is ' mowed too short its productivity is decreased and there is less growth of roots and rhizomes. The turf becomes less tolerant of environmental stresses, more disease prone and more reliant on outside ' means such as pesticides, fertilizers and irrigation to remain healthy. Set the mowing height at the highest acceptable level and mow at times and intervals designed to minimize stress on the turf. Generally ' mowing only 1/3 of the grass blade height will prevent stressing the l turf. y Irrigation: '~ The depth from which a plant normally extracts water depends on the rooting depth of the plant. Appropriately irrigated lawn grasses normally root in the top 6 to l2 inches of soil; lawns irrigated on a daily basis often root only in the top I inch of soil. [mproper irrigation 1 can encourage pest problems, leach nutrients, and make a lawn ' completely dependent on artificial watering. The amount of water 1 applied depends on the normal rooting depth of the turfgrass species 1 used, the available water holding capacity of the soil, and the ' efficiency of the irrigation system. Consult with the local water utility, Conservation District, or Cooperative Extension office to help determine optimum irrigation practices. i~ February 2005 Volume IV -Source Control BMPs 2-27 Fertilizer Management: • Turfgrass is most responsive to nitrogen fertilization, followed by ' potassium and phosphorus. Fertilization needs vary by site depending ~ on plant, soil and climatic conditions. Evaluation of soil nutrient ' levels through regular testing ensures the best possible efficiency and economy of fertilization. For details on soils testing, contact the local Conservation District or Cooperative Extension Service. ' Fertilizers should be applied in amounts appropriate for the target i vegetation and at the time of year that minimizes losses to surface and ground waters. Do not fertilize during a drought or when the soil is ' dry. Alternatively, do not apply fertilizers within three days prior to ~ predicted rainfall. The longer the period between fertilizer application and either rainfall or irrigation, the less fertilizer runoff occurs. • Use slow release fertilizers such as methylene urea, IDBU, or resin coated fertilizers when appropriate, generally in the spring. Use of slow release fertilizers is especially important in areas with sandy or gravelly soils. • Time the fertilizer application to periods of maximum plant uptake. Generally fall and spring applications are recommended, although WSU turf specialists recommend four fertilizer applications per year. • Properly trained persons should apply all fertilizers. At commercial and industrial facilities fertilizers should not be applied to grass swales, filter strips, or buffer areas that drain to sensitive water bodies unless approved by the local jurisdiction. Integrated Pest Management An [PM program might consist of the following steps: Step l: Correctly identify problem pests and understand their life cycle Step 2: Establish tolerance thresholds for pests. Step 3: Monitor to detect and prevent pest problems. Step 4: Modify the maintenance program to promote healthy plants and discourage pests. Step 5: Use cultural, physical, mechanical, or biological controls first if pests exceed the tolerance thresholds. Step 6: Evaluate and record the effectiveness of the control and modify maintenance practices to support lawn or landscape recovery and prevent recurrence. For an elaboration of these steps refer to Appendix [V-F. 2-28 Volume IV -Source Control BMPs February 2005 BMPS for Description of Pollutant Sources: Loading/unloading of liquid and solid Loading and materials at industrial and commercial facilities are typically conducted at ' Unloading Areas shipping and receiving, outside storage, fueling areas, etc. Materials for Liquid or transferred can include products, raw materials, intermediate products, Solid Material waste materials, fuels, scrap metals, etc. Leaks and spills of fuels, oils, ' powders, organics, heavy metals, salts, acids, alkalis, etc. during transfer are potential causes of stormwater contamination. Spills from hydraulic ' line breaks are a common problem at loading docks. Pollutant Control Approach: Cover and contain the loading/ unloading area where necessary to prevent run-on of stormwater and runoff