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Home My WebLink AboutLUA-08-081_Misc 3Denis Law C· f • ___ ~M:ay:or _ ... __ "",,,,,,~. r )( 'ji,;t:-0 ~t.. _-.-- May 6, 2010 Kathi Bresler .J~JJIDlf1 Department of Community and Economic Development Alex Pietsch, Administrator Church Development Consultants 3623 -324'h Avenue SE Fall City, WA 98024 _ RE: New Life Church LUA08-081, ECF, SA-A City Acceptance of Surety Device for Stream and Wetland Maintenance and Monitoring Dear Ms. Bresler: This letter is to confirm City of Renton's receipt of an Assignment of Funds in the amount of $27,500.00 to cover the cost of a minimum five years of successful maintenance and monitoring. The money was received by the City on April 12, 2010. After installation of the approved planting plan for wetland and stream mitigation, please have your contracted biologist submit a letter verifying that the mitigation installation complies with the approved Final Wetland Buffer Mitigation Plan and the Final Mitigation and Maintenance and Monitoring proposal for Madsen Creek stream buffer. If any portion of the installed mitigation is different then the approved plan, please have your biologist submit an "as built" plan set with the compliance letter and a biological justification for the changes to the approved plan. Once the mitigation installation has been verified as consistent with the approved mitigation plans by the project biologist and City project manager, your minimum 5;year maintenance and monitoring period will begin. The City will provide the applicant with a letter identifying the required submittal date for the first monitoring report. llook forward to receiving verification of the wetland and stream-plantings and fence installation. If you have any questions, please feel free to contact me at (425) 430-7314. Sincerely, ~/1~N)Q--{)L Vanessa Dolbee (Acting) Senior Planner ce: New Life Church / Owner(s) Ivana Halversen, Contact Renton City Hall • 1055 South Grady Way • Renton, Washington 98057 • rentonwa.gov TECHNICAL INFORMATION REPORT Proposed New Life Christian Church Building Additions King County, Washington Our Job No.11706 :;"'1 . TECHNICAL INFORMATION REPORT Proposed New Life Christian Church Building Additions SWC -Renton-Maple Valley Highway (SR-169) and 152nd Avenue S.E. King County, Washington p~N\\'lG ~~~~£1'.r\~< O\.I l' . R~CE.\'-Jt.\) Prepared for: Church Consultants P.O. Box 1526 Duvall, WA 98019 October 10, 2008 Our Job No. 11706 CIVIL ENGINEERING, LAND PLANNING. SURVEYING. ENVIRONMENTAL SERVICES 1821572NDAvENUESOUTH KENT, WA 98032 (425)251-6222 (425)251-8782FAX BRANCH OFFICES • OLYMPIA, WA • TEMECULA. CA • WALNUT CREEK. CA www.barghausen.com TABLE OF CONTENTS 1.0 PROJECT OVERVIEW Figure I _. Technicallnfonnation Report (TIR) Worksheet Figure 2 -Site Location Figure 3 -Drainage Basins, Subbasins, and Site Characteristics Figure 4 -Soils Map 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 3.0 OFF-SITE ANALYSIS 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN A. Existing Site Hydrology B. Developed Site Hydrology C. Performance Standards D. Flow Control System E. Water Quality System 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN 6.0 SPECIAL REPORTS AND STUDIES 7.0 OTHER PERMITS 8.0 CSWPPP ANALYSIS AND DESIGN 9.0 BOND QUANTITIES, FACILITY SUMMARIES AND DECLARATION OF COVENANT 10.0 OPERATIONS AND MAINTENANCE MANUAL 11706.019.doc 1.0 PROJECT OVERVIEW 1.0 PROJECT OVERVIEW The proposed New Life Christian Church is located on a site that is approximately 55.14 acres in size located within a portion of Section 23, Township 23 North, Range 5 East, Willamette Meridian, King County, Washington. More particularly, the site is located on the southwest comer of SR-169 and 152nd Avenue S.E.. on a previously developed site that has an existing church, parking facility, and school hall, including catch basin, collection, and pipe conveyance system draining to a wetJdetention pond and biofiltration swale prior to discharge into Madsen Creek The existing topography of the site is such that the site tends to drain in a northerly direction at a fairly constant rate toward the right-of-way of SR-169, where runoff is collected in a pond prior to discharge to the right-of-way. The existing detention pond will be modified and expanded to provide adequate detention and water quality volume for the existing and new expansion for this project. There is an existing low flow stream passing through the site known as Madsen Creek, which drains a very large upstream basin of 1,790 acres up on the Plateau and Fairwood area of the City of Renton. The low flows from the upstream basin, less than 40 cfs, are routed through Madsen Creek, which passes directly through the center of the site. Flows in excess of 40 cfs are bypassed along the western property line of the proposed development area and course separately from Madsen Creek as it now stands. Please refer to the off-site analysis in Section 3.0 of this report for an exact explanation of the downstream drainage course and upstream basin for this project site. In addition, the upstream basin is further delineated in Section 4.0 of this report as well as under the detention sizing criteria information contained within Section 4.0 of this report as well. The 17.5-acre upstream basin contributing runoff to this project site under existing conditions considered to be all forested area on the steep slope on the south side of the project site is still yielding less than 50 percent of the 100-year peak runoff rate compared to the developed site 100-year peak runoff rate even modified to be a smaller area since only a portion of it is being redeveloped; therefore, this upstream basin, which contributes immediately to the project site, not Madsen Creek initially, can be routed through the detention system and the orifices modified subsequent to the routing. Please see SectIOn 4.0 of this Preliminary Technical Information Report for the sizing criteria used and the calculations perfonned to size this wetJdelention vault for the project site. 1l706.019.doc FIGURE 1 TECHNICAL INFORMATION REPORT (TIR) WORKSHEET King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Project Owner Church Consultants Address P.O. Box 1526, Duvall, Washington Phone Project Engineer Ali Sadr Company Barghausen Consulting Engineers, Inc. Address/Phone 18215 -72nd Avenue South Kent, WA 98032/ (425) 251-6222 D Subdivision HPA D Short Subdivision lSI Grading lSI Commercial D Olher D lSI D D D D Community Renton Drainage Basin Cedar River River Stream Madsen Creek Critical Stream Reach Depressions/Swales Lake Steep Slopes Project Name New Life Christian Church Building Additions Location Township 23 North ~~~~--------------~ Range 5 East Section 23 D DFW HPA D Shoreline Management D COE 404 lSI Rockery D DOE Dam Safety D Structural Vaults lSI FEMA Floodplain D Other _____ _ D COE Wetlands D Floodplain D Wetlands D Seeps/Springs D High Groundwater Table D Groundwater Recharge D Other 11706.019.doc Soil Type Puyallup Newberg o Additional Sheets Attached REFERENCE o o o o o Additional Sheets Attached Slopes Part"9' ·';'sc ~Q'" ·Udle.-..l'TS"';; , ...• ' .. '1'.............. ..... , ... +....... . .'. . . . '" .. ; .••..... ,!. ;>.~. ;'; ·.··.;·,l't.· . . • ' .. MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION [8J Sedimentation Facilities IZI Stabilized Construction Entrance IZI Perimeter Runoff Control o Clearing and Grading Restrictions IZI Cover Practices IZI Construction Sequence o Other 0 Grass Lined Channel 0 Tank IZI Pipe System 0 Vault 0 Open Channel 0 Energy Dissipater IZI Dry Pond 0 Wetland IZI Wet Pond IZI Stream Brief Description of System Operation Catch basin collection to Facility Related Site Limitations Reference Facility limitation Erosion Potential Erosive Velocities LIMITATION/SITE CONSTRAINT 0 0 0 0 0 MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION Stabilize Exposed Surface Remove and Restore Temporary ESC Facilities Clean and Remove All Silt and Debris Ensure Operation of Permanent Facilities Flag Limits of SAO and Open Space Preservation Areas o!her ________________________________ ~ Infiltration Method of Analysis Depression KCRTS Flow Dispersal Compensation/Mitigation Waiver of Eliminated Site Storage Regional Detention Level 3 Flow Control with both dead and live 11706.019.doc o Cast in Place Vault o Retaining Wall I)lJ Rockery > 4' High o Structural on Steep Slope o Other o o o o o Drainage Easement Access Easement Native Growth Protection Easement Tract Other I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowfedge the provided here is accurate. It) -/0-09 1l706019.doc FIGURE 2 SITE LOCATION VICINITY MAP SOURCE: THE THOMAS GUIOE (USEO BY PERMISSION) SEE W'" 1 Sf 11VTH Sf 2 158l1f "-Sf 3 SE Ins:!' ST , t58JM J:II So( NORTH FIGURE 3 DRAINAGE BASINS, SUBBASINS, AND SITE CHARACTERISTICS (.') '0 :,~ ,~, :!J \) ~ if F~ i;'i ~~: c. L., :;-W.,,,,,"I ,.;, '"YG;I>'."»'>1, 1r.)H1lHO ~UI'1 ItUlN N'f1d 3O\fN/'f'\I(] MlOlB CJo/Y O~ AI:IVNn13l.W .... '. esOl6 VM 'NO.lN3\I ';is ~.,. ONl:SlIUSI fPijf'lHO 3,ln M:tl i,-~ g ""-".-;;.~ ... ,~ '''--. .... -.. . ... - I , ' .. X¥J ~l8-lm~.) tzn-lmm) ltOH VIA '00)1 HJ/IOS lt1/&1Y QH:t£ ',Z'IIl "-" ,.,~ ...... ' / . ...... . " / / . ... ~'. FIGURE 4 SOILS MAP SOILS MAP ' __ 68M ~"'-4% A~C" 0_":::: ~:: :"_- NORTH 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.1 Analysis of Core Requirements Core Requirement No. I: Discharge at the Natural Location. Response: This project will discharge at the natural located as it does under existing conditions with very little change to the discharge rate, location, and peak after development. Core Requirement No.2: Off-Site Analysis. Response: Please refer to Section 3.0 of this report for the off-site analysis prepared for this development. Core Requirement NO.3: Flow Control. Response: As delineated in the Level I Off-Site Drainage Analysis, Level 2 Flow Control is the required flow conlTol for this project site. However, Level 3 Flow Control is being provided. Core Requirement No.4: Conveyallce System. Response: The conveyance system for this project site will be sized consistent with the 2005 King County Surface Waler Design Manual such that the Rational Method will be used to size the conveyance elements since less than 10 acres of the new developed site contribute to anyone conveyance system element. Core Requirement No.5: Temporary Erosion and Sediment Control. Response: This project will concur with all erosion and sediment control measures required by the 2005 King County Surface Water Design Manual (KCSWDM) as delineated in Appendix D of this manual. Clearing limits will be specified, cover measures will be instituted, perimeter protection will be installed, and traffic areas will be stabilized everyday after work is completed by sweeping the streets of any sediment deposited. Sediment retention will occur on site in the form of a sediment pond for each developed area, etc. Core Requirement No.6: Maintenance and Operations. Response: This project will concur with all maintenance and operations requirements of the City of Renton. Core Requirement No.7: Financial Guarantees and Liability. Response: This project will concur with all financial guarantees and liability requirements of the City of Renton. 11706.019.doc Core Requirement No.8: Water Qualily. Response: This project requires Basic Water Quality treatment and the proposed method of treating runoff from this project site will be by wet pond located as dead storage below the live storage in the pond proposed with this development 2.2 Analysis of Special Requirements Special Requirement No. I: Other Adopted Area-Specific Requirements. Response: There are no other area-specific requirements for this project site as delineated in the 2005 KCSWDM. 11706.019.doc 3.0 OFF-SITE ANALYSIS LEVEL 1 OFF-SITE DRAINAGE ANALYSIS Proposed New Life Christian Church Building Additions SWC -Renton-Maple Valley Highway (SR-169) and 152nd Avenue S.E. King County, Washington Prepared for: Church Consultants P.O. Box 1526 Duvall, WA 98019 November 9,2005 Our Job No. 11706 IEY.PlRES 10110/&,0 CIVIL ENGINEERING. LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES 1821572NDAvENUESOUTH KENT. WA 98032 (425)251-6222 (425) 251-8782 FAX BRANCH OFFICES • OLYMPIA, W A • TEMECULA, CA • WALNUT CREEK, CA www.barghausen.com TASK I TASK 2 TASK 3 TASK 4 TABLE OF CONTENTS STUDY AREA DEFINITION AND MAPS EXHIBIT A Vicinity Map EXHIBIT B EXHIBITC Downstream Drainage Map Upstream Basin Map RESOURCE REVIEW EXHIBIT D FEMA Map EXHIBIT E Sensitive Areas Folios EXHIBIT F SCS Soils Map EXHIBIT G Assessor's Map EXHIBIT H Wetland Inventory Map EXHIBIT I Basin Reconnaissance Summary Report FIELD INSPECTION EXHIBIT J Off-Site Analysis Drainage System Table 3.1 Conveyance System Nuisance Problems (Type I) 3.2 Severe Erosion Problems (Type 2) 3.3 Severe Flooding Problems (Type 3) DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS EXHIBIT K Drainage Complaints 1l706.002.doc TASKl STUDY AREA DEFINITION AND MAPS TASK 1 STUDY AREA DEFINITION AND MAPS The proposed New Life Christian Church is located on a site that is approximately 55.14 acres in size located within a ponion of Section 23, Township 23 North, Range 5 East, Willamette Meridian, King County, Washington. More particularly, the site is located on the southwest comer of SR-169 and 152nd Avenue S.E., on a previously developed site that has an existing church, a parking facility, and school hall. The existing topography of the site is such that the site tends to drain in a northerly direction at a fairly constant rate toward the right-of-way of SR-169. There is an existing detention pond located in the northeast comer of the property, which will be filled in with a new underground detention vault installed in the same location. The Technical Information Repon (TIR) for the original design for this Renton Assembly of God now known as Renton New Life Christian Church dated February 7, 1992, revised June 3, 1993, with a final revision of June 29, 1993, is attached to the TIR for this new development on the same project site. Please refer to that document for a funher description of the existing conditions on the project site. The proposal for the new development, a portion of which is considered redevelopment of this project site, is to construct a new church building, additional parking with two stormwater quality detention ponds, one being a pond and one being an underground vault located in the northwest and nonheast comerS of the project site. The total relief across the site is approximately 75 feet. All existing buildings in this development will remain intact and untouched; however, portions of the existing parking lot will be demolished to construct a new church building. UPSTREAM DRAINAGE ANALYSIS Based on the USGS quad map, our site visit, the original TIR prepared for this project in 1993, and a topographic survey prepared for the project, it appears that there is upstream flow onto and through the site. This upstream flow will be divided into two separate basins. The first is the basin from Madsen Creek, which has two separate drainage courses, one for any peak runoff rate less than 40 cfs that tends to course through the site. Any of the peak runoff rate in excess of 40 cfs has its own separate channel based on a diversion structure located at a regional detention and sedimentation facility located on the southwest comer of the project site. Madsen Creek has an upstream basin of approximately 1,490 acres, and the site itself has an all-woods upstream basin of approximately 17.5 acres. The Fairwood Golf Course consists of part of the upstream basin from Madsen Creek. Please refer to the upstream basin maps in this section of the repon for a further description of how the upstream basins are configured for this project. In addition, you can refer to the TIR prepared in June 1993 by Urban Design, Inc., which describes the upstream basins in further detaiL I t706.002.doc EXHIBIT A Vicinity Map VICINITY MAP SOURCE: THE THOMAS GUIDE (USED BY PERMiSSION) SEE '¥., 1 S£ 1l"CMK ~T Z lS8lH I'l Sf 1 Sf InSf n .. 156111 Nt SE NORTH EXHIBITB Downstream Drainage Map "'''', " I~ , ~. • _,J....--_. -.-~ .. -. ------- • , - I .~ /ff ~ - ~ I , • i I , , " i ' 1: I i ... I ..;-- , ! I \ \ • v "? ........ . .. ' EXHIBIT C Upstream Basin Map ~ ,;;,"' NlAO,StN ~iL- 14~o Itc,~ , 11\ P .) 11l.~ h1 f;;.":;, J ,.; " TASK 2 RESOURCE REVIEW TASK 2 RESOURCE REVIEW • Adopted Basin Plans: The site is ultimately part of the Cedar River Basin, but initially drains to Madsen Creek. • Finalized Drainage Studies: A finalized drainage study was prepared for this project in 1993 by Urban Design, Inc., and is attached to the TIR under Section 6.0 -Special Reports and Studies. Please refer to that document for further descriptions of the existing conditions at the project site. • Basin Reconnaissance Summary Report: The site is located in the Cedar River Basin. Part of the Cedar River Basin reconnaissance summary report is to construct a channel from Madsen Creek after it crosses underneath SR -169 and cOllrses through on the north side of the highway toward the Cedar River. Based on the site visit performed in October 2005, even through the channel is thickly vegetated it appears that it has been constructed. This was done to alleviate flooding in the downstream drainage basin. It is difficult to say how much was constructed as the vegetation was so thick that the channel could not be viewed. • Critical Drainage Area Maps: According to the water quality applications map and the 2005 King County, Washington Surface Water Design Manual (KCSWDM), Basic Water Quality Treatment is required. According to the flow control applications map, also in the KCSWDM, Conservation Flow Control, known as Level 2 Flow Control, is required as a minimum. • Floodplain and Floodway FEMA Maps: Please see the enclosed Exhibit D -FEMA Map utilized for this analysis (Panel No. 984 of 1,725, Map No. 53033C0984 F, revised May 16, 1995). As indicated by this map, the proposed project docs not lie within a floodplain or floodway of a stream. • Other Off-Site Analysis Reports: A review of Exhibit I -Basin Reconnaissance Summary Report, and a site investigation was conducted in preparation of this Level I Off-Site Drainage Analysis. The U.S. Department of Agriculture Soils Conservation Service soils map is also provided (see Exhibit F). • Sensilive Areas Folios: Based on a review of the King County sensitive areas map folios. it was found that the subject site does lie within a sensitive area. Madsen Creek is a fish-bearing stream, the slopes above the project site are erosion hazard areas, the slopes above the project site are landslide hazard areas, and the site is located in a seismic hazard area. • Road Drainage Problems: This is not applicable. • United States Department of Agriculture King County Soils Survey: Based on our review of the soils map for this area, the entire site lies within Newberg and Puyallup type soils. which are both considered till type soils. • Wetland Inventory Map: The wetland inventory map for this area has been reviewed and it was determined that there are no wetlands inventoried on the project site. An existing wetland on the Aqua Barn site, immediately east of the project site, is inventoried in the wetland inventory map; however, it was not on the site. • Migrating River Studies: This is not applicable. I I706.002.doc EXHIBITD FEMAMap " eFF[CTIVE OATE(SIOF REVISION{SI10 lHlS PANEl: flevised May 16. 