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GRD2008-00001 Stormwater Review - GRD Engineering / Geo-Tech Reports - 1/29/2009
MASON COUNTY PUBLIC WORKS DIRECTOR/COUNTY ROAD ENGINEER Shelton, Washington 98584 DATE: January 29, 2009 INTER-DEPARTMENTAL COMMUNICATIONS TO: PAC PARCEL # 12321-34-00030 FROM: Fred Perryman/Engineer Tech III PERMIT NUMBER: GRD2008-00001 SUBJECT: Stormwater Review NAME: S & J Johnson Rebecca, The stormwater checklist for S & J Johnson on NE Peninsula Blvd., has been received and reviewed by Public Works. The package included the checklist explaining where in the report or plans each item on the checklist has been addressed. The checklist is stamped and signed by a licensed engineer. This review has determined that all the minimum requirements, as outlined in the stormwater checklist, have been addressed. However this review is not intended to be a technical review. Mason County Public Works recommends acceptance of the stormwater plan based on the provided checklist. All engineers' recommendations, of the stormwater plan and drainage report, should be made conditions of permit issuance. A Declaration of Covenants Associated with Privately Maintained Storm Drainage Facilities (Operations and Maintenance Agreement) should be filed before permit issuance. A copy of the Operations and Maintenance Agreement shall be provided to Public Works. The roads meet the County road design standards. Therefore Public works recommends approval of the road designs. Adequate erosion and sediment control features need to be implemented during land disturbing activities to protect neighboring properties and State waters from adverse stormwater runoff impacts. The migration or release of silty water or mud from the applicant's property will be considered a violation of County and State water quality protection regulations. Please feel free to contact me at 625 if you have any questions regarding these comments. Sincerely. qp� FI L LANS MUST BE Fred Perryman HE JOB SITE Engineer Tech III NSPECTIO!j COPY Michael F. Wnek, P.E. Consulting Civil Engineer 3388 NW Byron St, Suite 200, Silverdale, WA 98383 360-692-3802 (fax)-692-1051 LETTER OF TRANSMITTAL MASON couN'Y PUBLIC Wows TO: REBECCA HERSHA DATE: January 22, 2009 Mason County Planning Department P.O. BOX 279 PROD. NO 340 Shelton, WA 98584 RE: Corbit Site — The Other Side RECEIVED #12321-34-00030 Stormwater Checklist JAN 2 6 2009 M CC D - PLANNING The following attached items, are submitted for your review. COPIES DATE NO. DESCRIPTION 3 01-21-09 - CONSTRUCTION PLANS (5 Sheets) G'\CivilEny',41 1-Cor bit-Other-Side`Plotsv2009-01-21\Corbit Other Side.dwf 3 01-21-09 - DRAINAGE REPORT Rev#1 3 01-21-08 - SOILS REPORT 3 01-21-09 - Mason County Stormwater Checklist Annotated, Signed, & Stamped 3 01-21-09 - Summary of Stormwater Mitigation Plan Attached to checklist COMMENTS: This submittal complies with "Option Two" of the Mason County Public Works system for stormwater mitigation approval. If you have any questions, or need additional information, please contact me at 360-692-3802. t TI-?ESE PLANS MUST BE BY: O!4 THE JOB SITE MICH AL F.WNEK, P.E. FOR INSPECTIO^! cc: Steve Johnson, Peninsula Topsoil (hard-copy plans & e-mail) G:\CivilEng\41 1-Corbit-Other-Side\Corbit-Other-Side\2009-01-22 TRANSMIT st chkist MC.doc CORBIT SITE Mason County Stormwater Checklist Minimum Requirements of 1992 Stormwater Manual The stormwater checklist identifies the minimum requirements of the 1992 Stormwater Manual. The checklist is intended to identify the locations within the plan that addresses the minimum requirements. Mason County will not perform a technical evaluation of the submittal. Rather,the checklist provides a guide to allow Mason County to review the submittal and determine if the applicant has addressed the minimum features that make up a stormwater plan. It is incumbent upon the applicant and his/her engineer to fulfill all the applicable requirements of the 1992 Stormwater Plan as it relates to the proposed project. Review by Mason County is intended to determine if the plan has addressed the minimum requirements and should not be considered a review for technical accuracy of the plan. During construction of the project,the stormwater plan engineer of record or his/her authorized representative shall inspect the site to ensure the stormwater plan is being implemented as designed. Upon completion of the project,the engineer or his authorized representative shall be required to certify that the stormwater plan has been implemented as designed. Failure to meet the minimum requirements could result in delay or rejection of the application until the deficiencies are corrected. X❑#1: Erosion and Sediment Control.All new development and redevelopment that includes land disturbing activities of one acre or greater shall comply with erosion and sediment control requirements 1 through 14, below. Compliance with the Erosion and Sediment Control Requirements shall be demonstrated through implementation of a large parcel erosion and sediment control plan. All new development and redevelopment that includes land disturbing activities of less than one acre shall comply with the small parcel minimum requirements found in Section 14.48.130, Compliance with the small parcel requirements shall be demonstrated through implementation of a small parcel erosion and sediment control plan. Erosion and Sediment Control Requirement#1: Stabilization and Sediment Trapping. Seepage/paragraph ESC#l, PLAN SHEET C-3 Erosion and Sediment Control Requirement#2: Delineate Clearing and Easement Limits. See page/paragraph ESC#2 , PLAN SHEET C-3 Erosion and Sediment Control Requirement#3: Protection of Adjacent Properties. Seepage/paragraph ESC43 , PLAN SHEET C-3 Erosion and Sediment Control Requirement#4: Timing and Stabilization of Sediment Trapping Measures. See page/paragraph ESC#4 , PLAN SHEET C-3 PLANS MUST BE ON THE JOB SITE 1 FOR INSPECTIW^ Erosion and Sediment Control Requirement#5: Cut and Fill Slopes. Seepage/paragraph ESC#5, PLAN SHEET C-3 Erosion and Sediment Control Requirement#6: Controlling Off-Site Erosion. Seepage/paragraph ESC#6 , PLAN SHEET C-3 Erosion and Sediment Control Requirement#7: Stabilization of Temporary Conveyance Channels and Outlets. Seepage/paragraph ESC#7, PLAN SHEET C-3 Erosion and Sediment Control Requirement#8: Storm Drain Inlet Protection. Seepage/paragraph ESC#8, PLAN SHEET C-3 Erosion and Sediment Control Requirement#9: Underground Utility Construction. Seepage/paragraph ESC#9, PLAN SHEET C-3 , General Note C-1 Erosion and Sediment Control Requirement#10: Construction Access Routes. Seepage/paragraph ESC#10 , PLAN SHEET C-3 Erosion and Sediment Control Requirement#11: Removal of Temporary BMPs. Seepage/paragraph ESC#11, PLAN SHEET C-3 Erosion and Sediment Control Requirement#12: Dewatering Construction Sites. Seepage/paragraph ESC412 , PLAN SHEET C-3 Erosion and Sediment Control Requirement#13: Control of Pollutants Other than Sediment on Construction Sites. Seepage/paragraph ESC#13 , PLAN SHEET C-3 Erosion and Sediment Control Requirement#14: Maintenance. Seepage/paragraph ESC#14 , PLAN SHEET C-3 Erosion and Sediment Control Requirement#15: Financial Liability. Seepage/paragraph ESC#15, PLAN SHEET C-3 & GENERAL NOTE#4 , SHEET C-1 ®#2: Preservation of Natural Drainage Systems. Natural drainage patterns shall be maintained, and discharges from the site shall occur at the natural location to the maximum extent practicable. Seepage/paragraph DR. REP . 3 .m. (Existing) & 4 . F. (Proposed) #3: Source Control of Pollution.Source control BMPs shall be applied to all projects to the PP P J maximum extent practicable. Source control BMPs shall be selected,designed, and maintained according to an approved manual. See page/paragraphCONSTRUCTION: per Checklist #1 PERMANENT: GENERAL NOTE 3, SHEET C-1 (EVENTUAL TENANTS NOT KNOWN) ©#4: Runoff Treatment BMPs. m All projects shall provide treatment of stonwater.Treatment BMPs shall be sized to capture and treat the water quality storm,defined as the six-month, twenty-four hour storm. The first priority for treatment of stormwater shall be to infittrate as much as possible of the water quality design storm into the ground. Pretreatment of stormwater prior to t�, infiltration into the ground may be required. .`� See page/paragraph DR. REP. 4 .d. INFILTRATION POND: DR. REP. APP D, SHEET PLAN C-4 o� -IN t �� 2 -Q�`°�' I � ®#5: Streambank Erosion Control.The requirement below applies only to situations where stormwater runoff is discharged directly or indirectly to a stream, and must be met in addition to meeting the requirements in minimum requirement#4, Runoff Treatment BMP's. Seepage/paragraph NO DESIGN DIRECT DISCHARGE TO STREAM (100°s INFILTRATION) N/A 0#6:Wetlands.Stormwater discharges to wetlands shall maintain the wetland's natural hydroperiod and flows to the extent needed to preserve or enhance its existing functions and values. Prior to proposing discharge of higher volumes of stormwater to a wetland, alternative discharge,detention, and infiltration practices located in areas outside the wetland shall be evaluated and employed by the project engineer where feasible and practicable. See page/paragraph NO DESIGN DISCHARGE TO WETLAND N/AO#7:Water Quality Sensitive Areas.Where the Mason County commissioners or their designee determine that the minimum requirements do not provide adequate protection of water quality sensitive areas, either on-site or within the basin, more stringent controls shall be required to protect water quality. An adopted and implemented basin plan (minimum requirement#9)may be used to develop requirements for water quality sensitive areas that are tailored to a specific basin. See page/paragraph NOT APPLICABLE 0#8: Off-Site Analysis and Mitigation. Downstream Analysis May Trigger Additional Requirements.The project engineer shall provide a detailed qualitative analysis of the flow path of the discharge from the project site to the receiving water. This requirement shall apply to all projects where a drainage and erosion control plan is prepared, including those proposing retention facilities. This analysis shall include flow routing, and provide existing pipe and channel sizes and estimated capacities. In addition, the project engineer shall discuss any known or expected downstream erosion, flooding, or water quality problems, including those that may be caused by interflow from the proposed retention facility. The director or designee shall have the discretion to specify the distance and level of detail to be provided by the project engineer. In making this determination, the director or designee shall consider such factors as the relative size of the new development, availability of other hydrologic work for the drainage area, and the extent to which stormwater generated on the project site is to be infiltrated. See page/paragraph DR. ; REP. 7 . , APPENDIX C N/AO#9: Basin Planning. Basin plan supersedes Manual See page/paragraph NOT APPLICABLE 0#10: Operation and Maintenance. An operation and maintenance schedule shall be provided for all proposed stormwater facilities and BMPs, and the party(or parties) responsible for maintenance and operation shall be identified. An operation and maintenance(O&M)covenant will be required to cover all privately owned and maintained stormwater facilities approved by the director. O&M Covenant forms are available at the Mason County public works office.A copy of the completed instrument shall be recorded with the county auditors'office by the proponent and a copy of the recorded instrument is required to be submitted to the public works department prior to final approval of the completed permanent stormwater facilities. See page/paragraph DR. REPORT 14 , GENERAL NOTE 6 SHEET C-1 & ESC415 , SHEET C-3 T;?E Sc G PLANS MUST BE ON THE JOG SITE 3 FOR INSPECTION" OCT-16-200! 12:DCPV FRCK-1ADK JO NSN CCIISTRUCTIOM 7-95 P-00114Qf f-333 tit:� �iaril perfWTarCe T.MWirg,fl other apM)ria 5NI 114 requimd for 6 pCflle&5 tD ltlwe comp6anW%,-rM Lh--E standard ia. Sep pap/pazgW-ham 15 & GM ERAS, NGI:E 2, PLAN SHEET C•r X ESC#15, PLAN SHEET C-3, & GENERAL NOTE 5, PLAN SHEET C-1 I outlfy that the si r pin subm tcd fir tb4, ;mject f uln a the awkcAbJe pmvf-oars of the M Stamvaw>1r+.muA. o►-Z1 --09 t D-r�OroB NEL ,09 nLv�- EXPIRES o-T -)3-09—` THE..; OLANS MUST BE ON THE JOB SITE FOR INSPECTION' ITEMS TO CONSIDER WHEN COMPLETING THE CHECKLIST ®Is your project in either the Allyn and Belfair UGA? If so,needs to meet the 2005 Stormwater Manual. PLAT APPLICATION PRE-DATED ALLYN PLAN N/A ❑Does the drainage affect WSDOT Ditches. If Yes,contact must be made with WSDOT. N/A❑Runoff that satisfies 1992 Manual requirements does not necessarily meet WSDOT standards for runoff into their ditchlines ❑X Is runoff affecting County or private ditches? Needs to be addressed. What are the impacts downstream? Are they addressed. X❑Has water quality and quantity BMP's been provided as required? N/A❑Has provision been made to resize culverts if required? 0 Have you provided calculations for basin(s)conveying to point of compliance? DR. REP. APPENDIX C X❑Have you provided calculations for stormwater features:pond sizing,conveyance Systems,etc. DR. REP. APPENDIX C N/A ❑Does Geological Assessment/Report address stormwater features placed near slopes? N/A❑Do we need to recommend more BMP's N/A[]Does your proposal disrupt natural drainage systems and if so what is the mitigation? Q Is the designer's PE Stamp and signature provided on calculations and drawings? THESE Pt"Sg SITE BE Ot THE 10 - FOR 1NSPECT100 5 Michael F. Wnek, P.E., PS Consulting Civil Engineer 3388 NW Byron St., Suite 200 Silverdale, WA 98383 360-692-3802 r em(t--Vk I Final Drainage Report Corbit-Other-Side Belfair Assessors No. 123213400030 located in: MASON COUNTY prepared for: S & J JOHNSON LLC PO Box 488 Belfair, WA 98528 January 21 , 2008 Revison #1, January 21, 2009 (Minor edits for coordination with Mason County Stormwater Checklist) Project Number- 411 Po A ' A(4IV$ MUST BE F ? I�SG�f., SITE � F'ECT1�;+� -oho �1660 ffi By the seal and signature here axed, �F RF ISTER�° 1 certify that the enclosed report was SSIoNAL accomplished by myself, and that 1 am currently a registered engineer of good EXPIRES 07/13/09 standing in the State of Washington. Corbit-Other-Side Michael F. Wnek, P.E. Final Drainage Report January 21, 2009 TABLE OF CONTENTS 1. VICINITY MAP.................................................................................:.............................................................................................................3 2. PROJECT DESCRIPTION.............................................................................................................................................................................3 a. Overview....................................................................................................................................................................................................3 b. Type of Permits.........................................................................................................................................................................................3 C. Size and Location of Project Site..............................................................................................................................................................3 d. Legal Description.......................................................................................................................................................................................3 e. Proposed Land Use...................................................................................................................................................................................3 f. Proposed Site Improvements....................................................................................................................................................................3 g. Proposed Impervious Surfaces.................................................................................................................................................................3 h. Proposed Landscaping&Pervious Surfaces............................................................................................................................................3 3. EXISTING CONDITIONS...............................................................................................................................................................................4 a. Topography...............................................................................................................................................................................................4 b. Land Cover................................................................................................................................................................................................4 C. Land Use...................................................................................................................................................................................................4 d. Abutting Property Land Cover&Use........................................................................................................................................................4 e. Offsite Drainage Onto Property.................................................................................................................................................................4 f. Environmentally Sensitive Areas...............................................................................................................................................................4 g. Wells..........................................................................................................................................................................................................4 h. Septic Systems..........................................................................................................................................................................................4 I. Fuel Tanks.................................................................................................................................................................................................4 J. Soils...........................................................................................................................................................................................................4 k. Groundwater..............................................................................................................................................................................................4 I. Adjacent Drainage Facilities......................................................................................................................................................................5 M. Drainage Discharge Points...................................................................................................................................................................5 n. Relevant Reports.......................................................................................................................................................................................5 4. DEVELOPED SITE DRAINAGE CONDITIONS.............................................................................................................................................5 a. Proposed Land Cover................................................................................................................................................................................5 b. Potential Storm Runoff Quantity&Quality Impacts...................................................................................................................................5 C. Proposed Runoff Quantity Control.............................................................................................................................................................5 d. Proposed Runoff Quality Control...............................................................................................................................................................5 e. Proposed Storm Collection&Conveyance...............................................................................................................................................6 f. Discharge Point.........................................................................................................................................................................................6 5. WATERSHED DESCRIPTION.......................................................................................................................................................................6 a. Contributing Basin.....................................................................................................................................................................................6 b. Receiving Waters......................................................................................................................................................................................6 C. Project Basins............................................................................................................................................................................................6 d. Bypass.......................................................................................................................................................................................................6 6. DESCRIPTION OF UPSTREAM BASINS.....................................................................................................................................................6 a. Sources of Runoff Onto Project Site..........................................................................................................................................................6 b. Existing Drainage&Erosion Problems......................................................................................................................................................6 7. DOWNSTREAM ANALYSIS(Level 1)...........................................................................................................................................................7 a. Area Basin Limits Narrative.......................................................................................................................................................................7 b. Resource Information................................................................................................................................................................................7 c. Field Inspection.........................................................................................................................................................................................7 d. Area Basin Map.........................................................................................................................................................................................7 e. Area Basin Characteristics........................................................................................................................................................................7 f. Structures&Channel................................................................................................................................................................................7 g. Problem Areas...........................................................................................................................................................................................7 8. SOILS REPORT.............................................................................................................................................................................................7 9. GEOTECHNICAL REPORT...........................................................................................................................................................................7 10. HYDROLOGICAL ANALYSIS....................................................................................................................................................................7 a. Curve Numbers(CN)&Infiltration Rates..................................................................................................................................................7 b. Time of Concentration(ToC).....................................................................................................................................................................8 C. Impervious Area........................................................................................................................................................................................8 d. Project Runoff Volumes&Peak Discharges.............................................................................................................................................8 e. Un-captured Project Runoff.......................................................................................................................................................................8 f. Upstream Basin/Upstream Bypass..........................................................................................................................................................9 11. BASIN MAPS.............................................................................................................................................................................................9 12. HYDRAULIC DESIGN COMPUTATIONS.................................................................................................................................................9 a. Water Quality Feature...............................................................................................................................................................................9 b. Piping.........................................................................................................................................................................................................9 C. Backwater..................................................................................................................................................................................................9 d. Downstream Structures.............................................................................................................................................................................9 13. EROSION&SEDIMENTATION CONTROL DESIGN...............................................................................................................................9 a. Erosion Control Objectives........................................................................................................................................................................9 b. Erosion Control/Temporary Water Quality Facilities................................................................................................................................9 TNrcE PLANS MUST BE 1 Ou THE:J013 SITE FOR INSPECTION Corbit-Other-Side Michael F. Wnek, P.E. Final Drainage Report January 21, 2009 C. NPDES......................................................................................................................................................................................................9 d. Re-vegetation Plan..................................................................................................................................................................................10 e. Soil Stability.............................................................................................................................................................................................10 f. Computations for Conveyance................................................................................................................................................................10 g. Computations for Sediment Containment................................................................................................................................................10 14. Maintenance&Operation Manual...........................................................................................................................................................10 APPENDIXES VICINITY MAP Al PROPERTY REPORTS AND LEGAL DESCRIPTIONS A2 AERIAL PHOTO A3 ASSESSORS MAP A4 SOILS MAP A5 ISOPLUVIAL MAP—2 YEAR B1 ISOPLUVIAL MAP— 10 YEAR B2 ISOPLUVIAL MAP—100 YEAR B3 HYDROLOGIC SOIL GROUP OF THE SOILS FOR PUGET SOUND 2 pages) B4 MODIFIED CURVE NUMBERS B6 SOIL INFILTRATION RATES B7 USGS MAP C1 WATERSHED MAP C2 NORTH BASIN HYDROLOGY CALCULATIONS 8 pages) D1 SOUTH BASIN HYDROLOGY CALCULATIONS 8 pages) D9 Figure III-2.14 HEADWATER DEPTH D17 Figure III-2.1 PIPE FLOW D18 BIOSWALE CALCULATIONS 2 pages) D19 PROJECT BASIN EXHIBIT D21 SEDIMENT POND SIZING E1 2 Corbit-Other-Side Michael F. Wnek, P.E. Final Drainage Report January 21, 2009 1. VICINITY MAP See attached Vicinity Map. 2. PROJECT DESCRIPTION a. Overview The project parcel is on the west side of the railroad of an existing industrial area under the same ownership. There currently is one existing industrial building (maintenance shop) on the parcel. This project will grade an access road and various building pads. Stormwater retention ponds are designed by this report to service the entire parcel, so that in the future, only building permits will be necessary to construct the buildings. b. Type of Permits GRADING MASON COUNTY NPDES WA DEPT. OF ECOLOGY c. Size and Location of Project Site Parcel Size: 9.63 Acres Project Size: 9.63 Acres Location: Mason County (Belfair) d. Legal Description Site Address: NE PENINSULA BLVD Assessor's Parcel Number: 123213400030 Legal Description: Section 16, T 25 N, R 1 E, W.M. Land Use: Industrial Urban Growth Area: Belfair e. Proposed Land Use Industrial/ Manufacturing Building Pads w/ parking and access for leasing f. Proposed Site Improvements Approximate 6 new building pads and parking areas, including access road and utilities. g. Proposed Impervious Surfaces Pre-existing Impervious Area: 0.21 acres Pre-existing Imp. Description: Metal building Total Project Impervious Area: 3.67 acre (40% of project size) Impervious Area Description: Asphalt Pavement & Roofs Net New Impervious Area: 3.46 acre h. Proposed Landscaping & Pervious Surfaces Grasses & landscaping, typical for zone. 3 Corbit-Other-Side Michael F. Wnek, P.E. Final Drainage Report January 21, 2009 - 3. EXISTING CONDITIONS a. Topography Average Slope: 20% Maximum Slope: 35% Declivity: West An east-west ridge bisects the parcel and is also the divide between two watersheds. b. Land Cover Existing Impervious Area: 0.21 acre Existing Impervious Type: metal building & pavement Existing Previous Area: 9.42 acres Existing Pervious Type: Second growth forest c. Land Use Industrial d. Abutting Property Land Cover& Use Industrial and Residential e. Offsite Drainage Onto Property The railway to the east intercepts all upstream drainage that would occur from the east, and routes it to a single culvert crossing under the railroad grade. See Section 6. f. Environmentally Sensitive Areas Creeks, Lakes, Ponds, Wetlands - None Ravines, Gulleys, Steep Slopes - Slopes Springs, Env. Sensitive Areas - None g. Wells The parcel is served by public water. h. Septic Systems The existing maintenance shop has a septic system. All neighboring developed parcels contain septic systems. There is no public sewer available in the Belfair area. i. Fuel Tanks None known. j. Soils Everett k. Groundwater None known. 4 Corbit-Other-Side Michael F. Wnek, P.E. Final Drainage Report January 21, 2009 I. Adjacent Drainage Facilities Strom Sewers: None Roadside Ditch & Culverts: None Upstream Detention: None Downstream Detention Systems: None m. Drainage Discharge Points North- and south-westerly n. Relevant Reports Soils: Separate Report: Soils Report Michael F. Wnek, P.E., PS 01-21-08 Geotechnical: None Wetland / Stream: None Other: None 4. DEVELOPED SITE DRAINAGE CONDITIONS a. Proposed Land Cover Impervious area used for hydrology calculations: North Basin = 34% South Basin = 42% See 2.f. and 2.g. b. Potential Storm Runoff Quantity & Quality Impacts Quantity: Since the project will create greater than 5,000 square feet of impervious area, runoff quantity controls must be considered. Quality: Siltation of the storm runoff is possible during construction. Oil & sediment contamination from vehicle drippings on the access and parking areas is possible after the project is completed. Runoff quality control must be provided. c. Proposed Runoff Quantity Control Quantity control will be accomplished by an infiltration (retention) pond. The pond is designed to meet the following criteria: 100-year, 24-hr 100% infiltration d. Proposed Runoff Quality Control Water quality for the project will be accomplished by settling ponds (as noted in the King County, Washington, Surface Water Design Manual 4.5.4; 10% of retention pond surface area) and biofiltration swales (bioswales) and spill-control oil-water separators. l ANs MUST BE 5 ThE0 PHu JOB c`CEt FOR 105PE(; Corbit-Other-Side Michael F. Wnek, P.E. Final Drainage Report January 21, 2009 e. Proposed Storm Collection & Conveyance All stormwater runoff from the project will be collected and routed to the storm control facilities. Conveyance will be via roadside ditch and underground piping. f. Discharge Point N/A. The project is designed to infiltrate to native soils. Only runoff above the design flows will discharge through the emergency spillways of the ponds. 5. WATERSHED DESCRIPTION a. Contributing Basin The project area flows to two separate watersheds. The project parcel and the project basins are depicted on the attached USGS and WATERSHED maps. Both watersheds eventually flow into the Union River. b. Receiving Waters Adequate Receiving Body No Downstream Enclosed Sewer or Manmade Channel No Stream or Wetland No c. Project Basins The project parcel boundaries are designated as the limits of the project basins. There are two project basins (SOUTH BASIN & NORTH BASIN) to design ponds in the separate watersheds. d. Bypass There is no uncaptured bypass for the project. 6. DESCRIPTION OF UPSTREAM BASINS a. Sources of Runoff Onto Project Site Prior to the individual development east of the railroad, the upper limits of the Irene Creek watershed flowed under the railroad in a 24" culvert (see USGS Map). The development east of the railroad discharges runoff to an infiltration pond and currently runoff from the eastern portion of the Irene Creek watershed only reaches this culvert in severe overflow situations. The Viola Creek watershed does not have a railroad culvert that allows upstream flows into the project. b. Existing Drainage & Erosion Problems No obvious drainage/erosion problems within the project or the upstream basin. 6 Corbit-Other-Side Michael F. Wnek, P.E. Final Drainage Report January 21, 2009 7. DOWNSTREAM ANALYSIS (Level 1) a. Area Basin Limits Narrative Project Basin —The project basin is defined by the project parcel boundaries. Upstream Basin — None Downstream Basin —The project is within two separate downstream watersheds, both of which eventually flow into the Union River. b. Resource Information Mason County storm utility records. c. Field Inspection A general field inspection of the storm flow route was performed for 1/4 mile downstream of the project. d. Area Basin Map See attached USGS MAP & WATERSHED MAP exhibits in Appendix. e. Area Basin Characteristics In general the downstream basin is large-parcel, single-family residential parcels. f. Structures & Channel Specific structures, channels, & drainage routes are shown on the USGS MAP exhibit in the Appendix. g. Problem Areas There are no obvious drainage problems along the immediate downstream route. 8. SOILS REPORT Attached as separate report. 9. GEOTECHNICAL REPORT None warranted. 10. HYDROLOGICAL ANALYSIS The hydrological analysis is based on Santa Barbara Urban Hydrgraph methodology; using StormShed 2G software. The storm type is 1K. Facilities are designed for the criteria listed in paragraphs 4b. & 4c. a. Curve Numbers (CN) & Infiltration Rates Everett: Group A Coarse Sand & Gravel Infiltration design uses a safety factor of 2. S N►UST BE THESE PLAN SITE 011 TtiE JOB 'FOR itgcI?E`I10 7 Corbit-Other-Side Michael F. Wnek, P.E. Final Drainage Report January 21, 2009 b. Time of Concentration (ToC) Existing: Not applicable. Developed: Use minimum times for pervious & impervious Minimum Time of Concentration rates: Pervious: 10 minutes Impervious: 5 minutes c. Impervious Area The final design of individual building pads is not currently know, impervious area is estimated from preliminary conceptuals. North Basin 1.66 acre 34% South Basin 2.01 acre 42% d. Project Runoff Volumes & Peak Discharges NORTH BASIN BASIN 6-MONTH 100-YEAR cfs cfs Existing Condition - - Allowable Project Discharge - - Developed Condition (prior to retention 0.8671 4.9522 NORTH POND NAME SURFACE AREA VOLUME s c Total Pond 8,255 48,414 Settling Pond 1,630 5,138 Infiltration Pond 8,255 43,021 SOUTH BASIN BASIN 6-MONTH 100-YEAR cfs cfs Existing Condition - - Allowable Project Discharge - - Developed Condition (prior to retention 1.0488 5.2021 SOUTH POND NAME SURFACE AREA VOLUME s c Total Pond 10,098 56,365 Settling Pond 1,594 4,735 Infiltration Pond 10,098 51,309 e. Un-captured Project Runoff All project runoff is captured & treated prior to release. 8 Corbit-Other-Side Michael F. Wnek, P.E. Final Drainage Report January 21. 2009 f. Upstream Basin / Upstream Bypass A ditch will be constructed along the south side of the parcel to convey any flows that reach the railroad culvert, that conveys any Irene Creek watershed runoff, around the project. 11. BASIN MAPS A PROJECT BASIN exhibit is attached in the appendix that shows the division of the two project basins. 12. HYDRAULIC DESIGN COMPUTATIONS a. Water Quality Feature Bioswale calculations are attached in the Appendix. The desirable minimum length of 200-feet is not available, therefore a 100-foot length is used and the calculated width is doubled. b. Piping Minimum pipe sizes are 18"-diameter where the storm system carried the entire design basin flow (100-year design). c. Backwater The layout of the project storm sewer does not warrant backwater calculations. d. Downstream Structures No calculations warranted. 13. EROSION & SEDIMENTATION CONTROL DESIGN a. Erosion Control Objectives To prevent sediments from leaving the project site to adjacent properties or downstream channels. b. Erosion Control /Temporary Water Quality Facilities The following temporary erosion control facilities will be used for construction: Construction Entrance Filter Fabric Fence & Hog Fuel Berm Sediment Pond (KC Figure 3-7, p. 36-26) The retention pond areas will be used for erosion control. This will require leaving 1'-2' of unexcavated buffer soil during the erosion control phase. Final grades of the retention ponds shall be excavated after project sediment is available upstream. c. NPDES The project area involves over 1 acre, and therefore will require an NPDES permit. 9 Corbit-Other-Side Michael F. Wnek, P.E. Final Drainage Report January 21, 2009 d. Re-vegetation Plan The pervious areas will be re-vegetated with grasses or landscaping after construction. e. Soil Stability All slopes will be designed at 2:1 or flatter. Retaining walls may be required at some locations. Walls over 4' in vertical height will require separate building permits. f. Computations for Conveyance The erosion control facilities involving conveyance need to be designed for the 2-year, 24-hour storm event, minimum. g. Computations for Sediment Containment The sediment ponds are at the retention pond locations. Sizing calculations are attached in the Appendix. 14. Maintenance & Operation Manual All temporary erosion control facilities will be removed from the site at the completion of construction. The storm water features on the site (storm piping, detention system, water- quality vaults) will require periodic inspection and annual maintenance. An Operations & Maintenance Manual will be prepared for the project after construction is completed, and when "as-built" plans are finalized. GACivileng\411-Corbit-Other-Side\Storm\DOCS\Drainage Report.Doc 10 Corbit-other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 VICINITY MAP PROJECT LOCATION z m w z NE NEWKIR : RD 0 0) 0 m Lu,-j z U) LL z Lu Olt% 10 ,gs OD CANAL ANS MSS? BE 5, pt OF0 C A-1 Corbit-Other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 Parcel number: 123213400030 View Map Owner Information S &J JOHNSON LLC PO BOX 488 BELFAIR WA 98528-0488 Taxpayer Information S &J JOHNSON LLC PO BOX 488 BELFAIR WA 98528-0488 Legal Description TR 3 OF SE SW S 28/106 PCL 1 BLA#03-14 BLA#03-14(R)AF#1779502 Site Address .................................. 10 NE PENINSULA BLVD BELFAIR 11 NE PENINSULA BLVD BELFAIR 120 NE PENINSULA PL BELFAIR 50 NE PENINSULA BLVD BELFAIR Reval Area ? 2 Field Sheet `:' FS 05301:01 Land Size* 19.01 Land Use ? UTILITIES Tax Code ? 