of ' contaminated stormwater. Applicable Operational BMPs: At All Loading/ Unloading Areas: ' • A significant amount of debris can accumulate at outside, uncovered loading/unloading areas. Sweep these surfaces frequently to remove material that could otherwise be washed off by stomzwater. Sweep ' outside areas that are covered for a period of time by containers, logs, or other material after the areas are cleared. Place drip pans, or other appropriate temporary containment device, at locations where leaks or spills may occur such as hose connections, hose reels and filler nozzles. Drip pans shall always be used when making and breaking connections (see Figure 2.2). Check loading/ unloading equipment such as valves, pumps, flanges, and connections regularly for leaks and repair as needed. February 2005 Volume IV -Source Control BMPS 2-29 1! At Tanker Trttek and Rail Transfer Areas to Above/Below-ground Storage Tanks: • To minimize the risk of accidental spillage, prepare an "Operations Plan" that describes procedures for loading/unloading. Train the employees, especially fork lift operators, in its execution and post it or otherwise have it readily available to employees. 1 1 1 1 I ', '~ :, 1~ 1~ 2-30 • Report spills of reportable quantities to Ecology (refer to Section 2.l for telephone numbers of Ecology Regional Offices). • Prepare and implement an Emergency Spill Cleanup Plan for the facility (BMP Spills of Oil and Hazardous Substances) which includes the following BMPs: - Ensure the clean up of liquid/solid spills in the loading/ unloading area immediately, if a significant spill occurs, and, upon completion of the loading/unloading activity, or, at the end of the working day. - Retain and maintain an appropriate oil spill cleanup kit on-site for rapid cleanup of material spills. (See BMP Spills of Oil and Hazardous Substances). - Ensure that an employee trained in spill containment and cleanup is present during loading/unloading. At Rail Transfer Areas to Above below-grotend Storage Tanks: Install a drip pan system as illustrated (see Figure 2.3) within the rails to collect spills/leaks from tank cars and hose connections, hose reels, and filler nozzles. Volume IV -Source Control BMPs February 2005 ' Loading/Unloading from/to Marine vessels: Facilities and procedures for ' the loading or unloading of petroleum products must comply with Coast ' Guard requirements specified in Appendix IV-D R.S. ' Transfer of Small Qerantities from Tanks and Containers: Refer to BMPs Storage of Liquids in Permanent Above-Ground Tanks, and Storage of Liquid, Food Waste, or Dangerous Waste Containers, for requirements ' on the transfer of small quantities from tanks and containers, respectively. Applicable Structural Source Control BMPs: At All Loading/ Unloading Areas: ' Consistent with Uniform Fire Code requirements (Appendix IV-D ' R.2) and to the extent practicable, conduct unloading or loading of solids and liquids in a manufacturing building, under a roof, or lean-to, or other appropriate cover. ' Berm, dike, and/or slope the loading/unloading area to prevent run-on of stormwater and to prevent the runoff or loss of any spilled material t from the area. • Large loading areas frequently are not curbed along the shoreline. As a result, stormwater passes directly off the paved surface into surface ' water. Place curbs along the edge, or slope the edge such that the stonnwater can flow to an internal storm drain system that leads to an ~ approved treatment BMP. • Pave and slope loading/unloading areas to prevent the pooling of water. The use of catch basins and drain lines within the interior of the paved area must be minimized as they will frequently be covered by 'j material, or they should be placed in designated "alleyways" that are not covered by material, containers or equipment. 'I Recommended Structural Socrrce Contral BMP: For the transfer of JJ pollutant liquids in areas that cannot contain a catastrophic spill, install an automatic shutoff system incase of unanticipated oft-loading interruption 'I (e.g. coupling break, hose rupture, overfill, etc.). At Loading and Unloading Docks: ~l Install/maintain overhangs, or door skirts that enclose the trailer end (see Figures 2.4 and 2.5) to prevent contact with rainwater. '~ Design the loading/unloading area with berms, sloping, etc. to prevent the run-on of stormwater. ~ Retain on-site the necessary materials for rapid cleanup of spills. 