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HomeMy WebLinkAboutStudies APPLICANT 4/11/2023Stormwater Management Plan and Drainage Study 1975 16th Street Springfield, Oregon For Moore Residential Trust 1955 16" Street Springfield, OR 97477 D PROFF I NFFO #69162PE DIMALLY SIGNED OREGON > �qN. 10, 2006 `C' ��FE CL EXPIRES: 12/30/23 April 3, 2023 ENGINEERING. -- Since 1977 civil - transportation structural geotechnical SURVEYING www.BranchEngineering.com Contents Page No. 1.0 Introduction............................................................................................................... 1 2.0 Existing Conditions.................................................................................................1 2.1 Topography 1 2.2 Soils 1 2.3 Existing Storm System 1 3.0 Proposed Development......................................................................................... 1 4.0 Stormwater Constraints........................................................................................2 5.0 Proposed Development Stormwater Description.......................................2 6.0 Hydrologic and Hydraulic Analysis..................................................................2 6.1 Computer Model 2 6.2 Computer Model Data 2 7.0 Facility Sizing............................................................................................................3 8.0 Maintenance...............................................................................................................3 9.0 Conclusion..................................................................................................................3 Appendices Description Appendix A Stormwater Management Drainage Basin Map Appendix B Site Infiltration Test Results Appendix C HydroCAD Analysis and Equation Modeling O Branch FWneerft, Inc. 1.0 INTRODUCTION This Stormwater Management Plan (SWMP) report has been prepared for the analysis of partitioning a lot located at 1975 16- Street, Springfield, Oregon. The subject site is located at the southeast corner of the 16- Street and S Street intersection The subject property is identified as Tax Map 17-03-25-24 Tax Lot 2300. The stormwater runoff will be directed to the nearbypubhc stormwater systems located on S Street and 16- Street. 2.0 EXISTING CONDITIONS The site is located in Springfield, Oregon in the Q Street neighborhood area and consists of 0.41 acres of private property. The site is flat with minimal ground cover. A home is located centrally on the subject property. 2.1 TOPOGRAPHY The subject site is flat, but does generally slope from its southeast corner to its northwest corner (the S Street and 16m Street intersection) at approximately 0.596 The subject property has two trees located in front of the existing home, two trees located at its rear, and a hedgerow at its southwest corner. 2.2 SOILS The Natural Resources Conservation Service (NRCS) Web Soil Survey maps the subject site as containing a single soil type: Malabon-Urban land complex (76). Malabon-Urban land complex is described as a well -drained silty and clayey alluvium and is in Hydrologic Soil Group C; the soil has a limiting drainage capacity between 0.20 and 0.57 inches per hour. The typical profile of the soil type has silty clay loam between 0-12 inches, silty clay from 12-42 inches, and clay loam from 42-60 inches. An infiltration test was performed on site which found the lowest infiltration rate on site to be approximately 16 inches/hour, and recommended a design infiltration rate of 8 inches/hour. The Site Infiltration Test Results are provided in Appendix B 2.3 EXISTING STORM SYSTEM There is currently a public pipe network for stormwater located within the 16- Street right-of-way. It appears that roof drains for the existing home currently drain to splash blocks. A small ditch is located along the northern edge of the subject property. The ditch is collected by a culvert at the southeast corner of the 16- Street and S Street intersection; this culvert connects into the public pipe network on 16m Street. 