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05-0770 Drain and Erosion Report 042408 (2)SAMANTFIA RIDGE Drainage and Erosion Control Report 1 Prepared for: Jack Long The Qne Eleven Building Auburn, WA 98DD2 X253] 846-5756 April 1 ~, 2008 Prepared by: Pete Swan Reviewed by: Jeff McInnis, PE PETRA ENGINEERING, LLC 535 Dock Street, Suite 213 Tacoma, WA 984D2 ri253~ 752-7817 Project No: ~~-03fi Project Name: SAMANTHA RIaGE Storm Report -Samantha Ridge.doc .~ ~~~E~ING~ L,L~ RECEIVE D 535 DQC,K $TREE7 • SlJI7E Z13 ETACC7MA I WA 1984x2 1 PHpNE i253) 752-T81T I FAX X253) 7BS~582 14VWW.P~TRAENG.IJE7A~~ G '# GUQ~ TABLE QF Ct3NTENTS {. FACILITY SIJAAMARY FORK'I .................................................................. ................................3 II. PRi7JECT ENGINEER'S CERTIFICATE ................................................ ................................T III. DRAINAGE REPaRT ............................................................................... ................................8 1 -Project flescr'sp#ian .............................................. ti S ...............................$ on ec Section 2 -Existing Conditions ............................................................ ...............................8 8 Section 3 -Infiltration RatesfSoiis Report ............................................ ............................... Section 4 -Wells and Septic Systems ................................................. .~--...,.......................8 Section 5 -Fuel Tanks ......................................................................... ...............................9 9 Sec#ion 6 - Sub basin Description ....................................................... ............................... Section 7- Analysis of 100-Year Flood ................................................ ...............................9 Section 8 -Aesthetic Gonsideratons ................................................... ...............................9 Section 9 -Facility Sizing and ^ownstream Analysis .......................... ..............................9 Section 10 -Covenants, Dedications, and Easements ....................... .............................10 Section 11 -Property Dwners AssQCiation Articles of Incorporation ... .............................10 Section 12 -Other Permits or Conditions Pieced on the Project ........ .............................10 Section 13 -Bond ©uantities and Declaration of Covenant ................ .............................10 IV. ER051GN CONTR[7L PLAN .................................................................................................11 Section 1 -Construction Sequence and Pracedure ............................ .............................11 Section ~ -Soil Stabilization and Sediment Trapping ......................... .............................11 Section 3 -Permanent Erosion Control and Site Restoration ............. .............................12 Section 4 - Geotechnicai Analysis and Report .................................... .............................1 ~ Section 5 -Inspection Sequence ......................................................... .............................12 Section 5 - Control of Pollutants otter than Sediments ....................................................12 Section 7 - tJtilities .............................................................. ..............................12 Appendix A -Vicinity Map, Drainage Exhibits, FEMA Map and LAMA Appendix B -Hydraulic Analysis Appendix C - Geatechnical Report SAR`ANTHA R1QGL ~~. 7 ti. CFA ~AG~ 2 I. FACILITY SUMMARY FARM Proponent's facility name yr identifier ~e.g., Pand A} Name of road or street to access facility: Hearings Examiner case number: Development Review Project No, 181dg. Permit No. Parcel Numbers}: I T ~ Part 1 -_Prvject Name and Proponent Project name: Project owner: Project contact: Address: Phone: Project proponent (if different}: Address: Phone: Project engineer; Firm: Phone number: Detention Pand crystal Springs Road NW #15854-DQ1-~1 227192406~t) Samantha Rid e Jack Long PETRA En ineerin 535 Dock Street -Ste. 213 Tacoma, WA 9$402 [253 752-7fi17 Pete Swan PETRA Engineering X253} 752-7fi17 SA:~9 AhTH11 ~PC3GE •r ~)~t. ~ 0. PAGE 3 Part 2 -Project Location Section ... Township Range .... 19 17 .... Q2 Names and addresses of adjacent pronert~ owners: Floyd Cummings [North) 614 Grystal Springs Rd. Yelm, WA 98597 Pacific Frontier, LLC (Easty 4tlfi Crystal Springs Rd. Yelm, WA 9859T Glarke Properties, LLC [Southy 404 Railroad Ave 5E Yelm, WA 88597 Ryan ~ Tami Pearson ~Southy 484 Edwards St. SW Yelm, WA 9859T Troy Truong {south) 402 Edwards St. 5W Yelm, WA 98591 Michael Killion liWest~ 15744 Coates Rd. Yelm, WA 9859T Part 3-Ty^pe of Permit Application Type of permit ~e.g., commercial building}: Other permits (f7}: ^ DOF !W HPA ^ CAE Wetlands ^ FEMA ^ Shpreline Management ^ Encroachment ^ Other ^ CnE 4Q4 ^ DaE Dam Safety ^ Floodplain ^ RockerylRetaining Wall ® Grading Other agencies [Federal, State, Local, etc.} that have or will review this Drainage and Erosion Control Plan: None Part 4 -Proposed Project Description What stream basin is the project in ~i.e., Clover]: Project Size, acres 4.12 Acres Zoning :......................... R-6 Dn-site: Residential 5u bd iris ion: Number of lots ........................................ Yetm Creek 29 Units SA~1..IN7F3AnI~GE L~4.7Q.0& PAGE-+ ! tot size (average, acres} .................................................... NIA Building PermitlCommercial Plat: Buildings} [footprint, acres} ............................................... 0.44 Acres Concrete paving [acres) ..................................................... 0.28 Acres Gravel surface [acres) ........................................................ NIA Lattice black paving {acres) ............................................... NIA Public roads-including gravel shoulder (acres}............ 0.25 Acres (off-site) Private roads-including gravel shoulder (acres} .......... 0.33 Acres ^n-site impervious surface total (acresy ....................... 1.Q5 Acres Park 5= Pre-deve€aped Project Site Characteristics: Stream through site [y1n} ......................................Yes Name ................................................... Yelm Creek Shoreline Designation ......................... Urban Type of feature this facility discharges to [i.e., €ake, stream, intermittent stream, pothole, roadside ditch, sheetflow to adjacent property, etc.}: Spreader Trench GROl1ND 1 1 Y Swales [y1n} ................................................................ N Steep slopes-steeper than 10°Io [yln} ......................... N Erosion hazard [yln} ................................................... N 10l}-year floodplain [yln} ............................................. Y Wetlands {yln) ............................................................. N 5eepslsprings [y1n} ..................................................... N High groundwater tabfe [y1n) ...................................... N Creek ......................................................................... Y Part ~ - Faci€ity_ Des~riptinn Total area tributary to facility [acres) ...................... Total off-site area tributary to facility [acres}........... Total on-site area tributary to facility [acres} .......... Design impervious area tributary to facility [acres}. ^esign landscaped area tributary to facility [acres} Design total tributary area to facility [acres} ........... ... 1.30 Acres U.25 Acres 1.05 Acres 1.3Q Acres O.flQ Acres 1.3Q Acres j4i~piV~~r1 ~i~ ~ti~t L ~.3 i#,LiS P,~GE 5 i~ 1 1 i~ inter "1" far type of facility: Wet pond detention ................................................... 1 Wet pond water surface area (acres} ........................ Q Dry pond detention .................................................... E} lJndergraund detention .............................................. U Infiltration pond .......................................................... Q Drywall infiltration ...........................~---......---............... 4 Coalescing plate separator ....................................... 0 Centrifuge separator ~Vortechs 20(}L]} ....................... 1 Other ......................................................................... 0 Outlet type (enter "1" for each type present}: Fiiter ........................................................................... U . Oillwater separator .................................................... 0 Single arifice .............................................................. 0 Multiple ^rifices .......................................................... t] Weir ................................................... ...... .... .... .......... U Spiliway ...............................~--.................................... 0 Other (Spreader Trench) .............. ............................. 1 Part 7 -Release to Groundwater Design percolation rate to groundwater {if applicable] ....... ...................................NIA Part 8 -- Release to Surface Water {if applicable} _ Prior to entering the storm pond, the flow will be routed through a Vortechs Mode! 2QOD for stormwater treatment. Once through the water quality device and atten uated by the 8,5911 cubic foot storm pond, the stormwater will be released to the Yelm Creek system through a spreader trench system located just outside of the t D4-year flood plain elevation. SA[±'At~"'H.A €~Ir3ca'E p4, ~ D.