1995 10 updata map 'ormal. ITo detour"ne if flood insurance ts available, contact an irlsurance agent or I cdillhe UaltorW Flood InSUIance Pro9fam at (8001638-6620. I • APPROXIMATE SCALE IN FEET 500 E3 o ES 50n I NATIONAL flOOD INSURANCE PROGRAM flOOD INSURANCE RAlF MAP KING COUNTY, WASHINGTON AND INCORPORATED AREAS PANEL 984 OF 1725 (SEE MAP INDEX FOR PANELS NOT PRINTED) KING cOUmY. UNINCORf>ORATfD AREAS 530011 0B84 f RENTON, CITY OF 530008 0984 F MAP NUMBER 53033C0984 F MAP REVISED: MAY 16,1995 Federal Emergency Management Agency lID CHICAGO o PACIFIC SlTE FEMA MAP 23 SOUTHEA: NORTH 112 0 MIlE COAL MINE HAZARD AREAS NORTH SOURCE: 1990 KING COUNlY SENSInVE AREAs FOliO 1/2 0 "LO SEISMIC HAZARD AREAS NORTH SOURCE: 1990 KING COUNTY SENSITIVE AREAS FOLIO +~--~---.• ~ j 112 0 MI." LANDSLIDE HAZARD AREAS NORTH SOURCE: 1990 KING COUNTY SENSITIVE AREAS Fouo 112 0 ""-E EROSION HAZARD AREAS NORTH SOURCE: 1990 KING COUNTY SENSITIVE AREAS FOlIO 1/2 0 "'-, STREAMS AND FLOOD HAZARD AREAS NORTH SOURCE: 1990 KING COUNTY SENSITIVE AREAS FOLIO 1/2 0 hlLE @ n t \ '.~~ ............. WETLANDS NORTH SOURCE: 1990 KING COUNTY SENSITIVE AREAS FOLIO EXHIBITF SCS Soils Map SOILS MAP NORTH EXHIBITG Assessor's Map @ GCOUNTY IRTMENl o • .6.SSESSMfNTS t~ I'" "'1' SW 23-23-05 --~-.::.::-" '''-:::~:::::-- ~ .. + _'n_~ . , ,,-- ,,' ~~~ .. " .d1-----L: ~.; '. -··~l- l ' L___---==-t ' ASSESSOR'S MAP NORTH EXHIBITH Wetland Inventory Map Photo Date: 5-8Q North A Approx. Scale: 1" = 200' WETLAND: Lower Cedar River 17 LOCATION: SW Sf 23-23-5 COMMUNITY PLAN AREA: BASIN OR DRAINAGE: Soos Creek Cedar River INVENTORY DATE: 7-27-81 ACREAGE: 1.6 CLASSIFICATION: Fish and Wildlife Service Common Name NOTE: F-fH5 PA81 Palustrine, Emergent, Narrow- leaved Persistent (Cattail) Palustrine, Aquatic Bed, persistent Shallow Harsh Deep Harsh The ~ttand edge shown abo~ 1$ apprOximate. In m.3lr~es. ponds or Jakes. ttle transition from standing w.ter to uplandS Is u$UaJlV d..... However. the edfeS ot forestod or scrub/sh rub wetl-,ds are Jess dbtJnc:t. There, the Chaft911 from wetNtld to upl,.nd often occurs (rolle, a broad ar .. ~Ied the "'1ransltlon zon ..... FOI ill discussion. see Wehncl ptants 0' Khq C ....... y aoct the Putet Souncl LowtaIHU and "Guidelines for King County Wetlands." Lower Cedar River 17 OBSERVED SPECIES: {refer to list in Appendix 11 Trees: AR Herbs: YP, ZP, n Shrubs: 5X SedgesiRushesiGrassfFern: L M Birds: GH. MA. KD. V5, 8S, R8. 55, GF Madmals: Fish: Other: RARE/ENDANGERED/THREATENED SPECIES: (refer to list in Appendix 2) Recorded/Obsened: Potential: SIGNIFICANT HABITAT FEATURES: OUTLET: Type: Overland Undefined Condition: Outfl_ enters: POTENTIAL STORAGE: Existing Active: Potential Actjye: I ac. ft. I ae. ft. GENERAL OBSERVATJONS: Horse pasture surrounding. LAND EVALUATION SUMMARY: Data was collected in the five cat.,.ies shown below. Within each category the data was evaluated to produce numerical values. Composite values for each category were produced in order to compare each wetland to other 'Netlands in its sub-basin and in King County. The R!Jsult of that comparison W8$ a percentile rank. The percentile is e"pressed on a scale of one hundred and indicates the percent of wetlands mat scored equaf to or betow that particular site. Fo,. .)!;ample, a percentife rank of 80 under sub-basin meens that the wedand scored equal-to or better than 80 pereent 01 all sites within the sub-basin for that evaluation category. NOTE: The percentile ranks are v..tid only within the individual evaluation category and are intended solely 10f" reference and compadson_ Evaluation Category Hydrology: l\lnoff storage potential, water" quality, potential 'Of'" minimizing damage in downstream are&$ Biology: quafity of habitat. abundance and diversity 01 plant and animal species Visual: diversity and con1ran of wetland and sunounding vegetation, surrounding landfonns Cultural: types of access, Pl'C»CHnity to schools/institutions, overall environmental quality Economic: presence of agriculture/peat extraction. anadromous or game fish, game birds or mammals of commercial value WETLAND RATING: Rank !by percentile) Sub-bosin County-wide 2 8 J8 40 76 57 77 62 69 51 Each weeland was assigned one of three possible-wetland ratings. The wetland ratings were detennined by examining the scores of selected ;--ntory tesks, spedfic: data or percentile rank$ for indivKtual evafuation categories. The criteria used to assign the" wetland railings are ~ in the Introduction. For each rating a number of specific gu idelines for new devetopment in OJ" adjacent to wetlanch were pr.pared. idefines ate intended to assist in canying out King County's Sensitive Areas Ordinance and other wettand policies.. They are included in a ...... __ at. nrport titled "Guidelines for King County Wetlands". Wetland. Rating: 2 ) EXHIBIT I Basin Reconnaissance Summary Report RECONNAISSANCE REPORT NO. 13 LOWER CEDAR CREEK BASIN JUNE 1987 Nalural Resoun:es and Parks Division and Surface Waler Managemenl Division King Counfy, Washington Department of Public Works Don laBelle, Director King County Executive Tim flill King County Council Audrey Gruger, District 1 Cynthia Sullivan, District 2 Bill Reams, District 3 Lois North, District 4 Ron Sims, District 5 Bruce Lain& District 6 Paul Barden, District 7 Bob Grieve, District 8 Gary Grant, District 9 ~ Planniog and Rerources Joe Nagel, Director Surfaa: Water Management Division Joseph J. Simmler, Division Manager Jim Kramer, Assistant Division Manager Dave Clark,. Manager, River & Water Natural Resources and Parks Division Russ Cahill, Division Manager Dill Jolly, Acting Division Manager Derek Poon, Chief, Resources Planning Section Bill Eckel., Mcmager~ Basin Planning Program Resource Section Larry Gibbons, Manager, Project Management and Design Section Contributing Starr Doug Chin, Sr. Engineer Randall Parsons, Sr. Engineer Andy Levesque, Sr. Engineer Bruce Barker! Engineer Arny Stonkus, Engineer Ray Steiger, Engineer Pete Ringen, Engineer Consulting Starr Don Spencer, Associate Geologist, Earth Consultants, rnc. John Bethel, Soil Scientist, Earth Consultants, rne. P:CR Contributing Staff Ray Heller, Project Manager & Team Leader Matthew Clark, Project Manager Robert R. Fuerstenberg, Biologist & Team Leader Mac thew J. Bruengo, GeOlogist Lec Benda, Geologist Derek Booth, Geologist Dyanne Sheldon, Wetlands Biologist Cindy Baker, Earth Scientist Di Johnson, Planning Support Technician Robert Radek, Planning Support Technician Randal Bays, Planning Support Technician Fred Benller, Planning Support Technician Mark Hudson, Planning Support Technician Sharon Clausen, Planning Support Technician David Truax, Planning Support Technician Brian Vanderburg, Planning Support Technician Carolyn M. Byerly, Technical Writer Susanna Hornig, Technical Writer Virginia Newman, Graphic Artist Marcia McNulty, Typesetter Mildred Miller, Typesetter Jaki Reed, Typesetter Lela lira, Office Technician Marty Cox, Office Technician TABLE OF CONTENTS '-SUMMARY II. INTRODUCTION III. FINDINGS IN LOWER CEDAR RIVER BASIN A. Overview of Basin B. Effects of Urbanization C. Specific Problems l. Drainage and flooding problems 2. Damage to property 3. Destruction of habitat IV. RECOMMENDATIONS FOR ACTION V. A. Reduce landslide hazards B. Reduce erosion and flooding C. Prevent future erosion and flooding with appropriate analysis, planning, and policy development D. SlOP present (and prevent future) damage to habitat by addressing specific problems in stream systems MAP APPENDICES: APPENDIX A: Estimated Costs APPENDIX B: Capital Improvement Project Ranking APPEDDIX C: Detailed Findings and Recommendations 1 I 2 2 4 5 5 6 6 7 7 7 8 8 !l A-I B-1 C-I L SUMMARY The Lower Cedar River Basin, in southwest King County, is unique in its development pat- terns and the associated environmental problems that appear throughout the basin. Except for the city of Renton and areas on the Cedar River Valley floor, most of the development in the basin has occurred on the upland plateaus. Most of this development is recent and primarily residential. In addition, the plateau is the site of numerous sand and gravel mining operations and, in the southern uplands, an abandoned coal mine. Peat is also being mined nonh of Otter Lake. In some areas livestock are being raised on small farms; there are no major crop-related agricultural activities in the basin. The effects of development are most apparent where storm drainage is routed over the valley walls. ImpeJVious surfaces oa the plateau """" increased the rate and volume of storm ruooff. resulting in substantial erosion, siltation, and flooding below_ In addi- tion, erosion and siltation """" damaged or destroyed habitat in many tributaries, threatening the survival of fish. Habitat and water quality throughout the basin are also threatened by the filling of wetlands and the presence of large amounts of domestic traSh in some streams. The reconnaissance team noted that the Peterson Creek system has so far remained in its natural, nearly pristine condition. Maintaining this quality should be a high priority in future basin planning capital project programs. Recommendations in the Lower Cedar River Basin include 1) designing and constructing appropriately sized RID and other drainage facilities; 2) establishing stricter land use policies regarding floodplains, wetlands, and gravel mining; 3) conducting more detailed and comprebcosive b}drauliclb}drologic analyses of proposed developments; and 4) preventing damage to the natural drainage system. The field team also recommends 5) restoring tbe habitat of several tributaries (e.g., cleaning gravels, revegetating stream banks, and diversifying streambeds for spawning and rearing) as well as 6) protectiag the nearly pristine quality of PetelliOll Creek- U. lNTRODUCTION: History and Goals of tbe Program P:LC In 1985 the King County Council approved funding for the Planning Division (now called the Natural Resources and Parks Division), in coordination with the Surface Water Management Division, to conduct a reconnaissance of 29 major drainage basins located in King County. The effort began with an initial investigation of three basins --Evans, Soos, and Hylebos Creeks --in order to determine existing and potential surface water problems and to recommend action 10 mitigate and prevent these problems. These initial investiga. tions used available data and new field observations to examine geology, hydrology, and habitat conditions in each basin. Findings from these three basins led the King County Council to adopt Resolution 6018 in April 1986, calling for reconnaissance to be completed on the remaining 26 basins. The Basin Reconnaissance Program, which was subsequently established, is now an important ele- ment of surface water management. The goals of the program are to provide useful data "'ith regard to 1) critical problems needing immediate solutions, 2) basin characteristics for use in the preparation of detailed basin management plans, and 3) capital costs associated with the early resolution of drainage and problems. The reconnaissance repons are intended to provide an evaluation of present drainage con- ditions in the County in order to transmit information to policymakers to aid them in developing more detailed regulatory measures and specific capital improvement plans. They are noC intended to ascribe in any conclusive manner the causes of drainage or erosion I Lower Cedar River Basin (continued) problems; instead~ they arc to be used as initial surveys from which choices for subsequent detailed engineering and other profession,al environmental analyses may be made. Due to Ihe limited amounl of lime available for the field work in each basin, the reports must be viewed as descriptive environmental narralives rather than as final engineering conclusions. Recommendations contained in each report provide a descriplion of potential mitigative measures for each particular basin; these measures might provide maximum environmental proteclion through capital project construclion or development approval conditions. The appropriate extent or such measures will be decided on a case-by-case basis by County of(i- cials responsible for reviewing applications for permit approvals and for choosing among competing projects for public construction. Nothing in the reports is intended to substitute for a more thorough environmental and engineering analysis possible on a site-specific basis (or any proposal. ID_ FlNDlNGS IN LOWER CEDAR RIVER BASlN P:LC The field reconnaissance of Lower Cedar River Basin was conducled in January 1937 by Robert R. Fuerstenberg, biologist; Bruce L ilarker. engineer; and Lee Benda, geologist. Their findings and recommendations are presented here. A. Overview or Lower Cedar River Basin The lower Cedar River Basin is located in southwest King County and is 27 square miles in area. It extends soulheast from the moulh or the Cedar River on Lake Washington to approximately river mile ]4.0. The boundary to the northeast is marked by a ridge fOp connecting the city of Renton to Webster and Franklin Lakes; the boundary 10 Ihe southwest runs along Petrovitsky Road 10 Lake Youngs. Renton is the only incorporaled area in the basin. Olher populalion centers indude Fairwood, Maplewood Heights, and Maple Valley_ Excepl (or the city of Renton, mosl of the residential concentrations are located on the upland plateaus overlooking the Cedar River Valley. These upland developments are recent compared 10 the smaller cSI<lblished communities on the valley floor. The basin lies within portions of three King County planning areas: Newcastle in the northeast (which includes Renton), Tahoma-Raven Heights in the easl, and Soos Creek (the largest of the three) in the west. Rural areas exist on the valley floor On both sides of Ihe Lower Cedar River, (rom approximately river mile 5.50 to 13.00. These are limited to pastureland for horses, cow~ and some sheep and .several small "u_pick ft fruil and vegetable farms. Similar areas are located on the southern uplands above the reach from river mile 550 to 7.00 and in the Lake Desire-Ouer Lake area. The plateau is also the site o( sand and gravel mining operations and, in the southern uplands, of the abandoned Fire King Coal Mine. Peat deposits exist wesl oC Lake Desire and north and south o( OUer Lake, and peat mining is being carried out north o( OUer Lake. Presenl zoning allows for urban and suburllan densities throughout much of the ba"5in~ particularly on the upland plateaus and in the Cedar River Valley (rom its mouth to appoximately river mile 6.50. Population projections (or the year 2000 in the three plannign areas containing the Lower Cedar Basin are over 311,000; an increase of 47 2 P:LC Lower Cedar River Basin (conlinued) percent from the present. Most of this growlh will occur in the Soos Creek Planning Area. Dominant geological and geomorphic features. The geology of Ihe Lower Cedar River Basin is diverse. Geological formations exposed along the valley include sedimentary roc4 undifferentiated older glacial drirt, extensive ground moraine deposit~ recent alluvium along Ihe Cedar River, and landslide deposits along the river and ils tribu- laries. The sedimentary rocks, composed of moderately dipping sandstones, con- glomerates, mudstones, and shales, are exposed locally along the cliffs of the Cedar River Valley near the moulh of Ihe Cedar River. In addition, the Renton formation, composed of sandstones, mudslones, and shales with periodic deposils of coal, is also exposed along Ihe lower portion of Ihe Low"r Cedar River Valley. Undifferentialed glacial deposits found here are composed of three or more lill sheets, glacio-fluvial sand and gravel, glacio-lacustrine clay, and sand, and non-glacial &1nd, clay and thin peal. These lie over Ihe sedimentary rock formalion.s and are best exposed in cross-section along fhe cliffs of the majn valley and major tributaries. The morphology of Ihe Lower Cedar River Basin is dominaled by the valley formed l,y Ihe Cedar River. Valley walls are steep cliffs formed by landslides in glacial sedi- ments. A once extensive and meandering River, which created a wide valley floor as it cuI ils way weslward, Ihe Cedar loday is diked for most of ils lenglh through the lower valley. A narrow but extensive band of landslide deposits exists along the steep cliffs of the main river and its major trihutaries. The landslide deposjts consist of deformed blocks of glacial sediments and colluvium derived from slides or mas.s flowage, such as landslides and denris flows. Recenr alluvial deposits fill Ihe valley and major tributaries. Small, composirc, alluvial deblis fans exist at the mouths of the largest Irioutaries. Closed depressions., principally in the uplandS; have lacustrine and peat deposils. The LOI....,r Cedar River Valley has a high polential for erosion due 10 steep slopes and Ihe existence of a clay layer thaI promoles soil failures. In addilion, Ihe confined nature of tributary channels berv.;een steep hillslopes promotes bank erosion during high fJOYI"S. Numerous recent landsliucs arc evident along cliCfs of many of the steep tribumries and along the main stem of the Cedar River. These have been accelerated by the removal of vegetation and the routing of conc.:entraled storm fl<m'S over steep slopes in areas where development has occurred. Hydrologic and hydraulic characteristics. The Cedar River Basin is composed of a complex drainage net\\'ork consisting of Ihe Cedar River and 17 tributaries. The larger Itibutaries begin in lakes Or wellands on Ihe bluffs and flow Ihrough relalively flal, slable channels 10 Ihe edge of the Cedar River Valley, then plunge down 10 Ihe valley floor Ihrough Sleep, erodible ravines. Tributaries of this Iype such a~ Tribulary 0304 (wilh headwaters al Wetland 3111) and Tribulary 0328 (which begins al Lake Desire), are found on the south side of Ihe Cedar River. Anolher IVpe of tributary collects surface n.noff from urbanized area." pastureland, and wooded areas. Tribularies 0302, 0307, and 0312 are examples of this type of lribulary. They are inrel'mitlenl (depending on rainfall), shorter in lenglh, flow through shallower channels that are Sleeper at the bluffs and transport more material during limes of 3 P:LC Lower Cedar River Basin (continued) high flows. Some of Ihe worst problems located during field investigation (see Appendix C for a full listing) occur on this type of tributary. Catchments 5, 6, and 12 havc vcry infiltrative soils. Ulban developments hvae utilized RID poinds to effectively infiltrate all ulban runoff before it reaches the valley hillslopes. The infiltrated runoff then reappears as springs Two large lakes (Desire and Ouer), together with four smaller ones (Shady, Peterson, Webster, and Francis) lie in the southeast third of the basin. Numerous large wetland areas exist in this section as well. The field tcam identified 10 potential wetland sites thai had not been previously idenlified in the Sensitive Areas Map Folio (SAM F). The system of lakes and wetlands in this area effectively buffers the high flows draining to these tributaries. Habilat cbaracteristics. With rew exceptions, usable fish habitat exists only in peren- nial streams (i.e .