3.0 PROPOSED DEVELOPMENT A three -parcel partition is proposed Parcel l will consist of 4,567 square feet (0.10 acres), Parcel 2 will consist of 6,610 square feet (0.15 acres), and Parcel 3 will consist of 6,550 square feet (0.15 acres). Parcel 2 will encompass the improvements already on the property. Parcels 1 and 3 will be analyzed as each having a single-family residence meeting the conditions of the City of Springfield's Engineering Design Standards and Procedural Manual, Chapters 3 and 4. A Basin Map is shown in Appendix A. 4.0 STORMWATER CONSTRAINTS As discussed in the pre -submittal meeting associated with the Tentative Partition Application (811 -22- 000235 -PRE) the site will need to retain all water on site for new impervious area due to downstream deficiencies in the public system. The existing home will need to connect its roof drains to a weep hole in the curb on 16- Street or directly into the public piped system. 5.0 PROPOSED DEVELOPMENT STORMWATER DESCRIPTION As discussed in the Proposed Development section above, the stormwater facilities will be designed to meet the City of Springfield's Engineering Design Standards and Procedures Manual, Chapters 3 and 4, which dictate that development is held to the design standards of the City of Eugene's Stormwater Management Manual. Each parcel is treated as a separate basin. The basin characteristics are listed in the table below. Parcel 2 was not analyzed as it is already developed. Basin Description Impervious rooftop area Impervious non -rooftop area Pervious area Parcell 1,655 400 2,057 Parcel 2,548 400 2,120 The basins are intended to be representative of a future home and associated improvements. It is somewhat arbitrarily assumed that the future homes will have up to 400-sf of driveway and other non - rooftop impervious surfaces (patios, etc.) and 1,655-sf for Parcel l and 2, 548-sf for Parcel 3 of rooftop (these areas are based on Springfield Development Code Section 3.2.225). 6.0 HYDROLOGIC AND HYDRAULIC ANALYSIS 6.1 COMPUTER MODEL In preparing this Stormwater Management Plan for the project site, Branch Engineering utilized the HydroCAD 10.0 software. This is a computer program used to model, analyze and design hydrosystems of drainage basins. HydroCAD computes Santa Barbara Urban Hydrographs (SBUH) using rainfall data supplied by the designer. The SBUH method is a recognized analysis method by the City of Springfield and is appropriate for a project site of this size. Once the appropriate data is input to HydroCAD, the drainage basin has a hydrograph and runoff flow for the desired storm event. 6.2 COMPUTER MODEL DATA HydroCAD needs data supplied from the designer that describes the drainage basin in order to create the hydrograph. Below is the data that is needed to describe the drainage basin. o Storm Event For the purposes of this design, the design storm events are as follows: 10 -year Storm Event 4.30 inches / 24 hours o Impervious Area Pavement, sidewalks, hardscapes and rooftops are all impervious surfaces. The drainage basin's impervious area was calculated using the assumptions made in Section 5.0 above. o Runoff Curve Numbers The drainage basin has a Runoff Curve Number for the impervious areas. The Runoff Curve Number is based on the type of surface and the Hydrologic Group of the soils. Table 2-2a of Urban Hydrology for Small Watersheds (commonly referred to as TR -55) has the curve number for impervious areas as 98. o Time of Concentration The time of concentration was estimated at 10 minutes for the sub basin, as the sub basin is less than one acre in size. For such a small area, this is a reasonable assumption 7.0 FACILITY SIZING Per Section 3.02.5 of the City of Springfield's Engineering Design Standards and Procedures Manual, no treatment is required for developments creating less than 500 square feet of new non -rooftop impervious area. Based on the description of the impervious area in each parcel above, both parcels meet this requirement However, in order to retain the stormwater on each parcel, a soakage trench can be utilized to infiltrate the water to the ground below. Utilizing the precipitation rate for a 10 -year storm in the City of Springfield (4.3 inches / 24 hours), the recommended infiltration rate of 8 inches/hour, and the maximum buildout for each parcel, the size of the facilities required for Parcels 1 and 3 are 7. S' x 8.0' x 6.0' and 8.S' x 10.0' x 6.0' (L x W x D), respectively. The results from these facilities can be seen in Appendix C. Any facility will still need an emergency overflow drainage system that connects to the public infrastructure. 