(75 PAGE II. PR®JECT ENGINEER'S CERTIFICATE i~ 1 1 I hereby certify that this drainage and ErosionlSediment Control Report for the SAMANTt-IA RIDGE project has been prepared by me yr under my direct supervision and meets minimum standards of care and expertise which is usual and customary in this community far professional engineers, I understand that City of Yelm does not and will not assume liability far the sufficiency, suitability, yr performance of drainage facilities designed by me. . ~ U~ Date Jr'Ea~ ~- 'p~ ~ -37:339 i ~' :..71h:'~!tiY~E~ ~~7~:= ?AGe lil. DRAINAGE REP[]RT ^ Section 1 -project t}escription ~ This report accompanies the civil plan submittal far the development of the 29 unit mul3t-family project named Samantha Ridge on Crystal Springs Road in Yelm, WA. The site is located east of Crystal Springs Road in the northern extremity of the City of Yelm, directly across from the intersection between Crystal Springs and Coates Street in Section 19 of Township 17N and Range 2E. The project involves the creation of 29 residential units on 8 lots, approximately 14,500 Sq. Ft_ of associated private roads, and the associated recreation tracts and open space areas to satisfy the PRD requirements of the City of Y+elm. Section 2 -- Existing Cnnditians Appendix A contains apre-developed hydrology map showing the site as it exists today. As can be seen from that map, the site remains mostly undeveloped and covered irs grasses, a small number of trees, and a small residence in the southwest corner of the sut3ject property. The overall site proposed for development is 179,583 Square Feet, or 4.12 Acres, after aright-af-way dedication to the City of Yelrn. Although the overall parcel is significantly larger than 4.12 acres, the western portion of the site is being segregated through a Boundary Line Adjustment process and sold to a third party;. only 1.30 acres of the 4.12 acres will be developed. The site is sloped to the east, fairly steeply at the western portion and fairly shallow farther to the east. The site is entirely contributory to the small creek bed known as Yelm Creek. This creek bed has been dry during the duration of this project, but historically has flawed through the rainy season. There is an associated floodplain to approximately elevation 330 whicfr is Hated on the plans submitted with this report. Yelm Creek is considered a Critical Area. A Critical Areas Report has been compiled and submitted toy Talasaea Consultants under separate cover. This Critical Areas Report will address the reduction of the CAO buffer to accommodate the proposed design, Section 3 -Infiltration Ratesl5ails Report A geatechnical report was prepared by Gary A. Flowers, I'LLC for this project and is included in Appendix C. This report was prepared only far use by the design engineer in designing pavement and for exploration of the feasit~ility of on-site infiltration. Section 4 -Wells and Septic Systems Records at Thurston County Health Department and the Department of Ecology were searched in order ' to locate wells and septic systems tha# may be located within the setback distances from the stormwater pond. In addition, the Project Engineer, or someone under his direct supervision, has visited the site to verify the presence or absence of wells and septic systems as .best can be done visually without trespassing onto other properties. All wells and septic systems found to be located within the setback ~ distances from the stormwater pnnd or ponds have been shown on the plans. --_.._._.,.........__._..._ _ ~._m._...._._.._.....--- - ,.~......_..... - ~AIV~AN 1 H.A %l~v~ 04.9 D.v5 r r.~E P Section 5 -Fuel Tanks Records at Thurston County Health iepartment and the Department of Ecology were searched in order to locate the presence of above and below ground fuel storage tanks that may be located within the setback distances from the stormwater pond ar ponds. In addition, the Project Engineer, ar someone under his direct supervision, has visited the site to verify the presence or at7sence of fuel tanks as bes# can be done visually without trespassing onto other properties. All fuel tanks fivund to be located within the setback distances from the stormwater pond ar ponds have been shown ^n the plans. Section fi -Sub-basin Description The site is made of three drainage basins (see Appendix A for Drainage Basin Exhibity, with a high elevation of 345 Feet along the southwest corner of the site and a low elevation of 330 feet along the north and east sides of the project. For drainage basins #2 and #3 all impervious roads, sidewalks, and driveways will be routed to the ponds for treatment and detention. All roofs will be provided with a storm drainage stub cvnnec#ing to the centralized storm drainage water quality and detention system, thus eliminating the need for individual infiltration systems pn each lot. ^rainage basin #1 will convey a small portion of the storm water for Crystal Springs Raad to catch basin #'# 2 then via a 12"diameter pipe to an existing ditch along the west side of Crystal Springs Rvad. Drainage basin #1 discharges to the road side ditch, instead of the project detention system due to elevation 1 grade issues. Section 7-Analysis ^f 1Q0-Year Flood A Hydrogeaiogic Assessment was prepared by GeoEngineers addressing potential; high groundwater flood hazard areas on or around the site. This report is was submitted under separate cover. Section 8 -Aesthetic Considerations The stormwater facility will be landscaped. Additional landscaping shall also be provided throughout the project in conformance with the approved landscaping and tree restoration plan, as applicable, and as otherwise required by the approving authority. Section 9 -Facility Siring and ^awnstream Analysis In the developed condition, we are proposing the installation of a 22' wide internal road system consisting of approximately 14,540 5q. Ft. of new impervious. In addition, the building pads will comprise approximately 19,000 square fee# of impervious area, with the driveways encompassing approximately 10,700 square feet of impervious area. When tallied, the impervious area created by the project will total '1.30 acres including both an-site and off-site areas. The proposed storm drainage system, designed to comply with the 1992 ^OE stormwater Management Manual for the Puget Sound Basin, will include a detention pond at the eastern portion of the project site. This storm pond has been sized to receive runoff from the site. The developed 2, 10, and 1017-year storms have been estimated using the SBIJH methodology using the Starmshed®software. The pond was then sized to reduce flows to the pre-developed flows of 5D°Io of the 2-year, and the 10 and 100-year flowrates far drainage basins #2 and #3. Prier to entering the storm pond, the flow will be routed through a Ilortechs Model 2000 fpr stormwater treatment. Once through the water quality device and attenuated by the $,59Q cubic foot storm pond, the stormwater will be released to the Yelm Creek system through a spreader trench system located just outside of the 1Q0-year flood plain elevation, Drainage basin #1 will discharge to an existing ditch on the west side of Crystal Springs Road. A hydrologic analysis of the developed conditions has been completed using StormShed software and the SBUH methodology using a Type iA hyetograph. nn-site soil has been classified as 5panaway Recessional Dutwash Sand and Gravel as a result of the an-site soil exploration compelted by Gary ~] Flowers, PLLC. Although the 5C5 mapping and the on-site work by ~jary Flowers show the site as containing bath Spanaway and McKenna sails, infiltration on a large scale is not recommended due to the presence of a high water table. Instead a detention system is proposed. The results of the detention analysis, showing the expected runoff values from the impervious areas contributing to the VV® and detention systems, are tabulated below; Event Pre-Develop FIQw (cfsj Developed Flow [cfsj Attenuated Flaw ~cfs] 2- rl24-hr .1960 (5D°~'a - .D98C] .6074 .D99D 1{]-yrl~4-hr .4183 .9366 .4179 1 g0-yrl24-hr .6667 1.2448 .6660 The detention pond sizing was performed utilizing the rates presented above and is presented in the Appendix 13. The appendix contains the hydrology calculations as well as pre and post-development maps. Section 1U -Covenants, dedications, and Easements .u~ Ali stormwater facilities located on private property shall be awned, operated, and maintained by the property owners, their heirs, successors, and assigns. The property owners shall enter into an agreement with the governing body, a copy of which is included in the Maintenance Plan. The agreement requires maintenance of the stormwater facilities in accordance with the maintenance plan provided and shall grant easement for access to the governing body to inspect the stormwater facilities. The agreement also makes provisions for the governing body to make repairs, after due notice is given to the owners, if repairs are necessary to ensure proper performance of the stormwater system and if the owners fail to make the necessary repairs. The cost of said repairs shall be borne by the property owners, their heirs, successors, and assigns. Section 11 -Property ^wners Assacia#ivn Articles of Incorporation ~~ All residential subdivisions shall form a Homeowner's Association for the purpose of assigning ~ responsibility and liability for the operation and maintenance of stormwater facilities jointly serving tats within the subdivision. The assaciatiQn is not required for facilities that serve a single property owner. ;~~ Articles of Incorporation shall be developed for the association and submitted to the governing body prier to final project approval. ~ Section 12 -Other Permits ar Conditions Placed an the Project Building Permits will be obtained to construct the buildings. _, 5ectian 13 -- Bond Quantities and Declaration of Covenant These stems will be supplied after the first review of this plan set. 5~7F,fF3N"~?A RI~C~~ G4.t?.~$ ~',G ~ :. IV. ER©51UN CC]NTRUL PL14N Section 1 -Construction Sequence and procedure Prior to commencing any grading or filling upon the site, all erosion control measures, including installa#ion of a stabilized construction entrance, shall be installed in accordance wi#h this plan and the details shown an the drawings. More specifically, the following construction sequence shall be observed: 1. Construction on this site shall be conducted substantially in accordance with the construction sequence described on the plans and in this erosion control plan. Deviations from this sequence shall be submitted to the project engineer and permitting jurisdiction. ^eviations must be approved prier to any site disturbing activity not contained within these plans. 