• Trib. 0302. 0304, 0305, 0328. and possibly 0308). In other streams (e.g., Trib. 0303 and 0310). steep gradients preclude fish use. Sleep gradients also reduce fish use in the perennial systems (except for Trib. 0328). Habitat is in various stages of degradation in these systems; pools are being filled and gravels and debris shift regularly. In Tribulary 0328 (Peterson Creek), however, habitat diversity is extensive, and the channel is not seriously degraded. At this location the field team observed at least three species of salmonoids. In general, the most diverse and least disturbed habitat in a tributary system occurs in the large wetland areas in the southe"sl third of the basin. Usable habitat for anadromous fish is found in the low~gradient portions of streams where channels cross the Cedar River Valley floor. In these reaches, however, only spawning habitat is likely to be available. as the pools and woody debris necessary for successful rearing either do not exist or are quile limited. Excellent spawning and rearing areas exist where pools and riffles are extensive, inslream cover and bank vegetation are intact, and diversity of habitat types is abundant. B. Effects of Ulbanization in the Basin Flooding, erosion, and the degradation of habitat associated with development in the Lower Cedar River Basin are most apparent where development has eliminated vege- tation along the edges of the valley and where stormwater has been routed down channels and swales. The removal of vegetation, such as trees, above and below the edges of valley walls, as well as the discharging of stormwater over the valley wall, has resulted in fension cracks and landslides that are endangering some houses. The sedi- ments from these failures are depositing in streams and on valley floors and damaging fish habitat and private property. Discharging slOnnv.rater from increased impervious areas into steep tributary channels and swales is seriously destabilizing channels and valley walls; this in turn results in channel downculting, bank erosion, and landslides. The sediments from these problems often degrade fish habitat and settle out on pri- vate property along the valley floor. Two serious instances of development-related erosion occurred during the November 1986 storm: I) culverts rerouting the stream were plugged, causing the formation of a new channel that destroyed portions of roads on Tributary 0314; and 2) new, unoom- 4 P:LC LoY,oer Cedar River Basin (conlinued) p<lCled fill adjacent to new residences ncar collection point 5 was. washed partly a",-ay during the storm, causing landsliding and gulJying.. Future problems will be similar to these, as commercial and residential developments increase flow rates and volumes by decreasing natural storage and infiltration. This is expecled 10 occur if wetlands on Ihe upper plaleau are encroached upon or lost (e.g., on Trib. 0304 at RM 2.30 and on Trib. 0304A at Rm 1.60). The preselVation of wetlands and streambank vegetation and the attenuation of storm fl{)\l.,""s are essential in this basin. c. Specific Problems Ideolir.ed The Sleep valley sideslopes through which streams pass and Ihe often dense upland development result in a number of similar problems that repeat themselves Ihroughout the Lower Cedar River Basin. The mosl significant of Ihese are outlined and discussed below. 1. Drainage and flooding probleRL< are often tbe result of several conditions: a. UndcrsD:ed culverts and inadequate entrance structures. The mosl nOlable area is on Tributary 0306 at river mile .JO~ where a culvert here was blocked by debris carried downstream by the stream and (.'aused erosion and flooding of Fairwood Golf Course. The blockage was compounded by Ihe fact that the culvert was undersized~ the problem will worsen as flows increase from upstream development. b. Serious instream erosion and subsequent downstream sedimentation. These have been caused by Ihree main faclors: I) runoff from residenlial developmenls on lhe bluffs above the valley, 2) compacted paslureland due to livestOCk, and 3) runoff from impervious areas originating at gravel pits. These problems will continue and worsen until mitigarive measures are laken. (See Appendix C for specific examples.) c. Uodcc;izcd rechannelized streams. Tribularies on Ihe valley floor are 100 small to carry the increased flows originating in developed residential areas along Ihe top of the bluffs. For example, Tributary 0302 at river mile .25, the channel along Maplewood Golf Course, overtops and floods during storms. d. c. Construction in wetland and floodplain areas, Many of the wetlands on lhe soulh side of the Cedar River are peat bogs. and roads built through Ihem continue to settle each year, increasing the amount of flooding on the road. For example, lhe road crossing wilh Tributary 0328B north of Lake Desire will experience more severe flooding as .he road settles. Discbarging of stormwater at the lop of steep banks. AI river mile 2.20 on the Cedar River, a lrailer park (constructed On Ihe edge of the cliff) discharges ils drainage down Ihe valley wall. Increased flows erode the Sleep valley, deposiling sedimenls on the valley floor, blocking channels and cdusing flooding. These problems will eventually stabilize, but only after a large quanlity of soil has been eroded. 5 P:LC 2 Damage 10 property is being caused by Ih"", factors: Lower Cedar River Basin (continued) a. Landslides and potential land<lides. Landslides are accelerated by Ihe removal of vegetation on Sleep slopes in preparation [or re..sidential construction andlor by Ihe routing of storm flows over hillslopes. For example, a large landslide has already occurred in Ihe fronl yard of a resi- dence on the Cedar River al river mile 7.80. b. Sedimenlalion (from landslides). Sedimenlalion and channel and bank ero- sion are damaging privale property along Ihe valley floor (Tfih. 0199 and 0310). c. Flooding during Slona<-Flooding has been broughl on by the effects of development and as..'iOCiatcd changes to the natural drainage systenls in Ihe basin. (See "B" above.) 3. Destruction of babitat is being caused by four conditions: a. Sedimentalion of pools and riffles and cemenling of gravels. These problems, the result of severe erosion and the transport oC bedload material, have been caused by upland developments in the basin and the presence of associated impervious surfaces., which increase the rale and quantjty DC surface runoff. Sedimentation and cementing of gravels in streambeds destroy natural spawning and rearing hal'lilat. On Tributary 0307 at river mile AD and Trihutary 0305 a. river miles. 95, 1.10, and 1.70, recent high fI()\IiS have eroded the streambed at least one foot, contributing to a serious siltation problem downstream. Heavy bedload transport is evi- dent in all syslems of Ihe basin excepl Tribulary 0318. In Tributary 0303 at river mile .25, fine sediments are accumulating in gravels thaI may be used by resident fish. In Tribulary 0304 between river miles .95 and 1.20, pools are being filled by sands and gravels and rearing habital is being rapidly losl. b_ Chanoelization of stream beds. Loss of habital Ihrough channelization has occurred in all the major streams of Ihe basin, bUI most notit-eably in tho.se reaches that cross the valley floor. These reaches lack habitat diversity, reducing fjsh use Cor spawning and rearing. Channelization has damaged or destroyed. habitat in several reaches that were once heavily used by fish; the.se include Tributary 0301 belween river mile .30 and 40, Tributary 0304 between river miles .05 and .18, Tributary 0305 between river mile .10 and .75, and Tributary 031S from river mile 1.10 10 lAO. These systems cannot afford a further reduction of habitat and still remain viable fishery resour- ces. c. Tile aocumulalion of tr.rsb in Slream beds. This problem occurs in close proximily to residential areas. Trash degrades waler quality and is visually unpleasant. Tires, appliances, furniture, and other trash have !leen thrown into Tribulary 0302 at river miles 1.00 and 1.10 and in Trihutary 0303 at river mile .35. 6 Lower Cedar River Basin (continued) d. Wetland eOCIUachmcnt. Encroachment destroys habitar and eliminates natural water filtration and srorage for surface runoff. Examples of this problem were observed on Tributary 0304 at river mile 2.30, Tributary 0308 at .SO, and Tributary 0304A at river mile I.SO. Many ",ellands have already been completely lost through filling, for example on Ttibutary 0306A at river mile .55. Suspected violations were forwarded to Building and Land Development for enforcement. IV. RECOMMENDATIONS FOR ACIlON P:LC The primary recommendations for action in the Lo\.\-er Cedar River Basin addresses curren I severe problems related to erosion, habitat destruction, and flooding. Prevention of these problems will be accomplished by COntrolling locations and densities of new development and providing adequate RID facilities for storrnwater. A Reduce landslide hazards by: 1. Including sensitive areas DOt previously mapped on lhe Sensitive Areas Map Folio (SAMF). See Appendix C for a full listing of sensitive areas. 2. Establishing building setbacks along cliffs and native growth protection easements along steep ravines. 3. Discouraging or eliminating the routing of stormwater over cliffs, unless adequate tighlline systems can be constructed to convey flows in a Sc1fe, nonerosive manner to the bOllom of cliffs. 4. Decreasing peak flows by constructing larger RID facililies to lessen the landslide and erosion occurrence along tributary slopes_ n. Reduce erosion and flooding in tbe basin by improving surface waler management: I. Direct the Facilities Management Seelion of the Surface Waler Maoagemenl Division to evaluate existing stono-<letentioo and conveyance facilities to deter- mine whether they are properly sized to meet current standHrds. Evaluation should hegin with all single-orifice RID facilities. 2. Consider areas otber tban wetlands as regional stono-<letcntioo facilities. Tributary 0300 at river mile .42 is the site for a proposed dam, for example. 3. UliJize existing lower quality wetlands (tl","" rated other tban #1) as regional storm-<letentioD facilities. Wetlands 3102 and 3142 could provide more live storage~ for exam plc_ 4. 5. Review cbannel and culvert capacity for ~ existing and future runoff, and establish floodplain areas in regions of slight gradient for existing and fUlure fllnoff conditions. Promote the iofiJtr.ation of surface water tbrougb lbe use of retention facilities and open cbaoaels instead of pipes where tbe soil and slope conditions permil. Collection points 5, 6, and 12 011 plateaus bave such soil condilions. 7 P:LC Lower Cedar River Basin (continued) C. Prevenl future problems of erosion and nooding witb appropriale analysis, planning, and policy developmenl relaled 10 surface waler managemenl: 1. Conduct a derailed, comprebensive hydraulic/hydrologic analysis of any proposed developments to determine impacts on the drainage courses downstream. This is especially critical for areas on the upper bluffs and plateau, which drain over steep, sensilive banks above the Cedar River. 2. Conduct a study of !be impact of localillg mrdlralion ponds utilized near Ihe edge of the bluffs 10 delermine Iheir effecl on seepage faces on Ihe lower face of the bluffs. This mighl be accomplished with a computer-based numerical model of (he groundwater flow. 3_ Require lhe tigbtliniog of storm drainage down steep or sensilive slopes when Ihey cannol be directed away from the slopes. This is done by piping Ihe flow doow"11 the slope and discharging it at the bottonl with adequate energy dissipation. Many of the intenniUent tributaries flowing down the banks should be tigbtlined as urban development increases flow 10 them. 4. ('.opstruct new RID ponds with filler berms to improve water qua6ty and reduce fmc sediment loads. New RID ponds should have two cells wilh gravel-berm fillers and vegetated swales at rhe inlet and outler. Consider Tributaries 0304, 0304A, 0302, and 0303 as sites for this type of facilily in order enhance waler qualily. S. Mainlain natural ""gelation on strcambaoks and floodplains. This is especially important for relalively f1al channels flowing on Ihe plateau before they reach the steep bluffs because these channels and Iheir floodplains wili allenuale flows during times of heavy runoff. 6. Maintain buffer areas around wellands. Many of Ihe Iribularies on Ihe south side of Ihe Cedar River headwaler al wel/ands. These wel/ands act as natural slorage areas during storms. 7_ Reevaluale King County policy regarding permitting for gravel mmmg on sleep, sensitive slopes. 8. Iodude!be city of Rcnlion in future inlerlocal agreemenlS for planning and capi- tal improvement projects where city and county interests overlap_ D. Eliminale present dam."., 10 habilat and prevent future damage by addressing spc<:U1e problems in the stream systems. The following activilies should be coordinated among King Counly, the Muckleshool Indian Tribe, and Slate Dep3l1menls of Fisheries and Game: I. Reduce damaging SlOnn flows with grealer detenlion volume and lower release rales at upstream developments. 2. Implement restoration projects on Tributaries 0304 (river mile .00-.20); Tribulary 0305 (river mile .20-.80), Tributary 0303 (river mile ,25-.35), and Tribulary 0328 (river mile 1.10 -1.40): 8 P:LC Lower Cedar River Basin (continued) a. 00 Tributary 0304; Clean streambed gravels, add habitat and bed-control weirs, and plant bank vegetation for shade. b. 00 Tributary 0305; Construct a new channel and move stream from road- side channel to its new location on adjacent lands. Implemenl a full restoralion project to provide channel meanders, habitat structures, pool/rime enhancement, streambed gravel replacement, and revegetalion. c.. 00 Tributary 0303; Move stream Crom present channel to a location further nonh, away from the roadside. If relocation is not possible, these minimum steps should be taken; Add habitat structure to existing channel with rool masses, deflectors, boulder dusters, and olher features; revegetate channel banks with shrubs and small trees; enhance stream crossings with bottomless pipe arches. d. 00 Tributary 0328 (petclWn Creek); Add habilat structure by replacing Ihe straight~ shortened channel with a more natural, meandering one; place habital structures (such as root masses, deflectors, cover logs, and boulder duslers) Ihroughout the channel; and revegetale banks wilh shrubs common 10 adjacent riparian zones (salmonberry, ninebark, or dogwood, for example). 3_ Protc:ct the PetelWo Creek system (Tnl>. 0328) in its present, near-prislioe state. This will include not only the reslordtion outlined in section A above, but also the adoption of land use management regulations to prevent future habilal destruction: a_ Protect all existing wetlands within the subcatcbmeols of PetelWn Creek. Employ wetland buffers al leaSI 100 feet wide ",it haul exceplion. b_ Restrict development in tbe critical headwater area (drainage, habitat, water quality) bounded by Lake Desire, Otter Lake, and PetelWo Lake to rural densities. c. Designate and protect streamside management woes of at least 100 feet from the ordinary high-water mark (OHWM) along the main slem of Ihe creek. Use 25 Ceet from Ihe OHWM on tributaries. d. Preserve floodplains and tbeir foresls for dynamic retention of sediments and "..-ater. e. C_ g. Restrict vegetation removaJ in streamside/wedand management zones. Size RID Cacilities to store the \OO-year storm at a Iwo-to-five-year release rate. Use the two-<:eU type of pond with a forebay, a gravel filter, and a vegetated swale outflow where feasible. Regulate more closely aU septic tank and drain-f'1C1d iDstalIations, as well as maintenance SChedules, panicularly in the Lake Desire, Oner Lake, and Peterson Lake drainage areas. 9 4. P:LC Lower Cedar River Basin (continued) h. Wort with the State Department of Ecology to establish minimum stream- now requirements for Peterson Creek and Lake Desire tributary. Develop and promote public education and involvement programs for basin awareness. Work with schools. environmental groups, and the civic and business (."Ommunities to conduct educational and restoration programs. 10 i'l "~~-.:,>./ .