1~ ' February 2005 Volume IV -Source Control BMPs 2-31 ~^ C~.._ Figure 2.4 -Loading Dock with Door Skirt At Tanker Trnck Transfer Areas to Above/Below-Ground Storage Tanks: Pave the area on which the transfer takes place. If any transferred liquid, such as gasoline, is reactive with asphalt pave the area with Portland cement concrete. Slope, berm, or dike the transfer area to a dead-end sump, spill containment sump, a spill control (SC) oil/water separator, or other spill control device. The minimum spill retention time should be 15 minutes at the greater flow rate of the highest fuel dispenser nozzle through-put rate, or the peak flow rate of the 6-month, 24-hour storm event over the surface of the containment pad, whichever is greater. The volume of the spill containment sump should be a minimum of 50 gallons with an adequate grit sedimentation volume. 2-32 Volume IV -Source Control BMPs February 2005 ', Figure 2.5 -Loading Dock with Overhang 1 BMPs for Description of Pollutant Sources: Pollutant sources include parts/vehicle Maintenance and cleaning, spills/leaks of fuel and other liquids, replacement of liquids, ' Repair of outdoor storage of batteries/liquids/parts, and vehicle parking. Vehicles and ~ Pollutant Control A roach: Control of leaks ands ills of fluids usin Equipment PP P g good housekeeping and cover and containment BMPs. ~ Applicable Operational BMPs: • Inspect for leaks all incoming vehicles, parts, and equipment stored temporarily outside. i • Use drip pans or containers under parts or vehicles that drip or that are likely to drip liquids, such as during dismantling of liquid containing ~ parts or removal or transfer of liquids. 1 Remove batteries and liquids from vehicles and equipment in designated areas designed to prevent stormwater contamination. Store cracked batteries in a covered non-leaking secondary containment system. i Empty oil and fuel filters before disposal. Provide for proper disposal of waste oil and fuel. • Do not pour/convey washwater, liquid waste, or other pollutant into storm drains or to surface water. Check with the local sanitary sewer ' authority for approval to convey to a sanitary sewer. i Do not connect maintenance and repair shop floor drains to storm drains or to surface water. To allow for snowmelt during the winter a drainage trench with a sump for particulate collection can be installed 1 and used only for draining the snowmelt and not for discharging any ~ vehicular or shop pollutants. _l Applicable Structural Source Control BMPs: '~ Conduct all maintenance and repair of vehicles and equipment in a building, or other covered impervious containment area that is sloped to prevent run-on of uncontaminated stonnwater and runoff of ~ contaminated stormwater. • The maintenance of refrigeration engines in refrigerated trailers may ' be conducted in the parking area with due caution to avoid the release of engine or refrigeration fluids to storm drains or surface water. • Park large mobile equipment, such as log stackers, in a designated ~, contained area. For additional applicable BMPs refer to the following BMPs: Fueling at ' Dedicated Stations; Washing and Steam Cleaning Vehicle/Equipment/Building Structures; Loading and Unloading Areas for Liquid or Solid Material; Storage of Liquids in Permanent Above-Ground ' Tanks; Storage of Liquid, Food Waste, or Dangerous Waste Containers; _~ ' 2-34 Volume IV -Source Control BMPs February 2005 J i Storage or Transfer (Outside) of Solid Raw Materials, By-Products, or ~ Finished Products; Spills of Oil and Hazardous Substances; Illicit ' Connections to Storm Drains; and other BMPs provided in this chapter. ~ Applicable Treatment BMPs: Contaminated stormwater runoff from Note that a vehicle staging and maintenance areas must be conveyed to a sanitary treatment BMP is sewer, if allowed by the local sewer authority, or to an AP[ or CP oil and ~ applicable for water separator followed by a basic treatment BMP (See Volume V), contaminated applicable filter, or other equivalent oil treatment system. stormwater. I Recommended Additional Operational BMPs: • Consider storing damaged vehicles inside a building or other covered I containment, until all liquids are removed. Remove liquids from ' vehicles retired for scrap. ~ Clean parts with aqueous detergent based solutions or non-chlorinated solvents such as kerosene or high flash mineral spirits, and/or use wire brushing or sand blasting whenever practicable. Avoid using toxic i liquid cleaners such as methylene chloride, l,l,l-trichloroethane, trichloroethylene or similar chlorinated solvents. Choose cleaning agents that can be recycled. 