241 Tax Code Description `•' 1 403 A P3 F2 L C H Census Tract Click Here Corbit-other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 AERIAL PHOTO IL ` m � . _ � PROJECT ti . • LOCATION 3 ' A PZ ir ` Ir THEE PLANS MUST BE 014 �'N� EC�tC�E'� VOR A-3 Corbit-other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 ASSESORS MAP 123213200031 123213190060 123213190031 123213100031 PROJECT 123213290100 123213190032 LOCATION 123213200030 123213102000 123213192010 123213190034 12321 00033 4rrrli�' 9tlrlrirlitrr�' w i i ; ■ w r +r 123213400020 yam^`',—..�t123213400010 ��' ■ r w • �V`\ j 123213300020 ■ .23211111111 ■ F .r!lsrrrlrlrrrr■rrr' 123213400040 r 123213490060 J 123213490080 123213400030 123213490070 123213490050 1232143 123213400000 123213300010 123213490020 123282190040 A-4 Corbit-other-Side Michael F. Wnek, P.E., PS Drainage inage Report January 21 2008 SOILS MAP PROJECT i 1 Y. � LOCATION ,4 .•. *' at - art' ,� $/ � .,... . r ry + F� Ef= Everett Eg = Everett 4NS MUST BE :' ' JoosiTE FLE� 1tvSpECT�©�� A-5 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN 124 123 122 121 49 25 _ 15 x 0 a w wt ! w altaa x 2 E l L A s 8E K I.M• D OLGA �r nv FRIDAY HARBOR 11 RT STA LEY MT y 40 .� ,tr r • R( NEr \� � 40 �= T " 302520 i 1 11 w 1 1 R i� 4 8 I s \ ssK 4� I 3 i i5 ERETi 1 ri 25 C 1 5 3.5" 30 5 a! 5 i. 45 a AO r 1 20 3 45 r 40 35 COMA �_ 2 47 �' 1 I AB DE N 8 30, m _ 25 25 �— te: 3 I 35 s 17 40 • CENT s 14� 20 i0 YAKI 20 1 + t 45'i s 40 2 1 � 35 2 L + 11 ,ADA 46 _ _ u 55 , � 45 WASNlNGTON a 25 B K PIK EN E 10� 0 10 20 30 40 2 a5 MILES 20 Figure 25 25--- NOAA ATLAS 2, Volume Ili ISOPLUVIALS IJIF 2-YR 24-HR PRECIPITATI N IN Prepared by U.S.Department of C merce TENTHS OF A(�INCH Nations Oceanic andAtmospheric ministration — J National Weather Service,Office of Hydrology Prepared for U.S.Department of riculture, Sall Conservation Service,Enginee ng Division 124 123 122 — — -- 121 III-1-44 FEBRUARY, 1992 B-1 � L FAR WIN iTACOMA 307 j - - •o i • STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN 124 123 122 121 49� ' —--�— —45 4 _ 80 ELL+ 5 5J 40 i J 45 , o r GA C i 55 44� .. f � }} fFtiC.I�r r1AH�loi: -PORT span:• . Q'� , 0 70 5 5 8085 3 30 / i 70 0) i T _ 5 5 i0 6 0 75 �r I c l 4 - �35OAS 3 , �5' 1I �' 55 75 � , �4935��.2 0 ax 4 8 O^ 3 ,� L"• t 0 7540L,t B0 1 5 45 t 0 l 85•. 7 I 9Q s, 90\ 1 n c la I 10M. `" ss .5 1 7.0 i �dl 5 ,s 10q < f '; , f 5 s 90 AT 5 0 tC 4 I y t 40 cI P s 5 so 00 1 so l' 7 Ia s 5 5 7S 4 55 '47 Is ins 5� I, rl 3 \ 5 0 A F3 N ^ 652 2 1 2 9 25 4 .E r T H L �IO 22 �'raKi 100 55 I 5 0 5 O 45 c0 70 Q- ,o O BD s 5 U s � - \ 46 � 65�60 55o by � 1 8 AD M,�30 6 7 WASHINGTON 40 � � : � ,a >�50 \ I �Kll EN E 10 0 10 20 30 40 MILES 40 i sn`ss50/535 —' imor Figure 30 I NOAA ATLAS 2, Volume IX 45 50 55 60 65 'Prepared by U.S.Department o}C coerce ISOPLLIVIAL5 F 100-YR 24 HR PRECIPITI�TION ;National Oceanic andgtmospheric ministration IN TENTHS OF N INCH National Weather Service,Office of Hydrology Prepared for U.S.Department of AA riculture, i Soil Conservation Service,Engineer ng Division 124 123 122 121 III-1-46 FEBRUARY, 1992 B-3 STOR14WATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Table ID-1.6 Hydrologic Soil Groups fog Soils in the Puget Sound Basin Hydrologic Soil Hydrologic Soil Fse—.,TYp. Group Soil Type Group Agnew C Colter C Ahl B Custer ND Arts C Dabob ND Alderwood C Delphi D Arents,Alderwood a Dick ND Arenta,Everett B Dimai D Ashoe B Dupont D Baldhill B Firirnom C Barneston C Edgewick C Baumgard B Eld B Beausite B Elwell B Belfast C Eac�u"l................... Bellingham D ...... ......... :Everett........................................ Bellingham variant C Everson D Boistfort B Galvin D Bow D Getchell A Briscot D Giles B Buckley C Godfrey D Bunker B Gmenwater A Cagey C Grove C Carlsborg ND Haradno C Casey ND Hartrtit ND Cassolary C Hoh ND Cathcart B Hoko ND Centralia B Hoodsport ND Chehalis B Hoogdal C Chcsaw A Hoypus ND Cinebar 8 Huel ND Clallam C Indianola ND Clayton B Jonas B Coastal beaches variable Jumpe ND Kapowain CID Kalaloch C Katula C Renton D Kilchis C Republic B Kitssp C Riverwaah variable Klaus ND Rober C Klone ND Salal C Lates C Salkum B Lebam B Sammamish D L nmmt ND San Juan ND Lynnwood ND Scamman D Lystair ND Schneider B Mal C Seattle D Manley B Sekiu' ND Mashel B Semiahmoo D Maytown C Shalcar D McKenna D Shano B McMurray ND Shelton C Melbourne B Si C Menzel ND Sinclair r UST B� Mixed Alluvial variable Skipopa '�I A �S D T . .. Molson B Skykomish SITE B Mukilteo CID Snahopiah iat T�n', ND Naff B Snohomish D Nargsr A Solduc B National ND Solleks ND Neilton A Spana D III-1-9 FEBRUARY, 1992 B-4 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Hydrologic Soil Hydrologic Soil Soli Type Group Soil Type Group Newberg B Spanaway AIB Nisqually B Springdale B Nooksack C Sulaavar B Norms CID Sultan C Ogarty C Sultan variant B Olete NO Sums& C Olonxn= C Swardown ND Olympic B Tacoats D Orcaa D Tamvax NO Oridw D Tealwhit ND Oiling NO Tenino C Oso C Tisch D Ovall C Tokul NO Pastik C Townsend C Pheeney C Triton ND Phelan NO Tukwila D Pilchuck C Tukey NO Potchub C Urban variable Poulabo C Vailton B Prather C Verlot C Puget D Wapato NO Puyallup B Warden B Quetta NO Whidbey ND Quiicene ND Wilkeson B Ragnar B Winston A Rainier C Woodinville B Raught B Yelm C Reed ND Zynbar B Hydrologic Soil Group Classifications A. (Low runoff potential) . Soils having high infiltration rates, even when thoroughly wetted, and consisting chiefly of deep, well-to-excessively drained sands or gravels. These soils have a high rate of water transmission. B. (Moderately low runoff potential) . Soils having moderate infiltration rates when thoroughly wetted, and consisting chiefly of moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission. C. (Moderately high runoff potential) . Soils having slow infiltration rates when thoroughly wetted, and consisting chiefly of soils with a layer that impedes downward movement of water, or soils with moderately fine to fine textures. These soils have a slow rate of water transmission. D. (High runoff potential) . Soils having very slow infiltration rates when thoroughly wetted and consisting chiefly of clay soils with a high swelling potential, soils with a permanent high water table, soils with a hardpan or clay layer at or near the surface, and shallow soils over nearly impervious material. These soils have a very slow rate of water transmission. NO Data not currently available for this soil type. *From SCS, TR-55, Second Edition, June 1986, Exhibit A-1. Revisions made from SCS, Soil Interpretation Record, Form 05, September 1988 and various county soi ^ surveys. III-1-14 FEBRUARY, 1992 B-5 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Table III-1.3 SCS Western Washington Runoff Curve Numbers (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type lA rainfall distribution, 24-hour storm duration. LAND USE DESCRIPTION CURVE NUMBERS BY HYDROLOGIC SOIL GROUP A B C D Cultivated land(1): winter condition 86 91 94 95 Mountain open areas: low growing brush & grasslands 74 82 89 92 Meadow or pasture: 65 78 85 89 Wood or forest land: undisturbed 42 64 76 81 Wood or forest land: young second growth or brush 55 • 72 81 86 orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. Good condition: grass cover on �:75% of the 68 80 86 90 area Fair condition: grass cover on 50-75% of 77 85 90 92 the area Gravel roads & parking lots: 76 85 89 91 Dirt roads & parking lots: 72 82 87 99 Impervious surfaces, pavement, roofs etc. 9B 98 98 98 ' O en water bodies: lakes, wetlands, ponds etc. 100 100 100 100 Single family residential(2) : Dwelling Unit/Gross Acre %Impervious(3) Separate curve number 1.0 DU/GA 15 shall be selected for 1.5 DU/GA 20 pervious & impervious 2.0 DU/GA 25 portions of the site 2.5 DU/GA 30 or basin 3.0 DU/GA 34 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 PUD's, condos, apartments, %impervious commercial businesses & must be industrial areas computed (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Sec. 4, Hydrology, Chapter 9, August 1972. (2) Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good _ condition for these curve numbers. III-1-12 FEBRUARY, 1992 B-6 H w �, b H 1-- O (D H Infiltration Cation Exchange Effective H y Texture Rate Capacity Water Capacity Hydrologic 1 '� t�1 Class Hydrologic (milliequivalents/ (inches per Soil Group W W (inches/hr.) 100 grams) inch) r' Coarse Sands or Cobbles 20.00 R <5.0 - A O Sand h.27 <3.0 u.JS A F' ro m Loamy Sand 2.41 5.0 0.31 A rt y H 0 H Sandy Loam 1.02 >5.0 0.25 B K7 1 ft W Loam Z 0.52 >5.0 0.19 B r y�y CDID t'co � Silt Loam 0.27 >5.0 0.17 C n r O Sandy Clay Loam 0.17 >5.0 0.14 w C m M H Clay Loam 0.09 >5.0 0.14 D M, r- Silty Clay Loam 0.06 >5.0 0.11 D A C Sandy Clay 0.05 >5.0 0.09 D Silty Clay 0.04 >5.0 0.09 D O O r Clay 0.02 >5.0 0.08 D d Iq H W ID tTj Source(except for cation exchange capacity): Rawls, Brakenaiek,and Saxton, 1982(16) X y� lA rt H r. 2 Cation exchange capacity values are estimated from Buckman and Brady, 1969,(23) M tD P4 kD N Corbit-other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 DOWNSTREAM ANALYSIS s � ■ r r■ ■ r r ■ 1 � s� • ■ NORTH BASIN: ■ VIOLA CREEK 24 AMP WATERSHED ■ ■ � �� 'S PROJECT SITE ■s • ` ■ ■ .� »+�■ ■� �� SOUTH BASIN: IRENE CREEK ] WATERSHED ■ Q 36" concrete r r ■ i ~ KEY ■ • ditch flow r `---� culvert • ■■ ■ basin boundary py ■ ■ i�' f r ! r ■ •fooz o•�o.w.•.as ionoo•..a.- nw..ovr..om o. om.m..,....., �. C-1 4 t Belfair UGA Boundary .,• ;' County Boundary Q EGARRICK LN 4-1 .r C• OJ 5 jolal.Cr ek . r ► WSU T; 1 NE MCKNIGH_T.RD Irene HE _REF RN WI/ �/-e�'� r i' �• ... SITE `A> 1yt !.__ '' >' is `4 • tj � Llttorttl `3 °, �` ' l�c/iari Crc elt 10 Hl •1 1� 4 fit W' s� t_' ` ' �,y -- i- •NJ r } t �� � �!i ► NE BELFAIR ST y Mind; ree 1 s� z �° .Y _ •.� , `GP2 \.o Rniirance llil! -*• 1 1 w �a r Drain�r;e T MASON K1'TS, 0 � o ►'. �; 1 r� fiy "•r COUNTY; COW RE BY ERLY DR"Y ` y Tributary To Cr ti Corrlrer eek .� • Y • �� ., -- SH. ,_[�pttr Creek ,�• � •�r►�.t� ..j - WATERSHED MAP Corbit-Other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 NORTH POND Total Pond: "North-Total" EL. 185 = 2,072 SF EL. 190 = 4,780 SF EL. 194.8 = 8,255 SF Settling Pond: "North-Settling" EL. 185 = 425 SF EL. 190 = 1630 SF Infiltration Pond: "North-Retention" EL. 185 = 1,647 SF EL. 190 = 3,150 SF EL. 190.1 = 4,780 SF EL. 194.8 = 8,255 SF Record Id:NORTH BASIN Design Method SBUH lRainfall type j TYPEIA Hyd Intv 10.00 min jPeaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area(AMC 2) 3.24 ac DCIA 1.66 ac Pervious CN 68.00 DC CN � 98.00 a . _ . _. _ Pervious TC ! 10.00 min iDC TC 5.00 min i Pervious CN Cale �^ ` Description +— SubArea Sub cn ( Open spaces,lawns,parks(>75%grass) 3.24 ac 68.00 I Pervious Composited CN(AMC 2) 68.00 _. _._.. j Pervious TC Cale 1 __.TYPe._ Description ._ _Length Slope. Coeff Misc _ TT ;Fixed�� 10.00 mine Pervious TC 10.00 min G! Directly Connected CN Cale __. -- — —_�. __�__..�� _.-...._... Description SubArea I Sub cn I i Impervious surfaces(pavements roofs etc) �1.66 ac 98.00 DC Composited CN(AMC 2) 98.00 Directly Connected TC Cale - Type Description Length Slope Coeff I Misc�� +-�TT Fixed �.._ f Directly Connected TC' 5.00min D-1 Corbit-Other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 NORTH BASIN Event Summary F Event Teak ) Peak T(hrs) Hyd Vol(acft) Area(ac) Method_Raintype' �6 month 0.8671 8.00 0.3762 �4 9000 SBUHTYPElA 2year 1.6668 j 8.00_j 0.6952 4.9000 SBUH TYPEIA'� ._.___ __.-_ - _ _ 10 year 2.9788 ) 8.00 1.1664 � 4 9000 SBUHTYPElA 100 W4.9522 �8.00 1.8560 4 9000 SBUH TYPEIA "NORTH-TOTAL" CALCULATIONS PRECIPITATION Event Precip(in) 6 month 2.3300 2 year F 3 5000 10 year F 5.0 000� 1 100 year r 7.0000 LPOOL NORTH SUMMARY using Puls Start of live storage: 185.0000 ft i_ _..._ _... _ Event thatch Q(cfs) Peak Q(cfs) Peak Stg(ft) Vol(cf) Vol(acft)'!Time to Empty. �0.8692 1 0.5211 F_185.3311 , 7116.24 F0.0164 25.17 2 year 1.6700 0.6298 186.1979 2870.63 0 0659 25.33 �_ __ - _ 2 - j 10 year j 2.9834 0.8371 187.8512 8109.65 0. 1862 j 25.50 }100 year 4.9587 1.1424 190 2142 18171.00 F0 4171 } 28.50 BASIN SUMMARY BasinID Event Peak Peak T Peak Vol (ac- G A a � I (cfs) ; (hrs) ( cf) (ac) IMethod/Loss Raintype ;NORTH BASIN 6-month 0.8692 8.00 i 0.3769 4.90 SCS 'FTYP ElA NORTH BASIN 2 year 1.6700 _ -w 0 0.6963 �- 4.90 SBUHISCS TYPEIA' NORTH BASIN 10 year 2.9834 1 8.00 1.1680 4.90 j SBUH/SCS TYPEIA .._... . r._ _ _..-_::_ _.. : �_..:_... _::.:: }._............. _ ;NORTH BASIN 100 year ! 4.9587 ( 8.00 1.8582 } 4.90 SBUH/SCSTYPEIA HYDROGRAPH SUMMARY HydED Peak Q(cfs)!Peak T(hrs)''Peak Vol(ac-ft) Cont Area(ac).1 6-month out 1 0.5211 ( 8.33 ) 0.3769 4.9040 ! _ _ 2 year out 0.6298 9.17 0.6963 4.9040 ,10 year out j 0.8371 10.17 1.1680 4 9040 -- -- _...__ 100 year out( 1.1424 11.33 1.8582 4.9040 D-z Corbit-Other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 i Record Id: LPOOL NORTH jDescrip: ;Level Pool Routing Increment 0.10 ft I.Start El. 190.0000 ft [Max El. 200.0000 ft r g I Storage Node NORTH-TOTAL jDischarge Node INFIL Record Id: INFIL Descrip: ;Prototype Structure Increment �0 10 ft I I Start El185 0000 ft IMax El. 200.0000 ft .. _ .. _ ,Infiltration rate 1100000 in/hr WP Multiplier 1 00 _ _ _ Stage Discharge Rating Cur v e ;187 6000 ft E0.8056 cfs 192.6000 ft 1.5422 cfs' 185.0000 ft 0.0000 cfs;190.0000 ft 1.1065 cfs 187.7000 ft 0.8181 cfs 00 192.70 ft�1.5590 cfs' _._ ........_ - _ 185.1000 ft 0.4922 cfs 190.1000 ft(1.1232 cfs U 87.8000 ft,0.8307 cfs 192.8000 ft�1 5757 cfs 185.2000 ft 0.5047 cfs 190.2006 ft[1 1400 cfs „187.9000 ft j0.8 2 cfs 192.9000 ft!1.5925 cfs 185.3000 ft'0.5172 cfs 190.3000 ft 1.1568 cfs 1188.0000 ft 0.8557 cfs ',193.0000 ft 1.6092 cfs 185.4000 ft 0.5298 cfs 1190.4000 ft I1.1735 cfs 1188.1000 ft 0.8683 cfs 193.1000 ft 1.6260 cfs 185.5000 ft 0.5423 cfs 1190.5000 ft i 1.1903 cfs 1188.2000 ft 0.8808 cfs 193.2000 ft 1.6427 cfs 185.6000 ft 0.5549 cfs 190.6000 ft j 1.2070 cfs 1188.3000 ft 0.8934 cfs 193.3000 ft 1.6595 cfs 185.7000 ft 0.5674 cfs 1190.7000 ft 1 2238 cfs 1 188.4000 ft 10.9059 cfs 193.4000 ft 1.6763 cfs 185.8000 ft 0.5799 cfs 190.8000 ft 11.2405 cfs 1 188.5000 ft 0.9184 cfs 193.5000 ft 1.6930 cfs 185.9000 ff� 5925 cfs 1190.9000 ft 1.2573 cfs 188.6000 ft�0.9310 cfs 193.6000 ft 1 7098 cfs 186.0000 ft 0.60 0 1191.0000 ft;1.2741 cfs E ;188.7000 ft0.9� 435 cfs 193.7000 ft 1.7265 cfs 186.1000 ft 0.6175 cfs 191.1000 ft 11.2908 cfs j 188.8000 ft E0 9 0 193.8000 ft 1.7433 cfs 186.2000 ft'0.6301 cfs 191.2000 ft i 1.30 6 !188.9000 ft�0.9�686 cfs 193.9000 ft 1.7601 cfs _ .... _ �.. _. _ _.._.._ 186.3000 ft`0.6426 cfs 191.3000 ft 1 3243 cfs i 189.0000 ft�0 11 cfs 194.0000 ft 1.776 cfs 186.4000 ft 0.6551 cfs[191.4000 ft 1 3411 cfs 11 89.1000 ft'0.9936 cfs;194.1000 ft:1.7936 cfs,i 186.5000 ft;0.6677 cfs 191.5000 ft 1.3579 cfs 189.2000 ft 1.0062 cfs 194.2000 ft 1.8103 cfs 13746 fs 1 ; 0ft 1.0187 cfs 194.3000 f 1.8271 cfs186.6000 f0.6802 cfs 191.6000 ft 186.7000 ft'0 6928 cfs 191.7000 ft T3914 cfs 189.4000 ft[1.0313 cfs.194 4000 ft 1.8438 cfs 186.8000 ft 0.7053 cfs 191.8000 ft 11.4081 cfs 189.5000 ft 1.3 cfs;194.5000 ft 1.8606 cfs' 186.9000 ft 0.7178 cfs 191.9000 ft fl 4249 cfs 189.6000 ft1.OSfi3 cfs.194.6000 ft 1.8774 cfs 187.0000 ft'0.7304 cfs 192.0000 ft 1.4416 cfs 189.7000 ft 1.0689 cfs j 194.7000 ft 1.8941 cfs 187.1000 ft1 0.7429 cfs 192.1000 ft'1.4584 cfs ,189.8000 ft 11.0814 cfs 194 8000 ft 1.9109 cfs 187.2000 ft 0.75- 54 cfs 192.2000 ft 1.4752 cfs .189.9000 ft 11.0439 cfs:194.9000 ft 9276 cfs 187.3000 ft 0.7680 cfs 192.3000 ft'1.4919 cfs 194 8000 ft 1.9109 cfs _ _........... 187.4000 ft 0.7805 cfs 192.4000 ft 1.5087 cfs 187.5000 ft i0.7931 cfs 192.5000 ft 1.5254 cfs _ _ ..... _. D-3 Corbit-Other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 Record Id: NORTH-TOTAL Descri 'Prototype o Record Increment 0.10 ft -..P Start El. 1185.0000 ft Max El. 194.8000 ft Stage Area _ Stage(ft) Area(Sf) _ 1 185.00 2072.0000 190.00 4780.0000 194.80 8255 0000 j Stage Storage Rating Curve 187 5000 ft 687 0 cf y192.5000 ft 31342.3691 cf _ ........ . ........ _. _.. 00ft 187.60 7217.8081 cf 192.6000 f 32004.9785 cf185.0000 f 0.0000 c 190.0000 f17130.0000 cf _ _ 185.1000 ft j 209.9080 cf '190.1000 ft 117611.6191 cf 187.7000 it 7568.5322 cf 192.7000 ft'32674.8262 cf 185.2000 ft( 425.2320 cf 190.2000 ft 18100.4785 cf 187.8000 ft' 7924.6719 cf 192.8000 ft 33351.9141 cf 185.3000 ft,645.9720 cf 190.3000 ft 18596.5781 cf 187.9000 ft+8286.2275 cf 192.9000 ft(34036.2422 cf _.. _. 185.4000 ft 872.1280 cf 190.4000 ft 19099.9160 cf 188.0000 ft�8653 2002 cf 193.0000 ft34727.8086 cf 185.5000 ft 1103.7000 cf 190.5000 ft 19610.4941 cf 188.1000 ft 9025 5879 cf 193.1000 ft<35426.6172 cf 185.6000 ft 1340.6880 cf 190.6000 ft 20128.3125 cf 188.2000 ft;9403.3916 cf 193:2000 ft 36132.6641 cf. __.. _ 185.7000 ft 1583.0920 cf 190.7000 ft 20653.3691 cf 188.3000 ft(9786 6123 cf 193.3000 ft!36845 9492 cf _ W _. - _ 185.8000 ft; 1830.9120 cf 190.8000 ft 21185.6660 cf 188.4000 ft 10175.2480 cf 193.4000 ft 37566,4766 cf 185.9000 ft 2084.1479 cf 190.9000 ft 21725.2031 cf 188.5000 ft 110569.2998 cf 193.5000 ft 38294.2422 cf _. 186.0000 ft 2342.8000 cf 191.0000 ft 22271.9785 cf 188.6000 ft 10968.7676 cf 193.6000 ft;39029.2461 cf -� 188.7000 ft 11373.6523 cf 193.7000 ft 39771.4922 cf 186.1000 ft.2606.8679 cf 191.1000 ft 22825.9941 cf .__.____.2_._ 186.2000 ft 2876.3521 cf 191.2000 ft 23387.2500 cf 188.8000 ft 11783.9521 cf 193.8000 ft[405 20.9766 cf 186 3000 ft 3151 2520 cf 191.3000 ft F23955.7441 cf 188.9000 ft 1219 0 cf 193.9000 ft 41277 6992 cf 186.4000 ft 3431.5681 cf 191.4000 ft 24531.4785 cf 189.0000 ft 12620.7998 cf 194.0000 ft 142041.6641 cf _.._ 186.5000 ft 3717.3000 cf j 191.5000 ft 25114.4531 cf 189.1000 ft 13047.3477•cf 194.1000 ft42812.8672 cf .---._..... .. - -- 186.6000 ft 4008.4480 cf 1191.6000 ft[25704.6660 cf 189.2000 ft F 13479.3115 cf 194.2000 ft 43591.3086 cf - 186.7000 ft 4305.0122 cf 1191.7000 ft(2630� 189.3000 ft 113916.6924 cf 194.3000 ft 44376.9922 cf 186.8000 ft 4606.9922 cf E i�1.8000 ft�2 6 8125 cf 189.4000 ft 14359.4883 cf 194.4000 ft'45169.9141 cf 186.9000 ft:4914.3882 cf 191.9000 ft!27518.7441 cf 189.5000 ft;14807.7002 cf 194:5000 ft 45970.0742 cf ___. _. 187.0000 ft 5227.2002 cf ',192.0000 ft F28137.9160 cf .189.6000 ft 15261 3281 cf,194.6000 fI[46777.4727 cf 187.1000 ft;5545.4282 cf 192.1000 ft 1128764.3262 cf 189.7000'ft:15720.3721 cf 1194.7000 ft 47592.1133 cf 187.2000 ft 5869.0718 cf 192.2000 ft r2939� 189,8000 ft 16184.8320 cf 4.8000 fl 48413.9961 cf _ _ 187.3000 ft 6 189.9000 f 16654.7070 cf 9 30036 194.900 ft 49235.8037 cf 187.4000 ft;6532.6079 cf 192.4000 ft E30686.9980 cf D-4 Corbit-other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 NORTH-SETTLING CALCULATIONS Record Id:NORTH-SETTLING Descrip:!Prototype Recordl Increment 0.10 ft Start El. 1185.0000 ft Max El. i 190.0000 ft Stage Area Sta a ft g (_)___; Area(sf)_ Settling Volume: _ 185.00 425.0000 5,137.5 cf("NORTH SETTLING" ELEV. 195.0) 190.00 1630.0000 35,135.9 cf("NORTH-RETENTION" ELEV. 199.0) i 14.6% (MIN. 10% RECOMMENDED) _ Stage Storage Rating Curve 185.0000 ft' 0_0000 cf 187.6000 ft 1919.5800 cf 185.1000 ft 1 43.7050 cf 187.7000 ft 2025.9449 cf 185.2000 ft 1 89_8200 cf 187.8000 ft 2134.7200 cf,' 185.3000 ft 138.3450 cf 187.9000 ft 2245.9050 cf 185.4000 ft 189.2800 cf 188.0000 ft 2359.5000 cf 185.5000 ft. 242.6250 cf 188.1000 ft 2475.5049 cf 185.6000 ft 298.3800 cf 188.2000 ft 2593.9199 cf 185.7000 ft 356.5450 cf 1883000 ft 2714.7451 cf 185.8000 ft 417.11200 cf 188. 0000 ft 2837. 8800 cf 185.9000 ft 480.1050 cf 188.5000 ft 2963.6250 cf _._. _ �_... --- ----- 186.0000 ft 545.5000 cf 188_6000 ft 3091.6799 cf 186.1000 irj 613.3050 cf 188.7000 ft 13222.1450 cf 186.2000 ft 683.5200 cf 1188.8000 ft 3355.0200 cf 186.3000 ft 756.1450 cfj 188.9000 ft 3490.3049 cfl 186.4000 ft 1831.1800 cf; 189. 0000 ft 3628.0000 c 186.5000 ft _908.6250 cf 189.1000 ft'3768.1050 cf 186600. 0 ft 988`4800 cf 18992000 ft 3910.6201 cf; - - 186.7000 ft 1070.7450 cf 1893000 ft 4055.5449 cf 186.80 00 ft 1-155.4200 cf 189.4000 ft'4202.8799 cf 1869000 ft 1242.5050 cf 189.5000 ft 4352.6250 cf 187.0000 ft 1332.0000 cf 189.6000 ft 4504.7798 cf 187.1000 ftft 423.9050 cf ft46594 187 ft 2 8 �� 3198 cf 17.30ft 189.9000 ft 4975.7051 cf 000 ft10c _ ft71874 Af 3 _5000 cf 187,5000 ft 1815.6250 cf 190_1000 ft 5299.2850 cf D-5 Corbit-other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 "NORTH-RETENTION" CALCULATIONS PRECIPITATION Event Precip(in) 6 month 2.3300 _ 2 year 3.5000 10 year 5.0000 1 100 year i 7..0000 LPOOL NORTH SUMMARY using Puls Start of live storage: 185.0000 ft Event ;Match Q(cfs)[Peak Q(cfs) Peak Stg(ft)i Vol(cf) Vol(acft)'Time to Empty 6-month; 0.8671 [-0.4203 185.5614- 972.43W 0.0223 i 25.17 2 ear 7 y. _ 1.66_._ _ � _68 0515 � 186 9321 13743 54.1 0 0859 25 33 __..._., Flo year 2.9788 0.6924 189.4717 ;103 4 0.2381 j 28.00 - 100 year 4.9522 1 2878 191 1597 i 17870.48 0 4102 ; 30.67 BASIN SUMMARY _ .. ........... i BasinID Event Peak ' Peak T Peak Vol ac- Area Q ( jMethod/Loss Raintype (cfs) j (hrs) cf) (ac) !NORTHSIN 16-month l 0.8671 , 8.00 _�j 0.3762 -�4.90 SBUH/SCSTYPElA - -- ..... iNORTH BASIN 2 year 1.6668 ; 8.00 0.6952 4.90 SBUH/SCSTYPEIA ,NORTH BASIN 10 year I y 2.9788 '; 8.00 1.1664 4.90 SBUH/SCS TYPEIA ;NORTH BASIN �-�1-00-e-a-r 4 9 22 8.00L. ..1.8560 4.90 5 TYPEIA I yi ................. ----..._ ..__ . HYDROGRAPH SUMMARY HydID ;Peak Q(cfs)jPeak T(hrs);Peak Vol(ac-ft)iCont Area (ac) 6-month out 0.4203 �� 8.67 0.3762 4.9000 ;2 year out 1 0.5157 j -10.00 E 0.6952 4 9000 ..... 10 year out 0.6924 12.00 ( 1.1664 4.9000 100 year out r 1.2878 i 10.33 1.8560 4.9000 Record Id: LPOOL NORTH ...... .......... .......... _.-_._._._.�_.._ Descrip: !Level Pool Routing Increment 0.10 ft Start El. 190.0000 ft Max El. 200.0000 ft Storage Node;NORTH-RETENTION'Discharge Node INFIL D-6 i Corbit-other-Side Michael F. Wnek, P,E., PS Drainage Report January 21, 2008 Record Id:NORTH-RETENTION Descrip: ,Prototype Record Fi�crement E0.10 ft JStart EL 185.0000 ft Max El. i 194.8000 ft _ Stag a Area ..:.:....- -._......_ ._._...._ - Stage(ft) Area(s>f) - 185.00 1647.0000 j 190.00 3150.0000 - 190.10 �� 4780.0000• I -- 194...80 8255 0000 ...................................... . E r....w.,.......,.........__..._.,�_. Stage Storage Rating Curve 187.5000 ft 5056.8750 cf 192:5000 ft 25990.3535 cf 185.0000 ft 0.0000 cf 190.0000 ft 11992.5000 cf` 187.6000 ft 5298.2280 of E 192.6000 ft 26649.4961 cf 185.1000 ft 166.2030 cf 190.1000 ft 12388.9951 cf i 187.7000 ft ; 5542 5869 cf :192.7000 ft 127316.0352 cf 185,2000 ft 335.4120 cf 190.2000 ft 12870.6865 cf 187.8000 ft 5789.9521 cf- 192.8000 ft 27989.9648 cf � �_ 1 _ 185.3000 ft 507.6270 cf 190.3000 ft 13359.7773 cf 1 187.9000 ft 6040 3232 cf j 192.9000 ft28671.2891 cf _ __. 185.4000 ft'l 682. 4480 cf 190.4000 ft 13856.2617 cf E 188.0000 ft' 6293.7002 of F 193.0000 ft 1,29360.0078 cf 185.5000 ft 861.0750 cf 190.5000 ft 14360.1387 cf 188.1000 ft 6550 0830 cf j 193.1000 ft 30056.1191 cf _ _... . 185.6000 ft 1042.3080 cf 190.6000 ft 14871.4102 cf` 188.2000 ft 6809.4722 cf 193.2000 ft 30759.6250 cf 185.7000 ft-1 1226.5470 cf 190.7000 ft -15390.0752 cf 188.3000 ft , 7071.8672 cf 1193.3000 ft 1 31470.5254 cf 185.8000 ft 1 1413.7920 cf 190.8000 ft 15916.1338 cf 188.4000 ft 7337.2681 cf j 193.4000 ft 32188.8164 cf 185.9000 ft 1604.0430 cf 190.9000 ft 16449.5859 cf 188.5000 ft 7605.6748 cf 193.5000 ft 132914.5039 cf 186.0000 ft 1797 3000 cf 19 L0000 ft 16990 4316 cf' 188.6000 ft 7877.0879 cf 193.6000 -- --- ft 33647.5820 cf _ -.-_.. 186.1000 ft 1993.5630 cf 191.1000 ft 117538.6719 cf :188.7000 ft ; 8151 5068 cf 193.7000 ft 34388.0586 cf 186.2000 ft 2192.8320 cf 191.2000 ft 18094.3047 cf' 188.8000 ft 8428 9316 cf 193.8000 ft 135135.9258 c€ 186.3000 ft 2395.1069 cf 1913000 ft 18657.3301 cf; 188.9000 ft 8709.3633 cf 193.9000 ft 135891.1836 cf 186.4000 ft 2600.3879 cf 191.4000 ft 19227.7520 cf. 1 189.0000 ft 8992.7998 cf 194.0000 ft 36653.8398 cf 186.5000 ft F2808.6750 cf 191.5000 ft 19805.5645 cf 189.1000 ft 9279 2432 cf 194.1006 ft 37423.8867 cf __..._. _ ... . . 186.6000 ft 3019.9680 cf 191.6000 ft 20390.7734 cf 189.2000 ft j 9568.6924 cf j 194.2000 ft 38201.3281 cf 186.7000,ft' 3234.2671 cf 191.7000 ft 20983.3730 cf 189.3000 ft 9861 1475 cf 1194.3000 ft [38986.1641 cf 186.8000 ft 3451.5720 cf, 191.8000 ft 21583.3691 cf 1 189.4000 ft 10 51 6 6084 cf}194.4000 ft 1 39778.3945 cf 186.9000 ft 3671.8831 cf 191.9000 ft 22190.7559 cf' 189.5000 ft 110455.0752 cf 194.5000 ft #40578.0156 cf I 187.0000 ft 3895.2000 cf 192.0000 ft 22805.5391 cf 189 6000 ft 10756.5479 cf 194.6000 ft €41381 5.0313 cf 187.1000 ft"! 41221.5229 cf 192.1000 ft ;23427.7148 cf! 189.7000 ft 110 11.0273 cf 194.7000 ft 142199.4414 cf 187.2000 ft 1 4(0 8521 cf 192.2000 ft 24057.2832 cf ;189.8000 ft F11368.5fi7 cf 194.8000 ft 43021.2188 cf' 187.3000 ft 4583.1870 cf ;1923000 ft 24694.2461 cf 189 9000 ft 11679.0029 cf�194.9000 ft 143843.0463 cf 187.4000 ft 4818 5278 cf 192 4000 ft 25338 6035 cf I D-7 i Corbit-other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 Record Id: INFIL ;Descrip: Prototype Structure;Increment j0.10 ft Start El. 185.0000 ft Max EL 1200.0000 ft; Infiltration rate 10.0000 m/hr Multiplier�l 00 I Stage Discharge Rating Curve 187.6000 ft 0.5622 cfs 192.6000 ft 1.5344 cfs 1185 006 ft 0.0000 cfs,,190.0000 ft 0.729 c2 c2 s 187.7000 ft 0.5691 cfs 192.7000 ft 1.5515 cfs 185.1000 ft 0.3882 cfs 190.1000 ft 1.1 fs 187.8000 ft'0.5761 cfs 192.8000 ft 1.5686 cfs 185.2000 ft 0.3952 cfs 190.2000 ft 1.1236 cfs 187.9000 ft 0.5830 cfs!192.9000 ft 1.5857 cfs. 185.3000 ft 0.4021 cfs'190.3000 ft 1.1407 cfs 188.0000 ft.0.5900 cfs 193.0000 ft 1.6028 cfs 185.4000 ft 0.4091 cfs;190.4000 ft 1.1578 cfs 188.1000 ft 0.5970 cfs 193.1000 ft 1.6199 cfs 185.5000 ft'0.4160 cfs 190.5000 ft 1.1749 cfs: 188.2000 ft'0.6039 cfs i 193.2000 ft 1.6370 cfs _._. _ 185.6000 ft 0.4230 cfs F190.6000 ft,1.1921 cfs 188.3000 ft 0.6109 cfs 193.3000 ft 1.6542 cfs 185.7000 ft.0.4300 cfs 190.7000 ft 1.2092 cfs i188.4000 ft0.6178 cfs 193.4000 it 1.6713 cfs 185.8000 ft 10.4369 cfs 1190.8000 ft 1 2263 cfs 188.5000 ft 0.6248 cfs 193.5000 ft 1.6884 cfs 185.9000 ft 0.4439 cfs 5190.9000 ft;1.2434 cfs 188.6000 ft 0.6317 cfs 193.6000 ft 1.7055 cfs _. 186.0000 ft 0.4508 cfs 191.0000 ft;1.2605 cfs 188.7000 ft 0.6387 cfs 193.7000 ft 1.7226 cfs, _. . .......... 186.1000 ft'0.4578 cfs 191.1000 ft''1.2776 cfs 188.8000 ft 0 6 54 7 cfs 193.8000 ft 1.7397 cfs ...._.... 186 2000 ft 0.4647 cfs 191.2000 ft 1.2947 cfs 188.9000 ft 0.6526 cfs 193.9000 ft 17568 cfs _...._.._ .... _....... _. 186.3000 ft 0.4717 cfs 191.3000 ft 1.3119 cfs 189.0000 ft 0.6596 cfs 194.0000 ft 1.7740 cfs 186.4000 ft 0.4787 cfs 191.4000 ft 1.3290 cfs 189.1000 ft,0.6665 cfs.194.1000 ft 1.7911 cfs 186.5000 ft 0.4856 cfs 191.5000 ft 1.3461 cfs 189.2000 ft 0.6735 cfs;194.2000 ft 1.8082 cfs 186.6000 ft 0.4926 cfs 191.6000 ft'1.3632 cfs .189.3000 ft.0.6805 cfs 194.3000 ft 1.8253 cfs. _ ......---..._ 186.7000 ft 0.4995 cfs 191.7000 ft 1.3803 cfs' 189.4000 ft 0.6874 cfs 194.4000 ft 1.8424 cfs 186.8000 ft 0.5065 cfs 191.8000 ft 1.3974 cfs 1189.5000 ft',0.6944 cfs 194.5000 ft 1.8595 cfs' ... __........... . 186.9000 ft 0.5135 cfs 191.9000 ft 1.4145 cfs 1189.6000 ft 0.7013 cfs 194.6000 ft 1.8766 cfs 187.0000 ft 0.5204 cfs i192.0000 ft 1.4317 cfs 189.7000 ft 0.7083 cfs,194.7000 ft 1.8938 cfs _._ 187.1000 ft 0.5274 cfs F19_2.1000 ft;1.4488 cfs 189.8000 ft 10.7152 cfs 194.8000 ft 1.9109 cfs 187.2000 ft!0.5343 cfs i 92.2000 ft 1.4659 cfs 189.9000 ft 0.7222 cfs 194.9000 ft 1.9280 cfs 187.3000 ft 0.5413 cfs 192.3000 ft 1.4830 cfs ( -�� ,194.8000 ft 1.9109 cfs _ _ ----.---- . _:..........___- 187.4000 ft.0.5482 cfs 1192.4000 ft'1.5001 cfs. 187.5000 ft 0.5552 cfs 192.5000 ft 1.5172 cfs D-8 i Corbit-other-Side Michael F. Wnek, P.E. PS Drainage Report January 21, 2008 SOUTH POND Total Pond: "South-Total" EL. 190 = 1,900 SF EL. 195 = 5,274 SF EL.200 = 10,098 SF Settling Pond: "South-Settling" EL. 190 = 300 SF EL. 195 = 1,594 SF Infiltration Pond: "South-Retention" EL. 190 = 1,600 SF EL. 195 = 3,680 SF EL. 195.1 = 5,274 SF EL.200 = 10,098 SF Record Id: SOUTH BASIN :Des g ethod SBUH Rainfall type TYPElA ,— ...--- ....... - _....._ .._ -- — — --._ _._._ _._....._.— _ ,Hyd Intv 1 ... ..... _ Abstraction Coeff — .0.20.... 0 20 ._..... _..._......__ .._._. _ ......... __.. .._ ...__.... . ., . _....._...._ ._..._....._ ....__.... i __. ...... :Pervious Area(AMC 2) 2.79 ac DCIA 2.01 ac ,Pervious CN i 68.00 DC CN 3 98.00 ;Pervious TC ; 10.00 min iDC TC 5.00 min Pervious CN Calc Sub Description {- SubArea cn _._ . _. . _. .._.._... Open spaces,lavw parks(>75%grass) 2.79 ac 68.00 Pervious Composited CN(AMC 2) 68.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT ,Fixed 0.00 min Pervious TC F 10.00 min ........... .. ........... - _ .... Directly Connected CN Calc _._-------------- Description SubArea Sub en Impervious surfaces(pavements,roofs,etc) 2.01 ac 98.00 DC Composited CN(AMC 2) ! 98.00 DirectlY Connected TC Calc _. Type .Description Length Slope Coeff ; Misc , TT .... - - --- ---..... - ..... _..--- - _ .... _..----- - __ _-.—_ _ Fixed 65 00 min _. - Directly Connected TC S.00min�— ANS M Thy`"` D-9 Qlv FOR IN�f'�C11C3"� � Corbit-other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 SOUTH BASIN Event Summary Event 'Peak Q(cfs) Pe T hrs)jHyd Vol(acft) Are-- a(ac) Method�Raintype 6 month 1.0488 8.00 0 4256 4 8000 SBUH TYPEIA 2 year j 1.8980 ; 8.00 0.7567 4 8000 SBUH TYPEIA j 10 year 1 3.2319 i 8.00 1.2348 8000 SIB 4 -- T I TYPEIA UH �10 y 5.2021 8 00 _ �- --1.9253 4 8000 SBUH TYPEIA a "SOUTH-TOTAL" CALCULATIONS PRECIPITATION _....__..................... _................__.......-..._._... Event :Prec p(in) j 6 month. 2.3300 2 year 3.5000 10 year: 5.0000 _._....._... _ ;--- 100 yew! 7.0000 LPOOL SOUTH.SUMMARY using Puls Start of live storage: 190 0000 ft E n Match Q(cfs) Peak Q(cfs) Peak Stg(ft) Vol(cf) 1V01 acft) Time to Empty 6-month 1.0477 0.5248 190.5439 , 11� 34.12 F0.0260 25.17 - 2 year 1.8964 _- 0.6749 191.5050 [3623.82'1 0.0832 25.33 - j 10 year ; 3.2296 0.9157 193.0465 �8920.77 0.2048 25.50 : i 00 year 5.1989 �1 2496 195.1290 18624.50 0.4276 j 28.00 BASIN SUMMARY � � - Q Peak T Peak Vol(ac- . Area BasinID Event Peak Method/Loss'Rain�type (cf..........$) (his) cf) _ _ (ac) _ :SOUTH BASIN 6-month ; 1.0477 ;............ 8.00 1 0.4253 4.80 j SBUH/SCS TYPEIA 'SOUTH BASIN 2 year i 1.8964 8.00 0.7561 4.80 SBUH/SCS TYPEIA -- - - --- --- ---- - __ SOUTH BASIN 10 year 3.2296 i 8.00 1.2340 4.80 SBUH/SCS TYPEIA - ___ SOUTH BASIN 100 year ; 5.1989 0 1.9242 4.80 SBUH/SCS TYPEIA HYDROGRAPH SUMMARY HydID tPeak Q(cfs);Peak T(hrs):Peak Vol(ac-ft)iCont Area(ac) 16 month out i 0.5248 8.50 0.4252 1 4.7980 E i2 year out 0.6749 1 9.17 0.7561 4.7980 _ __.. 10� 0.9157 0 1.23404.7980 j _ 100 year out 1.2496 10.67 1.9242 4.7980 ....................._.__.... ....... ---- _____....._._::: : ..._ ::_. -...._..�::. D-10 Corbit-other-Side Michael F. Wnek, P.E,, PS Drainage Report January 21, 2008 Record Id: LPOOL SOUTH ,Descrip: Level Pool Routing'Increment 0.10 ft 'Start El. 1185.0000 ft ax El. 200 0000 ft (Storage Node(SOUTH-TOTAL Discharge Node INFIL Record Id: SOUTH-TOTAL _.. _ Descnp: Prototype Record Increment.0 10 ft 1 Start El 190.0000 ft Max El. 1200.0000 ft E Stage Area F-Stage(ft) Area(s f) F_ 190.00 1900.0000 ...._._. - _..._ �_.._ 195 00 5274 0000 200.00 10098.0000 Stage Storage Rating Curve 192 5000 ft 6858.7500 cf 197.6000 ft 34908.4258 cf _ _ .._.._._ __. ...._._....... 190.0000 ft 1 0.0000 cf 195.1000 ft 118467.2246 cf 192 6000 ft i 7220.8242 cf 197.7000 ft 35691.4961 cf 190.1000 ft 193.3740 cf195.2000 ft 19009.0957 cf l 92 7000 ft 7589.6460 cf 197.8000 ft 36484 2148 cf 015.3000 192.8000f 7965.2158cf 197.9000190.2000 ft 393.496 f . 37286 5859 cf 000ft3192.9000 f 347.5342 8098.6016 cf190.3000 ft 600.3660 cf 195.4000 f 2121.7832 cf ' 190.4000 ft 813.9840 cf 195 5000 ft 20692.5996 cf 193 0000 ft 8736.5996 cf 198.1000 ft;3892 _ _ 190.5000 ft; 1034.3500 cf 195 6000 ft 21273.0645 cf 193.1000 ft 9132.4141 cf 198,2000 ft 3�9751.5742 cf 190.6000 ft ..4 .. f 195.7000 ft 121863.1758 cf :193.2000 f [9534.9756 cf 198_..3 00.._0...f 40592.5352 cf 95.3260 cfr .8000 f 22462.9355 cfTr4 _ ____ _ 190.7000 ft 193.3000 ft 9944.2861 cf 198.4000 ft 41443.1445 cf 190.8000 ft 1735.9360 cf 195.9000 ft 23072.3438 cf .193.4000 ft 10360.3438 cf 198.5000 ft 42303.3984 cf _ ......_ .. __ 190.9000 ft! 1983.2939 cf r96.0000 ft 23691.4004 cf 193.5000 ft 10783.1504 cf 198.6000 ft 43173.3047 cf 191.0000 ft 2237.3999 cf `196.1000 ft 24320.1035 cf 193.6000 ft 11212.7041 cf 198.7000 ft 44052 8555 cf. 191.1000 ft 2498 2539 cf 196.2000 ft 24958.4551 cf 193.7000 ft 11649.0059 cf,198.8000 ft 44942.0547 cf 191.2000 ft 2765.8560 cf 196.3000 ft[2560`�6.4551 cf 193.8000 ft 12092.0557 cf`198.9000 ft 45840.9023 cf _.. ...._...._ 191.3000 ft 3040.2061 cf 196.4000 ft 126264.1035 cf '193.9000 ft.12541.8535 cf 199.0000 ft 46749.3984 cf -... _ ------ 191.4000 ft.3321.3040 cf j196.5000 ft t26931�4004 cf 194.0000 ft 12998.4004 cf 199.1000 ft 47667.5430 cf _ �:.... ._...:_ _.._ 191.5000 ft 3609.1499 cf 196.6000 ft 127608.3438 cf 194.1000 ft 13461.6943 cf 199.2000 ft 48595 3359 cf 191.6000 ft j 3903.7439 cf 196.7000 ft 128294,9355 cf 194.2000 ft:13931.7363 cf 199.3000 ft 49532.7773 cf 191.7000ft r4205.0859 cf 196.8000 ft i28991.1758 cf 194.3000 ft 14408.5264 cf 199.4000 ft 50479 86 ..... .. 191.8000 ft 4513.1758 cf 196.9000 ft,2969 6 cf. 194.4000 ft 14892.0645 cf 199.5000 ft 51436.6016 cf __ .. 191.9000 ft 4828.0142 cf 197,0000 ft E30412.i49 6 cf 194.5000 ft!15382.3496 cf 199 6000 ft;52402.9844 cf 192.0000 ft.5149.6001 cf 197.1000 ft l31137.7832 ft cf ,194.6000 15879.3838 cf 199.7000 ft 153379.0156 cf _.• ft -__._. _..._......__. _... 192.1000' 5477.9341 cf 197.2000 fi 31872.6152 cf, 194.7000 ft 16383.1660 cf 199.8000 ft 54364.6953 cf 192.2000 ft C5813.0161 cf 3197.3000 ft32617.0957 cf 194.8000 ft 16893.6953 cf 1999000 ft 55360.0234 cf _ _ _ _. .. 192.3000 ft 6154.8462 cf 197.4000 ft 33371.2227 cf 194.9000 ft 17410.9746 cf 200.0000 ft 56365.0000 cf F_,....... � _ _ ......_ _. 192.4000 ft 6503.4238 cf197 5000 ft�34135.0000 cf 195.0000 ft 1� 7935.0000 cf 200.1000 ft 57369.9152 cf D-11 Corbit-other-Side Michael F. Wnek, P.E,, PS Drainage Report January 21, 2008 Record Id: INFIL Descri :Prototype Structure Increment- 0.10 ft YP ..... . .I _ Start El. j 190.0000 ft Max El �200.0000 ft Infiltration rate 10.0000 in/hr WP Multiplier�1.00 _ __.. I Stage Discharge Rating Curve 192.6000 ft 0.8459 cfs 197.7000 ft 1.8238 cfs 190.0000 ft;0.0000 cfs 195.1000 ft 1.2432 cfs 192.7000 ft'0.8616 cfs 197.8000 ft 1.8462 cfs 190.1000 ft 0.4554 cfs 195.2000 ft 1.2655 cfs'' 192.8000 ft 0.8772 cfs 197.9000 ft 11.8685 cfs 190.2000 ft 0.4711 cfs 195.3000 ft 1.2878 cfs 192.9000 ft 0.8928 cfs 198.0000 ft 1.8908 cfs: 190.3000 ft 0.4867 cfs 195.4000 ft 1.3102 cfs 193.0000 ft 0 9084 cfs'198.1000 ft j 1.9132 cfs ... 3 190.4000 ft 0.5023 cfs i 195.5000 ft 1.3325 cfs 193.1000 ft 0.9240 cfs 198.2000 ft 1.9355 cfs' _._...... __ ...... ._ . 190.5000 ft 0.5179 cfs 195.6000 ft 13548 cfs 193.2000 ft;0.9397 cfs 198.3000 ft.1.9578 cfs 190.6000 ft 0.5335 cfs 195.7000 ft 1 3772 cfs 193.3000 ft0.9553 cfs 198.4000 ft1.9802 cfs' 190.7000 ft'0.5492'cfs 195.8000 ft 1.3995 cfs 193.4000 ft`r0.9709 cfs 198.5000 ft:2.0025 cfs 190.8000 ft 0.5648 cfs 195.9000 ft 1 4218 cfs .193.5000 ft;0.9865 cfs 198.6000 ft;2.0248 cfs .... .................. 190.9000 ft 0.5804 cfs 196.0000 ft:1.4442 cfs 193.6000 ft 1.0021 cfs 198.7000 $ 2.0472 cfs ...........:. ......._. 191.0000 ft 0.5960 cfs 196.1000 ft;1.4665 cfs 193.7000 ft!1 0178 cis 198.8000 ft'2.0695 cfs _. 191.1000 ft'0.6116 cfs 196.2000 ft 1.4888 cfs 193.8000 ft 1.0334 cfs 198.9000 ft;2.0918 cfs 2191.2000 ft 0.6273 cfs 196.3000 ft 1.5112 cfs 193.9000 ft 1.0 0 fs 199.0000 ft 2.1142 cfs 191.3000 ft 0.6429 cfs 196.4000 ft 1.5335 cfs 194.0000 ft 1.0646 cfs 199.1000 ft 2.1365 cfs - - _ ..... .... -:-- ..._.:_.. t--- 191.4000 ft 0.6585 cfs 1196.5000 ft 1.5558 cfs 194.1000 ft 1.0802 cfs 199.2000 ft 12.1588 cfs 191.5000 ft 0.6741 cfs196.6000 ft 1.5782 cfs 194.2000 ft 1.0959 cfs 199.3000 ft 2.1812 cfs .. ...... _. 191.6000 ft 0.6897 cfs 196.7000 ft 4.6005 cfs '194.3000 ft.1.1115 cfs 199.4000 ft 2.2035 cfs 191.7000 ft 0.7054 cfs 196.8000 ft:1.6228 cfs 194.4000 ft 1.1271 cfs 199.5000 ft 2.2258 cfs 191.8000 ft 0.7210 cfs 1,196.9000 ft;1.6452 cfs 194.5000 ft 1.1427 cfs 199.6000 ft 2.2482 cfs 191.9000 ft 0.7366 cfs 197.0000 ft 1.6675 cfs; 194.6000 ft 1.1 4 fs 199.7000 ft.2.2705 cfs _ ... 192.0000 ft 0.7522 cfs197.1000 ft 1.6898 cfs 194.7000 ft 1.1 4 fs 199.8000 ft:2.2928 cfs _ 192.1000 ft 0.7678 cfs 1197.2000 ft:1.7122 cfs' 194.8000 ft 1.1896 cfs 199.9000 ft 2.3152 cfs 192.2000 ft 0.7835 cfs 197.3000 ft;1.7345 cfs 194.9000 ft 1.2052 cfs 200.0000 ft 2.3375 cfs _ . , _ 192.3000 ft 0.7991 cfs 197.4000 ft 1..7568 cfs 195.0000 ft 1.2208 cfs 1200.1000 ft 2.3598 cfs ........ _.__ __... .. 192.4000 ft 0.8147 cfs 197.5000 ft 1.7792 cfs 75 cfs 200.0000 ft 2.33 _ _. 192.5000 ft,0.8303 cfs 197.6000 ft''1.8015 cfs D-12 Corbit-other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 "SOUTH-SETTLING" CALCULATIONS Record Id: SOUTH-SETTLING DesDe cs np Prototype Record)Increment 0.10 ft Start El. 190.0000 ft _�Max El. 195.0000 ft Stage Area Stage(ft) Area(sf) Settling Volume: 190.00 _ 300.0000 4,735.0 cf("SOUTH SETTLING" ELEV. 195.0) 195.00 1594.0000 41,703.3 cf("SOUTH-RETENTION" ELEV. 199.0) 11.4% (MIN. 10% RECOMMENDED) Stage Storage Rating Curve I 190A000 ft1 0_0000-cf 192.6000 ft; 1654.7440 cf 190.1000 ft 31.2940 cf 192.7000 ft 11753.3260 cf 190.2000 ft F-65.1760 cf 192.8000 ft 1854.4960 cf 190.3000 ft 101.6460 cf 192.9000 ft 1958. 5540 cf 190. f'4000 140.7040 cf 193.0000 ft 2064.6001 cf 190.5000 ftj 182.3500 cf 193.1000 ft 2173.5339 cf 190_6000 ft 226.5840 cf 193.2000 ft 2285.0559 cf 190_7000 ft 273.4060 cf 193.3000 ft�2399.1660 cf 190_8000 ft 322.8160 cf 193.4 000 ft 2515.8640 cf 190.9000 ft 374.8140 cf 193.5000 ft 2635.1499 cf 191.0000# 429.4000 cf 193_6000 ft 2757.0239 cf 1-9-Ttq 0 ftl 486.5740 cf 193.7000 ft 2881.4861 cf 191.2000 ft 546.3360 cf; 193.8000 ft'3008.5359 cf 191.3000 ft 608.6860 cf 1939000 ft 3138.1741 cf 191.4000 ft 673.6240 cf 194.0000 ft 3270.3999 cf 191.5909 ft I 741.1500 cf 194.1000 ft 3405.2141 cf 19L6000 ft 811.2640 cf 194.2000 ft 3542.6160 cf 191.7000 ft _8839660 cf 1943000 ft 13682.6060 cf 191.8000 ft 959.2560 cf 194.4000 ft 3825.1841 cf 191.9000 ft 1037.1340 cf 194.5000 ft 3970.3501 cf 192.0000 ft 1117.6000 cf 194.6000 ft 4118.1040 cf 192.1000 ft 1200.6541 cf 194.7000 ft 4268.4458 cf 192.2000 ft 1286.2 194V8000 ft 4421.3760 cf 192.3000 ft 1374.5260 cf 194.9000 ft 4576.8940 cf 192.4000 ft 1465.3440 cf F195.0000 ft 4735.0000 cf 192.5000 ft 1558.7500 cf F195.1000 ft 14893.0963 cf D-13 Corbit-other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 "SOUTH-RETENTION" CALCULATIONS PRECIPITATION I Event 'Precip(in) 16 month'r 2.3300 2 year 3.5000 ........._ ... 1.lr 0 year" 5.0000 l00 year 7.0000 LPOOL SOUTH-RETENTION SUMMARY using Puls Start of live storage: 185.0000 ft j Event ;Match Q(cfs)[Pea Peak Stg(ft) Vol(cf) IVol(acft);Time to Empty i -n h j_ 1.0488 - 0.4483 190.8094 0.0329 25.17 2 year 1.8980 0 5794 192.1709 4454.03 1 0.1023 !^ 25.33 10 year 3.2319 0.7865 194 3212 10798 15 0.2479 27.33 100 year 5 2021 1 4149 195.9516 18497.24 0 4246 30.00 BASIN SUMMARY BasinID Event Peak Q Peak T Peak Vol(ac- Area ~�-� Method/Loss Raintype (cfs) . _ i (hrs) cf) (ac) ;SOUTH BASIN 6-month:E. 1.0 F8.00 0.4256 4.80 F SBUH/SCS TYPEIA .SOUTH BASIN,2 year 1.8980 Yf 8.00 -_0.7567 4.80 SBUH/SCS TYPEIA iSOUiH BASIN 10 year 3.2319 8.00 1.2348 4.80 ( SBUH/SCSTYPEIA ;SOUTH BASIN 100 year 5 20211 1 8.00 1.9253 4.80 ; SBUWSCS TYPEIA HYDROGRAPH SUMMARY HydID ;Peak Q(cfs);Peak T(hrs)jPeak Vol(ac-ft) Cont Area(ac) j67month out 0.4483 j 8.67 -0.4256 F 4.8000 r--_ 2 year out 0.5794 9.67 0.7567 4.8000 i 10 year out 0.7865 10.83 i 1.2348 4.8000 100 year out 1.4149 10.00 ( 1.9253 4.800 0 Record Id: LPOOL SOUTH fDescrip: Level Pool Routing iIncrement 10.10 ft Start El. 1185.0000 ft ;Max El. 200.0000 ft Storage Node jSOUTH-RETENTION IDischarge NodeINF . D-14 Corbit-other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 Record Id: SOUTH-RETENTION �Descrip: 'Prototype Record Increment�0 10 ft _....._ Start El. 190.0000 ft Max El. 1200.0000 ft. Stage Area Stage(ft) Area(sll) 190.00 1600.0000 r� 195.00 � 3680.0000 - 195.10 _^~ - _ 5274.0000 z---- ----- -� 200 00 10098.0000 _..__..._.._....... -- _.._.._.__..... -...__.._..............._.._..... - Stage Storage Rating Curve 192.6000 ft 5566.0801 cf 197.7000 ft 30687.6699 cf :190.0000 ft` 0.0000 cf 195.1000 ft :13647.6953 cf 192.7000 ft 5836.3198 cf 197.8000 ft 31475.9609 cf _ ._ ...... ....------- I90.1000 fk 162.0800 cf 195.2000 ft ;14180.0127 cf 192.8000 ft 6110.7202 cf 197.9000 ft 32274.0957 cf 190.2000 ft[ 328.3200 cf ;195.3000 ft ;14722.1797 cf 192.9000 ft. 6389.2798 cf 198.0000 ft 33082.0742 cf 190.3000 ft 498.7200 cf 195.4000 ft j 15274.1924 cf 193 0000 ft 6672.0000 cf 198.1000 ft 33899 8984 cf __.. 190.4000 ft 673.2800 cf 1195.5000 ft j 15836.0498 cf IMAM ft 6958.8799 cf 198.2000 ft 34727.5703 cf 190.5000 ft 852.0000 cf 195.6000 ft 16407.7520 cf 193 ft 7249.9199 cf 198.3000 ft 35565.0859 cf. _. 190.6000 ft 1034.8800 cf ; 195.7000 ft 16989.2988 cf 193.3000 ft 7545.1201 cf 198.4000 ft 36412.4453 cf _..... _ ..__._.. .. 190,7000 ft, 1221.9200 cf 195.8000 ft 17580.6914 cf 193.4000 ft 7844.4800 cf 198.5000 ft 37269.6484 cf 190.8000 ft 1413.1200 cf 1195.9000 ft 18181.9277 cf 193.5000 ft i 8148.0000 cf 198.6000 ft 38136.6992 cf 190.9000 ft 1608.4800 cf 106.0000 ft 118793.0098 cf 193.6000 ft 8455.6797 cf 198.7000 ft 39013.5938 cf 191.0000 ft j 1808.0000 cf 196.1000 ft 19413.9355 cf 193.7000 ft 8767.5195 cf 198.8000 ft 39900.3320 cf . __. .._.... _ 191.1000 ft 2011.6801 cf 196.2000 ft 20044.7070 cf 193.8000 ft 9083.5195 cf :198.9000 ft 40796.9141 cf ................... 191.2000 ft 2219.5200 cf 196.3000 ft 20685.3242 cf 193.9000 ft 9403.6797 cf ]99.0000 ft 41703.3438 cf 191.3000 ft 2431.5200 cf 196.4000 ft 21335.7852 cf 194.0000 ft 9728.0000 cf 199.1000 ft '42619.6172 cf 191.4000 ft 2647.6799 cf 196.5000 ft 21996.0918 cf 194.1000 ft 10056.4805 cf 199.2000 ft 43545.7383 cf 191.5000 ft 2868.0000 cf 196 6000 ft '22666.2422 cf 194.2000 ft 10389.1201 cf 199.3000 ft .44481.6992 cf . .. .. _. 