~~ li·.,,,_",,,.'o,, .. : ... ~,',' ~ '" i: ~ " ~ ~ • ("~1I1.111 \ .... -,. \\ LOWER CEDAR RIVER BASIN Basin Boundary Subcatchment Boundary ® ---./ 0299 .3115 Collection Point Stream Tributary Number Proposed Project o 2 Mitu , ~' ---j !,\~1 ( !J><!. ~ ~~~ N + APPEND[X A ESTIMATED COSTS: PROPOSED CAPITAL IMPROVEMENT PROJECTS LOWER CEDAR CREEK BASIN Indicates proJecl was idenlified by Surface Water Management office prier to reconnaissance. NOTE: AU projects are located on map Included in this report. Project Number 3105" 3109* P:LC.APA Coilect. Point JO !O Proiect DeseriPt ion Enhance 2200' of Trib. 0305 from Cedar River to Elliot Bridge. Secure easements to wetland located in Cascade Park clnd const ruet a berm at the out leI. Replace exisring cntch hilsin~ with control stnlchlrc~_ Pl"Oject should he justified hy a hasin stuoy. Wetland rated #2. (This wetland will require further biological evaluation before RID design and construction.) Problem Addressed Mitignlcs flooding of King County park land. l3etter utilizes wetlandts storage capacity to address peak flows from surrounding lIrbcin area. A·I Estimated Costs and Comments S1I5,000 (NOTE: This project was proposed by Surface Water Mnnagemen[, is in tilt! design phase, and will be constructed by 1989.) $186,000 PI'O,jcct Number 3111 (Wetland 3136) 3112 (Wetl,md 3142) 3114' (Wetland 3150) 3115 P:LC.APA Collect. Point 19 18 ProjecJ Description Secure easements to outlet to Francis LIke and 1100' of channel from lake to SE 1841h St. Construct a weir to rnisc lake level 1" and enhance 1100' of Trib. 0317. Should tl. jll<tified by n t .. asin plan. Wetland fined #1. (This wetland will reqllire fll!'ther biological evaluation hefore RID design ,md construction,) Secure easement for outlet to wetland and replace existing weir with a concrete-slotted weir. Should be justified by a basin plan. Wetland rated #2. (This wetland will require further biological evaluation before RID design ,md construction, Secure casement to Wetland 3150 and constntct it containment berm and conlrol stl'liC1Ure aI the outlet. Project shollid tle justified by a hasin plan. Wetland rated #2. (This wetland will require further l'liological cvuluulion hcfol"C RID design and constl"udton.) Install detention pond and 1,000' of tightline. Project is indepen- dently jllstifiable. Problem Addressed Will provide additional storage to mitigate nnticip~HCU future increased flows. Will provido aduitional storoge for anticipated future peak flows. Aduresses nnticiputed increases in flow caused by development. Mitigates ~cverc erosion and flooding during times of high flows. A-2 Estimated Costs and Comments $175,000 $117,000 $134,000 $361,000 P!"Oject NUnll'cr 311 r, 3117 3118 3119 3120 P:LC.APA Collect. Point 21 16 10 4 15 P"oicct Description Raise exis.ring road emhankment 2·4'. Project should be indepen· dently justifiahle. (Refer to Roads Division.) Install 1,400' of tiglllline, a sedilllent trap, and 700' of channel from Jones Rd. to Cedar River, Project is independently justi. fiahle. Install 300' of 36' culvert, a new inlet srnlcture, manhole 1 and catch basin. Project is inuepenJently justifiable, Construct a detention dam and <.'Ontrol structure in a deep channelized section of Trib. 0300. Project is independently justifiahle. Con:C;lruct a sccjimcnHltion pond ami 1,000' of channel f!"Om Jones Rd. to Cedar River. Project is indepen. dently justifiable. Prohlem Addressed Mitigates seasonal flooding of I~'ke Desire Or. SE caused by road bed settling in the peat bog. Mitigates severe erosion, sediments deposited on County roads, and flooding duting limes of high flows. Will prevent blockage of culvert and the accompanying flooding and erosion of Failwood Golf Course and mooile home pHrk l,elow. Project location is ideal because it addres.ws flows from a large residential are., before they reach the steep~ sensitive area next to the Cedar River. Mitigates flooding of resiucnce nnd sediment deposition on Jones Rd. A·3 Estimated Costs and Comments $73,000 $501,000 $87,000 $159,000 $163,000 Project Numl'l!;1' 3121 (Wetland 3102) 3122 P:LC.APA Collect. Point 7 1 1 Project Description Secure easement to wellilnd and (,.'on& stl'uct a containmenl b~l'm and concrete weir at outlet. Project should l)e justified by " basin plan. Wct];,nJ rated #2. 13iological assessment is needed to assure that this project does not decrease hnbitat values. Purchase existing ponds on Fair-wood Golf Course and expand to provide greater flow detention. Project is independently justifiable. Problem Addressed Addresses increased flows in Tril). 0304 "nJ 0304A from residential developments. Mitigates flooding and erosion d ownst rea 01. A·4 Estimated Costs and Comments $371.000 $342,000 APPENDIX B CAPITAL IMPROVEMENT PROJECT RANKING LOWER CEDAR RIVER BASIN Prior to the Lower Cedar River Basin field reconnaissance, 12 projects had been identified and . rated using the elP selection criteria developed by the Surface Water Management (SWM) and Natural Resources and Parks Divisions, Following Ihe reconnais:,ance, 13 projects remain proposed for this area. They include eight new, previously unidentified and unrated projects. These displace seven previously selected projects, which were eliminated based on the consensus of the reCOn- naissance team. Projects \\:ere eliminated Cor several reasons: tv.--o sites were annexed by the city of Renton, two projects were found to be unnecessary, two sites were categorized as # 1 wetlands (and are' ineligible), and one project was determined to be infeasible. The previous SWM capital improvement project list for the Lower Cedar River Basin had an esti· mated L"OSt of $2,710,000, while the revised list increases to an estimated cost of $2,784,000. This 3 percent increase in estimated capital costs is due 10 the addition of projects after the reconnaissance. The following table summarizes the scores and costs for the CIPs proposed for the lower Cedar River Basin. Th .. ", projects were rated according 10 previously established SWM Program Citizen Advisory Committee criteria. The projects ranked below are those for which Ihe first rating question, ELEMENT 1: "GO/NO GO," could be answered affinnatively. Projects with SL'Ores of 100 or higher can be considered now for merging inlo the "live-elP list. RANK PROJECT NO. SCORE COST 3122 103 $342,000 2 3U8 90 87,000 3 3120 75 163,000 4 3109' 67 186,000 5 3121 65 371,000 6 3117 60 501,000 7 3U5 60 361,000 8 3U6 55 73,000 9 3114' 28 134,000 10 3111" 25 175,000 II 3112' 17 117,000 12 3119" 15 159,000 J3 3105 12 115.000 TOTAL $2,784,000 , Projects propose" prior to the Reconnaissance Program P:LCAPB H·1 \'0 All items listed here are located on final display maps APPENDIX C DETAILED FINDINGS AND RECOMMENDATIONS . LOWER CEDAR RIVER BASIN in the offices of Surface Water Management, Building and Land Development, and BaSin Planning. Tril>. & Collect. Existing Anticipated lli.m' River Mile Pginr CateJlOry Prop. Proi. Conditions and Problems Conditions and Problems 1 5 Geology Gullying and landslides in Continued erosion. uncompacted fill in new developmen t near edge of steep hillslope. 2 18 Geology Small landslide hos formed None (natural failure). debris flow (11/86). Sedimentation in yard of residence. 3 ~ 4 Geology Landslides in sedimentary Natural failure. RM 2.6 rock in cut banks adjacent to railroad. 4 0299 16 Geology Drainage from residential Increasing erosion. RM 9.65 area is resulting in gullying in swale. P: LC.APC C·I Recommendations Recompact fill, revegetate, and drain adequately. None. None. Provide adequate RID to attenuate nows. Trib. & Collect. Existing Anticipated item Ri"er Mile P_oint CateJtoTY Prop. Proi. Conditions and Problems Conditions and Problems Recommendations 5 0299 18 Geology Horse farm in uplands has Continued high erosion and Develop RID at horse farm RM 12.1 created extensive imper" sedimentation. to attenuate pcak flows. vious surface~ resulting See Project 3115. in channel scour, bank erosion, landslides, and sedimentation at mouth of basin. Residence overcome with sediment. 6 13 Geology Landslide terrain for sale Site of future mass erosion. Prohibit development here. by realtors. High risk for Notify Building and Land landslides, flooding (from Development. Add area to springs). SAMF. 7 7 Geology Large-scale landsides Natural process. None. adjacent to Cedar River due to springs and cutting of toeslopes by streams. Appears to be natural. 8 2 Geology Gullying in valley wall, Unknown. None. possibly from natural springs. 9 14 Geology Landslide debris flow from Existing tension cracks Revegetate hillslope with residence on SE 147th PI., indicate Ctlture instability. trees and shrubs. Renton. p, LC.APC C-2 Trib. & Coliect. Item River Mile Point 10 11 12 13 14 15 0299.1A RM .08 0300 RM .00-.40 0300 0300 RM 1.40 21 4 4 4 0302 6 RM .50 ~ 6 RM .80-1.00 P: LC.APC Existing Category Prop. Proi. Conditions and Problems Hydrology 3116 Geology Hydrology 3119 Hydrology 3109 Geology Geology Frequent flooding of county road caused by low road embankment. Extensive channel and bank erosion and numerous landslides due to development-related stormwater, Development-related peak flows have caused sig- nificant bank erosion. Collection point 4 has been nearly completely urbanized. Channel downcutting and bank erosion. Bank e,rosion (medium den- sity) at meanders and obstructions. C-3 Anticipated Conditions and Problems Road .. Iocated on top of peat bog and will continue to settle, aggravating flooding problem. Problems will continue. Increased erosion on hiIlslopes below. Degradation of Trib. 0300 from RM .42 downstream. This section is very' steep and susceptible to erosion. Will continue at same level or increase. Increasing erosion with increasing flow from devel- opments. Recommendations Elevate the road 3-4' by filling on top of the present road embankment. Also stabilize embankment. Provide adequate RID in uplands, (See Project 3119.) Construct detention dam in deep, Channelized reach of Trib. 0300. Construct berm and standard control structure at outlet to Wetland 3120 in Cascade Park. Control storm flows from uplands. Provide adequate RID in uplands as area develops. lli!1!. 16 17 18 19 20 21 Trib. & Collect. River Mile f.2l!!! 0302 0302 RM .60-.80 0302 RM.35 0302 RM .45 ~ RM .50 0302 RM .90 6 6 6 6 6 6 P: LC.APC Category Geology Geology Habitat Hydrology Habitat Habita! Prop. Proj. Existing Conditions and Problems Gully erosion from broken culverts. Severe gully erosion creating small valleys from daylight culverts. Stream channeled along golf course road. No overhead cover. No habi· tat diversity. Tributary drains down stee p bluffs on north side of Cedar River. carrying debris and flooding Maplewood Golf Course. Water supply dam. Full barier to upstream migration. Impoundment is filling with sediment. Severe gullying from right bank corregated metal pipe. Heavy sediment delivery to stream. C·4 Anticipated Conditions and Problems None. Culvert has been repaired. Continued erosion. While fish now use this reach, lack of habitat will eventually reduce popula· tions. Problem will worsen as development upstream continues. As impoundment fills, storm· water will flood over bank. Structure may fail. Will continue to erode until reaches till layer. Recommendations None. Tightline flows to main stem. Add haNtat diversity (e.g., structures, overhead vegetation). Gain easement to reStore mean- ders, if possible. Construct detention dam upstream of golf course. Dredge pond and maintain it as sediment catch. Tightline downslope. Add velocity attenuator at stream. Trib. & Collect. Item River Mile Point 22 23 24 25 26 0302 RM 1.00 ~ RM 1.10 Q;lQl 0303 RM.2S QM!J. RM .35 P: LC.APC 6 6 6 6 6 Existing Category ProP. Pro;. Conditions and Prohlem~ Habitat Habitat Geology Habitat Habitat Tra~h in stream (auto, tires, appliances). Trash in stream. Water quality problem, unsightly. Extensive bank erosion in upper portions of tribu- tary. Habitat suitable for resi· dent fish. Sediment accu· mulating. Trash and litter in channel affecting water quality, causing erosion. C·s Anticipated Conditions and Problems Area adjacent to corridort will continue to collect trash and debris. Further worsening of water quality, sedimentation, erosion. Area adjacent to corridor. will continue to collect trash and debris. Further worsening of water quality. None. Sediments will eventually cover gravels. Habitat will become unsuitable for fish use. Further decreases in water quality. Recommendations Remove trash. Distribute educational materials to streamside residents. Cite violators, if problem persists. Remove trash. Distribute educational materials to streamside residents. Cite violators, if problem persists. Increase RID volumes, slow release rate to nonerosive levels. Control stormwater volumes and discharge rates from developments. Manually clean g.ravels when neces.sary. Remove trash and litter. Distribute educational materials to streamside residents. Cite violators, if problem persists. Trib. & Collect. Item River Mile Poinl 27 28 29 30 31 illQ1 RM .40 0304 RM 2.10 QW RM 2.30 0304 RM 2.40 QW RM .80 P: LC.APC 7 8 8 8 7 Exisling Cntegorv Prop. Proj. Conditions and Problems Habitat Habitat Hydrology Habitat Geology L.-.ndslides conlributing sediment 10 channel. Heavy deposilion in pools, at obslruclions, even in rifOes. Horses have access to stream, c(lusing some bank delerioralion and possibly affecting waler quality. Flooding caused by failing RID al 1761h SI. & 146tl1 Ave SE. Encroachment occurring along all boundaries of this headwater wetland. Several gullies due 10 daylight culverls; a few have recent landslides. C-6 Anticipated Condilions and Problems Sedimenl will conlinue to enter syslem unlil landslide stabilizes. Furlher decreases in water quality, bank erosion likely. Problem will continue until outlet structure is modified. Weiland likely 10 be reduced slowly unlil il is completely destroyed. Loss of storage, filtration, organic production, and wildlife habitat. Problem will continue. Recommendations Maintain riparian corridor with setbacks at least 50' from tops of banks. Encourage residenlS 10 fence channel back 15' from ordinary high-water mark. Limit access 10 liveslock to one Or two points along stream. Problem referred to Main- tenance section of Surface Water Management Division. Require encroaching fills to be removed. Establish specific buffer around this wetland. Enforce sensitive areas ordinances and regula- tions. Tightline drainage. Trib. & Collect. Item River Mile Point 32 33 34 36 37 0304 RM .00 0304 RM .20 0304 RM .62 0304 RM .80 0304A RM 1.30 P: LC.APC 7 7 7 7 7 Existing C<llegOlV Prop. Proj. Conditions and Problems Hnl1itat Habitat Habitat Habitat II yd rology 3102 Extensive riffle (to RM .15. Creek channeled. No woody debris, little bonk vegetation. Steelhead, coho spawners here. Debris jam may he a partial migration barrier. Debris jam. Bed drops 3' over jam and sediment, forming anadromous barrier. Water tumid; oily sheen and odor present. Storm drains empty directly into stream. Existing forested wetland provides detention for Trib. 0304A and 0304 in neavily developed area. C-7 Anticipated Conditions and Problems Gravels risk becoming cemented. Few resting areas for upstream migrating fish. Debris will continue to accumulate. Channel witl likely divert or jam will fail, releasing accumulated sediment. Debris will continue to accumulate. Channel will likely divert or jam will fail, releasing accumulated sediment. Water quality will continue to decline as runoff and waste enter stream. Additional storage could be utilized by constructing berm and weir at outlet. This could be done to atten- uate increased peak flows as upstream area develops. Recommendations Enhance habitat by addi- tion of woody debris in stream. Revegetate bank. Enhance pool/riffle ratio. Selectively remove debris to allow fish pas."'ge. Stabilize large woody debris. Selectively remove debris to allow fish passage. Stabilize large woody debris. Educate residents about how to maintain water quality. Mark storm drains with "Dump no oil" signs. Empha5ize recycling of oil. Construct a proportional weir and berm at wetland outlet. Project could be used instead of Project 3107 to rpeserve the #1 rated wetland (where project would be built). Tril>. & Collect. Existing Anticipated Item Riv.er ~i1e Point Category Prop. Proi. Conditions and Pronlems Condition; and Problems Recommendations 38 0304A 18 Hydrology 3115 Runoff generated on top of Flooding will continue as -Construct detention pond RM .40 bluffs on southwest side long as land use remains the at top of bluffs. of Cedar River is causing same On top of bluffs or -Tightline drainage down severe bank erosion, until mitigating measures bluffs, then channelize it flooding and debris flows are taken. Runoff origin-to an existing ditch onto several residences ates from highly compacted alongside SR 169. of valley floor. pastureland On uplands. Prevent similar problems elsewhere with land use regulations, including provisions for preservation of vegetation buffers near tops of cliffs. 39 0305 10 GeolOgy Extensive bank erosion, Susceptible to increases Attenuate high flows. partly due to subsurface with increasing storm flow. clay layer and landslide topogrnphy. 40 0305 10 Geology Local severe bank Problem will continue. Existing rock-filled RM 1.10 erosion. gabions are deflecting flow. 41 QW. 10 Geology Extensive channel down-Continued erosion. Attenuate high flows with RM 2.10-cutting and bank erosion. adequate RID. (RID 1.75 currently exists.) 42 0305 10 Geology Several gullies and ossa-Erosion will continue. Tightline culverts. RM 2.15-dated landslides due to 1.75 daylight culverts on steep slopes adjacent to chan- nels. P: LC.APC C-8 Trio. & Collect. Exi$ting Anticipated Item River ~Mi~ Poim _ Cntellory Prop. Proj. Conditions nnd Problem$ ConditioM and Problems Recommendations 43 0305 10 Habitat Madsen Creck in ditch along Potential for fuel entry in· Acquire 30' easement away RM .20 SE Jones Rd. Heavy sill: to creek. Further decreases from roadside. Construct road runoff; water quality in water quality can be ex-new stream channel. adversely affected. pected. 44 030S 10 Habitat Creek in ditch along south Further decreases in water Acquire 30' easement away RM .35 side of SR 169. Heavy quality can be expected. from roadside. Construct inputs of oils, anti .. Potential for autos to enter new stream channel. freezes, heavy metals. channel. L1ck of habitat. organic pollutants likely. Sand, silt from roadside (of SR 169) enters also. 45 0305 RM .00-10 HydrolOgy 3105 Section of Trib. 0305. Flooding will continue. Construct and enhance 2200' of .40 RM .00-.40 is e"periencing (See Appendi" A, Project channel through undeveloped extensive flooding. 3105.) King County Park Lan<l. 46 0305 10 Habitat Channelized along dri-Further siltation. water Acquire easement; move RM.SO veway; lacks habitat quality degradation can be creek from driveway diversity. Driveway sedi-anticipated. Lack of habitat 10-15'. Add meanders and ments enter channel, and precludes optimum salmonid habitat structures to oil. placed On driveway use. increase diversity. enters stream. 47 ~ 10 Habitat Channelized tributary Little s.1lmonid use Add structures to increase RM .65 lacks habitat diversity, anticipated. Spawning and diversity in stream. cover for s.1Imonids. rearing success limited Manually clean gravels by Gravels compacted. (unless reach is restored). churning them. P: LC.APC C-9 Trio. & Collect. Item River Mile Point 48 49 50 51 52 ~ RM .90 0305 RM .95 0305 RM 1.20 0305 RM 1.70 QW RM .40 P: lC.APC 10 10 10 10 10 Existing Categorv Prop. Pro;. Conditions and Problems Habit"t Habitat Habitat Habitat Geology Good spawning riffles occur here. '1,-3" grovels, few fines, not compact. High flows are moving material, however. Severe bank cutting and erosion occurs here. ned scouring evident. Reach subject to high, rapid flows. Much woody debris movement and numerous dellris jams. Reach is subject to high, rapid flows. Channel erosion, bank failures, downcutting oc- curring. Reach subject to high, rapid flows. Failure of manhole during 11/86 storm has resulted in gully erosion. COlO Anticipated ConditiOns and Problems I ncreased flows may cause gravel bar movement. Suitable gravels may be transported downstream to unusable are<ls for spawning sHlmonids. Further erosion/scouring can be expected. Channel deterioration will continue. Flows appear to be generoted at developments. Debris jams will occur with greater frequency as flows increase. Sediments will build up and channel will divert. Further channel deteriora- tion may be expected. Silt, sand tran~port to mainstem will increase. Not applicable. Recommendations Control flows into system from developed areas upstream. If necessary, add bed controls to hold gravels or "vee!' srruc~ tures to recruit them. Control high flows by increasing upper basin R/D facilities. lowering discharge rates to stream. Control upstream flows with greater R/D VOlume, lower discharge rates. Selectively remove debris, Increase R/D capacity. Decrease discharge rates. Repair manhole. ftern 53 54 55 56 57 58 Trio. & Coliect. River Mile .!3lli!..t 0~06 RM .20 0306 RM .30 0306 RM .25 0306 RM .30·.45 0306 RM .30 0306A RM 1.30 10 10 II 10 11 P: LC.APC Category Prop. Proj. Geology Geology Habitat Geology Hydrology 3118 Hydrology 3122 Existing Conditions and Prohlems Channel downcutting, bank erosion and several landslides, due both from increased storm flows and development along edge. Undersized culvert in arti· ficial fill in golf course threatens to build lake and possibly overtop bank. Breach flood possil'le. Channel :subject to high) damaging flows, Erosion evident. Downcutting, bank erosion and land.