'i Inspect all BMPs regularly, particularly after a significant storm. ' Identify and correct deficiencies to ensure that the BMPs are functioning as intended. • Avoid hosing down work areas. Use dry methods for cleaning leaked fluids. • Recycle greases, used oil, oil filters, antifreeze, cleaning solutions, ' automotive batteries, hydraulic fluids, transmission fluids, and engine oils (see Appendix IV-C). 1 • Do not mix dissimilar or incompatible waste liquids stored for 'i recycling. ' February 2005 Volume IV -Source Control BMPs 2-35 -1 BMPs for Description of Pollutant Sources: Facilities include roadside catch Maintenance of basins on arterials and within residential areas, conveyance systems, Stormwater detention facilities such as ponds and vaults, oil and water separators, Drainage and biofilters, settling basins, infiltration systems, and all other types of Treatment Stormwater treatment systems presented in Volume V. Roadside catch Systems basins can remove from 5 to 15 percent of the pollutants present in Stormwater. When catch basins are about 60 percent full of sediment, they cease removing sediments. Oil and grease, hydrocarbons, debris, heavy metals, sediments and contaminated water are found in catch basins, oil and water separators, settling basins, etc. Pollutant Control Approach: Provide maintenance and cleaning of debris, sediments, and oil from stonnwater collection, conveyance, and treatment systems to obtain proper operation. Applicable Operational BMPs: ' Maintain Stormwater treatment facilities according to the O & M ~ procedures presented in Section 4.6 of Volume V in addition to the following BMPs: • Inspect and clean treatment BMPs, conveyance systems, and catch ' basins as needed, and determine whether improvements in O & M are needed. 1 i • Promptly repair any deterioration threatening the structural integrity of the facilities. These include replacement of clean-out gates, catch basin lids, and rock in emergency spillways. • Ensure that storm sewer capacities are not exceeded and that heavy sediment discharges to the sewer system are prevented. by the sewer authority, or truck to a local or state government approved disposal site. • Regularly remove debris and sludge from BMPs used for peak-rate control, treatment, etc. and discharge to a sanitary sewer if approved • Clean catch basins when the depth of deposits reaches 60 percent of the sump depth as measured from the bottom of basin to the invert of the lowest pipe into or out of the basin. However, in no case should there be less than six inches clearance from the debris surface to the invert of the lowest pipe. Some catch basins (for example, WSDOT Type 1 L basins) may have as little as 12 inches sediment storage below the invert. These catch basins will need more frequent inspection and cleaning to prevent scouring. Where these catch basins are part of a Stormwater collection and treatment system, the system owner/operator may choose to concentrate maintenance efforts on downstream control devices as part of a systems approach. ' 2-40 Volume IV -Source Confrol BMPs February 2005 :~ • Clean woody debris in a catch basin as frequently as needed to ensure proper operation of the catchbasin. • Post warning signs; "Dump No Waste -Drains to Ground Water," "Streams," "Lakes," or emboss on or adjacent to all storm drain inlets where practical. • Disposal of sediments and liquids from the catch basins must comply with "Recommendations for Management of Street Wastes" described in Appendix [V-G of this volume. Additional Applicable BMPs: Select additional applicable BMPs from this chapter depending on the pollutant sources and activities conducted at the facility. Those BMPs include: • BMPs for Soil Erosion and Sediment Control at Industrial Sites • BMPs for Storage of Liquid, Food Waste, or Dangerous Waste Containers • BMPs for Spills of Oil and Hazardous