2. For each phase at the development of this site, the following general sequence shall be observed: a. Flag c}earing limits. b. Install construction entrance. c. lnstali inlet protection for existing inlets in the vicinity of areas to be disturbed. d. Call far inspection by the project engineer. e. Clear and grub site per plans and specifications. f. install erosion control measures as required, g. Rough Grade site and install utilities and storm drainage improvements. h. Fine grade and pave site, i, Stabilize site with landscaping and required seeding. j. Remove erosion control measures after site is stabilized and after approval of Pierce County inspec#or. 3.Dnce the site is disturbed, continue operations diligently toward completion. 4. Monitor all erosion control facilities, and repair, modify, or enhance as directed or as required. Section 2 -Soil Stabilization and Sediment Trapping Sediment ponds shall be constructed at the beginning of each phase of construction to perform as temporary sediment traps, Protection of offsite properties against sedimentation is an absolute necessity. Additional measures may be required to provide full protection of downstream areas. Additional ~ measures may include, but are not limited to, use of sediment hags in existing catch basins, increased filters within sediment ponds such as hay bales, introduction of coagulants to the sediment ponds, and ether such measures. Continuous monitoring of the erosion control systems, depending upon site and weather conditions, shall be ongoing throughout project development. ~ Vehicle tracking of mud off-site shall be avoided. Installation of a stabilized construction entrance shall be installed at the start of construction at the exit point to be used by equipment. This entrance is a _ ~ minimum requirement and may be supplemented if tracking of mud ont^ public rights-of-way becomes excessive. If the entrance mat becomes filled with dirt, it will be refurbished by dislodging the riprap and reconstructing the pad. Alternatively, new material will be added to the pad to provide storage for ~ additional sediment. Should sediment be tracked on to the street, operations wil! cease until the tracked material has been removed by street sweeping and the pads have been refurbished. Cafch basin inserts placed throughout the site will trap sediment and prevent silt laden runoff from leaving the site. The insert will be examined regularly for rips or tears in the material and will be replaced if defects are identifed. f;P~AAiTHk ~9~~~ _ . vm -.~~ Section 3 -Permanent Erosion Control and Site Restoration There are no permanent retaining walls, energy dissipaters, geotextiles, or hank reinforcements associated with this project. This project shall utilize landscaping and paving as permanent erosion and sediment control features. t7isturbed areas on and off-site shall be hydroseeded yr otherwise landscaped or stabilized upon prflject completion to provide permanent erosion control where required. Erosion control measures shall remain in place until final site stabilization is imminent ~e.g., paving scheduled with a favorable weather forecast}. Section 4 - 6eotechnical Analysis and Report Existing slopes in the area of the stormwater ponds are at a maximum of 2°Io. No embankment is required. A geotechnical report has been prepared by Gary Flowers and was submitted under separate cover. Section 5 - Inspection Sequence The Project Engineer, or someone under his direct supervision, and the permit authority shall inspect the temporary erosion control facilities (construction entrance, sediment traps, and erosion control barriers} prior to commencement of construction. wring and following construction, the Engineer shall inspect the construction of the permanent stormwater facilities and report to the permit authority his findings as to performance and ^perahility of the completed system. The plans for this project specify the use of various erosivnlsediment control measures: construction entrance and catch basin inlet protection. These sediment control facilities will be inspected weekly at the end of the work week and subsequent to each storm event. Section 6 - +Contrpl of Pollutants ether than Sediments Control of pollutants other than sediments is the responsibility of the Contractor. As a minimum, a centralized equipment marshalling area and containment area is to be provided on-site far equipment maintenance and storage of any equipment service materials. An area vn-site will be selected as a temporary debris and stockpile area for materials that will he removed from the site. Erosion control containment and berming of this area will he provided for pollutant containment and sheeting provided for coverage or I'sning if applicable. The superintendent will be expected to use his best judgment in addressing any and all conditions that are potentially damaging to the environment. Section 7 - t.Itilities Trenches will be opened only immediately prior to installation of the sewer and water utilities. Trenches will be 6acktilled immediately after any required testing or +nspections of the installed utility lines. In locations where the utility trenching may interfere with stormwater quantify and quality control measures, the construction superintendent will evordinate the activity to ensure that no erosion or sediment transport occurs. Trenching spoils will be treated as other disturbed earthwork and measures will be taken to cover or otherwise stabilize the material, as required. 0~.1~.v~s ~ Auk 72 1 1 i~ i~ I~ APPENDIX A -Vicinity Map & Drainage Exhibits Sir?.~'JTFtA ~I J~.~L 4 r~L~ i~ VIII N QTY MAP n --~'~~ ~ ? z e __~~ ~ ~ ~ea~ z ~-. TR~~ o SITE ~ T SF ® I ' `~ ~ r-' ~~ 1 ,~`~ ~ ~.~' rFf ~~~ -, .`... ~~LF ~~ ,~ i3 ~~f 1'Y 9 / ~,~ ~ SST ~P~ I~ ~~~ ` r, ~w`: ~,4 ~ ~5~ 4~ ,` .- ~~.~~ vs a;?.=~ ~; ~ I~ ~ r i ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ .. ,. ~ ~ ~. 'J~ !" ~y 1~-6.67 ! :S~-.k .. ~~ ;~ ~ } _~~`~ - - - _ ..-4 ~' .~~~y~~ $r.~.'~'i'i'HA Ri~G ~.~~~ - ~ ~' -rsa., l' -.=~ :s ~ [~~ f.~ -„ ~~. r., ~~~ ~ 1 ~~;. •y ~~} ^ S/ b Q 3i ~~ r ~~ l f f ~ , F ~~~ r r ~v y ~~~ ~~ ~ _~ ~ ~~ ~d G~ ~m 1 ~; ~i ~.~ i. 5f..*•_RI~'T1-3A i~f~GE i4.~~.Ci's ~..._~. PR~~ 15 r r r i r i i r ~ ~ ~ i r 1 1 1 i~ s~~;~:~rvrr~a ~-..:-~~ ~a.fi~,o~ g~~~ ~~a~ i i t a m '~;L W i 3 t:i:'•ANTHA REGvE %4.i', ~$ ?AGE 7S ~p.~ R r.yr f _ ~~~ `, J~ Fedora! Er~~ergency IVlana~~tilent Agency ~'x~¢ V4'ashin~ton, U_tr. 3D-17"? ~.•o ~ti~ Scptcmber 11, 2flU7 ~1R. QF.?ti?~'i5 131E~FR CASE 1(J,; Qs-IQ-t}fi9[]A GECI?alAT1C'S LATtiD SL~A~'EY11`G CC~!•tAiL'iti1TY: CTt'Y r)h' 1't~t.Y1_ ]_M [;RSTi3N CULJNTY, YELM,1i'A 9$597-?S56 CC]11+lMZaN1TY ?VCJ.: ;30310 131;AR NTR. F3A1:Elt: This is in reference to a regttest Thal the Fedcrnl Emeegency A~lanagemeltt Ageney fFE:WA) determine if the prnpcrty' dcserlbcd in the enelnsed documraat is lo¢atcd within an :drntifecd 5}ncia[ Ftvud Hared Area„ the urea that would ttr inundated d. the flood !}aging a l•;sercent chance of tieing equ$led ^r e~ceedcd in snr• r~iren year (vase t7and), tin the effective National 1'lovcl [nsurznce Program iNFlF) map. Using. fire infvrmasifln submitted and the a-ffet:ti-'e NFIP map, star dc.tertninalion is shown on the attached Lcttrr of Map Amendsncnt tLtJMA) l3cacraainativn f~cutnent. Tlais dcterminution document provides additional infaranstion regarding the effeetir•e '+fFIP map, the legal description of the property and crur deterrninatian. Additional documents are enclosed -tihicia pro-ide information regarding the subjrct propert}° and LOMAs. Please see the List of Enclosures belo-- to determine which documents are enclosed. tither attachments slrecific to this request ana}• ktc included as referenced in the Uelrrmination,'tr'omment document. if }°ou bare any questions about this letter or aaa~ of the enelasures, please contact dae F>;MA Map Assistance Center tall free at (877) 33b-2527 (877-FE?ViA MAP} nr hr• loner addressed to the >=ederal Emergency I~7anagement Agenc}•. aGOI Eisenhau~er A-•enue. Suite 130, Alexnndris, ~'A 2230d~439, Sinccrrly, ~ ~ ~ ~~ 1L'ifliam R. [3lantan 1r., CI'M, Chief Enginrerinb A7anageatteni Section Mitigation Dircctarate LIST OF ENCl..QStIRES: LflMA D~RNIINA'f1C3N DC~UhiEN-['(REhIC]VAZ) cc: StatelC'omtnanwc;tlth'tiF1P Coordinatrrr C"rtmmunit} ?-!ap liepasitory Region - ..._ ............__ .._..._...___..~_ _.~.~~_~.__........_.._._.--__._.~._-.T.T._..___.~...-_..------ _.....~.. S,~PJ.AftiTNk ['ab~uc J~.1;;,D8 PAGt 15 1 of 2 Septeraber'E1, 2907 (Case No.: t77-i9.05917A Fede~'al Emetget~Ly Mar7agemetit 1lgericy ~~ash,r,~tc,n. n.c. ~va7~ l nrnA LETTER QF MAID AMENI3MENT I7ETERMINATIDN DQCl11ViENT REMQVAL D tNAP PA#EL INFORMATIC3N LEGAL pR4PERTY DESCRIPTION CITY qF YELM, TFSURSTON A portion of Section 19, Tpwrtship 77 NtSrih, Range 2 East, GOUNTY, UY'A5HJNGTt~At Uhhllarnette AAendlan as Shown on tt, B nd L COMlV1Uf+lITY GO#1lAUNITY kp.; 53Q310 AFFECTED NUhtBt;R: S30]ZOOt74iA ARA..P PANEL DATE: fif 16it 499 FLOODING SOURCE: YELAA CREElL LOT I BLOCKI ~ 5iJBaNISION SECTIC3N e au ary Ine Ad}ustment Map recorded as Doarrnent Nd 39358TC. in fhe pffice ^f the Recorder, ThurStorn Cflunty. Washingtpn The prx5on of property is more particularly desvtbed b1' the following metes and bounds: APPRp7tlMA7E S.ATI7•t1QE. i Ll7HCiIT61pE OF PRn7PERTY:. ~,9a5, -1728{15 t3QIJRCE OF UT 6 L01VG: PREGJSlQN MAPPINt; STREETS 7.0 pATUA1: NAL7 93 DETERIMlNATIpt+E OUTCpNE T% AHNLlAL LOVnIEST LOWEST wFwr f5 CHANCE AbJACEh97 LOT STREET REAhQ1+E0 FR6M FLED FLOt7D CRAGf ELE11ATtDh ttiE SF1+A ZONE ELEWATION FI FL+ATIf!!V rlilP:vn 741 507 Crysta{ Sprfngs Portion of X 330.2 tv 329.4 - 330.2 to 379 4 Rpec! NV1f Property lshe4ed] feet feet Specla! Flsrad FtazaTd Arda {SERA] -The SF1iA Is azv area that would t>E inundated by the flood hanng a 1-percent dance of being e waled ar exceeded rn an n,ven ear Case Tldod . ACX3lT1pNAL CONSIDERATIONS please refer 1o the to seplm on Anarivnent 1 for the additlanal cdns+dwayena Ilsled 6elnw. LEGAL PRpF~ERTY PESCR.If ilUp! PORTIDN.S.. REMAIN #v! TFE SFt{A Tires dddrrhant provldea rnd Fedenrl Emargpncy Managemer,[ ApenC7Yf delerrp,madn regarding • requatl par a ie[ler or Map AmenGraant for the property deecr~tred above. Using the 1niDrmatlen Sutrmlltad and the eSfectYve Nafidnal flood Insurance Program {NFtP] map, w/ have determined Ihar the described portlan;s} o! the prppeny(lesl Is:are nos located m the SFHA, en area inundated by the flood hevinp a 1-percent chance dt being egnalad dr exceeded in any gtven year tbax Sioadl. This ddcumrnr amends the eNeprve HFIP map 16 remeva the wb]eCl property from Inc SFHA located en nYe atfapnre NF1P map. lnerelore, me Fytleral mandatory Rpcd lnaurar,ce reQuiremant tldea nut apply Howsxar. the lender has tr+e eplmn to wnlrnue Erla Aabd insurance raqui+ament !o Frdtad +IS frnenrzai nsk on the loan A Preferred R.si Pa4ey [~Pl n nelletree ebr he~da,gs ldC3~d p,r47rde She SF1 fi Irdormatron a6o,/ n,e PRP and haw a.e Can appy ~a rndosed This dalarmFrulinn "s baadd on Ihs Rpdd tlata preaennr ~raHihla_ The enGdsed docummis prdr,de addEr~pnal ,nldfrnal3pn Iegardiny iRls• datarminallan. I! yew have any queat,pna about th{s dawmem, please canrad the FEASA ~Aap Assistance Gdrrter loll free a[ {8771 33d-527 {877-FEµA AfAP] dr eY kttnr Addressed Id Ih0 Federal EmerpenCy µanagamanl Rgancy, 36111 Elaer,f,dwar Avenue. Suite 130. Alexandria. VA '23:x•5e39 ~~ WSlkam R. Blanton Jr., CFM, Chief frgu,ecnrrg Ma,wyemer,l $emon Mehg Alton I7ireCprik i i 1 ~A4"A~vT}iA RIpCm V ~. 