~lides. Trib. 0306 connects with large tributary at manhole here. Debris from 0306 clogs this manhole. causing severe erosion of FaiIWood Golf Course. Existing small ponds on 0306A are overtopped and receive considerable silt during high flows. The ponds are located on F.,irwood Golf Course. C·Il Anticipated Conditions and Problems Erosion will increase. Clay layer in valley makes area sensitive to landslides. Possible fill failure: Lake ponded behind culvert in in 1981 and threatened the fill. Further channel damage can be expected. Sediment transport downstream will continue. Will continue or increase in future. Problem will worsen as development upstream continues, Area upstream is developing quickly, thus worsening the problem. Recommendations Further increase in runoff should be attenuated; this is a sensitive channel. Enlarge the corregated metal pipe andlor construct adequate trash rack. Increase RID cepacity, decrease discharge rate. Attenuate storm flows. Replace eXIstIng pipes with larger diameter pipes (if downstream analysis allows for increased flows). Install new inlet struc· tures with trash racks. Acquire easements for ponds and additional area around ponds and construct detention pond. Location is ideal for addressomg peak flows before they reach the sensitive Cedar Reiver bluffs. Trib. & Collect. Item River Mile Point 59 60 61 62 63 0306A 11 RM.25 0307 12 RM .10·.40 0307 RM .10·.60 0307 RM .30 91QZ RM .60 12 12 13 P: LC.APC Existing Categorv Prop. Proj. Conditions and Problems Habitat Geology Geology Habitat Hydrology Some usable habilal exisls for residenl salmon ids. Waler quality is poor. Channel subject 10 high flows. EXlensive bank erosion at all meanders and OllSlruC· I ions (I rees, ca rs) d lie 10 increased flows from development. Stream eroding toes of slopes resulting in landslide failures. Strean, channel pushed to one side of ravine for roadway. High energy system. Much bank cutting, sediment t.ransport, debris movement. Area on top of bluffs near Trib. 0307 has excellent infiltrative capaCity. C·12 Anticipated Conditions and Problems F\lrther habitat deterioration likely. Channel erosion will increase. Increased erosion will resull wilh increased flows. IncreaSing erosion with increasing flows. Erosion will worsen as stream flows increase. May threaten road bank at toe of slope. Infiltration siles should be used whenever possible. These would provide ground- water recharge. Recommendations Increase RID capacities. Decrease discharge rales. Encourage use of 2-eell delention ponds, swales. Prohibit filling of existing wetlands, ponds in upper basin. Mitigate development· relaled high flows. Provide adequate RIO. Mitigate development relaled high flows. Provide adequate RID. Increase RID capaCity at all delivery points. Reduce release rate below channel scour level. Construct retention facio lities for new develop· ments in area at these sites. Trib. & Coliect. lli=m River Mile Point 64 65 66 67 68 0309 RM .10 QllQ RM .60 0310 RM .05 Qlli! RM J.50 0310 RM .25 P: LC.APC 15 15 15 15 15 Existing Anticipated Category Prop. Proj. Conditions and Problems Conditions and Problems Habitat Geology Geology Geology Habitat 3120 Subject to heavy, rapid flows. Channel erosion. deposition bars migration. Erosion, deposition will increase. Sediments will migrate downstream, creating a water quality problem. Sedimentation upstream from Continued sedimentation. culvert due to delll'is and undersized culvert. New corregated metal pipe con- linues 10 pass water through. Severe erosion below culvert, severe scdimcn~ talion in residence yard. Road drainage forming gully adjacent to road; road bed in danger. Corregated metal pipe is anadromous bnrrier. C-l3 Continued erosion and scdi men I n ticn. Continued erosion. Problem will continue. Recommendations Conlrol storm flows upstream. Control volume and discharge rates. -See "Hydrologic and hydraulic characterisfics" section in this report. [nstall energy dissipator below corregated metal pipe. Excavate channel through yard where original channel was located. Reroute drainage. Refer problem to Roads Maintenance. Reinstall corregated metal pipe at or below bed level. Item 69 70 71 72 73 Trib. & Collect. River Mile Point 0310 RM .40 0310 RM .60 Qill. RM 1.70 0314A RM .20 15 15 13 16 0314AI 16 031413 RM .10·.40 P: LC.APC Category PI·Op. Proj. Hydrology 3120 Habitat Geology Hydrology 3117 Geology Existing Conditions and Problems Existing channel draining off bluffs on north side of Cedar River, causing flooding of residences and debris flows onto Jones Rd. during peak flows. Corregated metal pipe outlet approximately 9' above bed level. Complete barrier to fish. Old culverts at l'cd level are plugged. Gully erosion in drainage swalc due [0 outflow of wetland tha, partly seems to act as an RID facili'y. Severe erosion, flooding, damage to County and private roads from increased runoff from gravel pit operations on hillside. Inadequate RID, plugged culvert caused by exten· sive channel and bank erosion and landslides. Water has cut a new channel. C·14 Anticipated Conditions and Problems Frequency and severity of problem will worsen as development on bluffs increases. Problems will continue and worsen "< outfall velocities will scour bed and banks. Upstream has recent (11/86) deposition up to 4' deep. Continued accelerated ero~ sian. Problem will be aggravated as area above develOps. Not applicahle. Recommendations Construct detention pend on upstream side of Jones Rd. to trap sediments, and enhance 1,000' of creek from Jones Rd. to Cedar River. Remove new and old pipes; replace at lower level with oversized pipe with trash rack. If possible, enlarge RID prior to its outtet in the wetland. • Tightline drainage between detention ponds in gravel pit. Construct detention pond next to Jones Rd. to trap sediments. Constn,ct channel from Jones Rd. to Cedar River. See hydrology comment above. lli.m 74 75 70 77 Trib. & Collect. River Mile Point 0317 RM 1.60 fmQ RM 2.40 0318 RM .10 0382 RM .35 19 19 P: LC.APC Category Prop. Proj. Hydrology 3111 Hydrology 3114 linbitnt Habitat Existing Condit ions and Problems Francis Lake is only hydraulic control for Trib. 0317. Existing forested wetland with large amount of un- utilized storage. WeIland currently detains flows on Trib. 0320. Saimonid parr in many pools. Lmge pools up to 1.75' deep. Some deposi- tion in pools, behind ot'structions. Salmonid use apparent from carcns .. r;es. Sockeye, Chinook spawners. Some sedimentation occurring. C-15 Anticipated Conditions and Problems Trib. 0317 flows through steep area downstream of lake. If area around Francis I...1ke develops, increased peak flows could cause severe damage to Trib. 0317 in the steep region. If surrounding area urban- izes, this would be a good site to attenuate peak flows. Decrease In water quality with increasing develop- ment. Loss of habitat. Decrease in fish use. System is mostly in natural condition. As development increases, higher flows and worse water quality can be expected. Recommendations Construct proportional weir at outlet. Enhance 1,100' from Francis Lake to SE 184th St. Construct containment berm and control structure at outlet of wetland (if bio- logical an[lJysis permits). Establish and maintain adequate buffers, JOO' from ordinary high-water mark or 25' from top fa slope break, whichever is greater. Maintain adequate stream corridor buffers. Reduce discharge rates to pre-development levels. Prevent clearing, grading within buffeTS. Trib. &. Collect. Item River Mile f2i!!l. 78 7<) 80 81 \!ill RM . .50 0328 RM .70 0328 RM 1.10, 1.40 0328 RM 1.40 P: LC.APC 19 19 19 19 Existing Category Prop. Proj. Conditions and Prohlems Geology Habitat Hilhitnt Hydrology 3112 Medium.density landslides and high.density bank erosion occurring due to natural causes. This indi. cates channel and valley sensitive to effects of development. (Sensitivity due to clay layer. Basin hosts some of best fish l1abitat in upper reaches.) Significant s,"lmonid use throughout. Sockeye spawners, carcasses pre5ent. Coho, steel head parr in pools. Excellent habitat for spawning and renring (a redd site). Much diversity .• most exemplary in basin. Channelized reach. Uniform channel, no habitat diver· sHy. Heavy S<lnd deposition. Little overhead canopy or bank vegetation. Lake Peterson is small, open·water wetlanu with a weir at outlet. C·16 Anticipated Conditions and Problems None. Sedimentation from upstream reach pos.<ible. Adjacent development will likely reduce diversity and quality of habitat. May cause thermal problems as wmer temperatures rise. No 'useful htlbitat. Lake provides good peak flow attenuation and will become more important as 'Upstream tributary area develops. Recommendations Limit development in the basin. Maintain leave strips adjacent to stream at least 100' [rom ordinary highawater mark. Restrict use/development within this streamside management zone. Restore stream habitat throughout! add structure, diversity, bank vegetation, and canopy. Cost should be borne by party(ies) who channelized this reach. Replace weir at outlet with a higher weir in order to gain additional storage. TASK 3 FIELD INSPECTION EXHIBIT J Off-Site Analysis Drainage System Table OFF·SITE ANALYSIS I .. JNAGE SYSTEM TABLE Surface Water Design Manual, Core Requirement #2 Basin: Cedar River Subbasin Name: Madsen Creek Subbasin Number: ___ _ Distance Observations of Field Inspector, Drainage Component Drainage Component from Site EXisting Potential Resource Reviewer, or Symbol Type, Name, and Size Description Slope Discharge Problems Problems Resident Constrictions. under capacilY. ponding, Type: sheet flow, swaie, stream, overtopping, flooding, habitat or organism channel, pipe, pond; siu, Drainage basin, vegetation, cover, destruction, scouring. bank sloughing, Tributary area, likelihood of problem, See Map diameter, surface area depth, tyPe of sensitive area, volume % Ft. sedimentation, incision, other erosion overtlow pathways, pOlential impOlcts (IJ Madsen Creek Courses through the site and -0 None Noted None Noted discharges from the site at the northwest corner , ~ RCB culvert Located at the northwest I 0-90 None Noted None Noted ! corner, flows west ® Thickly vegetated ditch Flows west I 90 -260 None Noted None Noted along SR-169 right-of-way @) 6-by 4-foot RCB culvert Flows north under SR-169 0.5 260 -395 None Noted None Noted G) Ditch flows west along the Thickly vegetated I 395 -500 None Noted None Noted right-of-way ® RCB culvert Flows west under 149th 0.5 500 -560 None Noted None Noted Avenue S.E. <V Ditch through thick Flows westerly into Park. I 560 -960 None Noted None Noted vegetation 6-foot-wide, 3 feet deep I ® Ditch flows north Thickly vegetated with 0.5 960 -2,260 None Noted None Noted , blackberries, 6-foot bottom, 3 feet deep, 1: I side slopes , -_._----'---------------_ .. _----_._--------_ .. _-- 11706.002.doc TASK 3 FIEI,D INSPECTION There were several problems observed during the resource review, including the review of the sensitive areas folios, which found several items of concern for this project site. Based on our review of the drainage complaints from the downstream drainage course, there is considered to be flooding. However, the downstream drainage course lies within FEMA IOO-year floodplain and there is nothing that can be done. The Cedar River raises its banks during the IOO-year storm event and it is natural that there would be flooding downstream. 3.1 Conveyance System Nuisance Problems (Type 1) Conveyance system nuisance problems. in general. are defined as any existing or predicted flooding or erosion that does not constitute a severe flooding or erosion problem. Conveyance system nuisance problems are defined as flooding or erosion that results in the overflow of the constructed conveyance system for runoff events less than or equal to a IO-year event. Examples include inundation of a shoulder or lane of a roadway. Overflows collecting in yards or pastures. shallow flows acrOss driveways, minor flooding in crawlspaces or unheated garages/outbuildings and minor erosion. The downstream drainage course from the this project site, which is the Madsen Creek low flow channel. does experience conveyance system nuisance problems as delineated by the drainage complaints. However. it is not known if the channel has been rechannelized to provide better conveyance, which was a project that was proposed in the basin reconnaissance summary report. If that is the case, then there should be nO conveyance system nuisance problems. Since this project is proposing Level 2 Flow Control. no other flow control measures are required as delineated in Section 1.2.3.1 of the KCSWDM. 3.2 Severe Erosion Problems (Type 2) Severe erosion problems are defined as downstream channels, ravines, or slopes with evidence of or potential for erosion/incision, sufficient to pose a sedimentation hazard to downstream conveyance systems or propose a landslide hazard by undercutting adjacent slopes. Severe erosion problems do not include roadway or minor ditch erosion. The sensitive areas folios indicated there were some erosion sensitive areas in the upstream basin; however, there were none in the downstream drainage course. Therefore, this is not deemed to be a problem at this time. 3.3 Severe Flooding Problems (Type 3) Severe flooding problems can be caused by conveyance system overflows or the elevated water surfaces of ponds, lakes, wetlands, or closed depressions. Severe flooding problems warrant additional attention because they pose a significant threat either to health and safety or to public or private property. Based on our review of the drainage complaints, there was flooding in the downstream drainage course and adjacent to the downstream drainage course from this project site, which is very near the Cedar River. This flooding occurred during IOO-year peak stann events, which occurred in 1990 and 19%, and once again after that. The downstream drainage course lies in a floodplain of the Cedar River and it is typical of a floodplain to flood. No further flow control should be proposed for this upstream basin, other than Level 2 Flow Control, since the downstream 11706.{)02.doc drainage course occurring immediately downstream of the site exhibited no problems from the drainage complaints or from our site visit. The downstream drainage course investigated by the site visit and a review of the soils map indicates that the downstream drainage course occurs mostly through till type soils. The field reconnaissance for this off-site analysis drainage report was conducted on October 14, 2005. The skies were overcast and the high temperature on this day was approximately 55 degrees. 11706.002.doc TASK 4 DRAINAGE SYSTEM DESCRIPTION ,. AND PROBLEM DESCRIPTIONS TASK 4 DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS Runoff leaves the project site in two locations: one from the eastern developed portion of the site that discharges into a detention pond and, ultirnately, into the right-of-way of SR-169 where it courses westerly into the Madsen Creek low flow channel, and (he second from the western portion of the project site sheetflows due north into Madsen Creek, which courses in a westerly direction, ultimately crossing underneath SR-169 in a northerly direction after coursing on-and off-site a few hundred feet. Runoff then courses in a well-defined channel through thick vegetation, crossing underneath 149th A venue S.E. in a box culvert, ultimately discharging into the Cedar River after going through a thickly vegetated area for over 1,000 feet. The following is a review of (he drainage complaints and how each one was addressed: Complaint No. 93-0944: This complaint dealt with neighbors adjacent to SR-169 and 149th Avenue S.E. complaining that the culverts the contractor was installing underneath the old railroad trail were too small and might cause flooding. This comment nO longer applies, as the downstream drainage course does not course through that trail. Complaint No. 93-0992: This complaint dealt with the same thing as Complaint No. 93-0944 and was referred back to that complaint as to how it was addressed. Complaint No. 96-1661: This complaint dealt with silt being deposited from the overflows of Madsen Creek in the downstream drainage course into a backyard. This property owner was referred to Sam Chastain who is the City of Renton Public Works superintendent. Complaint No. 97·1282: This complaint did not deal with the downstream drainage course from this project site. Complaint No. 99-0797: The property owner lives adjacent to the downstream drainage course of Madsen Creek and she felt the creek was going 10 overtop its banks and flood their property. This was due to sediment deposits in the channel and it is not known if the sediment was ever removed. Complaint No. 2002-0048: This complaint dealt with flooding in Madsen Creek and the County said that they could not remove the sediment because of fish and wildlife issues. The County no longer has access to the downstream drainage course. All of the drainage complaints for this project have been addressed above. The complaints that dealt with flooding all occurred in the floodplain of the Cedar River and there is not much there can be done about that. 11706.002.doc EXHIBITK Drainage Complaints AVV, ~INij cv. WlKU NO.?B?! P. 1 King CountY Water and Land Resources (WLR) Division 201 S Jackson St, Suite 600 ~ I \'10lp FILE COpy Seattle, WA 981<J4..3855 FAX To: ~~) Fax:_ -feZ£--0l5/ -/l7Rd. l Phone: _______ _ Date: I;; Nmnber of pages including cover sheet: (p From: Candi McKay. Eng Tech II WLR Stormwater Services Section Phone~206-2~1900 Fax Number: 206-296-0192 I!.