Substances • BMPs for Illicit Connections to Storm Drains • BMPs for Urban Streets. February 2005 Volume IV -Source Control BMPs 2-41 BMPs for Description of Pollutant Sources: Public and commercial parking lots Parking and such as retail store, fleet vehicle (including rent-a-car lots and car Storage of dealerships), equipment sale and rental parking lots, and parking lot Vehicles and driveways, can be sources of toxic hydrocarbons and other organic Equipment compounds, oils and greases, metals, and suspended solids caused by the parked vehicles. Pollutant Control Approach: If the parking lot is a high-use site as defined below, provide appropriate oil removal equipment for the contaminated stormwater runoff. Applicable Operational BMPs: • If washing of a parking lot is conducted, discharge the washwater to a sanitary sewer, if allowed by the local sewer authority, or other approved wastewater treatment system, or collect it for off-site disposal. • Do not hose down the area to a storm drain or to a receiving water. Sweep parking lots, storage areas, and driveways, regularly to collect dirt, waste, and debris. Applicable Treatment BMPs: An oil removal system such as an API or CP oil and water separator, catch basin filter, or equivalent BMP, approved by the local jurisdiction, is applicable for parking lots meeting the threshold vehicle traffic intensity level of a high-use site. Vehicle High-Use Sites 1 ~~ I II '~ Establishments subject to a vehicle high-use intensity have been determined to be significant sources of oil contamination of stormwater. Examples of potential high use areas include customer parking lots at fast food stores, grocery stores, taverns, restaurants, large shopping malls, discount warehouse stores, quick-tube shops, and banks. If the PGIS for a high-use site exceeds 5,000 square feet in a threshold discharge area, and oil control BMP from the Oil Control Menu is necessary. A high-use site at a commercial or industrial establishment has one of the following characteristics: (Gaus/King County, 1994) • Is subject to an expected average daily vehicle traffic (ADT) count equal to or greater than l00 vehicles per 1,000 square feet of gross building area: or • Is subject to storage of a fleet of 25 or more diesel vehicles that are over 10 tons gross weight (trucks, buses, trains, heavy equipment, etc. ). 2-48 Volume IV -Source Control BMPs February 2005 1 i BMPs for Roofl Description of Pollutant Sources: Stormwater runoff from roofs and Building Drains sides of manufacturing and commercial buildings can be sources of ' at Manufacturing pollutants caused by leaching of roofing materials, building vents, and and Commercial other air emission sources. Vapors and entrained liquid and solid ~ Buildings droplets/particles have been identified as potential pollutants in roof/building runoff. Metals, solvents, acidic/alkaline pH, BOD, and ~ organics, are some of the pollutant constituents identified. Pollutant Control Approach: Evaluate the potential sources of i stormwater pollutants and apply source control BMPs where feasible. Applicable Operational Source Control BMPs: ~ [f leachates and/or emissions from buildings are suspected sources of • stormwater pollutants, then sample and analyze the stormwater i draining from the building. If a roof/building stormwater pollutant source is identified, implement appropriate source control measures such as air pollution control ~ equipment, selection of materials, operational changes, material recycle, process changes, etc. '~ ~i ~I '1j ~~ ~I JJ February 2005 Volume IV -Source Control BMPs 2-51 BMPs for Description of Pollutant Sources: Steel and plastic drums with Storage of volumetric capacities of 55 gallons or less are typically used at industrial Liquid, Food facilities for container storage of liquids and powders. The BMPs Waste, or specified below apply to container(s) located outside a building used for Dangerous temporary storage of accumulated food wastes, vegetable or animal Waste grease, used oil, liquid feedstock or cleaning chemical, or Dangerous Containers Wastes (liquid or solid) unless the business is permitted by Ecology to store the wastes (Appendix IV-D R.4). Leaks and spills of pollutant materials during handling and storage are the primary sources of pollutants. Oil and grease, acid/alkali