191.6000 ft 3092.4800 cf ;196.7000 ft_23346.2383 cf 194.3000 ft j 10725.9199 cf 199.4000 ft 45427.5117 cf _ . 191.7000 ft 3321.1201 cf '196.8000 ft 24036 08010801 cf .194.4000 ft 11066.8799 cf 199.5000 ft 146383.1641 cf ... ......._--..__. ........ _ 191.8000 ft 3553.9199 cf '196.9000 ft 24735.7656 cf :194.5000 f( 11412.0000 cf "199.6000 ft 47348.6602 cf 900f 2545.2969 cf 11761.2803 cf191.9000 f 3790.8799 cf 1 199.7000 ft 48324.0039 cf 192.0000 ft 4032.0000 cf 197.1000 ft 26164.6719 cf ]94.7000 ft i 12114.7197 cf °199.8000 ft 49309.1953 cf ............ 192.1000 ft' 4277.2798 cf 197.2000 ft .26893.8926 cf 194.8000 ft j 12472.3203 cf 199.9000 ft 50304.2266 cf 192.2000 ft 4526.7202 cf 197.3000 ft 1127632.9590 cf 194.9000 ft 12834.0801 cf 200.0000 ft 151309.0430 cf 192.3000 ft 4780.3198 cf 197.4000 ft 28381.8691 cf 195.0000 ft 13200.0000 cf ,200.1000 ft 52313.9514 cf .192.4000 ft 5038.0801 cf 197.5000 ft' 29140.6250 cf 192.5000 ft 5300.0000 cf ;197.6000 ft 29909.2246 cf cr MANS�US� BE TNF F' �� S;-1E p14-THE S �51�*� Fpl�t1. St'E D-15 Corbit-other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 192.2000 ft 0.5822 cfs 197.3000 ft 1.7222 cfs Record Id: INFIL _.... -; 192.3000 ft 0.5919 cfs 197.4000 ft 1.7450 cfs Prototype !Descri ;Increment ement0.10 ft p' Structure ! i 192.4000 ft 0.6015 cfs'197.5000 ft 1.7678 cfs 192.5000 ft 0.6111 cfs"197.6000 ft 1.7 6 .......................... [Start El. Figo' .0000 ft Max El 200.0000 _ ft .192.6000 ft 0.6207 cfs 197.7000 ft 1.8133 cfs' Infil ation 10.0000 192.7000 ft�0.630'197.8000 ft 1.8361 cfs rate Multiplier 11.00 r--__.�. - - - 192.8000 ft'0.6400 cfs 197.9000 ft j 1.8589 cfs! _. ...... _ .. __.._.... _..---- - - 192.9000 ft 0.6496 cfs 198.0000 ft 1.8817 cfs Stage Discharge Rating Curve - - .. 193.0000 ft 0.6593 cfs 198.1000 ft 11.9045 cfs 190.0000 ft 0.0000 cfs F195.1000 ft 1 2208 cfs 193.1000 ft 0.6689 cfs198.2000 ft 1.92 3 cfs _.. __ , 190.1000 ft 0.3800 cfs 195.2000 ft 1.2436 cfs --- _ 193.2000 ft 0.6785 cfs 198.3000 ft 1.9501 cfs 190.2000 ft 0.3896 cfs 195.3000 ft 1.2664 cfs -- 193.3000 ft 0.6881 cfs 198.4000 ft 1.9729 cfs 190.3000 ft;0.3993 cfs 195.4000 ft;1.2892 cfs - 193.4000 ft 0.6978 cfs 198.5000 ft 1.9957 cfs. 190.4000 ft 0.4089 cfs 195.5000 ft 1.3120 cfs - 193.5000 ft 0.7074 cfs 198.6000 ft2.0185 cfs' 190.5000 ft 0.4185 cfs 195.6000 ft 1 3348 cfs -r- ------ _ 193.6000 ft 0 7170 cfs 198.7000 f 12.0412 cfs': 190.6000 ft 0.4281 cfs 195.7000 ft 1 3576 cfs - ----- -- - 193.7000 ft'0.7267 cfs 198.8000 ft'2.0640 cfs' 190.7000 ft 0.4378 cfs 195.8000 ft 1.3804 cfs _ - --_ -- _ _ -- 193.8000 ft 0.7363 cfs 198.9000 ft 12.0868 cfs 190.8000 ft 0.4474 cfs 195.9000 ft 1.4031 cfs _ -- 193,9000 ft!0 7459 cfs 199.0000 ft F2.1096 cfs .190.9000 ft 0.4570 cfs 196.0000 ft 11.4259 cfs -- - -- __._-_____ 194.0000 ft 0.7556 cfs 199.1000 ft'2.1324 cfs 191.0000 ft 0.4667 cfs 196.1000 ft 1.4487 cfs 194.1000 ft 0.7652 cfs 199.2000 ft 2.1552 cfs 19 1.1000 ft 0.4763 cfs 196 2000 ft:1.4715 cfs -r- •_. _ __........ 194.2000 ft 0.7748 cfs 199.3000 ft.2.1780 cfs 191.2000 ft 0.4859 cfs 1.196.3000 ft 1.4943 cfs' i- - -- - - 194.3000 ft 0.7844 cfs 199.4000 ft.2.2008 cfs 191.3000 ft 0.4956 cfs r196.4000 ft 1.5171 cfs -- - ��-- -- .194.4000 ft i0.7941 cfs 199.5000 ft 2 2236 cfs 191.4000 ft 0.5052 cfs196.5000 ft 1.5399 cfs - - .194.5000 ft.0.8037 cfs 199.6000 ft 2.2463 cfs 191.5000 ft 0.5148 cfs 196.6000 ft 1 5627 cfs - - 194.6000 ft 0.8133 cfs 199.7000 ft j2.2691 cfs _ 191.6000 ft 0.5244 cfs�196.7000 ft 1.5855 cfs r.._.- r ---~~~- - 194.7000 ft 10.8230 cfs 199.8000 ft.2.2919 cfs 191.7000 ft 0.5341 cfs'196.8000 ft 1.6082 cfs [ � - =- _- _.__. 194.8000 ft:0.8326 cfs 1199.9000 ft.2.3147 cfs' 191.8000 ft'0 5437 cfs 196.9000 ft:.1.6310 cfs' r ............. ...... ; _._._. 194.9000 ft.0.8422 cfs"200.0000 ft 2.33 5 cfs 191.9000 ft 0.5533 cfs 197 0000 ft 1.6538 cfs r---- �-- - 195.0000 ft 0.8519 cfs 200.1000 ft 2.3603 cfs 192 0000 ft 0.5630 cfs 1197.1000 ft 1.6766 cfs -�� �� - --.----- -- ,200.0000 ft 2.3375 cfs 192.1000 ft 10.5726 cfs 197.2000 ft 11.6994 cfs -- -- -- D-16 1 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Figure III-2.14 - Headwater Depth for Smooth Interior Pipe Culverts With Inlet Control � 180 _ - 10,•0°0 - 168 I-- 8,00o EXAMPLE ( 1 ) (2) (3) 156 1 �••2 .gt;h.e 13 s 1.01, 6. ENTRANCE TYPE ;- 6,000 la a 5 6- - 5,000 Q.120 cis --- - - SOUARE EDGE WITH HEADWALL 4.000 nw' nw 6. 5. 132 I— 3,000 o reel 5 4 120 (tl 2.s e a 4 - 2,000 l21 2.1 7 4 1.1.. f 4 —• I r 1°a (3) 2.2 7.7 �- 3. .t n feet 3. 95 1 000 3 1 PLAN li i- Soo GROOVE END WITH 84 - - - HEADWALL 600 -- -2. 2. ;. 1 500 / 72 400 0 2. I i = 300 *vQ• z r fn it z 60 V - 200 �� / til 1 5 r- PLAN l2/ 0 54 z / f GROOVE END a a PROJECTING �- a aC uj 48 / ly — 100 > OC 80 u /42 v — 60 w 10 1.0 o p 50 HW ENTRANCE SCALE � 40 p TYPE Uj .9 f W 36 30 {II swore.da. . m :S 33 n.ad.ott Q .9 a , 0 — 20 (2) Gro .o"'inA.rth w 30 ead.alt x g 8 ) 131 Gtooae entl •e 27 Droieetlnp 10 — 24 8 — 7 7 .7` ell 6 to a.e .cole (21 at (5)oratecs 21 5 hor,tanlour 10 scale(1).then 4 a.e 71ro19ht',n[1,n.a 1-r 1h1o.gn I 0 and 0 scattL at re.et.e ae + 6 3 -11u1rroud. - 6 f 6 2 100-year PEAK FLOW= 15 5 CfS L .5 .5 1 ° 18"diameter ADEQUATE 5 --• - — 12 ,r III-2-34 PLC UAR �. 1992 ?H of D-17 FQR STORMWATER 14ANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Figure lil-2.1 — Nomograph for Sizing Circular Drains Flowing Full -- 1000 900 800 .0001 700 2.0 600 .0002 500 .0003 Minimum 400 .0004 Allowable 0001 Velocity .0005 0006 --- (Flowing 300 Full) 3.0 120 •0008 Z-.0002 108 0 .001 a -T-.0003 200 966 9 a �-.0004 oaz -.coos a.a -84 78 c .0006 72 p .003 .0008 ss .005 001 l00 6D 5.0 O .006 0 V y GUB .002 Q Z 70 w .003 48 .01 0 vi 60 42 004— c —80 r � Z 36 .0 .005 p LU 7.0 50 006 u- 4 U 33 ? 40 30 �:03 008 CL Uj w 8.0 L 27 OLO O Lu� S.0 -_ ii � 05 Z x 30 24 �"� 06 - QLL. ' 21 :00 020 � 10.0 M.... 0 20 18 .030 O y .040 w Q 15 .060 91 080 12 .100 ,0^ 70 8 SAMPLE USE 7 8 24" die. CMP @ 2% slope yields 20.0 6 17efs @ 5.2 FPS velocity 6 (n = 0.024) s 4 Values per Manning's Equation 100-year PEAK FLOW Q = { 1•49i AR'/�soh 3 =5 cfs n This table can be converted Use 18"diameter to other"n"values by applying 2 @ 0.5% minimum formula: 4a.o C01 n i 02 n2 - - FEBRUARY, 1992 D-18 Corbit-other-Side Michael F. Wnek, P.E., PS Drainage Report January21, 2008 BIOSWALE CALCULATIONS Q6-mmith RETETNION 2% slope TRAPEZOIDAL CHANNEL ANALYSIS RATING CURVE COMPUTATION February 4, 2008 PROGRAM INPUT DATA DESCRIPTION VALUE -------------------------------------------------------------------------------- Channel Bottom Slope (ft/ft) .................. .... .. . .... ... 0.02 Manning's Roughness Coefficient (n-value) ..... .... . .. . .. . .. . 0.07 Channel Left Side Slope (horizontal/vertical) . ...... . . .. . . . . 3.0 Channel Right Side Slope (horizontal/vertical) .... . .. . .. . ... 3.0 Channel Bottom Width (ft) ....................... ...... .. . . . . 4.0 Minimum Flow Depth (ft) ... . ... ......... . ...... . . ......... . .. 0.17 Maximum Flow Depth (ft) .. . . . . . . . . ... ... . . . ... . . .. .......... . 0.27 Incremental Head (ft) ...... ... ........... . . . .. .. ............ 0.01 COMPUTATION RESULTS Flow Flow Flow Froude Velocity Energy Flow Top Depth Rate Velocity Number Head Head Area Width (ft) (cfs) (fps) (ft) (ft) (sq ft) (ft) -------------------------------------------------------------------------------- 0.17 0.653 0.852 0.3841 0.0113 0.1813 0.767 5.02 0.18 0.72 0.881 0.3873 0.0121 0.1921 0.817 5.08 0.19 0.79 0.91 0.3904 0.0129 0.2029 0.868 5.14 0.2 0.863 0.938 0.3933 0.0137 0.2137 0.92 5.2 0.21 0.939 0.966 0.396 0.0145 0.2245 0.972 5.26 0.22 1.018 0.993 0.3987 0.0153 0.2353 1.025 5.32 --> 0.23 1.099 1.019 0.4012 0.0161 0.2461 1.079 5.38 0.24 1.183 1.045 0.4036 0.017 0.257 1.133 5.44 0.25 1.271 1.07 0.4059 0.0178 0.2678 1.188 5.5 0.26 1.36 1.095 0.4082 0.0186 0.2786 1.243 5.56 0.27 1.453 1.119 0.4103 0.0195 0.2895 1.299 5.62 HYDROCALC Hydraulics for Windows, Version 1.2a Copyright (c) 1996 Dodson & Associates, Inc., 5629 FM 1960 West, Suite 314, Houston, TX 77069 Phone: (281)440-3787, Fax: (281)440-4742, Email:software@dodson-hydro.com All Rights Reserved. Q6-month= 1.04 cfs pN5 ti�us� BE D-19 Corbit-other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 BIOSWALE CALCULATIONS Q6-month RETETNION 6% slope TRAPEZOIDAL CHANNEL ANALYSIS RATING CURVE COMPUTATION January 21, 2008 PROGRAM INPUT DATA DESCRIPTION VALUE -------------------------------------------------------------------------------- Channel Bottom Slope (ft/ft) ................................ 0.06 Manning's Roughness Coefficient (n-value) ................... 0.07 Channel Left Side Slope (horizontal/vertical)............... 3.0 Channel Right Side Slope (horizontal/vertical) ... . . . . . . . . . . . 3.0 Channel Bottom Width (ft) . .. .. . ......... . ...... .. . . . . . . . . . . . 4.0 Minimum Flow Depth (ft) .. . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . 0.12 Maximum Flow Depth (ft) .. .. . . . . . . .. .. . . .. .. .. .... . . . . . . . . . .. 0.22 Incremental Head (ft) ..... . . . . . .................. . . . . . . . .... 0.01 ---------------------------------------------------- COMPUTATION RESULTS Flow Flow Flow Froude Velocity Energy Flow Top Depth Rate Velocity Number Head Head Area Width (ft) (cfs) (fps) (ft) (ft) (sq ft) (ft) 0.12 0.624 1.193 0.6319 0.0221 0.1421 0.523 4.72 0..13 0.715 1.253 0.6395 0.0244 0.1544 0.571 4.78 0.14 0.811 1.311 0.6466 0.0267 0.1667 0.619 4.84 0.15 0.913 1.368 0.6532 0.0291 0.1791 0.668 4.9 0.16 1.019 1.422 0.6595 0.0314 0.1914 0.717 4.96 --> 0.17 1.131 1.475 0.6653 0.0338 0.2038 0.767 5.02 0.18 1.247 1.526 0.6709 0.0362 0.2162 0.817 5.08 0.19 1.369 1.576 0.6762 0.0386 0.2286 0.868 5.14 0.2 1.495 1.625 0.6812 0.041 0.241 0.92 5.2 0.21 1.627 1.673 0.6859 0.0435 0.2535 0.972 5.26 0.22 1.763 1.719 0.6905 0.0459 0.2659 1.025 5.32 --------------------- HYDROCALC Hydraulics for Windows, Version 1.2a Copyright (c) 1996 Dodson & Associates, Inc., 5629 FM 1960 West, Suite 314, Houston, TX 77069 Phone: (281)440-3787, Fax: (281)440-4742, Email:software@dodson-hydro.com All Rights Reserved. Q6-monthr- 1.04 Cfs D-20 • Corbit-Other-Side Michael F. Wnek, P.E., PS Drainage Report January 21. 2008 PROJECT BASIN Poo Palo— SCALE 0 jPAO or / ao ly/ ev % ) X ARF kA SIN �- / f ✓1 I I ; I` 1 S� �--` 11% N j j � ZI 1 T� D-21 Corbit-Other-Side Michael F. Wnek, P.E., PS Drainage Report I January 21, 2009 ' SEDIMENT POND CALCULATIONS BASIN Event Summary Event Peak Q(cfs) Peak T(hrs)'Hyd Vol(acft) Area(ac);Method Raintype 6-month 0.1703 8.50 0.1845 5.0000 SBUH ;TYPEIA 2 year 0.8630 8.00 10.4670 5.0000 SBUH TYPEIA 10 year 2.1396 8.00 0.91574 5.0000 SBUH ;TYPEIA 100 year 4.1451 8.00 1.5954 S.q 00 SBUH TYPEIA Record Id:BASIN Design Method SBUH F ITYPEIA Hyd Intv 10 8 .00 min Peaking Factor 44.00 _ Abstraction Co _eff 0.20 Pervious Area(AMC 2) 15.00 ac DCIA 0.00 ac Pervious CN 172.00 DC CN 10.00 Pervious Tc- I 10.00 min IDC TC 0.00 min Pervious CN Calc Description ; SubArea Sub cn Dirt roads&Parking Lots ;5.00 ac -- 72.00 _ - - _.-------_ _.- - _ _..- _ Pervious Composited CN(AMC 2) 172.00 Pervious TC Calc Type Description Length Slope Coeff Misc ITT Fixed-1 10.00 min Pervious TC 10.00 min E-1 Corbit-Other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2009 Record Id: Sediment Pond Descrip: Prototype Record Increment 0.10 ft Surface Area to of riser - @ P Start El. 100.0 000 ft IM E 103.5000 ftj =2,080 sf per cfs of inflow Length 36.0000 ft Width 12 0000 ft !, (per Department of Ecology BMP: C241) Length ssl 3-00h:1y Length ss2 3.0000h lv Width ssl 3.00h:ly Width ss2 3.000Oh lv Q2'year- 0.8630 Cfs SA(a,,3.5' depth Stage Storage Rating Curve =2,080 sf* 0.8630 cfs �. __. -- = 1,795 sf 100.0000 ft 0.0000 cf 101.80 00 ft 1314.1440 cf 100.1000 ft 144.6520 cf I 101.9000 ft 1422.9480 cf Calculated SA @ 3.5' depth= 1,881 sf 100.2000 ft 192.2560 cf 102.0000 ft 1536 0900 cf 100.3000. ft 142.8840 cfs 102.1000 ft 1653.3720 cf 100.4000 ft 196.6080 cf 102.2000 ft F1775.1360 cf 100.5000 ft 253.5000 cf 102.3000 ft 1901.3640 cf 100.6000 ft 313.6320 cf 102.4000 ft 2032.1280 cf 100.7000 ft' 377.0760 cf 12167.5000 cf 1100.8000 ft 1443.9040 cf 102.6000 ft 2307.5520 cf 100.9000 ft 514.1880 cf 1 2.7000 ft0 2452.3560 cf 101.0000 ft.588.0000 cf 102.8000 ft 2601.9840 cf 101.1000 ft 665.4120 cf 102.9000 ft 2756.5080 cf 101.2000 ft 746.4960 cf 103.0000 ft 2916.0000 cf 101.3000 ft 831.3240 cf 103.1000 ft 3080.5320 cf 101. 0000 ff 919.9680 cf 103.2000 ft 3250.1760 cf 101.5000 ft 1012.5000 cf 103.3000 ft 3425.0040 cf 101�6000 ft 1108.9920 cf F103.4009 ft 13605.0880 cf 101.7000 ft 1209.5160 cf. 103.5000 ft 3790.`5000 cf 103.5000 ft 379005000 cf rHEsc Pc ANS �',usr gL 01V rHE1Gp FOR 1A'SpE%Tlr, E-2 Michael-F. Wnek, P.E., PS Consulting Civil Engineer 3388 NW Byron St., Suite 200 Silverdale, WA 98383 360-692-3802 Final Drainar%ff9 Corbit-Other-Side Belfair Assessors No. 123213400030 located in: MASON COUNTY prepared for. S & J JOHNSON LLC PO Box 488 Belfair, WA 98528 January 21 , 2008 T;? - F P1.ANS MUST BE 0141 THE JOB SITE FOR iNSPECTIOIN Project Number: 411 p. P ,tyyA_ a." I i ',off By the seal and signature here affixed, } wt6t0 1 certify that the enclosed report was accomplished by myself, and that l am ' currently a registered engineer of good standing in the State of Washington. xF�ll o7r�.3%t I Corbit-Other-Side_ Michael F. Wnek, P.E. Final Drainage Report January. 21; 2008 TABLE OF CONTENTS 1. VICINITY MAP..........................................................................................................................................................................................3 2. PROJECT DESCRIPTION..:.....................................................................................................................................................................3 a. Overview..............................................................................................................................................................................................3 b. Type of Permits....................................................................................................................................................................................3 C. Size and Location of Project Site..........................................................................................................................................................3 d. Legal Description..................................................................................................................................................................................3 e. Proposed Land Use..............................................................................................................................................................................3 f. Proposed Site Improvements................................................................................................................................................................3 g. Proposed Impervious Surfaces.............................................................................................................................................................3 h. Proposed Landscaping&Pervious Surfaces........................................................................................................................................3 3. EXISTING CONDITIONS..........................................................................................................................................................................4 a. Topography.....................................................................................................................................................................:....................4 b. Land Cover...........................................................................................................................................................................................4 C. Land Use..............................................................................................................................................................................................4 d. Abutting Property Land Cover&Use....................................................................................................................................................4 e. Offsite Drainage Onto Property.............................................................................................................................................................4 f. Environmentally Sensitive Areas..........................................................................................................................................................4 g. Wells....................................................................................................................................................................................................4 h. Septic Systems.....................................................................................................................................................................................4 i. Fuel Tanks............................................................................................................................................................................................4 j. Soils.....................................................................................................................................................................................................4 k. Groundwater.........................................................................................................................................................................................4 I. Adjacent Drainage Facilities.................................................................................................................................................................5 M. Drainage Discharge Points...............................................................................................................................................................5 n. Relevant Reports..................................................................................................................................................................................5 4. DEVELOPED SITE DRAINAGE CONDITIONS........................................................................................................................................5 a. Proposed Land Cover...........................................................................................................................................................................5 b. Potential Storm Runoff Quantity&Quality Impacts...............................................................................................................................5 C. Proposed Runoff Quantity Control d. ' Proposed Runoff Quality Control..........................................................................................................................................................5 e. Proposed Storm Collection&Conveyance..........................................................................................................:.......I.......................5 f. Discharge Point............................... ..................................................... .................................................................................6 ........................................................ 5. WATERSHED DESCRIPTION.......................................................................................................................................................6 a. Contributing Basin........................:............................................................................................... b. Receiving Waters ................................................................................................................................................................................6 C. Project Basins......................................................................................................................................................................................6 d. Bypass.:...:...........................................................................................................................................................................................6 6. DESCRIPTION OF UPSTREAM BASINS.................................................................................................................................................6 a. Sources of Runoff Onto Project Site.........:...........................................................................................................................................6 b. Existing Drainage&Erosion Problems.................................................................................................................................................6 7. DOWNSTREAM ANALYSIS(Level 1).......................................................................................................................................................6 a. Area Basin Limits Narrative..................................................................................................................................................................6 b. Resource Information...........................................................................................................................................................................7 C. Field Inspection....................................................................................................................................................................................7 d. Area Basin Map..........................:.........................................................................................................................................................7 e. Area Basin Characteristics...................................................................................................................................................................7 f. Structures&Channel............................................................................................................................................................................7 g. Problem Areas......................................................................................................................................................................................7 8. SOILS REPORT...................................................................................................................................................:...................................7 9. GEOTECHNICAL REPORT......................................................................................................................................................................7 10. HYDROLOGICAL ANALYSIS...............................................................................................................................................................7 a. Curve Numbers(CN)&Infiltration Rates...................:..........................................................................................................................7 b. Time of Concentration(ToC)................................................................................................................................................................7 C. Impervious Area...................................................................................................................................................................................8 d. Project Runoff Volumes&Peak Discharges.........................................................................................................................................8 e. Un-captured Project Runoff..................................................................................................................................................................8 f. Upstream Basin/Upstream Bypass.....................................................................................................................................................8 11. BASIN MAPS.......................................................................................................................................................................................8 12. HYDRAULIC DESIGN COMPUTATIONS..................................................:..........................................................................................9 a. Water Quality Feature...........................................................................................................................................................................9 ..................................................................................................................................................................9 C. Backwater.............................................................................................................................................................................................9 d. Downstream Structures........................................................................................................................................................................9 13. EROSION&SEDIMENTATION CONTROL DESIGN...........................................................................................................................9 a. Erosion Control Objectives...................................................................................................................................................................9 b. Erosion Control/Temporary Water Quality Facilities......................................................................................................................:.....9 C. NPDES.................................................................................................................................................................................................9 THESE PLANS MUST BE ON THE 103 SITE FOR 1 'SPECTlW! Corbit-Other-Side P.E.Michael F. Wnek, io Final Drainage Report Janua.r 21, 2008 0 y, d. Re-vegetation Plan e. Soil Stability.................................................................................................................................. 9 f. Computations for Conveyance.................................................................................................... ....................................................9 g. Computations for Sediment Containment........................................................ .............. ...........................................9 14. Maintenance&Operation Manual......................................................................... 10 ..................................................................................10 APPENDIXES VICINITY MAP Al PROPERTY REPORTS AND LEGAL DESCRIPTIONS A2 AERIAL PHOTO A3 ASSESSORS MAP A4 SOILS MAP A5 ISOPLUVIAL MAP-2 YEAR 131 ISOPLUVIAL MAP- 10 YEAR B2 ISOPLUVIAL MAP- 100 YEAR B3 -HYDROLOGIC SOIL GROUP OF THE SOILS FOR PUGET SOUND (2 pages) B4 -MODIFIED CURVE NUMBERS B6 SOIL INFILTRATION RATES B6 B7 USGS MAP WATERSHED MAPC 1 NORTH BASIN HYDROLOGY CALCULATIONS pages) C2 D1 SOUTH BASIN HYDROLOGY CALCULATIONS (8 pages) D9 J�j Figure 111-2.14 HEADWATER DEPTH-- D17 Figure 111-2.1 PIPE FLOW D18 BIOSWALE CALCULATIONS (2 pages) D19 2 Corbit-Other-Side... , dE� Final Drainage Report Michael F. WnekJanua 212 1. VICINITY MAP See attached Vicinity Map. 2. PROJECT DESCRIPTION a. Overview The project parcel is on the west side of the railroad of an existing industrial area under the same ownership. There currently is one existing industrial building (maintenance shop) on the parcel. This project will grade an access road and various building pads. Stormwater retention ponds are designed by this report to service the entire parcel, so that in the future, only building permits will be necessary to construct the buildings. b. Type of Permits GRADING MASON COUNTY c. Size and Location of Project Site Parcel Size: 9.63 Acres Project Size: 9.63 Acres Location: Mason County (Belfair) d. Legal Description Site Address: NE PENINSULA BLVD Assessor's Parcel Number: 123213400030 Legal Description: Section 16, T 25 N, R 1 E, W.M. Land Use: Industrial Urban Growth Area: Belfair e. Proposed Land Use Industrial/ Manufacturing Building Pads w/ parking and access for leasing ' f. Proposed Site Improvements Approximate 6 new building pads and parking areas, including access road and utilities. g. Proposed Impervious Surfaces Pre-existing Impervious Area: 0.21 acres Pre-existing Imp. Description: Metal building i I Total Project Impervious Area: 3.67 acre (40% of project size) Impervious Area Description: Asphalt Pavement & Roofs I } Net New Impervious Area: 3.46 acre h. Proposed Landscaping & Pervious Surfaces Grasses & landscaping, typical for zone. a i I r R d 3 Corbit-Other-Side Michael F. Wne Final Drainage Report :-` ;_ , �f �� Janua 21, 2008' 3. EXISTING CONDITIONS a. Topography Average Slope: 20% Maximum Slope: 35% Declivity: West An east-west ridge bisects the parcel and is also the divide between two watersheds. b. Land Cover Existing Impervious Area: 0.21 acre Existing Impervious Type: metal building & pavement Existing Previous Area: 9.42 acres Existing Pervious Type: Second growth forest c. Land Use Industrial d. Abutting Property Land Cover& Use Industrial and Residential e. Offsite Drainage Onto Property I The railway to the east intercepts all upstream drainage that would occur from the east, and routes it to a single culvert crossing under the railroad grade. See Section 6. f. Environmentally Sensitive Areas Creeks Lakes , P _> Ponds, Wetlands None Ravines, Gulleys, SteepSlopes p - Slopes 1 Springs, Env. Sensitive Areas - None g. Wells i The parcel is served by public water. h. Septic Systems The existing maintenance shop has a septic system. All neighboring developed parcels contain septic systems. There is no public sewer available in the Belfair area. i. Fuel Tanks None known. j. Soils Everett k. Groundwater k None known. } E 4 ui V Corbit-Other-Side= Michael F. Wnek, P.F.d Final DrainageReport < M �` Janua 21, 2008 I. Adjacent Drainage Facilities Strom Sewers: None Roadside Ditch & Culverts: None Upstream Detention: None Downstream Detention Systems: None M. Drainage Discharge Points North- and south- westerly n. Relevant Reports Soils: Separate Report: Soils Report Michael F. Wnek, P.E., PS 01-21-08 Geotechnical: None Wetland / Stream: None Other: None 4. DEVELOPED SITE DRAINAGE CONDITIONS a. Proposed Land Cover See 2.f. and 2.g. b. Potential Storm Runoff Quantity & Quality Impacts Quantity: Since the project will create greater than 5,000 square feet of impervious area, runoff quantity controls must be considered. Quality: Siltation of the storm runoff is possible during construction. Oil & sediment contamination from vehicle drippings on the access and parking areas is possible after the project is completed. Runoff quality control must be provided. c. Proposed Runoff Quantity Control Quantity control will be accomplished by an infiltration (retention) pond. The pond is designed to meet the following criteria: 100-year, 24-hr 100% infiltration d. Proposed Runoff Quality Control Water quality for the project will be accomplished by settling ponds (as noted in the King County, Washington, Surface Water Design Manual 4.5.4; 10% of retention pond surface area) and a biofiltration swales (bioswales). e. Proposed Storm Collection & Conveyance All stormwater runoff from the project will be collected and routed to the storm control facilities. Conveyance will be via roadside ditch and underground piping. 5 i I, Corbit-Other-Side Michael:F. Wnek, P.E. Final Drainage Report January 21, 2008 f. Discharge Point N/A. The project is designed to infiltrate to native soils. Only runoff above the design flows will discharge through the emergency spillways of the ponds_ 5. WATERSHED DESCRIPTION a. Contributing Basin The j roect area flows to two separate p watersheds. The project parcel and the project basins are depicted on the attached USGS and WATERSHED maps. Both watersheds eventually flow into the Union River. b. Receiving Waters Adequate Receiving Body No Downstream Enclosed Sewer or Manmade Channel No Stream or Wetland No c. Project Basins The project parcel boundaries are designated as the limits of the project basins. There are two project basins (SOUTH BASIN & NORTH BASIN) to design ponds in the separate watersheds. d. Bypass There is no uncaptured bypass for the project. 6. DESCRIPTION OF UPSTREAM BASINS a. Sources of Runoff Onto Project Site Prior to the individual development east of the railroad, the upper limits of the Irene Creek watershed flowed under the railroad in a 24" culvert (see USGS Map). The development east of the railroad discharges runoff to an infiltration n pond and currently runoff from the eastern portion of the Irene Creek watershed only reaches this culvert in severe overflow situations. The Viola Creek watershed does not have a railroad culvert that allows upstream flows into the project. b. Existing Drainage & Erosion Problems No obvious drainage/erosion problems within the project or the upstream basin. 's 7. DOWNSTREAM ANALYSIS (Level 1) a. Area Basin Limits Narrative Project Basin — The project basin is defined by the project parcel boundaries. t Upstream Basin — None x 4 A 6 7 _ J Downstream Basin — The project is within two separate downstream watersheds, both of which eventually flow into the Union River. b. Resource Information Mason County storm utility records. c. Field Inspection A general field inspection of the storm flow route was performed for 114 mile downstream of the project. d. Area Basin Map See attached USGS MAP & WATERSHED MAP exhibits in Appendix. e. Area Basin Characteristics In general the downstream basin is large-parcel, single-family residential parcels. f. Structures & Channel Specific structures, channels, & drainage routes are shown on the USGS MAP exhibit in the Appendix. g. Problem Areas There are no obvious drainage problems along the immediate downstream route. 8. SOILS REPORT Attached as separate report. 9. GEOTECHNICAL REPORT None warranted. 10. HYDROLOGICAL ANALYSIS The hydrological analysis is based on Santa Barbara Urban Hydrgraph methodology; using StormShed 2G software. The storm type is "1A". Facilities are designed for the criteria listed in paragraphs 4b. & 4c. a. Curve Numbers (CN) & Infiltration Rates Everett: Group A Coarse Sand & Gravel Infiltration design uses a safety factor of 2. b. Time of Concentration (ToC) e Existing: Not applicable. Developed: Use minimum times for pervious & impervious I Minimum Time of Concentration rates: Pervious: 10 minutes } Impervious: 5 minutes t 7 Corbit-Other-Side , Mrchael_F. Wnek P.E, Final Drainage Report .:.. January 21, 2008 c. Impervious Area The final design of individual building pads is not currently know, impervious area is estimated from preliminary conceptuals. North Basin 1.66 acre 34% South Basin 2.01 acre 42% d. Project Runoff Volumes & Peak Discharges NORTH BASIN BASIN 6-MONTH 100-YEAR cfs cfs Existing Condition - - Allowable Project Discharge - `v Develo ed Condition (prior to retention 0.8692 4. NORTH POND NAME SURFACE AREA VOLUME sf cf Total Pond 8,255 48-,4-`-,t I Settling Pond 1,630 5,138 Infiltration Pond 49-,Wg--- 30 1 �255 SOUTH BASIN BASIN 6-MONTH 100-YEAR cfs cfs Existing Condition - - Allowable Project Discharge - - Developed Condition (prior to retention) .5-1-989 SOUTH POND Z�Z I NAME SURFACE AREA VOLUME sf cf Total Pond 10,098 56,365 Settling Pond 1,594 43 3 Infiltration Pond �- -8� 4 -,84 e. Un-captured Project Runoff All project runoff is captured & treated prior to release. f. Upstream Basin / Upstream Bypass A ditch will be constructed along the south side of the parcel to convey any flows that reach the railroad culvert, that conveys any Irene Creek watershed runoff, around the project. 11. BASIN MAPS I A PROJECT BASIN exhibit is attached in the appendix that shmvs the division of the two project basins. 8 i' Corbit-Other-Side. Michael F. Wnek; P.E.FinaLDrainage Report Janua 21 2008' 12. HYDRAULIC DESIGN COMPUTATIONS a. Water Quality Feature Bioswale calculations are attached in the Appendix. The desirable minimum length of 200-feet is not available, therefore a 100-foot length is used and the calculated width is doubled. b. Piping Minimum pipe sizes are 18"-diameter where the storm system carried the entire design basin flow (100-year design). c. Backwater The layout of the project storm sewer does not warrant backwater calculations. d. Downstream Structures No calculations warranted. 13. EROSION & SEDIMENTATION CONTROL DESIGN a. Erosion Control Objectives To prevent sediments from leaving the project site to adjacent properties or downstream channels. b. Erosion Control / Temporary Water Quality Facilities The following temporary erosion control facilities will be used for construction: Construction Entrance Filter Fabric Fence & Hog Fuel Berm Sediment Pond (KC Figure 3-7, p. 3B-26) The retention pond areas will be used for erosion control. This will require leaving 1'-2' of unexcavated buffer soil during the erosion control phase. Final grades of the - retention ponds shall be excavated after project sediment is available upstream. c. NPDES The project area involves over 1 acre, and therefore will require an NPDES permit, d. Re-vegetation Plan The pervious areas will be re-vegetated with grasses or landscaping after construction. e. Soil Stability All slopes will be designed at 2:1 or flatter. Retaining walls may be required at some locations. Walls over 4' in vertical height will require separate building permits. i f. Computations for Conveyance The erosion control facilities involving conveyance need to be designed for the 2-year, 24-hour storm event, minimum. I 9 t Corbit-Other-Side, Michael F. Wnek, P.E. Final Drainage Report January 21, 2008 g. Computations for Sediment Containment The sediment ponds are at the retention pond locations. No calculations are warranted. 14. Maintenance & Operation Manual All temporary erosion control facilities will be removed from the site at the completion of construction. The storm water features on the site (storm piping, detention system, water- quality vaults) will require periodic inspection and annual maintenance. An Operations & Maintenance Manual will be prepared for the project after construction is completed, and when "as-built" plans are finalized. GACivileng\411-Corbit-Other-Side\Storm\DOCS\Dr2inage Report.Doc i t I f 3 i S yy� i 4 i t k 1 n �4 10 e i Michael F. Wnek, P.E., PS Corbit-other-Side Janua'r 21; 2008 Drainage;Report VICINITY MAP f PROJECT a 4 LOCATION �? o �' - m 1 JPNI _WK! _ w co '<< P all NAL r 3tS MUST BE I SiTE A-1 Corbit-Other-Side Michael P. Wnek, P.E., PS January21, 2008 Drainage Report Parcel number: 123213400030 View Map Owner Information PO BOX 488 S &J JOHNSON LLC BELFAIR WA 98528-0488 Taxpayer Information PO BOX 488 S &J JOHNSON LLC BELFAIR WA 98528-0488 Legal Description TR 3 OF SE SW S 28/106 PCL 1 BLA#03-14 BLA #03-14(R)AF#1779502 Site Address .................................. 10 NE PENINSULA BLVD BELFAIR 11 NE PENINSULA BLVD BELFAIR 120 NE PENINSULA PL BELFAIR 50 NE PENINSULA BLVD BELFAIR Reval Area 2 Field.Sheet FS 05301:01 Land Use UTILITIES Land Size* 19.01 Tax Code "? 241 Tax Code Description ? 1 403 A P3 F2 L C H Census Tract Click Here Corbit-other-Side Michael P. Wnek, P.E., PS Drainage Report anuary 21, 2008 AERIAL PHOTO - � - mot t 1 PROJECT LOCATION v � y Nk m �. v �a { f i I TH'"SF PLANS MUST BE s ur, 1`ME JQf3 SITE I FOIJ INSPEC'Tiorj I i A-3 pCorbit-other-Side' Michael F. Wnek, P.E., PS ainage Report January`'21, 2008 ASSESORS MAP 123213200031 123213190060 123213190031 ' tt.r: 123213100031 k PROJECT 123213290100 123213190032 LOCATION J23213200030 123213102000 723213192010 12321319f 014 'k 12321 ' 90033 4232134000201232134000-10 FR'1 123213300020 232111 1111 , ix 12:1��34�OOf� 1 j 1232fs4"701 „ 4 `fr 1,3243400000 123213300010 #23213490020� .Y .- 12r3232=1900440 f i i t 5 3 A-4 Corbit-other-Side Michael F. Wnek, P. PS Drainage Report Januar 21,-2008 SOILS MAP PROJECT a LOCATION 4 T,f ro a a Ef= Everett Eg = Everett Pt ANS NIUST BE ,.E.r.. ff)F3 SITE z ZcTlo d I A-5 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN 124 123 122 121 49 1 25 25 25 x « « a 4w 40"M3 3o n to EL 2 j3 s - BE ILI I.R r� OLGA tl iIm 3 \ FRIDAY HARBOR I PORT STA LEY 30_ b Ze MTV NE t 40 301510 15 , 10 48 - b \ _ •3 ERETT �• _ \ n i 15 4 203g 25 C 0� _ su. I _.t _pit;w5t•TT 3 �..� re 50 c 4J 30 5 �; '� J SA3. T 45 3 5 '�� ` f �`- 3 45 40 r COMA 35 a• �--'!0 i �7 AS DE N1. _ s 25 25 4, CENT W o c 4 20 \ / y I• t5 YAK I 55. 10 I to 3 so \� ' f 10 +a t 45'1 S 40 3 ' M . 1 35—� � � � 'ADA 3 2 +s :e 46 3s 55 ' A5s 3 An -- WASHlNGTQfV 3 25 B x t • _ , p� EN E 10 0 10 20 30 40 C— '----- r—--i MILES 20 NOAA ATLAS 2, Volume IX Figure 25 25'�.—� ' Prepared by U.S.Department of Cc mmerce iSOPLUVIALS F 2-YR 24•HR PRECIPITATI N IN National Oceanic and Atmospheric A JmInistration TENTHS OF A INCH National Weather Service,Office of Hydrology Prepared for U.S.Department of Alriculture, Soll Conservation Service,Engineer ng Division I -- 124 123 122 121 — III-1-44 FEBRUARY, 1992 B-1 • i r� i r, r r • i STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN 124 123 122 121 - --��- _4 80 c s 4 E L s 0--��\ ' i 45 .