8.0 MAINTENANCE The facility will be maintained privately since it will receive water only from private improvements and will be constructed under a Building Permit Maintenance will be per the City of Eugene's Stormwater Management Manual. Repairs to storm facilities shall be made in accordance with City of Springfield's Public Works Department. 9.0 CONCLUSION Feasibility has been established for the stormwater system outlined herein for the Moore Partition. Should the sizing of the facilities need to be revised at the time of construction permitting to accommodate various building designs, these calculations can be updated. /_\»:1►IQ KV90 Stormwater Management Drainage Basin Map b EX ww MI T. EtlS PM<5A32 FY-P99AY _ ARR! — x�S IXAW _ _ �� I msrMx sraP scN avo PRDPDssn EA8 WNi LNE NO vARKINs Ww sIGN I :� I I F m II TAX MAP 17-03-25-24 TAX LOT 2300 E w .-fRE MPM41 e xw— — am I AT 3H MMM— STRSFROM OAB PEIIIM 3 Y Z .an PRarosEo s• � � R/W DEwansx, o OiD PROP. iE 5 FR OP Y OVERXEAO 11E, I� i j$I / Imo•• I �. FjliE��I 1 � n BASIN 1 I e' IwaD II 2D.Y •� II II �� IEBDF 'A. 11 IY 5' BASIN2 ■ rD a wmA me PARC&L 9 L. 6550 6FA. I - PROP. J' POE ) usaea'JD•w Im.m '-100 wan Mn1 e' aflw SIO BE 0P8MOEo w/LED I PmoR ro nwi Pur AWLIGIION +YWAL LOL1n0.V K aOAKAC£ iRENCX i0 BE OERRMINEO AT mE nME K NamE canmucnav �V�VSECTON VIEW A�rA u �� N r EA8 WNi LNE — R T- F-AAY Ltl 00 20 IOM 20 00 _ eL'10510 ENYEL WE �V�VSECTON VIEW A�rA u �� UTILITIES AL A Vg w K RACED V&ERfAMM. TXE E.v181N0 OHWYdO iELEPxCAE AAD Nn CCM{CIM R K RELCCdiED ULIXCi.W.W AB .. STREET LIGHTS M AEw BTp W s ARE GRgOdED. STREET TREES CUT AND FILL . Ni AM F 6 PRSW&D. DRAINAGE .PoCF dtAAR i0 WdMRGE i0 BiREET IFp01KH KEP IKKEB W EX TMG C.. i0 IXE ROADBOE diLM nE PR0.PoAED ROK A. L M KPEW AGE [dJLTW dYY A. X4L HE MIAUED Ai 1FE 1ME CF &YDMH CPV3IFKIKKi WASTEWATER SEVER UAW w TEM%MA LATERALS ARE SMYN KR WY K HPRMKIEIDW P AM ro Kw MT mo VFRIFk CIKKI 26 .8 FO FCR 1. Fu . lgLME BOT I Is ABBLMEO TO XdK BEEN C CTW En1ER AT T. iME CF coNSrRICrIPY K HIEN iNE sFwERs . MBTALl.. pmk lkk: W MR TY LNE - EA8 WNi LNE — R T- F-AAY Ltl 00 CENiERLNE _ eL'10510 ENYEL WE V ......�.�. HwK K asvw_T vdvas W CLwH — n-� CDNr LM - aWW-- wasTEwd rEH sEwER LwK --Hr- - sraam sEwEA LMS - -W- - LINE QQrnV O OVERHEaO PONEfl W asPNaLr Pavlov �vw— PaovasEo wdarEwdrEa sExER �r¢ -- PRW o ROOF ldsrm o-sosm —wW— La wdER NE PROPQSED i _--Ww-._.. gpppOgED WOERGGp.Pq wpEB m ELECTRIC BOX OO IRdbNH.E Q cuGH xeEr cI-} srflEEr LWWi } PO. P01c a• HTOP s wA. VALVE p FwE nrDRaNr ® ova rER mErER m GdH AE1ER ® Md4 BOX oECpLW2 iflEE EVERGGEEN 1REE CONCRETE .� � BadvEL eLV OSIF vlsrox cLEaRAx¢ ED£ PRCPOBED TREE MCFO6ED CQVLflETE PRCPOBED CLWB UTILITIES AL A Vg w K RACED V&ERfAMM. TXE E.v181N0 OHWYdO iELEPxCAE AAD Nn CCM{CIM R K RELCCdiED ULIXCi.W.W AB .. STREET LIGHTS M AEw BTp W s ARE GRgOdED. STREET TREES CUT AND FILL . Ni AM F 6 PRSW&D. DRAINAGE .PoCF dtAAR i0 WdMRGE i0 BiREET IFp01KH KEP IKKEB W EX TMG C.. i0 IXE ROADBOE diLM nE PR0.PoAED ROK A. L M KPEW AGE [dJLTW dYY A. X4L HE MIAUED Ai 1FE 1ME CF &YDMH CPV3IFKIKKi WASTEWATER SEVER UAW w TEM%MA LATERALS ARE SMYN KR WY K HPRMKIEIDW P AM ro Kw MT mo VFRIFk CIKKI 26 .8 FO FCR 1. Fu . lgLME BOT I Is ABBLMEO TO XdK BEEN C CTW En1ER AT T. iME CF coNSrRICrIPY K HIEN iNE sFwERs . MBTALl.. pmk lkk: W w 0 00 G � V L6 m W a o O w Ln m' aN0 J W N J QQrnV FALL W z C? Z u'. A L0, 2033 AWMS .rc RDC mokmno� 21 AM TENTATIVE LAND DIVISION PLAN M Z APPENDIX B Site Infiltration