1 ~u ~r'.~i ?L.C~c ~0 F'sgrr 2 of 2 Oate- Septeneber ti, 24Q7 Case Ho,: OT-10-06908 Federal Erneraency Mana~etnent Agency FETTER C3F hIIAP AMENDMENT DETERNli~1PITl~N DQCUMENT (REM~VAL~ ATTACHMENT 1 [i4C?{]1TI[7A#AL CDN5IQERATIflNS} LECaAL PRt?P€RTY DE5CR1f Tl{?iV [CQNTINtlED) CC}MMENCING at the Northwest Comer a# the Northeast [?uarter of the NoRhwest Quarter; [hence SQ1 °p2'p2"E, 1322.pi feeX thenr~ $Qi`c7t'S8"E, 7095.58 feet: thence S61"t}2'pD"E, 192 D8 feet Tv the PC16NT ^F BEGINNING; thence N37°57'43"E, 47.68 Feet; thence fVAi°fl2'p0"W, 531.32 feet, [hence 556°17'48"E, 3.07 feet tht;nve S28°d7°d3">=, 47.71 feet; thence SB3°25'52"E, 14,16 leer, [hence N53'S4'T3"E. 14,48 feet; thence N1d°49'37"F_ 23.92 feel: tttence 583°4&'tD"E, 21.?4 feet; theme S31"14'32"E, Sfi.p2 feet, thence S36°!4'02"E, 31.55 feet. theme S34°1;1'24"E, 43 18 Feet; thence 534°f75'a2"E, 4S 72 feet, !hence S36°22'25'E, 46.57 feet; theme 551 °31'28"C=, 47.44 feet; thence 549` 13'15"E, 23.55 feet thence S07°5226"W, 34.62 feet; thenct= 54d°45'4T"E, i6.6G feEt; thf:rsce 5i8°38'14"E, 32.41 feet; thence 54U°37'll4"i:, 48.48 fee[; thenCr: 535°16'44"E, 27.28 feet, thence tV81 °i 1'28"E, 37.25 Feet: thence 554°54'pp"W, 236 T8 feet; thence Nt71 °fl2'[}p"W, 1 t} pfY feet; thence 579°4p'54"W, 1Qp,63 Feei, thence 503°p2°p0°E, ft7.0~ feet; thence 579°40'54"W, ip0.00 feet tf3 [t)e POINT OF BEGtI+lNENG PCRTICNS OF T}fE PROPERTY REGitATN IN THE SFHA [This Additional Gonsideratlor: applies to the preerading 1 Property.] Porttans of this p>operty, but not the sut>}ect of the QeterminativnlCvinment document, may remain in the Special Fbbrl Hazard Area Therf:fvre. any future oonstrs.iction ar suhstantial irnprpti+errrent on [he property rr;rrtarnS .~ suhj~t to f'adf:ral, 5tatelCarnmonwealth, and local regulations fqr floodplain management Thls allazhment prorides eddiiF®na3 inTorsnation regarding !his request 1# ypu have any queaiions apow !his eltad+menl. please caniaci me ,.. FEhsR II.lap ns3i31YnCE Cancer rOd Tree a[ !8771 $36•~6T7 ($77-FEMA rAAPJ W by iettei addr0ised la :h8 KCderif Emefgency i.4anig®mrint Agersry, 36p1 Eisenhower Avenue, SuRe 130. Aiexandfia, VA 223-b474. WrS6am R. BiaMcn Jr., CFtA. CfaE[ Erlpinrern+g Manapemerri Sesdion }Y~ItigBtiOT1 LhRt~C10r9ta 5A143.~NTF?R RlpGc tij4."i0 OS .~-... ~.,~- _~ ~ ~ Federal Emergency Management Agency °~ a` Washitt~ton, I].C. ?0~1'T3 61'14 T? SECS, ADiJITiOtiAL I'~FGRti~ATIC7V REGaRDitiG L~:T"i~Ei~S QF ;~I.~P A,'~1EtiiU:'IIE~iT L~hcn mal:is3g ~leterrninatians vn requGCta fvr Letters of Map Amendment {LC7MAs}, the '(3rpansstcut of - Homeland Security's Federal Emergency Mianagcmtnt Agency (FE.t14A] haws its dctrt7'nination on the tl{xod hazard infos;nation available at the time of the determination. Requesters should be a«-arc that tlnad cotxlitions may change ar nor infartnatian may be generated that would supC7srdc pE'I~A's dctc°rrtiinaticm. In ~ such casss, the community wYll ik inforntrd by Iener. Rtaqucsters also should be aWarr that rsKnova] ^f a property {parcel oP land ar structure) fmm thG Special flood IIazard Area {$FHA} tna~ns FEMA has determined the pmpert}~ is not subject to inttndaticsn by the flood having a 1-percent chance of being equaled or exceeded in any given yrar {Iragr flood}. ~i:s does trot mean thr prapcny is oat subject to other flood harards. The property could be utundated by a t3oad with a magnitude t;!'eater than the basr tload or by loealixed Qooditag no[ shaH-tt an the effective h'xtiortal Floyd lttsurancc Prngtaan {I+II'IA} map. The effect of a L~'4tA is it removes the f=ederal requirement ftar the leader to require flviced insurance coverage for the property dcscrtbed. The L~M~1 is nor a w•siver of the canditian that the prcrpcrty o~~tter maintain flood insurance coverage for the pmpcrty. Qnh• the lender Can waive the flood insunrscc purchase requirement trccause the lender imp~ased the requirement. The ~XOpCrty minrr mcr.rf rcguesr and re~eei>,+e a ti~r•rr~en tis~arsrr y'rnnt the lender hejore ea-tccling the pnlr~v. The tender may dett:rtnine, on its oevn xs a business decision, that it n•ieltes to continue the hood ins,.trance regtrit~ment to protect its I'inaneial risk on the loan, The LOl`3 r~ prvvidcs FE14iA's comment on the mandator}' food insurance requirCmrrlts of the IVFII' as they apply tcs a particular prap¢rty. A LORSA is not a building permit, nor should it be construed as such. Any dsvciopment, new coastruction, or suhstarttia] improvement nfa property impacted by a LC?MA nzu_et comply with all applicable State and local criteria and ether Fuicral critrria. lCa leader releases a property owner from the flood insurance requ iremeut, and the property oumer decides to cartcefl thr policy and seek a rrFund, the hiFIP will refund the premiutn paid For the current policy year, provided that no claim is prnding ar has tiers paid on the palls}'during thr current policy year -i-hc propcsty owner roust grovids; a u'rittert -~•aiver of the insurance requirement from [Ire ietxler to the property itsurance aget'tt or company scr°~•icirsg his ar her policy. The agent yr company wit! then process the refund rr+qucst. Even though structures arc not. located in an SFNA, as mentioned above, they could be flvtrded by a Handing ~°crtt with a greater magnitude than the base food. In fact, more thast 25 percent of aIi claiirts paid by the NFiP are fvr policies for strusturcx located outside the SFIiA in T.an~s f3, C, X (~hadcd), ar X {unslzadcd} Mart: thin one-fourth of all pvliciec purchasrd under thc'_wIFIP protect structures locatrd in these zones. `i1~c ' ruk to structures lQCated outside SFHAs it just not as great as the ri_al; to strvLtures located in SFHAs_ Finally, approzinta4cly 9D percent of al] federally declarrd disasters are caused by flooding, and hameov+•srcrs insurance does nc+t pra~-idc ftnancial protection from this t7oodiny. Therei'arr, FEMA rncoutages the w'idtst 1~ possible roveragn under the NFIP_ LClh4 rlElti C-1 ~R"JI.AtTttA ~I~v~ G~.'IC.?8 APPENQIX l3 -Hydraulic Analysis 1 1 1 1 1 1 1 1 1 1 1 ~'i'NIJE ~.i PR(]~C}SED DETENTI ON POND SUMMARY: I I I I+ Ir - }I I ~ 1 ~ II II ~ ~ ,[ I I I 1 4' H1GN OFWN LIH( FF]'I['~ [~ ~ ~ ~ ~ ti I I I I ~ ' -{eu~dc Da a~eN wNn oa4Tml ~~. ~ ~ ~ ~ l I I I 1 [~~ V f l I I I 1 ~ , `` ~, I 4 II I y 4 II l 5 PEDESTRWI PATH I I I~ I i i j I II t 11 ~~ 1 f 1 1 ~ I i 1 I ~ `~ l~ _ ~~llOlgllJifll F I i ~ I i i ~~ ~~ ~~ ,` ` ~ ~rlcwlc~ '~ I• I I I I I ~ I i I I I 11 1 [[ rs `` ~ti ~ti ~ I I ~ \ ~ t ` I; I I I \ 4 ~ ~ ~ '~ I F ~ I I \i \ l ~.~ `ti ~'I I I I 1 ~' it tl 1 ~ l I t __ _ , I ~ I I ' ~~~p ~_ 8~~}4C}dp~]4C}da~C~~p4C3 ~. :`gaQa c~~L d~'~o°~'~4° ~ IE = 944.E saluwr•.r J g ! RIM1RAP PAO IE = 9~4.8f1 O ~, a .., ~U Q O ~~ ~ C5 ~ O CJ ~ f -sr+moswccESSCSnTE ~1 _ f ~ e l~llL1r~110AR ~~,' ~r 1r asa~r-w PI'~POSED DETENTION POND Sll6liRR1'; dM1EN3lONS SS-OP~dfi 70' -0FPTN~ 5 [T pE£P POHD 7 1' FREE 9QARD} ~arrdu of PIXY ~vknoN: Ste-m dOP OF POPlD ELEVATION; 335.pp SID VDI~ [PNr]VmEOk s~2a cu. cT. psx PaNO~aLUr~ IREgDIREDX a.srzaz ct1. ~r. 6~.1 C C, ".ir~ L~- ~ ~ ..:.... I... .. i ~ W _ n 5 ~ 9 6 ffi S m 0 ~i ~~ ~.. . 'w *~ ,........ ~ s - ..-.~..........- -- __ ...... ~~~_ '~ $ A p ~ ~fi 2 d ~n O ~ ~' z m t ^ ~ ^ z~ ~ C ~ zm i i~ n r~ n -....,. ~ ~ w.._. o ~~ v ~ GY ~~ r xz y 2 ~ x C w a ~ z~ s i m n g i~ i~ 1 1 NEE; YpRTECd13 SY$"fEM$ PN$TNiE01N A BW.... C.01F1G11RAT10R REgl11FE AN UPSTREAM ONERSK71! BYRllC7URE T71AT 6HALL BE OETAILEO 8T TFiE OOH9l1LTNG _ 17aY _ EncmEF~+w{TFI ~innan,vw wera moTr1 nATn PRCnrnEO sr CONTECN SrOFOA1NATER SOLLR IONS. ~ 9EALAN'T nLWIi~1N 81M1~ _ .- E.k7p11OEf] Bl1Rh N 6'ERL ~L 1~~ ClSIVA9ER ~ { _. .. OVfLET VAIaE9, rr ~`. ~ Rcre o + ~_J+ WFJR ~ ORIFlCt~ ~• ~ *~ +A ~ 1~ } L y f ~~ _~ I _ INIkT vACU[~, s~ NoT~s a 4 a. ~~_ wua-~ Lwar-ppMeaOLIrY~1 INLEY p7'E MUBT i£ A CBFCVER INLET 70' INIAOOtK.'E F7.DYY TAnC'E7'lTIALLY T13 THE SWIRL C}IdY9EFt PL14N VIEW B - B RIM ELEVA770MG TO ~OP~TE fI~I1~OFiCF.O RInT~F7 Fri19FFD C~iADE FOR FIBaA LOADNCi - .. '°-- RlBFFffi eT'G171fRS TL1P A?O 6tUEat . BEALEO TIOJ ~~>._ ~ ~ ,~ Y~1R AN6 ORIFICE M ~ PLA766 T''P Ytl ET ~dvE1t ON1F1cE OITTLEi erv,ExT _~ -~ T7P TTP TW ~'~' e~ °~4'.' ? n ~ r . o.~J' A INNNNlll6'COh1PACTm 6RRYlL s~crlon~ a - A i. sroral~rRrarTr~r~rrrara~era~e«ye r. sms~s+u~uwEra~aaRUa~e~nrrsnaraea>~cr~+~va PERK TIIEATA¢HF GRPRClfP.2i CF$ i ^Ykl PIPE: I~RA4I DE PERPEN~TFAA 7O THE STRI1CADiE saw~rs amnAOE 1 z ou ro a v,~ ua,En*rr~iaoN lur wrm' sEF SrrE r~LL,w ea¢ svF rwu roc~fgrt aHJOk7Rt7{YIBER ^YI: ~Wl7 iu. PLFiCNA9ER 9F14t 71671E RFgpp~lgp.E FOR 15aFJiBLYpFIAKI ISNR65NRItffi6ah7AWEO -J ~lE RECI.WGllM3l71tl1C7111E 11. A41N~1[xE FiLRME9 ANp PggF(JpAIF-p COYER57l1PPLFD WfPi SYSFF7X 716T1~6IA1lm I SMR31€FIOYAL EFi3C1ENGY 9WV1. Af 60CIA@d7F0 iR5®Ok RARTY1,E 57g 7T, F11Rf9d0.9ER t9 FIREPA!$E1[CAYATAkAAY7 PRO170E CRANEFWt€!'F•LOP~OINQAM77ET17J4 R. SW189ALL AIPTRN Rf15TMLR4 ANp TRApRE(I¢TWTOMq AT T1iL~Cf pELNERT' /Jr,[I,pry(. PERK Sx7FAT>11EN7 CRPACffY 77. ••"'•'~•.• •• STSTEYS ea ~MlE(.Yf a'R'eFlMr61TER arxungNa; PgV[71.VIp OR {aao} ale~eer, A SNR$ BNFlr18 V7AM10Ylr ARE TYPIGVIY AT THE 9A~ E1.EYAT161Y aav~6~aoucrt AlE M77j oDT~ITIC LYRIIK.YAi YD 7i6~1& ! SAYS SFl4l I MI[ &~ COM1RCMrSE6 af' EFFECTS OK a6MW87HFeUf 7!6[YWRIEA PROPRIETARY INFDRI1hATIDN - NDT TD B~ USEi] FC3R CaNSTR#,~CTIDN PURPOSES T7p uno rr h b>I.,..p~r. d ,~,,,,..