•�. ��. Jqs 40 � D '-f'^Y� to ca ( 55 4 11 fi(1F!4Y HA, A 7 8 5 85 �� 3010 5 r r r 55 c 1 I 75 8 i 75 1 ?55 a 90 1 5 45 t o 85. , c gp 51 100" 1 100, E 5 s '1� 1 ,,40 � so 90' i 1 r S AT 8 ' 4 P I I �40 cc SDI o 7-� s s so; Do f � , ,,� r y 55i 11 7 i ss - � 5 o L' • ABE E i o— 11 2 2 70 4 .E 7H T Z22?•'YAKI ioo 9 55 c 45 n 70 0• 6 ss 1 go-4 s 1010 55 65 7 0 'C,-8p \ AD M� 46L 0 yy 1 -� e �30 VNA HfNGT 4,!N 40 ,F 50 40 �P7ZT)1 tf.KLI ► ,a� ,} ` � , EN E 10 0 10 20 30 40 MILES MILES 40 �; M } t o ssso4535 ——� - �• i Figure 30 I 45 NOAA ATLAS 2, Volume IK T 50 55 60 65 ;Prepared 6y U.S.Department of Commerce $ ISOPLUVIALS F 100-YR 24•HR PRECIPIT TION 1Nationaloceanican tmospheric mini itration IN TENTHS OF N INCH National Weather Service,Office of Hydrology Prepared for U.S.Department of Agriculture, Sol Conservation Service,Engineering Division 124 123 122 121 g III-1-46 FEBRUARY, 1992 B-3 a STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Table II1-1.6 Hydrologic Soil Groups foe Soils in the Puget Sound Basin Hydrologic Soil Hydrologic Soil Soil Type Group Soil Type Group Agnew C Colter C Ahl B Custer ND Aits C Dabob ND Alderwood C Delphi D Arenu,Alderwood B Dick ND Arents,Everett B Dimai D Ashoe B Dupont D Baldhill B Earlrnons C Ba"Vaton C Edgewick C Baumgard B Eld B Beauaite B Elwell B Belfast C �Y�E& aMl......................... ......... B. Bellingham D •Evcrett ..�: _......................................... Bellingham variant C Everson D Boistfort B Galvin D Bow D Getchell A Briscot D Giles B 8uekley C Godfrey D Bunker B Greenwater A Cagey C Grove C Cariaborg ND Heradive C Casey ND Hannit ND Cassolary C Hoh ND Cathcart B Hoko ND Centralia B Hoodsport ND Chehalis B Hoogdal C Cheraw A Hoypus ND Cinebar B Huel ND Cial[am C Indianola ND Clayton B 7oaas B Consul beaches variable Jumpo ND Kapowain CID Kalaloch C Katula C Renton D Kilchia C Republic B Kitmp C Riverwash variable Klaus ND Rober C Klone ND Sala[ C Latta C Salkum B Lcbam B Ssnunamish D Urnmi ND San Juan ND Lynnwood ND Scamman D Lystair ND Schneider B Mal C Seattle D Manley B Sekiu' ND Mashcl B Semiahmoo THESE PLANS UST BD Maytown C Shalcar 19 McKenna D Shano 01, THET JO; SITE B McMurray ND Shelton FOR i N S PE. I Ari o m C Melbourne B Si C Menzel ND Sinclair C Mixed Alluvial variable Skipope D Molson B Skykomish B Mukilteo CID Snohopish ND Naff B Snohomish D Nargsr A Solduc B National ND Solleks ND Neilton A Spann D III-1-9 FEBRUARY, 1992 B-4 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Hydrologic Soil Hydrologic Soil Soil Type Group Soil Type Group Newberg B Spanaway A/B Nisquaily B Springdale B Nooksack C Sulcavar B Norma CID Sultan C Ogatty C Sultan variant B Olete ND Surma C Olomouirt C Swantown ND Olympic B Tacoma D Orcaa D Tanwax ND Oridn D Tcalwhit ND Oiling ND Tenino C Oso C Tisch D ZC Tokul ND k C Townsend C Phreney C Triton ND Phelan ND Tukwila D Pilchuck C Tukey ND Potchub C Urban variable Poulsbo C Vailton B Prather C Verlot C Puget D Wapato t' ND Puyallup t B Warden B � Queeta ND Whidbey ND —� C Quiicene ND Wilkeson B Ragmr B Winston A Rainier C Woodinville B s Raught B Yelm C Reed ND Zynbar B j f s Hydrologic Soil Group Classifications A. (Low runoff potential) . Soils having high infiltration rates, even when thoroughly wetted, and consisting chiefly of deep, well-to-excessively drained sands or gravels. These soils have a high rate of water transmission. B. (Moderately low runoff potential) . Soils having moderate infiltration rates when thoroughly wetted, and consisting chiefly of moderately fine to moderately coarse textures. These Soils have a moderate rate of water transmission. C. (Moderately high runoff potential) . Soils having slow infiltration rates when thoroughly wetted, and consisting chiefly of soils with a layer that impedes downward movement of water, or soils with moderately fine to fine textures. These soils have a slow rate of water transmission. D. (High runoff potential) . Soils having very slow infiltration rates when thoroughly wetted and consisting chiefly of Clay soils with a high swelling potential, soils with a permanent high water table, soils with a hardpan or clay layer at or near the surface, and shallow Soils over nearly impervious material. These soils have a very slow rate of water transmission. ND Data not currently available for this soil type. *From SCS, TR-55, Second Edition, June 1986, Exhibit A-1. Revisions made from SCS, Soil Interpretation Record, Form 05, September 1988 and various county Soi, ^ Surveys. III-1-la FEBRUARY, 1992 B-5 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Table III-1.3 SCS Western Washington Runoff Curve Numbers (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type IA rainfall distribution, 24-hour storm duration. LAND USE DESCRIPTION CURVE NUMBERS BY HYDROLOGIC SOIL GROUP A B C D Cultivated land(1) : winter condition 86 91 94 95 Mountain open areas: low growing brush & grasslands 74 82 89 92 Meadow or pasture: 65 78 65 89 Wood or forest land: undisturbed 42 64 76 81 Wood or forest land: young second growth or brush 55 - 72 81 86 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. Good condition: grass cover on t75% of the 68 80 86 90 area Fair condition: grass cover on 50-75% of 77 85 90 92 the area Gravel roads & parking lots: 76 8S 89 91 Dirt roads & parking lots: 72 82 87 89 Impervious surfaces, pavement, roofs etc. 98 98 98 98 0 en water bodies: lakes, wetlands, ponds etc. 100 100 100 100 Single family residential(2) : Dwelling Unit/Gross Acre %Impervious(3) Separate curve number 1.0 DU/GA 15 shall be selected for 1.5 DU/GA 20 pervious & impervious 2.0 DU/GA 25 portions of the site 2.5 DU/GA 30 or basin 3.0 DU/GA 34 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 PUD's, condos, apartments, %impervious commercial businesses & must be industrial areas computed (1) For a more detailed description of agricultural land use curve numbers refer ' to National Engineering Handbook, Sec. 4, Hydrology, Chapter 9, August 1972. (2) Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good _ condition for these curve numbers. -',IU T BE III-1-12 FEBRUARY, 1992 B-6 e H w tn tr H � O m Infiltration Cation Exchange Effective H y Texture Rate Capacity Water Capacity Hydrologic i Class Hydrologic (milliequivalents/ (inches per Soil Group grams) inch) _,....�.....� . ._<.,,._,.,,�_��..M =.: .N Coarse Sands or Cobbles 20.00 <5,0 _ A a to ■ O .i5 / � a w.�5.t):a a. R a r a..r w x .m ay xn ...w n w w- t LoamyF-+ H oamy Sand 2.41 5.0 031 t1. n z A H H 0 Sandy Loam 10 1.02 >5.0 0.25 B ID rt c� r Loam 0.52 >S.0 0.19 B r y m m t' � m Silt Loam 0.27 >5.0 0.17 C ,y r Sandy Clay Loam 0.17 >5.0 0.14 C m m H Clay Loam 0.09 >5.0 0.14 D M, x Silty Clay Loam 0.06 >5.0 0.11 D a C Sandy Clay 0.05 >5.0 0.09 D U, tz7 Silty Clay 0.04 >5.0 0.09 D 0 r Clay 0.02 >5.0 0.08 D �' d '� oa m �, Source(except for cation exchange capacity): Rawls, Brakensiek,and Saxton, 1982(16) X to to H G C� 2 Cation exchange capacity values are estimated from Buckman and Brady, 1969,(23) K m �4 N ,I j Corbit-other-Side Michael E. dnek, P.E., PS Drainage Report January 21, 2008 DOWNSTREAM ANALYSIS al, a .� i w� t - , NORTH BASIN: i Q K VIOLA CREEK 1.24 cMP t r �, f l WATERSHED fi � A oil �- -`, PROJECT SITE ilk ■ ;* I �° j� ' SOUTH BASIN: " : fr IRENE CREEK { l WATERSHEDLIJ ( 1 40 F l/■ { KEY ditch flow culvert ■;r { �, ■ss, ■ basin boundary �=i� Y �j i � af: rah � may`^_-�••�,���s i �, �.�_,--� ..3-�, � a j�(� a � f }y/'f}Yf��S�q�E,.,,� y,7 1 � 1 !•j � ,�' i 1 - � r �200l WL a-01'nneo a !...Oan wMxO is "LAMS MUST BE HE JOB SITE C-1 FOR INSPECTIOM l . t 1 r gyp , W < c), Lu f e �. r r' 271 If 21 U.1'ISNUa Itl FlU �; ��,: � �_ "�,.�r' `.��.�•! .� ti:.,,:.•" t i - ,_... a r- � � �• ��.-. - JAI .,. � ..ter... . , , r e r y_ a , t , cc ,. .. 1 in i , Corbit-Other-Side - Michael F. Yilnek P.E. PS Drainage Report January 21, 2008. T NORTH POI D Total Pond: "North-Total" EL. 185 = 2,072 SF EL. 190 = 4,780 SF EL. 194.8 = 8,255 SF Settling Pond: "North-Settling" EL. 185 = 425 SF EL. 190 = 1630 SF Infiltration Pond: "North-Retention" EL. 185 = 1,647 SF EL. 190 = 3,150 SF EL. 190.1 = 4,780 SF EL. 194.8 = 8,255 SF Record Id:NORTH BASIN _ SBUH Rainfall typeYPEIA Design Method Yp . ..... . 484.00 yd Inty _ 10 00 min Peaking Factor Abstraction Coeff 0.20 3.24 ac DCIAN _ � 66 ac Pervious Area AMC 2 98.00J68.00 ,rD_CPervous CN ----- _ _ Per��ous TC 10.00 min 'DC TC 5.00 min f i Pervious CN Calc -- -- ....... _..._ ._........ .: .. .....__ _..._........r. Description SubArea Sub en —"— ____.- `_ a 3.24 ac 68.00 { �_ ------en spaces,lawns,parks(>75/o grass) _ _ _. Pervious Composited CN(AMC 2) 68 00 Pervious TC Calc Type Description E Length Slope Coeff Mrsc TT -- ._..._. ..._ _, 10.00 min Pervious TC 10.00 min y Directly Connected CN Cale - . .. ` Description SubArea Sub cn Impervious surfaces(pavements,roofs,etc) 1.66 ac 98.00 ` DC Com osited CN(AMC 2) 98.0.0 Directly Connected TC Calc Type Description ( Length I Slope Coeff Mrsc TT _. ... ...._ ..... _ .. .. ... ____..._...... 5 00 m� Fixed in 5 00min Directly Connected TC D-1 Michael F. Wnek, P.E., PS Corbit-Other-Side u - -- January 21, 2008 Drainage Report NORTH BASIN Event Summary _ Event 'Peak Q(cfs);Peak T(hrs) FIyd Vol(acft) Area ac Method`Ramtype w.._ .. ........._ - -.__.._...._._....__... . . _ ...... .. ..--.-.-- ( _-. 6-month 0.8671 8.00 0.3762 4.9 000 ; SBUH . TYPElA , ...... .....2 year 1.6668 i 8.00 0.6952 4 9000 SBUH TYPEIA n.. - �.._...._ 8.00 1.1664 4 9000 SBUHTYPElA 10 year 2.9788 100 year 4.9522 ; 8.00 1 8560 4.90 00 SBUH TYPElA "NORTH-TOTAL" CALCULATIONS PRECIPITATION .. . Event Precip(in) _.............._..._..;............._... _..__.._._.._ 6 month; 2.3300 2 year 3..5000 10 year 1 5.0000 _..:.............._.._..._...................... �.__._.......:. 1 100 year 1 7.0000 LPOOL NORTH SUMMARY using Puls Start of live storage: 185.0000 ft -..:._ ....... ......_.......... cfs St Vol(cf) ['Vol(acft)(Time to Empty 3 Event Match Q(cfs) Peak Q ( ):Peak g(ft)3 _ - _____ - 6-month` 0.8692 0 5211185.3311 i 716.24 1-7 0.0164 25� 2 year 1.6700 0.6298 186.1979 ; 2870.63 0 0659 25.33 10 year 2 9834 0 8371 187 8512 i 8109 65 0.1862 25 50 _ . . _ . _. -................. - .. .. ... 3... .S 100 year] 4.9587 l 1424 190 2142 18171.00 0.4171 �_.._ 28.50 N mµ { t BASIN SUMMARY _ Peak Q i Peak T i Peak Vol(ac- Area 'Method/Loss Raintype. BasinID Event (cfs) j (hrs) ! cf) i (ac) i -' 0.3769 4. i SBtJH/SCS TYPEIA ;NORTH BASIN 6-month 0.8692 8 00 j _ .. ... ..... .. .;NORTH BASIN 2 year 1�0 I 490 SBUPUSCS ' TYPE1 _ _. _._. _._. _- _. " - _ 8.00 1 1680 4.90 SBUH/SCS TYPElA NORTH BASIN 10 Year 2 9834 --- _ ._._ _. ..... _.......... - " 1.8582 4.90 SBUH/SCS TYPEIA NORTH BASIN 100 year' 4.9587 8 00 _ HYDROGRAPH SUMMARY - __._ - - HydID ;Peak Q (cfs)jPeak T(hrs);Peak Vol(ac-ft) Cont Area(ac)., 6-month out 0.5211 j 8.33 0.3769 --: _ 2 year out 0.6298 1. - 9.1.7 0.6963 V4.9040 1 1680 4.9040 110 year out 0 8371 i 10 17 0 -. 1.8582 4.9040 100 year out 1.1424 11.33 j D-2 Corbit-Other-Side Michael F. Wnek, P.E., PS Drainage Report ., January 21, 2008 Record Id: LPOOL NORTH ;Descrip: ;Level Pool Routing;Increment 10.10 ft __................ Start El. I190.0000 ft ;Max El. 1200.0000 ft Storage Node iNORTH-TOTAL ;Discharge Node 1INFIL . ......_ .. . ..-_. Record Id: INFIL Descrip. ;Prototype Structure!Increment ;0 10 ft -..._.__.._._..._ ....._._.. ..... ..__...........�................._.. ..._. . . . __ ...._........_._..... ._...__..: _......_.._..__....._._.._..__...._.._-.._.... ........ _...... `Start El. 1185.0000 ft Max El. 200.0000 ft' ._ _. ;Infiltration rate 10.0000 in/hrMultiplier 1.00 �'1 _ Stage Discharge Rating Curve ! 187.6000 ft r0.8056 cfs 192.6000 ft 11.5422 cfs� _ _ . 2.71065 187.7000f `0.8 19 ft 18> 0000 ft0cfs f 87.8000 10. 307 cfs )2.8000 f 11.55755970 ccfs 0.4922 cfs190.185.1000 ft 1000 f .1232 cfs s' �__._._. .., . ._.._.._...._..0.._r.c.._f._s 18__. _ �---__ 9000 f 1..5925 cfs E 185.2000 ft 0.5047 cfs 190.2000 f [1_.1.4. 0 . 2 : 87 0 f cfs188.0000 f1O 55 cfs 193.000 6092 , 185.3000 ft 05172 cfs 90.3000 ft 1.1568 cfs cf �193 0 f16260 cfs00f-�0. 683 �18 0 185.4000 f 05298 cfs 190.4000 f 11.1735 cfs i - - r188 2000 ft 0.8808 cfs. 193 2000 ft 11 6427 cfs 185,5000 ft 0.5423 cfs 190.5000 ft 1.1903 cfs _ 185.6000 ft 0.5549 cfs 190.6000 ft F1.2 070 cfs i 188 3000 ft 10 8934 cfs 193.3000 ft 11 6595 cfs _ . ..� .............. . 185,7000 ft 0.5674 cfs 190.7000 ft1.2238 cfs 188.4000 ft€0 9059 cfs i193 4000 ft 1.6763 cfs' 185.8000 ft 0.5799 cfs:190.8000 ft j1.2405 cfs 188 5000 ft10 9184 cfs 193 5000 ft 1 6930 cfs - ( 188.6000 ft 0 9310 cfs103.6000 ft 17098 cfs'( 185.9000 ft`0.5925 cfs,190.9000 ft.1.2573 cfs 1 186.0000 ft i0.6050 cfs,191.0000 ft 1.2741 cfs a188.7000 ft 0.9435 cfs 93.7000 ft 1.7265 cfs'I 186,1000 ft'0.6175 cfs f191.1000 ft j1.2908 cfs i 188 8000 ff 0.9560 cfs 93 8000 ft 1 7433 cfs; 186.2000 ft,0 6301 cfs 191.2000 ft 1.3076 cfs; 188.9000 ft 0 9686 cfs 19� 9000 ft 11.7601 cfs --.9686 . 0.6426 cfs 191 13 000 ft`. 3 000 ft 1.3243 cfs+ 189.0000 ff�0.9811 cfs 194.0000 ft 86 1 7768 cfs _� _ 186.4000 ft . 189.1000 ft 06551 cfs ft 1.3411 cfs 0.9936 cfs 194.1000 ft 1 7936 cfs __ _.. ._ 186.5000 1t 0.6677 cfs 191.5000 ft 11.3579 cfs 189.2000 ft j1 0062 cfs 194.2000 ft 1 8103 cfs 186.6000 ft;0.6802 cfs,191.6000 ft 1.37�46 cfs 189.3000 ft11.0187 cfs 1943000 ft ll 8271 cfs 186.7000 ft '0.6928 cfs.191.7000 ft=1.3914 cfs 189 4000 ft 1.0313 cfs 194.4000 ft 1 8438 cfs 186.8000 ft 0.7053 cfs'191.8000 ft 1.4081 cfs 189.5000 ft 1 0438 cfs 194.5000 ft 1 8606 cfs; 186.9000 ft 9.7178 cfs 191.9000 ft f l 4249 cfs 189.6000 fY j 1.0563 cfs .194.6000 ft 1,8714 cfs E 187.0000 ft'0.7304 cfs 192.0000 ft 11.4416 cfs' 189.7000 ff�1.0689 cfs 194.7000 ft 1.8941 cfs _.. . __. 187.1000 ft'0.7429 cfs 192.1000 ft 11.4584 cfs 1 1 189.8000 ft'1 0814 cfs t94.8000 ft 1.9109 cfs! � 187.2000 ft 0.7554 cfs:192.2000 ft 1.4752 cfs 1899000 ft 1.0939 cfs 194.9000 ft 1.9276 cfs _ _ 194.8000 ft l 9109 cfs 187.3000 it 0.7680 cfs 1923000 ft 11.4919 cfs 187.4000 ft 0 7805 cfs 192.4000 ft11 5087 cfs 187..5000 ft i0.7931 cfs 192.5000 ft i l 5 cfs ---- _ MUST BE SITE D-3 c. N-SPECTIOM Corbit-Other-Side Michael F. Wnek, P.E. PS Drainage Report January 21, 2008 Record Id: NORTH-TOTAL _. _ .___. _ .._._..._.; Descrip: Prototype Record rincrement 0.10 ft j Start E1. 185.0000 ft IMax El. 194.8000 ft _......................._....___....._................._ _.. . Stage Area u .................... ......... Stage ft Area (sf) 1 185.00 2072.0000 190.00 4780.0000 _..; 194.80 8255.0000 --..__-._•.__ _ _ _' ---- .- _ '1187.5000 ft 6872 5000 cf 192 5000 ft 31342.3691 cf Stage Storage Rating Curve , -- - - --- '187.6000 ft 7217 8081 cf 1192.6000 ft 32004 9785 cf I ss.0000 ft 0.0000 cf 190.0000 ft 17130 0000 cf _ ._ 185.1000 ft, 209.9080 cf 190.1000 ft 17611 6191 cf. 187.7000 ft 7568.5322 cf 192.7000 ft 32674.9262 cf_ .. 187.8000 ft 7924.6719 cf 192.8000 ft 33351 9141 cf 185.2000 ft 425.2320 cf 190.2000 ft 18100 4785 cf ___ _ -- _- - - ---�"" 187.9000 f 8286 2275 cf 192._9 000 ft 34036.2422 cf 185.3 000 ft. cf 190.3000f 18596.5781 cf _...._...... -- 188.0000 tt' 8653.2002 cf 193.0000 ft,}34727.8086 cf 185.4000 f t 872.1280 cf 190.4000 ft 19099.9160 cf _....... -- 158.1000 ft 9025 5879 cf 193.1000 ft t35426.6172 cf 185.5000 ft 1103.7000 cf 190.5000 ft 19610.4941 cf ......... 185.6000 ft 1340.6880 cf `190.6000 ft 20128 3]25 cf 188 2000 ft 9403 3916 cf 193.2000 ft 3613... cf �. 188.4000 ft,10175.2480cf 193.4000 fr'37565.9492 c 185.7000 ft 1583 0920 cf 190.7000 ft 20653 3691 J 188.3000 ft 9786 6123 cf 193.3000 ft 3684 - - 6.4766 cf 185 8000 ft 1830.9120 cf 190.8000 ft 21185.6660 cf i 185.9000 ft 2084.1479 cf -190.9000 ft 21725.2031 cf 188.5000 ft 10569 2998 cf 193.5000 fi38294.2422 cf _ 188 6000 ft 10968 7676 cf 193.6000 fr 39029.2461 cf 186 0000 ft 2342.8000 cf 191.0000 ft r2227� 19785 cf - - - I :188.7000 ft 11373.6523 cf,193.7000 ft '39771.4922 cf: IS 6.1000 ft 2606.8679 cf 191.1000 ft 22825.9941 cf - 189.8000 ft 11783 9521 cf 193.8000 ft 40520 9766 cf 186.2000 ft 2876.3521 cf '191.2000 ft�23387 2500 cf _ _..........._.._ - `- -' 188 9000 ft 12199 6680 cf 193.9000 ft 41277.6992 cf� 186.3000 ft 3151.2520 cf -191.3000 ft�23955.7441 cf ,. _. ._... _._ ------._._ r.,,, .,., - � ��������� 189.0000 tt 12620 7998 cf 194.0000 ft 42041.6641 cf 186.4060 ft 3431 5681 cf -191.4000 ft.�24531 4785 cf. I _ ...... - l 89 1000 ft:13047.3477 cf 19=4.1000 it 42812.8672 cf. 186.5000 ft 3717 3000 cf 191.5000 ft�25114.4531 cf _ �.._ _._. ._ - 189.2000 ft.13479.3115 cf 1942000 fi .43591.3086 cf t 86.6000 ft 4008.4480 cf 191.6000 ft�25704 6660 cf w _. 1893000 ft;13916.6924 cf 194.3000 ft 44376.9922 cf 186.7000 ft 4305.0122 cf 191.7000 ft 26302 1191 cf 186.8000 it 4606.992 cf 191.8000 ft 26906 8125 cf 189.4000 ft 14359.4883 cf 194 4000 ft 5169.9141 cf _ 186.9000 ft 4914.3882 cf 1 91.9000 ft `c 27518.7441 cf 18 9.5000 ft 14807.7002 cf 5000 ft 45970.0742 cf! _ 28137 9160 cf ft 189.6000 :187.0000 ft 5227.2002 cf 192.0000 tt 15261 3281 cf 194.6000 ft '46777.4727 cf 187.1000 ft 5545.4282 cf 192.1000 ft 28764.3262 cf l 89.7000 tt 15720 3721 cf 1 94.7000 ft 47592.1133 c f, 0 . 189.8000 f 16184.8320 cf 194000 ft-48413 9961 cf 187.2000 ft 5869 0718 cf 192.200f 93979785 f - "" �` 189.9000 rt.16654.7070 cf 1194.9000 ft�49235 8037 c 187.3000 I t:6198.1318 cf 192.3000 ft 30038.8691 cf 187.4000 ft'6532.6079 cf 192-4000 ft�30686.9980 cf. D-4 Corbit-other-Side � �^ Michael F. Wnek, P,E., PS -Drainage Report r r! January 21, 2008- NORTH-SETTLING CALCULATIONS Record Id: NORTH-SETTLING Descrip:;Prototype Record lIncrement 0.10 ft Start El. 1185.0000 ft Max El. 1190.0000 ft' _. _ ....._.._....._._............_...__...._.........._.....:. __._........................ F_............................................._. . Stage Area Stage(ft) _:_._._. Area 185.00 425.0000 190.00 -1630.0000 a _.. i Stage Storage Rating Curve 185.0000 ft! 0.0000 cf ,18 000 ft 1�919.5800 cf 185.1000 ft' 43.7050 cf 187.7000 ft'2025.9449 cf _.....- - -...... 185.2000 ft; 89.8200 cf 187.8000 ft 2134.7200 cf i 185.3000 ft. 138.3450 cf '187.9000 ft 2245.9050 cf 185.4000 ft 189.2800 cf 188.0000 ft!2359.5000 cf. 185.5000 ft' 242.6250 cf 188.1000 ft;2475.5049 cf 185.6000 ft; 298.3800 cf 188.2000 ft 2593.9199 cf, .............. . 185.7000 ft 356.5450 cf 188.3000 ft2714.7451 cf? . ......... . .......... 185.8000 ft: 417.1200 cf [188.4000 ft'2837.9800 cf 1 185.9000 ft 480.1050 cf 18�.5000 ft2963.6250 cf _.___.____......._.... _ ...._.........._..._..__.....___ 186.0000 ft 545.5000 cf 188.6000 ft 3091.6799 cf 186.1000 ft: 613.3050 cf :188.7000 ft 3222.1450 cf. 186.2000 ft' 683,5200 cf 188.8000 ft 3355:0200 cf! --....... 186.3000 ft 756.1450 cf 188.9000 ft 3490.3049 cf! 186.4000 ft 831.1800 cf 189.0000 ft 3628.0000 cf _ s 186.5000 ft 908.6250 cf ,189.1000 ft 3768.1050 cf 186.6000 ft 988.4800 cf 189.2000 ft ''3910.6201 cf 186.7000 ft 1070.7450 cf A893000 ft 4055 5449 cf' 186.8000 ft 1155.4200 cf 1189.4000 ft'4202.8799 cf 186.9000 ft 11242.5050 cf,1.189.5000 ft;4352.6250 cf 187.0000 �ft1332.0000 cf'189.6000 ft 4504.7798 cf .... 187.1000 ft 1423.9050 cf 189.7000 ft'4659 3452 cf 187.2000 ft 1518.2200 cf 189.8000 ft 4816.3198 cf .... ........ ... _ 187.3000 ft 1614.9449 cf $9.9000 ft 4 1 975.7051 cf 187.4000 ft.1714.0800 cf 190.0000 ft 5137.5000 cf �.j ,.�, r _ i T�,r , Pf 4 NS ngUS 187.5000 1t 1815.6250 cf I90.1000 ft 5299.2850 cf T BE Srr� �iL D-5 �r , i h :. Michael F. Whek, P.E., PS } Corbit-other-Side �* 10 � } � � ... January 21, 2008 Drainage Report �. � .....,. . t "NORTH-RETENTION" CALCULATIONS PRECIPITATION ;Event Precip (in) '6 month 2.3300 ..._._..... ...._........._...._._......_....................... . 2 year ! 3.5000 Tmv 1�10 year 5.0000 100 year; T,000 LPOOL NORTH SUMMARY using Puls Start of live storage: 185.0000 ft _ Event Match Q(cfs) Peak Q(cfs) Peak St ft . Vol c Vol acft Time to Empty ____.w____._._., .._.__._.__ 6-month 0.8671 6.4203 185.5614 �972 43 0.0223 25.17 _..._._ __ _ ___ 2 year 0. 5157 186 9321 13743.54 0.085 9 25 3 . _ _ . _ 110 year] 2.9788 0.6924 189.4717 10370.54 0.2381 28.00 r--- _ -- ----- -- 100 year 4.9522 1 2878 191 1597 117870 48 0 4102 30 67 BASIN SUMMARY ......... ..............._...._ _.._...-----....._.__ _.._...-...................... t:..................... .... f _ --- .. .............. ................. ... I Peak Q Peak T Peak Vol(ac- Area Method/Loss Raintype BasinID Event (cfs) 1 (hrs) cf) (ac) 8.00 0.3762 4 90 SBUH/SCS I l iiElA NORTH BASIN k6-month 0.8671 _..... ...... -.. . _.__ _ _................. ..._..._....___......__ 4.90 SBi)II/SCS TYPEIA NORTH BASIN 2 year 1.6668 ; 8.00 ! 0.6952 _ i. -- 1.1664 F 4.90 SBUH/SCS F�TYPEIA :NORTH BASIN �10 year 2.9788 8.00 µ-_ _ _�-- NORTHBASIN 100 year'; 4 9522 8 00 1 8560 t 4 90 SBUH/SCS wTYPEIA HYDROGRAPH SUMMARY - :._ HydID :Peak Q (cfs)iPeak T(hrs) Peak Vol(ac-ft) Cont Area(ac) ___ - - 0.3762 4 9000 6 month out 0.4203 8.67 1 12 year out 0.5157 10.00 9 2 F 4 9000 10 year out 0.6924 12.00 1.1664 4.9000 _ ; 900- ..... 4. 010.33 1.8560 100 year out 1.2878 Record Id: LPOOL NORTH ..... .. . - ... . _ .. ......_:: _.._...... _............. ... Descrip: Level Pool Routing Increment i0 10 ft „---'Start El. 190.0000 ft Max El. „ ;Storage Node`NORTH-RETENTION iDis ge Node INFIL D-6 � K Michael 1PVnek P.E PS Corbit-other-Side l F�� .' � . f x . 04 �, � �_ t :; January 21, 2008 Drainage Report °� � � �;�x k ,a :. . ._u... . ., ,. . ._ Record Id: NORTH-RETENTION Descrip: !Prototype Record Increment i0.10 ft i F- _ ._..; Start El. 1185.0000 ft 1Max El 194.8000 ft .......... -................__...._.___..._................... Stage Area Stage(ft) ( Area (sf) 1647.0000 3150.00 ± 190.00 00 190.10 4780.0000. .__- 194.80 I 8255.0000 ---- .............. ... - Stage Storage Rating Curve 187.5000 ft 5056.8750 cf 1 ik-5000 ft 25990.3535 cf 185.0000 ft 0 cf 190.0000 ft : 11992.5000 cf 187.6000 ft 5298 2280 cf 192.6000 ft 26649.4961 cf r - _. - _ _.._ - - 185.1000 ft 166.2030 cf 190.1000 ft, 12388 9951 cf I87.7000 ft 5542 5869 cf 192.7000 ft 27316.0352 cf j _ 1 185.2000 ft i 335.4120 cf i 190.2000 ft (12870.6865 cf 187 8000 ft 5789 9521 cf 192.8000 ft 27989.9648 cf _ _ 1853000 It 507� 6270 cf 1903000 ft ' 13359 7773 cf '187 9000 ft ' 6293.7002 cf 19?.0000 ft 28671.2891 cf _. . . 185,4000 ft 1 682.8480 cf 190.4000 ft ! 13856.2617 cf i 188.000 i 29360.0078 cf _..... __ 185.5000 ft 861.0750 cf . 190.5000 ft 14360.1387 cf 188.1000 ft 6550 0830 cf 193.1000 ft 30056.1191 cf i __ 185.6000 ft 1042.3080 cf 190.6000 it 14871.4102 cf 188 2000 ft- 6809.4722 cf 193.2000 ft C30759.6250 cf _+ 185.7000 ft 1226.5470 cf 190.7000 ft 15390.0752 cf 188 3000 ft r7071.8672 cf 193.3000 ft 31470.5254 cf 185.8000 ft 1413.7920 cf 190.8000 ft 15916.1338 cf l 188 4000 ft 7337 2681 cf 193.4000 ft 32188.8164 cf _ _ 185.9000 ft 1604.0430 cf 190.9000 ft 16449.5859 cf; 188 5000 ft 7605.6748 cf 193.5000 ft 32914.5039 cf i 1 . 88 6000 ft191.0000 t 7877 087cf 193.6000 f 33647.5820 cf 860000 f 700 186.1000 ft 1993.5630 cf 191.1000 ft 17538.6719 cf; 188 7000 ft 8151.5068 cf 193.7000 ft 34388".0586 cf -�--- _ 188 8000 ft 1 842{- 8.9316 cf 193.8000 ft [35135.9258 cf 186.2000 ft 2192.8320 cf 191.2000 ft " 18094.3047 cf _ _ . 186.3000 ft 2395.1069 cf 1913000 ft 18657 3301 cf 188.9000 ft 8709.3633 cf 193.9000 fr35891 1836 cf _ _ _ 186.4000 ft ; 2600.3879 cf 191.4000 ft !19227.7520 cf 189.0000 ft I- .., 7998 cf 194.0000 ft 36653.8398 cf 186.5000 ft i 280E 8.6750 cf 191.5000 ft ! 19805.5645 cf 189 1000 ft . 9279 2432 cf 194.1000 ft [37423 8867 cf i c __ ._ _ ._ 186.6000 ft 1 3019.9680 cf . 191.6000 ft 20390.7734 cf 189 2000 ft 9568 6924 cf ` 194.2000 ft 138201 3281 cf 186.7000 ft 3234.2671 cf 191.7000 ft 20983.3730 cf 189.3000 ft 9861 1475 cf 194.3000 ft (38986.1641 c 186.8000 3451.5720 cf 191.8000 ft 21583.3691 cf 189.4000 ft 10156 6084 cf 194.4000 ft 39778.3945 cf ft_. �- 189.5000 ft 10455.0752 cf 194.5000 ft 40578.0156 cf 186.9000 ft 1 3671.8831 cf 191.9000 ft 22190.7559 cf - 1 187.0000 ft 3895.2000 cf 192.0000 ft 22805.5391 cf 189.6000 ft 10756.5479 cf 194.6000 ft 41385.0313 cf -_. _. 189.7000 ft 11061.0273 cf 194.7000 ft 42199 4414 cf 1 187.1000 ft 4121.5229 cf . 192.1000 ft '23427.7148 cf _ - _ 187.2000 ft 4350.8521 cf I92.2000 ft 24057.2832 cf 189.8000 ft 117 cf I94.8000 ft43021 2188 cf 187.3000 ft 4583.1870 cf 192.3000 ft '24694.2461 cf 189.9000 ft 11679 0029 cf 194.9000 ft 43843 04 c f.187.4000 ft ,, 4818.5278 cf 192.4000 ft 25338.6035 cf MUST 13E -7 r F3 SITE Corbit-other-Side Michael F. Wnek, P.E., PS January 21, 2008 ' Drainage Report --- Record Id: INFIL _ Descrip: Prototype Structure Increment 0.10 ft Start El. 185.0000 ft Max El. 200.0000 t Infiltration rate'10.0000 in/hr " Multiplier 1.00 ;187 6000 ft 0.5622 cfs"192 6000 ft 1.5344 cfs i Stage Discharge Rating Curve _._.. . __ - 187 7000 ft 0 5691 cfs;192 7000 ft 1.5515 cfs' 185.0000 ft 0.0000 cfs 190.0000 ft 0.7292 cfs _ 185 187.8000 ft cfs 192_.8000 ft 1.5686 cfs 00ft 0.3882 cfs 190.1000 ft 1 1065 cfs10 " _. 185.2000 ft 0.3952 cfs 190.2000 ft 1.1236 cfs 187 9000 ft 0 5830 cfs 192.9000 ft 1 5857 c s ft 188.0000 ft 0.5900 cfs 193 OOOO ft 1 60 28 cfs 185.3000 ft 0.4021 cfs 190.3000 1 1407 cfs, _ '185 4000 ft 0.4091 cfs 190.4000 ft 1 l 578 cfs 188 1000 ft 0.5970 cfs 193.1000 ft 1.6199 cfs 185 5000 ft 0 4160 cfs 190.5000 ft 1 1749 cfs 188.2000 ft 0.6039 cfs 193.2000 ft 1.6370 cfs ft 0 6109 cfs:193.3000 ft 1.6542 cfs 85.6000 ft 0.4230 cfs 190.6000 ft z 1 1921 cfs 185.7000 ft 0.4300 cfs 190.7000 ft 1 2092 cfs' 188 4000 ft 0 6178 cfs 193 4000 ft 1.6713 cfs! ! _ 188 5000 ft 0 6�48 cfs 193 5000 ft 1.6884 cfs; 185 8000 ft 0.4369 cfs 190.8000 ft 1 2263 cfs i _ 188 6000 ft.0.6317 cfs 193 6000 ft 1.7055 cfs 185 9000 ft 0 4439 cfs 190.9000 ft 1.2434 cfs; 188 7000 ft,0 6387 cfs 193 7000 ft 1.7226 cfs; 186 0000 ft 0.4508 cfs 191 0000 ft 1.2605 cfs -"" - 188 8000 ft 0 6457 cfs 193 8000 ft 1.7397 cfs 186.1000 ft 0.4578 cfs 191.1000 ft 1.2776 cfs. __. 186.2000 ft.0.4647 cfs;191.2000 ft 1.2947 cfs 188.9000 ft.."0 6526 cfs"193.9000 ft 1.756 c s :186.3000 ft;0.4717 cfs 191.3000 ft 1.3119 cfs 189 0000 ft;0 6596 cfs 194.0000 ft 1 774 cfs; 189 1000 ft 0 6665 cfs 194 1000 ft 1.7911 cfs 186.4000 ft 0.4787 cfs.191.4000 ft 1.3290 cfs 189.2000 ft 0 6735 cfs;194.2000 ft 1.8082 cfs :186 5000 ft.0.4856 cfs 191.5000 ft 1.3461 cfs " 189.3000 ft,0.6805 cfs'194.3000 ft�1.8253 cfs 186 6000 ft 0.4926 cfs 191.6000 ft 1 3632 cfs' . .. } """ "" 189 4000 ft 0 6874 cfs 194.4000 ft 1.8424 cfs 186 7000 ft 0.4995 cfs 191.7000 ft 1.3803 cfs __.. 86 189 5000 ft:0 6944 cfs,194 5000 ft 1.8595 cfs j 186.8000 ft.0.5065 cfs;191.8000 ft 1.3974 cfs 189 6000 ft 0.7013 cfs 194 6000 ft 1.8766 cfs 186.9000 ft 0.5135 cfs 191:9000 ft 1.4145 cfs' _,._.. ._ _ 187.0000 ft,0.5204 cfs'192.0000 ft 1.4317 cfs 189 7000 ft.0.7083 cfs 194.7000 ft 1.8938 cfs ....,j _ .... ........ -... .. 189 8000 ft.0 7152 cfs 194 8000 ft 1.9109 c s 187 1000 ft 0.5274 cfs 192.l 000 ft 1.4488 cfs .... . ft,0.7222 cfs 194.9000 ft 1.9280 cfs' 187.2000 ft,0.5343 cfs 192.2000 ft.1.4659 cfs _ ft 1.9109 cfs 187.3000 ft;0.5413 cfs;192.3000 ft 1.4830 cfs; 194.8000 187.4000 ft!0.5482 cfs.192.4000 ft 1.5001 cfs 187.5000 ft 0.5552 cfs 192.5000 ft 1.5172 efs'I D-8 Corbit-other-Side Michael F. Wnek, P.E., PS January 21, 2008 Drainage Report SOUTH POND Total Pond: "South-Total" EL. 190 = 1,900 SF EL. 195 = 5,274 SF EL.200 = 10,098 SF Settling Pond: "South-Settling" EL. 190 — 300 SF EL. 195 = 1,594 SF Infiltration Pond: "South-Retention" EL. 190 = 1,600 SF EL. 195 = 3,680 SF EL. 195.1 = 5,274 SF EL. 200 = 10,098 SF Record Id: SOUTH BASIN -- - TYPEIA Design Method SBUH Rainfall type _...: . �....... _ 7.` 4g0�00 r 10.00 min Pealung Factor Nyd Intv _......... _.._ _ PAbstraction Coeff 0 � 2 79 ac DCIA 2.01 ac !Pervious Area(AMC 2) i ....._._- .. __.... 98.00 ........ _ - !Pervious CN C 68.00 FC CN 10 00 min DC TC 06 ;Pervious TC _ Pervious CN Calc Description ( SubArea Sub cn _ r---- �— Open spaces,lawns,parks(>75%grass) �� 1 2.79 ac fir- —�68 00 w� 1 _ 68.00. Pervious ComP osited CN(AMC 2 Pervious TC Calc _ T Description i-- Length Slope' .�Coeff Misc �_ _....... ............... Type p -- 110.00 min 'Fixed 0 man Pervious TC i" Directly Connected CN Calc _ SubArea j Sub en I Description - ,...._ _ 2.01 ac :� 98.00 Impervious surfaces(pavements,roofs,etc) Y _ ? 98.00 DC Composited CN (AMC 2) Directly Connected TC Calc - Type Description 1 Length Slope Coeff }�Misc - 1 TT r _. . �5 00 min �_._. ( _ Fixed 1 __ 5 0 _.. _ Omin Directly Connected T ( .:: ...: _ :. PLANTS. MUST BE D-9 <:E .100 SITE i �; ►INSPECTION Corbit-other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 SOUTH BASIN Event Summary Event ;Peak Q (efs) Peak T(hrs)jHyd Vol(acft) ;Area (ac) 1VIetliod;Ramtype i _..._. _ _.__; .__........ ............. _ ' 6-month 1.0488 8.00 0 4256 4.8000 i SBUH TYP> lA 2 year 1.8980 8.00 �- 0.7567 4.8000 �SBUH ;TYPE 1 A 10 year ; 3.2319 8.00 1.2348 4.8000 SBUH TYPE 1 A 8.00 I 1 9253 4 8000 SBUH �TYPEIA 100 year 5.2021 ; "SOUTH-TOTAL" CALCULATIONS PRECIPITATION ~Event Trecip (in) 6 month - 2.3300 __.._..... _... _ 2 year«3 3.5000 10 year.f 5.0000 ..........._._....._............_.. _�__._...._....... 1100 year; 7.0000 LPOOL SOUTH SUMMARY using Puls Start of live storage: 190.0000 ft Event Match Q (cfs) Peak Q(cfs) Peak Stg(ft) Vol(cf) Vol(acft) Time to Empty _ . . _ - 6-month 1.0477 0.5248F 190.5439 1134.12 0.0260 -� 25.17 - -----�- .__._._. 191.5050 3623.82 0.0832 25.33 j 2 year 1.8964 0.6749 - .... ; 10 year 1 3.2296 j 0 7 193 0465 8920.77 0.2048 25.50 915 2100 year; 1.2496 F.195.1290 18624.50 F0.4276 ;j 0 BASIN SUMMARY pe k Q Peak T ; Peak Vol(ac- Area BasinID Event Method/Loss I[Rar type (cfs) (hrs) cf) ac) _ _ _ __jTW iSOUTH BASIN 6-month'! 1.0477 8.00 0.4253 4 80 SBUH/SCSTYPEIA ,SOUTH BASIN F 2 year F 1.8964 8.00 0.7561 4.80 SBUH/SCS TYPEIA' ___._ ... ._._:._ .t. _._____._ -_.._ _........ t SBIJH/SCSTYPEIA 'SOUTH BASIN 10 year ; 3.2296 8.00 1.2340 4.80 :.._ SOUTH BASIN 100 year 5.1989 8.00 1 9242 4 80 SBUH/SCS '�TYPEIA HYDROGRAPH SUMMARY HydID Peak Q(cfs)''Peak T(hrs) ,Peak Vol(ac ft)�Cont Area (ac)i I 0.4252 16-month out 8.50 4.7980 0.5248 i [2 year out 9.17 0 7561 4.7980 0.6749 10 year out 0.9157 10.00 1.2340 4.7980 100 year out IF1.2496 10.67 1.9242 4 7980 D-10 i Corbit-other-Side Michael F. Whek, P.E., PS January 21, 2008 Drainage Report � . : ... ..•: Record Id: LPOOL SOUTH Level Pool Routing,Increment 0.10 ft Descrip: g r---.__-.. .._.-----.-._._._ _ ---. Start El. 185.0000 ft Max El. [200.0000 ft Storage Node SOUTH-TOTAL Discharge Node!INFIL Record Id: SOUTH-TOTAL Descri Protot a Record Increment 0.10 ft P� YP � ^ I .Start El. 190.0000 ft Max El. i200 0000 ft Stage Area - g -- Sta a(ft) �-Area(sf) 190.00 F 1900.0000 1 _.._...... ............. ... ._._.._._.._..-- _ 5274.0000 I 200.00 � � 10098.0000 192.500 0 ft;6858.7500 cf 197 6000 ft 34908 4258 cf, Stage Storage Rating Curve `' 192 6000 ft 7220.8242 cf 197.7000 ft 35691.4961 cf 190.0000 f� 0.0000 cf 1.95.1000 ft 18467.2246 cf _ _ _ O____F-�� 192 7000 rt i 7589.6460 cf 197.8000 ft 36484.2148 cf 190.1000 ft! 193.3740 cf '195 2000 ft 19009.0957 cf 190.2000 ft 393.4960 cf 195.3000 ft`19560.6152 cf 192.8000 ft; 7965.2158 cf 19-7 0 ft 3728 6.5859 cf 190.3000 ft 600.3660 cf 195.4000 ft,20121.7832 cf 192.9000 ft 8347.5342 cf 198.0000 ft 38098 6016 cf ___ 190.4000 ft 813.9840 cf 195.5000 ft 120692.5996 cf 193.0000 ft 8736.5996 cf 198.1000 tt 38920.2656 cf - _ 190.5000 ft 1034.3500 cf 195.6000 ft�21273.0645 cf 193.1000 ft 9132.4141 cf 1'98.2000 ft�9751.5742 cf -... _ _. { -" 193.2000 ft,�9534.9756 cf 198 3000 f� 40592.5352 cf 190.6000 ft 1261 46........ 193.3000 ft 9944� 2861 cf 198 4000 ft 41443.1445 cf 190.7000 ft 1495.3260 cf 195.8000 ft�22462.9355 cf -----" 1 193.4000 ft 10360.3438 cf 198 5000 ft 42303.3984 cf 190.8000 ft j 1735.9360 cf t195 9000 ft 23072.3438 cf �� 1909000 ft 1983.2939 cf 1196 0000 ft 23691.4094 cf 193.5000 ft 10783.1504 J1,198 6000 ft 43173.3047 cf 191.0000 ft 2237.3999 cf "196 1000 ft!24 0]035 cf 193.6000 ft;11212.7041 cf198 7000',ft 44052.8555 cf _ 191.1000 ft 2498.2539 cf 1.96.2000 ft 24958.4551 cf 193.7000 ft s 11649.0059 cf 1198 8000 ff 44942.0547 cf _ _ 191.2000 ft 2765.8560 cf I96.3000 ft 25606.4551 cf 193.8000 ft 12092.0557 cf 198.9000 ft 45840 9023 cf _.--. ... __. 191.3000 ft j 3040.2061 cf 196.4000 ft 26264.1035 cf ,'193.9000 ft;12541 8535 cf 199.0000 ft�46749 3984 cf 191. -f F 98 4004 cf.1 9 9. 0010 ft_4 7667 5430 cf1194.0000 f 19 L4000ft 3321.3040 cf 196 5000 ft 12 69 4 cf. . .. - . cf199 t36091499cf _ ' 2000ft485959cf 000 � 1966ft219-1.S 7608.3438 cf 194"l000 ft13461.6 19 13931.7363 cf 199 3000f k49532.7773 cf 0ft 6.7000 f 194.2000 ft 600 903439c 28 3 _ :: 191.7000$j 4205.0859 cf 196.8000 ft f28991.1758 cf ;194.3000 ft 14408.5264 cf 199.4000 ft 50479 8633 cf _ _ _ .191.80 00 ft 4513.1758 cf ;196.9000 ft 129r- 697.Y0645 cf 194.4000 ft 14892.0645 cf 199.5000 tt 51436.6016 cf _�_ _ __ __ 191.9000 ft'4828.0142 cf 197.0000 ft 30412.5996 cf 194.5000 t t 15382.3496 cf 199.6000 ft52402 9844 cf.. ---.---- 1_194.6000 ft 15879.3838 cf- 199.7000 ft 15_3�379 0156 cf 31192.0000 f 5149:6001 cf 197.1000 f137.7832 cf 00 r .... 000 t 54364.6953 cf 192.1000 f 5477.9341 cf '197.20ft 1872.612cf 194.7000 ft 16383.1660 cf 199.5 )).90 000ft 192.2000 ft 58130161 cf 197.3000f32617.0957 cf 194.8000 it 16893.6953 cf l .0234 cf 192.3000 ft! 6154.8462 cf 197.4000 ft 33371.2227 cf 194.9000 ft 17410.9746 cf 200 0000 ft i56365.0000 cf 192.4000 ft 6503.4238 cf 1197.500.0 ft 34135.0000 cf i 195.0000 ft;17935.0000 cf 00. 0 1000 ft�57369 9152 cf -..:.. D-11 PLANS MUST BE Of< -HE JOB SITE FOR INSPECTION i Corbin-other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 Record Id: INFIL Descrip: Prototype Structure Increment 0.10 ft Start El. 190.0000 ft Max El. ;200.0000 ft; Infiltration rate 10.0000 in/hr WP Multiplier 1.00 Stage Discharge Rating Curve j ;192.6000 ft 0.8459 cfs 197.7000 ft 1 8238 cfs 192 7000 ft 0.8616 cfs 197 8000 ft 1.8462 cfs 190.0000 ft 0.0000 cfs .195.1000 ft 1.2432 cfs' __- _. _.. 192 8000 ft.0.8772 cfs,197.9000 ft 1.8685 cfs 190.1000 ft.0.4554 cfs 195.2000 ft 1.2655 cfs _ 190.2000 ft 0.4711 cfs 195.3000 ft 1.2878 cfs 192.9000 ft 0.8928 cfs 198.0000 ft 1.8908 cfs a 40 cfs:19g 1000 ft 1.9132 cfs j - 193 0000 ft 0 9084 cfs 198 190 3000 ft 0.4867 cfs 195 4000 ft 1 3102 c s, `193 1000 ft 0 92 2000 ft 1.9355 cfs 190.4000 ft 0.5023 cfs;195.5000 ft 1.3325 cfs :190 5000 ft 0.5179 cfs 195.6000 ft 1 3548 cfs' 193.2000 ft 0.9397 cfs.198.3000 ft 1.9578 cfs -- �193.3000 ft 0.9553 cfs 198.4000 ft 1.9802 c s' 90.6000 ft 0.5335 cfs 195 7000 ft 1.3772 cfs __..._._ 190.7000 ft:0.5492 cfs 195.8000 ft 1.3995 cfs ;193 4000 ft 0.9709 cfs 198.5000 ft 2.0025 cfs; 193 5000 ft'0 9865 cfs 198 6000 ft 2 0248 cfs 190.8000 ft 0.5648 cfs 195.9000 ft 1.4218 cfs 190 9000 ft.0.5804 cfs 196.0000 ft 1 4442 cfs �193 6000 ft 1 0021 cfs 198.7000 ft 2.0472 cfs i 193 7000 ft 1 0178 cfs 198 8000 ft 2 0695 cfs j 191 0000 ft 0.5960 cfs 196 1000 ft 1 4665 cfs1. _.. _._ 193 8000 ft 1 0334 cfs 198.9000 ft 2.0918 cfs 191 1000 ft 0.6116 cfs 196.2000 ft 1 4888 cfs -- 193 9000 ft 1 0490 cfs 199.0000 ft 2.1142 cfs, 191 2000 ft 0.6273 cfs 196.3000 ft 1 5112 cfs - 191 3000 ft 0.6429 cfs,196.4000 ft 1.5335 cfs 194.0000 ft 1.0646 cfs 199.1000 ft 2.13 cfs: 194 1000 ft 1 0802 cfs 199.2000 ft 2 1588 cfs .191 4000 ft 0.6585 cfs 196.5000 ft 1.5558 cfs _ .......... _.. _.... _._. _. 194 2000 ft 1 09�9 cfs 199 3000 ft 2 1812 cfs 191.5000 ft 0.6741 cfs 1196 6000 ft:1.5782 cfs 194 3000 ft 1.1115 cfs'199 4000 ft 2.2035 cfs 191 6000 ft 0.6897 cfs 196.7000 ft 1.6005 cfs 194.4000 ft 1.1271 cfs 199 5000 ft 2.2258 cfs 191 7000 ft 0.7054 cfs 196.8000 ft 1 6228 cfs, _ 191.8000 ft 0.7210 cfs 196.9000 ft 11.6452 cfs 194 5000 ft 1.1427 cfs ,199 6000 ft 2 2482 c ,s 194 6000 ft�1 1584 cfs 99.7000 ft 2.2705 cfs; 191.9000 ft 0.7366 cfs:197.0000 ft 1.6675 cfs' 192.0000 ft,0.7522 cfs;197.1000 ft.1.6898 cfs'. 194.7000 ft 1.1740 cfs;199.8000 ft 2.2928 cfs - 194.8000 ft,1.1896 cfs;199.9000 ft 2.3152 cfs :192 1000 ft.0.7678 cfs;197.2000 ft 1.7122 cfs' _ _y 194 9000 ft 1.2052 cfs`200.0000 ft 2.3375 cfs 192.2000 ft 0.7835 cfs 197.3000 ft 1.7345 cfs W.. �.__. _. 195.0000 ft'1.2208 cfs 200.1000 ft 2.359 cfs! 192 3000 ft 0.7991 cfs 197.4000 ft 1.7568 cfs' _. 200.0000 ft,2.3375 cfs 192.4000 ft 0.8147 cfs;197.5000 ft 1.7792 cfs 192.5000 ft.0.8303 cfs 197.6000 ft,1.8015 cfs'1 D-12 [orbit-other-Side '' ' Michael F. Wnek, P.E., PS eporf, January 21, 2008 � Drainage R - "SOUTH-SETTLING" CALCULATIONS Record Id: SOUTH-SETTLING Descrip: Prototype Record[Increment 0.10 ft Start El. .190.0000 ft Max El. 195.0000 ft Stage Area Stage(ft) Area(sf) 190.00 300.0000 195.00 1594.0000 Stage Storage Rating Curve 190.0000 ft! 0.0000 cf 19 000 ft 1654.7440 cf 190.1000 ft 31.2940 cf 1192.7000 ft 1753.3260 cf :190.2000 ft 65.1760 cf 1192.8000 ft 11854.4960 cf 190.3000 ft 101.6460 cf 1192.9000 ft 1958.2540 cf. r__..:___. ._--- _._.. .. __-_�.-_.____ _. 190.4000 ft 140.7040 cf 1193.0000 ft 12064.6001 cf 190.5000 ft 182.3500 cf 1193.1000 ft i2173.5339 cf 190.6000 ft 226.5840 cf j193.2000 ft'2285.0559 cf', 190.7000 ft 273.4060 cf 193.3000 ft 2399.1660 cf' 190.8000 ft 322.8160 cf i 193.4000 ft i2515.8640 cf 190.9000 ft. 374.8140 cf 1193.5000 ft 2635.1499 cf 191.0000 ft 429.4000 cf ;193.6000 ft 2757.0239 cf', 19 1.1000 ft':`486.5740 cf 1193.7000 ft 2881.4861 cf 191.2000 ft 546.3360 cf 1193.8000 ft 3008.5359 cf. 191.3000 ft 608.6860 cf 193.9000 ft'3138.1741 cf' 191.4000 ft 673.6240 cf 194.0000 ft 3270 3999 cf' `191.5000 ft. 741.1500 cf 194.1000 ft 3405.2141 cf 191.6000 ft 811.2640 cf 194.2000 ft3542.6160 cf' 191.7000 ft 883.9660 cf '194.3000 ft`3682.6060 cf 191.8000 ft. 959.2560 cf ft 194.4000 3825.1841 cf 191.9000 ft 1037.1340 cf 1194.5000 ft3970.3501 cf, 192.0000 ft.1117.6000 cf'194.6000 ft'4118.1040 cf 192.1000 ft'1200.6541 cf 1194.7000 ft 4268.4458 cf 1192.2000 ft;1286.2960 cf i 194.8000 ft 4421.3760 cf 192.3000 ft:1374.5260 cf i194.9000 ft;4576.8940 cf' 192.4000 ft.1465.3440 cf 1195.0000 ft A735.0000 cf: T MUST BE 192.5000 ft 1558.7500 cf 1195.1000 ft!4893 0963 cf 1 'I 10!k D-13 Michael F. Wtiek' ' P.E. PS Corbit-other-Side _ - ---- *_ January 21, 2008 Drainage Report - i "SOUTH-RETENTION" CALCULATIONS PRECIPITATION Event Precip(in) j 6 month 2.3300 2 year ( 3.5000 .10 year ! 5.0000 .100 year, 7.0000 .. LPOOL SOUTH-RETENTION SUMMARY using Puls Start of live s1.torage: 185 0000 ft ram - Event ,Match cfs Peak (cfs `Peak St ft Vol c Vol acft Time to Empty 6-month 1.0488 0.4483 190.8094 1431.53 0.0329 25.17 _...------ - - ------ _..__ 2 year I 1.8980 0.5794 192 1709 4454.03 0.1023 25 33 10 year I -3.23190.7865 � 194.3212 10798.15 0.2479 - 27.33 100 year 5.2021 1 4149 195 9516 �18497 24 0 4., ; 30.00 . _..... . ............. ..... _............ ...... .. _......... BASIN SUMMARY _ r� ....:__. _ _- h'p ) .�. cfl ac BasinID Event Peak Q � Peak T 1 Peak Vol(ac- Area Method/Loss;Rain e hrs (. ) i . ...... .... (cfs) ( _ - .SOUTH BASIN 6-month 1.0488 ; 8.00 0.4256 4.80 ! SBUH/SCS TYP91A SOUTH BASIN 2 year ; 1.8980 j 8.00 1 0.7567 4.80 SBUH/SCS TYPEIA 3SOUTH BASIN 10 year j 3.2319 j 8.00 1.2348 4.80 SBMSCS {TYPEIA. SO BASIN 100 year 5.2021 - L -8.00` ��- �1.9253 - 4 80 SBIJH/SCS TYPEIA HYDROGRAPH SUMMARY HydID EP ak Q (cfs);Peak T(hrs);Peak Vol(ac-ft)Fcont Area(ac)E 6-month out F M 0.4483 8.67 j 0.4256 4.8000 12 year out ; 0.5794 j 9.67 0.7567 4.8000 10 year out I 0.7865 1 10.83 1.2348 j 4.8000 100 year out j 1.4149 j 10.00 1.9253 4.8000 ........_ _.. _._. . _Record Id: LPOOL SOUTH -- - . , jDescrip Level Pool Routing Increment 0 10 ft IF S rt El. 18 000 ft Max El. 200.0000 ft Storage Node tSOUTH-RETENTIONDischde; INFIL ` -- D-14 .. ;�� s � � � ' Michael F. Wnek,,P.E., PS Corbit-other-Side } January.21, 2008 Drainage Report µ .:: szs.. .. ...,.... >•_.., _ Record Id: SOUTH-RETENTION 15escrip. ;Prototype Record Increment io.1 oft � 'Start El. 190.0000 ft FK4 El. 200.0000 ft _.._...___..--.---...._......_........._-___.�.._._ .__._........... .................._..... Stage Area Area (sf) Stage(ft) _ . I 190.00 1600.0000 3680.0000 i 195.00 i 195.10 5274.0000 ; 200.00 10098.0000 } - _ - - --- -----`------- ----� 192 6000 f -5566.0801 cf 197.7000 f�;30687.6699 cf StageStorage R _ _ ... -- 192.7000 ft 5836.3198 cf 197.8000 ft 31475.9609 cf 190.0000 ft 0.0000 cf 195.1000 ft :13647 6953 cf 190.1000 ft 162 0800 cf 195.2000 ft 14180 0127 cf 192 8000 ft 6110.7202 cf 197.9000 ft 32274.0957 cf -... 192 9000 ft 6389.2798 cf 198.0000 ft.133082.07 c 190.2000 ft 328.3200 cf 195.3000 ft 1 14722 1797 cf __-•, ; ; 198.1000 f 33899. 984- c 193 0000 ft 6672.0000 c 190.3000 f 498.7200 cf 195.4000 f 5274 1924 c 198.2000 f �320d 193 1000 f 658.8799 c 4 190.4000 f 673.2800 f 195.5000 ft 158360498 cf 193.2000 ft 7249 9199 cf 198.3000 ft 35565.0859 cf 190.5000 ft 852 0000 cf 195.6000 ft 16407.7520 cf _ _ .... _ . _ _ _ --�' - 193.3000 ft, 7545.1201 cf 198.4000 ft 36412 4453 cf 190.6000 ft 1034.8800 cf 1 195.7000 ft .16989.2988 cf _....... 193.4000 ft 7844 4800 cf 198,5000 ft 37269 6484 cf 190.7000 ft 1221.9200 cf 195.8000 ft 17580.6914 cf _ _._. _ l 93 5000 ft 8148.0000 cf 198.6000 ft 38136 6992 cf 190.8000 ft 1413.1200 cf 1959000 ft 18181.9277 cf -•--• _.... _- 193 6000 ft 8455.6797 cf 198.7000 ft 39013 5938 cf 190 _..900.0 ft 1608.4800 cf 196 0000 ft 18793.0098 cf __ .. -- 193.7000 f[. 8767.5195 cf 198.8000 ft 39900.3320 cf 191.0000 ft 1808.0000 cf : 196.]000 ft 19413 9355 cf 19 1.1000 ft 2011.6801 cf 196.2000 ft, 20044.7070 cf 193.8000 ft 9083.5195 cf 199.9000 ft 40796.9141 cf -- 193.9000 ft 9403.6797 cf 199.0000 ft 41703.3438 cf 191.2000 ft 2219.5200 cf ;196.3000 ft ;20685.3242 cf - �---_ 194 0000 ft 9728.0000 cf 199.1000 ft 42619.6172 cf 191.3000 ft 2431.5200 cf ; 196.4000 ft21335.7852 c __- __._ -� "�-" 194 1000 ft 10056.4805 cf 199.2000 ft 43545 7383 c 191.4000 ft; 2647.6799 cf 196.5000 ft 21996 0918 cf _ - 194 2000 ft; 10389.1201 cf 199.3000 ft 44481 6992 cf 19 1.5000 ft 2868.0000 cf ;196.6000 ft' 22666 2422 cf - 191.6000 ft 3092 4800 cf 196.7000 ft '23346 2383 cf 194.3000 ft 10725.9199 cf 199.4000 tt 45427.5117 cf --- 191.7000 ft 3321 1201 cf 196.8000 ft 24036 0801 cf 194.4000 ft 11066.8799 cf 199.5000 ft j46383.1641 cf .