Test Results December 19, 2022 Branch ENGINEERING- Moore Residential Trust 1955 16- Street Springfield, OR 97477 RE: SLIT Basun RwnoN TFsr RES LTs Tac Mnr MID Lor No. 17-03-25-24 Tn LOT 2300 1975 16- s T S�GFIEM, OR WN 97477 BR cti ENGweeswG INc PROIEcr No. 21466 Branch Fagineering Inc. (BEI) performed infiltration testing at two hand -augured holes at the approximate locations shown on Infiltration Testing Map, Figure 1. The purpose of our testing was to provide a site-specific infiltration rate for the design of on-site infiltration facilities for the disposal of stormwater generated from new impervious surface areas. Site infiltration testing was conducted in a saturated test hole using the Encased Falling Head Test method in accordance with the 2014 City of Eugene Stormwater Management Manual on December 19, 2022. Infiltration testing commenced for three successive trials with water added between each trial. The soil in the hand auger boring was visually classified using the American Society of Testing and Materials (ASTM) Method D-2488. At the location of Infiltration Test 1 (IT -1), soil consisted of organics with fill material made up of sharp, angular rock 3/4"-0 in size from 0- to 10 -inches below ground surface (BGS), followed by moist, medium stiff, dark brown sandy clay with gravels from 10- to 32 -inches BGS. Infiltration Test (IT -2) soil consisted of moist, dark brown clay with trace gravels from 0- to 12 -inches BGS, followed by moist, medium stiff, dark brown sandy clay with gravels and cobbles from 12- to 30 -inches BGS. The NRCS Web Soil Survey maps the site as Malabon-Urban land complex, described as well - drained silty clay derived from silty and clayey alluvium. Nearby well logs and NRCS soil mapping data are attached, indicating subsurface conditions are consistent with our observations. Ground Water Ground water was not encountered in the site borings, but well logs (see attached) in the area indicate static groundwater levels at 9 -to 13 -feet below ground surface. Infiltration Data Analysis The amount of fall in the water columns were measured over time for three separate trials. The vertical hydraulic conductivity of the soil is calculated from the equations presented below. The volume of water infiltrated into a soil of consistent hydraulic conductivity is primarily dependent upon two factors, the area over which infiltration occurs and the pressure head. Using the following vadose zone equations, an estimated vertical hydraulic conductivity and rates of infiltration are presented in Table 1 for the test sites. V,= Iti where: V, is the rate of fall in the water height K is the hydraulic conductivity I = H„ + G - ho. i is the head loss 4 Ids the depth of the wetting front IL is median water height p. 503-779-2577 1 www.brancheng ineering.wm Moore on 16th and 5 - Infiltration Testing BEI PN 2 1 -466 4 = V_ V,„ is the total volume of water infiltrated A x f f is the Tillable porosity (assumed to be 3596) q = YdA q is the average rate of water infiltration (vol./time) A is the infiltration area h- is the critical pressure head of soil for sidewall wetting (assumed to be 0 inches) (Bouwer, 1978) The soil material is assumed to be laterally homogeneous and sidewall infiltration is negligible as a 6 -inch diameter, open-ended, plastic standpipe was used for containment of the water column. Strmmar , of field Infiltration Test Results The results of our December 19, 2022 field testing are summarized below in Table 1. The hydraulic conductivity is based on the infiltration rate measured in the field and summarized on the attached Infiltration Data Evaluation Worksheet. Table 1: Test Location Test Depth Measured Conductivity K (in/hr) (inches) IT -1 32 16 LT -2 30 30 Recommended Infiltration Design Rates Using the recommended factor of safety of 2, a design infiltration rate of 8 in/hr is suggested. Conclusions Based on our field findings and infiltration testing results, disposal of stormwater via infiltration facilities on the site is feasible. If you have any questions