pH, BOD, COD are potential pollutant constituents. Pollutant Control Approach: Store containers in impervious containment under a roof or other appropriate cover, or in a building. For roll-containers (for example, dumpsters) that are picked up directly by the collection truck, a filet can be placed on both sides of the curb to facilitate moving the dumpster. If a storage area is to be used on-site for less than 30 days, a portable temporary secondary system like that shown in Figure 2.8 can be used in lieu of a permanent system as described above. ~~ ~~ ~l~ ~ ~~~ ~G, ,' v ¢- u Figure 2.8 -Secondary Containment System Applicable Operational BMPs: • Place tight-fitting lids on all containers. Place drip pans beneath all mounted container taps and at all potential drip and spill locations during filling and unloading of containers. • Inspect container storage areas regularly for corrosion, structural failure, spills, leaks, overfills, and failure of piping systems. Check containers daily for leaks/spills. Replace containers, and replace and tighten bungs in drums as needed. • Businesses accumulating Dangerous Wastes that do not contain free liquids need only to store these wastes in a sloped designated area with February 2005 Volume IV -Source Control BMPs 2-55 the containers elevated or otherwise protected from storm water run- on. Drums stored in an area where unauthorized persons may gain access must be secured in a manner that prevents accidental spillage, pilferage, or any unauthorized use (see Figure 2.9). • If the material is a Dangerous Waste, the business owner must comply with any additional Ecology requirements as specified in Appendix [V-D R.3. • Storage of reactive, ignitable, or flammable liquids must comply with the Uniform Fire Code (Appendix [V-D R.2). • Cover dumpsters, or keep them under cover such as a lean-to, to prevent the entry of stormwater. Replace or repair leaking garbage dumpsters. • Drain dumpsters and/or dumpster pads to sanitary sewer. Keep dumpster lids closed. Install waterproof liners. ~~ Applicable Structural Source Control BMPs: i • Keep containers with Dangerous Waste, food waste, or other potential pollutant liquids inside a building unless this is impracticable due to J site constraints or Uniform Fire Code requirements. • Store containers in a designated area, which is covered, bermed or diked, paved and impervious in order to contain leaks and spills (see Figure 2.10). The secondary containment shall be sloped to drain into a dead-end sump for the collection of leaks and small spills. • For liquid wastes, surround the containers with a dike as illustrated in Figure 2.10. The dike must be of sufficient height to provide a volume of either l0 percent of the total enclosed container volume or 110 percent of the volume contained in the largest container, whichever is greater, or, if a single container, 110 percent of the volume of that container. 2-56 Volume IV -Source Control BMPs February 2005 Figure 2.9 -Locking System for Drum Lid Place containers mounted for direct removal of a liquid chemical for use by employees inside a containment area as described above. Use a drip pan during liquid transfer (see Figure 2.1 l ). ~~ ,. :. / `~ t~ ^~ >r --_- Figure 2.11 -Mounted Container -with drip pan Applicable Treatment BMP: • For contaminated stormwater in the containment area, connect the Note that a sump outlet to a sanitary sewer, if approved by the local Sewer treatment BMP is Authority, or to appropriate treatment such as an API or CP oil/water - applicable for separator, catch basin filter or other appropriate system (see Volume contaminated V). Equip the sump outlet with a normally closed valve to prevent the stormwater from release of spilled or leaked liquids, especially flammables (compliance drum storage with Fire Codes), and dangerous liquids. This valve may be opened areas. only for the conveyance of contaminated stormwater to treatment. • Another option for discharge of contaminated stormwater is to pump it from adead-end sump or catchment to a tank truck or other appropriate vehicle for off-site treatment and/or disposal. February 2005 Volume IV -Source Control BMPs 2-57 • Where material is temporarily stored in drums, a containment system can be used as illustrated, in lieu of the above system (see Figure 2.8).