-....._....._ -- ......... -` 194.5000 ft 11412 0000 cf 199.6000 ft +47348.6602 cf 19 1.8000 ft 3553.9199 cf ]96.9000 ft 24735 7656 cf ._.. - ~-- 194 fi000 ft 11761.2803 cf 199.7000 ft 48324.0039 cf 191.9000 ft. 3790.8799 cf 1 197.0000 ft 25445..2969 cf _----- - -_ -`- � 194.7000 ft 12114 7197 cf 199.8000 ft 49309.1953 cf 1192.0000 ft 4032.0000 cf 197.1000 ft '26164.6719 cf - -- - 194.8000 ft 12472 3203 cf 199.9000 ft :50304 2266 cf 192.1000 ft 4277.2798 cf 197.2000 ft .26893.8926 cf _ _ _._...., _. _ _ rl 92.2000 ft 4526.7202 cf 197.3000 ft'27632.9590 cf 194.9000 ft! 12834 0801 cf j 200.0000 ft 51309 0430 cf 1)5 0000 ft� 13200 0000 cf 200.1000£t 52313.9514 cf 192.3000 ft j 4780.3198 cf 197.4000 ft 28381.8691 cf ---- 192.4000 ft 5038.0801 cf 197.5000 ft 2914 0.625�cf �192.5000 ft 5300.0000 cf 197.6000 ft 129909.2246 cf 't►Nr` F11 ANS MUST BE #j')8 SITE D-15 Michael F. Wnek, P.E., PS Corbit-other-Side January 21, 2008. Drainage Report 192.2000 ft 0.5822 cfs 197.3000 ft 1.7222 cfs 1 Record Id: INFIL 192.3000 ft'.0.5919 cfs ,197.4000 ft 1.7450 cfs!, Prototype Increment 0.10 ft 192.4000 ft.0.6015 cfs.197 5000 ft 1.7678 cfs Descrip: Structure 200.0000 192.5000 ft 0.6111 cfs 197.6000 ft 1.7906 cfs Start EL 190.0000 ft Max El. ft 192.6000 ft'0.6207 cfs 197.7000 ft 1.8133 cfs Infiltration 10.0000 WP 192.7000 ft 0.6304 cfs 97.8000 ft 1.8361 cfs 1.00 rate �in/lu- Multiplier 192.8000 ft 0.6400 cfs 197.9000 ft 1.8589 cfs i :192.9000 ft'0.6496 cfs 198.0000 ft 1.8817 cfs! Stage Discharge Rating Curve 193.0000 ft 0 6593 cfs 198.1000 ft 1.9045 cfs 190.0000 ft 0.0000 cfs.195.1000 ft 1.2208 cfs 193.1000 ft 0.6689 cfs 198.2000.ft 1.9273 cfs' 190 1000 ft 0.3800 cfs 195 2000 ft 1 2436 cfs i 193.2000 ft.0.6785 cfs 198 3000 ft 1.9501 cfs 190.2000 ft 0.3896 cfs 1953000 ft 1 2664 cfs' 193.3000 ft 0.6881 cfs 198 4000 ft'1.9729 cfs 1903000 ft i0.3993 cfs 1195.4000 ft 1.2892 cfs 193.4000 ft'0.6978 cfs;198.5000 ft 1.9957 cfs 190.4000 ft 0.4089 cfs 195.5000 ft i 1.3120 cfs 193.5000 ft 0.7074 cfs 198 6000 ft 2.0185 cfs'. 190.5000 ft 0.4185 cfs 195.6000 ft 1 3348 cfs; 193.6000 ft'0.7170 cfs 198.7000 ft 2.0412 cfs; i 190.6000 ft 0.4281 cfs 195.7000 ft 1 3576 cfs' 193.7000 ft;0.7267 cfs 1198.8000 ft 2.0640 cfs f 190.7000 ft,0.4378 cfs 195.8000 ft 1.3804 cfs 193,8000 ft 0.7363 cfs 198.9000 ft 2.0868 cfs 190.8000 ft 0.4474 cfs;195.9000 ft 1.4031 cfs 193.9000 ft.0.7459 cfs:199.0000 ft 2.1096 cfs 190.9000 ft.0.4570 cfs,196.0000 ft 1.4259 cfs 194.0000 ft 0.7556 cfs 199.1000 ft 2.1324 cfs 191 0000 ft 0.4667 cfs 1961000 ft 1 4487 cfs 194 1000 ft 0 7652 cfs 199 2000 ft 2 1552 cfs 191.1000 ft 0.4763 cfs;196.2000 ft 11.4715 cfs 194.2000 ft 0.7748 cfs;199.3000 ft 2.1780 cfs' 191.2000 ft;0.4859 cfs 1196.3000 ft 1.4943 cfs' 194.3000 ft 0.7844 cfs 199.4000 ft 2.2008 cfs _. .191.3000 '0.4956 cfs 196 4000 ft 1 5171 cfs'; ft .194.4000 ft 0.7941 cfs 199.5000 ft 2 2236 cfs 191.4000 ft 0.5052 cfs 196.5000 ft 1.5399 cfs 1 ,194.5000 ft 0.8037 cfs 1 199.6000 ft 2.2463 c s' 191.5000 ft 0.5148 cfs 1966000 ff 1 5627 cfs![ 194 6000 ft 0.8133 cfs 1199.7000 ft 2.2691 efs 19 191 6000 ft 0.5244 cfs 196.7000 ft 1 5855 cfs ft 2.2919 cf 194.7000 ft 0.8230 cfs 8000 s? 9 191.7000 ft,0.5341 cfs 196.8000 ft 1.6082 cfs; 194.8000 ft I0.8326 cfs"199 9004 ft'2.3147 cfs 191.8000 ft 0.5437 cfs.196.9000 ft 1.6310 cfs` 194.9000 ft.0.8422 cfs 200.0000 ft 2.3375 cfs 191.9000 ft 0.5533 cfs 1197.0000 ft 1.6538 cfs 195.0000 ft'0.8519 cfs 200.1000 ft 2.3603 cfs 192.0000 ft.0.5630 cfs'197.1000 ft 1.6766 cfs 200.0000 ft 2.3375 cfs ,192.1000 ft 0.5726 cfs�197.2000 ft 1 6994 cfs D-16 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Figure III-2.14 - Headwater Depth for Smooth Interior Pipe Culverts With Inlet Control 180 _ 1o,000 6,000, EXAMPLE ( 1 ) (2) (3) ENTRANCE TYPE 156 - 6,000 7i*2 •'cnet 1.15 I. 11 - 6_- 0.120 ell ---- SOUARE EDGE WITH _ - 5,000 5• HEADWALL 144 6. 5. )- 132 `o feet 4- �• t- 3,000 (tt Z.s e e . 4. 1 � • 120 t , t , '- 2,000 (]t 2 7.7 4 j— 108 I 3 3. PLAN �1 - 36 1,00o GROOVE END WITH i- 800 _ _ _ HEADWALL84 i 600 /� 2' 1 500 400 \ - 2. 72 t _ - 300 Q N / z --. / 60 j - 200 �/ Ld 15 PLAN l2) z GROOVE END 0 54 0 l�� a PROJECTING a r• - w 100 48 J a - 80 a = - / / r v - 60 W to 1.0 ti �a2 50 HW ENTRANCEo o , 40 p SCALE TYPE (3) +- 36 - 30 (1! Savore adpa .tt� Q W naad.ou, 3: 9 33 a a — 20 12) croo.;,.na .ern W — 30 .8 1]I „Doss •n0 }' t, oiecuno - 27 1 10 — ..7 — 24 - 8 .7 6 to via stole (2) or (])Drat,& 5 no.uontotlt to scale (1),tn.n 21 4 ,se sltoront nci—d 1,nr tnrouon p and a Scott&,or resets• a. 6 6 -1lusftoted. _ 6 3 - •-- t---- 18 1 t 2 100-year PEAK FLOW= 15 5 cfs .5 5 .5 1.0 18"diameter ADEQUATE -- —' - — - �- 12 •-1. _ . yt g 992 III-2-34 �? SITE ► C"R IiNSPECTION D-17 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Figure lil-2.1 - Nomograph for Sizing Circular Drains Flowing Full 1000 r 900 800 .0001 2.0 700 600 .0002 - 500 .0003 Minimum Allowable 400 .0004 .0001 Velocity .0005 (Flowing3.0 300 .0008 Zs= 0002 120 N .001 108 a �.0003 0004 200 90 �� .002�.000s 4.0 84 0c 0006 78 0 .003-�.0008 72 LL 66 w .0005 Dal 5.0 1 GO 60 0 .006--+-• N 54 .00 -.00z a o s.o 1 .003 2 .-42 ,0W cc 2 [ 7.0 vi 60 U .02�- .005 p � Z 36 . .006 LL ,J 50 Z 33 `.03 «- .QOB a w 8.0 z 40 w 30 .04 .010 O w _LL a 27 .05 cn Z 9.0 Q 30 L. 24 .08 .a20 10.0 w 10 a30 0 d 20 1 fl .040 J .050 Q 15 .060 p 080 12 .100 10 110 _ SAMPLE USE I B 24"die. CMP @ 2%slope yields 20.0 6 17cfs @ 5.2 FPS velocity (n= 0.024) 4 Values per Manning's Equation 0 = { 1.4g) AR=/'so 100-year PEAK FLOW n 30.0 3 =5cfs This table can be converted Use 18"diameter to other"n"values by applying 2 @ 0.5% minimum formula: 40.6 01 n1 02 n2 1 . --- --- - rFEBRUARY, 1992 D-18 Corbit-other-Side Michael F. Whek, P.E., PS January 21,, 008 Drainage Report; -- BIOSWALE CALCULATIONS Q6-month R'TETNION 2% slope TRAPEZOIDAL CHANNEL ANALYSIS RATING CURVE COMPUTATION February 4, 2008 PROGRAM INPUT DATA VALUE DESCRIPTION 0.02 Channel Bottom Slope (ft/ft) ...... ....... ........... ...... .. 0.07 Manning's Roughness Coefficient (n-value) ....... . ........ . .. 3.0 Channel Left Side Slope (horizontal/vertical) . .. . . .. .. . . •• •• 3.0 Channel Right Side Slope (horizontal/vertical) .. . .. .. . . .. •.. 4.0 Channel Bottom Width (ft) ...... ... ....... ....... . . . ..... .. . . 0.17 Minimum Flow Depth (ft) ...... .. . . ........... 0.27 Maximum Flow Depth (ft) ... ...................... .. .... ... • • • 0.01 Incremental Head (ft) . ....... . ...... ... .. . ... . .. .. .. .... . . .. = COMPUTATION RESULTS Flow Flow Flow Froude Velocity Energy Flow Top Depth Rate Velocity Number Head Head Area Width (ft) (cfs) (fps) (ft) (ft) (sq ft) (ft) _____ _ ______ --------------------------- 0.17 0.653 0.852 0.3841 0.0113 0.1813 0.767 5.02 0.18 0.72 0.881 0.3873 0.0121 0.1921 0.817 5.08 0.19 0.79 0.91 0.3904 0.0129 0.2029 0.868 5.14 0.2 0.863 0.938 0.3933 0.0137 0.2137 0.92 5.2 0.21 0.939 0.966 0.396 0.0145 0.2245 0.972 5.26 0.22 1.018 0.993 0.3987 0.0153 0.2353 1.025 5.32 --> 0.23 1.099 1.019 0.4012 0.0161 0.2461 1.079 5.38 0.24 1.183 1.045 0.4036 0.017 0.257 1.133 5.44 0.25 1.271 1.07 0.4059 0.0178 0.2678 1.188 5.5 0.26 1.36 1.095 0.4082 0.0186 0.2786 1.243 5.56 0.27 1.453 1.119 0.4103 0.0195 0.2895 1.299 5.62 HYDROCALC Hydraulics for Windows, Version 1 2a Copyright (c) 1996 Dodson 5 Associates, Inc., 5629 FM 1960 West, Suite 314, Houston, TX 77069 Phone: (281)440-3787, Fax: (281)440-4742, Email:software@dodson-hydro.com All Rights Reserved. Q6-month- 1.04 Cfs D-19 I Michael F. Wnek, P.E,, PS Corbit-other-Side January 21, 2008 Drainage Report BIOSWALE CALCULATIONS Q6-month RETETNION 6% slope TRAPEZOIDAL CHANNEL ANALYSIS RATING CURVE COMPUTATION January 21, 2008 PROGRAM INPUT DATA VALUE DESCRIPTION --------- 0.06 Channel Bottom Slope (ft/ft) ....... .. ...................... . 0.07 Manning's Roughness Coefficient (n-value) ............ .... ... 3.0 Channel Left Side Slope (horizontal/vertical) .............•• 3.0 Channel Right Side Slope (horizontal/vertical) .... ..-•••• -- - 4.0 Channel Bottom Width (ft) ......... . ...... ............ . . . .. .. 0.12 Minimum Flow Depth (ft) . .......... ..... 0.22 Maximum Flow Depth (ft) .............. .... .... ..... ..... .. .. . 0.01 Incremental Head (ft) . ................. ................• ••- COMPUTATION RESULTS Flow Top Flow Flow Flow Froude Velocity Energy Depth Rate Velocity Number Head Head Area Width (ft) (cfs) (fps) (ft) (ft) (sq-ft) ------(ft) --------- -- ------------ 0.12 0.624 1.193 0.6319 0.0221 0.1921 0.5 4.72 0.13 0.715 1.253 0.6395 0.0244 0.1544 0.571 4.78 0.14 0.811 1.311 0.6466 0.0267 0.1667 0.619 4.84 0.1 . 13 1.368 0.6532 0.0291 0.1791 0.668 4.9 0.16 1.019 1.422 0.6595 0.0319 0.1914 0.717 9.96 --> 0.17 1.131 1.475 0.6653 0.0338 0.2038 0.767 5:02 0.18 1.297 1.526 0.6709 0.0362 0.2162 0.817 5.08 0.19 1.369 1.576 0.6762 0.0386 0.2286 0.868 5.14 0.2 1.495 1.625 0.6812 0.041 0.291 0.92 5.2 0.22 1.763 1.719 0.6905 0.0459 0.2659 1.025 5.32 HYDROCALC Hydraulics for windows, Version 1 2a Copyright (c) 1996 TX 77069 Dodson & Associates, Inc., 5629 FM 1960 West, Suite 314, Phone: (281)440-3787, Fax: (281)440-4742, Email:software@dodson-hydro.com All Rights Reserved. Q6-month,= 1.04 CfS D-20 Corbit-Other-Side Michael F. Wnek, P.E., PS e Report January 21, 2008 Drainage p 5A�� ' PROJECT BASIN 1': -f�Uf f tffc�;'Y'��' l PAD r J r l SCALL PAd ��'� r R' A, SIX V / / H �t�t`�S��I—Y PAD 1 � 1 a I � a,�►p V PAD PAD 11 k 1 I I } —T �r C5 L � —`—��� \\LEI —� �ti40 F Michael F. Wnek, P.E., PS Consulting Civil Engineer 3388 NW Byron St., Suite 200 Silverdale, WA 98383 360-692-3802 PARCEL FILE Final Drainage Report Corbit-Other-Side Belfair Assessors No. 123213400030 located in: MASON COUNTY prepared for: S & J JOHNSON LLC PO Box 488 Belfair, WA 98528 January 21 , 2008 Revison #1, January 21, 2009 (Minor edits for coordination with Mason County Stormwater Checklist) Project Number: 411 Po a � 02 By the seal and signature here affixed, o,� RISTE F I certify that the enclosed report was �SSiONAL accomplished by myself, and that 1 am currently a registered engineer of good F EXPIRES 07/13/09 standing in the State of Washington. Corbit-Other-Side Michael F. Wnek, P.E. Final Draina a Re ort January 21, 2009 TABLE OF CONTENTS 1. VICINITY MAP.................................................................................:.............................................................................................................3 2. PROJECT DESCRIPTION.............................................................................................................................................................................3 a. Overview....................................................................................................................................................................................................3 b. Type of Permits..........................................................................................................................................................................................3 C. Size and Location of Project Site..............................................................................................................................................................3 d. Legal Description.......................................................................................................................................................................................3 e. Proposed Land Use...................................................................................................................................................................................3 f. Proposed Site Improvements....................................................................................................................................................................3 g. Proposed Impervious Surfaces.................................................................................................................................................................3 h. Proposed Landscaping&Pervious Surfaces............................................................................................................................................3 3. EXISTING CONDITIONS...............................................................................................................................................................................4 a. Topography...............................................................................................................................................................................................4 b. Land Cover................................................................................................................................................................................................4 C. Land Use...................................................................................................................................................................................................4 d. Abutting Property Land Cover&Use........................................................................................................................................................4 e. Offsite Drainage Onto Property.................................................................................................................................................................4 f. Environmentally Sensitive Areas...............................................................................................................................................................4 g. Wells..........................................................................................................................................................................................................4 h. Septic Systems..........................................................................................................................................................................................4 I. Fuel Tanks.................................................................................................................................................................................................4 J. Soils...........................................................................................................................................................................................................4 k. Groundwater..............................................................................................................................................................................................4 I. Adjacent Drainage Facilities......................................................................................................................................................................5 M. Drainage Discharge Points...................................................................................................................................................................5 n. Relevant Reports.......................................................................................................................................................................................5 4. DEVELOPED SITE DRAINAGE CONDITIONS.............................................................................................................................................5 a. Proposed Land Cover................................................................................................................................................................................5 b. Potential Storm Runoff Quantity&Quality Impacts...................................................................................................................................5 C. Proposed Runoff Quantity Control.............................................................................................................................................................5 d. Proposed Runoff Quality Control...............................................................................................................................................................5 e. Proposed Storm Collection&Conveyance...............................................................................................................................................6 f. Discharge Point.........................................................................................................................................................................................6 5. WATERSHED DESCRIPTION.......................................................................................................................................................................6 a. Contributing Basin.....................................................................................................................................................................................6 b. Receiving Waters......................................................................................................................................................................................6 C. Project Basins............................................................................................................................................................................................6 d. Bypass.......................................................................................................................................................................................................6 6. DESCRIPTION OF UPSTREAM BASINS.....................................................................................................................................................6 a. Sources of Runoff Onto Project Site..........................................................................................................................................................6 b. Existing Drainage&Erosion Problems......................................................................................................................................................6 7. DOWNSTREAM ANALYSIS(Level 1)...........................................................................................................................................................7 a. Area Basin Limits Narrative.......................................................................................................................................................................7 b. Resource Information................................................................................................................................................................................7 C. Field Inspection.........................................................................................................................................................................................7 d. Area Basin Map.........................................................................................................................................................................................7 e. Area Basin Characteristics........................................................................................................................................................................7 f. Structures&Channel................................................................................................................................................................................7 g. Problem Areas...........................................................................................................................................................................................7 8. SOILS REPORT.............................................................................................................................................................................................7 9. GEOTECHNICAL REPORT...........................................................................................................................................................................7 10. HYDROLOGICAL ANALYSIS....................................................................................................................................................................7 a. Curve Numbers(CN)&Infiltration Rates..................................................................................................................................................7 b. Time of Concentration(ToC).....................................................................................................................................................................8 C. Impervious Area........................................................................................................................................................................................8 d. Project Runoff Volumes&Peak Discharges.............................................................................................................................................8 e. Un-captured Project Runoff.......................................................................................................................................................................8 f. Upstream Basin/Upstream Bypass..........................................................................................................................................................9 11. BASIN MAPS.............................................................................................................................................................................................9 12. HYDRAULIC DESIGN COMPUTATIONS.................................................................................................................................................9 a. Water Quality Feature...............................................................................................................................................................................9 b. Piping.........................................................................................................................................................................................................9 C. Backwater..................................................................................................................................................................................................9 d. Downstream Structures.............................................................................................................................................................................9 13. EROSION&SEDIMENTATION CONTROL DESIGN...............................................................................................................................9 a. Erosion Control Objectives........................................................................................................................................................................9 b. Erosion Control/Temporary Water Quality Facilities................................................................................................................................9 1 Corbit-Other-Side Michael F. Wnek, P.E. Final Drainage Report January 21, 2009 C. NPDES......................................................................................................................................................................................................9 d. Re-vegetation Plan..................................................................................................................................................................................10 e. Soil Stability.............................................................................................................................................................................................10 f. Computations for Conveyance................................................................................................................................................................10 g. Computations for Sediment Containment................................................................................................................................................10 14. Maintenance&Operation Manual...........................................................................................................................................................10 APPENDIXES VICINITY MAP Al PROPERTY REPORTS AND LEGAL DESCRIPTIONS A2 AERIAL PHOTO A3 ASSESSORS MAP A4 SOILS MAP A5 ISOPLUVIAL MAP—2 YEAR 131 ISOPLUVIAL MAP— 10 YEAR B2 ISOPLUVIAL MAP— 100 YEAR B3 HYDROLOGIC SOIL GROUP OF THE SOILS FOR PUGET SOUND 2 pages) B4 MODIFIED CURVE NUMBERS B6 SOIL INFILTRATION RATES B7 USGS MAP C1 WATERSHED MAP C2 NORTH BASIN HYDROLOGY CALCULATIONS 8 pages) D1 SOUTH BASIN HYDROLOGY CALCULATIONS 8 pages) D9 Fi ure III-2.14 HEADWATER DEPTH D17 Figure III-2.1 PIPE FLOW D18 BIOSWALE CALCULATIONS 2 pages) D19 PROJECT BASIN EXHIBIT D21 SEDIMENT POND SIZING E1 2 Corbit-Other-Side Michael F. Wnek, P.E. Final Drainage Report January 21, 2009 1. VICINITY MAP See attached Vicinity Map. 2. PROJECT DESCRIPTION a. Overview The project parcel is on the west side of the railroad of an existing industrial area under the same ownership. There currently is one existing industrial building (maintenance shop) on the parcel. This project will grade an access road and various building pads. Stormwater retention ponds are designed by this report to service the entire parcel, so that in the future, only building permits will be necessary to construct the buildings. b. Type of Permits GRADING MASON COUNTY NPDES WA DEPT. OF ECOLOGY c. Size and Location of Project Site Parcel Size: 9.63 Acres Project Size: 9.63 Acres Location: Mason County (Belfair) d. Legal Description Site Address: NE PENINSULA BLVD Assessor's Parcel Number: 123213400030 Legal Description: Section 16, T 25 N, R 1 E, W.M. Land Use: Industrial Urban Growth Area: Belfair e. Proposed Land Use Industrial/ Manufacturing Building Pads w/ parking and access for leasing f. Proposed Site Improvements Approximate 6 new building pads and parking areas, including access road and utilities. g. Proposed Impervious Surfaces Pre-existing Impervious Area: 0.21 acres Pre-existing Imp. Description: Metal building Total Project Impervious Area: 3.67 acre (40% of project size) Impervious Area Description: Asphalt Pavement & Roofs Net New Impervious Area: 3.46 acre h. Proposed Landscaping & Pervious Surfaces Grasses & landscaping, typical for zone. 3 Corbit-Other-Side Michael F. Wnek, P.E. Final Drainage Report January 21. 2000 3. EXISTING CONDITIONS a. Topography Average Slope: 20% Maximum Slope: 35% Declivity: West An east-west ridge bisects the parcel and is also the divide between two watersheds. b. Land Cover Existing Impervious Area: 0.21 acre Existing Impervious Type: metal building & pavement Existing Previous Area: 9.42 acres Existing Pervious Type: Second growth forest c. Land Use Industrial d. Abutting Property Land Cover& Use Industrial and Residential e. Offsite Drainage Onto Property The railway to the east intercepts all upstream drainage that would occur from the east, and routes it to a single culvert crossing under the railroad grade. See Section 6. f. Environmentally Sensitive Areas Creeks, Lakes, Ponds, Wetlands - None Ravines, Gulleys, Steep Slopes - Slopes Springs, Env. Sensitive Areas - None g. Wells The parcel is served by public water. h. Septic Systems The existing maintenance shop has a septic system. All neighboring developed parcels contain septic systems. There is no public sewer available in the Belfair area. i. Fuel Tanks None known. j. Soils Everett k. Groundwater None known. 4 Corbit-Other-Side Michael F. Wnek, P.E. Final Drainage Report January 21, 2009 I. Adjacent Drainage Facilities Strom Sewers: None Roadside Ditch & Culverts: None Upstream Detention: None Downstream Detention Systems: None m. Drainage Discharge Points North- and south-westerly n. Relevant Reports Soils: Separate Report: Soils Report Michael F. Wnek, P.E., PS 01-21-08 Geotechnical: None Wetland / Stream: None Other: None 4. DEVELOPED SITE DRAINAGE CONDITIONS a. Proposed Land Cover Impervious area used for hydrology calculations: North Basin = 34% South Basin = 42% See 2.f. and 2.g. b. Potential Storm Runoff Quantity & Quality Impacts Quantity: Since the project will create greater than 5,000 square feet of impervious area, runoff quantity controls must be considered. Quality: Siltation of the storm runoff is possible during construction. Oil & sediment contamination from vehicle drippings on the access and parking areas is possible after the project is completed. Runoff quality control must be provided. c. Proposed Runoff Quantity Control Quantity control will be accomplished by an infiltration (retention) pond. The pond is designed to meet the following criteria: 100-year, 24-hr 100% infiltration d. Proposed Runoff Quality Control Water quality for the project will be accomplished by settling ponds (as noted in the King County, Washington, Surface Water Design Manual 4.5.4; 10% of retention pond surface area) and biofiltration swales (bioswales) and spill-control oil-water separators. 5 Corbit-Other-Side Michael F. Wnek, P.E. Final Drainage Report January 21, 2009 e. Proposed Storm Collection & Conveyance All stormwater runoff from the project will be collected and routed to the storm control facilities. Conveyance will be via roadside ditch and underground piping. f. Discharge Point N/A. The project is designed to infiltrate to native soils. Only runoff above the design flows will discharge through the emergency spillways of the ponds. 5. WATERSHED DESCRIPTION a. Contributing Basin The project area flows to two separate watersheds. The project parcel and the project basins are depicted on the attached USGS and WATERSHED maps. Both watersheds eventually flow into the Union River. b. Receiving Waters Adequate Receiving Body No Downstream Enclosed Sewer or Manmade Channel No Stream or Wetland No c. Project Basins The project parcel boundaries are designated as the limits of the project basins. There are two project basins (SOUTH BASIN & NORTH BASIN) to design ponds in the separate watersheds. d. Bypass There is no uncaptured bypass for the project. 6. DESCRIPTION OF UPSTREAM BASINS a. Sources of Runoff Onto Project Site Prior to the individual development east of the railroad, the upper limits of the Irene Creek watershed flowed under the railroad in a 24" culvert (see USGS Map). The development east of the railroad discharges runoff to an infiltration pond and currently runoff from the eastern portion of the Irene Creek watershed only reaches this culvert in severe overflow situations. The Viola Creek watershed does not have a railroad culvert that allows upstream flows into the project. b. Existing Drainage & Erosion Problems No obvious drainage/erosion problems within the project or the upstream basin. 6 Corbit-Other-Side Michael F. Wnek, P.E. Final Drainage Report January 21, 2009 7. DOWNSTREAM ANALYSIS (Level 1) a. Area Basin Limits Narrative Proiect Basin —The project basin is defined by the project parcel boundaries. Upstream Basin — None Downstream Basin —The project is within two separate downstream watersheds, both of which eventually flow into the Union River. b. Resource Information Mason County storm utility records. c. Field Inspection A general field inspection of the storm flow route was performed for 1/4 mile downstream of the project. d. Area Basin Map See attached USGS MAP & WATERSHED MAP exhibits in Appendix. e. Area Basin Characteristics In general the downstream basin is large-parcel, single-family residential parcels. f. Structures & Channel Specific structures, channels, & drainage routes are shown on the USGS MAP exhibit in the Appendix. g. Problem Areas There are no obvious drainage problems along the immediate downstream route. 8. SOILS REPORT Attached as separate report. 9. GEOTECHNICAL REPORT None warranted. 10. HYDROLOGICAL ANALYSIS The hydrological analysis is based on Santa Barbara Urban Hydrgraph methodology; using StormShed 2G software. The storm type is "1A". Facilities are designed for the criteria listed in paragraphs 4b. & 4c. a. Curve Numbers (CN) & Infiltration Rates Everett: Group A Coarse Sand & Gravel Infiltration design uses a safety factor of 2. 7 Corbit-Other-Side Michael F. Wnek,'P.E. Final Drainage Report January 21, 2009 b. Time of Concentration (ToC) Existing: Not applicable. Developed: Use minimum times for pervious & impervious Minimum Time of Concentration rates: Pervious: 10 minutes Impervious: 5 minutes c. Impervious Area The final design of individual building pads is not currently know, impervious area is estimated from preliminary conceptuals. North Basin 1.66 acre 34% South Basin 2.01 acre 42% d. Project Runoff Volumes & Peak Discharges NORTH BASIN BASIN 6-MONTH 100-YEAR cfs cfs Existing Condition - - Allowable Project Discharge - - Developed Condition (prior to retention 0.8671 4.9522 NORTH POND NAME SURFACE AREA VOLUME s c Total Pond 8,255 48,414 Settling Pond 1,630 5,138 Infiltration Pond 8,255 43,021 SOUTH BASIN BASIN 6-MONTH 100-YEAR cfs cfs Existing Condition - - Allowable Project Discharge - - Developed Condition (prior to retention 1.0488 5.2021 SOUTH POND NAME SURFACE AREA VOLUME s c Total Pond 10,098 56,365 Settling Pond 1,594 4,735 Infiltration Pond 10,098 51,309 e. Un-captured Project Runoff All project runoff is captured & treated prior to release. 8 Corbit-Other-Side Michael F. Wnek, P.E. Final-Drainage Report January 21, 2009 f. Upstream Basin / Upstream Bypass A ditch will be constructed along the south side of the parcel to convey any flows that reach the railroad culvert, that conveys any Irene Creek watershed runoff, around the project. 11. BASIN MAPS A PROJECT BASIN exhibit is attached in the appendix that shows the division of the two project basins. 12. HYDRAULIC DESIGN COMPUTATIONS a. Water Quality Feature Bioswale calculations are attached in the Appendix. The desirable minimum length of 200-feet is not available, therefore a 100-foot length is used and the calculated width is doubled. b. Piping Minimum pipe sizes are 18"-diameter where the storm system carried the entire design basin flow (100-year design). c. Backwater The layout of the project storm sewer does not warrant backwater calculations. d. Downstream Structures No calculations warranted. 13. EROSION & SEDIMENTATION CONTROL DESIGN a. Erosion Control Objectives To prevent sediments from leaving the project site to adjacent properties or downstream channels. b. Erosion Control /Temporary Water Quality Facilities The following temporary erosion control facilities will be used for construction: Construction Entrance Filter Fabric Fence & Hog Fuel Berm Sediment Pond (KC Figure 3-7, p. 36-26) The retention pond areas will be used for erosion control. This will require leaving 1'-2' of unexcavated buffer soil during the erosion control phase. Final grades of the retention ponds shall be excavated after project sediment is available upstream. c. NPDES The project area involves over 1 acre, and therefore will require an NPDES permit. 9 Corbit-Other-Side Michael F. Wnek, P.E. Final Drainage Report January 21, 2009 d. Re-vegetation Plan The pervious areas will be re-vegetated with grasses or landscaping after construction. e. Soil Stability All slopes will be designed at 2:1 or flatter. Retaining walls may be required at some locations. Walls over 4' in vertical height will require separate building permits. f. Computations for Conveyance The erosion control facilities involving conveyance need to be designed for the 2-year, 24-hour storm event, minimum. g. Computations for Sediment Containment The sediment ponds are at the retention pond locations. Sizing calculations are attached in the Appendix. 14. Maintenance & Operation Manual All temporary erosion control facilities will be removed from the site at the completion of construction. The storm water features on the site (storm piping, detention system, water- quality vaults) will require periodic inspection and annual maintenance. An Operations & Maintenance Manual will be prepared for the project after construction is completed, and when "as-built" plans are finalized. GACivileng\411-Corbit-Other-Side\Storm\DOCS\Drainage Report.Doc 10 Corbit-other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 VICINITY MAP PROJECT LOCATION z J Z lb NE NEWKIRK RD_ l � �ti m � J W CA 1 Lv 3�� _HOOD CANAL 04. r] r irrir A-1 Corbit-Other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 Parcel number: 123213400030 Owner Information S & J JOHNSON LLC PO BOX 488 BELFAIR WA 98528-0488 Taxpayer Information S & J JOHNSON LLC PO BOX 488 BELFAIR WA 98528-0488 Legal Description TR 3 OF SE SW S 28/106 PCL 1 BLA#03-14 BLA#03-14(R)AF#1779502 Site Address .................................. 10 NE PENINSULA BLVD BELFAIR 11 NE PENINSULA BLVD BELFAIR 120 NE PENINSULA PL BELFAIR 50 NE PENINSULA BLVD BELFAIR Reval Area 2 Field Sheet :` FS 05301:01 Land Size* 19.01 Land Use -k UTILITIES Tax Code ! 241 Tax Code Description 1 403 A P3 F2 L C H Census Tract Click Here Gorbit-other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 AERIAL PHOTO t - m m PROJECT . LOCATION v , .� .. EN/NSULq P0 L �r A-3 Corbit-other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 ASSESORS MAP 123213200031 123213190060 123213190031 r 123213100031 I PROJECT 123213290100 1Z3Z13190032 LOCATION 123213200030 f 123213102000 123213192010 123213190034 12321 90033 •rrrrrarm ,�rrrrarrrarr�; i i i + r � • +t s t 123213400020 ``--�,_123213400010 ��' ■ w • w r r ■ �\ 123213300020 r .23211111111 Z 123213490060 123213490080 123123213490070 123213490050123213300010 123213490020 123282190040 A-4 Corbit-other-Side Michael F. Wnek, P.E., PS Drainage Report January21, 2008 SOILS MAP PROJECT LOCATION }L��J� 3 s.•.�`�Ej ak',1� ��+,xP,�f�R^LS1'rt ^n3'2�+ 4. l .. _. .. _. ... ._..... _._.... _.� a.'.4 �rt.•_ 4'`. sic �.LA.�. _..._ �.• Ef= Everett Eg = Everett A-5 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN 124 123 122 121 49 __2� 4,25 25 x w e sw 0 a a ,o 21 20 20 �,« \Z �xx EL` 2 s & BE A 24 r� 4 OLGA I 4 is C + \ FRIDAY HAR80R PORT �� h+ 5TA LEY 30b � 1,- 211 40 � + � r> MT V RC NEr �� �� �?'' � 1 is �= T 20 i 40 •0 � 35 -� j \-, � I � � �, • 302520 15 30Tg ,7 36 ' 48 l 5 R ' \I1 4i^ L� ' KV /6 0 l - 0\ , c 15 E R E T T 4 _ 25 C 4qy $ 2 a 6 5Q ' (�' 3.�J 30 5 s i _ ,atie. et o cs + C�i � w' 35.• 45 1� 1 r 40� 20 ; 5 ti 3 45 2 \ 40 35 COMA �. 3 �3, =-10 A8 RDE N 47 c —� ,3 r s^�s �, �_ e _ m �s 30 , —— P5 25 > > I 35 1= _ s d0 • CENT 43 20 f ,s s JZ r l0 YAKi 55. 10 se >a 20 u r 45 s 4Q 3 35 •'ADA 46 35 3 2 L �'' ,s 55 + 45 se WASNINGTON a 25 R K ass PPL EN E 10 0 10 20 30 40 \ �: 1J 15 2 r^- r---I MILES 20 , Figure 25 NOAA ATLAS 2, Volume IX ISOPLUVIALS F 2-YR 24-HR PRECIPITATI N IN Prepared by U.S.Department of C meree National Oceanic and Atmospheric ministration TENTHS OF A INCH National weather Service,Office of Hydrology Prepared for U.S.Department of A riculture, Soil Conservation Service,Engineer ng Division 124 123 122 121 III-1-44 FEBRUARY, 1992 B-1 I I ti 1 f I 1 1 •1 .r,lt `� I STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN 124 123 122 121 49•— . — — _ 4 4 80 s s up__ 44 s EL I 41 \ 2 7 1 5 sd i 40 i ;_1 .45 r GA DU 44� t t 55 FFIII-14Y HAR OF1 ,PORT SIAN ,so 7 0 3 ! 7Q? 5 �� t '�� 85 30 / 5 i c 6 1 �l 10 1f �_ 75 T s 5 1i 35004930 6 55 48, 1! BO 5 45 , 85, 1 901 s eo 7 a 100, 7.0„ 100, E 5 I 40 od a s s 90 1 1 - - 80 AT 5 7 1 iC I } 14{{0 cs P ' S S 6u'i 005 9 s � Cfi d 5� 47 55! I ss 3 5 " � ARE E N 165 _5 s \ CCC60 t5 70 4 .E TR L 70 - y 2 6Q iS 7S� 22 YAKI 1QQ 60i 45 55 c 0 1 �s f ss ! f 80 s ( a I 55 65 7 TC 0 '(�a0 \� fi5•60 55/�0 w �0 1 8 �' AD M° —30 �25. 46 9 4 50 40 i tf Kll WASHINGTON 40 ' ; �N E 10 0 10 20 30 40 40 2 M MILES i Figure 30 45 NOAA ATLAS 2, Volume Ix 50 55 60 65 'Prepared 6y U.S.Department of C;"'.rce ISOPLUVIALS F 100-YR 24-HR PRECIPIT TION I National Oceanic and Atmosphericinistration IN TENTHS OF N INCH National weather Service,Office of Hydrology Prepared for U.S.Department of A ricuiture, L Soil Conservation Service,Engineer ng Division 124 123 122 12 i III-1-46 FEBRUARY, 1992 B-3 N O� O+ ri •O h Y 0' Q A Q •. 43 Q V UzzGZQA UUwal m;Q,"AQ dmAdUUzzzz Uzzz cnzUQ w a UU W pzA mpzAAmvUUQwzAcazn l � ] b , a z M z w w m z o m � 0 w " w � u W S u $ a p F+ $ _a 11 u �'�• a G q o $ �, .' u u o .a o o 0 o Y ;. o e y °p c a u• u 9 = C r f/ u a pp, Y [ 9 u a tr r g CL O O y Y u y O m a a ■ U u U •u .0 .c C ,� .y ... C O O O. rn U UQG7AA � tr� u� t�r tr7 �Gu�Cv V V C7 V V c7 xxaCZ � xxgann ?4PCACl� OC �ntnvl vfrnu� rn rnJ'i �n �nrn �ninrn 'nrnrn Lnr V •o y � z Q u m u u m m m m U w w u A u m Q o u m u z z U m m oc Q m u m c e u u u z z u m z z z u w m U p z w z m cQ A m d z Q m m z ■ � M N a Y w ■ � F E 8 e CA zz _ O E a _ g °� ? 