regarding the test method, data analysis or design please contact the undersigned Branch Engineering, Inc. Moore on 16th and 5 - Infiltration Testing BEI PN 2 1 -466 Sincerely, Branch Engineering Inc, Attached Figure -1 Infiltration Testing Map Infiltration Field Data Worksheet Well Logs NRCS Soils Map Branch Engineering, Inc. anch GINEERING= XWTS; civil a transportation structural• geotechnical SURVEYING 310 Sth 5trcet Sptlngfie N, OR 97077 V: 541.746.0637 LEGEND O IT-] INDICATES APPROXIMATE LOCATION OF INFILTRATION TEST SCALE: V=40' SITE EXPLORATION MAP - CUIPING RESIDENCE FIGURE -1 1975 16TH STREET SPRINGFIELD, OREGON 12-23-2D22 PROJECT NO. 21-466 WGIblanch Nff RINGS mn ��m Tm Reswu � I4 I f f Y STATE OREGON 5Ir� JUL 2 `J�1 MONITORING G WELL REPOR \ (as requrnd by OR5537.'165&OAR 690-24009 i1prESQUHGESDEFTStatCard#BAM e7 S (2) TYPE OF WORK: [x New mrssme4on El Repair E]Remnditien ❑ Conversion El Deepening ❑ Abandorunmt (3) DRILLING METHOD ❑ Rosary Air ❑ Rotary Mud F] Cable zHollow Stem Auger ❑ Osher (4) BOREHOLE CONSTRUCTION Yes No tat Slaredards E] yR�a( Deptbde,or letedweil9( 5 ft. Filter pack_ i TO z /` --5ft. cap (6) LOCATION OF WELL By legal description Well Location: Co—w L40 Township�(N S) Range LQ (E or W) Section �'s L 114.f 1/4 of above seciWn 2. S taddress of well location 541?-. a `r' Jre I N6 HE. I'd 'U 12- C`iN� 3. Tax l6t number of well location 4. ATTACH MAP WITH LOCATION IDENTIFIED. (7) STATIC WATER LEVEL: /- `j -S Fvbelowlandsurface. Date Artesian PrumaIWsq. N. Date (S) WATER BEARING ZONES: D,uh at which water was firstfowd From To Est. Flow Raze SWL -°sing a `' (9) WELL LOG: diameter ` material '(/-C m Welded Tlueaded Glued Liner ❑ dismeter Welded mneadrd Glued 0 0 0 in Bentorite plug az least 2 tt thiol, —Scam material interval('): �q FmmEr, T, 1= From To Slot size . fJ 2' m. (wbonded) Madtser Well Consuuazor CeWonon: (5) WELL TEST: I cenify an, do work I performed on the construction, alteration, or Pump Bailer E] AirFowmg Artesian ahandmmmt.f this well is w remplianm with Oregon well consnoaion suMerds. Mazetiala uerd and infotmazion reported above an tnu to the best Permeability Yield GPM krwwl and belief..) V.� Conductivity MWCNnm Sigh `A'� ate C1-7rY `f 1 Tempemmreofwater Dcpthartesian Rowfound ft. Was war, analysis don ? yea No (borsdcd) Monitor WeR Consruc[or Ce ration: Ry whom? I accept responsibility for aK consesuaion, almation, or abandonment Depdr efsnam to be analyzed. From Rto ft. work performed on this well dZcm�dates reported above. All Wm{: performIXl during this Idl Oregon well eonaturdon R marks:/, eledgeandbelief. �(%dl� -y IS A NIWCNum Name of supervising Creologistipngineer I Signed D— Bt c t r � - STATE OF OREGON Yes No ❑;P Depth of mmpleted MONITORING WELL REPORT WATER BEARING Depth at which water wasfi (as required by OR553].]6$&OAR 690-240-095) h'Irrl r-. I(�L 0 'i��� Start Card# O ER/PRO (I) R/PROIECT: --ss 'b&OF WELL By legal description TW4NGwell u� VaWt I.ocdm: Cmty/ Towncshipc � "� S (N S) Range 5 Lr) (R or W) Ssuon 'Z aatli" )1024 •/---Sndaceflnshvauh materiel ,d -r sma ai!j — Lyv- 1/4.f 1/4 of above seeder. taddrcsa ofwell location +f� i Z Q � (2) TYPE OF WORK:2.�sce TO I�] New mmwcdon E] Roper ❑Remndidon From To 3. Tat let number of well leeation ❑ Conversion ❑Deepening ❑Abandosenent 4. ATTACH MAP WITH LOCATION IDENTIFIED. (3) DRILLING METHOD E] Renoir Air ❑ Rotor, Mud ❑ Wble ... .. (]) STATIC WATER LEVEL: ..JJ � FLIalowlandsurface. Date t4Hollow Stan Auger ❑ Order '• Artesian Pressure Ih/sq. in. Date (4) BOREHOLE CONSTRUCTION Standards Yes No ❑;P Depth of mmpleted (S) welly 15 WATER BEARING Depth at which water wasfi 4eisl Land surface From To ire Filter r VaWt h ft.Waren-rghtcovcr •/---Sndaceflnshvauh materiel ft. •' TO +v intervnl(s): Fmm -� XIS To i TO '} �Lft. From To Iuck'vig cap $10[x1 2— at / V• ft. 1!