\1PORTANT LEVEL I-ANALYSIS NOTE: We do not send copies of certain complaint typel! tbat are not relevant such as BCW, Fl, FIR, FIH and WQA, and we do not send CL and LS types. See key below. Type SI, S2 and S3 will not be faxed due to size constraints. #//70{; The following is a list of complaint types received by the Water and Land Resources Division Drainal~e 'VA ' Section. Complaint numbers beginning prior to 1990--XXXX have been arcbiYed and are no Ilc'lIg'e! in our possession. They can still be re\rieved, if necessary. but will take additional time and may not be ~eficial to your research due to their age, development which has occurred. etc. If you are interested in reviewing the actuaJ. complaints. they can be pulled (time permitting) for your review. Copies can be obtained for $ .15 per page, and $2.00 per page for plans. Kevs: ._ .....,.,., Type of Problem '!: DCA ~on- DDM DrabIago. Mi,.,.o._ DCW w_ CCP Respcmse IDIDquiry • DBS Droiaage-~. oa. CWm DLB Dmioa&e-LaaclsIideII!anh ~ Blf J!aW<_ OIl Bold DTA D",_~_ _ INQ 1;lR1Dq.-OcacoaIlJIqoIry MMA Mlfrpn'DQC-~ ER Ilu_ReYle" FOC.PCR.fCS ~ CempJaJ.ort FI SWMlWlaqlli<y MMF Mafnt"IIlCe" FIoodhrg FIR SWMFeo~ MMO N._ ..... ·GoaaaI FIB SWM Fee .. Bold MMM MaiD_· MowiBs 01.8 L.......tt MNM ,MaiJIteooaao-NoodIMaintcnance RR Faoitity ~ReyJew NNW ~w"'" NDA ~~''''_ SWP SWM FeoQuesIioDl . WQC W_ QaaUt,-CompIoiaI WQB W_QuoI/Q'-II<sIMIDIpmou,l'nIoUces WQD W_QuaIlIy-ilIImpIDg WQI W_Qaa/lIy-_eonllOdioo REM SWM~.,.II!emeesat· ".,,' WQjl w_QualiIyBaCw ........ ' WQR W_Qualky~a..tew . WQA W_QIUIiIy A1IcIIt WQO W_QuIlily-OIbe< GRT SWM l'eo-{kat sl.S2.SN3 ~SIudIes NWD SWM~m.eo- AU'. j. LUU' 1:~~rM KINb W WlKU NU. ~tl~ I P. 'L KIng CountyWatur and Land Rusourcas llivisioB . DraiJlagB servIGus Suct/8n laint Suarch Printed: 11/031200~ 1 :18:54 PM ~ Iypa TYPB of PI'VIIIum AlIfross ot Prable ClIIDDIDIts Dl'aPags Nundlur COfB . • 1974,{)O95 C RIPRAP 15225 JONESRD ROCKSlDIKEl15219 JONES RD/CEDAR RIV 6571'14 1974-0096 C RIPRAP 15224 JONESRD ROCKIDIKElJONES RD/CEOAR RIVER 6571'14 1974'{)103 C 15631 JONES RD SE WIO BACKFllUJONES RD 657M 1974-0106 C DRNG 15005 JONESRD DITCWAlONG CEDAR 6571'14 1976.{)064 C lS6TH Pl SElJONES RD DAMAGE AlONG RD/CEDAR RIVER AREA 657A4 1976'{)091 C DEBRI 15463 SEJONESRD CEDAR RIVER 657M 1980-0031 C DRNG BRIAR RIDGE RETENTIONIOETENTION POND 656J4 1981-0316 C 15035 SEJONESRD DIKE JETTY/CEDAR RIVER 6571'14 1982-0513 C 14243 SE 146THST lJlINDSLIOE 656J4 1983'()357 C DRNG 14821 SEJONESRD CHNL OVERFLOIMADSEN CRK 657M 1983-0360 C EROSION 15064 MAPLEVLYHW 657A5 1983'{)375 C FLOG 16203 140THPLSE 656J5 1963-0390 C FLOG 14615 MAPLEVLYHW 140TH AVE SEIMAPLE VL Y HW 656J4 19B5.{)710 E FILL 15035 SE JONESRD KG CTY NOT RESP-WIU,noIENF 657M 1986.{)372 C VIOlJllTE 15817 SE JONESRD MOBILE HOME IN FLOOD PLAIN 657M 1966.{)372 E ILLDVLT 15817 SE JONESRD TO BALD FOR CM(CHK STAT BY CMDT). 657M 1986.()651 C FILLING 15045 SE JONESRD SEE B6-0745.1158 6571'14 , . 1745 C Fill 15045 SE JONESRD ILLEGAL FILL·CEDAR RIVER 657M IB12 C EROSION 15421 SE JONESRD CEDAR RIVER 6571'14 1966-1158 C FLOG 15059 SE JONES RD SEE: 86.{)745 BRAMBLETT 86.{)745 6571'14 19B6-0156 C ORNG 15900 SE 156THST C/B -CLOGGED DRAIN 657A5 1966.()237 C DRNG 13967 SE 156THST WATER IN BACK YARD/DEVELOPER PROP 656J5 1988-()2S9 C DRNG 15657 140TH PL SE WATER UNDER HOUSE 656J5 1986-0379 C EROSION 13929 SE 15STH PL CLEARING-MAPLE RIDGE ESTATES 656J5 1989'{)O86 C DRNG 14320 154TH PL SE INSTALLING DRAINAGE 657M 1989-03S7 C DRNG 13941 SE 158THST NEW HOUSE CONST FILL 656J5 1989.{)611 C D~G 13967 SE lS6THST MOUNDS OF DIRT ON LOT 656J5 1990-0318 C FLOG 15225 SE JONESRD DIVI:RTED DITCHISTORM EVENT 857M 1990-0449 C DRNG 14943 SE JONESRD DEBES IN CREEK/STORM EVENT 6S7M 199O.()S18 CL FLOG 15225 SE JONESRD CI.#12839 857M 1990-0568 CL MUDSlIDE 15854 SE 156THST CL#12853 SUMMERFIELD 857A5 199Q.{)590 C DRNG 14933 SE JONESRD BACKUP INTO MADSEN CREEKISTORM 6571'14 199Q.{)599 CL FLOG 15271 BIRCH OR CL#12873 WONDERlAND MOBLE PK DUE 857A5 ~ 1990-063B CL EROSION 15273 BIRCH DR Cl.#12911 WONDERlAND MOBILE PK DUE 657A5~ 1990'{)702 CL FLOG 15059 SE JONESRD CL.#l2933 SEE TULLY DUE AUGUST 6571'14 1990-0748 CL FLOG 15023 SE JONESRD CL#12989 SEe l1JLL Y DUE AUGUST 6511'14 1990·0769 C DRNG 13932 SE 155THPL BROKEN PlPEILEAK INTO TRFMR 90-1187 656J5 Pag.lelS "V,. J. LVVJ I: 'OFM ~IN~ W. I'ILKU NU. Jtl~ I r. j C4IPIiJ/aIlIt ~: TJpa 8f PI'IIIIIIIII AdlIrm Df P1'.bkIR COIJUJI8Dts InsP818 ftDmIJer ~769 SR DRNG 13932 SE 155TH PL BROKEN PIPE 656J5 0-0776 Cl FlDG 15900 SE 156TH ST SUMMERFIELDlCL#13011 657A5 1990-0793 CL FLDG 15035 SE JONESRD WASHE DOUT DRNEWAY/CL#13019 SEE 657A4 1990-0956 Cl FlDG 15226 SE JONESRD MUD FROM CLOGGED CULVERT/CL#1313 657M 1990-0994 CL FLOG 14645 SE MAPLEVLYHW CL#13175 WONDERLAND MOBILE PK DUE 656J5 ~ 1990-0995 Cl FlDG 14937 $E MAPLE VlYHW CL#13176 WONDERlAND MOBILE PK DUE 656J5~ 1990-1023 C DRNG 15408 SE JONESRD HOUSE MOVED IN NEAR CEDAR RIVER (157M 1990.1060 CL FLDG 15263 BIRCH DR CL#13225 WONDERlAND MOBILE PK DU 656J5~ 1990·1061 Cl FlDG 15250 PINE DR CL#13332 WONDERLAND MOBILE PARK 656J5 +--- 1990-1167 Cl FLOG 13932 SE 155TH PL CL#13430 FLOODED HOUSE 656J5 1990-1503 C DRNG 15025 156TH PL SE PIPE OUTFALL TO RIVER 857M 1990-1509 C EROSION 14250 154THPLACE SE CULVERT DAMAGE AND SLIDE IN RAVINE 857M 1990-1571 C FLDG 14227 SE 162NDPL WATER COMING UP IN YARDIBASEMENT 656J5 1990-1602 C FLOG 15805 140THCT SE MUD & WATER IN STREET FROM CaNST 656J5 1990·1625 C EROSION 15633 SE JONESRD OF RIVERBANK/FAILED lEVEE (157M 1990·1846 C SRoT 14937 SE MAPLE VALLEY HW NEAR WONDERLAND MOBLE HOME PAR 657A5 ~ 1990-1673 C EROSION 14906 SE JONESRD CEDAR RIVER BANK 657M 1991·0005 C EROSION 15240 142ND PL SE EROSION FROM PIPE IN RAVINE 656J5 1991·0005 E EROSION 15240 142ND PL SE EROSION FROM PIPE /DRY WELL INSTALL 656J5 1991-0013 C EROSION 15631 SE JONES ROAD STORM EVENTNVASH OUT OF BANKS 657A5 1p 0 1-0023 C DRNG 15605 140THCT SE IPOWELlJCONSTRUCTION NO EROSION C 656J5 1080 C FLOG 14037 SE 159THPL WATER AND ICE ON SIDEWALK 656J5 ·0080 E FLDG 14037 SE 159TH PL RETAINING WALLIPONDING WATER 656J5 1991-0155 C DRNG 14043 SE 159TH PL EXPOSED DRAIN LINEIROOF 656J5 1991-0155 PN DRNG 14043 SE 159TH Pl NOTNDAP 656J5 1991·0213 C flOG 15240 160TH Pl SE WATER FROM EVERWHERE 657AE 1991-0213 NDA FLOG 15240 160TH PL SE SEE ENFORCEMENT 657A5 1991-0213 SR FLOG 15240 160TH PL SE SEE ENFORCEMENT 657A5 1991-0223 C FlDG 14833 SE JONESRD WATER FROM ROAOlICYRDDRNG 656J4 1991-0239 ER GRADING 14833 SE JONES PLACE DIRT WORK NEAR BRiDGE 656J4 1991-0345 C DRNG 14031 SE 159THPL DNERSION OF WATER TO SIDEWALK (l56J5 1991..()655 NDA DRNG 13200 140THAVE SE CCF# SWM 0502.2/NOr NDA PUGET COLO 656J4 1991-0655 X DRNG 13200 140THAVE SE CCF# SWM 0502-2 656J4 1991-0657 X DRNG 14306 144THAVE SE CCF# SWM 0419/PARK DRAINAGE a56J4 1991..()668 CL FLOG 14645 MAPLE VALLEY HY MEMO TOPA 11-3()"90 657A5 ~ 1991-1013 LS FLDGIERO 14937 MAPLE VALLEY HW DISMISSAL ORDER DATED 10/6/94 657A5~ 1992·0414 C ORAl'lAGE 14059 SE 159THPl WATEROVERS/w 656J5 1992-0414 E DRAINAGE 14059 SE 159THPL 656J5 1992-0414 ER DRAtlAGE 14059 SE 159TH Pl WATER OVER SNV· NOV. MEETING 656J5 1993-0109 C FLOODING 15533 156THCT SE VALLEYFA!RE CRAWL SPACE 657A5 Page 2 of 5 NVV. j. LUU~ I : ~ijrM U N\i W WlKU NU. '>U'> I ~. 4 --TYJ8 IYJ8 of I'r8IIInI Mdrtss If 1'r8Id8ID CIDJDJIIts TbmPaga NflDllRI' Cad8 -0210 C DRAINAGE 15613 156THPLACE CRAWLSPACE ICLOSED TO CLAIM 9~-O30 657A5 I ,,9~-O302 CL DRNG 15613 1 56TH PLACE SE MAYBE CLAIM #16155 657A5 1993-0944 C DRNG 14900 SE MAPLE VlYHWY MAPLE VALLEY HIGHWAY CONSTRUCTIO 656J4<f:- 1993-0992 C DRNG 14900 SE MAPLE VALLEY HW SEE 93-0944 SWARTZBALKER 656J~k- 1994-0332 wac DISCHARG 14900 JDNE:S PLACE SE VACTOR DISCHARGE IN STORM?? 656J4 1994-0392 C ORNGPPE 14022 SE 158THST WATER OVER SIDEWALK 656J5 1994-0392 E DRNGPIPE 14022 SE 156THST WATER OVER SIDEWALK 656J5 1994-0392 ER DRNGPIPE 14022 SE 158THST WATER OVER SIDEWALK 656J5 1994-0447 C FlOOOING 15705 $E 157THST VAlLEY FAIRE III SYSTEM NOT WORKlNG 657A5 1994-0447 NDA FLOODING 15705 SE 157THST VALLEYFAlRE 3 TIGHTllNE 657A5 1994-0447 RN flOODING 15705 SE 157THST VALLEY FAIRE III SYSTEM NOT WORKING 857A5 1994-0809 wac DUMPING SE 159TH PL& 140T SE CONCRETE: DISCHARGEIBEAUTY BARK D 656J5 1994-0813 C PONDING 14019 SE 158THST WATER OVER SIDEWALK MAPlE RIDGE E 656J5 1995-0329 C FtilNG 15009 SE JONE$RD CHK ROAD DRNG & GROG PERMIT INFO G 656J4 t995-0756 WQC DUMPING SE 158TH & 149TH CT NEW DIW CURB CUT & CONC ClEAN-UP 656J5 1995-1120 WQC DUMPING 14636 SE JONESPL EMERGENCY FLOOD REPAIR 656J4 1995-1162 0 DITCHES SR 169& 146TH woooT HELPING ReSIDENT REDUCE FLO 656J4~ 1996-0364 FCS CREEK 14937 SE RENTON-MAPLE VALLE MADSEN CREEK POND SEDIMENT LOAD 656J4 ~ 1996-0384 R CREEK 14937 SE RENTON-MAPLE VA HY MADSEN CREEK POND SEDIMENT LOAD. 656J4~ 1996-0384 RF CREEK 14937 SE RENTON~APLEVAlLE MADSEN CREEK POND SEDIMENT LOAD 656J4~ 1!lQ6-0437 C SLIDE SE JONES RD & 149T SE 656.14 492 C flOG 15035 SI: JONESRD 656J4 1~.....o869 C FLOG 15035 SE JONESRD HIGH FLOW PONDING PVT PROP NO OUT 657A4 1996-0869 NDA FLOG 15035 SE JONESRD HIGH FLOW PONDING PVT PROP NO OUT 657M 1996-0869 R FLOG 15035 SE JONESRD HIGH FLOW PONDING PVT PROP NO OUT 657A4 1996-0888 FCS OIL 15282 SE MAPLE DR OIL SEEPAGE INTO POND 656J5 1996-0950 C CREEK 15015 SE JONESPL LACK OF CONVEYANCE RD X-CUL PVT PR 656J4 1996-1050 CL FLOG 15010 156THPL SE REIMBURSMENT FOR CLEAN UP WORK IN 857M 1996-1122 C BERM 14833 SE JONESPL BLOCKAGE OF DRAINAGE PVT PROP 656J4 19913-1061 C SILT 15017 149THAVE SE STREAM BACKUP BECAUSE OF BEAVER 656J4~ 1996-1762 C FLOG 15059 SE JONES RD DAMAGE TO DRNG OUTFALL TO CEDAR R 857M 1997-0057 C PIPE 15619 SE 157THST SEDIMENT IN RAVINE 857AS 1997-0524 C EROSION 14631 156THAVE SE NATURAl SLIDE AREA ADJACENT TO PIP 6S7M 1997-1072 C STUMPS 15405 SE JONESRD STUMPS STOCKPILED FOR CO PROJECT 657M 1997-1096 FCS RDDAMAG 14937 RENTDN-MAPLE VALLE MAlNTENACE REQUEST MADSEN CREEK 656J4 -< ~ 1997-1262 C FLOODING 15016 149ntAVE SE INFO REQUEST REGARDING RD BRIDGE 656J4 < 1996-0540 FCS VANDALSM 14900 RENTON-MAPLE VL INV OlD NOT CONFIRM DAMAGE TO FACILI 656J4-<:-- 1996-0630 FCC DUMPING 15400 SE 155THPL DUMPIN TRASH IN POND POND MAINT RE 057A5 1996-0634 C SPRING 15619 SE 157TH GPR 1NV0l.VED PREVIOUSL YTURNED TO 657AS 1996-0634 NDA SPRING 15619 SE 157TH GPR INVOLVED PREVIOUSLY TURNED TO 657AS Pase3Q/5 "VI. ). lVVJ I: ?orM U Nil l;U. WUU NU. 'JH'J I P. 'J CHIpJ8Iot = Typuf Pruldem AdIIrBSJ of I'rtrIIIIn COIIIm0Dt8 OO'IIspage lVmnIIsr 8-0634 R SPRING 15619 SE 157TH GPR INVOLVED PREVIOUSl YTURNEO TO 657AJj 9-0185 C EASEMENT 15619 SE 157TH ST ERROR (CMPlNT MEANT TO CALL ROS) 657A5 1999-0297 FCR ROMAINT 15006 SE 145TH PL REQUEST TO REPLACE BOLlARDS AND L 857A4 1999-0404 C DRAINAGE 15221 SE RENT -MAPLE VLL Y APPARENT BREAK IN DOMESTIC WATERl 657A5 k--" 1999-0445 FCC MAlNT 15400 SE 155TH PL POOR CONDITION OF MITIGATED WETLA 657A5 1999.0197 C FLOODING 15031 149THAVE SE PROP FLOODING DUE TO STORM AND SE 656J4 ~ 2000-0552 C DDM 650 OWALlAVENEAPTG7 REQUEST TO HAVE COUNTY INSTALL RO 656.14 2000-0700 C DCA 14645 SE RENTON MAPLE VALLE PRNAl£ DRAINAGE PROJECT AT WONDE 656J5~ 2001-0092 FCC MMG 15400 SE 155THPl CONSTRUCTION OF DITCH ON ADJACENT 657A5 2001·01:17 c ERQ 14636 SE JQNESPL 656J4 2001-0127 R ERa 14636 SE JONESPl SANDBAG QUICK FIX RELATED TO EARTH 856J4 200HJ152 C DDM 15619 SE 157THST NO INVESTIGATION REQUIRED. HISTORIC 657A5 2oo1-(J152 R DOM 15619 SE 157THST NO INVESTIGATION REQUIRED. HISTORIC 657A5 2001-0161 FCC MMG 15400 SE 155THPl REQUEST FOR INFORMATION TO CQMPl 657A5 2001-0193 WQC WOB 15400 SE 155TH PL#60 ALLEGED DISCHARGE OF Oil POLlUTAN 657A5 2001-0220 E MNM 15006 SE 145THPL APPARENT ENCROACHMENT INTO RID T 651M 2001-0220 FCR MNM 15006 SE 145TH Pl APPARENT ENCROACHMENT INTO RID T 657M 2001-0220 R MNM 15006 SE 145TH Pl APPARENT ENCROACHMENT.INTO RID T 667A4 2001-0305 RET BSR 15106 SE 145TH Pl 857A4 2001-0378 FCS MNM 14645 RENTON MAPLE VAlLE CONCERN REGARDING KIDS PLAYING IN 656J5-E-- 2001-0525 FCS MNM 149lliA & SEJONES RD 656J4 0776 C DOM 15601 SE 157THST APPEARS TO BE SURFACING GROUNDW 857A5 -0013 C OLE 14223 SE 146THST STEEP BLUFF ABOVE CEDAR RNER. SLI 656J4 2002-0048 FeS MMG 14900 RENTON MAPLE VALLE Spoke to ~lnanl and e1<plall'red we were 656J4~ 2002-0122 C PPM 14633 SE JONESPL NEW SFR CONSTRUCTION. SHEET FLOW 656J4 2002-0122 NDA· DDM 14833 SE JONESPl NEW SFR CONSTRUCTION. SHEET flOW 656J4 2002-0122 R DOM 14833 SE JONESPl NEW SFR CONSTRUCTION. SHEET FLOW 656J4 2002-0275 FCS MNM 14900 RENTON MAPLE VALL Y No problem found 656J5~ 2002-0421 FeS MMG 15619 SE 157THST REQUEST TO REMOVE DANGEROUS TRE· 857AJj 2002-0602 C MNM 16006 SE145THPl CONCERN REGARDING LEANING TREE. I 651A4 2002-0631 C DDM 15827 SE 156TH CT OPEN CHANNEL CONVEYANCE POSSIBLE 657A5 2002-0631 R OOM 15627 SE 156m CT OPEN CHANNEL CONVEYANCE POSSIBLE 657A5 2003-0435 C MNM 15619 SE157THST REQUEST TO REESTABUSH DRAINAGE C 657A5 2003-0435 NDA· MNM 15619 SE157THST REQUEST TO REESTABLISH DRAINAGE C 657A5 2003-0435 NDA-MNM 15619 SE157THST REQUEST TO REESTABLISH DRAINAGE C 857A5 2003-0435 R MNM 15619 SE157THST REQUEST TO REESTABLISH DRAINAGE C 857A5 2003-0573 FCS MNM 14900 MAPLE VALLEY HWY SE 657A4~ 2003-0804 WQA WQAI 15400 SE 155THPl WQAPERMCl 657A5 2003-0826 C DTA 15643 156THPlSE WATER SATURATED YARD. APPEARS LO 657A5 2OOJ-QS76 FI REM 15711 152NOAVESE Tolal Lal Area ~ 2,401,898 sq ft(5S.13 Acres). 657A5~ Page 4 of 5 1\ I n\l I"V. yt'LlW NU.?~~I r. b Cumplalal ~: Iypa ofPraIIIBII AddI'8ss If Prllldllm C8mIII8Dts DnlSPII!IH fIIImIJur 14-0022 FCR MNM 15006 SE 14STH PL StomJ.damaged Iree branches hanging 0118' 51 657A4 4-0061 FCS MNM 149THA & MAPLEVALLEYHWY REFERRED TO TOM EKSTEN PARKS TRAl $56J4 -+-- 2004-0325 WOA WOAI 15031 MAPLE VALLEY HWY 65BJ5 ..;;:- 2004-0505 FCS MNM 152ND & SE RENTON MAPlE VAL 651A5~ 2004-0841 C DTA 15408 SE JONESRD stream a<:ross pmper1y. Plans for new ElIott B 857M 2005-0142 C MMF 14645 RENTON-MAPLE VALLE Ditch backl1g up onto Wonderland Estates Mo 656.15 <E-- 2005-0142 R MMF 14645 RENTON-MAPLE VALLE Dilclt backing up onto Wooderland Estates Mo 6S6J5~ 2005-0522 FI REM 15300 SE 155THST 857M> Page5015 NOV. 7.2005 11: 04AM KING CO. Wl RD NO. 5898 P 1130 FILE COpy King County Water and Land Resources (WLR) Division 201 S Jackson St, Suite 600 Seattle, WA 98104-3855 FAX Phone: ________________ __ Date: Number of pages including cover sheet: ~ From: Candi McKay. Eng Tec!! n WLR SlDrmwater Services Section Phone, 206-296-1900 Fax Number: 206-296-0192 IMPORTANT LEVEL I·ANALYSIS NOTE: We do not send copies of certain complaint typ~ that are not relevant such as BCW, PI, FIR, FIH and WQA, and we do not send CL and LS types. See key below. Type S1, 82 and S3 will not be faxed due to size constraints. #//7ti? . The following is a list of complaint types received by the Water and Land Resources Division Drainage Services Section. Complaint numbers beginning prior ID 1990-XXXX have been archived and are no longer in our possession. They can still be retrieved, if necessary, but will take additional'time and may not be b\lllefi.ciailD your research due to their age, development which has occuned, etc. If you are interested in reviewing the actnaI complaints, they can be pulled (time permitting) for your review. Copies can be obtained for $ .15 per page, and $2.00 per page for plans. Keys: Trpe: oCInyr.s!lgatlgn ·c h:<km~ DCW D_'farCleau Water CCP ~ .. Inquiry "CL ClaIm BB _011 Hold' llR _Royle ... l'CC.I.'CR,I'CS ~IItyC<Jmplolms F( SWl.{ 1\:0 lnqRy I'IR &VIM PooR_ F(H SWIll: Foe ... Bold 'U u ...... M. PaciIitJ flnaiu=ing Review NDA N~~~ WQC W_Qualllyeo...,w.. WQE W_QDality_ WQR W_QualkyIlnsU-ingReview . WQA WoterQoaily Aedk WQO W_QuaJ;q-OIhot 81,si.$N3 ~$tuolios 'I)'pe of Problem DCA ~ DDM 1.lmbPge. Mis<'elln'lh"Ollt t>I!S Iloioage -I!rosiOll/S.,.&mcDIIdon . DLB Dniaage -lJUIcIslicklBaI1lt Movcmeal D'fA ilI'aiDoge TecbnL:aI i\nIJwIco . INQ ~ -G-..J /Ilqairy MMA _-_ MMF MMO MMM MNM MNW SWP WQB WQD WQI !U3M ORT NWD MalDte..ance -Flooding MaiIIIeDaDOe-o.n..ol MaiDleaance -MowIaa MaiJlenaDU: Needs Mainlenaace M.oio~W_ SWM FeeQoesIiou . . W_Qualky-_~PtactIoe< W_ Qulllq -DIIsJIp;"g W_ QuoIlty -WI.U Oxuwtion SWMPee-' SWM-'t SWM Fee-New Die«luuI .Subject to l'uI>Ik> IJlscIaIUm requ_ L llOtiipt lit_en ,",)u .. , fot do<:amonrs 2. Re>i ... Md _aI by ~ting A"!'-Y"-.. _I . 05AM--KING CO. WLRD NO. 5898 P. 2/30 7. 2005 I. KING COUNTY DEPARTMENT OF PUBLIC WORKS SURFACE WATER MANAGEMENT DIVISION COMPLAINT INVESTIGATION REPORT 4t~-t-- COMPLAINT ReCEIVED BY: DETAILS OF INVeSTIGATION: OMPlAINT INVESTIGATED BY: :noNTAKEN: , ~ .... -e r)."..:t I Sl<eIch on roverseside; Yes 0 No 0 PhOtos: Yes O_'No 0 Quantity OaI&Ree-c:l: . -10 DATE; ) ant advised of action possible Or talc; ettsr 0 Personal Contact 0 lm(?lalnt Action Handled By -r:::::;:::a:~;p--A~~~~ __ -..... Closed: {-7 -:; / OK'd: ---A~ t).J1e lnillaft, NOV 7.2005 11: 05AM KING CO. WLRD ~~'~':~~~~~.~r.'I~(~ii~lillji.W~·~~l.r".n~lMllil:.i'i.j,~~·~~~,~=.4~'%TT~'-.~:~'------ "NO. 5898 P. 3/30 \:omp 1 a i nt No ' ___ _ King County Department of Public Works Surface Water Management Facilities Maintenance Section COMPLAINT INVESTIGATION FORM Nature of Complaint adzM tfr. .'Jd?/'I' ~~Olt. c£j( Date Ree. uhf:t Location 1bMl1":' ~ IJ]Mderft41 .i Complainant 57-?1!t2-Pho~e No.(home)~{)lJ1 (work), ______ _ Address~ ___________________ _r-~~~--___ ------------------------- Detail s of Compl a i nt._~.J::::..J~/ ~~A~'/f'-...:::Q::..:.::...:...:......'/-::.J--""2i:.t.J./7:...."/C-J!tf9!6~~0t.!-m-v.-=.!;;::J::L..-___ _ Referred to: 1) £,~ Date~ Cormnents ________________ _ 2) ____________ Date Comments __________________ _ Name of Facility or Plat ____ ~ ___________ Lot No, ___ _ 1.0. No. _____ _ Type of Facfllty: River Storm Road Off Road R/W-- Pri vate Res. RID • Comm. RID OLD/OFF Other Details of Investigation: location of Facility: Sec._ Twn._ Range __ _ Roads Di v, __ _ Kroll Page No. ___ _ Thomas S'ros. Page No. ___ _ Council District ______ _ --------------------------------------------- Action Taken: --------------------------------------- Contacted by: Phone ____ letter Personally ____ Dther ____ Date, ____ Date Logged, ___ _ / NOV. 11-" NO. 5898 7. 2005 11: 05AM KING CO. WlRD , KING COUNTY SURFACE WATER MANAGEMENT DIVISION DRAINAGE JNVESTIGATION REPORT P 4130,. ,-f>t~:~ .. atI/~JJ~l-"tll'J>U1'y R-~ Page 1: INVESTIGATION REOUEST HP[ C OK'd by: FDe No, PHONE .;1.15"-6 9(" 7 4t1'f.~) ___ _ Clty ____ ~_ S-.ate.~_ Zip,~. __ _ problem, If different: f! (OIJn-R.JU:t7~ /f~ ~-/J1,,9;>.I£ j/~ £P. ItH5 -'ZlilI'J UPM<e? ~/1II1u-MIUMt' 8~pu;-~nr 6/J?;?-~c.~ C.IALV~.:r(5). N61<:rI<l'lal?S C~a 17(/lr /le;J{dP £/IP/JC.1ry mAy ~ f9..;:>oP/M!;-. other agencies i?volved; (Give details) ____________ ~ ________________________ __ Reported ImpactE;: # Properties: Dates/frequency of occurrences: HOllie -Access road --septic systelll --outbuildings, garage == Yard/landscaping === _ other ~operty . __ stream, lake, vetland :omments: Mt-;'~~§~'fitT·fI#eNS1~~~~~_';:~~1pfp~¥:;r·;"?ii2 rlITftii:%:- )catJrm/Trllcking /"fo: :~ 1/4 s~ r ~:'R S-Parcel No. Type, ___ _ Basin LC-t. Council Dist " DIR Ref/Cng No:. __ ~ __ City '--,--Field Investigation needed?_ 'let !lame: Block No: Lo! No: "ftj--' en: Assigned 10:, __ KROLL fiO~ 'RtlS HEW:~H> :cI:, DATE CLOSED: J2:::l~ t3 OK'd:-:l:f? OLD: \f'J.