~ u.m+.nt ~oupllrlrt b 01 YIA/yO oT CGlrtlel S>mlwrs 9eeRAU ce'+A~Y any m. msrw+na ~ astir a .++Ir.~,a ..,.cn~. a e~+a.a bi CONiEGi SaknnwV 6dtlwa 'AID EgdeArwrMaM1 -A94lYg EIaCt71l1EC11 ~1ws 9dW/!A qW NM'Cw Rbwin Sbrtmw'~ T1~ilrrd 9Y+~++ dr4rYon .d Am.e nini+s, mry say.rd ens~a..rr.Ir,.rue.rq pwtarK C.R6O Nr.d,atreer aooi~+rdn.a11911rgJVtJloml~~.9 ien~tiw er een.ewe~.w,earae~ra rie,nm. P~^~r A~~1'l~AL1' STANDARD ~ETAlL ~~ ~ ~` `~~` ST~RMWATER TREATMENT SYSTEM Sro-~wuvAT~ VURTECHS® MUC~EI.2(1[1i} ~OLUTI'"~' Ns~ v.s PRrpTr rq 4.7~A1a ~Mr.com W7E: 1914,'06 MLl F. IiOf1E a=xt x+va~sro¢rc oa.RVrR:Jas c+-{E~Q:nac RT.f. ~F.G- [~~ PRE-REVEL©F'MENT STORM EVENT SUMMARY: Event Peak Q ~cfsy Peak T {hrs J Hyd Vol ~acft} Area lac} Method Raintype 6-month 0.0526 8.17 D.0374 1.3004 SBUH TYPE1 A .z 2 year 4.1960 8.17 0.0981 1.3000 SBUH TYPEIA 10 year 8.4183 8.00 _. 0.1884 _ 1.3000 SBUH TYPEIA 25 year D.5409 8.00 - - -- 4.2364 . 1.3000 SBUH TYPE1 A 10D year O.fi667 8.00 0.2856 1.3000 SBUH TYPE1A Ifi PRE-^EVEL~PMENT AREA SUMMARY: J '' ^esign Method SBUH Rainfall type TYPEIA - Hyd Into _ __ 1O.OD min _. _ Peaking Factor 484.00 . Abstraction Cveff D.20 Pervious Area RAMC 2} 1.30 ac UCIA 0.40 ac Pervious CN $7.00 DC CN D.04 Pervious TC 19.32 min ^C TC ~ 0.00 min k' Pervious CN Calc ^ i ~ Description SuhArea Sub cn Herbaceous 1.30 ac 87.00 _ __ ._ __ Pervious Corn posited CN {AMC 2} -- 87.OD _ _ _.... - - Pervious TC Galc _ ___ , ~~ Type ^escription Length Slope Coeff Misc TT Sheet Dense grasses :0.24 50.00 ft 22.00% 0,2440 0.00 in 0.00 min _.. _. . Sheet ^enSe grasses :0.24 100.00 ft 3.00% 0.240D 0.00 in 4.b0 min . _. --- - - - Pervious TC 19.32 min ~ .J s~ati~iati~w~ ~~~~~ ~~ ~ o ~a ~a~~ ~ r' ij V 1 e 1 1 POST DEVELOPMI=NT STDRM EVENT SUMMARY: Event Peak ®~efs] Peak T (hrs] Hyd Vol {acft) Area lac] Method Raintype fi-month 0.3385 7.83 0.1078 1.3000 SBUH TYPEIA 2 year 0.5991 7.83 0.1922 1.3000 SBUH TYPEIA 10 year 0,9235 7.83 0.2999 1.30fl0 SBUH TYPEIA , 25 year 1.0844 7.83 0.3539 1.3fl00 SBUH TYPEIA I d0 year 1.2448 7.$3 0.4079 1.3000 .SBUH TYPE1 A POST DEVELOPMENT AREA SUMMARY: Design Method SBUH _~ Hyd IntV 10.00 min Pervious Area {AMC 2] 0.04 ac Pervious CN 0.00 Pervious TC ~_ 0.00 min Rainfall type Peaking Factor Atrstraction Caeff - DCIA __ .._ ..~.._ DC CN - I?C TC _._... Directly Connected CN Calc TYPEIA 484. p0 _.....0.20 1.30 ac _..---- - - - 98.00 -. 0.56 min J Description SubArea Sut~ cn Im ervious surfaces p tpavements, roofs, etc} 1.3p ac 98.00 ~ DC Composited CN {AMC 2] g8.pp Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Sheet Smooth Surfaces,; 0.011 30.00 ft 1 O,fl0°Ja 0.0110 0.00 in 0.0a min .._ _ -------,.._ _..__ - - _ - _...~ -- -_. _ -- - m - -- - - _ .__ - - CFsannel (interrn] Concrete pipe ~n-O.fl12] 2fl0.00 ft 2_fl0°J4 OA120 0.56 min Directiy Connected TC 0.86min ~ I --- __ - -_ .....m_. _. _. -- .. _._: IG i~ i~ ii i~ i~ i~ FlYDRC}GRAPH PLDTS: PRE 8s PQST DEIIEL®PMEN7 - 2 YEAR HY®RDGFtAPH Start c,f~live storage: 334.4404 fl E-~ent Match Q {cfs} Peak Q {cfs} Peak Stg {ft} Vol {ef} Vai {acft} Time tr, Empty - _ 2 year 0.4980 (}.4990 332.1232 2855.71 4AG58 39.33 _ _ 2 year Hy~rnsJralrli Plat r - _ V . ~ - - - - - - - f - - r ~ . ~ , - - - - - - - . - . ~ - 1- - 1 " - l - ~ - - - ~ - - T - " I - - r .- - - - .. - - i - 0.3 ~_ 0.1 p_ ~ [+ a Cr7 Y~ ~:~ rh r~ o r~ r~ r ire fti o [rT r+. O f~7 1+ O i 1 I~ O C? I~ O C7 I~ O .-- C! 85 [i3 ~i C'7 .-- d CO [I? L7 C'7 Q ~7 iL VT M r C7 40 [D y7 f l .-- {J OD ID 4f] r N N C~'7 7 iy7 fp ti C+ ~R7 gl C7 r N CJ M a l17 (D r~ I'-- CO QY 6 ~- N N [~7 ~ r r r r r r r r r- C~i N N ('•( N N Tim? in Hours PRE ~ Pt]ST pEVELGPMENT -10 YEAR HYDRDGRAPH Start of live stc,rage: 334.0404 ft Event Match (~ {cfs} Peak Q {cfs} Peak Stg {ft} 4'oI {cf} Vnl {ac#'t} Time t+~ Empty __ 10 year 0.4183 4.4I 79 332.4328 347b.8~ 4.4798 42.17 7Q year Hyrlru~ral,h Plat iw ~ PoM ~ a-dear ~ Li , ia4 ' 0.2 0. c+-+ m r_ Q r r- o c , r~ ~ o~ r- ~ e; r~ o c-~ n- O r-i ua 1n a~ ~- n ca cu 1n ~ ~ ~ ao to 1n rri r o as r~ ra r~ r. o r~r r~ o r~ rr cn 1n e, ~-- p ~ co 1n r: r Q r N M <F 47 11'? [C+ ~`- QO ff] O O r N {•y ~ v7 11"1 r r a--~ r r r r LO A tl0 07 O 4 N C7 'st r r r r N N C+! N N N ~ Time in Hours ...-,-`AST]-1.~1R1~,~nc -..._._.._.._.._._..~...,..w.~.. G~.i~.UB PRE $~ POST DEVELQPMENT - 1 t](} YEAR IiYDR~GRAPH Start of live storage: 330.Q000 f~ Event :Nat+ch Q (cfs} Peak Q (efs} Peak Stg (ft} Val (ct} Val {ac6t} Time to Empty _ _ _ _ _ __ - -- - -- ld0 year 0.5657 0.5654 332.$451 4377.40 a. ~ nos 42.57 140 yeas Hyclrogialyh Plot 1 ~ ~ fiY B 7 iJ0 yeas' uuC e~.r ~ . o ^ ry o ~ r- O ~-, r~ ~~ ~-, ti o r-~ r•, ~ ~ ry a ra r- n r f rti a , r r- O m r. o CO Yl l7 - O o7 [D ef-} ~Y7 ~-- G t4 CO U7 M r © CCf rL U7 [r7 ~G 4] LO Lf7 C~7 r O O r N ['3 ~ T 4] CD t~ {,? O CTi {7 SV I+7 ~ et Gfi 47 F-- 07 i33 O! P fV C'7 d ~ ~ e- r r ry CV cNv SY N r Tiros in Haurs DETENTlDN POND SUMMARY: Record Id; MH Release ^escrip; Prototype Structure Increment 0.10 ft Start EI. 33D.0000 ft Max EI. 335.OD00 ft -_ - --- Drif Coeff O.fi2 Lowest Drif EI . 9$AO Lowest Diam 1.5820 in Dist to next 2.2300 ft _._ ^2 S.Ota$4 in Disi to next _ 0.31 DD ft D3 fl.5859 in Dist to next O,OOflO ft __. Stage Discharge Rating Curve __ 33fl.00D0 ft 0.0000 cfs 332-6000 ft 0.535$ cfs 33D.1000 ft 0.0215 cfs 332,7000 ft 0.5932 cfs 330-2000 ft O.D304 cfs 332,8000 ft 0.6447 c€s _.. 33D.3000 ft 0.0372 cfs 332.9000 ft 0.6919 cfs 330-4000 ft 0.0430 cfs 333.DDfl0 ft 0.7357 cfs 330.5DOD ft 0.0480 cfs 333.100D ft D,77fi8 cfs 330.f000 ft DA526 cfs 333.2000 ft 0.$15fi cfs 330.700D ft O.DSfiB cfs 333.30DD ft 0.852fi~cfs 33D.SDDO ft 0.0$D7 cfs 333.4000 ft 0.8$79 cfs _ ..... 330.90DD ft 0.0644 cfs 333.5DOD ft 0.9218 cfs 331.DOD0 ft D.DFiT9 cfs 333.6DDD ft 0-9544 cfs 331.1000 ft O.D712 cfs 333-7D00 ft 0-9859 cfs 331.2000 ft -- O.D744 cfs 333-8000 f# 1.D1 B3 cfs 331.30DD ft O.D774 cfs 333.90DD ft 1.0458 cfs 1, 331.4000 ft _ _. O.D804 cfs 334,0000 ft 1.0745 cfs 331.50D0 ft -.. .. D.0$32 cfs 334.1 DDp ft 1.1024 cfs .___-- 331.fi000 ft 0.0859 cfs 334.2D00 ft 1,1296 cfs 331.700D ft ____ D.D886 cfs 334.34DD ft 1.15E2 cfs ~ 331.$ODD ft - D.0911 cfs 334.4D00 ft 1.1821 cfs a~ 331.9000 ft 0.0935 cfs 334.5000 ft 1.2074 cfs 332.DDp0 ft D.09fi1 cfs 334.6D00 ft 1.2322 cfs 332.1000 ft O.Og84 cfs 334.7000 ft 1.2565 cfs 332.2000 ft D.10D7 cfs 334.SDDD ft 1.2804 cfs ~ 332.3DDD ft D.2874 cfs 334.9D00 ft 1.3D37 cfs 332.4000 ft 0.3926 cfs 335.OOOD ft 1.3267 cfs 332.5000 ft 0.4s9fi cfs 335.DDDD ft 1.3257 cfs ~ 2 YEAR DU7 - HYDRIJGRAPH SUMFw9ARY: 1 Area I.3000 ac - __ Hyr! lnt _. ..............- - -. 10.00 min .-- ..._ _......... Base i'!ow _ __. _ Peak flaw 4.0990 cfs ..... .Peak. Time .-.... :12.17 hrs Hyd Wo1 0.1922 acft _ -_ - Time (hr} Flow (cfs) Time (hr} Flow (cfs} ... _ Tirane (hr} Flow (cfs} i I.17 0.0000 14.00 0.0985 26.G7 0.0711 1.33 0.001 D 14.17 0.0984 26.83 0.0701 1.50 0.0027 14.33 4.D983 27.4D 0.0690 1,67 ~ 0.0048 14.50 0.0982 27.17 0.0680 1.83 0.0073 14.67 D.0981 27,33 D.06b9 - 2.40 2 17 0.OI01 0 0132 I4.83 15 00 -- -- D.4984 27.50 0.0658 I - - -- . . . 4,0979 27.67 0.0648 _ 2.33 -- _ _ 0.01 GS _ _ -_ 15.17 ~ 0.0978 _ 27.83 0.0636 2..50 __- 0.0198 15.33 4.0977 _ 28.D4 0 0625 -...... . 2.b7 0.4221 15.SD 0.097f 2$.I7 0.Ob14 2.$3 0.0235 15.67 D.U974 28.33 D.0603 3.00 O.D250 15.83 4.D973 28.50 4.0591 3.17 D.1J2G4 I6.00 0.0971 2$.67 _ --- __ _, 0.0579 I 3.33 0.0280 16.17 0.0970 28.83 0.0568 Ste:"•.~H1vTHARIQG~ t~~-1~w-v8 ~.=~~'= 31 1 C v a i m e 3.50 0.0295 16.33 0.0968 29.00 0.0556 3.67 4.4309 16.54 4.0967 29.17 4.0543 ~~ 3.83 0.0322 16.67 4.4965 29.33 _i 4.0532 , 4.OU - 0.0335 15.83 _ 0.0964 29.5(.) _ . 0,0519 4.17 0.0354 17.40 _ 0.0962 29.67 _; 0.4546 ~. .. 4.33 0.0366 17. ] 7 0.09G 1 29.83 _- __ _ . __ 0.0494 4.50 4.0380 17.33 0.0959 30.0(] 0.0482 X4.67 4.0395-- 17.50 4.4957 30.17 0.446$ 4.83 4.4411 17.67 0.0955 30.33 0.0455 5.00 O.d427 17.83 ___ _ _ _ 4.4953 34.54 _ 0.0442 5.17 0.0441 18.00 __ 4.0951 30.67 ....... ... . ... ... 4.4429 5.33 0.4457 18.17 0.0949 34.83 0.0415 ~~ 5.50 0.0473 18.33 0.0947 31.00 0.0401 5.67 0.0488 i 8.50 0.0945 31. ] 7 0.0388 5.83 4.0504 1.8.67 0.0943 31.33 0.4375 6.04 0.0519 18.83 4.0941 31.50 0.0360 ~ 6.17 0.0535 19.00 4..0938 31.67 4.0345 6.33 - -- - 0.0553 19.17 0.0936 31.83 0.0331 6.50 0.®570 19.33 0.0933 32.40 -_. 0.0317 6.67 0,0588 19.50 0.0931 32.17 0.0304 ! i 6.83 0.0609 19,67 _ 4.0928 32.33 4.0287 7.44 O.OG27 19.83 0.0925... 32.50 0.0271 ' 7.I7 0.0648 20.00 0.0923 32.67 O.OZ56 ~ 7.33 4.4670 20. ] 7 0.0920 32.83 0.0241 7.50 0.0692 20.33 0.[i4] $ 33.00 O.OZ28 7.67 __ 0.0733 20.50 0.0915 33.17 0,4215 ' , 7.83 __ 0.4794 2x.67 _ x.0913 3 3.3 3 _ _ _ 0.0186 I _...__ 8.00 ' _.. _ 0.0848 20.83 0.09 i 0 33.54 _._.- 0.0151 8.17 __ 0.0884 21.00 0.0908 33.67 _ 0.0139 _. ~ 8.33 i _ 0.0902 ......_._.21.17 _ _ 4,0905 33.83 _, 4.01 ZO 8.50 4.0918 21.33 0.0902 34.40 ().[104 8.67 0.0932 21.54 0.0900 34.17 0.0090 8.83 4.0941 Z 1.G7 0.0897 34.33 4.0078 9,00 0.0950 21.83 0.0895 34.54 0.0067 9.17 0.0957 22.00 0.0892 34.67 0.0058 s~;r_~,-,~r~~ ,3a~- _ ~Y-~~ ~~ =~.~~~ sz a e 0 0 i 0 i t 9.33 a.o962 22.1.7 0.0890 34.83 O.aoSO - 9.50 _ __ 0.0966 22,33 _ 0.0$87 _ 35,00 0.0043 9.67 0.0970 22.50 0.0884 3 5.17 0.003 7 9.83 0.0973 22.67 0.0881 35.33 0.0032 10.00 0.1}975 22.83 0.(}878 35.50 0.0028 10.17 -- - _ 0.0979 23.00 .. 0.0875 35.67 0.0024 10.33 0.0981 23.17 0.0872 35.83 ^.0021 10.50 0.0983 23.33 0.0869 36.00 0.0018 I _ 10.67 0.0984 23.50 0.0866 36.17 0.0016 10.83 _ --- 0.0985 23.67 _ 0.{}863 36.33 0.0414 11.00 0.0986 23.83 0.0860 36.50 _. 0.0012 11.17 0.0987 24.00 0.0858 36.67 0.0010 11.33 _ _ 0.0988 24.17 0.4852 36.83.. _ 0.0009 11.50 0.0988 24.33 0.0844 37.00 0.0008 ~ 11.67 0.0989 24, 50 0.083 5 3 7. ] 7 0.0007 ] 1.83 0.0989 24.67 0.0826 37.33 0.0006 - -- 12.00 --- 0.0989 24.83 0,0817 37.50 - - 0.0005 ~ 12.17 0.0990 25.00 0.0808 37.67 0.0004 12.33 0.0990 25.17 0.0799 37.83 0.0004 12.50 __ 0.0989 _ 25.33 _. 0.0789 38.00 _ __ [].0003 12,67 -- - 0.0989 - - 25.5[] 0.0780 38.17 _ , 0.0003 w__- 12.83 _____ _ .. _ 0.0989 _ _ 25.67 - - - - 0.0771 _ 38.33 _ . 0,0002 ~~ 13.00 0.0988 25,83 _.~ 0.0761 _ 38.50 _ _ _, 0.0002 I 13. ] 7 0.0988 26.00 0.0751 38.67 0.0002 13.33 _.~._ 0.0987 26.17 _.._ _. __ _ 0.0741 _ 38.83 . _.u 0.00[}2 13.50 - 0.0987 26.33 - 0.0731 39.00 _.. 