2S ° u > > u a o° S a ■ S a 3 u 3 I 34 � 03 •o m � v -5 a •C " a a a a m u � K •s7 � �°•� ¢ �a' a � 2� a�3c3 �Rra3o'la�iogc$ mr7� ruuuuuu �` uuuuus STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Hydrologic Soil Hydrologic Soil Soil Type Group Soil Type Group Newberg B Spanaway A/B Nisquaily B Springdale B Nook"ck C Sulaavar B Nora C(D Sultan C Ogarty C Sultan variant B Olete ND Sumaa C Olomo= C Swantown ND Olympic B Tacoma D Orcaa D Tamvax ND a'dia D Tealwhit ND Orting ND Tenino C Oso C Tisch D Ovall C Tokul ND Pastik C Townsend C Pheency C Triton ND Phelan ND Tukwila D Pilchuck C Tukey ND Potchab C Urban variable Poulsbo C Vailton B Prather C Verlot C Puget D Wapato ND Puyallup B Warden B Queeta ND Whidbey ND Quiicene ND Wilkeson B Ragnar B Winston A Rainier C Woodinville B Raught B Yelm C Reed ND Zynbar B Hydrologic Soil Group Classifications A. (Low runoff potential) . Soils having high infiltration rates, even when thoroughly wetted, and consisting chiefly of deep, well-to-excessively drained sands or gravels. These soils have a high rate of water transmission. B. (Moderately low runoff potential) . Soils having moderate infiltration rates when thoroughly wetted, and consisting chiefly of moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission. C. (Moderately high runoff potential) . Soils having slow infiltration rates when thoroughly wetted, and consisting chiefly of soils with a layer that impedes downward movement of water, or soils with moderately fine to fine textures. These soils have a slow rate of water transmission. D. (High runoff potential) . Soils having very slow infiltration rates when thoroughly wetted and consisting chiefly of clay soils with a high swelling potential, soils with a permanent high water table, soils with a hardpan or clay layer at or near the surface, and shallow soils over nearly impervious material. These soils have a very slow rate of water transmission. ND Data not currently available for this soil type. *From SCS, TR-55, Second Edition, June 1986, Exhibit A-1. Revisions made from SCS, Soil Interpretation Record, Form 05, September 1988 and various county soi, surveys. III-1-lu FEBRUARY, 1992 B-5 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Table III-1.3 SCS Western Washington Runoff Curve Numbers (Published by sCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type 1A rainfall distribution, 24-hour storm duration. LAND USE DESCRIPTION CURVE NUMBERS BY HYDROLOGIC SOIL GROUP A B C D Cultivated land(1) : winter condition 86 91 94 95 Mountain open areas: low growing brush & grasslands 74 82 89 92 Meadow or pasture: 65 78 85 89 Wood or forest land: undisturbed 42 64 76 el Wood or forest land: young second growth or brush 55 - 72 81 86 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. Good condition: grass cover on �:75% of the 68 80 86 90 area Fair condition: grass cover on 50-75% of 77 85 90 92 the area Gravel roads & parking lots: 76 85 89 91 Dirt roads & parking lots: 72 82 87 89 Impervious surfaces, pavement, roofs etc. 9B 98 98 93 Open water bodies: lakes, wetlands, ponds etc. 100 100 100 100 Single family residential(2) : Dwelling Unit/Gross Acre %Impervious(3) Separate curve number 1.0 DU/GA 15 shall be selected for 1.5 DU/GA 20 pervious & impervious 2.0 DU/GA 25 portions of the site 2.5 DU/GA 30 or basin 3.0 DU/GA 34 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA S2 6.5 DU/GA 54 7.0 DU/GA 56 PUD's, condos, apartments, %impervious commercial businesses & must be industrial areas computed (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Sec. 4, Hydrology, Chapter 9, August 1972. (2) Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good _ condition for these curve numbers. III-1-12 FEBRUARY, 1992 B-6 H N to H r tD O Infiltration Cation on Exchange Effective H Zy ~ H Texture Rate Capacity Water Capacity Hydrologic ! 01 Class Hydrologic (milliequivalents/ (inches per Soil Group (inches/hr.) 100 grams) inch) Coarse Sands or Cobbles 20.00 <5.0 - A 0 G) Sand lS.l""/ <3.0 u.lS A F- H Loamy Sand 2.41 5.0 0.31 p Fla H O H Sandy Loam 1.02 >5.0 0.25 B N y lro Loam 0.52 >5.0 0.19 $ cyi m m ti Silt Loam 0.27 >5.0 0.17 C f) r Sandy Clay Loam 0.17 >5.0 0.14 C P' to H m Clay Loam 0.09 >5.0 0.14 D M r- Silty Clay Loam 0.06 >5.0 0.11 D M C Sandy Clay 0.05 >5.0 0.09 D •< y Silly Clay 0.04 >5.0 0.09 D Q p r Clay 0.02 >5.0 0.05 D d H mSource(except for cation exchange capacity): Rawls, Brakensiek,and Saxton, 1982(16) X :rP 70 C ~ rK Cation exchange capacity values are estimated from Buckman and Brady, 1969,(23) 2tD �C Y %. �D N ,I � 1 Corbit-other-Side Michael F. Wnek, P.E., PS Drainage Report January21, 2008 DOWNSTREAM ANALYSIS NORTH BASIN: ■ VIOLA CREEK 24" CMP WATERSHED • ■ --�,— - ■ • � r �� PROJECT SITE • i Y • ` 352 ��' ■• •� SOUTH BASIN: IRENE CREEK WATERSHED Q36" concrete 1 KEY — 1 ditch flow • —� culvert ' ,r ■ basin boundary r ■ . •• (-gig-'��___ to.a wee ..o o r0000,.w• n.�..onv vm or�oM.m o.....r I• � M - -. - Ci-t Belfair UGA Boundary 41 County Boundary <' �+ i'► ` F: '^ _ rs : _"► rW �t •. �y.�,.w }tYr NE NEWKIRK RDj'�T �=�,..i V M � ' si,7 O L AU NE'TYMERIME DR .' i rt i —_� \ g 3 :4� t rota Crek'� rtis� •4''� LAG •.l NE NCKNIGNT RD - ►1 ' + �ifree Creeks .NEVTIMA RDA NR RN WY i �.t •� r ` ! SITE iz 40 z t ,• ,;t 1 t,, f++' \ .'^W w OPT • / .y ►_ `y 'Belfair Creek, ON BLVD d_ 1 l ' �`� 1 � p e t_ j110 wj �I j i' T NE BELFAIR 5T x � � ..w j.'• ��It � '+(, . ' y � R t �.a tr. �' E _, {• :. �s:' Jlil A, Creek �f 0 •' ... it 'f• Cr. `Y ��� 'Rnnra»ce'Hil/ F'k :• 'r Draina :ge M A S O N K i ..I. ; �' h .5..) ' • � �� ..� a �1 - ri COUNTY COUT o �W ),. NE RYERIY DR 1t+ 7a �^ i ! Tribtttarr To i _ r Coi, tllc•r C rech ,L STRA ME 4��1��,_cieeh _ WATERSHED MAP Orbit-Other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 NORTH POND Total Pond: "North-Total" EL. 185 = 2,072 SF EL. 190 = 4,780 SF EL. 194.8 = 8,255 SF Settling Pond: "North-Settling" EL. 185 = 425 SF EL. 190 = 1630 SF Infiltration Pond: North-Retention EL. 185 = 1,647 SF EL. 190 = 3,150 SF EL. 190.1 = 4,780 SF EL. 194.8 = 8,255 SF Record Id: NORTH BASIN Desibn Method I- SBLTH Rainfall type i— TYPEIA Hyd Intv 10 00 mm aPeaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area(AMC 2) 3.24 ac DCIA 1.66 ac Pervious CN I --68.00 JDC CN 98.00 Pervious TC 10 00 min DC TC 5.00 min n Pervious CN Calc _ Description SubArea� Sub cn .Open spaces,lawns,parks(>75%grass) 3.24 ac 1 68.00 3 Pervious Composited CN(AMC 2) 68.00 _. _ [I 3 Pervious TC Calc --— r Type ( Descriphon Length a Slope ` Coeff �Mi'sc ; TT Fixed __ .. _... 10.00 min i - Pervious TC 10.00 min Directly Connected CN Calc �— Description SubArea Sub cn Impervious surfaces(pavements,roofs,etc) 1.66 ac E 98.00 DC Composited CN(AMC 2) 98.00 Directly Connected TC Calc Type ��Description Length Slope Coeff TT Ausc Fixed _ _.�.__._-_ 1�00 Mill I' Directly Connected TC7 S.00min� D-1 Corbit-Other-Side Michael F. Wnek, P.E.,PS Drainage Report January 21, 2008 NORTH BASIN Event Summary Event ,P a Q(cfs);Pe T(hrs) Hyd Vol(acft) Area(ac)rMethod Raintype 6-month 0.8671 j 8.00 0.3762 4.9000 SBUH , TYPEIA ( 2 year ! 1.6668 ( 8.00 0.6952 4.9000 SBUH TYPEIA 10_y-ea r 2.9788F 8.00 - 1.1664 4.90010 - SBUH TYPEIA - _._ 100 year jr- 4.9522 8 60.00 1.85 4.9000 SBUHTYPEIA "NORTH-TOTAL" CALCULATIONS PRECIPITATION I- Event !Preci p in(' ) 6 month 2.3300 2 year 3.5000 �h 0 year 5.0000 �100 year�7.0000 LPOOL NORTH SUMMARY using Puls Start of live storage: 185.0000 ft Event Match Q(cfs) Peak Q(cfs) Peak Stg(ft) Vol(cf) Vol Cac iTime to Empty !6-month 0.8692 0.5211 185.3311 716.24 0.0164 25.17 2 year 1 1.6700 0.6298 186.1979 ; 28 0 0.0659 25.33 2.9834 10 year 0.8371 187.8512 j 8109.65 0.1862 !_ 25.50 -_ j 10 y 4.9587 1 1424_-- 190.2142 18171.00 0.4171 28.50 _..._� BASIN SUMMARY Peak Q Peak T i Peak Vol (ac- ' Area BasinID Event Method/Loss Raintype (cfs) (hrs) �. cf) (ac) KNORTH BASIN 6-month 0.8692 0.3769 ' 4.90 SBUWSCS TYPEIA !NORTH BASIN y F 2 earear 1.6700 0 0.6963 4 y SBLTWSCS TYPEIA I t_ NORTH BASIN Flo year 2.9834 j 8.00 1.1680 4.90 SBLTH/SCSTYPEIA tNORTH BASIN 100 year 4.9587 8.00 1.8582 4.90 SBUH/SCS �TYPEIA HYDROGRAPH SUMMARY HydID Peak Q (cfs)'Peak T(hrs) Peak Vol(ac-ft)iCont Area(ac) 6 month out i 0.5211 ) 8.33 0.3769 T1 4.9040 2 year out ( 0.6298 9.17 0.6963 -- 4.9040 10 year out j 0.8371 F 10.17 T 1.1680 4.9040 100 year out 1.1424 11.33 1.8582 4 9040 D-2 i Corbit-Other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 Record Id: LPOOL NORTH EDescrip: ,Level Pool Routing�In�cre-went0.10 ft Start €190 0000 ft IMax El. 200.0000 ft Storage Node!NORTH-TOTAL Dischar e Node INIFr' - L - g Record Id: INFIL Pescrip: ;Prototype Structure;Increment f0.10 ft �185.0000 ft Max El. Start El 200 0000 ft' ;Infiltration rate 10.0000 in/hr WP Multiplier 1.00 _... ........................... .._. Stage Discharge Rating Curve i 187 6000 ft 0 8056 cfs 192.6000 ft 1.5422 cfs 185.0000 ft;0.0000 cfs.190.0000 ft 1.1065 cfs .187.7000 ft10 8181 cfs 192.7000 ft.1.5590 cfs .... 185.1000 ft 0 4922 cfs 190.1000 ft 1.1232 cfs` 187.8000 ft 0.8 1 192.8000 ft 1.5757 cfs �( i - 185.2000 ft 10.5047 cfs 190.2000 ft 1.1400 cfs i 187.9000 ft i0.8t 432 cfs 192.9000 ft .5925 cfs -E 185.3000 ft E0.51� 72 cfs 190.3000 ft 1 1568 cfs 188.0000 ft 0.8557 cfs 193.0000 ft 1 6092 cfs _ _ .... 185.4000 ft r0.52 8 190.4000 ft 1.1735 cfs f .188.1000 ft 10.8683 cfs 193.1000 ft 1 6260 cfs _ _.. 185.5000 ft0.5423 cfs 190.5000 ft 1.1903 cfs 188.2000 ft 0 8808 cfs 193.2000 ft 1.6427 cfs 185.6000 ft 0.5549 cfs 190.6000 ft F 1 20 0 188.3000 ft 0 8934 cfs 193.3000 ft 1.6595 cfs 185.7000 ft 0.5674 cfs 190.7000 ft 1.2238 cfs 1 '18 8 4000 ft i0.9059 cfs 193.4000 ft 1.6763 cfs 1 185:8000 ft 0 5799 cfs 190.8000 ft 11.0 cfs 1188.5000 ft.0.9 8 193.5000 ft 1.6930 cfs 185.9000 ft 0.5925 cfs 190.9000 ft 1.2573 cfs188.6000 ft;0.9 0 193.6000 ft 1.7098 cfs 186.0000 ft:0.6050 cfs 191.0000 ft 1.2741 cfs 188.7000 ft 0.9435 cfs 193.7000 ft 1.7265 cfs 186.1000 ft0.6175 cfs 191.1000 ft 1.2908 cfs 188 8000 ft 0.9560 cfs 193.8000 ft,1.7433 cfs 186.2000 ft;0.63cfs:ll19L2000 ft 11.3076 cfs 188.9000 ft 0.9686 cfs 193.9000 ft;1 7601 cfs _............_-.._. 186.3000 ft 0.6426 cfs 491.3000 ft 11.3243 cfs 189.0000 ft 10.9811 cfs 194.0000 ft 11.7768 cfs 186.4000 ft,0.6551 cfs 191.4000 ft 11.3411 cfs ;189.1000 ft 0.9936 cfs,194.1000 ft 1.7936 cfs 186.5000 ft 0.6677 cfs'191. 000 ft 1.3579 cfs E 189.2000 ft 1.0062 cfs 1 94.2000 ft 1.8103 cfs _ 186.6000 ft 0.6802 cfs 191.6000 ft 1.3746 cfs �189.3000 ft 1.0187 cfs 194.3000 ft 18271 cfs 186.7000 ft;0.6928 cfs 191.7000 ft i 3914 cfs( ;189.4000 ft 1.0313 cfs 194.4000 ft J.8438 cfs _. . 186.8000 ft 0.7053 cfs;191.8000 ft 11.4081 cfs i 1189.5000 ft 11.0438 fs 194.5000 ft 11.8606 cfs 186.9000 ft 0.71 8,191.9000 ft 1.4249 cfs 189.6000 ft 1.0563 cfs 194 6000 ft 1.8774 cfs 187.0000 ft 0.7304 cfs 192.0000 ft 1 4416 cfs 189.7000 ft _1 0689 cfs 194.7000 ft 1.8941 cfs __ _ 187.1000 ft�7429 cfs r192.1000 ft�1 4584 cfs' 189.8000 ft 11 0814 cfs 1194.8000 ft 1.9109 cfs 187.2000 ft E0.7554 cfs(192.2000 ft 1.4752 cfs 189.9000 ft 1.0939 cfs 194.9000 ft 1.9276 cfs i 187.3000 ft'0 7680 cfs 192.3000 ft 1.4919 cfs I j 194.8000 ft 1.9109 cfs 187.4000 ft 0.7805 cfs 192.4000 ft 1.5087 cfs 187.5000 ft 10.7931 cfs 192.5000 ft 1.5254 cfs D-3 Corbit-Other-Side Michael F. Wnek, P.E.P Drainage Report January 21, 2008 Record Id: NORTH-TOTAL Descrip Prototype Record Increment 10.10 ft j _ �- v ;Start El. !185 0000 ft Max El 194.8000 ft ..........._... Stage Area ..... . _.. . Stage(ft). . Area(sf) f -- -185.00. 2072.0000 �I F 190.00 4780.0000 194.80 8255.0000 Stage Storage Rating Curve 187.5000 ft';6872.5000 cf A92.5000 ft 31342.3691 cf 185.0000 ft 0.0000 cf 190.0000 ft 117130 0000 cf 1187.6000 ft 7217.8081 cf (192.6000 ft 32004.9785 cf ...... _ 185.]000 ft. 209 9080 cf 190.t 000 ft 17611 6191 cf ;187.7000 ft 7568 5322 cf �192.7000 ft�32674 8262 cf _........_ ............. 185.2000 ft 425 2320 cf 190.2000 ft 18100.4785 cf 187.8000 ft 7924.6719 cf 192.8000 ft 33351.9141 cf 185.3000 ft 645.9720 cf 190.3000 ft 18596.5781 cf 187.9000 ft:8286.2275 cf 192.9000 ft j34036.2422 cf 185.4000 ft 872.1280 cf 190.4000 ft 19099.9160 cf 188.0000 ft 8653.2002 cf 193.0000 ft 34727.8086 cf .._.... _ 185.5000 ft j 1103.7000 cf 190.5000 ft 19610.4941 cf 188.1000 ft 19025.5879 cf 193.1000 ft[35426.6172 ccf _._1 ;185.6000 ft: 134 0 f 190.6000 ft 20128 125 cf 188.2000 ft 9403.3916 cf 193.2000 ft,36132.6641 cf _. __... 185.7000,ft 1 158 920 cf 190.7000 ft,20653.3691 cf :188.3000 ft 9786.6123 cf 1193.3000 ft 36845.9492 cf 193ft39 185.8000ft 1830.9120cf j1 6 7566476 cf 185.9000 ft 2084.1479 cf 190.9000 ft`21725.2031 cf 188.5000 ft'10569.2998 cf 193.5000 ft 38294.2422 cf _ _ 186.0000 ft 2342.8000 cf 191.0000 ft 22271.9785 cf i 188.6000 ft 10968.7676 cf.193.6000 ft 39020 N61 cf _ _._. __ 186.1000 ft 2606.8679 cf 191'.1000 ft 22825.9941 cf j 188.7060 ft 11373.6523 cf 193.7000 ft 3977-1 4922 cf i 9000 2876521 cf � ft2186.2ft 90 338 0c 88.8000 ft. 752 1193.8000 ft�4052� 0.9766 cf 186.3000 ft,.3151.2 520 cf 191.3000 ft 23955.7441 cf 188.9000 ft 12199.6680 cf 19 000 ft�4127�7 6992 cf 186.4000 ft 3431.5681 cf �I91.4000 ft 24531.4785 cf :189.0000 ft 12620.7998 cf 194.0000 ft 4204�1 6641 cf ��.-. ^ 186.5000 ft 3717.3000 cf 191.5000 ft!25114.4531 cf 189.1000 ft 13047.3477 cf 194.1000 ftI42812.8672 cf _ ?189.2000 13479.3115 cf 194.2000 ft i .�43591.3086 cf 186 6000 ft 4008 4480 cf 191.6000 ft�5704 6660 cf ft 186.7000 ft 4305.0122 cf 191.7000 ft(26302.1191 cf 189.3000 ft 13916.6924 cf 194.3000 ft;44376 22 cf 186.8000 ft 4606.9922 cf P1.8000 ft 26906.8125 cf 189.4000 ft:14359.4883 cf 194.4000 ft 45169.9141 cf _ .186.9000 ft 4914.3882 cf ,191.9000 ft�27518.7441 cf ]89.5000 ft 14807.7002 cf 194.5000 ft'1 0.0742 cf 187.0000 ft 5227.2002 cf 12.0000 ft 28137.9160 cf 189 6000 ft 15261.3281 cf 194.6000 ft 1146777.4727 cf 187.1000 ft 5545.4282 cf j 192.0 I287�64.3262 cf 189.7000 tt 15720.3721 cf 194.7000 ft l47592.1133 cf _ - _ . 187.2000 ft j 5869.0718 cf 192.2000 ft F29397.9785 cf a 189 8000 ft 16184.8320 cf 1 194.8000 ft F48413.9961 cf{ 187.3000 ft 619818 cf 192.3000 ft 30038.8691 cf 189.9000 ft 16654.7070 cf194.9000 ft�4923- 5.8037 cf` 187.4000 ft 1.6532.6079 cf [192.4000 ft 30686.9980 cf D-4 Corbit-other-Side Michael F Wnek, P.E., PS Drainage Report January 21, 2008 NORTH-SETTLING CALCULATIONS Record Id: NORTH-SETTLING _ Descrip:I 1prototype R d Increment 0.10 ft _ Start El.! 185.0000 ft Max El. J 190.0000 ft S e Area Stage(ft) __Area(st) _ 185.00 425.0000� Settling Volume: 5,137.5 cf("NORTH SETTLING" ELEV. 195.0) _ 190.00 1630.0000 35,135.9 cf("NORTH-RETENTION" ELEV. 199.0) 14.6% (MIN. 10% RECOMMENDED) Stage Storage Rating Curve 185.0000 ft - 0.0000 cf 187.6000 ft' 1919. 8800 cf 185.1000 ftl 43.7050 cf 187.7000 ft 2025.9449 cf 185.2000 ft; 89.8200 cf 187.8000 ft 2134.7200 cf -- 185.3000 ft 138.34SO cf 187.9000 ft 2245.90 00 cf 185.4000 ft 1189.2800 cf 188.0000 ft 2359.5000 cf 1 185.5000 ft' 242.6250 cf 188.1000 ft 2475.5049 cf 185 98.3800 cf1 .2000 ft ft .9199 cf. 185.7000 ft 356.5450 cf 188.3000 ft 2714.7451 cf" 185.8000 ft; 417.1200 cf 188.4000 ft 2837.9800 c 1 185.9000 ftt 480.1050 cf 188.5000 ft 2963.6250 cf 186.0000 ft� 545.5000 cf 188_6000 ft�3091.6799-cf 186.1000& 613.3050 cf 188.7000 ft 3222.1450 c 186.2000 ft 1 6831 200 cf 188.8000 ft 3355.0200 cf 186.3000 9,[756.1450 cf' 188.9000 ft;3490.3049 cf- 1 4000 ft! 831.1800 cf 189.0000 ft 3628.0000 cf 186.5000 ft' 908.6259 cf 189.1000 ft!3768.1050 cf 186.6000 fti 988.4800 cf 189.2000 ft 3910.6201 cf 186.7000 ft 1070.7450 cf 189.3000 ft'4055.5449 cf 186.8000 ft 1-155.4200 cf 189.4000 ft 4202.8799 cf 186-9-twft 1242. 0050cf 189.5000 ft 4352.6 550 cf 187.0009 ft 1332.0000 cf 189.6000 ft 4504.7 998 cf 187.1000 ft 1423.9050 cf 189.7000 ft�4659� 3452 cf 187.2000 ft 1518. 2209 cf 189.8 000 ft 4816. 1198 cf 187.3000 ft 1614.9449 cf 189.9 000 f 4975.7051 cf 187.4000 ft 1714A800 cf 190_0000 ft 5137_5000 cf 187_5000 ft 1815.6250 cf 190.1000 fti 5299.2850 cf D-5 Corbit-other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 "NORTH-RETENTION" CALCULATIONS PRECIPITATION . . ........ ........... ...... . I Event Precip(in) l 6 month 1 2.3300 1 2 year 1 3.5000 10 year j 5.0000 100 year 7.0000 LPOOL NORTH SUMMARY using Puls Start 6f live storage: 185.0000 ft Event IMatch Q(cfs) Peak Q(cfs)jPeak Stg(ft) Vol(cf) Vol(acft)[Time to Empty 6-monthr-0.8671- �0.4203� 185.5614 972.43 F 0.0223 25.17 2 year �- 1 6668 F 0.5157 186.9321 ( 3743.54 0.0859 25.33 _...... Joy 2.9788 1 0 6924 189.4717 10370.54 0.2381 28.00 ,10 year r 4.9522 1.2878 191.1597 17870.48 0.4102 30.67 BASIN SUMMARY Peak Q Peak T Peak Vol(ac- Area BasinID Event �Method/Loss Raintype (cfs) (hrs) I cf) (ac) 'NORTH BASIN 6-month , 0.86 17 8 00 F 0.3762 - 4.90 �SBiJH/SCS jTYPEIA - _ . ........ ----- -- --- -- jNORTH BASIN 2 year ; 1 6668 8.00 0.6952 j 4.90 SBLJH/SCS TYPEIA ��2.9788 8.00 O TH BASIN 10 year ! 1.1664 4.90 SBLTH/SCS [TYPEIA j O TH BASIN 100 year 4.9522 8-00 _;- - 1.8560 �4 90 -SBLTH/SCS TYPEIA HYDROGRAPH SUMMARY FHydID 'Peak Q(cfs) Peak T (his) 'Peak Vol (ac-ft) Cont Area(ac)I -.-._ 6-month out 0.4203 8.67 0.3762 4.9000 ;2 yeay I ' 0.5157111-1111 10.00 ( 0.6952 4.9000 10 year out , 0-6924 12.00 1.1664 �4.9000- - �100 year out 1 1.2878 10.33 1.8560 4.9000 Record Id:LPOOL NORTH ----- ........_ r Descrip: ;Level Pool Routing Increment I0.10 ft .. _....... Start EL 190.0000 ft Max El. i200.0000 ft Storage Node NORTH-RETENTION Discharge NodeINFIL D-6 Corbit-other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 Record Id: NORTH-RETENTION [Descrip: ;Prototype Record+Increment 10.1 0 ft 1 ... iStart E1.. 185.0000 ft Max El. 194.8000 ft ^-- Stage Area Stage(ft) r-- Area(sf) . ._... _ 185.00 1647.0000 -190.00 r 3150 0000 190.10 4780.0000• 194.80 F 8255.0000 Stage Storage Rating Curve 187;0 5056.8750 cf 192.5000 ft 25990.3535 cf j 185.0000 ft 0.0000 cf 190.0000 ft ' 11992.5000 cf 187.6000 ft 5298.2280 cf 192.6000 ft 26649.4961 cf 185.1000 ft 166.2030 cf 190.1000 ft 12388.9951 cf: 187.7000 ft 5542 5869 cf 192.7000 ft 27316.0352 cf _ . 185.2000 ft 335.4120 cf 190.2000 ft 12870.6865 cf 187.8000 ft 5789 9521 cf 1192.8000 ft 27989.9648 cf i 185.3000 ft 507.6270 cf 190.3000 ft 13359.7773 cf 187-9000 ft 6040 3232 cf 1192.9000 ft I28671.2891 cf '185.4000 ft 1 682.8480 cf 190.4000 ft ' 13856.2617 cf 188.0000 ft ; 6293.7002 c fj 193.0000 ft 29360.0078 cf 185.5000 ft 861.0750 cf 190.5000 ft 14360.1387 cf 188.1000 ft 6550.0830 cf 1193.1000 ft 30056.1191 cf 185.6000 ft 1042.3080 cf 190 6000 ft 14871.4102 cf` 188.2000 ft 6809 4722 cf 1 193 2000 ft 130759.6250 cf 185.7000 ft 1226 5470 cf 1190.7000 ft 15390.0752 cf..I 188.3000 ft 7071.8672 cf 1193.3000 ft 31470.5254 cf _. 185.8000 ft 1413.7920 cf 190.8000 ft ;15916.1338 cf 188.4000 ft 7337.2681 cf 193.4000 ft €32188.8164 cf 185.9000 ft 1 1604.0430 cf 190.9000 ft 116449.5859 cf 188.5000 ft-1 7605.6748 cfF 193.5000 ft E 32914.5039 cf i 1186.0000 ft r 1797. 0000 cf 191.0000 ft-1 16990.4316 cf-I 188.6000'ft'--I- 777.18 99 cf 193.6000 ft 33647.5820 cf 000 ft 186.1 1993.5630 cf 191.10-00 ft 117538.6719 cf. 1188.7000 ft 8151 5068 cf 193.7000 ft 34388.0586 cf 1�186.2000 ft 2192.8320 cf 191.2000 ft 18094.3047 cf' 188.8000 ft8428.9316 cf 193.8000 ft 135135.9258 c€ 186.3000 ft 2395.1069 cf 191.3000 ft 18657.3301 cf. 188.9000 ft 8709.3633 cf 193.9000 ft 135891.1836 cf 186.4000 ft 2600.3879 cf 191.4000 ft 119227.7520 cf 189 0000 ft 8992.7998 cf 194.0000 ft 136653.8398 cf 186.5000 ft F2808.6750 cf ! 191.5000 ft 119805.5645 cf 189.1000 ft F9279.2432 cf 194.1000'ft 13742i 3.8867 cf . ..._ 186.6000 ft-1 3019.9680 cf 191.6000 ft 20390.7734 cf 189.2000 ft9568.6924 cf 194.2000 ft 38201.3281 cf 186.7000 ft 3234.2671 cf 191.7000 ft 20983.3730 cf 189.3000 ft 9861.1475 cf 194.3000 ft 138986.1641 cf 186.8000 f 3451.5720 cf 19'1 8000 ft 21583.3691 cf +189.4000 ft 110156.6084 cf 1194.4000 ft 139778.3945 cf 186.9000 ft 3671.8831 cf 191.9000 ft 22190.7559 cf 18 5000 ft'-1 10455.0752 cf,19 0 0 ft 140578.0156 cf 187.0000 ft 1 3895.2000 cf 192.0000 ft 22805.5391 cf 189.6000 ft 10756.5479 cf 194.6000 ft 41385.0313 cf 187.1000 ft 4121.5229 cf . 192.1000 ft ;23427.7148 cf ?189.7000 ft 11061.0273 cf'194.7000 ft !42199.4414 cf 187.2000 ft 4350.8521 cf 1192.2000 ft 24057.2832 cf 1189.8000 ft , 11368.5117 cf j 194.8000 ft 43621.2188 cf 187.3000 ft 4583.1870 cf ' 192.3000 ft 124694.2461 cf 1 189.9000 ft 111679.0029 cf r194.9000 ft 143843.0463 cf 187.4000'Yl 4818.5278 cf 1192.4000 ft 125338.6035 cf D-7 Corbit-other-Side Michael F. Wnek, P,E., PS • + Drainage Report January 21, 2008 Record Id: INI+IL, Descrip: Prototype Structure!Increment 30.10 ft jStart El. 185.0000 ft IMax El. 200.0000 ft ,Infiltration rate 10.0000 in/hr IWP Multiplier 1.00 Stage Discharge Rating Curve 187.6000 ft 0.5622 cfs 192 6000 ft 1.5344 cfs 1185.0000 ft;0.0000 cfs 190.0000 ft 0.7292 cfs .187.7000 ft 0.5691 cfs 1192.7000 ft 1.5515 cfs I 185.1000 ft10.3882 cfs 1 190.1000 ft 1.1065 cfs 187.8000 ft 0.5761 cfs 192.8000 fl 1.5686 cfs 185.2000 ft 0.3952 cfs'190.2000 ft 1.1236 cfs 187.9000 ft;0.5830 cfs 192.9000 ft 1.5857 cfs 185.3000 ft 0.4021 cfs 190.3000 ft 1.1407 cfs 188.0000 ft 0.5900 cfs 193.0000 ft 1.6028 cfs 185.4000 ft 0.4091 cfs 190.4000 ft 1.1578 cfs 188.1000 ft 0.5970 cfs 1193.1000 ft 1.6199 cfs 185.5000 ft 0.4160 cfs 190.5000 ft 1.1749 cfs 188.2000 ft 0.6039 cfs 193.2000 ft 1.6370 cfs 185.6000 ft 0.42.30 cfs j190.6000 ft 11.1921 cfs 188.3000 ft 0.6109 cfs 193.3000 ft 1.6542 cfs 185.7000 ft'0.4300 cfs 190.7000 ft 1.2092 cfs 188.4000 ft 0.6178 cfs.193.4000 ft 1.6713 cfs ........ _.......... __ _ 185.8000 ft 0.4369 cfs 190.8000 ft 11.2263 cfs 188.5000 ft 0.6248 cfs'193.5000 ft 1.6884 cfs 185.9000 ft 0.4439 cfs,190.9000 ft 1.2434 cfs 188.6000 ft 0.6317 cfs 193.6000 ft:1.7055 cfs 186.0000 ft 0.4508 cfs 191.0000 ft,1.2605 cfs 188.7000 ft 0.6387 cfs'193.7000 ft 1.7226 cfs 186.1000 ft 0.4578 cfs 191.1000 ft 1.2776 cfs 188.8000 ft 0.6457 cfs 193.8000 ft'1.7397 cfs ......_.- _ _ 186.2000 ft 0.4647 cfs 191.2000 ft 1.2947 cfs 188.9000 ft;0.6526 cfs 193.9000 ft 1.7568 cfs _......... 186.3000 ft 0.4717 cfs 191.3000 ft 1.3119 cfs 189.0000 ft 0.6596 cfs 194.0000 ft'1.7740 cfs 186.4000 ft 0.4787 cfs 191.4000 ft1.3290 cfs ;189.1000 ft0.6665 cfs 194.1000 ft 1.7911 cfs ....... ._ .... -._..._..__. _ 186.5000 ft 0.4856 cfs 191.5000 ft 1.3461 cfs 189.2000 ft 0.6735 cfs 194.2000 ft 1.8082 cfs 186.6000 ft 0.4926 cfs 191.6000 ft 1.3632 cfs 189.3000 ft 0.6805 cfs 194.3000 ft 11.8253 cfs 186.7000 ft.0.4995 cfs 191.7000 ft 11.3803 cfs' 189.4000 ft 0.6874 cfs 194.4000 ft.1 8424 cfs 186.8000 ft 0.5065 cfs 191.8000 ft'1.3974 cfs 189.5000 ft 0.6944 cfs 194.5000 it 1.8595 cfs 186.9000 ft 0.5135 cfs 191.9000 ft 1.4145 cfs 189.6000 ft 0.7013 cfs 194.6000 ft 1.8766 cfs .__ _. 187.0000 ft 0.5204 cfs 192.0000 ft 11.4317 cfs 189.7000 ft 0.7083 cfs 194.7000 ft 1.8938 cfs 187.1000 ft 0.5274 cfs 192.1000 ft 11.4488 cfs 189.8000 ft 0.7152 cfs 194.8000 ft 1.9109 cfs 187.2000 ft 0.5343 cfs 192.2000 ft 1.4659 cfs 189.9000 ft0.7222 cfs.194.9000 ft 1.9280 cfs _. ........... ----___. 187.3000 ft 0.5413 cfs 192.3000 ft 1.4830 cfs 194.8000 ft 1.9109 cfs. 187.4000 ft'0.5482 cfs 192.4000 ft 1.5001 cfs 187.5000 ft.0.5552 cfs 192.5000 ft 11.5172 cfs D-8 Corbit-other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 SOUTH POND Total Pond: "South-Total" EL. 190 = 1,900 SF EL. 195 = 5,274 SF EL. 200 = 10,098 SF Settling Pond: "South-Settling" EL. 190 = 300 SF EL. 195 = 1,594 SF Infiltration Pond: "South-Retention" EL. 190 = 1,600 SF EL. 195 = 3,680 SF EL. 195.1 = 5,274 SF EL. 200 = 10,098 SF Record Id: SOUTH BASIN Design Method I SBUH Rainfall type TWEIA ...... .......-- ._..................... ......._..- - -------. _. _-- -- HYd. h' 10 00 min Peaking Factor 484.00 Abstraction Coeff rT� 0.20 ... :Pervious Area(AMC 2) 2.79 ac IDCL4, --2.01 ac Pervious CN --- --------.__.___-- 68.00 DC CN _ 98.00 jPervious TC 10.00 min iD C.�:_ - _ 5.00 min Pervious CN Cale Description ^~ SubArea {— Subcn Open spaces,lawns,parks(>75%grass) 2.79 ac 68.00 Pervious Composited CN(AMC 2) 68.00 Pervious TC Cale — Type F Description Leligth i Slope Co eff Misc TT Pervious TC 10.00 min i Directly Connected CN Cale — Description SubArea { —Sub cn� j Impervious surfaces(pavements,roofs,etc) F 2.01 ac i 98.00 I DC Composited CN(AMC 2) r 98.00 _ _ -- Directly Connected TC Cale j Type Description j Length F Slope F Coeff Misc �� TT Fixed i 5 00 min Directly Connected TC S.00min D-9 Corbit-other-Side Michael F. Wnek P.E. PS Drainage Report January 211 2008 SOUTII BASIN Event Summary Event Peak Q(cfs) Peak T(hrs)1Hyd Vol(acft) Area(ac) Method Ramtype 6-month 1.0488 1 8.00 0.4256 4.8000 SBUH TYPEIA �2 Year ( 1.8980 8.00 0.7567 4.8000 SBUH �-T--Y-P-- l-A _ __ �I E 10 year �3.2319 8.00 .. 1.2348 �F4.8000 I SBUH TYPEIA F100 year 5.2621 F8.00 1.9253 4.8000 SBUH [TYPEIA "SOUTH-TOTAL" CALCULATIONS PRECIPITATION ..._...._._.._...... . Event Precip (in) 16 month 2.3300 .._......... ..... . .. .......................... i 22 year 3.5000 10 year. 5.0000 i-1100 year 7.0000 LPOOL SOUTH SUMMARY using Puls Start of live storage: 190.0000 ft Event imatch Q(cfs) Peak Q(cfs) Peak Sig(ft) Vol(cf) Vol(acft) Time to Empty. i6-month i 1.0477 0.5248 190.5439 F1134.12 FO.0260 25.17 2year j 1.8964F 6.6749 191.5050 ' 3623.82 0.0832 25.33 10 year ( 3.2296 0.9157� 193.0465 8920.77 [ 0-2048 E 25.50 - 100 year 5.1989 1 2496 195.1290 [18624.50 6.4276 28.00 BASIN SUMMARY BasinID Event -Peak Q Peak T Peak Vol(ac- Area l Method/Loss:€Raintype (cfs) F (hrs) � cf) �(ae) - .. ! ,SOUTH BASIN 6-month 1.0477 8.00 _ 0.4253 4.80 ( SBUH/SCS TYPEIA SOUTH BASIN 2 year[j 1.8964j 8.00 f 0.7561 4.80 E SBUH/SCS TYPEIA jSOUTH BASIN `16 year �_ 3.2296 8.00^ I4 1.2340 r 4.80 SBUH/SCS �E1A _ _ ;SOUTH BASIN 100 year ( 5. 891 9 8.00 1.9242�i 4.80 SBUH/SCS TYPEIA HYDROGRAPH SUMMARY HydID Peak Q(cfs) Peak T(hrs) Peak Vol(ac-ft)lCont Area(ac) 6 month out 0.5248 8.50 0.4252 r 4.7980 2 year out 0.6749 ( 9.17 ! 0.7561 F 4.7980 1 10 y�out ..9157 10.00 1.2340 F4.7980 1 100 year out 1.2496 j 10 67 1 9242 _ 4 7980� D-10 Corbit-other-Side Michael F. Wnek, P.E., PS Drainage Report _ _ January 21, 2008 Record Id: LPOOL SOUTH jDescrip: ILevel Pool Routing Increment j0.10 ft Start El. 1185.0000 ft Max El. 200.0000 ft Storage No&1S UTH-TOTAL Discharge Node'I FIL Record Id: SOUTH-TOTAL Descnp Prototype Record Increment 10. ft j Start El..j 190 0000 ft Max El 200.0000 ft I Stage Area r Stage(ft) Area(sf) 190.00 1900.0000 195.00 5274 0000 200.00 10098.0000 Stage Storage Rating Curve 192.5000 ft!6858.7500 cf 197.6000 ft 34908.4258 cf 190.0000 ft; 0.00�00 cf 195.1000 ft 18467.2246 cf 192.6000 ft;7220.8242 cf 197.7000 ft 35691.4961 cf 190.1000 ft 193.3740 cf 195.2000 ft 19009.0957 cf 1 192.7000 ft i 7589.6460 cf 197.8000 ft 36484.2148 cf 190.2000 ft 393.4960 cf 195 3000 ft 19560.6152 cf 192.8000 ft,7965.2158 cf 197.9000 ft,37286.5859 cf 190.3000 ft i 600.3660 cf 195.4000 ft 20121.7832 cf 192.9000 ft;8347.5342 cf 198.0000 ft 38098.6016 cf 190.4000 ft 813.9840 cf 195.5000 ft 20692.5996 cf 193.0000 ft 8736.5996 cf 198.1000 ft 138920.2656 cf _..:. _ 190.5000 ft 1034.3500 cf 1,95.6000 ft 21273.0645 cf 193.1000 ft`9132.4141 cf 1198.2000 ft 13975�1.5742 cf _._ 190.6000 ft 1261.4640 cf 195.7000 ft 21863.1758 cf 193.2000 ft j 9534.9756 cf '198.3000 ft 40592 5352 cf 190.7000 ft 1495.3260 cf �195.8000 ft 22462.9355 cf 193.3000 ft 9944.2861 cf 198.4000 ft 41443.1445 cf -- - 190.8000 ft 1735.9360 cf '195.9000 ft 323072.3438 cf 193 4000 ft 10360.3438 cf 198 5000 ft;4 3 3.3984 cf .. 1 ..._...... ._... .._.__. .. 190.9000 ft 1983.2939 cf 196.0000 ft 23691.4004 cf 193 5000 ft 10783.1504 cf 198.6000 ft 43173.3047 cf __.... _M _ 191.0000 ft 2237.3999 cf 196.1000 ft 243� 20.1035 cf 193.6000 ft 111212.7041 cf 198.7000 ft 144052 8555 cf 191.1000 ft 2498.2539 cf 196.2000 ft 24958.4551 cf 193.7000 ff[2 j 11649.0059 cf 198.8000 ft 942.0547 cf __ _... _.. __ .....- _ 191.2000 ft 2765.8560 cf jI96.3000 ft 125606.4551 cf 193.8000 ft;l12092.0557 cf 198.9000 ft 45840.9023 cf 191.3000 ft 13040r 2061 cf- 196.4000 ft 126264.1035 cf :193.9000 fY 1254L8535 cf j 199.0000 ft 46749.3984 cf .191.4000 ft i 3321.3040 cf 1196.5000 ft,26931.4004 cf ;194.0000 ft 112998.4004 cf�1,99 1000 tt 47667.5430 cf _._. 191.5000 ft!3609.1499 cf j 196.6000 ft 27608.3438 cf 194.1000 ft 113461.6943 cf 1"199 2000 ft 48595.3359 cf 191.6000 ft 3 903.743 9 cf ;f 96.7000 ft 128294.9355 cf ;194.2000 ft 13931.7363 cf;199.3000 ft 49532.7773 cf 191.7000 ft 4205.0859 cf 196.8000 ft,2899�-1.1758 cf ,1194.3000 ff 14408.5264 cf 199.4000 ft,50479.8633 cf _. 191.8000 ft'4513.1758 cf 196.9000 ft.29697�0645 cfcf 194.4000 ft 1489� 2 0645 cf 199.5000 ft 51436.6016 cf ___.__. . ..........._..... . .. 191.9000 ft 4828.0142 cf 197.0000 ft 130412.5996 cf 1194.5000 ft 115382.3496 cf 199.6000 ft�52402.9844 cf 192.0000 ft:5149.6001 cf 197.1000 ft 31137.7832 cf j194.6000 ft 115879.3838 cf 199.7000 ft s53379.0156 cf � - 192.1000 ft,5477.9341 cf 197.2000 ft[31872.6152 cf 194.7000 ft F16383.1660 cf 199.8000 ft.54364.6953 cf 192.2000 ft 5813.0161 cf 197.3000 ft 32617.0957 cf 194.8000 ft 116893.6953 cf,199.9000 ft 155360.0234 cf 192.3000 ft 6154.8462 cf ,197 4000 ft 33371.2227 cf 194.9000 ft 1 17410 9746 cf200.0000 ft.5636 0 00 cf 192.4000 ft:6503.4238 cf 1197 5000 ft 34135.0000 cf j 195.0000 ft,C17935.0000 cf F00.1000 ft 57369.9152 cf D-11 Corbit-other-Side Michael F. Wnek, P.E., PS� Drainage Report January 21, 2008 Record Id: IN1+I1, jDescrip: Prototype Structure I crement 10.10 ,Start El 190.0000 ft Max El. [2070.6000 ft r ltration rate 10.0000 in/lu- wP Multiplier 1.00 Stage Discharge Rating Curve 192.6000 ft I0.8459 cfs 1197.7000 ft 11.8238 cfs' . .......... . 190.0000 ft 0.0000 cfs 195.1000 ft 1.2432 cfs 192.7000 ft,0.8616 cfs 197.8000 ft 1.8462 cfs 190.1000 ft 0.4554 cfs j 195.2000 ft 1.2655 cfs 192.8000 ft 0.8772 cfs 1197.9000 ft 1.8685 cfs 190.2000 ft0.4711 cfs 195.3000 ft 1.2878 cfs 192.9000 ft 0.8928 cfs 198.0000 ft 1.8908 cfs 190.3000 ft 0.4867 cfs 195.4000 ft 1.3102 cfs 193.0000 ft r0.9084 cfs 198.1000 ft 1.9132 cfs 190.4000 ft 0.5023 cfs 195.5000 ft 1.3325 cfs. 193.1000 ft 0.9240 cfs 198.2000 ft 1.9355 cfs 1190.5000 ft 0.5179 cfs 195.6000 ft 1.3548 cfs 193.2000 ft.0.9397 cfs 198.3000 ft 1.9578 cfs 190.6000 ft 0.5335 cfs 195.7000 ft 1.3772 cfs 193.3000 ft;0.9553 cfs 198.4000 ft 1.9802 cfs .. ...... - --- 190.7000 ft.0.5492'cfs 195.8000 ft 1.3995 cfs 193.4000 ft 0.9709 cfs 198.5000 ft 2.0025 cfs _ _ 190.8000 ft'0.5648 cfs 195.9000 ft 1.4218 cfs 193.5000 ft 0.9865 cfs 198.6000 ft 2.0248 cfs 190.9000 ft i0.5804 cfs 196.0000 ft 1.4442 cfs 193.6000 ft 1.0021 cfs.198.7000 ft 2.0472 cfs 191.0000 ft 10.5960 cfs 196.1000 ft.1.4665 cfs 193.7000 ft 1.0178 cfs,198.8000 ft 2.0695 cfs 191.1000 ft- 6 6 s 196.2000 ft 1.4888 cfs 193.8000 ft 1.0334 cfs 198.9000 ft;2.0918 cfs . ..... .... ..._....... 191.2000 ft 0.6273 cfs 196.3000 ft 11.5112 cfs 193.9000 ft j 1.0490 cfs 199.0000 ft 2.1142 cfs 191 3000 ft 0 6429 cfs 196.4000 ft 1.5335 cfs 194.0000 ft 1.0646 cfs 199.1000 ft.2.1365 cfs 191.4000 ft 0.6585 cfs 196.5000 ft 1.5558 cfs 194.1000 ft 1.0802 cfs 199.2000 ft 2.1588 cfs 191.5000 ft;0.6741 cfs 196.6000 ft 1.5782 cfs 194.2000 ft 1.0959 cfs'199.3000 ft 2.1812 cfs 191.6000 ft:0.6897 cfs 196.7000 ft 1.6005 cfs F194.3000 ft 1.1115 cfs 109.4000 ft 2.2035 cfs 191.7000 ft 0.7054 cfs 196.8000 ft 11.6228 cfs 1194.4000 ft 1.1271 cfs 199.5000 ft 2.2258 cfs 191.8000 ft 0.7210 cfs 196.9000 ft 1.6452 cfs 194.5000 ft 1.1427 cfs 199.6000 ft 2.2482 cfs 191.9000 ft 0.7366 cfs 197.0000 ft;1.6675 cfs 194.6000 ft 1.1584 cfs 199.7000 ft 2.2705 cfs 192.0000 ft 0.7522 cfs 197.1000 ft 1.6898 cfs 1194.7000 ft 1.1740 cfs 199.8000 ft 2.2928 cfs 192.1000 ft 0.7678 cfs 197.2000 ft 1.7122 cfs 194.8000 ft 1.1896 cfs 199.9000 ft 2.3152 cfs ........... ._...... 192.2000 ft 0.7835 cfs 197.3000 ft 1.7345 cfs 194.9000 ft 1.2052 cfs 200.0000 ft 2.3375 cfs ..._......._ _ . 192.3000 ft 0.7991 cfs 197.4000 ft 1.7568 cfs 195.0000 ft 1.2208 cfs 200.1000 ft:2.3598 cfs 192.4000 ft 0.8147 cfs 197.5000 ft 1.7792 cfs '200.0000 ft 2.3375 cfs 192.5000 ft:0.830 1197.6000 ft 1.8015 cfs D-12 Corbit-other-Side Michael F. Wnek P.E., PS Drainage Report January 21, 2008 "SOUTH-SETTLING" CALCULATIONS Record Id: SOUTH-SETTLING _ Descri Prototype Record Increm I_ P, typ � ent�0.10 ft Start EI. 190.000 Max El. 195.0000 ft 0 ft Stage Area Stage(ft) - Area(st) -- Settling Volume: 190.00 300.0000 4,735.0 cf("SOUTH SETTLING" EL EV. 195.0) 195.00 - i 1594.0000 41,703.3 cf("SOUTH-RETENTION" ELEV. 199.0) Stage Storage Rating Curve 11.4% (MIN. 10% RECOMMENDED) � 190.0000 ft; 0.0000 cf 192.6000 ftH 1654.7440 c 190.1000 ft 31.2940 cf 192.7000 ft 1753.3260 cf 190.2 00O fti F65.1760 cf 192.8000 ft; 1854.4960 cf 190.3000 ft 101 900 .6460 cf 192. 0 ft 1958.2540 cf 190.4000 ft 140.7040 cf 193.0000 ft;2064.6001 cf 190.5000 ft 182:3500 cf 193.1000 ftl 2173.5339 cf 190.6000 ft 226.5840 cf j 193.2000 ft 2285.0559 cf ( 190.7000 ft 273.4060 cf �19-3.30-00 ft�2399.1660 cf 190.8000 ft 322.8160 cf 193.4000 ftj 2515.8640 cf F 9q_-no-o ft 374.8140 cf 193.5000 ft!2635.1499 cf 191.0000 ft 429.4000 cf 193.6000 ft 2757 2239 cf 191 4 cf937000ft88 .4861c46 f 191.2000 ft 546.3360 cf 193.8000 ft 3008.5359 cf 191.3000 ft 608.6860 cf 193.9000 ft 3138.1741 cf 191_4000 ft 673.6240 cf 194.0000 ft 3270.3 999 cf 191.5000 ft 741.1500 cf 194.1000 ft 3405.2141 cf 191.6000 ft 811.2640 cf 194.2000 ft 3542.6160 cf 191.7000 ft 883.9660 cf 194_3000 ft 3682.6060 cf 191.8000 ft 959.2560 cf 194.4000 ft 3825.1841 cf 191.9000 ft 1037.1340 cf 194.5000 ft 3970.3501 cf 192.0000 ft 1117.6000 cf 194.6 000 ft 4118.1040 cf 192.1000 ft 1200.6541 cf 194.7000 ft 4268.4458 cf 192.2000 ft 1286.2960 cf 1194.8000 ft 4421.3760 cf 192.3000 ft 1374.5260 cf, 194.9000 ft 4576.8940 c 192.4000 ft 11465.3440 cf 195.0000 ft'4735_0000 41 192.5000 ft 11558.7500 cf 195.1000 ft 4893�0963 cf D-13 Corbit-other-Side Michael F. Wnek, P.E., PS , Drainage Report January 21, 2008 "SOUTH-RETENTION" CALCULATIONS PRECIPITATION Event ;;Prec p n) 6 month'[ 2.3300 2 year 3.5000 j.10 year 5.0000 11000 year 7.0000 LPOOL SOUTH-RETENTION SUMMARY using Puls Start of live storage:_ 185.0000 ft Event IMatch Q(cfs)jPeak Q(cfs)jPeak Stg(ft) Vol(ct) Vol(acft); Time to Empty 16-o 1.0488 0.4483 ;�190.8094 �1431.53 0.0329 -- 25.17 �-2 year 1.8980 0.5794 192.1709-�4454.03-� 0.1023 25.33 10 year ( - 3.2319 0 7865- 194.3212 - 10798.15 0.2479 27.33 _ 100 year I 5.2021 1.4149 _1195.9516_ 18497.24 F0.4246 30.00 BASIN SUMMARY BasinID Event Peak Q Peak T Peak Vol(ac- Area Method/Loss��----� C (cfs) ' (hrs) ( cf) (ac) i Raintype _ _ _ !SOUTH BASIN 6-month E 0 841 8 8 0000 -- 0.4256 4.80 SBUH/SCS TYPEIA ;SOUTH BASIN 2 year ( 81 980� 8.00 0.7567 4.80 SBUH/SCS TYPEIA SOUTH BASIN F10 year 3.2319 8.00 ( 1.2348 4.80 FSBUIVSCS TYPEIA ;SOUTH BASIN 100 year , 5.2021� 8.00 1.9253 4.80 SBUH/SCS -�TYPEIA HYDROGRAPH SUMMARY �HydID Pe Q cfs) Peak T(hrs) Peak Vol(ac-ft)i o t Area(ac) 6-month out 0.4483 8.67 j 0.4256 4.8000 2 y o f r 0.5794 �9.67 � 0 7567 4 8000 10 year out 0� 10.83 1.2348 4.8600 ....._. _ - ;- __ -- j 100 year out j 1.4149 10.00 ( 1.9253 �4.8000 �- Record Id: LPOOL SOUTH _......- ---.............-......... - - --- bescrip: ;Level Pool Routing Increment 110.10 Start El. j 185.0000 ft IMax El. 200.0000 ft ;Storage Node 1SOUTH-RETENTION�Dr ischarge Node INFIL D-14 Corbit-other-Side Michael F. Wnek, P,E., PS Drainage Report January 21, 2008 Record Id: SOUTH-RETENTION !Descrip: !Prototype Record Increment 10.10 ft iStart El. 1190.0000 ft IMax El. 200.0000 ft. Stage Area - Stage(ft) Area (s f) �� 190.00 � 1600.0000 195.00 3680.0000 195.10 F-5274.0000 ---� _ 200.00 10098.0000 -i __.._.._. ------------ Stage Storage Rating Curve !192.6000 ft' S566.0801 cf 197.7000 ft '30687.6699 cf 190.000611 0.0000 cf 195.1000 ft 113647.6953 cf 192.7000 ft. 5836.3198 cf 197.8000 ft 31475.9609 cf __... 190.1000 ft 162.0800 cf i 195.2000 ft 14180.0127 cf 192.8000 ft 6110.7202 cf 197.9000 ft 32274.0957 cf ......... .. __ 190.2000 ft 328 3200 cf 195.3000 ft 114722.1797 cf 192.9000 ft 6389.2798 cf 198.0000 ft 33082.0742 cf 190.3000 ft 498.7200 cf 195.4000 ft 15274.1924 cf 193.0000 ft 6672.0000 cf 198.1000 ft 33899.8984 cf . _._. 190.4000 ft: 673.2800 cf 195.5000 ft !15836.0498 cf 193.1000 ft 6958.8799 cf 198.2000 ft 34727.5703 cf 190.5000 ft 852.0000 cf 195.6000 ft :16407.7520 cf 193.2000 ft: 7249.9199 cf 198.3000 ft 35565.0859 cf 190.6000 ft; 1034.8800 r cf 195.7000 ft �1698t 9 2988 cf 193.3000 ft j 7545.1201 cf 198.4000 ft 36412.4453 cf 90.7000 ft: 1221.9200 cf ;195.8000 ft 17580.6914 cf 193.4000 ft! 7844.4800 cf 198.5000 ft 37269.6484 cf 190.8000 ft 1413.1200 cf '195.9000 ft 118181.9277 cf 193.5000 ft 8148.0000 cf 198.6000 ft 38136.6992 cf _ _.._ .... I90.9000 ft 1608.4800 cf 196.0000 ft ;18793.0098 cf 193 6000 ft 8455.6797 cf 198.7000 ft 39013.5938 cf 191.0000 ft 1808.0000 cf !196.1000 ft i 1941t 3.9355 cf 193.7000 ft 8767.5195 cf 198.8000 ft '39900.3320 cf 191.1000 ft 2011.6801 cf '196.2000 ft 120044.7070 cf 193.8000 ft. 9083.5195 cf 198.9000 ft .40796.9141 cf 191.2000 ft 2219.5200 cf . 196.3 ft 20685.3242 cf 193.9000 ft 9403.6797 cf 199.0000 ft ;41703.3438 cf __ _ ... _. 191.3000 ft 2431.5200 cf 196.4000 ft 1335.7852 cf 194.0000 ft 9728.0000 cf : 199.1000 ft 142619.6172 cf _. 191.4000 ft 2647.6799 cf '196.5000 ft 21996.0918 cf 194 1000 ft' 10056.4805 cf 199.2000 ft'43545.7383 cf 191.5000 ft 2868.0000 cf 196.6000 ft 122666.2422 cf 194 2000 ft 10389.1201 cf 199.3000 ft 144481.6992 cf 191.6000 ft' 3092.4800 cf '196.7000 ft 123346.2383 cf ".194 3000 ft 10725.9199 cf 199.4000 ft 45427.5117 cf 191.7000 ft 3321.1201 cf 196.8000 ft 24036.0801 cf 1194,4000 ft 11066.8799 cf 199.5000 ft 56383.1641 cf 191.8000 ft 3553.9199 cf 196.9000 ft 24735.7656 cf 194.5000 ft 1 1412.0000 cf ]99.6000 ft 47348.6602 cf _.. _ . 191.9000 ft 3790.8799 cf 197.0000 ft 25445.2969 cf 194.6000 ft 11761.2803 cf 199.7000 ft ;48324.0039 cf 192.0000 ft 4032.0000 cf 197.1000 ft .26164.6719 cf .194.7000 ft 12114.7197 cf 199.8000 ft A9309.1953 cf 192.1000 ft 4277.2798 cf 197.2000 ft 26893.8926 cf 194.8000 ft 12472.3203 cf 199.9000 ft.150304.2266 cf _... ..... __. -_ ___ _._.. . _ ..- 192.2000 ft 4526.7202 cf 197.3000 ft 127632.9590 cf 194.9000 ft[ 12834.0801 cf 200.0000 ft 51309.0430 cf. _ . _ 192:3000 ft 4780.3198 cf 197.4000 ft ;28381.8691 cf 1195.0000 ft 13200.0000 cf 200.1000 ft 52313.9514 cf 192.4000 ft 5038.0801 cf 1197.5000 ft 29140.6250 cf 192.5000 ft 5300.0000 cf 197.6000 ft 29909.2246 cf D-15 1 Corbit-other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 192.2000 ft 0.5822 cfs 197.3000 ft 1.7222 cfs Record Id: INFII. _ 192.3000 ft 0 5919 cfs;197.4000 ft 1 7450 cfs Pry ototype (..-r_.._ _ 1Descnp: Structure Increment0.10 ft 192.4000 ft 0 6015 cfs 197.5000 ft 1.7678 cfs 192.5000 0 6111 cfs 197.6000 ft 1.7906 cfs �Start El. 190.0000 ft Max El. 200.0000 ft ft 192.6000 ft 0.6207 cfs 197.7000 ft 1.8133 cfs Ellt�ration 10.0000 `-WP 192.7000 ft 0.6304 cfs'197.8000 ft 1.8361 cfs Tate in/hrMulti Multiplier 100 - --- P. 192.8000 ft 0.6400 cfs;197.9000 ft 1.8589 cfs: .... __ 192.9000 ft'0.6496 cfs 198.0000 ft 1.8817 cfs Stage Discharge Rating Curve - -- 193 0000 ft 0.6593 cfs 198.1000 ft 1.9045 cfs 190.0000 ft 0.0000 cfs 195.1000 ft 1.2208 cfs --- 193.1000 ft 0.6689 cfs 198.2000 ft 1.9273 cfs 190.1000 ft 0.3800 cfs 195.2000 ft 1.2436 cfs - - 193.2000 ft 0 6785 cfs F198.3000 ft 1.9501 cfs 190.2000 ft 0.3896 cfs 195.3000 ft 1.2664 cfs i._ "----- - �193.3000 ft 0.6881 cfs 1198.4000 ft 1.9729 cfs 190.3000- ft 0.3993 cfs 195.4000 ft 1.2892 cfs 193.4000 ft 0.6978 cfs 198.5000 ft 1.9957 cfs 190.4000 ft 0.4089 cfs 195.5000 ft 1.3120 cfs 193.5000 ft'0.7074 cfs;198.6000 ft'2.0185 cfs 190.5000 ft 0.4185 cfs 195.6000 ft 1.3348 cfs -- -- -- 193.6000 ft 0.7170 cfs 1198.7000 ft'2.0412 cfs 190.6000 ft 0.4281 cfs 195.7000 ft 1.3576 cfs ---- - -- -- 193.7000 ft 0.7267 cfs 1198.8000 ft 2.0640 cfs 190.7000 ft 10.4378 cfs 195.8000 ft 1.3804 cfs - - ------ 193.8000 ft 0.7363 cfs:198.9000 ft 2.0868 cfs 190.8000 ft?0.4474 cfs 195.9000 ft 1.4031 cfs - -- --- .193.9000 ft 0.7459 cfs 199.0000 ft 2.1096 cfs '190.9000 ft s:0.4570 cfs 196.0000 ft 1.4259 cf =- 194.0000 ft 0.7556 cfs j 199.1000 ft 2.1324 cfs .._....... ... 191 0000 ft 0.4667 cfs 196.1000 ft 1.4487 cfs T- _....._- _._ 1194.1000 ft 0.7652 cfs 1199.2000 ft;2.1552 cfs 191.1000 ft 0.4763 cfs 196.2000 ft"1.4715 cfs 194.2000 ft;0.7748 cfs 1199.3000 ft 2.1780 cfs 191.2000 ft 0.4859 cfs 196.3000 ft 1.4943 cfs i----- r- 194.3000 fft,0.7844 cfs 1199.4000 ft�2.2008 cfs 191.3000 ft 0.4956 cfs 196.4000 ft 1.5171 cfs --- - -- - - 194.4000 ft0.7941 cfs 199.5000 ft�2.2236 cfs 191.4000 ft'0.5052 cfs 196.5000 ft 1.5399 cfs _. 194.5000 ft 0.8037 cfs.199.6000 ft 2.2463 cfs 191.5000 ft 0.5148 cfs 196.6000 ft 1.5627 cfs - j 194.6000 ft 0.8133 cfs 199.7000 ft 2.2691 cfs 191.6000 ft 0.5244 cfs 196.7000 ft 1.5855 cfs ------ -- - 194.7000 ft 0.8230 cfs,199.8000 ft 2.2919 cfs 191.7000 ft 0.5341 cfs 196.8000 ft 1.6082 cfs -r-- - - - -.. _ :194.8000 ft 10.8326 cfs 199.9000 ft 12.3147 cfs 191.8000 ft 0.5437 cfs 196.9000 ft 1.6310 cfs _ _- 194.9000 ft 10.8422 cfs 200.0000 ft 12.3375 cfs 191.9000 ft 0.5533 cfs 197.0000 ft 1.6538 cfs - - - 195.0000 ft 0.8519 cfs 1200.1000 ft 2.3603 cfs _ 192.0000 ft 0.5630 cfs 197 1000 ft 1.6766 cfs (------- -3 - -- I 200.0000 ft 2.3375 cfs 192 1000 ft 0.5726 cfs 197.2000 ft 1.6994 cis - D-16 STORMWATER 1.4ANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Figure III-2.14 - Headwater Depth for Smooth Interior Pipe Culverts With Inlet Control 180 _ - 10,"000 168 I.. 8,006 EXAMPLE ( 1 ) (2) (3) ' 156 ENTRANCE TYPE �•�2 .ncnse 13 S lestl 6. - 6,000 u•txo c1 a 6_ i144 - 5.000 --` 5. SQUARE EDGE WITH HEADWALL - 132 4,000 Mwe Mw 6• 5. feel �- 3,000 5 4. 120 ( 1 2.S e 6 4 - 2,000 Izt z.l i �- 3. 3. 