-PI . UNOV. 7. 2005 11: 05AM v KING CO. WLRD NO. 5898 . P. 5/30 KING COUNTY SURFACE WATER MANAGEMENT DIVISION DRAINAGE INVESTIGATION REPORT Page 2:FIELO INVESTIGATION TYPE File Name: File No. D8taJ7:s of fnV8&tigatJbn: Dale Of Field Investiga!lon:1L-I ~ 'B Aelated Investigations: The area of concern 1s in the C~dar River Basin along the Renton-M~plp. Valley Hwy, south east of 149th Av SE. Three 56"X38" CMP 'lnder the Renton -!4apl e Va 11 ~y Hwy drain to a small are;. between the highway and trail (that had been ·R/R fight of way) where a 48" CM~ drains towards the Cedar River, under the trail, and thru a ditched ~rea.Ditches ~nd ~ulverts appeared open, with the ditches lined with vegetation. Photo 1) Looks south ana east along the trail where X-cu1verts under Renton-Maple Vly Hwy converge to 48" under the trail by strilwed area. . 2) Looks upstream from trail with drainoge channe1 in background. J) View from trail towards Cedar Riyer and. 149th Av bridge i"·ba~kground. 4) View of box culvert <:iraining under hwy to ditch trat dr~i"s under 149tl1. 12-8-93. Spoke with Ken Krank, SWM-FM, regarding widening of Maple Valley Hwy and drain- age. Pipe is being removed and box culvert 1n place of 48" C~lP under the trail. ,: ~~"\-. - 'Jt< I v~ ~:(i1( (~I I I I I, , r I , . NO. 5898 NOV. 7.2005 II:05AM KING CO WLRD P 6/30 KING COUNTY SURFACE WATER MANAGEMENT DIVISION DRAINAGE INVESTIGATION REPORT PROBLEM ~~mC Page 1: INVESTIGATION REOUEST ceived bY. ~ -/ Ud..{l. V G~7l_-fiE Dale: /~/2Qj?5 OK'd by; .TYPE C IlflcBivttd f,om: .... (PI. .... pnnt pllllnly ~or ~.o). (Day) (Evo) NAME: }(SIJ \elkiN?'. =:; F , _) _wm-_m ADDRESS: Nc]<,;'o.0 't\A-2.-.t4 ' City ______ State, __ Zip __ ~_ locialion 01 problem, If differeFlI: CHARGE # Derails of Probiem: sf?/-rc 1&'!C!/wAY j)c7#7?r~ /5 /,v r~ A .. ~ or Wf'[>.-:--"""'.J('S'.;<' /e , /1"5 ~-r ~F 'jkdJc=LT /I #>--' ~ ec/l.-J~7' f,t-ff ,t5'c-e-;V /~--'\) ./.tV r~ efI/~hi'4-J C2q~ fr-of"V1 (7Ue ~.>~-V O~~ /foJ.6i:::,.:r.-/!/e-6.$ /tid, 1.r-->7~ ~~/~I-'f -1<V''P foa / /V"/~//h.--Is, .?"L-()oJCfr'/~ .. N; /~ 0l--t/t;-7i?-r; rr.n..> <£,t/l.-D CAv:>.!" ~~fl/lr/e4""'''-A .. ~~ IT" .. PW~~ &~ PCc..-t./.e..~ -W~...,-Ctfv ~F £>c""':; ('0 , e--t/ r::=-A.#(...~? Other agencies; 1 Reported Impacts: __ HOllIe ~nvo ved: (Give details) ~------- Dates/frequency of # Properties: occurrences: _ Access road __ Septic system __ outbuildings, .garage Yard/landscaping _ Other property _ strealll, lake, vetland-- Comments: Plat ~ame: Clty-- Block No: Ir ' Turned to_' On __1 __ ' /_ rH -~ Initials: ~~B~RO~S~·~NE;W.~· ~~fi~~~-YU~L ---OLD: if: OIJ:: DATE CLOSED: ~-.LD. «3 OK'd: 6'iP ken: Assign!!d 10: -- iype, __ Field investigation needed? , - , KROLL see: ?3-0~'E-<f ;S'w-?v<7?.~ NOV, 7, 2005 11: 05AM KING CO, WLRD , NO, 5898 p, 7/30- KING COUNTY SURFACE WATER MANAGEMENT DIVISION ' DRAINAGE INVESTIGATION REPORT ' , Page 1: INVESTIGATION 'REQUEST --!A AI Type L I , ,Date:, /2-/4--?F OK'd by:' jt1r<.J File NO"Cf 5 ~ IIWJ- ________ "-~ _____ ~~ __ ...-...;'R. ___________ ~ ______ ~ __________ .. -~. eivEld by: _._-------------- Received from: J j // ' (Pl •• "" p,;n' plainly lor:p'~~ .I (~~ .z-Lf 4-70 .,f'e) NAME: f?,CdtrJ.r_ H~v$0111 W5DoT Acgi'l '-I PHONE fr.::cS'-'z,t;:32 ---- ADDRESS: %1%20 Gx d AVf!!:"''''e... S. CitY IV"'-t ' State, WA-Zip '7'6"03~ • l~cati?n of problem, if different: ;=f."J-l ,.SU~ o~ SR I ~Cf 4.1 Akuf !~::tJ ----.----------~---------._,-:,-.. . R_"'d"';:~~~. ~ ~ t4t;!, . . t4~~~~~~~ ~~~,!#L~. * r~~~~ ~-3,~.~ ~ ~~r<t-~~~~' . r7:<-Jt~7tJ 711-)<'-;':~30 m Lot No: 310ck No: Oi:har agencies ::lvolveo: No Field Inv9s:igation Noadad __ _ . RESPONSE: by .:,.('phone _ letter _ in person DISPOSITION: Turned 10 ___ on _____ by __ _ OR: No further action reco.-nmended beca, _ Lead agency has been notified: ?roblem has been corrected, -~~7N;-:o-p-::ro:-;b:7le:-m::-ch-:-as-b,...e--:e'C'n-.,.io-;c' e:-:n~tii;:-ie""d-. -~---p;:crl-.-o-:r7in,..-v-es--ti"'0-::-:at:;-io-:n-a~d~dr::e-'-ss:-e-::s-::-p:-:;robie -See fila # __ -___ _ Private problem· NDAP will nor consider because: _' _ Water originates onsite and/or on neighboring parcel Location I,s outside SWM Service Area. Other (Spec;r)'): D)l.TE CLOSED: --.LJ~/~ by: ~ NOV, 7. 2005 11: 05AM KING CO, WLRO [Jeta/7s of Inves6g.atiQn: KING COUNTY SURFACE WATER MANAGEMENT DIVISION DRAINAGE INVESTIGATION REPORT Page 2: FIELD INVESTIGATION ~-.-----.--.---------.------- COMPLAINT ~5-ll62 RICHARD'HAYSOM -WSDOT DrsTRlqr 1, AREA 4 InveA~iga~d b,. Alan Meyers on 12-21-95 Xr. Haysom with the WsnOT is aSBiAting an elderly Iir. William Veenhuizen who liveA at 14615 sa Renton-Maple Valley Hwy and owns several hundred acres along the IIOUth side of SR-169 at this location. Hr. V would like to reduce the amount of flooding on his .land by cleani.nq out about 300 feet of a road si.de ditch which drains a porti~ of his property north towards SR-l6S1. ' As part of this drainage 'Iystem, Mr. Haysom,has some concerns about the flow capacity of the coun~y' s drainage BYIOt .. on the north side of IIR- 169 where two 24 inoh CHP pi.pes flow undQ~ SR-169 and into a 400 foot ' long open ditch which is drained by only one-12 inch CHP whioh is presently half full of grav~. ThiA drainage system north of SR-l69 is' apparantly on county Parks Land adjacent to ,and in ,the Cedar River -park. Both an engineer and a fisheri.es eoologist are needed to analyze ,the , system from the cedar RiVer upstream about 1800 feet to the arQa south of SR-169 to aSBess both the habitat/fisheries impacts and hydraulic capacity issues associated wi~h the cleaning of this drainage system. NOV. 72005 l1:06AM KING CO. WLRD NO. 5898 P. 9/30 Received (roln: KING COUNTY SURFACE WATER MANAGEMENT DIVISION DRAINAGE INVESTIGATION REPORT· Page 1: INVC:STIGATION REOUEST (ple~50~ prinl plainly lor sQnnino). (D.y) --- ~)'pe rC S (Ev<) . ADDRESS; City.· State ZiP:. __ -'- ~'?":-,.-:-.. -.......... "'; -.' ... ...., .. ;.~. "·--~--·--PP.>3 7'S¥;' "t11o/1/t:,/k/hU #4/fl ... :' -':,Loea\lon of problem, if different:: . ______ ._~<~~~~_. _.,,:_. ________ :. ~/. _____ . ___ --c--- Rsporled Problem: ·M~£'!2-~.~(G 'P~S2 . lS F~ 0 r ~.Q~.:..~f-~ ~-«?k\ ~ k .. . c.(.-e~.uQ .' Ii. w~i ·~.~iGi\~. H ~ u"<. '3 vu> f '. '- . , Lo: No: : J c5'td ~..ad...5-. . ?arc91 No. ·2.3J3tJ$'-'9//,f Kroil ?/4,Lt) ,".5;0$: N~ .. 656(f~ ~/~ Sin O:d il5 feJ-O/'fc Besin LC/? CotJno~ DistR... C:-'E'Q3 No: --.....:..::.::..:.==--== ==-======= -----~--llES".ONS=: C~i1.e.n nolffoed on 2/,2 bi' ri:.ooe _._ len~r _. in person ~efCe.~ pcfVt.& -1<)&0 .CJ ~i2~J .... "' .... ~.-vf.,.;f~.v ('fMJ i:.y i ...... \",-..,.R·r.>v;";!I' ~ 5+<1V""-)J' '3 L...s ~ L~c<....cf ~J2 &0' . ..( Ptn'l# <>¥ ~tfl.,J). tt/,,,,"V'C; Potp' Fil~tV "";fI'o<7 ~. "~7J1;.~" S .. &?'-""~ ~. ~eeP' t",., fI~"" <-4......"", r. . :;/!5 . . .... . . . OISPOSf'170N,: Turned \0 on 7.1'7 " by 1 c.. O?: No h:rther aCllon {~comr:'\"r.d9d b , , ..!l"'Lead ~gency has been rio;;;led: ... _ -----,,.,..--:-:c.,-.,....,.-7"-'7'-;;;"::':l-------c:==r::::::.:=::::-;;:;::;.;;:~:::: _ ?robl-am hzs been COi'raCted! .-_ No prob~em has been ioaotifie:d. . ?,ior inVesiigatio'l 2GOtesses p: , -See F'i'. ~. ____ -,-_ _ ._ ?riVz.i8 pioble.l1-NOIV' will no; consider bec('!.l!.sa: _ W"ler originates onsile and/or on neighboring parcel Location is outside SWM SelVice Area. OAT;; CLOSE.D: ~I IS tK by: P _ Orhar (Spedy): NOV. 7. 2005 11: 06AM KING CO. WLRL NO. 5898 .P. 10/30 ~~ __ KING COUNTY SURFACE WATER MANAGEMENT DIVISION . !>GJ) DRAINAGE INVESTIGATION REPORT . /I Page 1: INVESTIGATlON'REQUEST Type ~ leCef.ledb~~ _. Date:r-16 ~9~ OK'd by: :t){l.:~::: FileNo. CJk--/tbl =od~ r7'6 ~~ OONe:;et2 cR2553~ ADDRESS: ~~-P,Ci; /l0dZ7hi StateLt.!d. Llp9g'd:i locatloo of problem, if different; Plat name: Other agencies involved: iii IImlili!il!i!i " /' tJ«.J.~:23 2,3 5 Parcel No..--..:::..::....:=-=--'---.:=--~~ __ 174-s--:r~ 'Basln tel? Counoil Dist /2. Charge No: lot No: Block No: No Field Investigation Needed ~ __ ;."..,.,.) Kroll 'iJ/6w II i! ~ ThBros: New ~ 5G':JLI Old 'f:Z iN, £1 ffESPONSE; Citizen notified on !{).{Ht Oy X phone _._ letter _. in person . q~d.Qte. ~ ~ f~ <.->,-\l.. ;t?~y"" G-. Da..\ ~~. \?e~ -1oC~o~~"3~c.h.~~:"l' ~~. . DISPOSITION: Turned to,_~_ on ____ by __ _ OR: No further action recommended becaus. 2£. Lead agency has been. notified: Cr r ct; -::-Pcf?YT?!.J _ Problem has been corrected. _ No problem has been identified. Private problem -NI)N> Will not cOf!sider because: Prior investigation addresses problem -Sao Fil. #. __ ---' __ _. _ Waler originates onslte and/or on neighboring parcel . _ location is outside SWM servi::/}SJ,.· _ other (Specify): DATE CLOSED; ItJ/-LfJ.-!£ by:~ ~~..J ,Ngv~l:)O~.5=--. ~-1:...:.1 :;:O;6:.;;A:;:..M _....:K:..:,.lN::..:G...,.;C:..:O.:...,..:::WL:.;;R::..,D --___ ....... -............ _~.;;.;...::s;;.,;..,.~~ King County Department ofNawral Resouroos Swt'acc Water MaDagement DRAINAGE INVESTIGATION REPORT Ji'IELD mYl!STlC"TION PILE l;'fO 9fi..1661 NAME: EVBLYNDBLSANTO ADDRESS: U01714nJ{ "VB sa PHONE 2$'-SJ80 MAlNTIlNANCl! 4 moMAS PAGE 61614 DETAILS OF INVESTIGATION: I met with Evelyn Del Santo at her home to discuss her concerns aboUt Madsen Creek. She is claiming that King County has altered the creek so it Ooods her property in the winter. Del Santo had four rO' tree die because they were submerged in water. The area is west of her garage about 100 feet. The area has turned into a swamp according to De) Santo sinee the County did some work on Madsen Creek. I talked to Karen Goto the Senior Engineer in charge' of the Elliot Levee project which iB located Dear the mouth of Madsen Creek. I asked Karen Goto if the County is doing any work to caWie the creek to backup. The County isn't doing any work on the Madsen Creek channel. Karen said the problem may be caused by the Beaver dam located on the City of Renton's property east of the Maplewood Golf Coune. I asked if the County planned to do any work to fix the problem? Karen said if there was any work to be done on the Madsen Creek dianne! that it would have to be. done by the City of Renton since it was located on the City of Renton's property. Jllked to Larry Gettle Senior Engineer of Local Drainage Services Unit about thiB problem.' Larry eXplained to me tbat this would be a City of Renton problem to address. He suggested to get a contact person with the City of Renton and also lIend out the brochures on Beavers with a copy of the Trapper in Blaek Diamond. I wiD send a copy of the BcaverBrodlures and get a contact person for the City of Rellton. Sam Cbastaid is the contact persoD for the City of Renton. . 135--2568 NOV. 7. 2005 11: 06AM KING CO. WLRO NO. 5898 ., > JP SE JONES PLACE SKETCH: JONES ROAD NOV, 7.2005 11:06AM KING CO, WlRO NO, 5898 p, 13/30 -- KING COUNTY WATER AND LAND REsOURCES DIVISION' DRAINAGE INVESTIGATION REpORT /'P :" Page 1: lNvESTlGATlONREQUEST , >BLEM: (.I'IJIl1J!1juL/lll'JM~ . • JlCElVEDBY: ;:;;;;; Date: wJ03h7oK'd!>Y: Received from: I I I , (Day) ( ) Type FC5 (Eve) 1-( _.J.) NAME: ~/}jlYl};t(~Af#-~HONE as/f !drib ADDRESS: _id13.]~~iLfj2 CIty ;I}J/UIhD State, __ Zip w't? Location of problem, if different: -' Plat'name: 'I'7J~ ~ Other agencies invol~ Lot No: Block No: No field investigation required.~~ s BasiIi. Lc,rL- ~~~--'-~_ Kroll ,plb4hb.Bros; New Old Council Districtl L &$u~S 4-'2. -P', DJ.... Charge No _______ _ -----------._--------' .. _---------,------------------------_.,-- RESPONSE: ~" Citizen notified on _____ ~y: __ phone _-_letter __ in person ' ?~cr /VOrt7 : Co-./e4-/-vVI-¥'-'1 ~ rPlIVIc.,,J.(' ~ p (Y'/b rvt+/"...rr~tV=P DISPOSmON: Turned to _'_ on -I { ~y __ OR: No further action recommended because: ~ agency has been notified: ___ --, ____ .-.' ________ -:--__ ~ ~ 'Problem bas oeen corrected_ ~ No problem has been identified __ Prior investigation addresses problem: SEEFIu# __ _ rivate problem -NDAP will not consider because: __ Water originates onsite and/or on neighboring parcel. Location is outside WLRD Se;fojJ/'ra. __ 'Other (Specify): )ATE CLOSED; 11.J I 97 By: -IfI<..J /,eot1CA.rlJ NOV. 7.2005 11: 06AM KING CO. WLRO . NO. 5898 KING coiJiiITY WATER AND LANb.ItI::SoURCES DIVISION DRAINAGE INVESTIGATION REpORT Page 1: !NVESTIGATIONREQUEST PROBLEM::.....· -.:.....J~&&&dif--------"-- ECEIVEDBY: Date: Received from: P. 14/30 D(D- Type~ (Eve) ( ) NAME: uALt/.e) ~ ADDRESS; h201i4-&946 @;Ji\y:&' (Day) L.....,...4 PHONE g:i?/o -3':) fJ..3 City ~7/)il). State,--_ Zip ?fl(lj;/ Location of problem, if different: . natn.ame: Lot No: Block No: Kroll '3\0W Th.~ros: New·~54? Jt Old 4-2. D\ . Basin /...t;Jf. Council District ./2. Charge No. ______ _ ---~-............ -...... .. ....... _........ "'-'--"---"'-'---------... --------_ .. _ .... . ResPONSE:· Citizen notified on g":Z'z"-'?7·· by: ~phone' _. _'letter _··_inperson . ~~-kd /111.-em~ v.....>:K ~ ~,,-,Q,~ t\.~ ~ ~//,I$(-~wJ~'e pt-o.J~' ~ ~ ~~.~ .,Je ~k M,'k.t.ei( &.f. ~ row! S~ 'Sec/..'tJV\. .t&-l..s ~~ ~ ",-,& ~o--"e ok ,«-~ -.Qk dOf:>'c%?I_ ~ esc.., 3:):h DISPOSmON! Turned to on f f by __ ' OR: No further action recommended because: -X--Lead agency has been notified: l:xJ--r ~~ ~'L.s:5 Dv. _ Problem has b'eem coJTeCted. _ No problem has been identified. _ Prior investigation addresses problem: Private problem -NDAP will riot consider because: SEEFn&# __ _ __ Water originates onsite apdfor on neighboring parcel. . Location is outside WLRD J9fJ!2JFea. __ Other (Specify): DATE CLOSED: 8 i!-7 f V By: ~ 1f1.)7iJI.PS>~IJIV: NOV. 7 2005",1.J :Q~AM KING CO. WLRD King County Department CJf Natural Resources Water aDd LaIId Resources Division Local Drainage'Servieu Unit . BasioLCR COIlIleil Dis!. 12 initials OeD InvestigatiQD Date! 8-25-97 .Pnn:el #2323059133 Name! Wll..LID EMERSON Address! 15016 149m A VB SE City RENTON State WA Phone. Day 226-8223 Phone: Evening Zip 98058 Maiotenance Div. 4 NO. 5898 P. 15/30 Complaint #97-1282-·---._- Received 8-20·97 Assigned Date 8-22·97 . Report Date 8-26-91 Thomas Bros. 65614 8TR. 23-23-5 Facility # Plat Namll: I met wilh Willie Emerson at his trailm: at 15016 149'" to discuss hi. concerns about the Cedar River_ Mr. Emerson did a projeet II few years back: and raised his bank. Now the property next 10 his on the eastside is lower and the water is going across his property and flooding the neighbors to the south. Mr. Emerson would like to know what is going to be done once the bridge is renioved in the next couple of years. He would like 10 see the County property filled to the level ofhis yard and haole so the water would stay in the river corridor. I walked the area with Mr. EInetson and explaioed that a roads project was in' the works to remove the bridge and 1llOV6lbe flridge upstream. I told him I did not know what lIIe plan was to improve the bank in that area. The property next to Mr. Emerson is ·owned by King County. I will find a name of a pefSOll that Mr. Bmerson could talk to about this project 10 find out whalla going on and when the project would he built. No problem idenllfied and will refer the complainant to the proper agency in charge of the J~es Road bridge construction.. . 7.2005 11 :07AM;. .... ~KING CO. WLRD.o:.n.N..l''! ..... ...m~~~UU.1(CJ:;SJ.JlVISI~~-.5898 DAAINAGE INVESTIGATION REpORT P. 16/30 f"d$.. Page 1: INVESTIGATION REQUEST PROBLEM: ,lirJDA (.., (Srr1 .' ,;jA.J' '. ""':CE,VEO.lIY; ? G&rr(...p . Date: f';-13~?% OK'd~Y: tgFIL£NO. 9t-J.fO Type Ec.5 eceived from: NAME: 11l1li Jo flc?Ji>Rrz7U ADDRESS: w'ov/)&! UItv'!) !I& i/, I'~k. . . . (Day) rtk51 (Eve) .... ( _---...11 PaONE of7/....; Ie 2-2.- City £.~ State ivA Zip __ _ Locationofproblem.ifdifferent: 411-P5OV Ce~k'· gyt?.ttiA-t:.. >7?eHf ~~-rr ReportedProble~ CALLFInS-r 0 (WouldLi1ceToB.eP;"seirt) p/?tJo ~-~~j{ .Y/ /. ./ --4<:/vA ~;</ /6~CJI ~v~~ ';' IP?" (..A'~~pt{" ./T 7 T f2; m/rlf cC> 1'7h:~' ,AI i!:ff'A/ ~7'..A//? . ~/<E::/1r /lUP.5oU Ce. /~A/ '~aw~ pvTo .~A/'?l" '. ,K'd-e-k'..s ffiv'ef' ~e;-"P. 7-lrYli '5'-,lJ > me: Lot No: Block No; )tber agencies involved: Ne field investigation required,~~ (iDldals) .-. . To BE COlltl'LETED BY COllfPt.AIN:rI:ROGRAM STAFF . .' r.r •• •• '. ",' • ~'. _, . . . . .... I ; . ..' .. '-'. . ,-.,'. - T R ParceJNo. c1,gif305XXJ:t. Kroll·,f16WTh.Bros: New fo5tu,Pl:5 4fJ..O ,-2- ~eN~. ______________ _ Basin' /.1Y( Cotmcil District ? Old ESPOI\'SE: Citizen notified on . S: 2.0-j fQ by: I./'" phone _ Jetter _ in'person No frOb \e.;rrt ; .te!.-t+; +i ~d.. .' . . . :SPOSI'nON: Turned to on _..I.I_--,/L-_ by ~ OR:. No further action recommended because: . ~ Lead agency luis been notitietC:::-:-;----::-:_:---:--;-:--;-;::-:--_-::--:--:--_-.,.. __ ~ __ _ _ . Problem has been CO{Te~ed. X No "roblem has been identified. _ Prior investigation lI!1dresses problem: ~ SEt FlU 1/ . . _ Private problem -NDAP will not consider becau,se: . __ Water originates 'oosite andlor· on neighboring patcel. Location is outside WLRD S~.. . __ Other (Specity): .TECLOSED: 9'12-/1 n By: ~. ~, NOV, 7, 2005 11: 07AM KING CO, WL RD Complairtt 98-0540 Hendren ' Investigated by Robert M:anns on 8-19-98 NO, 5898 p, 17/30 I checked the pond and the area around it I saw the recent construction work on the ,creek and pond; but I saw no damage to the facility. No problem was identified in the investigation. I spoke with the trailer' park inanager and he told Mrs. Hendfen is on vacation. NOV, 7,2005 11: 07AM KING CO, WLRD, NO. 5898 q 1/.t) ~ . KING COUNTY WATER ~ LAND REsOURCES DIVISION p, 18/30 :pS ....... S- D~AGE~STIGATIONREPORT n Page J: lNVESTIGATIONRrlQUEST PROBLEM: 7{7~., -I /. , =~ Q nm..;~ OK'd""~_NO. NAME: rk47#/0iM2 ~bV , Poo~f'7Z9J1f _(Ev_e)_{---,--) Aoo~2c2a~~:I!(AlaZaJ~/2m)State,-Zip rePoSe? Local100 of problem, if~ "'«'f' 1d:JfEY' . tname: Lot No: Block No: Other agencies involved: % S T R Parcel No, 2.'=> z..."3 o~ lJ'{ KroD ?I~W ThBros: New 0<:i, AS "Lr Old 42'62 B8s!n ~ . Council District ,,2-Charge No. . REsPoNSE: ~ notified on ~! (q r by: __ phone letter _ in person 0/& i ,.-ou;tl..D 5'1 5reA-[ W~/7Vb CAt.-t--eO TO S"fA.-r'( pf,../I:lt'NC,:S 7(l ~~ DISPOSITION: Turned to _ on I I by __ OR: No further action recommended because: _ Lead agency has been notified:,-:-:o-_-.,.-__ ----, ______ -,-____ _ ~ Problem has been corrected. _._ No prob1emhas been identified. _ Prior invostigation addresses problem: -/.c Private problem -NDAP will not consider because: 8EBJ!U.I; IJ. __ _ __ Water originates onsite and/or on neighboring parcel. Location is outside WLRD SB ~Other (Specif}r): DATE CLOSED: 6 I r I ?J By: [)b""'~77C-c---ftrcrX'. ,?.Jt'I't.