_' ... .. diaCasingter 9) me WELL LOG: '• r4 material f Welded Threaded Hired ❑ JKILiSeal Material Liner _fe TO � i r•j diameter m. material Welded Threaded Glued ❑ ❑ ❑ IL r Well seal: rrUC/"t�T"l AmOun • ow Arrow (5) WELL TEST: ❑Pomp ❑Hails ❑ Ah ❑ Flowing Artesian PermeabilityYield GPM Conductivity PH Torr'naren,awarer Da dt artesian Dow found ft. Was water analysis time? ❑Yes❑No By whom? Depahofstatatobemalysed. Fmm ftm f� Name of supervising hom `mac t t5pCs r (anbonded) Writer Well Conswener Cennbsdion: I certify that the work I'thorned on the eons owrb, , dtasdoe, or abmdomnentof this wall is in canPli. with Oregon well..'rn etion standards. Materials natal and itdmonsam. repor ed above are we to the best knowled and belief. �- MWC Number /),_�'Z<�- SiDate���^ (bonded) Monitor Well Constructor Certification: I accept responsibility for the mnsrmcdon, alteration, or abandonmem work pedo need on this well during the constmud dares reposed above. Ali work performed during this lime is in=PlI with OtegonwellwnsWcGon standard, Thitepmtis tmeto the be y knowledge and belief. MWC Numberl�Z7� /-3 Rcvtonite plug az least 2 f[. thick ire Filter r Screen n- v `c •i materiel ft. •' +v intervnl(s): Fmm -� XIS To i TO '} From To $10[x1 2— at / V• ft. 1!_' ... .. ... .. ... 2. (5) WELL TEST: ❑Pomp ❑Hails ❑ Ah ❑ Flowing Artesian PermeabilityYield GPM Conductivity PH Torr'naren,awarer Da dt artesian Dow found ft. Was water analysis time? ❑Yes❑No By whom? Depahofstatatobemalysed. Fmm ftm f� Name of supervising hom `mac t t5pCs r (anbonded) Writer Well Conswener Cennbsdion: I certify that the work I'thorned on the eons owrb, , dtasdoe, or abmdomnentof this wall is in canPli. with Oregon well..'rn etion standards. Materials natal and itdmonsam. repor ed above are we to the best knowled and belief. �- MWC Number /),_�'Z<�- SiDate���^ (bonded) Monitor Well Constructor Certification: I accept responsibility for the mnsrmcdon, alteration, or abandonmem work pedo need on this well during the constmud dares reposed above. Ali work performed during this lime is in=PlI with OtegonwellwnsWcGon standard, Thitepmtis tmeto the be y knowledge and belief. MWC Numberl�Z7� I� /I STATE OF OREGON "MQNiT(RING WELL REPORT (az required by ORS 53'1.965 &OAR 690240-090 RECEIV X43 (1) OWNERIPROJECT: WELLNO. #1 .aur i o 1. —Cascade Forth Srienc" --WATER R€900R` Atl n 342 Glued ❑ Q ❑ Liner Oregon 9 diameter (2) TYPE OF WORK: ® New aans n Trion ❑ Repair ❑ Recondition ❑ Conversion ❑ Deepening ❑ Abandonment (3) DRILLING METHOD _ ❑ Rotary Air ❑ Romry Mrd ❑ Cable © Hollow Stem Auger _ ❑ Odmr (6) LOCATION OF WELL By legal description 'Tovmsldp_IZ,5—(Nor S)Range ' (Ear W) Sxvon 25 I. SE 1/4 of NW 1/4 of above vection. - - ,_ 2. sown. dma.ofw.uIoca.1 Al2 n Ctrner 3. Tax lot n.mberof well Iowa.. 5400 d. ATTACH MAP WITH LOCATION IDENTIFIED. ('n STATIC WATER LEVEL: 13. _ Frbelowland surto.. .Daze 7-8-92 Artesian Press.re lb/sq.in. Daze (4) BORE HOLE CONSTRUCTION --- - - - Yes No (S) WATER BEARING ZONES: iol Standard. ❑ ® Depth of completed well 90 fr_ ..._-Deladr_atwbicbwaterwasfimtfomad Land surface - - Frew, To Ext. Row Rate_ SWL a"I' _ ----., 0 x. water-tlghtenver TO - . Surfaceflasbvanit ft. o Locking rap easing (9) WELL LOG: Ground elevation - 0 Filter Park R. TO - 2 0 A. (5) WELL TEST: N/A ^❑PrmP ❑Bader disnow, 2 material PVC Welded Threaded Glued ❑ Q ❑ Liner diameter in. material Welded Tionded Glued EMN—Ewn— Material Bentonite Amount 9 1/2 Bags - Bemonite plug a least 2 ft. thick Screar material PVC inmrvel(s): - Fmm-2—To From To slotsixs (ZQ- ❑ Air ❑ Flowing Artesian coaaamtaar - ' PH Temperawm of woad $_aF/C Depth artesian Flow fond ft. W3iwa[eranalysi1d000. C3,--qNo BY whrsn?