0.0001 13.67 0.0986 26.50 0.0721 39.17 0.0001 13.83 0.0986 26.67 0.0711 39.33 0.0001. ~~.1 u.~ ~.k+~~ ~~ 10 YEAR DUT - HYDR[7GRAPH SUMMARY: Area 1.3000 ac IIy~I Int 1[}.00 inin Base Flow Peak flaw 4.4179 efs Peak Time $.33 ltrs Ilyd Val 0.2999 acft Time {hr} Flov+~ {cfs) Time {hr) Flaw {cfs} Time {hr} Flow (cfs} 0.83 0.0000 14.67 0.1314 28.33 0.0776 ' 1.00 0.0014 14.83 0.1286 28.50 0.0766 1.17 4,0[]40 ] 5.04 0.1269 28.67 {1.0756 1.33 4.4077 - 15.17 0.1261 28.83 (].0747 ~ _. ~ 1.50 0.0121 15.33 4.1256 29.00 - __ 0.0737 1.67 0.(]170 15.50 0.1253 29.17 0.0727 1.83 0.4219 15.67 0.1237 29.33 0.0717 2.44 0,4242 ~ 5.83 v.1 z49 29.50 0.070 _ 2.17 0.(]268. ..16.00 __ 0.1192 29.67 __~. (].0696 _ 2.33 __~__ 0.0296 16.17 _ _ __ _. 0.1184 29.83 T , 0.0685 ~ - - -- 2.50 -- ____ 4.0320 _. 16.33 _._-- - 0.1178 30.44 _ .._. my.. 0.0675 ' 2.67 0.0342 16.50 0.1176 30.17 O.O~a64 ! 2.83 0.0365 16.67 _ .~_._ 0.1174 30.33 ._ {] 0653 3.00 -- 0.0385 16,83 _ _ 0.1174 30.50 _ 4.4643 3.17 _ 0.0404 17.40 -- - 0.1173 3(1.67 4.0631 ,...~ 3.33 _ 0.0423 17.17 [).1158 30,83 _ ; 0.0620 3.50 _ _ 0.0440 17.33 _ [}.1131 _ 31.00 __ 0.0609 ! 3.67 0.0457 17.50 4. ] 114 31.17 0.0597 3.83. ..0.0475 17.67 0.1106 31.33 0.0586 4.00 0.049] 17.83 0.1101 31.5(] 0.0574 X4.17 0.0508 18.44 0.1098 31.67 0.0562 4.33 0.0527 15.17 0.1082 31.83 0.0550 4.54 0,0544 18.33 0.1054 32.00 0.0538 4.67 0.0561 18.50 _ x.1037 32.17 _ 0,0526 4.83 _ 0.0580 18.67 0.1028 32.33 __ 4.0513 5.00 4.4597 ~ 18.83 4.1023 32.54 _ __ . __ 0.0500 5.17 4.0615 19.00 0.1021 32.67 0,13488 5.33 4.4633 19.17 0.1007 32.83 _ .__.__ _ 0.0475 ~ 5.50 0.0654) 19.33 _ -- 0. ] 007 33.[)0 _ _ _. 0.0462 5.67 0.0667 19.50 [1.1046 33.17 ___ _.~ 0.0449 ?,fis w 3~ L i r 1 1 tl 5.83 0.0685 19.67 0. ] 006 33.33 0.0436 6.00 0.0702 19.83 _ _ _..- - 0.1OOS 33.50 0.0423 6.17 0.0724 20.00 O.100S 33.67 0.04{l8 6.33 0.0739 _. 20.17 _ (].1004 33.83 _ 0,0395 6.50 0..0757 20.33 0.1004 34.(10 0.0381 6.67 0.0777 20.50 0.1003 34.17 0.0368 G.83 0.0799 20.67 0.1003 34.33 0.0353 7.00 0.0819 20.83 0.1003 34.50 0.0338 7.17 0.0841 21.00 0.1002 34.67 0.0324 7.33 _ 0.0865 21.17 0.1002 34.83 _ _. 0.{)311 7.50 0.0887 21.33 0.1001 35.00 0.0296 7.67 _ 0.0928 __ 21.50 0.1001 35.17 0.0279 7.83 0.0990 2 ] .67 _ _ 0.1000 _ 35.33 _. 0.0264 8.00 0.3221 21.83 0.1000 35.54 {].{)249 8.17 0.4I27 _ . ~ 22.00 0.0999 35.67 0.0235 8.33 0.4179 22. ] 7 0.0999 35.83 0.0222 8.50 0.4173 22.33 0.0998 36.00 0.0202 8.67 0.4104 22.50 _ 0..0997 36.17 _ 0.0174 8.83 0.3887 22.67 0.0996 36.33 0.0151 9A0 _ _ __ 0.3679 22.83 _ 0.0995 36.50 0.0130 9.17 _ _ 0.3429 23.00 _ 0.0994 36.67 _ 0.0113 = 9.33 0.3 i 38 23. ] 7 0.0993 36.83 0.0097 9.50 0.2914 23.33 0.0992 37.00 0.0084"_ 9.67 0.2640 23.50 0.099] 37.17 0.x073 , 9.83 0.2397 23.67.... 0.0990 37.33.. 0.0063 10.00 _ 0,2265 23.83 -- 0.0989 37.50 0..0054 ] 0.17 0.2146 24.00 0,098$ 37.67 0.0047 10.33 0.2024 24.17 0.0985 37.83 0.4041 10.50 0.1952 24.33 0.0977 38.00 0.0035 10.67 0.1886 24.50 0.0970 38.17 {].0030 ] 0.83 0.1809 24.67 _.r..... 0.0962 ... 38.33 _ _._..._..._ {?.[)026 ' ] 1.00 _. 0. ] 766 24.$3 _ _ 0.0955 .. 38.50 __ __ .m_. 0.0023 11.17 0.1728 25.00 0.0947 38.67 0.0020 , 1 ] .33 0.1687 25.17 0.0939 38.83 0.0017 11.50 _ !7.1664 _ _ 25.33 ___ 0.0931 39.00 _, 0.0015 - - T .._.._...._......._. ... -~C~ '7 ll.b7 0.1537 25.50 [].0923 39.17 0.0013 11.83 0.1503 25.57 0.0915 39.33 __ _ O.OOII 12.00 0.1583 25.83 O.t]907 39.50 0.0009 12.17 0.1558 26.00 0.0899 34.67 _ - 0.0008 ~_ _ 12.33 0.1524 26.17 0.0891 39.$3 0.0007 12.50 0.1505 26.33 0.08$3 40.00 O.Ot)06 12.67 0.1480 26.50 0.0874 40.17 1).0005 I 12.83 0.1447 25.67 0.086b 40.33 0.0005 13.00 - [1.1427 - _ . 25.$3 -- 1).0857 40.50 _ . 0.[3004 ~__ _ 13.17 0.1417 27.04 0.0848 40,57 0.0003 13.33 0.1411 27.17 0,0840 40,83 0.0003 13.50 0.1408 27.33 0.0831 4 3.00 0.0003 ~ 13.57 0.1392 27.50 0.0822 41.17 0.0002 ;......_.... 13.83 - - - -__ 0.1364 _....._ 27.67 _. _ ---- _ 17.0813 41.33 r. ().0002 14.00 0.1347 2783 {).0804 4I.50 0.0{]02 14.17 0.1338 28.00 0.0794 41.67 0.0001 14.33 0. i 333 28. i 7 0.0785 41.83 0.0001 ~ 14.50 0.1331 28.33 0.0776 42.[}0 a.oao~ 1[?fl YEAR OIJT- HYOROGRAPH SEIMMARY: Area 1.3000 ac Hyd lnt 10.00 min __ Base Flow ~.__: W Peak flow 0.56613 cfs Peak Time ~._. _._ ........... 8.l 7 hrs . _._......_..__.._ Hyd Vol ____..._...._; 0.4079 acft _ -- - - Time (hr} I~ Iow (cfs) Time (hr} Flow (cfs] Time (hr} _ _. Flow (cfs} 0.57 0.0000 14.83 0.1719 28.67 0.0784 ~ 0.83 0.0021 _ 15.00 0.1.597 _ 28.$3 __ 0.0775 1.00 0.0059 15.17 0.1585 29.00 OA7GS 1.17 0.0113 15.33 0.1679 29.17 0.0755 1.33 0.01$1 ] 5.50 0.1676 29.33 _, ~ 0,0746 1.50 4.0231 15.67 0.1553 29.50 -- -- 0.0736 167 . _. - 0.0266 --- 15.$3 _ _ _ 0.1615 _ 29.67 -3 0.0726 ' 1.$3 0.0304 15.00 0.1593 29.83 17.0715 2.00 0.0334 16. ] 7 0.1582 30.00 - -- __ 0.0705 --- f 2.17 0.0366 15.33 0.1575 30.17 0.4595 SAMANTHA Rl~GE C~.1f].Gc SAGE .,. G ~, __ . 2.33 _ 0.0395 ] 6.50 ).1572 30.33 0.0585 2.50 0.0424 15.67 0.1570 30.50 0.0674 ~ F~ .. 2,67 .. 0.0450 16.83 0.1569 30.67 ... .... _.a 0.0663 a - 2.83 -- - _ _ 0.0475 17.04 _ ).1568 30.83 0.0653 , 3.00 __ 0.0498 17.17 0.1547 31.00 _ ; 0,0642 3. ] 7 0.OS20 17.33 0.1 S 10 31.I 7 0.0531 3.33 0.0540 17.50 0.1489 31.33 O.D519 3.50 0.0560 17.67 _...0.1478 31.50 0.0508 3.67 0.0579 17.$3 0.1471 31.67 O.D597 3.83 0.0598 18.00 0.1468 31.83 _ __. 0.0585 4.00 0.0616 18.17 0.1445 32.[}0 __ 0.0573 _.. 4.17 0,0635 1$.33 0,14{77 32.17 0.x}562 4.33 _ 0.0655 18.50 0.1385 32.33 __ _.. 0.OS49 4.50 0.0673 18.67 0.1374 32.50 0.0537 4.67 0.0592 18.83 (},1367 32.67 0.{]525 II 4.83 0.{}712 _. -- 19.00 - (].1364 _ -- 32.$3 --- ---r 0.0512 ~ 5.0D 0.0730 _ .._ . 19.17 ~ 0..1341 33,00 _; ).0500 5.17 _ {}.0749 19.33 _ 0.1303 33. ] 7 - - _ 0.0487 5.33 0.0768 19.50 0.1281 33.33 .......... 0.0475 5.50 0.0787 19.67 0.1270 33.50 __ 0.0461 . 5.67 0.0805 19.83 0.1263 33.67 _ _ 0.0448 5.83 0.0824 20.00 0.1259 33.83 O.D435 ;_..T_. _ j 6.00 --- - 0.0842 20..17 _ _______ _~___.. 0.1257 34.40 --- - -- 0.0422 6.17 O.D860 2(7.33 0.1256 34, l 7 0.0408 b_33 _.___ 0.0880 ._ 20.513 0.1255 34.33 0.0394 ~ 6.50 0.0899 20.67 O.I255 34,50 __ {7.0381 ' 6.67 0.0920 20.83 0.1255 34.67 0.0357 5.83 _ __ 4.0942 21.04 4.1255 34.83 ~ 0.0352 7,04 __ 0.0953 21.17 0.1255 35.0(} _ 0.0337 7.17 0.09$6 21.33 [).1255 35.17 0.0323 7.33 __ 0.1144 2 ] .50 _ 0.1255 35.33 _. D.D310 7.50 0.2551 21.67 0.1255 35.5{3 0.{7295 ~_ ~ 7.57 0.4{}32 21.83 0.1255 35.67 D 0278 7.83 0.5439 22.OD {7.1255 35.83 0.0263 ' 8.00 0.6333 22.17 {}.1234 36.00 ).0248 ~~.l~C i7 14.(7f1 4.1841 28.17 0.0812 42.44 _ . _ _. 0.0402 14.17 14 33 0.1794 _ 0 1783 28.33 28 50 0.08(73 42.17 _ _ 0.0401 __ . . . {1.0794 42.33 0.0401 14.54 4.1780 28.b7 __ ._ (],(}784 42.54 - 0.0001 ' 14.b7 4.1757 28.83 0.4775 __ 42.67 0.4044 CONTI~dt_ STRUCTU RE: 1 __ ^escrip: Prototype Structure Increrr~ent D.1D ft Start EI. 330.0000 ft Max E1. 335.OOOD ft _.. _ Orif Coeff O.fi2 Lowest Orif Ei. 98.OD Lowest Diam 1.5820 in Dist to next 2.2300 ft [J2 5.0684 in Dist to next 0.3100 ft D3 D.5859 in Dist to next - - 0.OD00 ft w Stage Discharge Rating Curve 330A000 ft 0.0000 cfs 332.60D0 ft {].5358 cfs 330.100D ft D.D215 cfs 332.70DD ft 0.5932 cfs - ._ .. _ _ _ 330.20DD ft 0.0304 cfs 332.80DD ft 0.6447 cfs 330.3000 ft 0.0372 cfs 332.9000 ft O.s919 cfs 330.4DD0 ft 0.043D cfs 333.OD00 ft 0.7357 cfs 330.5DD0 ft OA480 cfs 333.100D ft 4.7768 cfs 330.600D ft 0.0526 cfs 333.2000 ft 0.8156 cfs 330.7000 ft 0.0568 cfs 333.3D00 ft D.8526 cfs _ .... . 330.800D ft 0.0607 cfs 333,4D00 ft 0.8879 cfs 330.90D0 ft 0.0644 cfs 333.5000 ft ^.9218 cfs 331.0000 ft 0.0679 cfs 333.6000 ft 0.9544 cfs 331.1 OOD ft 0.0712 cfs 333.70D0 ft 0.9859 cfs 331.200D ft 0.0744 cfs 333.8000 ft 1.0153 cfs . 331.3000 ft 0.0774 cfs 333.9000 ft 1.0458 cfs 331.4000 ft 0.0804 cfs 334A000 ft 1.D745 cfs 331.5000 ft 0.0$32 cfs 334.1 OOD ft 1.1024 cfs 331.6000 ft 0.D859 cfs 334.2000 ft 1.1296 cfs 331.7000 ft 0.0886 cfs 334.3000 ft 1,1562 cfs 331.SOOD ft O.D911 cfs 334.4000 ft 1.1821 cfs 331.9000 ft D.093S cfs 334.500D ft 1.2074 cfs 332.0000 ft OA961 cfs 334.50D0 ft 1.2322 cfs _ .._ 332.1000 ft 0.0984 cfs 334.7000 ft 1.2565 cfs '~ - _.._..~._.. ~_....~-..__- _.._ --._ 9 .9~~.QS =.Gt 3 332.2DDD ft D.iDD7 cfs 334.8DDD ft 1.28D4 cfs 332.3DDD ft D.2874 cfs 334.9DDD f# 1.3D37 cfs 332.4[lD4 ft D.3926 cfs 335.DDDQ ft 1.3267 cfs _ 332.5DDD ft D.4696 cfs 335.1 QDQ ft 1.3493 cfs 335.ODOD ft 1.3267 cfs i~ i Sf~`•iANT~A ~?l~~E ~~~, k~i-LJ ~ APPENDIX C - Geotechnicai Report S~~~fANTHA RING 1 !'~.1U v9 ~.4~~ ~9 Gary A. Flowers, PLLC Geological Genteehaical Consultiaag 1953 12te Avenuc NE Shoreline, WA 98!55-11U6 August ~, 2t}U6 Project Nv. Ob-079 Pacific Frontier, LLC l 11 Sth Street I~IE Auburn, WA 98~OZ Attention: Mr. Jack Lvng Subject: GevlogicallGeatechnical Assessment Crystal Springs Property Crystal Springs Road NW & Edwards Road NW Yelrn, Washint,~tvn This report presents the results of our geolagicallgevtechnical evaluation of the approximate 4.1 acre property located at the east side of the intersection of Crystal Springs F-.tiad ivL~' and Edwards Road 1~W in Yelm, Washington. It is our understanding that the property will be developed to support single family residence lots. Site layout or grading plans were not available at the tiu~e of this report. The purpose of our site evaluation was to document existing shallow soil and ground water conditions on the property, and to provide geotechnical design recommendations far construction c~fthe proposed improvements. EXISTING CQNDITI~NS The subject site is an irregular triangular shaped parcel measuring approximately ~.1 acres. The west side of the site slopes down from the adjacent read elevation to a lower flat area occupying the majority of the property with a slight slope tv the northeast. Total elevation change across the property was an the order of 20 feet. A single story residence and attached garage are located on ~- the southwest corner of the site. Primary vegetation is field grass with. a few shrubs and bushes. Several fruit trees and deciduvtts trees were located along the western side of the property. A small stream bounds the property vn the east side. A utility easement with fiber optic lister bisects the property in the east-west direction. There was a cvilagsed aid well house, presumably with an apes well under it, to the north of the utility