1 Ij- 96 1.000 3. PLAN F i- 800 GROOVE END WITH 84 ;- - - HEADWALL I 600 j- - -- 2 2. ���• f 1t 500 72 F- 400 = 300 >r�e`� = r u E}� z 60 v - 200 / w -j 5 -— - PLAN �2) l -- z w 0 54 a GROOVE END PROJECTING / w 48 w - 100 > / aC 80 - u 42 - 6o a- O o 50 HW ENTRANCE o I '� rr SCALE 40 C TYPE Cr ., l'— 36 30 1- .9 l I (It Sa.ara edge +it Q .9 33 n.aa.ou o — 20 ;2) Gro sad.ah w - 30 ead.all = .g 1 1)1 Grows ens •8 - 27 Droieetrag 10 I - 24 - e 7 7- T 6 To use stole (2) or 151 erolact 21 5 horrconlatly to scale(1).Ihan 4 +,. tfral ght'-acbnsd llos tnrougn 0 and 1] scalas,or re..ree as 3 luatroud. _ 6 .6 l_ 18 k - ' 2 100-year PEAK FLOW- 15 5 cfs .5 .5 ° 18"diameter ADEQUATE —5 — - — �- 12 III-2-34 FEBRUARY, 1992 D-17 l STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Figure III-2.1 - Nomograph for Sizing Circular Drains Flawing Full -- 1000 r. 900 SO() .0001 700 2.0 B00 .0002 500 .0003 Minimum 400 .0004 .0001 Allowable 0005 Veiocity .0 (Flowing 3.0 I20 v .0008 E 0002 Full) 108 p 00f o -.0003 200 996 ,! �-.0004 c .002-E-.00D5 4.0 84 78 cc 0006 72 0 .0034"0001 s 66 W 0� W CL .005 5.0 100 fi0 0 .006--+-• N O � � V3 •008 .002 O Z 48 Ot 70 .003 t/j 60 W 42 004- cc c L3 U 50 Z 36 005 p 4 7.0 33 03' -" W I- z 40 30 •008 a. w 8.0 W a- 27 04 .010 0 LL 0 a_ U) Z 9.0 Q 30 u, 24 ,6 U " 2 g 008 .020 10.0 N W 030 p 20 F ::,'18 O i] .040 J Q 15 060 > 080 12 .100 10 " O11y 10 8 SAMPLE USE 7 8 24" die. CMP @ 2% slope yields 20.0 6 17cfs @ 5.2 FPS velocity 5 (n = 0.024) 4 Values per Manning's Equation 100-year PEAK FLOW Q — ( 1. ) AR2/3 s�2 3 =5 cfs n 30.0 T11iS table can be converted Use 18"diameter to other"n"values by applying 2 @ 0.5% minimum formula: 40.0 01 n1 02 — n2 - FEBRUARY, 1992 D-18 I 1 Corbit-other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 BIOSWALE CALCULATIONS Q6-month RETETNION 2% slope TRAPEZOIDAL CHANNEL ANALYSIS RATING CURVE COMPUTATION February 4, 2008 PROGRAM INPUT DATA DESCRIPTION VALUE -------------------------------------------------------------------------------- Channel Bottom Slope (ft/ft) ....................... . . . . . . . . . 0.02 Manning's Roughness Coefficient (n-value) .......... . . . . . . . . . 0.07 Channel Left Side Slope (horizontal/vertical)..... . . . . . . . . . . 3.0 Channel Right Side Slope (horizontal/vertical) .... . . . . . . . . . . 3.0 Channel Bottom Width (ft) ......................... . . . . . . . . . . 4.0 Minimum Flow Depth (ft) .................... . . . . . . . . . . .. . .... 0.17 Maximum Flow Depth (ft) ..................... . . . . . . . . ........ 0.27 Incremental Head (ft) ...... ................. . ... . . . . . . . . .... 0.01 COMPUTATION RESULTS Flow Flow Flow Froude Velocity Energy Flow Top Depth Rate Velocity Number Head Head Area Width (ft) (cfs) (fps) (ft) (ft) (sq ft) (ft) -------------------------------------------------------------------------------- 0.17 0.653 0.852 0.3841 0.0113 0.1813 0.767 5.02 0.18 0.72 0.881 0.3873 0.0121 0.1921 0.817 5.08 0.19 0.79 0.91 0.3904 0.0129 0.2029 0.868 5.14 0.2 0.863 0.938 0.3933 0.0137 0.2137 0.92 5.2 0.21 0.939 0.966 0.396 0.0145 0.2245 0.972 5.26 0.22 1.018 0.993 0.3987 0.0153 0.2353 1.025 5.32 --> 0.23 1.099 1.019 0.4012 0.0161 0.2461 1.079 5.38 0.24 1.183 1.045 0.4036 0.017 0.257 1.133 5.44 0.25 1.271 1.07 0.4059 0.0178 0.2678 1.188 5.5 0.26 1.36 1.095 0.4082 0.0186 0.2786 1.243 5.56 0.27 1.453 1.119 0.4103 0.0195 0.2895 1.299 5.62 HYDROCALC Hydraulics for Windows, Version 1.2a Copyright (c) 1996 Dodson & Associates, Inc., 5629 FM 1960 West, Suite 314, Houston, TX 77069 Phone: (281)440-3787, Fax:(281)440-4742, Email:software@dodson-hydro.com All Rights Reserved. Qlrmonth- 1.04 Cfs i D-19 Corbit-other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2008 BIOSWALE CALCULATIONS Q6-month RETETNION 6% slope TRAPEZOIDAL CHANNEL ANALYSIS RATING CURVE COMPUTATION January 21, 2008 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- PROGRAM INPUT DATA DESCRIPTION VALUE -------------------------------------------------------------------------------- Channel Bottom Slope (ft/ft) .................... . . . . . . . . . . . . 0.06 Manning's Roughness Coefficient (n-value) ....... . . . . . . . . . . . . 0.07 Channel Left Side Slope (horizontal/vertical) ... . . . . . . . . . . . . 3.0 Channel Right Side Slope (horizontal/vertical) .. . . . . . . . . . . . . 3.0 Channel Bottom Width (ft) ....................... . . . . . . . . . . . . 4.0 Minimum Flow Depth (ft) .... .. .... ....... . . ... ... . .. . . . . . . . . . 0.12 Maximum Flow Depth (ft) .... . . ... ..... .... ....... . . . . .. . . .... 0.22 Incremental Head (ft) ..... . .... ...... . .. ................ .... 0.01 COMPUTATION RESULTS Flow Flow Flow Froude Velocity Energy Flow Top Depth Rate Velocity Number Head Head Area Width (ft) (cfs) (fps) (ft) (ft) (sq ft) (ft) -----------------------------------L-------------------------------------------- 0.12 0.624 1.193 0.6319 0.0221 0.1421 0.523 4.72 0.13 0.715 1.253 0.6395 0.0244 0.1544 0.571 4.78 0.14 0.811 1.311 0.6466 0.0267 0.1667 0.619 4.84 0.15 0.913 1.368 0.6532 0.0291 0.1791 0.668 4.9 0.16 1.019 1.422 0.6595 0.0314 0.1914 0.717 4.96 --> 0.17 1.131 1.475 0.6653 0.0338 0.2038 0.767 5.02 0.18 1.247 1.526 0.6709 0.0362 0.2162 0.817 5.08 0.19 1.369 1.576 0.6762 0.0386 0.2286 0.868 5.14 0.2 1.495 1.625 0.6812 0.041 0.241 0.92 5.2 0.21 1.627 1.673 0.6859 0.0435 0.2535 0.972 5.26 0.22 1.763 1.719 0.6905 0.0459 0.2659 1.025 5.32 HYDROCALC Hydraulics for windows, version 1.2a Copyright (c) 1996 Dodson & Associates, Inc., 5629 FM 1960 West, Suite 314, Houston, TX 77069 Phone: (281)440-3787, Fax: (281)440-4742, Email:software@dodson-hydro.com All Rights Reserved. Q6-mond,,= 1.04 cfs D-20 [z-a 7 / \ ran, le Aj UWOG el ( ✓ � /( ���,,J / // � -`fir J �(� / NISVEI n3f Ud 800Z 'lZ/Genuep Sd `'3'd `�lau �odab a6euie�a M 'cl 108431W ap1S-j9gjo-j!gjoo i Corbit-Other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2009 SEDIMENT POND CALCULATIONS BASIN Event Summary Event Peak Q(cfs) Peak T(hrs)jHyd Vol(acf0 Area(ac) Method Raintype -month FO.1703 8.50 0.1845 5.0000 SBUH TYPEIA 2 year 0.8630 8.00 10.4670 5.0000 JSBUH TYPEIA 10 year 2.1396 8.00 0.9157 5.0000 SBUH TYPEIA 100 year;4.1451 8.00 1.5954 5.0000 SBUH TYPE 1 A Record Id: BASIN Design-Method ISBUH Rainfall type TYPEIA Hyd Intv 10.00 min Peaking Factor 1484.00 ' Abstraction Coeff 0.20 Pervious Area(AMC 2) 5.00 ac Pervious CN 72.00 DC CN 0.00 Pervious TC 10.00 min (DC T�C 0.00 min Pervious CN Calc Description jSubArea Sub cn Dirt roads&Parking Lots _ 5 00 ac 172200 Pervious Composited CN(AMC 2) 172.00 Pervious TC Calc Type Description Length- Slope Coeff Misc TT Fixed F 10.00 min Pervious TC 10.00 min E-1 i Corbit-Other-Side Michael F. Wnek, P.E., PS Drainage Report January 21, 2009 Record Id: Sediment Pond Descrip: Jrototype Record Increment 0.10 ft Surface Area @ top of riser Start EL 1100.0000 ft Max El. 103.500_ ft =2,080 sf per cfs of inflow Length 36.0000 ft Width 12.0000 ft (per Department of Ecology BMP: C241) - _ Length ssl 3 00h:lv Length ss2 3.0000h lv Width ssl 3.00h:ly Width ss2 ;3.0000h:ly Q2'year-0.8630 cfs SA @ 3.5' depth Stage Storage Rating Curve =2,080 sf* 0.8630 cfs 100.0000 ft�0.0000 cf 101.80ft 0 cf = 1,795 sf J44 100.1000 ft 44.6520 cf 101.9000 ft 1422 4480 cf Calculated SA @ 3.5' depth= 1,881 sf 100.2000 ft±92.2560 cf 102.0000 ft 1536.0000 cf 100.3000 ft 1428840 cf 102.1000 ft 1653.3720 cf 100.4000 ft 196.6080 cf, 102.2000 ft 1775.1360 cf 100.5000 ft 253.5000 cf 102.3000 ft 190L3640 cf 100.6000 ft 313.6320 cf 102.4000 ft 2032. 2280 cf 1100.7000 ft 1377_0760 cf 102.5000 ft 2167.5000 cf 100.8000 ft!1443.9040 of 102.6000 ft 2307.5520 cf 100.9000 ft 514.1880 cf 102.7000 ft 2452.3569 cf -- - ---- 101.0000 ft 588.0000 cf 102.8000 ft 2601.9840 cf 101.1000 ft 665.4120 cf 102.9000 ft 2756.5080 cf 101.2000 ft 746.4960 cf 103.0000 ft 2916_900 cf 101.3000 ft 831.3240 cf 103.1000 ft 3080.5320 cf 101.4000 ft'919.9680 of 103. 0000 ft 3250.1760 cf 10115000 ft F,012 5000 cf 103^3006 ft 3425.0040 cf 101.6000 ft 1108.9920 cf 103.4000 ft 3605.0880 cf 101.7000 ft 1209.5160 cf Fiq3.5000 ft 3790.5000 cf 103.5000 ft 3790.5000 cf E-2 Michael F. Wnek, P.E., PS Consulting Civil Engineer 3388 NW Byron St., Suite 200 Silverdale, WA 98383 360-692-3802 Soils Report Corbit-Other-Side Belfair Assessors No. 123213400030 located in: MASON COUNTY prepared for S & J JOHNSON LLC PO Box 488 Belfair, WA 98528 January 21 , 2008 TI't-SE PLANS MUST BE ON THE JOB SIT E FOR INSPECTIC`�' Project Number: 411t OF 4M1 5'h r. By the seal and signature here affixed, g 3 Q I certify that the enclosed report was p'`Fs �tVALR��G\�� accomplished by myself, and that 1 am currently a registered engineer of good EXPIRES 07/13id9 I standing in the State of Washington. -- —j Corbit-Other-Side Michael F. Wnek, P.E. Soils Report January 21, 2008 OVERVIEW Extensive soils exploration was performed in 1996 to determine the feasibility of installing a community septic system. This information is still applicable for the parcel since no major grading activities have been accomplished since the soils testing. In addition to the exploration pits, two samples were taken for gradation. Both samples retained over 50% of the material on the #10 sieve, the lower limit of coarse sand. SUMAMRY The site soils contain minimal fines (less than #200 sieve). There was no seepage found in any test pit. Native material was moderately compacted, at worst, and there was no finding of hardpan. The native soils will provide excellent storm infiltration capability, and can be classified as coarse sand for infiltration design. GACivileng\411-Corbit-Other-Side\Soil\Soilsreport.Doc P►ANS per T,;'F1Ur mUSi BE FOR .S'_1 E 1 ' PACIFIC TESTING LABORATORIES lw- Since 1926 Seattle•Bothell• Tacoma•Peninsula •Portland•One Lab•One Consultant•One Solution September 25, 1996 Page 1 of 7 Certificate No. 9609.6710.1 Mr. Robert W. Wright, P.E. OLYMPIC ENGINEERING, INC. 3472 N.W. Byron Street Silverdale, WA 98383 Subject: Laboratory Analysis, Belfair, WA Dear Mr. Wright: As requested and agreed, Pacific Testing Laboratories analyzed a soil sample obtained by a representative of Pacific Testing Laboratories (see FR5199 & FR5200) for sieve analysis. Material testing was performed in accordance to ASTM C-136-93/D-1140-92/D-2216-90. Please refer to Tables 1 & 2 on Pages 2 & 3 for test results. This report is provided for the information of the client only. The reproduction of this report, by any method and its transmittal to a third party, by any means, except in full, without the written permission of Pacific Testing laboratories, is prohibited. Thank you for using Pacific Testing laboratories. If you have any questions, or if we can be of further assistance to you, please contact us at (360) 297-8821. Sincerely, Penn Seely, Project Manager Peninsula Division PS/slw Enclosure THi_tiE PLANS MUST BE Of"'4' THE.;aE3 SITE FOR 1NSPECT10"i 5734 N.E.Minder Road,Suite A4,Poulsbo, Washington 98370 Tel(360)297-8821 Fax(360)297-8828 /0 L502 Pacific Testing Laboratories Engineers Consultants Scientists OLYMPIC ENGINEERING Certificate No. 9609.6710.1 September 25, 1996 Page 2 of 7 Table 1. Test Results S�unple 000101 Sarreh I p �Des�r�'hon Gravelly Tan Sand & Scattered Cobbles Sye , � %Finer 3.0 " 100.0 2.5" 96.6 2.0" 95.1 1.5" 90.6 1.25" 85.7 1.0" 81.0 .075" 73.3 0.625" 69.4 0.5" 61.7 0.375" 53.3 0.25" 42.0 #4 35.8 #10 25.5 #20 22.4 #30 21.3 #40 18.6 #50 12.8 #60 9.2 #80 4.3 #100 3.1 # 200 1.1 TI :FLANS MUST BE ON THE JOB SITE FOR Ifs RECTIORJ" GRAIN SIZE DISTRIBUTION TEST REPORT '7 N CO cia m Cu m .Pi N 100 W N .�+ M .\i m M 4k t M 90 80 70 W H 60 W Z 50 W V W 40 d 90 20 10 0 200 100 10.0 1.0 0. 1 0.01 0.001 GRAIN SIZE - mm est %+75mm % GRAVEL % SAND % SILT % CLAY 0 1 0. 0 64. 2 34. 7 1 . 1 LL PI D85 D60 D50 D30 D15 D10 Cc Cu s NA NA 30. 55 12. 02 8. 48 3. 225 0. 3338 0. 2591 3. 34 46. 4 MATERIAL DESCRIPTION USCS AASHTO f GRAVEL W/TAN SAND, SCATTERED COBBLES GP A-1-a Certificate No. : 9609.6710 LR No . : 05199 Remarks: ID#.0001 M:2.5% Client: OLYMPIC ENGINEERING TX ,GE PLANS MUSA ._RSTM C136/1)1140/D2216 0 Location: BELFAIR TP-9 @ 45-55" ON THE 1QEi S;TF Tested by• MM,JO FOR W.SPEC;TIO` Date: 09-09-96 Date: 09-09-96 Checked by: JSq GRAIN SIZE DISTRIBUTION TEST RE PORT Date: 09-09-96 PACIFIC TESTING LABORATORIES Fig. No. 1 REPORT NUMBER FR 5199 PREVIOUS RPT. NO. PACIFIC TESTING LABORATORIES EXECUTIVE OFFICES•Seattle,WA EASTSIDE DIVISION•Bothell,WA TACOMA DIVISION•Tacoma,WA PORTLAND DIVISION•Portland,OR PENINSULA DIVISION•Poulsbo,WA (206)282-0666•FAX(206)282-0710 (206)485-4244.451-8436•FAX(206)485-4611 (206)922-9299•FAX(206)922-1512 (503)224-2248•FAX(503)244-5265 (360)297-8821 •FAX(360)297.8828 REPORTED S � DATE MAILING REVIEWED ADDRESS t S ✓t S LD BY DATE q Q' � o p- PERMIT CERTIFICATE J7 / U � NUMBER —NUMBER—96oY-d7/d ATT/E7NTI/ON::� M11_ r0O� Gy/'i`g�l/i 7� ARCHITECT Ta PROJECT [?G/AA i It 5�eJC'i /71�CL/y S/S ENGINEER � LOCATION r11&_/,- WA PURCH.ORD. NUMBER CONTRACTOR 67 eve) I ® I 0 i A��c F! ' ASTM TEST METHOD(AS APPLICABLE) MODIFIED YES. NO_ EXPLAIN: EQUIPMENT IDENTIFICATION AND S/N(AS APPLICABLE) WORK CONFORMS YES- NO "This report is provided for the information of the client only.The reproduction of this report,by any method,and its transmit- HOURS MILE- tal to a third parry,by any means,except in full,without the written permission of Pacific Testing Laboratories,is prohibited." AGE "This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made COST CODE ON OFF ST OT within the defined scope of the work.Certification shall not be construed to represent inspection,approval or acceptance of other associated work or a warranty of design or workability of the specification requirements." Certified Report by Pacific Testing Laboratories DATE FIELD CONTACT: DATE Contract Min. TOTAL HOURS Chargeable Hours FR 89-2 Pacific Testing Laboratories Engineers Consultants •Scientists OLYMPIC ENGINEERING Certificate No. 9609.6710.1 September 25, 1996 Page 3 of 7 Tablet. Test Results Sample=ID x x .0 0201 Sample;Deci�pt><pr Grey Gravelly Sand, Scattered Cobbles �>teve `%,Finer 2.0" 100.0 1.5" 99.2 1.25" 98.3 1.0" 95.8 0.75" 91.4 0.625" 87.9 0.5" 81.9 0.375" 74.9 0.25" 66.6 #4 61.6 #10 51.9 #20 43.4 #30 38.3 #40 30.5 #50 20.8 #60 15.8 #80 9.0 #100 6.9 # 200 2.5 T! AANS�^MUST BE q� 0 I'd i HE aOB S1.1 E FOR It\1SPEC;TIO) 11 GRAIN , SIZE DISTRIBUTION TEST REPORT ~ C C C C C C \ C m !➢ .... .-. ... .r ... 7 N fD O CD m m v ca Cu lea 1n m .. m .. m W w �► r 90vt 80 70 w H 60 z 50 w V w 40 30 20 10 0 200 100 10. 0 1. 0 0. 1 0.01 0. 001 GRAIN SIZE - mm est X+75mm % GRAVEL % SAND % SILT : CLAY • 2 0. 0 38. 4 513. 1 2. 5 rQ ,gip vpj 1 e LL PI D85 D60 D50 D30 D15 D10 Cc Cu 0 NA NA 14. 13 4. 22 1 . 58 0. 41G 0. 2421 0. 1901 0. 22 22. 2 MATERIAL DESCRIPTION USCS AASHTO • GREY GRAVELLY SAND, SCATTERED COBBLES SP A-1-b Certificate No . : 9609.6710 LR No . : 05200 Remarks : ID#. 0002 M:2. 5: Client : OLYMPIC ENGINEERING ASTM C186/D11g0/D2216 # Location: BELFAIR TP-90 @ 45-55" Tested by : MM, JO Date: 09-09-96 Date: 09-09-96 Checked by: JSM GRAIN SIZE DISTRIBUTION TEST REPORT Date: 09-09-96 PACIFIC TESTING LABORATORIES Fig . No. 1 REPORT NUMBER FR 5200 PREVIOUS RPT. NO. PACIFIC TESTING LABORATORIES EXECUTIVE OFFICES•Seattle,WA EASTSIDE DIVISION•Bothell,WA TACOMA DIVISION•Tacoma,WA PORTLAND DIVISION•Portland,OR PENINSULA DIVISION•Poulsbo,WA (206)282-0666•FAX(206)282-0710 (206)485-4244.451-8436•FAX(206)485-4611 (206)922-9299•FAX(206)922-1512 (503)224-2248•FAX 2"-5265 503)J ( (360)297-8821 FAX(360)297-8828 S9/41k/J/IL F� o /� y REPORTED MAILING q BY .SGGt1 DATE r/ REVIEWED ADDRESS T 7 ?i A111I //1p'7L_y� Spy BY c ,I / I �y DATE lie it.)4" q 1 3 � 2J PERMIT CERTIFICATE NUMBER NUMBER ATTENTION: �(� _ do ��, o^ 7- }� / ARCHITECT PROJECT _ VeIs�t+i� JP /¢rLd 9y 5/�S ENGINEER LOCATION s1�I )�j PURCH.ORD. NUMBER CONTRACTOR to ►r � 6 ASTM TEST METHOD(AS APPLICABLE) MODIFIED YES NO EXPLAIN: EQUIPMENT IDENTIFICATION AND S/N(AS APPLICABLE) WORK CONFORMS YES'_ NO'=1 "This report is provided for the information of the client only.The reproduction of this.report,by any method,and its transmit- HOURS tal to a third party,by any means,except in full,without the written permission of Pacific Testing Laboratories,is prohibited." MILE- "This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made COST CODE ON OFF ST OT AGE Nithin the defined scope of the work.Certification shall not be construed to represent inspection,approval or acceptance of other associated work or a warranty of design or workability of the specification requirements." Certified Report by Pacific Testing Laboratories DATE FIELD CONTACT: DATE Contract Min. TOTAL HOURS Chargeable Hours FR 89-2 • `� ■ ` 0,4 o/t III �.►�:: �� ♦♦ i`�♦ '�� IN 0.10 PMP wiv i/►��e���► r/�Oy//r'0/�yin. ��`♦�,�������1!i�♦♦ ♦ k�, WE ' ���fI�I�fI 1 Qn�� ♦�\, ���.�/� 1 �,.� �►�►a ,•�.,�,�,i Olympic Engineering W.0.: 93-502 3472 NW Byron St. Date:_7/15/96 Pro ject: CORBITT SITE V j Silverdale , W,4 98383 On-Site Soils Log Page: / of 16 Legal Description: Section 21 Township 23N Range 1W Subdivision: SE 1/4, SW 1/4 Logged By. BOB WRIGHT Division: NA Block NA Lot: NA Date Logged: 711114,96 Weather while logging: CLR—SUNNY-80+' Soil Log No. Soil Type /C�/� Horizon Recorded in Inches �° �� �° �° Comments: D t o L-, D8 /y5r DN/ (-0 N /1/ G UUGF'& a eG5 to 3 2 6 2 Sr L 5 L d N /1/ G r<'06r,1— T_-PW l 07- 92 to O -G s SD Go /N N � rzci��s �� �L� -3O°a D t o 9Z 13 Ms r' S'o p iv n/ orr inr ��v n to Soil Log No. �\Z Soil Type Horizon vo ,��} �, �o� �° °� Comments:(Recorded in Inches) e ts: O to 4 r CW lr U N /V C rW;—e- OrzGS 4- to go .65 L S G.O /1/ /V RM Ts To ¢ TN,evaUl- 90 to -G T D "'L GO N N C7 �o to /Q M!57 T SD �o p N U/ G o Novi s to Soil Log No. 3 °� PL.4,iVS 1, Soil Type ��o �co' a° 0 IV rHE 0�3us� BE R1 E Horizon moo° �o�� ��} °�Q �C� O o� N SpECT10p, (Recorded in Inches) Comments: O t° DPI I MST ONI 4-e5) N /�l C DUFF & D,eGs to 7 L8 5r L 5 G o /7 to // Z G raeY G'2Ad,ez- G O N /� 4l�EL �v s,4iva „ to 1,29 6 M6 7- s o Lo 6) N sZ-7- to Color: Moisture: Texture: Com action: Mottling: Descri tors: b= Brown dry am= Organic Mat'I Fines Sand ft= Faint fn= Fine N u= Blue mst= Moist sd= Sand vs= Very Soft Y o vl= Ver Loose di= Distinct me= Medium U) u g= Gray sat= Saturated Is= Loamy Sand so= Soft lo= Loose pr= Prominent cr= Course o o= Orange wet sl= Sandy Loom ms= Med. Soft md= Med. Dense slt= Slight gr= Gravelly .a_¢ y= Yellow sil.= Silt Loam cc= Cobbly sf= Stiff de= Dense gl= Gleyed a m k= Block Mottle Shape scl= Sandy Clay vt= Very Stiff vd= Very Dense bl= Boulders cm=Cemented g ? sp= spots Loom hr= Hard Boundaries: v= Very a d= Dark ba= Bands sicl= Silty Clay A= Abrupt (<1") x= Extremely < 1= Light st= Streaks Loom C= Clear (1"-2.6") f= Few (<2) ri me= Medium cl= Cloy Loam G= Grodual(2.6"-5.4") cn=Common(2-20) c= Clay D= Diffuse(>5.4") m= Mony(>20) Olympic Engineering W.O.: 93-502 3472 NW Byron St. Date: 7/15/96 Silverdale , WA 98383 Project: CORBITT SITE On-Site Soils Log Page: 2 of 16 Legal Description: Section 21 Township 23N Range 1W Subdivision: SE 1f4, SW 1/4 Logged By: BOB WRIGHT Division: NA Block NA Lot: NA Date Logged: Weather while logging- CLR—SUNNY-80+' Soil Log No. <- ;0 Soil Type qJ \o< (Recored Horizon nlnches) V� �O V� �� �o �� Comments: D to 4 MST O1ti LO N N C DUAL O,PGS. to go L5 LD N N G ,moors To s 22— to G 09Y vND GD 72 2 to //O C MST 5D Gco to Soil Log No. 5 ,o� o� \o� 0 Soil Type �� <o Qo i\� (Recorded Horizon nInches) vo �o '`�' vo �o �o Quo Comments: 0 t o MOT OM G D A/ N G DUGG D/�GS, 4- to 2 G G l/E�p L p �/ // / to 117 C7 Go C�- to to Soil Log No. o ¢, Soil Type o� �J§ Q Horizon o o' } � "a (Recorded in Inches) CP Q: 1�O 1�1 Comments: D to M57' OM Gv Al iV C DUGS d,CGS to sD w GO N ,cT,ST C ;Ea- 2 vEL Sa o ZZQ t o /9 a 5 j G M D w ca,42sE,e G2.4 to t o 6D .4 DUi1/D� Color: Moisture: Texture: Com action: Mottling: Descriptors: b= Brown dry am= Organic Mat'I Fines Sand ft= Faint fn= Fine 3 u= Blue mst= Moist sd= Sand vs= Very Soft vl= Very Loose di= Distinct me= Medium V) u g= Gray sot= Saturated Is= Loamy Sand so= Soft lo= Loose pr= Prominent cr= Course .° o o= Orange wet sl= Sandy Loom ms= Med. Soft md= Med. Dense slt= Slight gr= Gravelly o a y= Yellow sil.= Silt Loam sf= Stiff de= Dense gl= Gleyed co= Cobbly aa) k= Black Mottle Shape scl= Sand Cloy vd= Very Dense bl= Boulders o Y Y vt= Very Stiff Y D U) s Sots Loam cm=Cemented o D p= p hr= Hard Boundaries: v= Very Q D d= Dark bo= Bands sicl= Silty Cloy _ 1= Light st= Streaks Loom = Abrupt " . f= Few C me= Medium cl= CloyLoam = Clear (1 -26") ( ) G= Groduol(2.6"-5.4") cn=Common(2-20) c= Clay D= Diffuse(>5.4") m= Many(>20) Olympic Engineering W.O.: 93-502 3472 NW Byron St. Date: 7/15/96 Silverdale , WA 98383 Project: CORBITT SITE On-Site Soils Log Page: _? of 16 Legal Description: Section 21 Township 23N Range 1W Subdivision: SE 1 4, SW 1/4 Logged By: BOB WRIGHT Division: NA Block NA Lot: NA Date Logged: Weather while logging: CLR—SUNNY-80+' Soil Log No. 7 io o o� \o� Soil Type lc�li Horizon(Recorded in Inches) V� �� �O �O Comments: O to 6 o1v G 0 C 1Dl/LF 4 OleG s to Q 6�eyLM /1 N � OUNlDVELTD3o°a /D to 12 A1 cue 0.4NZ:;' Noe-,4. 1\19,4 to to Soil Log No. �o o/C� �oc \o� `e� Soil Type Horizon /C�j o �, ¢, o 0 (Recorded in Inches) Comments: O to o/I G o N t o D A3 MST O to /98 G MzT 50 G D Al rN7�Q G c ��- co.a to AIzSEST= ° to E Soil Log No.� Soil Type Horizon Y// (Recorded in Inches) �O Comments: O to DB M5r oM /,l �v IV C DIJG< 4 orz�s to Gg MST' LS G O reap o N ra4 L10 �O to C MST Al T -4cD. G/Gf/TLY Eti/ENT�IJ t O to r OU ROOTS Color: Moisture: Texture: Cam action: Mottling: Descriptors: b= Brown dry am= Organic Mat'I Fines Sand ft= Faint fn= Fine 3 m y an so= Sof t lo= Loose pr= Prominent u= Blue mst= Moist sd= Sand vs= Very Soft vl= Very Loose di= Distinct me= Medium V) a, g= Croy sot= Saturated Is= Loam Sand cr= Course .° a o= Orange wet sl= Sandy Loom ms= Med. Soft md= Med. Dense slt= Slight gr= Gravelly o a y= Yellow sil.= Silt Loom co= Cobbly i a k= Black Shope scl= Sand Clay sf= Stiff de= Dense gl= Gleyed � Mottle Sho y Y vt= Very Stiff vd= Very Dense I bl= Boulders s Spots Loam cm=Cemented o p= p hr= Hard Boundaries: _ Very d= Dark bo= Bonds sic)= Silty Clay A= Abrupt <1' x= Extreme)Y 1= Light st= Streaks Loom C= Clear (1('-2 6") f= Few (<2) me= Medium cl= Clay Loam c= Clay G= Grodual(2.6"-5.4") cn=Common(2-20) D= Diffuse(>fi 4") m= Many(>20) Olympic Engineering W.O.: 93-502 3472 NW Byron St. Date: 7/15/96 Silverdale , WA 98383 Project: CORBITT SITE On-Site Soils Log Page: 4- of 16 Legal Description: Section 21 Township 23N Range 1W Subdivision: SE 1/4. SW 1/4 Logged By: BOB WRIGHT Division: NA Block NA Lot: NA Date Logged: Weather while logging: CLR—SUNNY-80+' Soil Log No. /O oc °� �� °, °< Soil Type a oHor (Recorded n�Inches) Go� �q" Comments: Q to �p Ms7- OM G O /✓ N C Ol/G� �2GS (D to S g L S L D /�/ /V D�` 2W T� To t o Q M<s T SD to to OT t� Soil Log No. H Soil Type ,�� Horizon o0 ) ¢'` o� �co o o� (Recorded in Inches) AI C l" � Comments: O t a 6 PO M57' oM ZO N C 12l/r-?r & 4 ,RGS to O ogy GO /V s w � �o O to G- D,+2y L O �/ h/ EG w W to to Soil Log No. °� T,. Soil Type ¢, Horizon �o o0 �� (Recorded in Inches) e 4 4�° Comm en fV ' to pa HI57- e5W L o N Al C aJ�F egR(5 S t o y ST LO N n/ Df G',e 4_ c / t 3 2 n/ G O �`/ n� Dfi 8`'� n vE�. to to Color: Moisture: Texture: Compaction: Mottling: Descriptors: b= Brown dry am= Organic Mot'I Fines Sand ft= Faint fn= Fine u= Blue mst= Moist sd= Sand vs= Very Soft vl= Very Loose di= Distinct me= Medium u g= Croy sat= Saturated Is= Loamy Sand so= Soft lo= Loose pr= Prominent cr= Course 2 o o= Orange wet sl= Sandy Loom ms= Med. Soft md= Med. Dense sit= Slight gr= Gravelly o — Yellow sil.= Silt Loam cc= Cobbly a y Mottle Sha e sf= Stiff de= Dense gl= Gleyed bl= Boulders Q k= Block P scl= Sandy Clay vt= Very Stiff vd= Very Dense N s Spots Loam cm=Cemented p= p hr= Hard Boundaries: v= Very d= Dark ba= Bands sicl= Silty Clay y A= Abrupt (<1") x= Extremely 1= Light st= Streaks Loam C= Clear (1'-2.6") f= Few (<2) me= Medium cl= Cloy Loam G= Groduol(2.6"-5.4") cn=Common(2-20) c= Clay D= DiffugP('�5 4") m= Many(>20) Olympic Engineering W.O.: 93-502 3472 NW Byron St. Date: 7/15/96 Silverdale , WA 98383 Project: CORBITT SITE On-Site Soils Log Page: 5 of 16 Legal Description: Section 21 Township 23N Range 1W Subdivision: SE 1/4, SW 1/4 Logged By. BOB WRI HT Division: NA Block NA Lot: NA Date Logged: Weather while logging: CLR—SUNNY-80+' Soil Log No. 13 o� oc ¢1�11 Soil Type o� a° \ '� �� Horizon o 0 (Recorded in Inches) �� � �O Comments: O 10 MsT oM G0 N �! C �lJ�� o�6 s to GB O�y w G Go N �/ Df ra �o s� soars 70 ,36 to EL G O N /�l Df G CE PEA E / I- G ND to to Soil Log No. 14- Goy o� /,�)/ 0 Soil Type /�// � Q .G �Horizon � �(Recorded in Inches) CO �� �OComments: O to C & to L 2 MST L G o N N v� airs o 52 to o M✓T �� 4-d �SP Df &?, 19E , W1s141/o oo 1, r O to Io MST Go to Soil Log No. Soil Type �c Horizon (Recorded in Inches) �O Comments: O to /I57- oM /_a ^/ A/ C O2G5 8� O(/LF to to /0--3 G MST D (� G D /� /1J ep. 15141" w °o G,e.4l�6L to Color: Moisture: Texture: Compaction: Mottling: Descriptors: b= Brown dry am= Organic Mat'] Fines Sand ft= Faint fn= Fine u= Blue cost= Moist sd= Sand vs= Very Soft vl= VeryLoose di= Distinct me= Medium c u g= Gray sat= Saturated Is= Loamy Sand so= Soft lo= Loose pr= Prominent cr= Course o o= Orange wet sl= Sandy Loam md= Med. Dense slt= Slight gr= Gravelly :- D ms= Med. Soft 9 o a y= Yellow sil.= Silt Loom sf= Stiff de= Dense gl= Gleyed co= Cobbly Mottle Sha e bl= Boulders Q) -o k= Block P scl= Sandy Cloy vt= Very Stiff vd= Very Dense m s Spots Loom cm=Cemented p= p hr= Hord Boundaries: v= Very a d= Dark bo= Bands sicl= Silty Cloy 1= Light st= Streaks Loam A= Abrupt (<t") x= Extremely u me= Medium cl= CloyLoom C= Clear (1"-2.6") f= Few (<2) G= Grodual(2.6"-5.4") cn=Common(2-20) c= Cloy D= Diffuse(>5.4") m= Mony(>20) r Olympic Engineering W.O.: 93-502 3472 NW Byron St. Date: 7Z15/96 Silverdale , WA 98383 Project: CORBITT SITE On-Site Soils Log Page: G of 16 Legal Description: Section 21 Township 23N Range 1W Subdivision: SE 1/4, SW 1/4 Logged By. BOB WRI HT Division: NA Block NA Lot: NA Date Logged: — Weather while logging: CLR—SUNNY-80+' Soil Log No.� Soil Type /C�/ Horizon o} �oF �o� �° Q�° Comments: (Recorded in Inches) O to ¢ MyT OR L o N N C IXJLG orzss �ea�rs-� �'' t o 6 LP L S L O N N 17f /vim f4yDiv�T eo a A/ to CM L S ,�Go T/NUOU567 G OA.�t SAMJ O Dl.3 f�� �l/2 N ,C-, L s To to �5T SD Go /V /I/ l/T ERLYGN O /FE.e/�y D ,COO O R t o .V SIDES 6� �t Soil Log No.� � o Soil Type lW'l- i o'Horizon ¢'� oo(Recorded in Inches) � C � Comments: O to ¢ D D,PGS to ¢O t2e LS GO N N FED rzcoTs O to / O s� �o N IV c�nr� G� 61 to �7 Pei SD L O /V A/ C7 YV1,�azM, �oo�eoY G2.4flEo to / LP MST L 5 Mo M N C� T'G _ � sza F�azv Soil Log No./(13 < ¢, G o� i�o� e, Soil Type \o< \�� �< Q �.o ao (Rec deedHorl n°Inches) v° �° '`� v° �� �° �° Comments: O to a3 MST oM Z_o Al / C to 23 rRY �s 'YZ- LO N Al 67 to76 A&oey vEG G2A VEL > 50 to / DFZ y L O r,�!/E L > to ND Color: Moisture: Texture: Compaction: Mottling: Descriptors: b= Brown dry am= Organic Mot'I Fines Sand ft= Faint fn= Fine u= Blue mst= Moist sd= Sand vs= Very Soft vl= Very Loose di= Distinct me= Medium c g= Gray sot= Saturated Is= Loamy Sand so= Soft lo= Loose pr= Prominent cr= Course ° o o= Orange wet sl= Sandy Loom ms= Med. Soft md= Med. Dense slt= Slight gr= Gravelly oN a co= Cobblyy= Yellow sil.= Silt Loom Stiff de= Dense gI— Gle ed > bl= Boulders a� k= Black Mottle Shape scl= Sandy Cloy vt= Very Stiff vd= Very Dense o m s Sots Loom cm=Cemented o -0 p= p hr= Hard Boundaries: v= Very Q d= Dark ba= Bonds sicl= Silty Cloy a 1= Light st= Streaks Loom A= Abrupt (<1") x= Extremely me= Medium cl= Clay Loam C= Clear (1'—2.6") f= Few (<2) y G= Groduol(2.6"-5.4") cn=Common(2-20) LZ c= Clay D= Diffuse(>5.4") m= Many(>20) Olympic Engineering W.C.: 93-502 3472 NW Byron St. Date: 7/15/96 Silverdale , WA 98383 Project: CORBITT SITE On-Site Soils Log Page: -7 of 16 Legal Description: Section 21 Township 23N Range 1W Subdivision: SE 1/4, SW 1/4 Logged By. BOB WRI HT Division: NA Block NA Lot: NA Date Logged: Weather while logging: CLR—SUNNY-80+' Soil Log No.Z-9— ¢C' Soil Type Horizon �o �o� } Comments: (Recorded in Inches) 0 to arty oM Lo N C ovGF ores /FWrs�i 4 to C� r trzY L s L o N N T 2L,4 M Q t o M5 T ✓ L D N /y G�liEL > o CR. To MED. 53 to 67 12 MST So ffD to /2 310 1AI-5r sv L My N N Soil Log No. 20 o� ¢� Soil Type O C� O o Horizon vo ° �,° �° �° Comments: (Recorded in Inches) O to 5 5�3 MsT oM to 30 L.5 DRy L S L l> N N G ,eoo rs ro P_ 11 '60 to (5 6 L L 0 IV GT-SP C7 7Z) L W G2.4O/NG 66 t O /05 C C?:?y sr-) L o // FT-sp G r` G'�� R/ 541V1J to I I -A' @ Roa Ts c � Soil Log No.2� ��° .o� .¢, Soil Type � io o �°' ao� Olt,' moo` .'C� �� Q � c � R } C (Recorded n°Inches) vo �o '`o v° �° �° �° Comments: U t o 4 q3 /a'IST e9m G U N /V C DUGF & 0/'ZF6S t 0 32— /� Y G S M49 N N C7 (/EL W S1LYD E SAND 3 6 24 YEL TO "G,e,4oiNG c 2 t o 7 C,W o MZ2 A/ A/ to A/ C7 ,eL Y�G DVED� U�'/FO.e to Color: Moisture: Texture: Com action: Mottling: Descriptors: b= Brown dry am= Organic Mot'I Fines Sand ft= Faint fn= Fine o u= Blue mst= Moist sd= Sand vs= Very Soft vl= Very Loose di= Distinct me= Medium c u g= Gray sot= Saturated Is= Loamy Sand so= Soft lo= Loose pr= Prominent cr= Course o o= Orange wet sl= Sandy Loam ms= Med. Soft md= Med. Dense sit= Slight go= Gravelly o a y= Yellow sil.= Silt Loom sf= Stiff de= Dense gl= Gleyedo Y w a'� k= Black Mottle Shape scl= Sand Clay vd= Very Dense bl= Boulders Y Y vt= Very Stiff Y N sp= Sots Loom hr= Hord Boundaries: cm=Cemented 4 Q D d= Dark ba= Bands sicl= Silty Clay v= Very Q 1= Light st= Streaks Loom A= Abrupt (<1") x= Extremely C= Clear (1'-2.6") f= Few (<2) u me= Medium cl= Cloy Loom cn=Common 2-20 = c= Clay G= Grodual(2.6"-5.4") ( ) Y D= Diffusc(>5.4") m= Many(>20) Olympic Engineering W.O.: 93-502 3472 NW Byron St. Date: 7/15/96 Silverdale , WA 98383 Project: CORBITT SITE On-Site Soils Log Page: 8 of 16 Legal Description: Section 21 Township 23N Range 1W Subdivision: SE 1/4, SW 1/4 Logged By: BOB WRIGHT Division: NA Block NA Lot: NA Date Logged: Weather while logging: CLR—SUNNY-80+' Soil Log No.f_�11 P ° o < Soil Type lYli < <o Q Horizon ,`o} CY lee �° �° Comments: (Recorded in Inches) O t o 4, PO IM57_ D*1 _ to 5 V)C? G, G L D /�/ /�/ e4 v9L >.50 o ,1:?64rS 35 t o 60 t?12 ,t�G y6_104-DE4;) .5,4ND 60 to g/ t o C7' D,C �I vEL L D N /V C cR 5�1Y�vL 7-0s� Soil Log No.2a �° ° o ti� °, o� Soil Type 1 J< �� a o \�, Horizon C �° ,`o} 04 �o Comments: � �° �° (Recorded in Inches) D to MST 014 L D A N C 0,26 S 4- to P2Y L 5 C- O aAti1 LB.gn/ N 4 7 to C7 ogY S D L O �/ N 0 t o 92 Dom .--4ND IV/ G O /V N C �� 2 to Day ��ow Zp N C �yE,Ps a�T �oTi1✓ y Soil Log No. ¢C9 Soil Type �° (Recorded n°Inches) �° �° �� �° �° Comments: t o N/sT oM Lo D�eG's to 40 Lp _�eY L S /42 / c rED t o rRY 5 L /�� �F N n�fir a' �e�Bor. to Q Q7 .9y I L f-f /�/ /�/ !DF F Pi 1 o15 FOG to 5.t; 142-5 MEA,e vEie r, Color: Moisture: Texture: Compaction: Mottling: Descriptors: b= Brown dry am= Organic Mot'I Fines Send ft= Faint fn= Fine u= Blue mst= Moist sd= Sand vs= Very Soft vl= Very Loose di= Distinct me= Medium U) u g= Gray sot= Saturated Is= Loomy Sand so= Soft lo= Loose pr= Prominent cr= Course .° a o= Orange wet sl= Sandy Loom ms= Med. Soft md= Med. Dense sit= Slight gr= Gravelly y= Yellow sil.= Silt Loam sf= Stiff de= Dense gl= Gleyed y Mottle Shape bl= Boulders a a k= Block P scl= Sandy Cloy vt= Very Stiff vd= Very Dense cm=Cemented S m sp= Spots Loom hr= Hord Boundaries: v= Very Q D d= Dark ba= Bonds sicl= Silty Cloy y 1= Light st= Streaks Loam A= Abrupt (<t") x= Extremely C= Clear (1"-2.6") f= Few (<2) me= Medium cl= Clay Loom cn=Common2-20 c— CloyG= Grodual(2.6"-5.4") ( ) 0= Diffuse(>5.4") m= Mony(>20) Olympic Engineering W.O.: 93-502 3472 NW Byron St. Date: 7/15/96 Silverdale , WA 98383 Project: CORBITT SITE On-Site Soils Log Page: g 9 of 16 Legal Description: Section 21 Township 23N Range 1W Subdivision: SE 1/4, SW 1/4 Logged By: BOB WRI HT Division: NA Block NA Lot: NA Date Logged: Weather while logging: CLR—SUNNY-80+' Soil Log No. ;?6 o� c Soil Type �o< , }� �Q �< Jc Horizon o o �, ° �, ° ° (Recorded in Inches) p A, V Comments: o to 4- T ¢ to t2/2Y w sL 4,0 A/ M G �5 to l g guy �N �o /v M G to GP✓ t wy' G A Vie to /2 MST 15, G.4Y�s t D Soil Log No. o Goy °4Q' <\�o Soil Type �ook Horizon o 0 (Recorded in Inches) �° Comments: O t o Oe Mt�" T otiI G O to �/�y SL /Wo N N G U/EM �E o E To 24 to O C MST S D L O /y /�/ C CF' SgNp LEn/S O t o 7 Msr s L /1I5 n/ M 5 to /O G M,57-1 N Soil Log No. ° Goy �\0 <\o� Soil Type �< <�' o mac, \��IQ�)' Horizon o �o ��, �° ° °(Recorded in Inches) Comments: O to MsT o lijL o M C , o,'C�'G o to 2 1,iF, 7Z to l0 Croy /A/ C A D GA✓o,e 4. /lvilsA.vL to o C DIzY Sly L O to Color: Moisture: Texture: Com action: Mottling: --Descriptors: b= Brown dry am= Organic Mot'I Fines Sand ft= Faint fn= Fine a u= Blue mst= Moist sd= Sand OF- a g= Gray sot= Saturated Is= Loom Sand vs= Very Soft vl= Very Loose di= Distinct me= Medium ° o o= Orange wet sl= Sandy y Loam so= Soft lo=and Loose pr= Prominent c�_ Gravelly Y ms= Med. Soft md= Med. Dense slt= Slight 9 Y N .o a y= Yellow sil.= Silt Loam sf= Stiff de= Dense gl= Gleyed co= Cobbly a k= Block Mottle Shape scl= Sandy Cloy vt= Very Stiff vd= Very Dense bl= Boulders g D N sp= Spots Loom hr= Hard Boundaries: cm=Cemented Q d= Dark bo= Bonds sicl= Silty Clay v= Very 1= Light st= Streaks Loom A= Abrupt (<t") x= Extremely C= Clear (1'—2.6") f= Few (<2)me= Medium cl= Cloy Loom - G= Groduol(2.6"-5.4") cn=Common(2-20) - c= Clay n= n{ff i a-,r, a"\ m= Monv(>20) i Olympic Engineering W.O.: 93-502 3472 NW Byron St. Date: 7/15/96 Silverdale , WA 98383 Project: CORBITT SITE On-Site Soils Log Page: /O of 16 Legal Description: Section 21 Township 23N Range 1W Subdivision: SE 1/4, SW 1/4 Logged By: BOB WR GHT Division: NA Block NA Lot: NA Date Logged: Weather while lQQogglnq. CLR-SUNNY-80+' Soil Log NO. �s�e Soil Type o� � � J� Horizon o 0 (Recorded in Inches) �� �� �� �� Comments: to 420 MST O M 1-0 C t o 51 1-0 wy S L MD /`/ N S/LT L off► �/ �2.4 f� to 7-0GIVI ZEvE4_ To o 2 t o (5 �T sL7 G-D /�/ n/ L 20 0 '`�� w 0 to Soil Log No.Z9_ ES- NS Soil Type ��� �o 00 •.� \�� o�\ 0�� PIAMU p� �� Q a � 'c..!r�!3 SrB� Horizon o o� o'` o� C) o J FO; S/%S (Recorded in Inches) �� Ca W rrl�t�t� •r O to ¢ MST oM L o N /� C DUGS 8� ofizG S to to CT s9 L L O /�/ /� G29liEL 20'0 to . 7 2 7 O Y SDdbq) Hie C �iG'y� GEMS E� 2 to C P9Y 5D LO IV /�/ C s�NayME ro Fi�Fp2i� to /D / G M57_ S,P GO N C MED To c,e s.�•�� Soil Log No.3O o� 4�' � A���- O� 10 Soil Type �Horizon (Recorded in Inches) �� Comments: O to 4- C �U•�� 8� o12G�, to _f-v29 z o /1 C7 RATS To 3/¢" 39 to /O S a o n/ N G2.�✓�L < 2 0�o /O t o � so Lo A/ G Z 72!5 to Color: Moisture: Texture: Compaction: MattIin : Descriptors: b= Brown dry am= Organic Mat'I Fines Sand ft= Faint fn= Fine 3 u= Blue mst= Moist sd= Sand vs= Very Soft vl= Very Loose di= Distinct me= Medium c a) g= Gray sot= Saturated Is= Loamy Sand so= Soft lo= Loose pr= Prominent cr= Course .° a o= Orange wet sl= Sandy Loom ms= Med. Soft md= Med. Dense sit= Slight gr— Gravelly o a y= Yellow sil.= Silt Loom co= Cobbly ^ ' Mottle Shape sf= Stiff de= Dense gl= Gleyed bl= Boulders k= Block P scl= Sandy Clay vt= VeryStiff vd= VeryDense z m s S hr= Hard Boundaries: cm=Cemented Spots Loom V= Very d= Dark bo= Bands sicl= Silty Clay A= Abrupt <1' x= Extremely 1= Light st= Streaks Loam me= Medium P ( ) eme y C= Clear (1',—2.6") f= Few (<2) cl= Clay Loom 2-20 c= Clay G= Grodual(2.6"-5.4") cn=Common( ) D= Diffuse(>5.4") m= Many(>20) Olympic Engineering w.o.: 93-50 2 3472 NW Byron St. Date: 7/15/96 Silverdale , WA 98383 Project: CORBITT SITE On-Site Soils Log Page: of 16 Legal Description: Section 21 Township 23N Range 1W Subdivision:_SE 1/4, SW 1/4 Logged By: BOB RI HT Division: NA Block NA Lot: NA Date Logged: Weather while logging: CLR—SUNNY-80+' Soil Log No. Soil Type Horizon �o� (Recorded in Inches) Comments: O t o oti/ Go N N C DUG< '�' o 2G s 10 02 V/Zy LS �a Al Al C �e�Ts 1f /"� 22 t 0 (0 7 C� 00 y G s �o to loq SD to Soil Log No. 32 o �o� Soil Type �� i�' o �o �C)) o 01 + R �� �a Horizon �o o� ��, ° ° o (Recorded in Inches) QL Comments: O to b8 M5T a Ic-1 L o /Sl N C Dl/GG 'R o eGS 4 to 2 / Y S L L a �l N C 2I to Z D2y G S L o Al A 4 1- 7- MZ:;) 2 to 8 C ED 2 Y N C OUOCLIJ WIVE-7�s 711Y4. , OT 64 to Soil Log No._;�U .�° C c � •HO .�0�� �Q(���!� � Soil Type Horizon (Recorded in Inches) J Comments: O to p� MST o,� 110 /ti/ C LL' FF &026- t o 2 G,g M5T S L LO /11/ JZZ7_5 TO %2/1� 2 to 5 G8 MIST S/7 L U // ,� y �'r��f f_ s4 to P M5T Si�L MD y N C l2" v J�7 to M5;r 549 K/E ra Color: Moisture: Texture: Compaction: Mottling: Descriptors: b= Brown dry om= Organic Mot'I Fines Sand a u= Blue mst= Moist sd= Sand ft= Faint fn= Fine c u g= Gray sat= Saturated Is= Loamy Sand vs= Very Soft vl= Very Loose di= Distinct me= Medium c 0 0= Orange wet so= Soft lo= Loose pr= Prominent cr= Course D 9 sl= Sandy Loom ms= Med. Soft md= Med. Dense slt= Slight gr= Gravelly N .o a y= Yellow sil.= Silt Loam sf= Stiff de= Dense I— Gle ed co= Cobbly a k= Black Mottle Shape scl= Sand Clay g y y Y vt= Very Stiff vd= Very Dense bl= Boulders o sp= Spots Loam hr= Flard cm=Cemented a 7) d= Dark ba= Bonds sicl= Silty Clay Boundaries: v= Very 1= Light st= Streaks Loam A= Abrupt (<1") x= Extremely u me= Medium cl= Clay Loom C= Clear (1"-2.6") f= Few (<2) c= Clay G= Groduol(2.6"-5.4") cn=Common(2-20) n= rlfff�,o (11 n"% m= i Olympic Engineering W.C.: 93-502 3472 NW Byron St. Date: 7/15/96 Silverdale , WA 98383 Project: CORBITT SITE On-Site Sods Log Page: /2 of 16 Legal Description: Section 21 Township 23N Range 1W Subdivision: SE 1/4, SW 1/4 Logged By: BOB WRIGHT Division: NA Block NA Lot: NA Date Logged: 2 Weather while logging: CLR—SUNNY-80+' Soil Log No. -- °� �o Soil Type � �< c Horizon o o�� '� � C' (Recorded in Inches) �� �° �� �° �° Comments: O to 4- PO MST o L o A/ �/ C 49V� 6A-6s l� to Je "- t o G N15T SD L© /V /�/ C i v rz�►r t o G2A r�ATDN to Soil Log Na.�-� o� °� C�' e, Soil Type °�lc�li aHorizon (Recorded in Inches) �� �� �° �° Comments: O to 14 MST o La N /til c �� &o2G s ¢ to /5 (ice MST SL Lo N N G '� /V /5 t o 3� MST s D Lo /"/ C SA,vn w/�2 v�L �3 to 90 5T S D La N N C to Soil Log No.__�6 Q) C ;.10 ! s Soil Type �� ��° Q iG o' a� 017PLANSMUSj-�� Horizon o 0 (Recorded in Inches) G° ��' �° �° Fop ;C o m 4v,e n t s: O to O•�I G /� N C �t/G� Ok'G'S' to �,e D2Y SL GU A/ N � l�D to 0 Mr- 50 G o /� h/ — '�o'e� v 7257;4- ,�t� to to Color: Moisture: Texture: Compaction: Mottling: Descriptors: b= Brown dry am= Organic Mot'I Fines Sand ft= Faint fn= Fine u= Blue mst= Moist sd= Sand vs Ver Soft vl= Very Loose di= Distinct me= Medium g= Gray sat= Saturated Is= Loamy Sand so= Soft lo= Loose pr= Prominent cr= Course o o= Orange wet sl= Sandy Loom md= Med. Dense sit= Slight gr= Gravelly sf= Med. Soft g cc= Cobbl - o a y= Yellow sil.= Silt Loam sf= Stiff de= Dense gl= Gleyed y Mottle Sha e bl= Boulders a', -p k= Black P scl= Sandy Clay vt= Very Stiff vd= Very Dense °�' s spots Loam cm=Cemented p= hr= Hard Boundaries: v= Very a d= Dark ba= Bands sicl= Silty Clay y 1= Light st= Streaks Loam A= Abrupt (<1") x= Extremely 6 me= Medium cl= Cla Loom C= Clear (1"-2.6") f= Few (<2) y G= Groduol(2.6"-5.4") cn=Common(2-20) = c= Clay D= Diffuse(>5.4") m= Many(>20) Olympic Engineering W.O.: 93-502 3472 NW Byron St. Date: 7/15/96 Silverdale , WA 98383 Project: CORBITT SITE On-Site Soils Log Page: 13 of 16 Legal Description: Section 21 Township 23N Range 1W Subdivision: SE 1/4, SW 1/4 Logged By. BOB WRIGHT Division: NA Block NA Lot: NA Date Logged: �2 Weather while logging: CLR—SUNNY-80+' Soil Log No.____31 Soil Type < Q o �� Horizon '� �o� Comments: (Recorded in Inches) d to 178 l�1sT OM LD /�/ C ri?l Ol2GS - to c MST sn �o �/ c v� N s s to G•4Y��s, NdT.4u- Hat/Zavr�L to to Soil Log No. ;`.°c o'Q' ems' Cp � o' °< Soil Type ,�� < � �.c a < J Q < x Horizon �o ���o ,`¢'` �o� °� �° Comments: (Recorded in Inches) O to 4 MST 0*1 L O Al Al C DUGS o2G5 . to C7 MST SD GD Al /V c Al-9 so T 7 to Nabn/D, Ta ii to to Soil Log No. FOR L ,f~�S. �SoiI Type ON TF; Horizon � cq (Recorded in Inches) ci /�// Co q� Commen s Q t0 t2t344% L O Aq A,, QR653 t o G8 MST L G O /y AlG �'�'� 2/ to //O Cy r2&f2VK= As S& a8 t o /7 Ff//✓ H02Z, gar-v�-s , VAOrlAf6 to Color: Moisture: Texture: Compaction: Mottling: Descriptors: b= Brown dry am= Organic Mat'I Fines Sand ft= Faint fn= Fine u= Blue mst= Moist sd= Sand vs= Very Soft vl= Very Loose di= Distinct me= Medium c u g= Gray sat= Saturated Is= Loamy Sand so= Soft lo= Loose pr= Prominent cr= Course .2 a a= Orange wet sl= Sandy Loom ms= Med. Soft md= Med. Dense sit= Slight ccc= Cobblly o a y= Yellow sil.= Silt Loom sf= Stiff de= Dense gl= Gleyed y > Mottle Shape e bl= Boulders a k= Black P scl= Sandy Clay vt= Very Stiff vd= Very Dense cm=Cemented S sp= Spots Loam hr= Hard Boundaries: v= Very Q d= Dark ba= Bands sicl= Silty Clay x— Extreme) 1= Light st= Streaks Loom C= Abrupt (<1") — Y C= Clear (1'—2.6") f= Few (<2) me= Medium cl= Clay Loam ) cn=Common 2-20 = c= Cla G= Groduol(2.6"-5.4' y D= Diffuse(>5.4") m= Mony(>20) Olympic Engineering W.O.: 93-502 3472 NW Byron St. Date: 7/15/96 Silverdale , WA 98383 Project: CORBITT SITE On-Site Soils Log Page: 1¢ of 16 Legal Description: Section 21 Township 23N Range 1W Subdivision: SE 1/4, SW 1/4 Logged By: BOB WRIGHT Division: NA Block NA Lot: NA Date Logged: /2 Weather while logging: CLR—SUNNY-80+' Soil Log No. C9 Soil Type \a- C�\ } �Q Horizon (Recorded in Inches) Comments: O to troy oA-1 G a �l C Ol/GF oess to 11:3 sD Z' 5YII Xc�E ss t o OF 1�.421bU5 AF4 r->A T/ON�5 to t0 Soil Log No. 4-1 �a oc C9 Soil Type Horizon o a� o} o� oC9 o 0 (Recorded in Inches) Comments: O to D8 lq>r a4 G•a tA/ C EGG OT'G S 4 to / c-e, T�/ 1-5 LO N M C .SOM_0 MlIV02 (52AV9L to 70 pB M57_ 512 - IVl p /� Cs- / t o // �l�f ST SO 1,6) to Soil Log Na. ,o� c E r�LA!VS Soil Type �Lo o \�o �� AMU�! BE Horizon �� �� � ova Ord Its S;uFC1'! (Recorded in Inches) Cj� Comments: O t o ¢ Pa MST oM �_o N A/ 81, D1;Z'Gs 4- to 48 �S c LS LO N N G MInia2 20oT� t a 7 M5T S i L MD /�/ C '' Ti�/c , p,57nis&^_F7,2 to 2 N1zT s p LU /.l /I/ C E � i MDSTG to Mos Mho Color: Moisture: Texture: Com action: Mottling: Descriptors: b= Brown dry am= Organic Mot'I Fines Sand ft= Faint fn= Fine N u= Blue mst= Moist sd= Sand vs= Very Soft vl= Very Loose di= Distinct me= Medium g= Croy sot= Saturated Is= Loom Sond u y so= Soft lo= Loose pr= Prominent cr= Course ° o o= Orange wet sl= Sandy Loom ms= Med. Soft md= Med. Dense sit= Slight gr= Gravelly N .o a y= Yellow sil.