- analY�. rm—L: rto ft. F Name of supervising Geologisagiaeer ORIGINAL & FIRST CO� WATER RRgflliRrpc ncp a oTencnPr — (unbonded) Monger Well Conswdor Certifrwow.: I certify agar the work Iperformed on the constmcuen, x1lea er, or - al,endonmeatof tWs well is in compliance with Oregon well cownedion standards.MazeroL.sedandinfnreationnioe dabove arc vuetothe best ._. knowledge abelid. CNnmberl Q039 Sign (banded) Monitor Well Conswctor Ccnflex cn _ I accept responsibility for the onesauction, alteration, or erandomnmt won, d..d on this well daring an, corsntoe ion dates reported above All wade performed during this time is in compliance wiN Oregon well constmction standard. -Thi, reporc is we to the beat of my knowledge and belief. MWC Nmnberl nn 31 Signed /d Dam 7-1 Q—rj2 SECO COPY -CONSTRUCTOR THIRD COPYCUSTOMER M'III 'N Sol Map—l.ane County Area, Oregon (16M and S) 3 3 Ny Sraa I:3Mffpnfla1 m Apnh l(&Sx IV)Aak. RS d N a a a is n A0 1a ao m ap Nm pr's1toa: wm�momnatas:�a rsgena: utm Zone 10N �a ❑5W Natural Resources Web Soil Survey 1211&2022 �i Conservation Serme National CooperaWe Soil Survey Page 1 a 3 M• Y 9"N Shc Map—Lane County Area, Oregon (1EIh antl S) _SD, Natural Resources web Sol Survey 12/192D22 all Conservation Service National Cooperative Shc Survey Page 2 of 3 MAP LEGEND MAP INFORMATION Area at Were. tA09 Spot Area The sal surveys that comprise your AOl were mapped at Area of Interest(AOI) 1:20,090. Q Stany Spat Soils Very Sony Spa Waming: Shc Map may not be vapid al Mrs scale. 0 Soil Map Unit Polygons 9 VJrf Spot p Enlargement of maps beyond the scale of mapping can cause ,.,. Soil Map Unic Lines misunderslantling of the tletail of mapping and accuracy of soil 4 Other line placement. The maps do not show the small areas of Soil Map Unit Points contrasting soils that could have been shown at a more detailed Special Line FeeNres Special Point Features scale. Lg Blowout water Features Streams and Canals Please rely on the bar scale on each map sheet for map ® Boraw Pit measurements. Trenspartatian Clay Spot Rails Source of Map: Natural Resources Conservation Service 0 Closed Depression Web Soil SurveyLIRL: Interstate Highways Coordinate System: web Mercator(EPSG:3B5]) Gravel Pit US Routes Maps from the Web Soil Survey are based on the Web Mercator Gravely Spa Malor Roads projection, which preserves and shape but ion that schdistorts and area, projection that preserves area, such as the ® Landfill Local Roads Abersdistance o Albers equal-area conic projection, should be used if more Lara Flaw accurate calculations of distance or area are req uired, Background aga Marsh or swamp . Aerial Photography This productis generated from the USDA4JRC5 certified data as of Ne version dates) listed below. * Mine or Query Sus Survey Area: Lane County ® Miscellaneous Ydscer 14, 2022 Survey Area Data: Version 20, Sep 14, 2022 Sep ® Perennial VMmer Shc map units are labeled (as space allows) for map scales y, Rock Outcrop 1:50,099 or larger. A Saline Spot Dates) aerial images were photographed: Jun 12, 20191 19, 2019 Sandy Spot The odhophoto or other base map on which the soil lines were Severely Eroded Spot compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor Sinkhole shifting ofmap and boundaries may be evident. �p Slide or Slip Sodic Spot _SD, Natural Resources web Sol Survey 12/192D22 all Conservation Service National Cooperative Shc Survey Page 2 of 3 Sal Map�ane Connly Area, Oregon Map Unit Legend 1&h and S LSIA Natural Resources Web Soil Survey 12/10/2022 iMi Conservation Serme National Cooperative Soil Survey Page 3 of3 Map Unit Symbd Map Unit Name Acres in AOI Percent of AOI 76 Malabori lrban land cornplex 0.5 100.0% Totals for Area of Interest 0.5 10&0% LSIA Natural Resources Web Soil Survey 12/10/2022 iMi Conservation Serme National Cooperative Soil Survey Page 3 of3 Map Unit Description: Malabon-Urban land complex --lane Cmnty Area, Oregon Lane County Area, Oregon 76—Malabon-Urban land complex Map Unit Setting National map unit symbol. 238t Elevation. 300 to 650 feet Mean annual precipitation: 40 to 60 inches Mean annual air temperature: 52 to 54 degrees F Frost -free period. 165 to 210 days Farmland classification. Farm land of statewide importance Map Unit Composition Malabon and similar soils. 50 percent Urban land. 45 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Malabon Setting Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across -slope shape: Linear Parent material. Silty and clayey alluvium Typical profile H1 - 0 to 12 inches. silty clay loam H2 - 12 to 42 inches: silty clay H3 - 42 to 60 inches: clay loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class. Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to 0.57 inlhr) Depth to watertable: More than 80 inches Frequency of floodirg: None Frequency of ponding: None Available water supply, 0 to 60 inches. High (about 11.4 inches) Interpretive groups Lard capability classification (irrigated): 1 Lard capability classification (nonirrigated): 1 Hydrologic Sal Group: C Ecological site: R002XCOO6OR -Stream Terrace Group Forage suitability group: Well drained < 15% Slopes (G002XY002OR) Other vegetative classification. Well drained < 15% Slopes (G002XY002OR) 19th and S LSM Natural Resources Wiab Soil Survey 12/19/2022 it Conservation Serves National Cooperative Soil Survey Pagel ort Map Unit Desorption: Malabon-Urban land complex --lane County Area, Oregon Hydric soil rating: No Description of Urban Land Interpretive groups Land capability classification (irrigated): None specified Lard capabildy classification (nonirrigated): 8 Hydric sal rating. No Data Source Information Soil Survey Area: Lane County Area, Oregon Survey Area Data: Version 20, Sep 14, 2022 1&h and S LSM Natural Resources Mb Soil Survey 121113/2022 211 Conservation Service National Cooperatirve Soil Survey Page 2 ort APPENDIX C HydroCAD Analysis and Equation Modeling PARCEL 1 SOAKAGE PARCEL 1 TRENCH PARCEL 3 SOAKAGE PARCEL 3 TRENCH Subcat Reach m Link Moore Partition 21-466 HydroCAD Type IA 24 -hr f 0YR Rainfall=4.30" Prepared by Branch Engineering Printed 2212023 HydroCAD® 10.00-20 s/n 10784 © 2017 HydroCAD Software Solutions LLC Paae 2 Summary for Subcatchment P1: PARCEL 1 Runoff = 0.05 cfs @ 7.96 hrs, Volume= 0.016 af, Depth= 4.06" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 10YR Rainfall=4.30" Area (sf) CN Description * 2.055 98 45% Lot Coveraae 2,055 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment P3: PARCEL 3 Runoff = 0.06 cfs @ 7.96 hrs, Volume= 0.023 af, Depth= 4.06" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type IA 24 -hr 10YR Rainfall=4.30" /_R71TMI=0101 2,948 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Pond ST1: PARCEL 1 SOAKAGE TRENCH Inflow Area = 0.047 ac,100.00% Impervious, Inflow Depth = 4.06" for 10YR event Inflow = 0.05 cfs 7.96 hrs, Volume= 0.016 of Outflow = 0.01 cfs 6.50 hrs, Volume= 0.016 af, Atten= 75%, Lag= 0.0 min Discarded = 0.01 cfs 6.50 hrs, Volume= 0.016 of Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 98.52'@ 9.86 hrs Surf.Area= 0.001 ac Storage= 0.003 of Plug -Flow detention time= 63.0 min calculated for 0.016 of (100% of inflow) Center -of -Mass det. time= 63.0 min ( 725.9 - 662.9 ) Volume Invert Avail.Storage Storage Description #1 93.00' 0.003 of 7.50'W x 8.00'L x 6.00'11 Prismatoid 0.008 of Overall x 33.0% Voids Device Routing Invert Outlet Devices #1 Discarded 93.00' 8.000 in/hr Exfiltration over Surface area Phase -In= 0.01' Moore Partition 21-466 HydroCAD Type IA 24 -hr f 0YR Rainfall=4.30" Prepared by Branch Engineering Printed 2212023 HydroCAD® 10.00-20 s/n 10784 © 2017 HydroCAD Software Solutions LLC Paae 3 iscarded OutFlow Max=0.01 cfs @ 6.50 hrs HW=93.06' (Free Discharge) =Exfiltration (Exfiltration Controls 0.01 cfs) Summary for Pond ST3: PARCEL 3 SOAKAGE TRENCH Inflow Area = 0.068 ac,100.00% Impervious, Inflow Depth = 4.06" for 10YR event Inflow = 0.06 cfs 7.96 hrs, Volume= 0.023 of Outflow = 0.02 cfs 6.46 hrs, Volume= 0.023 af, Atten= 76%, Lag= 0.0 min Discarded = 0.02 cfs 6.46 hrs, Volume= 0.023 of Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 98.69'@ 9.92 hrs Surf.Area= 0.002 ac Storage= 0.004 of Plug -Flow detention time= 66.1 min calculated for 0.023 of (100% of inflow) Center -of -Mass det. time= 66.1 min ( 729.0 - 662.9 ) Volume Invert Avail.Storage Storage Description #1 93.00' 0.004 of 8.50'W x 10.001 x 6.00'11 Prismatoid 0.012 of Overall x 33.0% Voids Device Routing Invert Outlet Devices #1 Discarded 93.00' 8.000 in/hr Exfiltration over Surface area Phase -In= 0.01' Discarded OutFlow Max=0.02 cfs @ 6.46 hrs HW=93.06' (Free Discharge) 1-1=Exfiltration (Exfiltration Controls 0.02 cfs)