easement at the tease of the west slope. . Ga ,.._ _..._ ._ ., ry A.1F'tawers, F_Li,C'• 19532 I2m A-enue hi); Shoreline, Washin~itcm 98155-1105 2~fi-417-754p I Crysfa! Springs Prvrterty Geolagical/Geotechnicu! Servirxs Repot! Yelm, Washingfan Subsurface Soil and Ground Water Conditions In order to characterize the shallow subsurface soil and ground water conditions an the properties, a series of 8 subsurface exploration pits were completed using small track-mounted excavator provided by the client. The exploration pits permitted direct, visual observation of the subsurface sails on the property. The exploration pits were logged by a licensed geologist and inuuediately backfilled. I'he exploration pit locations are shown on the site and exploration plan attached to this report. The exploration pits revealed that the site was underlain by Spanaway recessional outwash sand and gravel. Minor fill soil was encountered in the southwest canter of the property. The topsoil layer was very non-uniform across the property. Little t4 no topsail was enc©untered in the exploration pits except for EP-4 and EP-7 where it was found to be 4 and 2 feet thick, respectively. Ttte topsail layer supporting the field grass at the remaining explorations was about 2 to +5 inches thick before grading into the recessional sand and gravel. The topsoil w&s loose, dry, dark brawn, fine sandy Silt loam. The upper 4 to 5 feet of EP-8 consisted of loose, dry, brawn, gravelly sand with some silt and construction rubble. This material was fill soil of unknown origin yr age. Linder the fill or topsoil layers in all of the exploration pits were Spanaway recessional sand and gravel deposits. The recessional outwash was deposited from fluvial processes during the retreat of the Vashon stade of the Fraser glacial period about 1 U,0~0 years ago. Infiltration iota this unit is typically moderate to rapid. The outwash sediments consisted of loose to mediu>rrt dense with depfh, dry to damp, brown or gay-brown, sandy gravel and gravelly sand with minor silt. Often the sediment layers contained a significant cobble and boulder content indicating a high energy depositional environment. The outwash deposits. extended below the termination depths of all of our explorations at 5 to I U feet. In EP-3 and EP-7, the sediment was saturated below 8 and 9 feet respectively. Hydrology There was a small stream along the east side Qf the property that was highly overgrown by shrub and blackberry vegetation. There was no evidence of erosion anywhere on the parcel that we could observe but due to the dense vegetation along the stream corridor, the stream banks were not visible. Ground water was encvurltered in EP-3 and EP-7 at roughly the same elevation, about 8 to 9 feet below ground surface. The ground water likely represents the 1oca1 water table for this area_ The ground water elevation will vary with the time of year. _, - Gary A. Flowers, PLC,C. ~ --- 19532 t2'" Avenue ItiIE 5hsxeline, Washington 98155-I 106 206-417-7fi40 Cryslcrl Springs ProFerty GealogrcallGeotechnicr~I Serviees Repflrt Yelm, Wrishingtan Seismic Hazards Generally, there are four types of potential. geologXC hazards associated with large seismic events: 1} surficial ground rupture; ~) seismically induced landslides; 3] liquefaction; and 4} ground ~ motion. The potential far each of these tv impact the site is discussed below. A few known fault canes occur in the Puget Sound region, however none are currently known in the Yelm area. Fault zones in the Puget Sound legion are currently being studied by the United. States Geological Service {[]SGS} and have been determined to be active and c~pahle of producing large earthquakes. Mach is still to be teamed about these fault systems but it is generally hypothesized that their recurrence interval is several thousand years, Due to the susplxted Tong recurrence interval and the lack of known surficial faults traces, the potential for surticiai ground rupture is considered to be low during the expected life of the proposed structures. Due to the free draining nature of the sediments cgmprising the slope and its relatively low topographic relief, it is our opinion that the potential risk of damage to the proposed structure, by large scale seismically induced landsliding, is low. Based on the density and grain size distribution ^f the sediments encountered in our exploration pits, it is our opituon that the risk of liquefaction on this site is low. Based on the encountered stratigraphy, structural design of the project should be consistent with 20U3 Irtternutfai7al Building Cade (,IBC} guidelines, In accordance with Table 1b15.1.1 of the 20L13 IBC, the subject site would be classified a+s Site Class U. COIrICLUSIONS AND 11tECClMMEIYI]ATI[?NS {1n the basis of our geologic research and field explorations, the property will be suitable for the plauued development. The upper surficial silty fine sandy loam topsoil where; cnco~ntered an the site may be problematic for structural deveivpment and should be removed from foundation areas. Similarly, the old fill soil where encountered should be removed and replaced wi#h documented structural fit from all foundation or roadway areas. The near surface medium dense recessional sand and gravel outwash or dense lodgment till sediment will be capable of providing r suitable foundation support for the planned roadways, parking areas and structures. The old water well on the site will need to be abandoned according to Washington State Dept. of Ecology [DDE] standards. A well abandonment record will need to be filed with DC]E and as such, a licensed well driller should be contracted to perform this work. Gary A. Flowers, PLS. 19532 12~ A-~ue NE Shoreline, W~shingtan 48155-I1~G 206-4[7-7640 Sf-,~:~~5 ti's.... .€_3'~_ a .. e,,.,_., ... `. .. Crystal5prirrgs Property GealogrcallGeolechnicul Services Report Yelm, Washington Site Grading The existing vegetation an the site shall be removed from all areas planned to be graded as part of the planned development. The organic topsail is relatively thin in mast areas and should be should be removed from all structural areas even where it is 2 to 4 feet thick... A grading plan was not available at the time this study was completed. As such, we are unsure as to final grading plans far the site. However, it is anticipated that some structural fill will. be rewired to develop the planned property. Structural fill is non-organic sail that is near optimum moisture content. The fill soil must be placed in maximum S-inch loose lifts with each lift being compacted to a dense, non-yielding condition prior to installation of the succeeding. lift. The moisture content must be near enough to optimum moisture content to allow the fill to achieve the required compaction. Compaction effort must be applied to achieve a lnnirt~um of g5 percent of the modified Proctor azaxirnum dry density per ASTM:D-1557. In addition to being rnorutozed by a representative of this firm, the placement and compaction of structural fill should be tested using a nuclear densameter to verify that suitable compaction is being obtained, ' In the case of utility trench baekfill, the structural fill should be placed and compacted in accordance with current local or county codes and standards. The top of all compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the location of !~ perimeter footings or pavement edges before sloping down at a maximum angle of 2H: l V. It should be the responsibility of the contractor to maintain safe slope configurations since the contractor is continuously on-site. As is typical with earthwork operations, some slo'~h'ng and '~ raveling may occur and cut slopes may have to be adjusted in t1•le field_ It nnay be necessary tv cover the sides of temporary scopes with plastic or otherwise protect them from the element$ to minimize sloughing and erosion. For estimating purposes, we anticipate that temporary, unsupported cut slopes can be made at an inclination of l .SH:1 V {Horizontal:Vertical). Permanent, unsupported cut or structural fill slopes should not exceed a gradient of 2H:1 V. . Permanent, non-structural fill slopes should oat exceed a gradient of ~4H:I V. Foundation RecQZnmendatia>as The planned residences may be set to bear on documented structural fill sail placed as discussed above or on undisturbed medium dense gravely sand an-site sviIs. An allowable soil bearing value of 2a(lt} psf may be used in the design of the house footings, including both dead and live loads_ An increase of vt~e-third may be used for short-term wind ar seismic loathng. Perimeter footings for the proposed structures should be buried $ n,enim~7 of I$ inches into the surrounding soil far frost protection. Settlement of footings placed as detailed herein should be less than l inch between comparably loaded foundations. However, foundations placed on disturbed soil may result in increased settlement_ Steps in the foundation grade are acceptable C:xry• A. Flowers, PLLC. 14ssx l2m Avcnve lva shoreline, We9hiogtan 48155-i 1116 xa~-a i Masao G L~stalSprings Property GevlagicullGenrechnical Services Report Yelm, Washington provided that none of the foundations are set to 6eaz adjacent to the step. A l H:l V load line extending down from the edge of the foundation mus# not daylight an a cut slope. All foundation excavations should be inspected by a representative of this firm, prior to concrete placement, to verify that the design bearing capacity of the sails has been attained and that construction conforms to the recommendations contained in this report, Lateral leads can be resisted by friction between the foundation and the supporting sails, and/or by passive earth pressure acting on the buried portiotzs of the foundations. The foundations must be baokfilled with structural fill compacted to a dense, nanyielding condition to achieve the passive resistance provided below. The structural fill must extend horizontally outward from the embedded portion of the foundation a distance equal to at least three times the embedment depth aver which the passive resistance is applied. We recommend the following design parameters. ^ Passive equivalent fluid = 2St} pcf + Coefficient of friction = d.4Q The above