= Silt Loom sf= Stiff de= Dense gl= Gleyed co= Cobbly a) -o k= Block Mottle Shape scl= Sandy Clay vt= VeryStiff vd= VeryDense bl= Boulders N sp= Spots Loom cm=Cemented hr= Hard Boundaries: a D d= Dark bo= Bands sicl= silty Cloy v= Very 1= Light st= Streaks Loom A= Abrupt (<1") x= Extremely C= Clear (1"-2.6") f= Few (<2) me= Medium cl= Cloy Loom G= Groduol(2.6"-5.4") cn=Common(2-20) c= Cloy n= mff.tsr, A"N m= Mnnv(>7n) Olympic Engineering W.O.: 93-502 3472 NW Byron St. Date: 7/15/96 Silverdale , WA 98383 Project: CORBITT SITE On-Site Soils Log page: 15 of 16 Legal Description: Section 21 Township 23N Range 1W Subdivision:-SE 1/4, SW 1/4 Logged By: BOB WRIGHT Division: NA Block NA Lo • NA t. Date Logged: Weather while logging: CLR—SUNNY-80+' Soil Log No.¢3 �o4Q1 Soil Type ���o �J o o �� �o, o�Q Horizon o �o � o (Recorded in Inches) Comments: o to 4 sT orz�s to 3 Me.-,-r L 5 1,o N n/ C ,oiuE 54-n/D ro z_s 3�j to 7 MyT 5117 MD CLEAn/ MA 7-/& 19 to ��iL- M� to OGCL(JS/frE Soil Log No. o �o� °� � �\oC) Soil Type Horizon o 0 (Recorded in Inches) Comments: O t o t o SST G L O A/ t o 5 L8 MST s o G o /J C, ,c�niE s o ,�D /Gr�401 r7D 5 to !OS C MST 5V LO /A/ sA,1.4GL to .4 VIE Soil Log No.145 �o� cSEpL ° e, A MS Soil Type �J�o �o Qo � co' a0�\ O�I fFJnnMUST BE Horizon �o �o ��, Go e, o (Recorded in Inches) 4� Comments: O to MST o L o N n/ C 45vl� & or?(g s to O I-es taZY G2411EL LO N G2A!/EL SSA LC— L O�o, to to to Color: Moisture: Texture: Compaction: Mottling: Descriptors: b= Brown dry am= Organic Mat'I Fines Sand ft= Faint fn= Fine 3 u= Blue mst= Moist sd= Sand vs= .Very Soft vl= Ver y Loose di= Distinct me= Medium u g= Gray sot= Saturated Is= Loomy Sand so= Soft lo= Loose pr= Prominent cr= Course ° o o= Orange wet sl= Sand Loom md= Med. Dense slt= Slight gr= Gravelly y ms= Med. Soft 9 N .4< y= Yellow sil.= Silt Loom sf= Stiff de= Dense gl= Gleyed cc= Cobbly a k= Black Mottle Shape scl= Sandy Clay vt= Very Stiff vd= Very Dense bl= Boulders d= Dark sp= Spots Loom hr= Hard Boundaries: cm=Cemented o ba= Bonds sicl= Silty Clay v= Very 1= Light st= Streaks Loom A= Abrupt (<1") x= Extremely liv� me= Medium cl= Cloy Loam C= Clear (1"-2.6") f= Few (<2) c= Clay G= Grodual(2.6"-5.4") cn=Common(2-20) Olympic Engineering W.O.: 93-502 3472 NW Byron St. Date: 7/15/96 Silverdale , WA 98383 Project: CORBITT SITE On-Site Soils Log Page: /6 of 16 Legal Description: Section 21 Township 23N Range 1W Subdivision: SE 1/4, SW 1/4 Logged By: 806 WRIGHT Division: NA Block NA Lot: NA Date Logged: 17,1121969 Weather while logging: CLR—SUNNY-80+' Soil Log No.46 Soil Type o o� ��� moo} Horizon �0 o o ° (Recorded in Inches) �C Comments: O to 4 T oN1 LO N L/V'/v C (�IJA�G 8 Df�S t0 j B Gj7 �L LD G7 -N G2 NO 60 to G it�1�T -c-'D LO N n/ C -76 to1016I CJ S L /� C CbAKSE2 � 1� G/z�v�p 5D to Soil Log Na. o Goy c �\o� Soil Type Horizon o o ° (Recorded in Inches) ci CP Comments: O to M2T o�i1 Lo N N C �vG� 8r or�Gs 4 to 1-9� MST 5 D LO / h/ C N o,2L t o / L� 4457- 5D /io �/ �./ C � N 40 1 to C, 0517 15P y Q G FA Y 0,4-n/a�� E E 6�lDE,l7 to Soil Log NO. /Q,, USi Soil Type ���o Jio Qo � \\�o� aok `n's1J'V'C e� Horizon �o �o �o v° o ° o (Recorded in Inches) Comments: O to 4 L26 clU/�c 4 G to L S G O h� /�/ E2 .P / oo S t o A/ C �p to OF AlST 5 A S/LT LAVE,-_ To 3"771/GK to I IM,E,% cLEn/� Color: Moisture: Texture: Compaction: Mottlin : Descriptors: b= Brown dry am= Organic Mot'I Fines Sand ft= Faint fn= Fine u= Blue mst= Moist sd= Sand vs= Very Soft vl= Very Loose di= Distinct me= Medium c u g= Cray sot= Saturated Is= Loamy Sand so= Soft lo= Loose pr= Prominent cr= Course .2 o o= Orange wet sl= Sandy Loam ms= Med. Soft md= Med. Dense slt= Slight gr= Gravelly N .o< y= Yellow sil.= Silt Loom sf= Stiff de= Dense gl= Gleyed co= Cobbly (U 0 k= Black Mottle Shape scl= Sandy Clay bl= Boulders vt= Very Stiff vd= Very Dense g a sp= Spots Loom hr= Hard Boundories: cm=Cemented < D d= Dark bo= Bands sicl= Silty Clay v= Very 1= Light st= Streaks Loom A= Abrupt (<1") x= Extremely me= Medium cl= Cloy Loom C= Clear (1'—2.6' f= Few (<2) - c= Clay G= Gradual(2.6"-5.4") cn=Common(2-20) n— n"\ m= AAnnv(,?n) Michael F. Wnek, P.E., PS Consulting Civil Engineer 3388 NW Byron St., Suite 200 Silverdale, WA 98383 360-692-3802 TO BE KEPT IN THE Solis Report PARCEL FILE Corbit-Other-Side Belfair Assessors No. 123213400030 located in: MASON COUNTY prepared for: S & J JOHNSON LLC PO Box 488 Belfair, WA 98528 January 21 , 2008 Project Number: 411 � -t 6 Ky By the seal and signature here affixed, certifythat the enclosed report teas p C; t! accomplished by myself, and that I am currently a registered engineer of good --- --- --- --- standing in the State of Washington. xE ; _s o7 ;c��� Corbit-Other-Side Michael F. Wnek,-P.E. Soils Report January 21, 2008 OVERVIEW Extensive soils exploration was performed in 1996 to determine the feasibility of installing a community septic system. This information is still applicable for the parcel since no major grading activities have been accomplished since the soils testing. In addition to the exploration pits, two samples were taken for gradation. Both samples retained over 50% of the material on the #10 sieve, the lower limit of coarse sand. SUMAMRY The site soils contain minimal fines (less than #200 sieve). There was no seepage found in any test pit. Native material was moderately compacted, at worst, and there was no finding of hardpan. The native soils will provide excellent storm infiltration capability, and can be classified as coarse sand for infiltration design. GACivi1eng\411-Corbit-Other-Side\Soi1\Soilsreport.Doc 1 ■ PACIFIC TESTING LABORATORIES Since 1926 Seattle•Bothell•Tacoma •Peninsula•Portland•One Lab•One Consultant•One Solution September 25, 1996 Page 1 of 7 Certificate No. 9609.6710.1 Mr. Robert W. Wright, P.E. OLYMPIC ENGINEERING, INC. 3472 N.W. Byron Street Silverdale, WA 98383 Subject: Laboratory Analysis, Belfair, WA Dear Mr. Wright: As requested and agreed, Pacific Testing Laboratories analyzed a soil sample obtained by a representative of Pacific Testing Laboratories (see FR5199 & FR5200) for sieve analysis. Material testing was performed in accordance to ASTM C-136-93/D-1140-92/D-2216-90. Please refer to Tables 1 & 2 on Pages 2 & 3 for test results. This report is provided for the information of the client only. The reproduction of this report, by any method and its transmittal to a third party, by any means, except in full, without the written permission of Pacific Testing laboratories, is prohibited. Thank you for using Pacific Testing laboratories. If you have any questions, or if we can be of further assistance to you, please contact us at (360) 297-8821. Sincerely, Penn Seely, Project Manager Peninsula Division PS/slw Enclosure 5734 N.E.Minder Road,Suite A-1,Poulsbo, Washington 98370 Tel(360)297-8821 Fax(360)297-8828 Pacific Testing Laboratories Engineers Consultants Scientists OLYMPIC ENGINEERING Certificate No. 9609.6710.1 September 25, 1996 Page 2 of 7 Table 1. Test Results Sample ID .0001.01 Sample Description Gravelly Tan Sand & Scattered Cobbles Sieve % Finer 3.0" 100.0 2.5" 96.6 2 0" 95.1 1.5" 90.6 1.25" 85.7 1.0" 81.0 .075" 73.3 0.625" 69.4 0.5" 61.7 0.375" 53.3 0.25" 42.0 #4 35.8 #10 25.5 #20 22.4 #30 21.3 #40 18.6 #50 12.8 #60 9.2 #80 4.3 #100 3.1 # 200 1.1 GRAIN SIZE DISTRIBUTION TEST REPORT . N .\- N O] m m m .�, m 90 80 70 w H 60 lL z 50 w V W 40 L ------- 30 20 10 0 1 .0 0. 1 0. 01 0.001 200 100 10. 0 GRAIN SIZE - mm % SAND % SILT % CLAY Test /.+75mm /. GRAVEL 1 . 1 0 1 0. 0 64. 2 34. 7 D C C LL PI D85 D60 D50 D30 D15 10 c u s NA NA 30. 55 12. 02 9. 48 3. 225 0. 3338 0. 2591 3. 34 46. 4 USCS ARSHTO MATERIAL DESCRIPTION 0 GRAVEL W/TAN SAND, SCATTERED COBBLES GP A-1-a ' Certificate No . : 9609.6710 LR No. : 05199 Remarks : ID#.0001 M:2. 5: Client : OLYMPIC ENGINEERING ASTM C136/D1140/D2216 • Location: BELFAIR TP-9 @ 45-55" Tested by : MM, JO Date: 09-09-96 Date: 09-09-96 Checked by : JSM"/} ,. . GRAIN SIZE DISTRIBUTION TEST REPORT Date: 09-09-96 PACIFIC TESTING LABORATORIES I Fig . No. 1 h 4r REPORT NUMBER FR 5199 PREVIOUS RPT.NO. PACIFIC TESTING LABORATORIES EXECUTIVE OFFICES•Seattle,WA EASTSIDE DIVISION•Bothell,WA TACOMA DIVISION•Tacoma,WA PORTLAND DIVISION•Portland.OR PENINSULA DIVISION•Poufsbo,WA (206)282.0666•FAX(206)282.0710 (206)485.4244.451.8436•FAX(206)485.4611 (206)922-9299•FAX(206)922-1512 (503)224-2248•FAX(503)244-5265 (360)297-8821 •FAX(360)297-8828 U J REPORTED �y BY S emu/ DATE �� —�y _ MAILING REVIEWED ADDRESS 7 2 / /^ S .'G S Lv BY DATEPERMIT S' 3 IT3 NUMBER NUMBERATE����6Zld ATTENTION: /^^M/'_ A-01 Wl',4Z,7— ARCHITECT PROJECT Ac-/ �aC./ 5/G✓e, f7'A0_&S/S ENGINEER LOCATION ,Ae-f�'ajrr' WA PURCH.ORD. -- .NUMBER CONTRACTOR L I , ASTM TEST METHOD(AS APPLICABLE) MODIFIED YES NO EXPLAIN: EQUIPMENT IDENTIFICATION AND S/N(AS APPLICABLE) WORK CONFORMS YES_ NO "This report is provided for the information of the client only.The reproduction of this report,by any method,and its transmit- HOURS tal to a third party,by any means,except in full,without the written permission of Pacific Testing Laboratories,is prohibited." MILE- "This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made COST CODE ON OFF ST OT AGE within the defined scope of the work.Certification shall not be construed to represent inspection,approval or acceptance of othe r associated work or a warranty of design or workability of the specification requirements.' Certified Report by Pacific Testing Laboratories DATE FIELD CONTACT: DATE Contra TOTAL HOURS ct Min. Chargeable Hours FR 139.2 Pacific Testing Laboratories Engineers • Consultants Scientists OLYMPIC ENGINEERING Certificate No. 9609.6710.1 September 25, 1996 Page 3 of 7 Tablet. Test Results rnp; .000201 Grey Gravelly Sand, Scattered Cobbles IF % Finer 100.0 99.2 — — 1.25" 98.3 1.0" 95.8 0.75" 91.4 0.625" 87.9 0.5" 81.9 0.375" 74.9 0.25" 66.6 #4 61.6 #10 51.9 #20 43.4 #30 38.3 #40 30.5 #50 20.8 #60 15.8 #80 9.0 #100 6.9 # 200 2.5 GRAIN , SIZE DISTRIBUTION TEST REPORT N C C C C \ C m m m m m I9 P m 1 I \ \ v - N c Q .+ N lD m .+ m m r -0 ♦ ♦ rr ♦ rM 90 80 70 ry LLJ H 60 tL Z 50 w V w 40 30 20 10 0 200 100 10. 0 1 . 0 0. 1 0. 01 0. 001 GRAIN SIZE - mrn est 5;+75mm % GRAVEL % SAND % SILT I % CLAY • 2 0. 0 38. 4 59. 1 2. 5 LL PI D85 D60 D50 D30 D15 D10 Cc Cu 0 NA NA 14. 13 4. 22 1 . 58 0. 416 0. 2421 0. 1901 0. 22 22. 2 MATERIAL DESCRIPTION USCS AASHTO • GREY GRAVELLY SAND, SCATTERED COBBLES SP A-1-b Certificate No. : 9609.6710 LR No. : 05200 Remarks: ID#. 0002 M:2. 5: Client: OLYMPIC ENGINEERING ASTM C136iD1140iD2216 4 Location: BELFAIR TP-30 @ 45-55" Tested by: MM, JO Date: 09-09-96 Date: 09-09-96 Checked by: JSM GRAIN SIZE DISTRIBUTION TEST REPORT Date: 09-09-96 PACIFIC TESTING LABORATORIES Fig. No . 1 REPORT NUMBER FR 5200 PREVIOUS RPT NO. PACIFIC TESTING LABORATORIES EXECUTIVE OFFICES•Seattle,WA EASTSIDE DIVISION•Bothell,WA TACOMA DIVISION•Tacoma,WA PORTLAND DIVISION•Portland,OR PENINSULA DIVISION•Poulsbo,WA (206)282-0666•FAX(206)282-0710 (206)485-42"-451.8436•FAX(206)485.4611 (206)922.9299•FAX(206)922.1512 (503)224.2248•FAX(503)244-5265 (360)297.8821 •FAX(360)297-8828 REPORTED ? BY SGN.�_DATE �'"—�� fh MAILING ADDRESS ,1 S� 7 AALj /mil S P�71- REVIEWED .��� BY DATE ll PERMIT CERTIFICATE qq 5/ Jflrr 2 /� q 3 g NUMBER NUMBER ATTENTION: /�� _ B O CU/ o/ ARCHITECT /� c PROJECT 8 fih&%r' .S/Cw/P ,���/Y S/S ENGINEER &/� �^ PURCH.ORD. LOCATION — 1/ .NUMBER CONTRACTOR rf /< �S i E d ASTM TEST METHOD(AS APPLICABLE) MODIFIED YES- NO---, EXPLAIN: EQUIPMENT IDENTIFICATION AND SIN(AS APPLICABLE) WORK CONFORMS YES*-"- NO J "This report is provided for the information of the client only.The reproduction of this report,by any method,and its transmit- HOURS MILE- tal to a third parry,by any means,except in full,without the written permission of Pacific Testing Laboratories,is prohibited." AGE "This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made COST CODE ON OFF ST OT with in the defined scope of the work.Certification shall not be construed to represent inspection,approval or acceptance of other associated work or a warranty of design or workability of the specification requirements." Certified Report by Pacific Testing Laboratories DATE FIELD CONTACT: DATE Contract Min. TOTAL HOURS Chargeable Hours FR 89-2 ■may �' I rg V/�:...�.�. of ����a•J► ♦p���` ' / �1 � � �' � � •�-�,' `' fit. �� Q >�1����i /� + �L �4 � '1I.MO'///i/./ice. ♦o���cc>����Ji�� ♦♦ k, -r► ���/' ��I/lllpli/l►ilE�►, :MINN0 ��1 �� � _ W i�i 1 �a Olympic Engineering W.o.: _93-502 - - - 3472 NW Byron St . Date: 15 96 _ Project: CORBITT SITE Silverdale , WA 98383 on-Site Soils Log Page: of 16 Legal Description: Section 21 Township 23N Range 1W Subdivision: SE 1/4, SW 1/4 Logged By: BOB WRIGHT Division: NA Block NA Lot: NA Date Logged: Weather while logging- CLR—SUNNY-80+' Soil Log No. ° o, ao Soil Type ° Horizon �o ° ° -0 ��' �° Q�° Comments: (Recorded in Inches) d � D,� M5T oM LO /� /� G L�UGF� D,eGS t o ¢ to 3 2 g 2 sr L 5 a N N G �c07 T�/��QU7 3 2 t o O -G 5 fl G o N /�l r�oo L �o O t o 28 N15 7- S n �} N D/ S iN i—D �4A! to Soil Log No. io �° oc a° Soil Type o� C Horizon �o °� ,`�} �,° ��' �° 4�° Comments: (Recorded in Inches) Q to I% M57- vNl �O A/ IVC TUCK 4 D2GS ¢ to 30 ,� � � 1-5 Go N N 6 R�rS ro ¢ 71-IR4/a.11r �O to g-GD2 T D wL GO A/ N C7 �o to 1016 P MC::�,7- to Soil Log No. �° C Soil Type °o Horizon v °� ,`° �,° �o Q�° Comments: (Recorded in Inches) /V C DU.�F & Oi2GS t o G 0 �/ /� f TS ,�Uo /7 to IV to � MST 649 4-0 r] N 61-7- C7 � s�vnio� to Color: Moisture: Texture: Compaction: Mottling: Descri tors: Fines Sand ft= Faint fn= Fine b= Brown dry om= Organic Mot'I o u= Blue mst= Moist sd= Sand vs= Very Soft y vl= Very Loose di= Distinct me= Medium r= Prominent cr= Course g= Gray sot= Saturated Is= Loamy Sand so= Soft lo= Loose P gr= Gravelly wet sl= Sandy Loom ms= Med. Soft md= Med. Dense sit= Slight co= Cobbly .2 o o= Orange o a y= Yellow sil.= Silt Loam de= Dense gl= Gleyed sf= Stiff bl= Boulders i a', k= Black Mottle Shape scl= Sandy Cloy vt= Very Stiff vd= Very Dense cm=Cemented sp= Spots Loom hr= Hard Boundaries: v= Very Q d= Dark bo= Bonds sic]= Silty Clay A= Abrupt (<1") x= Extremely 1= Light st= Streaks Loam C= Clear (1"-2.6") f= Few (<2) me= Medium cl= Cloy Loom G= Groduol(2.6"-5.4") cn=Common(2-20) iL c= Clay D= Diffuse(>5.4") m= Many(>20) Olympic Engineering W.o.: 93-502 3472 NW Byron St . Date: 15 s6 Silverdale , WA 98383 Project: CORBITT SITE On-Site Soils Log Page: 2 of 16 Legal Description: Section 21 __ Township 23N Range 1W Subdivision: SE 1/4, SW 1/4 _ Logged By: BOB WRIGHT Division: NA Block NA Lot: NA Date Logged: 6 Weather while logging' CLR—SUNNY-80+' Soil Log No.4- Soil Type °< Q ,�\° Sao Horizon o o �o'r o� (Recorded in Inches) C '� Comments: Q to ¢ Msr O,cGs. to 2 8 G5 LD N N G moors ro 22 to G DR y vNL GD N /�/ G as wior sF L@72 2 to to Soil Log No. Soil Type < �° o � � o J� Horizon Coo o Comments: Recorded in Inches) 0 t o ¢ NJ�T OBI G D /I N ' t 0 �/ �.7 NO /ice /� N Lf t c' iS F-A�v6Z4--s to to Soil Log No. �° o o� o�¢, Soil Type < ,`� �< Q io Horizon Coo ,`o} �,° �° �° �° Comments: (Recorded in Inches) D to M5T OM GU 7t/ 1\/ C nU d�GS to / Q sv "' GO r !/EL to /90 ,8 5r 14D IV N C 7 w Ca,.42 to t o ED •4 OUn/D Color: Moisture: Texture: Com action: Mottling: Descriptors: b= Brown dry am= Organic Mot'I Fines Sand ft= Faint fn= Fine u= Blue mst= Moist sd= Sand vs= Very Soft vl= Very Loose di= Distinct me= Medium 9= Gray sat— Saturated Is— Loamy Sand so_ Soft lo— Loose pr= Prominent cr= Course 9 o o= Orange wet sl= Sandy Loom ms= Med. Soft md= Med. Dense sit= Slight 9r= Gravelly o Q y= Yellow sil.= Silt Loam sf= Stiff de= Dense gl= Gleyed co= Cobbly N Mottle Shoe bl= Boulders a� -o k= Block P scl= Sandy Cloy vt= Very Stiff vd= Very Dense cm=Cemented g ai sp= Spots Loam hr= hlard Boundaries: v= Very o A= Abrupt (<7 x= Extremely a d= Dark bo= Bonds sic[= Silty Cloy ") 1= Light st= Streaks Loom C= Clear (1 f= Few (<2 "-2.6") ) 61 me= Medium cl= Cloy Loom G= Gradual(26"-5.4") cn=Common(2-20) 4 c= Cloy D= Diffuse(>5.4")-- __ m= Mony(>20) Olympic Engineering W.O.: 93-502 3472 NW Byron St . Date: 15 96 Project: CORBITT SITE Silverdale , WA 98383 On-Site Soils Log Page: 3 of 16 Legal Description: Section 21 Township 23N Range 1W Subdivision. SE 1 /4, SW 1/4 Logged By: BOB WRIGHT Division. i ion. NA Block NA Lot: NA Date Logged: 6 Weather while logging: CLR—SUNNY-80+' c � Soil Log No. o o� <o Soil Type \°- 1C9 �o Horizon Comments: (Recorded in Inches) Q to AIS� N C DDCF & �SG �vo 0 t o Q �y so L M ,�/ N �7 /D to /2 /y c,e s.4Nr� Ns 8-� AIR to to Soil Log No. �o� Soil Type a° o � o 0 Horizon �° ,`° �,° �° Comments: (Recorded in Inches) © to /V Al t o 70 to /98 G Z. O /V o�rrzsEsT AN ps to 0 to c � Soil Log No.� Soil Type ��L�' �Q° �< oo `c Jao C9 Horizon } Comments: (Recorded in Inches) Q t° D.� �tST oM /e/ IV C �lJGG orzG to �D L� G� M5r /ZOD O �O to /Q�J �.7 MST Sa LO N �/YT,S �7 j D `G 16le K 6EtifEM"�IJ to to _ rE oU p RooT.S Color: Moisture: Texture: Compaction: Mottling: Descriptors: _ b= Brown dry am= Organic Mot•I Fines Sand ft= Faint fn= Fine 3 u= Blue mst= Moist sd= Sand vI= Very Loose di= Distinct me= Medium vs= Very Soft y cr= Course c a g= Croy sat= Saturated Is= Loamy Sand so= Soft lo= Loose pr= Prominent gr= Gravelly .0 o o= Orange wet sl= Sandy Loom ms= Med. Soft md= Med. Dense sit= Slight co= Cobbly o ¢ y= Yellow sil.= Silt Loom sf= Stiff de= Dense gl= Gleyed bl= Boulders k= Block Mottle Shope scl= Sandy Clay vt= Very Stiff vd= Very Dense cm—Cemented o n m s — Spots Loorn hr= Hord Boundaries: _ _ v= Very D d= Dark bo= Bonds sicl= Silty Cloy A= Abrupt (<1••) x= Extremely 1= Light st= Streaks Loarn C= Clear (1"-2.6") f= Few (<2) cn=Common(2-20) a me= Medium cl= Clay Loom G= Grodual(2.6"--5.4") c= Clay D Diffuse(>5.4") m- Many(>20) Olympic Engineering W.0 . 93-502 3472 NW Byron St . Date: 15 96 Project: CORBITT SITE Pro Silverdale , WA 98383 � On-Site Soils Log Page: ¢ of 16 Legal Description: Section 21 Township 23N Range 1W Subdivision: SE 1/4, SW 1Z4 Logged By: BOB WRIGHT Division: NA Block NA Lot: NA Date Logged: Weather while logging:.. CLR—SUNNY-80+' c � Soil Log No. io Soil Type \� °�a Horizon G° 4° ° ° �° Comments: (Recorded in Inches) Q to �o ,��r o� o N ni c oU,�� �rzGs to LS LO /'/ /N/ o� /,�;2297e� To o,2/zON to Q Ms T 5O to to I Ll' ,ea rs Soil Log No.H Soil Type � \°� J Horizon Go �° o ° ��' �° �° Comments: Recorded in Inches) Q to f> MST ONAlp to fo o ox�y �o w - /tom o to U �,�Y o �/ N ry to to Soil Log No. <o o '0 �0c o, o�\oC Soil Type Q ,? Horizon (Recorded in Inches) D � � � Comments: r ORG� li to 0 MMST o/�I N N c �/ to 5T Lo N �/ D .c _ t0 13 2 G O /�I /y D� NED f/�!�• / to to Color: Moisture: Texture: Com action: Mottling: Descriptors: b= Brown dry am= Organic Mot'I Fines Sand ft= Faint fn= Fine u= Blue mst= Moist sd= Send vs= Very Soft vl= Very Loose di= Distinct me Course Medium a, g= Gray sot= Saturated Is= Loamy Send so= Soft lo= Loose pr= Prominent gr= Gravelly 0 a a= Orange wet sl= Sandy Loom ms= Med. Soft md= Med. Dense slt= Slight co= Cobbly o a y= Yellow sil.= Silt Loom sf= Stiff de= Dense I gl= Gleyed bl= Boulders a', k= Block Mottle Shope scl= Sandy Cloy vt= Very Stiff vd= Very Dense cm=Cemented v sp= Spots Loom hr= Hord Boundaries: v= Very < a d= Dark bo= Bonds sicl= Silty Clay A= Abrupt (,2 x= Extremely 1= Light st= Streaks Loom C= Clear (1"-2.6") f= Few <2 me= Medium cl= Cloy Loom G= Groduol(2.6"-5.4") cn=Common(2-20) 4 c= Clay D= Diffuse(>5.4") m= Mony(>20) Olympic Engineering W.0.: 93-502 3472 NW Byron St . Date: 7/15/96 Project: CORBITT SITE Silverdale , WA 98383 On-Site Soils Log Page: S of 16 Legal Description: Section 21 Township 23N Range 1W Subdivision: SE 1Z4, SW 1/4 Logged By. BOB WRI HT Division. NA Block NA Lot: Date Logged: 6 Weather while logging: CLR—SUNNY-80+' Soil Log No.13— q, LQ �° off' mac'; \�°' o Soil Type \°< � }x� °�Q ° o o a Horizon CJ° �° Comments: Recorded in Inches) ... to M5r OM t o w TA Go til S� rzoaT.s Z-8 PRY G �o N N t° L L O 1 J,"-/' C'2.4(/EL W ND� G ND �P ,o ,2SEo to to Soil Log No. �o �\°c �10 ° a° Soil Type \°� � °�Q °��`�' c �� Horizon ° °� ,`� V �° �° Comments: Recorded in Inches) O to f� Mr- D/VI GD N C t�U� & o,2Gs to 2 Msr L L G© N N !af a�7-s a " 52 to to lo6 Mir to c Soil Log No. Go °c �`j. qJ Soil Type °< '§ Q a . Horizon v6� �,° ��' Comments: (Recorded in Inches) to �crIST oM' /_a to 32 Ley L 5 4-0 G t o L8 D D L L O N /V C� MED• So a Gfc r c- 90 t O /D,� C� M✓r D L- �/D /� /Y � ED• '✓L7 °o��Af�FiL to Color: Moisture: Texture: Com action: Mottling: Descriptors: b= Brown dry am= Organic MOO Fines Sand ft= Faint fn= Fine u= Blue mst= Moist sd= Sand vl= very Loose di= Distinct me= Medium vs= Very Soft y cr= Course c c, g= Groy sot= Saturated Is= Loamy Sand so= Soft lo= Loose pr= Prominent gr= Course Gravelly o o= Orange wet sl= Sandy Loam ms= Med. Soft md= Med. Dense sit= Slight co= Cobbly 6 .0 y= Yellow sil.= Silt Loam sf= Stiff de= Dense gl= Gleyed bl= Boulders " v k= Black Mottle Shope scl= Sandy Clay vt= very Stiff vd= Very Dense cm=Cemented N sp= Spots Loom hr= Hard Boundaries: v= Very ¢ d= Dark bo= Bands sicl= Silty Clay A= Abrupt (<t") x= Extremely. 1= Light st= Streaks Loam C= Clear (1"-2.6") f= Few (<2) me= Medium cl= Clay Loom G= Groduol(2.6"-5.4") cn=Common(2-20) c= Clay D= Diffuse(>5.4") m= Mony(>20) Olympic Engineering W.O.: 93-502 3472 NW Byron St . Date: 7/15 96 Project: CORBITT SITE Silverdale , WA 98383 On-Site Soils Log page: 6 of 16 Legal Description: Section 21 Township 23N Range 1W Subdivision: SE 1/4, SW 1/4 Logged By: BOB WRI HT Division: NA Block NA Lot: NA Date Logged: Weather while logging: CLR—SUNNY-80+' c � Soil Log No.� k° ° Soil Type �1 �Q ko c a � Horizon Go �0 °�` ° ��' �° Q�° Comments: (Recorded in Inches) Q toel- to /FIST ON GO IV LP> G S G D /�/ N f" �✓ ,�r sq Cm ,�GD STiNUDUS G�� �N�gp t o Z o y� Grz�cv U•v.,� t o A/I�T S� G O /l/ // Df Ea Nv oE�Tf1 o ,coa v ,e a to c 9 Soil Log No.a_ �' a° Soil Type J� Q ,� �c C � Horizon vo °� ,`�} �,° �-° �° Q�° Comments: (Recorded in Inches) O t o O MST 014 GD N N to 40 twy Q to 6 / 0 5T> Lo � IV � U// Gi�o��e�yG2.4vEo r/o / to �y 6-0 97 t a L8 A157-1 4,5 1 Mz';� hl N C� TIG Soil Log No./6 G° �o1 �10. qJ a° Soil Type Horizon C°� �� ,`� �,° �� �° 11>1°J Comments: (Recorded in Inches) Q to N/sT oM L o Al N G r�Ur�r & o,QGs to 3 �" ,c}zy ITIZ_ o N N C to G� D2y vE� L N N (� (S e,4 VfZ, > SO G t o r�.4 vet_ ;;I 3 a� Nv to Color: Moisture: Texture: Com action: mottling: Descriptors: b= Brown dry om= Organic Mat'I Fines Sand ft= Faint fn= Fine me= Medium u= Blue mst= Moist sd= Sand vs= Very Soft vl= Very Loose di= Distinct me CMediu ourse � u, g= Groy sot= Saturated Is= Loomy Sand so= Soft lo= Loose pr= Prominent cr=gr= Gravelly o o= Orange wet - sl= Sandy Loom ms= Med. Soft md= Med. Dense sit= Slight co= Cobbly o�o Yellow sil.= Silt Loam de= Dense gl= Gleyed sf= Stiff bl= Boulders of ¢ k= Block Mottle Shape scl= Sandy Clay vt= Very Stiff vd= Very Dense cm=Cemented a a�i Loom hr= Fiord —Boundaries: v= Very u) sp—_ Spots d= Dark ba= Bands sicl= Silty Clay A= Abrupt (<1") x= Extremely < 1= Light st= Streaks Loom C= Clear (1"-2.6") f= Few (<2) i cn=Common(2-20) me= Medium cl= Clay Loom G= Gradual(2.6"-5.4") c= Clay D= Diffuse(>5.4") m= Many(>7.0) Olympic Engineering W.o.: 93-502_ III 3472 NW Byron n St . Date: 7/15/96 Silverdale , WA 98383 Project: CORBITT SITE On-Site Soils Log page: of 16 Legal I Description: Section 21 _ _Township 23N Range 1W p Subdivision. SE 1 4 SW 1 4 _ Logged By: BOB WRI HT NA Block NA Lot. NA Date Logged: • Division. Weather while logging: CLR—SUNNY-80+ // nn c � Soil Log No.L1- ao Soil Type ,`J�o �Qo <`o �� Horizon A- ° ° (Recorded in Inches) �° �° �� Comments: Q� o t0 v�Y oM Lo N ni c vv�F ores -� 4 t0 a � �rY LS L© N N � SAND t O g Ms T L.o N N G/zA YEL > a CR. To MED. 3 t o 67 C7 Ms S'T o 8�9 r�is�niN Ua vs, to /23 G MST sD L Mo. N /`1 G Soil Log No.1 Soil Type a° Horizon �o �o� ,`¢� �o �-o Comments: (Recorded in Inches Q t o 5 MST OM o,�GS to 30 Y L S L O /V N G ,Qoo T� To 2'• to ro 6 URY so w I, L O /V GT-SP G s N L W G/2AD/N� 646 to 105 ItW SD L O (9 T to -A4 @ R06 TS c Soil Log No. ° Soil Type qJ Q ,`c' o c� ° Horizon �o �o ,`�'� �o �oo 4�°J Comments: (Recorded in Inches) Q t o 4- Ce /a'1.��•�-/r' O/�l G U N IVC OU�F & Oh�G11; .S t O, * ! G S M� N N 6r ,(? V-1- w s�iv0 SANp ;241 54- , G, rr e gplNG CD t 0 7 j7,Qy G,e D ,�p N �2/ZO to /OY SD L O h! N G ,eL Y GNP EIJr to Color: Moisture: Texture: Com action: Mottling: Descriptors: b= Brown dry am= Organic Mat'I Fines Sand ft= Faint fn= Fine u= Blue mst= Moist sd= Sand vs= Very Soft vl= Very Loose di= Distinct = Loamy Sand so= Soft lo= Loose pr cre Course m d g= Gray sat— Saturated Is = Prominent o o= Orange wet sl= Sand Loom md= Med. Dense sit= Slight gr= Gravelly g Y ms= Med. Soft co= Cobbly o Q y= Yellow sil.= Silt Loom sf= Stiff de= Dense gl= Gleyed bl= Boulders a a k= Block Mottle Shape scl= Sandy Cloy vt= Very Stiff vd= Very Dense cm=Cemented sp= Spots Loom hr= Hord Boundaries: v= Very d= Dark bo= Bands sicl= Silty Cloy A= Abrupt (<1") x= Extremely < i= Light st= Streaks Loam C= Clear (1'-2.6") f= Few (<2) me= Medium cl= Cloy Loom G= Groduol(2.6"-5.4") cn=Common(2-20) c-= Clay D= Diffuse(>5.4") m= Mony(>20) Olympic Engineering W.0.. 93-502 3472 NW Byron St . Date: 7/15/96 Silverdale , WA 98383 Project: CORBITT SITE On-Site Soils Log Page: 8 of 16 Legal Description: Section 21 Township 23N Range 1W Subdivision: SE 1/4, SW 1/4 Logged By: BOB WR GHT Division: NA Block NA Lot: NA - Date Logged: Weather while logging: CLR—SUNNY-80+' Soil Log No.�� �° oc o, ao Soil Type < ,`J �< Q cc � o °� Horizon co �o ¢, vo �° � Comments: (Recorded in Inches) Q to MsT DPI t° L O N h/ GeA v�L- ?sow o 5 t° y� _Eo 60 to (�i�Y t7 L U /y /� C M,e Y DEP 9/ to r✓+'2,q(/�L L D N /�I C CFI L c Soil Log No. o <° G° ;�.°c o<�q Soil Type < �J J< Horizon Vo �� ,`q.} �,° ��� �° �° Comments: (Recorded in Inches D to A1 N C 0!/GF 4ORG S 4- to any I--G z- o 14 4 7 to 17/2 S P 1-0 G �F� D ui t° �2 Oey �4NP L G o 1 N C DE 14 G .4G-T�.V--4T/�✓ Y to DRy ND tN li O N C LA Y6�5 E� mad. . 4�1 Soil Log No. ° .0 ° �� < J< <¢� `v \� ao Soil Type °°< Q o (Recorded I zon in Inches) v° '�° C Comments: to M5r oM 4,0 L 5 /a�2 /V �`° T6D t o Q L� T,�ey /�/ T1Gf/T �FNDYG0,4 , F-�cw to 9 1,6 ILRY' S L- AIR / G7 GWOA AcE,+e�at' G�4 2� BoT dF P/7 4 GDP to o f L �t� /y /� G ,e,4/ W6 ED Ta y to 5.t' A445 NEAR 1/E',2 T. Color: Moisture: Texture: Compaction: Mottling: Descri tors: b= Brown dry am= Organic Mat'I Fines Sand ft= Faint fn= Fine u= Blue mst= Moist sd= Sand vs= Very Soft vl= Very Loose di= Distinct me= Medium 1 N Gray sot= Saturated Is= Loam Sand lo= Loose pr= Prominent cr= Course c a 9= Y Y so= Soft gr= Gravelly 3 o o= Orange wet sl= Sandy Loom ms= Med. Soft md= Med. Dense sit= Slight co= Cobbly o a y= Yellow sil.= Silt Loam sf= Stiff de= Dense gl= Cl eyed bl= Boulders a�'� k= Block Mottle Shape scl= Sandy Clay vt= Very Stiff vd= Very Dense cm=Cemented S D sp= Spots Loom hr= Hard Boundaries: v= Very d= Dark bo= Bonds sicl= Silty Clay A= Abrupt (<1") x= Extremely 1= Light st= Streaks Loam f= Few <2 C= Clear (1"-2.6") u me= Medium cl= Cloy Loam G= Groduol(2.6"-5.4") cn=Common(2-20) c= Cloy m= Mony(>20) 0 Olympic Engineering W.0.. 93-502 3472 NW Byron St . Date: Z 15 96 Project: CORBITT SITE Silverdale , WA 98383 On-Site Soils Log Page: 9 of 16 Legal Description: Section 21 Township 23N Range 1W SE 1 4 SW 1 4 Logged By: BOB WRI HT Su bdivision: � � .� Division. NA Block NA Lot: NA Date Logged: Weather while logging: CLR—SUNNY-80+' c � Soil Log Na. o) o��o Soil Type �� �� Q ,`� 11Q, a �o C Horizon Quo Comments: (Recorded in Inches D to M5T OM LO N /�/ C R FF& ores L to (ice 1�12Y w L o N M G t o g CRY v�N G O M M G / t o Gam✓ t Y D L O /�/ �/ (� 4,4Y60 /Nz'E2M/DEn/T /2 Mir G-O M N s a at t o Soil Log No. 2-6 e, ��oc o, i�oP Soil Type �J� ��° Q <�o ao �° } cc o 0 Horizon Comments: (Recorded in Inches O to GO M N C DUGF or'�� to t o a C MST 4512 L o /1 /�/ C C� sq/✓O LEi�/S ,40 to 7 MST 5 L M� 6Z to /O G MST moil- M� N G Soil Log No.� io G° roc o� o�\o Soil Type ,`J �' a o F o 0 Horizon (Recorded in Inches) �° �° �� �° 4� 4� Comments: to /�157" D L D M /� C to 2 /� y G v G.a M /� sro Ea �oU o f -72 to 4- w IngYsOCcm Ik to 1 D C 09Y SD LO h/ N C G70s to Color: Moisture: Texture: compaction: Mottling: Descriptors: b= Brown dry am= Organic Mot'I Fines Sand ft= Faint fn= Fine me= Medium 3 u= Blue mst= Moist sd= Sand vs= Very Soft vl= Very Loose di= Distinct cr= Course g= Gray sot= Saturated Is= Loomy Sand so= Soft lo= Loose pr= Prominent o o= Orange wet sl= Sandy Loam md= Med. Dense sit= Slight gr= Gravelly g Y ms= Med. Soft co= Cobbly o c y= Yellow sil.= Silt Loom sf= Stiff de= Dense gl= Gleyed bl= Boulders n', a k= Block Mottle Shape scl= Sandy Cloy vt= Very Stiff vd= Very Dense cm=Cemented Loom hr= Fiord Boundaries: v= Very sp= Spots Y q 1) d= Dark bo= Bands sicl= Silty Clay A= Abrupt (<1") x= Extremely a 1= Light st= Streaks Loom C= Clear (1"-2.6") f= Few (<2) me= Medium cl= Cloy Loom G= Groduol(2.6"-5.4") cn=Comrnon(2-20) c= Clay D.= Diffuse(>5.4") m= Mony(>2.0) Olympic Engineering W.0.: _93-502 3472 NW Byron St . Dote: 7 15 96 Project: CORBITT SITE Silverdale , WA 98383 On-Site Soils Log Page: /Q of 16 Legal Description: Section 21 _ __Township 23N Range 1W Subdivision: SE 1/4, SW 1,4 Logged By: BOB WR LIT Division: NA Block NA Lot: NA Date Logged: Weather while logging: CLR—SUNNY-80+' Soil Log No. L¢' V °' o Soil Type < S YP Horizon ,` �, �- � 4� Comments: (Recorded in Inches) o to t2� MOT OM C-o /� IVC nv�� & o r�G'� to �� � � Slr MD N S/LT Go%i• �i/ �2.4 l�,E t0 S� LD /Y l/EL 3J° o 2 to NrfST SD LO L!0 0 to Soil Log No.—L �° ° G° o� =,qj Soil Type ,�� J� Q IS �Horizon ° ,`o v° �o (Recorded in Inches) U t o M*7- oM L o N Ofi�G 5 to 6 C Allk�_T 19 L O / /�/ G2Af/EL 20°o ME' D G/ f1 c,E to 7 2 C PRY SaacM) Hle �J2GY 2.4a /�a2til 2 to to O/ it'lST S D G o Ih/ /� C M.ED To CR c CO Soil Log No.-� ° o� .10 I14Z11dF e::� ° ° o c°' ° MFU_ 6Z101=1 ;i Soil Type 1§ �Q <` �` °�a �2atJ�ll� .35 �o< �� Horizon V° �° � �,° �° 0 Comments: (Recorded in Inches) O t o pe MS? o La N C to 9 Z10 Y �L �a N A/ c to /D 5G' LQ /�/ /� �� Gam►t/ L C 2 v°o to to / 5 ORY sD Lo /V /V G � G�'e D� . to Color: Moisture: 'Texture: Com action: Mottling: Descriptors: b= Brown dry am= Organic Mat'I Fines Sand ft= Faint fn= Fine u= Blue mst= Moist sd= Sand vs= Very Soft vl= Very Loose di= Distinct cr= Courrsem � a� g= Gray sot= Saturated Is— Loamy Sand so= Soft lo— Loose Pr= Prominent gr= Gravelly o o= Orange wet sl= Sandy Loom ms= Med. Soft md= Med. Dense sit= Slight co= Cobbly o Q y= Yellow sil.= Silt Loam sf- Stiff de= Dense gl= Gleyed bl= Boulders " a -o k= Black Mottle Shape scl= Sandy Cloy vt= Very Stiff vd= Very Dense cm=Cemented a, sp= Spots Loam hr= Hard Boundaries: v= Very � d= Dark bo= Bands sicl= Silty Clay A= Abrupt (<1") x= Extremely 1= Light st= Streaks Loam C= Clear (1"-2.6") f= Few (<2) me= Medium cl= Clay Loom G= Groduol(2.6'—5.4") cn=Common(2-20) c= Clay D= Diffuse(>5.4") m= Mony(>20) Olympic Engineering W.O.: 93-502 347 2 NW Byron St . Date: 7/15/96 y Project: CORBITT SITE Silverdale , WA 98383 On-Site Soils Log Page: // of 16 Legal Description: .Section 21 Township 23N Range 1W Subdivision: SE 1/4, SW 1/4 Logged By: BOB RI HT Division: NA Block NA Lot: NA Date Logged: Weather while logging: CLR—SUNNY-80+' Sail Log No. 3 ° � o Soil Type \°- }�o Q Horizon �o moo` ,`¢, �o �o �° 4�3 Comments: Recorded in Inches) Q t o D� M�1� oti/ Go Al N C �UG� o,2G s to /V 99 to 6-7 a �Y � � G o A/ C to loq 6S� liQ � /�/ C nooRG G62A�E 0�.UrvF0.�N1 to c o Soil Log No. 32 ° � o o •moo`' �. � ao Soil Type °� � J�o Qo ,c � Horizon (Recorded in Inches) �° �° �� �° �� �° �° Comments:, O to p13 MST N1 L o N N C av�� a�Gs to to Y CD ° 4 YE.e, o r to 81614 Y 'G D2c, 0 U SO to //2 5D G-o ^/ Soil Log No. 33 10c 4: 71121, 0� �10 o o Soil Type �o� J� Q° ,`10 �° �, + cc o 0 Horizon v° �° ,`o CP 4 o Comments: (Recorded in Inches) O to 4 MS1 0�+�/ Ga A/ C /JUG &02G S to 2 G� M5T SL LO N R007-5 To /2�y� 2 t o Jr G>a 91i15T SD L O N 2 Y s to ,y/�Tra;L MD y /V C l� 57 to // C7 1►�IrrT S D /� 5,1ND 41�62A�/EL Td Zt'� Color: Moisture: Texture: Com action: Mottling: Descri tors: b= Brown dry am= Organic Mot'I Fines Sand ft= Faint fn= Fine u= Blue mst= Moist sd= Sand vs= Very Soft vl= Very Loose di= Distinct me Course Medium u, g= Gray sot= Saturated Is= Loamy Sand so= Soft lo= Loose pr= Prominent cr=gr= Gravelly o o= Orange wet sl= Sandy Loom ms= Med. Soft md= Med. Dense slt= Slight co= Cobbly o a y= Yellow sil.= Silt Loom sf= Stiff de= Dense gl= Gleyed bl= Boulders o'� o k= Block Mottle Shape scl= Sandy Cloy vt= Very Stiff vd= Very Dense cm=Cemented N sp= Spots Loom hr= hlord Boundaries: v= Very a ¢ d= Dark bo= Bonds sicl= Silty Cloy A= Abrupt (<1") x= Ext(emj ly 1= Light st= Streaks Loom C= Clear (1"-2.6") f= Few <2 cn=Common(2-20) me= Medium cl= Cloy Loam G= Groduol(2.6"-5.4") c= Cloy D= Diffuse(>5.4") m= Mony(>20) Olympic Engineering W.Q.: 93-502 3472 NW Byron St. Date:_7/15/96 — Pro*ect: CORBITT SITE Silverdale , WA 98383 On-Site Soils Log Page: of 16 Legal Description: Section 21 Township 23N Range 1W Subdivision: SE 11/4, SW 1/4 __ Logged By: BOB WRIGHT Division: NA Block NA Lot: NA Date Logged: ' Weather while logging: CLR—SUNNY-80+' Soil Log No. .moo Soil Type �< Q .c a o< �< Jc Horizon vo °� wok ° ��' �° �° Comments: (Recorded in Inches) O to 4 no 4� to ( q,vr� to OeAOoAro,"y to to Soil Log No.3- ° Go °c 0) a° Soil Type \o< Horizon v° �° o ° ��' �° �° Comments: (Recorded in Inches) O to 4_ lye oM La N N G l �� &o2G S i u 4- to MST N N C ao 15 to 36 MS s D lr0 N N C SAID Yv��2,4 v�L t o 90 M5T S D LU N N C cq� e o/ s��lti G v�L to Soil Log No. <° Soil Type < Horizon vo �° `° �,° �° �° �° Comments: (Recorded in Inches) O t o to / / D2Y 5 L lra �l A/ 7257;4- 16 to Q 6 NJ5 S D G a �,vs s4 ✓O to to _ Color: Moisture: Texture: Compaction: Mottling: Descriptors: b= Brown dry am= Organic Mot'I Fines Sand _ ft= Faint in= Fine o u= Blue cost= Moist sd= Sand vs= Very Soft vl= Very Loose di= Distinct me= Medium g= Gray sot= Saturated Is= Loamy Sand so= Soft to= Loose pr= Prominent cr= Course gr= Gravelly .� o o= Orange wet sl= Sandy Loom ms= Med. Soft md= Med. Dense slt= Slight co= Cobbly o a y= Yellow sil.= Silt Loam sf= Stiff de= Dense gl= Gleyed bl= Boulders i aa) -a k= Block Mottle Shape scl= Sandy Clay vt= Very Stiff vd= Very Dense cm=Cemented o m sp= Spots Loom hr= Hord Boundaries: _ v= Very Q d= Dark ba= Bonds sicl= Silty Clay A= Abrupt (<1") x= Extremely 1= Light st= Streaks Loom C= Clor (1"-2.6") f= Few (<2) me= Medium cl:= Cloy Loom G= Groduol(2.6"-5.4") cn=Cornmon(2-20) c- Clay D- Diffuse(>5.4") m- Mony(>20) Olympic Engineering W.o.: 93-502 3472 NW Byron St . Date: 7/15 s6 Silverdale , WA 98383 Project: CORBITT SITE On-Site Soils Log Page: 13 of 16 Legal Description: Section 21 Township 23N Range 1W Subdivision: SE 1/4, SW 1 /4 Logged By: BOB WRIGHT D ivision: NA Block NA Lot: NA Date Logged: Weather while logging: CLR—SUNNY-80+' c Soil Log No. iq' 0 Soil Type \°� } Q � Ja c� Horizon G° �° ,`o �,° ��' �° 4�° Comments: (Recorded in Inches) O to UB MST OM LO N C �l O4 to 99 C 4457- GO LO t o GAY,5,e s, NOT.4� fla,e/ZdA r4L- to to c Soil Log No. Soil Type ,��� e,Ja Q ZS �° o °� Horizon vo °� ,`o ° �° Q� Comments: (Recorded in Inches) O to 4 M57 OM L O �/ A/ C DUGS o2G's. to l D C7 MST ,SD GD // N ° SOro7 to /ya 8 s,�niU, C2Al/�L Ta 3�i to to c Soil Log No. _39 ° G° /,Q.'o Soil Type ,�� o� Q �° O O Horizon v° °� o Comments: (Recorded in Inches) © t o 0,P3 M* dM GO N N C /��jG,� Oi2�S t o '�� IleM5T L L O // N �.� s�fi✓� �i a 2� to //O Mir ' "� L O A/ A/ sq�E ,4s 7s& 38 to to Color: Moisture: Texture: Com action: Mottling: Descri tors: b= Brown dry am= Organic Mat'I Fines Sand ft= Faint fn= Fine u= Blue mst= Moist sd= Sand vs= Very Soft vl= Very Loose di= Distinct me= Medium v Gray sot= Saturated Is= Loam Sand lo= Loose pr= Prominent cr= Course C g= y Y so= Soft gr= Gravelly 0 0 a= Orange wet sl= Sandy Loom ms=. Med. Soft md= Med. Dense slt= Slight co= Cobbly o Yellow sil.= Silt Loom de= Dense gl= Gleyed sf= Stiff bl= Boulders (D o k= Black Mottle Shape scl= Sandy Clay vt= Very Stiff vd= Very Dense 1 cm=Cemented D °,n' sp= Spots Loom hr= Hard Boundaries: v= Very Q Dd= Dark bo= Bands sicl= Silty Clay A= Abrupt (<1") x= Extremely 1= Light st= Streaks Loom C= Clear (1"-2.6") f= Few (<2) me= Medium cl= Cloy Loam G= Groduol(2.6"-5.4") cn=Comrnon(2-20) ii c= Cloy D= Diffuse(>5.4") m= Mony(>20) Olympic Engineering W.0.. 93-502 3472 NW Byron St . Date: 7/15/96 Silverdale , WA 98383 Project: CORBITT SITE On-Site Soils Log 9 page: 14 of 16 Legal Description: Section 21 —Township 23N Range 1W Subdivision: SE 1/4, SW 1 /4 Logged By: BOB WRIGHT D ivision: NA Block NA Lot: NA Date Logged: 2 Weather while logging: SLR—SUNNY-80+' c � Soil Log No. �° oc it T e o S a So � 7c�/ } ¢,Horizon ,`° � Comments: (Recorded in Inches D to t a Z' R,t:��_ s 4 4 fA� t° D,� .42XJU�S�17A T/ONE to to c Soil Log No. ¢, o Q) Soil Type Horizon G° °� ,`o �,° ��' �° Q�° Comments: (Recorded in Inches O to L� aB n.4; aNl G0�2GS 4- to / GS LO N C .SOM—Olt A E�A G9sVL � to O R3 Myr .51'G- MD !� C iUaN=�70MUGEn/�atiS� A�11� to // 1tiJST ,4a�/oS i�rrEGL G,�Aa�.D j c�r�e- av to Soil Log No.`s Soil Type ` o Horizon o ° ° ° ° 0 Comments: Recorded in Inches) O to 4- 17t3 �1�T oM LD N �./ C DU�� Or'Gq to 4-8 '-� U N A/ C M in�o,e Zoo TS to 7 e? 1 MST 5 i L- MD Y a C '- t o 2 M5T 5 17 LO N /�/ C o o r- s4� , Ma�TL to R4e_U7,,Y MF-o Color: Moisture: Texture: Com action: Mottling: Descriptors: b= Brown dry am= Organic MOO Fines Sand ft= Faint fn= Fine u= Blue mst= Moist sd= Sand vs= Very Soft vl= Very Loose di= Distinct me cr= Course Medium a, g= Gray sot= Saturated Is= Loomy Sand so= Soft lo= Loose pr= Prominent o o= Orange wet sl= Sandy Loom md= Med. Dense sit= Slight gr= Gravelly g Y ms= Med. Soft co= Cobbly o Q y= Yellow sil.= Silt Loom sf= Stiff de= Dense gl= Gleyed bl= Boulders a� k= Black Mottle Shape scl= Sandy Cloy vt= Very Stiff vd= Very Dense cm=Cemented o sp= Spots Loom hr= Hord Boundaries: v= Very d= Dark ba= Bands sicl= Silty Cloy A= Abrupt (<1") x= Extremely 1= Light st= Streaks Loam C= Clear (1"-2.6' f= Few (<2) me= Medium cl= Cloy Loom G= Groduol(2.6"-5.4••) cn=Common(2-20) c= Cloy D= Diffuse(>5.4••) m= Many(>20) Olympic Engineering W.O.: 93-502 3472 NW Byron St. Date:�15/96 Silverdale , WA 98383 Project: CORBITT SITE On-Site Sods Log Page: /5 of 16 _ 9 _ Legal Description: Section 21 Township 23N Range 1W Subdivision: SE 1/4. SW 1 /4 Logged By: BOB WRIGHT Division: NA Blocl< NA Lot: NA Date Logged: Weather while logging: CLR—SUNNY-80+' c � Soil Log No.¢3 o � o Soil Type Horizon ,` �, � �° �° Comments: (Recorded in Inches) o to 4 sT o M �v N rl G DUB aX-'�s 4- to 3e M,2-r Le,,- 1,O N Al C lclm5 s.4-Alp ro Gs 3�j to -1 MST P Mr2 A/ /✓ C CLE,4n/ MAT/L. to / / J� L MDO C GA -�i2 Or sow Si E T. oCCL(/S/re� to Soil Log No. 44- qJ o o, o< Soil Type ° � ��� Q ' � •� F o 0 Hor (Recorded n°Inches) �° �° �� ° Q� 4� Comments: D to 1457 o M N /S/ C dr<G s to 09 o M5% G L 0 A/ /1/ C- '-/N,-'F ��AIR Of/ 5/G T to l'o Mqr c✓-L2 L 0 N A/ C- �/NE 6 v PoDeed ,2�c Gr�4o,�D to l DS C M5T to Soil Log NoA� ° oc qJ Soil Type Horizon a° � ° (Recorded in Inches) U° A" ' d Q� '� Comments: D to 4- MST L o N Al C & 01;F,9 S t o z DY G2,4114�L LO N t0 t0 t0 Color: Moisture: Texture: Compaction: Mottling:. Descriptors: b= Brown dry am= Organic Mat'I Fines Sand ft= Faint fn= Fine 3 u= Blue mst= Moist sd= Sand vs= Very Soft vl= Very Loose di= Distinct me= Medium n Croy sot= Saturated Is= Loom Sand lo= Loose pr= Prominent cr= Course c u 9= Y Y so= Soft gr= Gravelly .9 o o= Orange wet sl= Sandy Loom ms= Med. Soft md= Med. Dense slt= Slight co= Cobbly o a y= Yellow sil.= Silt Loom sf= Stiff de= Dense gl= Gleyed bl= Boulders r (D k= Block Mottle Shope scl= Sandy Cloy vt= Very Stiff vd= Very Dense n ` -o Y cm=Cemented S o N sp= Spots Loam hr= Hord Boundaries: _— v= Very d= Dark bo= Bonds sicl= Silty Clay A= Abrupt (<1") x— Extremely 1= Light st= Streaks Loom f= Few <2 C= Clear (1"-2.6") ( ) 6 me= Medium ci= Cloy Learn G= Groduol(2.6"-5.4") cn=Common(2-20) c Cloy D- Diffuse(>5.4") rn Mony(>20) is En ineerin w.0.. 93-502 Olym p g g 3472 NW Byron St . Date: 7/15 96 Project: CORBITT SITE Silverdale , WA 98383 On-Site Soils Log page: 16 of 16 Legal Description: Section 21 Township 23N Range Subdivision: SE 1/4, SW 1Z4 Logged By: BOB WRIGHT Division: NA Block NA Lot: NA Date Logged: Weather while logging: CLR—SUNNY-80+' c � Soil Log No.� 0 Soil Type \o< 11§ Horizon vo °� o ° �-�' �° �° Comments: (Recorded in Inches O to � r oivl t�0 N C Dl/ 8c 0�2�5' to 60 �L L� /�l A/ G iv G2 /ua t o G MST 5� LO N n/ C � ' ^� p oY GIZA9D C eb q)L Y C7�PA 5D to to Soil Log No. V a°�° o Soil Type �J o Horizon vo �° moo+ �,° �° �° Q�° Comments: (Recorded in Inches) O to ti15T o/%1 Lo �/ N C rav,�,c 8r ores G-4 G/NE2 - I TSD � U /v /� C CCoD,A42�5s��2 5 L� to 42i 44 to / G* G'� to //2 �5T C ofil to Soil Log NoA& �.° o e. a° Soil Type 0°� �� Q ,��' ,�c Horizon v Comments: (Recorded in Inches) d to flS M�5 o G o N N C DUB otz� to ?113 La Loto rir <�-p LO /� /w�/ t° /�/,r✓-T6 b li� 'A/ ,Y 67�� S/L T LA�/E2 Ta 0 771/C/<' to Color. Moisture: Texture: Com action: Mottlin Descriptors: b= Brown dry am= Organic Mat'I Fines Sand ft= Faint fn= Fine u= Blue mst= Moist sd= Sand vl= Very Loose di= Distinct me = Medium vs= Very Soft y r= Prominent cr= Course a u, g= Gray sot= Saturated Is= Loomy Sand so= Soft lo= Loose P — gr= Gravelly .� o o= Orange wet sl= Sandy Loom ms= Med. Soft md= Med. Dense slt= Slight co= Cobbly o a y= Yellow sil.= Silt Loom de= Dense gl= Gleyed sf= Stiff bl= Boulders a; k= Black Mottle Shape scl= Sandy Clay vt= Very Stiff vd= Very Dense cm=Cemented So N sp= Spots Loom hr= Hard Boundaries: v= Very d= Dark bo= Bands sicl= Silty Cloy A= Abrupt (<t ') x= Extremely < 1= Light st= Streaks Loom C= Clear (1"-2.6") f= Few (<2) me= Medium cl= Clay Loam G= Graduol(2.6"-5.4") cn=Common(2-20) c= Clay D_ Difhase.(>5.4") m-- Many(>20)