values are allowable and include a factor of safety of a# least 1.5 Floor Support Recommendations ' Slab-on-grade floors should be set to bear an undisturbed native sails or structural fill in a firm, unyielding condition. A capillary break layer consisting of 4 inches of washed pea gravel and a heavy duty {minimum 10 mil}, polyethylene plastic vapor barrier should be provided under any floor slabs where moisture intrusion is a concern. The on-site clean sand and gravel, if free of silt, may also be used as a capillary break layer. Lf' the vapor barrier becomes compromised in any way during construction it should be replaced or an additional layer added_ Penetrations through the vapor barrier should be wrapped and taped. Site ldraiinage All storm water rvno$ from impervious surfaces should be collected and piped into an approved storm water drainage system. Individual lot infiltration trenches or dry wells would be an option for this site. Footing drains are likely not deeded far this site provided the foundations arc placed atop the clean sand and gravels encountered in our explorations. If footing drains are utilized they should consist ^f rigid, perforated, PVC pipe surrounded b3' washed pea gravel. The level of the perforations in the pipe should be set approximately at the bottom of the footing and the drains should be constructed with sufficient gradient to allow gravity discharge away firm the buildings. Footing drains that will have mare than $ feet of baclcfiil should be constructed of schedule 3x34 or better sewer grade pipe fie minimi~~ potential for collapse. Roof sod surface runoff should oat discharge into the footing drain system, but should be handled by a separate, rigid, tightline drain that discharges into an approved storm water conveyance system. In planning, exterior grades adjacent to walls should be sloped downward away from the structure tc) achieve surface drainage. Gary A. Flowers, PLLC _ _ -- •-- i9532 1.2'~ Avcauc NE Shoreline, Wasgius~xi 98155-1 ia6 20G-4I7-7saa S,Afil„~fJTNA r'ili7ut i74.9v.C73 ?AGE G3 Crystal Springs Property Gealagical/Gaatech-rical Services Report Yelm, Washington Due to the high ground water table encountered in several of the explorations, a large scale infiltration pond may not be suitable for this site. Eldditional in-situ testing and gratuid water modeling analysis should be performed to evaluate far ground water mounding if an infiltration pond is to be utilized. However, individual lot. inlltratian systems are suitable for the residential properties. Fvr roadway runoff shallow infiltration ditches along the roadway may be an option provided suitable pre-treatment can be accomplished_ Any infltration facilities should penetrate through the loamy fsne sand to the underlying recessional outwash sediments. The materials encountered in our exploration pits would be classified as sand per the USDA Textural Triangle. Per the Dept. of Ecology°s Western Washington Storm Water 1Vlanual, these materials have an allowable short term infiltration rate af.' 8,0 inches per hour and an estimated long terxzi infiltration rate of 2.0 inches per hour with a correction factor af.4. Due to same variability of the sediments on this site, and the relatively high water table, it is our opinion that the higher correction factor is appropriate and a maximum design rate of 2.D inches per hour should be used for this site. The design engineer should take this information into account during the design process. The infiltration facilities should be developed in accordance with requirements of the local jurisdiction for starin water runoff. SUMMARY Based an our site reconnaissance and subsurface explorations the site appears to be suitable for the proposed development provided the recommendations presented herein ors properly impleinsntul. We recommend that we be retained to review those portions of the plans and speci5catians that. pertain tii grading or foundation installations tv determine that they are consistent with the recomixtendations of this report, Constructinu monitoring and consultation services should also be provided to verify that subsurface conditions are as expected. Should conditions be revealed during construction that differs frvrri the anticipa#ed subsurface pra~le, we will evaluate those conditions and provide aItemative recommendations where appropriate. Field construction monitoring and observation services should be considered an extension of this ~` initial geoteclinnical evaluation, and are essential to the determination of compliance with the project drawings and specifications. Such activities would include site clearing and grading, subsurface drainage, foundations bearing and fill placement and compaction. Gsry A. ~'lcswers, PLLC. 1953" 12~AvenueAiE shoreline, Washiss~tan I8lSS-1105 xOG-43a-x540 ('r}srul.Cprrf,~s Praperli~ C4rilugica!!Gc nfechnirrrl .tiern-ires l2eln~rr ~ e'fm. !s'usj~ing7U1+ C]ur findings and recommendations pro~.~idL~d in this nrport were prepared in accordance with benerally accepted principles of engineering geology anal grntcclinical engineering as practiced in the Puget Snurld area at the time this report w-as submitted. We make Ro other warranty, either cxgrrss or implied. Sincerely, sotiwa~'~~ ~ ~ ~~ ~ pl ~ ~ ~~ 1 ~a C+~~ied Geo,Qq Gary R. Flowers Gary A. Flowers, P_G., P.F.G_ El~gineering Gec~lo~,ist ~xalR~ ~ „-2s .Ta;mey 5. Sattermann, P.E., L.C. Geoteclanical Eaigineer Attachments: Site Plan Atrpenciix A - I~xplor,~tian l'it Lags Gary i1,. F'turver.:, PLtrC. 1953P ]Z~ A~cnac h`L Rh~xcluic, Waxhinstc+~ ~R 15!5-I l06 2tl6~17-7G40 S~S`_Rti i I-EFi r'ti7GE PACE -;8 ~ _ _- -_-_ -_ I ~~ .~ C3 ti--+ ..~ ~. 0.7 C~ .~ Q ~. .~ .~ +13 C .~ G a~ .~ a s €~. G11 O b T i i E 1 ~ ~` ` ~ P .~ ~ ~ ~, ~ _ -- - ` ~~ - I - i / ~ I J r r° _ __ _- f + -- ~, _ ~, I -_ _ .~ ~~_ _ ~~ !~ ~ a t ~ +~ ,, ~~ .~ - _ -- Q ~ ~ ;a. +, C ~ ~ ~ C, y ~ p, a n ~ ~ ~ p r ~. C .~ 0 ~ t+.. ~ ~ ~,~ Ci ~ O .~ ~~ ~~~ y~ y~~ ,~~ v7 V~ L ~* f ~ _ ~ _ h ~ '~ _ . j r ~~ yq.~f y„q~ + I ~ ^^r~~Tj7 6~4 4 .. ~ . 4 . - - - - - --~- - -~ •- ~ - .y}s--~~ -- ~ - -. - l~. U .s ~~ ~~ ~, ~, ~ ~ C ~ U ~ U] ~ ~ ~ ? ~~C7 m ~S ~ 4 Q a~ ~ ~N fj Q C7 c~°_-N Crystal Springs GeologirallGeatechnical Services Report Crystal Springs Rd NW & Edwards Road NW Yelnt, {~ashington APPENDIX EXPL~RATI~JN LI]~S - .. .. - ._ Garr a Flowers, PLLC. 145]!.2 72'° Avenue T7E $horelinc. Washington 98 f 55-1106 2~1i-d i 7-7440 I~ EXPLC~RAT~~f P`IT' LC)~ i 0 Number EP-'~ SPANAWAY REC~SSlC71~A1~ DUTWAS~! Loose to medium dense, dry fo damp, brown, sandy grarrei wife ~ahbles. 1 2 3 4 5 6 7 8 9 10 11 ~z ~~ BQk°f ~ 6' Minor Caving No Crcaund Wafer Seepage .,....,,,^~.... .....,...,.~...,ry,.,.,w ~ayirw~n wr vcRervaoan a We mfe arp IOGTt10r1 C4 Nr! ElaplbrdialY i101B, mgdified by geabgie inhrprvd6im, enryu'~epring enefra4a, dnd IltOi7lndlP. They are i`GS nc~essxiYy teprerve ddner Ilmei Ynl[ Win. Yl@ yell rtot aCCOpk 78~OrlSlbifily Far the use a ewerPrelsd+'dr 41' OtMxS of allpfurgtbl pnvs>anled an tlis iop. Crystal Springs Prpperty GAf~YA. FLUWER.~, PLiLC relrn, Washingfan Judy ~~, zoos 5i=::"."iNTh-IA Rl~iac i'J=r. 3 L. 4G r .AGE 5 i 1 ..~._.........~... ---..-....._.~._._..~...___ ~Afti'•A,NTNA RILL-s~ - D4 9 D.1~ _...~.... ~ -AGE 52 E~CPL~]RATI~N PlT L~~ 1 2 3 4 5 fi T 8 9 10 91 '! 2 5PAh1AWAY RE`CESSIDNAL ~UTWASH Loose to medium dense, dry tQ damp, brawn, sandy gravel and gravelly sand with cobbles and accaisional boulders. Becomes saturated below 8' l~Q~ ~ ~ o' Minor Caving Moderate to Rapid Ground Wafer Seepage ~ S' 13 5.nu.i_; canOf~plx dB~pC~d reprexnl oar cWSef+rpeionat Yee rirrM uM f[wdo~ pl Ihla explorRtCty Awe, motlHkd M 9~~ h1~p+eL~don, ~nyineemg 4 an<E ~+ Theo! are rigi ny¢~y,aP~enra~ d vUv !once and krCaLDr. L'1~ wlk npt 9caep4 i@a~pD11e1bi4(~114P VIC Ua9 DT rl[VQr®1~11D~r Ry OthCID W M1f9rT1ra0Gi1 p/Qal~11A6 +3n'C4ii ~,. Crystal Springs I'raperfy ~sQ~YQ. a~~[}wFR$, a~L~~ Yelm, Washington July 10, 2Q06 IVISQLIALLY L©AMY FINE SAND Laase, dry, dark brown, fine sandy loam. ~ r~~~,~~r ~ ~-~ 5AF1~N~ti~, RID:~= ~~Q.1D.y~ ?fi,Gt 53 i~ 1 7Eii fiaN ~ 1in iiiL3G= 1 G4.Tu G~ !~:~G~ s~ E~~'L~RA-T1+~1'~ SIT L~~; 0 i 2 3 4 5 6 7 S 1d 1i 12 73 dumber EiP-5 SPANAWAY RECESSaQlVAL ®UTWASH Loose to rnedium dense, dry to damp, brown, sandy gravel with cc~bbfes. BOH ~ 5' Miner Caving Na Graand Water Seepage ••,•,,+-••...~ .,,.....,.~~~ ~y.~.~ ~nvwc+n vur oo6rJweaon Ol me llme anG ioCSlJbn ar rir5 eYpUrolOry Role. inad:fied Sy Qrofo-3ic imem.ne~~y engirw~rhy analYw. end I~+ent TRey ent no! nexysany n~resergetve of amer 6mCS antl fOtenen. 1A~g wIl nol aceapl+esppnsiWlily iar Cee use a irMcrerpl~tit7n h1'vfhers d :domration prexn9ed vn Via bg. Crystal Springs Property GAR"YA. FLOWERS, PLLC Yelm, washingtan .~u~y ~~, zoas S?:~'A.IdTHk ~IiJia~ L~~i.1~.J~ p{~r=~ Q Number EP-5 7 3 4 5 B l 8 9 1D 77 f2 13 E~CPLF~ATI~[`~ PIT L~~ 5f'ANAWAY RECE551DiVAL DUTWASH Loose tv medium dense, dry tv damp, grown, sandy gravel with oohflies. BDH {~ 5' Miner Cawing Na Ground Water Seepage - _____. -- _m e.,-...«., .~~, Rio or c +neert,•c~itn, enyneerhp anah~ws, atxt }m~r~n. 71e~ wa not neceasarfly rrpreeamas.e daffier rnw o~m tac+yan We wrr not eGUeAt rast~DnliEitey !af rtie t,te O! ke~rewean 6y ame s of inlpmgtlan PfaxntCC On ~:t 1BB. Crystal Springs Property ~*A141~14. FLI]i/G~E14S, PLLC Yelm, Washington July 1 ~D, 20116 i~ N i Hr~ R 17GE __._.....~..__ ~..~........ -~~.._~.~ .. :~d.'i C.~B ?AGr. 50 i~ E~PL~RATI ~~ PIT L~]+~ t 2 3 4 5 7 9 ~ Number EP-7 NtSQItALLY LOAMY FINE. SA[V[7 Loose, dry, dark brown, fine sandy loam with trace gravel. SPANAWAY aECESSI®NAL QIJTWASH Medium dense, damp, light brown, fine to medium sand; with some silt and trace gravel Medium dense, damp to wet with depth, brown, gravelly sand with cobbles and boulders. 8 Bermes saturated belaw 9' Sutl75u~[ace m.rdrtrmz depecled rapreserH our alsssaratiG+s aC N`a Ilene arm Wcatiar~ e[ pia exDicreiwy [tole, moalM1cd by fl klerpresa4nn, ~ anatysFg, aikl JlrclgmenL They are not nCCS~.7uYy the d other Wr~es aM lomlion. YW wd nul accep! re~:,panelbillty [of ra>~ Or N+t Ypr~[lon try amere of kifprmaGgn p+e9eMed on tlra MH- Crystal Springs Property O~IiRYA. FLOWERS,. PLLC Yelm, wa5h'tngtan .duly 10, 2a0fi 1Q 11 12 13 5~"- AN71-€f1:~cf C}u G~,~~ OS h~AC3E ::?