--j . /r/I/~.t3 Complaint 99-0404 em Investigated by Pat Simmons 05/17/99 I was called to the site and taIked to the workers who f01l1ld the poDding water. The problem area was a<ljacent to 152"" Ave. SE where two solid lid calch basnm·are \ocated Bast oftbe fence. The 1'000. oatch basin drains to tbe oillwater separator, filtering and inilltration basins. The water was ponding around tbe infiltration blIsin. I opened Up each basin and found tbat the oillwater separator was OK, the filtration b...m was full of rock and infiltration was drained therefore the wuer was not coming from this system. I asked lhe wOlkeD about watering lines in the area and he pointed out tbat a line may COme from tbe pump house to a fancet near Maple Valley Highway. I told him thet tbat lin .. might be leaking beeallllC the rond drainage gystem was drained to a much lower level I also stilted that the storage basin needed cleaning. He tbought tbat tbe basin belonged to tbe Roads Department. :1. { Maple Valley Highway ____ Water Fauce! Filttation Basin Ponded Water 152 Dd AveSE ows WOOdFenca [J...;---Pump House , .. ' ····r···· Jj NOV. 7. 2005 11 :07AM KING CO. WLRD NO. 5898 /1/7 '. " , KING COUNTy WATER AND LAND RESOURCES DlVISION 'PROBlJl:M: ~ _JjCENHDBY: ftj\;1JV ' DRAlNAGE INVESTIGATION REPORT Page 1: JNvEsTIGAlION REQUEST Date: (Day) 1'f1..£:) PHONE l-7--f...t -'62-/2. P. 20/30 W\---., Type (Eve) l-( _-/.) Receivedfrom:~ ~ NAME: M j l d...;-tyL C&VI • .pfY\lJVb.., AnDRESS:' (;Q 0\ l4<t 1111. ~ ?[i City _____ State. __ Ziptl t(f58 Location of problem, if different: Repo~ed Problem: CALL l'IRBT 0 (Would Like To Be Present) If\C(lUdv, /,0 o),f-LlMA-.f-o ~ ~. ~ ~ io ~ -Iv ~ tnr'eA bto ~ ~ /ji1J7.1d ~ ~. ~ io -f.ttio ~ ': . itw ~~ ~ 6.J~ /l <.Z \. .. ,J;~.r c£rc"" "'~ ( 0......, jJ C$ h& f 1,J 0 P N<-(. (US\~cf <;.7'<'\1""""--~,-;:.f~ ~~~::;;, r.,.(V \M,,,, Cc..CY<vt~ 1;; ~ ~. S~ IS lx,zt,d) ~ 14 ~ t'\ C; E ,;,.J ,,{: \'-J ~ [<."<.,,Y VU-')G T 7;"' GI/ ,'v ( ·6~y. ~ Cfb~}bfo/ .. "at name: Lot No: Block No: Other agencies involved: Noficldinv~on~wred, __ __ S T R Parcel No.V7z.~tQ"OIDtt7 Kroll g-H,p Th:Bros: New /& :rt Old -12--0/ Bas '1j'fZ. Council District I z.. Charge No. ________ _ Citizen notified on by: __ phone letter __ in person U,.sc') .... .S'c::rtA II-JI-rl/-I~. N<>--r Ibrt.-r ~ 1?~~"tJ~t:-. ~ Q/A:;.Lrc/;r'r'" r"" W4a..t.. /N o.<rV'A/ .4v~IJI:P7V.vI) ;,~ Cd d~ /fl.~"{) /'t-wA/ ,Pf,/.c. DISPOStrION: Turned to __ on / I by__ OR: No further action recommended because: _ Lead agency has boon notified:........,., ____ ---::_--,-:--,:-__________ ~ __ _ ._' _ Problem has been eorrected, _'_ No problem has been identified. __ Prioe investigatioo addresses problem: _ Private problein -NpAP will not consider because: SEEFlr.J;; # __ _ __ Water originates onsae and/or on neighboring parcel, Location is outside WLRD s~~a. _' _Other (SpecifY): DATE CLOSED: '6/171d"O By: r?O/u,J Complaint 99-0797 Chapman Investigaf.e!l by Chris Treichel IlflS199 Called and visited with Mr. and Mrs. Chapman On site. Toured the grounds with Mrs. Chap!lllUJ, she Stated that she was VOl}' C!lDcetlled with the creek flowing over Ihe bank and flooding their baok yard up to 1he bottom of their door. The Chapman propert> sits about 3-5 feet lower than the stream beGauso of the berm that they installed along time ago. The hOll!le sits about 2 feel below the creek, and about 75 feet away. Mrs. Chapman also informed me that their property continues on the other side of the creek but that all the sediment/silt that has come' down the creek from Fairwood, as entirely covered their back fence, she stated aboul3 l/.l feet. I also taIked with Mr. Chapman who was able to give more history of the area. He,stated that there used to be fish in the creel wtiJ upper development took place. He also .aid that the neighbor put in a 12· steel pipe in the outlet area of the creek into the Cedar river. I could not locate that pipe as the orea is covered with debris in the creek. The creek run. from south.to north, starting at a couple of points and then merging together before crossing under Hwy 169 via a culvert. It the runs westerly along the Hwy wtiJ it gets to the soccer/softball pork loca1edjust east'oiMaple Valley Golf Course. It then goes north into a big wetllindlholding area before it continues into the Cedar river. Mr. Chapman is cou"inced that if the pipe Is removed and the sediment taken away then the fish will return to the creek. This also appealS to be a reason why 149'" Ave SE gets flooded. ' '. ~ •••••• w ••• ~ •••••••••••••••• ~ •• ~ ••••• ~~~ ••••••••••••••• m I W~~pond I Area u: To KClR.enton Park (pic 5) 11031149th Aft .I r---Cllapmu--_---J ' , - NOV. 72005 11 :07AM KING CO. WLRO •.• <,.~~~. NO. 5898 P. 22/30 KING COmfr'lt'WATERANl> L~CES ;DIVISION. /' AbMh/;:7>+ PRAINAGE INvESTIGATION REpORT ~b~ INVESTIGATION REQUEST PROBLEM: UL/t.T . . VW- ECEIVED BY: 64iD Date: fq/t~ho OK'd by: ~FILE No. 00 -7eo Received frpm: (Eve) ( ) NAMa: '~. PHONE (Day) ( 1 ADDRESS: /1"2,iJ~tty9?o/ity ~ State. __ Zip;:nzt5 loCATION OF PROBLEM, IF DIFFERENT: Plat name: c.NA-.f.r Fr":',·h· c-~lc.. ""'('/4<_..., +:~ Lot No: Block No: Other agencies involved: !!-ea~....loL-No field investigation required -~ S T R Parcel No. ::t3aJ06'70?o KroU S/~It.) ThBros: New bSG JG" Basin L.[.,(l, Council District L Charge No. _______ _ /lESPONSE: Citizen notified on ______ by: __ phone __ letter _._ in person DISPOSITION; Turned to on __ /L--'!"/ _ by __ OR: No further action recommended because; __ Lead agency has been notified:,_--:-:----:-:---:--:-_-.-:--:-;;:;-:-__ -=-:--:-----:_:---:--:,--__ ~ __ Problem has been corrected. _ No problem has been identified. __ Prior investigation addresses problem: _ _ Private problem -NDAP will not consider because: SEEFJLE # __ _ ___ W,ater originates onsite and/or on neighboring parcel. Location Is outside WLRD ~ffjc.! Area. DATE CLOSED: #f 3~ ad By: --ffV . _--,Other (SpecifY): !/47dc:.a-ro Complaint No.: 00-0700 Investigated by: Virgil Pacompara DETAILS OF INVESTIGATION Name: Anonymous Date: October 17,2000 I went to the site on 10117/00 at 10:00 AM to investigate the anonymous complaint regarding a private contractor worlc:ing on retention drainage system lIlld has a pond which will bypassed pond which will cause silt to enter Madsao creek. . I spoke witb Mr. J= Crawford, the lead foreman of''Bodlne ConBlmction" who is doing the eonstructioo. Mr. Crawfurd told me that their project is to catch runotffrom the hillside which is flowing through and entering Wondcrland Estate. I wag referred to Mr Bodine, (owner of Bodine conslnlction) through telephone .and was able !O spoke with him briefly informing him the plllpOse of my visit to their project site;mll asked him if there is a pennit issued on their project He asked me if there is a problem with regards to their project and told me also that there was no pemrit issued. Investigation shows that the project is about controlling and diveIting rwioff from the hillside from flowing and entering the Wonderland Estate. They laid a 6~ diameter perfuJated PVC pipe, built a trench and benn along the fuot hills 10 block/catch nmofffrom the hillside. Excavated and widen the tOOsting pond to accommodate more water retention. I notice that there was no filbric barrier and bayolstraw. at the project area to control the oxcavated dirt from getting wash out during consttuction period in the events of rainlil1l. I suggested to Mr .. Crawford to put the 1iIbric b$rier around the site. He told me that he will put bays/straws and fabric barrier to the areas where it is needed right away. Mr. Cmwfbrd also told me that they bave not determine where to tap-the outlet. I went-by to the site on 10123/00 and check the 10000000n oith. Madsen Creek. . r notice the contractor had laid the hays/straws on some bare areas and put a fabric at the betm areas where a po .. ible erosion or wash out wiU oceur· The Mad_ creek is located at eastside of the property approx. 200 feet from the pond and 150 feet south east of the pond. The silt have not reach the Madsen Creek since the project site is at the lower sltem. The erosion/silt had reached the properties adjacent to the project site and it ""IS been cleated already when r went-by. &I-!J.......". """' DNTS J .. ib."......... I;l Run offfrom the hill. ...,.J ~ Pert: plpe,ltrench Toe nn , Mobile Homes 6" PVC Hgllt Lllle,'\"-- Trench MobUe Homes ----, I Mobile Homes To SR 169 NOV. 7.2005 11 :08AM KING CO. WLRD NO. 5898 ~ ,24/30 lUNG COUNTY WATER AND LAND RESOURCES DIVISION /'V \0 DRAINAGE INVESTIGATION REpORT TJPe res Plat name: /JfadwJl ~ ~ ~~o:(~: Other agencies involved: No field invj~sti~:ati(m ~el1nj~Ad se:... • ..2.L ~ ~3OS-7'O~ . 14 S T R. Parcel No. Kroll 'HIS Th.Bros:· New C,.s-6J5 .$ f,..J {)'3 cJ.3 S Basin telL Council District L Charge No. ______ _ Rl!$PONSlJ! _Citizen notified on b/11/u ( by; Lphooe __ letter _ in person LJI Vvt-c.-e.. ~ ~~. \.l~ \v.v-L ~CNlw-J ~"i:i i'Q'-(CL &,..~ o'f N ywbl~ .. DISPOSITION: Turned to on / I by_ OR: No further action recommended because: /riI Lead agency has been notified: l!~ ko'2 ,rU-1N1' Zl'crr /4-Co <J ~ S ~ Problem has been corrected. ~ No problem has been identified. _ Prior investigation addresses problem: SEE FILE # __ _ _ _ Private problem -NDAP will not consider because: _--,W mer originates onsite aodlor on neighboring parcel. _--,Other (Specif'y): DAl'E CLOSED; b I /1 /01 By: 141'L:... NOV, 7, 2005 11: 08AM KING CO, Wl RD NO, 5898 KING COUNTY WATER AND LAND REsOURCES DIVISION p, 25/30 DRAINAGE INvESTIGATION REpORT I r::.J ,INVESllGA nON REQUEST Type Fe? PROBLI"lM: wz-l'N iT IdOdr.,Vt , CEJVED BY: k 12 'K-{O\ \/\ k:_ Date: Vzfo z OK'd by: , FILE,NQ. 2002 mn Received from: (Day) (l/2",-) (Eve) L.( _---') NAME: Q ll:"V"I. ~.Q'lNl.17 6: [ ( PHONE tbl Upo ,ADDRESS: 2.00 1'1:/1 Av' S City taM f~Y\ State vA-Zip __ _ LOCATION OFPROBUlM, lI'DlFFBRBNT: /'t?C'V ~1A-fcTh ;£{"'e~ va..ll",y R.D Access Pennission Granted 0 Call First (Would Like To Be Present) 0 0 V...,JL f-w..0 , r F/&uJ.5 Y\O\.,J ~6 N!().J7se&< ~\L VlVi fkw oJ ~{~. \)v.-vJ~ i~ 14101\,/ 'If ve. Jla;;d~ i c Lr ~ IA 1-1 "" r .. {2p~JJST'lPltw< fiCtfda '}1Q\cP1!Vl C~c.k fldJJ Uv:. i1~~ ! PlatDjl/ne: .AJ~ 0 Lot No: ftI/;l-Block No: ;V/A ~ ~ 2.5,Ai --<-."- y,. S T R Parcel No .. _______ Kroll '61)"1"; ThBros: New blp-& J 4 RDP __ Basin~ CQP"V Council District 9 Charge No .. _________ _ RESPoNSE: Citi~ notified On IIzt ((J <... by: ~phone __ letter __ in person T ... \lc4S ~ RolA. ",-b.....p ~hAs ... f ~tt'¢<v., ..... ,y'w,..1 1".111(5. ltrf67 (,,1:"'-ve (""'" ~t flu", ~ clt.. .. ",JZ. \ i F I ~ 'i ft.., A~ s e .(1 ;«"".1 .. .1. 13,,-1 ,-,p ""' .......... 6 r c.{-~ &..p's-,f.';o",\ '\ '-~t.,.." "' ... ( r,.~",'S~ WD F w \ .. :, II ",I "//"'''''' tJ-.-, P <,-.)7 "" 1.;...5""'" t",._ Cv:u: ~> 0 DISPOSITION, Turned to on / / by __ OR: No further action recommended because: _ Lead agency h!lS been notified:_-:-::_--=-=----.,--,_...,--:;---:::-:-__ -..,. _________ _ _ Problem has been corrected. _ No problem has been identified. _ Prior investigation addres$es problem: ~ Private problem -NDAP will not consider because: SEE'FIU. # __ _ __ Water originates onsile andfor On neighboring parcel. __ Other (SpecifY): DATE CLOSED: \ /2..'6 / I.) z... By: 1(t?fL ,\?'l'\<l.Ich f ~ ~ ~ WIO 'Mar'vf~t<.£ rV'tlic",\s w:(( Wp) NOV. 7. 2005 11: 08~~G C~N~_ .C_O~ ~.L.R.01'ER.ANn LAND RESOURCES DIVISI~~ 5898 P. 26/30 --DRAINAGE INVESTIGATION REpORT • INVESTIOATION REQUEST PROBLEM: 1~/)/YVl Type£<S BCEIVIlDBY: C, ~khoa Date:t/jtt/o~ OK;d by: FILENO. 2002 -0).75 Received from: " I I. (Day) <¥J$) (Eve) l-C _-1) NAME: ~ ~ PHONE d,7/ ~ /«. &). ADDRESS: Itffa'15 B pMi&n ~. V~~~ State Zip __ LoCATIONOPPROBLEM,IPDlF1'ERENT: ltf'1f"1 rl1& f-0 ~JtI.4pRt< 1IaRR1. tia Access Permission Granted 0 Call First (Would Like To Be Present) O'd ~ Plat name: Lot No: BluckNo: S T R. Parcel No.~ l;t:)os:7'o;Cr-. KrolJ'$/6hJ Th.Bros: New ftrGJ5 RDP L Basin tel?. Council District 9 Charge No. ________ _ RBsPoNSE:' Citizen~otifiedon /,117../07..-by: ~ phone __ letter _in person l4f~~. W.I! ~iz ~ ~ fl-v-{~ ~ ~PJ<$""'" ..;t' 'ft....> ~ j.,,/t....Q '~';;"'jLvz.,.. t:;; <.f.l..U. r-.J'L -:.I ~ t,.....JI t ~ dot;' Q~ "",-f--""",.A~ - DISPOSITION: Turned to _ on / I by ~ OR: No further action recommended because: _ Lead Ilgencyhas beennotified:~ ____________________ _ _ Problem has been corrected. ~o problem has been identified. _ Prior InvestigatiOQ addresses problem: SEEF'n-E# __ _ _ PriVllte problem -NDAP will not consider because: __ Water originates onsite and/or on neighboring parcel. __ Other (SpecifY): D CLOSED: f:, ,("L ,0'2.... By: K;-\?Ic....... NOV, ), 2005 11: 08AM KING CO. WLRO NO. 5898 P. 2)/30 ~-KING COUNTY WATER AND LAND RESOURCES DIVISION DRAINAGE INvESTIGATION REpORT ( r I. . INVESTIGATION REQUEST ')tOBLBM: 1ivz eJ(h..i?iJlN.=Rj , Plat name: Lot No: Type res Block No: P31'cel No., ______ Kroll K15 Th.Bros: New-,&tll::::u.u,f4' Basin UP-Council District 7 City Charge No._· _____ _ Citizen notified on ¢ij0 y. by: ---t!£ phone ---n letter in person I ,.~ }1" ~... 7 "'$ .;r£;::;. ,t;h4 f<>r ;a::::: ~ DJBPOSITION: Turned to _ on / f by_OR: No furlher action recouunended because: V Lead agency has been notified: 71.Js -r::.i C--.I. ;.;; Ed :U(J ~ C;2OC _ Problem has been corrected. _ No problem has been identified. _ l'rlor Investigation addresses problem: SEEFILE# __ _ Private problem -NDAP will not consider because: __ Water originates onsim and/or on neighboring parcel. DA .. " CLOSJ£D: I / 1.7 / ~ By; ~ __ Other (Specity): NOV. 7. 2005 11. 08AM KING CO. WL R 0 NO. 5898 P. 28/30 NUV. /. LUO? 11: 0J~~Gc~L~~ .. ~O ... Wl~~RANP LANJ)REsOURCESDIVISIO~' 5898 DRAINAGE INVESTIGATION REpORT INVIlSTIGAtlON REQUEST P. 29/30 TypeR::S PR M:: ____________ __ ::I!!ym BY: Czt. ",eceived from: Date: WOK'dbY; FILENo. 2004 ~().mS NAME: (ltM. ~ ADoRESS: /t.{ftJ tb- . (Oay) ~ (Eve) ( ) PH9,.1}gu/k7/-/fr)"~ ~ &¢y::c({y_r. State. __ Zip~_ ., : . . .. " .' , ,.' . NQ ~UYU . P. 30/30 ''fVV. h I Nil \,U. WL KV. (Eve) l } LocAnON 01' PROBLfM, IF DIPPlllUlNT: A~ Permission Granted 0 aut First (Would Like To Be PreseDt) 0 " .JHK . CIrU,()JP 1$#AAlAGa. (H WoUMK.LMJ!l £s1!ries McBIlC 110Mb I1fK, '!>MIAJ4{;€,'lJtftll' 15 Q(/E/l.-Fc.l>W/iV6. DWNrJt. J)ftrM~ Rec/fl/.t"6' ()r . i WI/At OJt,o Je [)tJA)f ' $'AlM",v ct>A>CCI,vs. ,"" . G,iJTlrft DtlrIJ6 fiJI! t?( KC-CflW.)(/tLMAtV lbN/ltlt1Al/'> (pFrtc~ (cQ{,J()3 P 6) : tAJttl{ Y:ltJMAJ65, Plat name: FILE COpy Lot No: Block: No: iOf1ret~'ei:tcies involved: No field ... ... ~. BiZ:..2.3.. Z1'.as::.. . '. ' . . ~ S T R ParoelNo. ,23f}305ftJ,;}O KroUI/t,UJ ThBros: New w/5Ceu5 RDP Basin L..t8 Council District 9 . City . Charge No., __ ....-___ ~ 'lB,W.'ONSIi: Citi~ notified on _____ by: _ phOI\e _letter _ in petSOn FILE ::?Y . , 'JSl'OSITIOl'I': Turned to _ on / j. by_' OR: No:further action recomDleo.ded because: , . . _ Lead agenoyh!13 been notitied: ___ ~----:___~_----~---- _ . Problem has beep. corrected, _ }fo problem has been identified, _ Prior investigation addresses problem: . Sa:FlLEil __ _ Private problem -NOAP will not coosider because: __ .~. Water ociginate:i onsite and/or on neighborin~ parcel, _. _Other(Specif)r): By: __ _ 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN A. Existing Site Hydrology The existing church and the parking area storm drainage system consists of catch basins and pipes tightlining to an existing pond located along SR-169. This pond will be modified and expanded to serve the existing and proposed building addition to the project. B. Developed Site Hydrology Under developed conditions, there will be 5.67 acres of redevelopment area, most of which is new impervious surface that replaces the existing grass surface. The new impervious area is being modeled as till forest for existing condition with Level 2 Flow Control BMPs. The existing area that will remain undisturbed is modeled based on detention and water quality system previously designed in 1993 matching the 2-year pre-developed peak runoff rate as the release rate during a 2-yearI24-hour design storm. In addition the 10-year pre-developed peak runoff rate will be the release rate during a 10-year/24-hour design storm under existing conditions with the pond upsized by 30 percent and the 100-year storm routed through it to check performance. This is consistent with the 1990 King County Surface Water Design Manual, which the site was initially designed to. The only modifications to the existing conditions will be to remove the biofiltration swale and install a wetJdetention pond in place of the flow control and water quality facilities that exist on the site currently. C. Performance Standards Level 3 Flow Control and Basic Water Quality are the flow control and water quality standards instituted for the project except for the existing condition to remain, which matches 2-and 10-year peak runoff rates to the post-developed 2-and 10-year peak runoff rates based on the Santa Barbara Urban Hydrograph (SBUH) methodology and as is consistent with the 1990 King County Surface Water Design Manual. In addition, the conveyance system capacity standard will be to utilize the Rational Method as developed by the 1990 King County Surface Water Design Manual and still approved by the 2005 King County Surface Water Design Manual D. Flow Control System Please refer to the illustrated sketch on the next pages of this report for the flow control system locations proposed for this development. E. Water Qnality System Please refer to the illustrated sketch on the following pages of this report for the water quality system proposed for this development located as dead storage below the live storage in the pond proposed for this development. 11706.019.doc DETERMINE THE PROVIDED LIVE STORAGE Area Volume Sum Volume Elev. (sq. ft.) (cu. ft.) (cu. ft.) 101.5 26,313 13,511 13,511 102 27,730 28,511 42,022 103 29,292 30,072 72,094 104 30,853 31,667 103,761 105 32,480 33,292 137,053 106 34,104 34,960 172,013 107 35,816 TOTAL LIVE STORAGE PROVIDED = 172,013 cu. ft. TOTAL LIVE STORAGE REQUIRED = 91,208 + 60,879 = 152,087 cu. ft. SO, OKAY 11706.0\9.doc DETENTION SIZING CRITERIA Total existing developed site = 14.20 ac. Existing developed site to remain = 8.0 ac. Plus y, the wet/detention pond, 0.45 ac. Total developed to remain = 8.45 ac. and is considered 85 percent impervious so land cover breakdown sized per 1990 KCSWDM Pre-developed 7.18 ac. impervious, CN = 98 1.27 ac. landscaping, CN = 80 17.50 ac. upstream forest, CN = 76 25.95 ac. total developed 17.50 ac. upstream forest, CN = 76 8.45 ac. pasture, CN = 78.60 25.95 ac. total pre-developed [See the attached approved TIR dated February 7, 1992, with revisions for the land cover breakdown explanations 1 Total redevelopment area = 14.20 -8.45 = 5.75 ac. considered 85 percent impervious = 4.89 ac. till grass = 0.86 ac. Apply large lot high impervious BMP per the 2005 KCSWDM; use 20 percent of new impervious as porous asphalt, which is modeled as 50 percent impervious and 50 percent till grass. (4.89 ac.) (20%) = 0.98 ac. porous asphalt so 0.49 ac. + 0.86 ac. = 1.35 ac. till grass with 4.40 ac. impervious Per the 2005 KCSWDM, the pre-developed condition must be modeled as the historic condition, so Pre-developed = 5.75 ac. till forest I I 706.01 9.doc SIZE THE EAST SIDE WET POND FOR THE REDEVELOPMENT PORTION Basic Water Quality V, [0.9(Aj) + 0.25(A,g)] 0.039 [(0.9)(4.40) + (0.25)(1.35)] (0.039)(43,560) 7,301 cu. ft. Vb = 3V, = 21,903 cu. ft. 1 1706.019.doc DETERMINE WET PONI) VOLUME PROVIDED Celli Area Volume Sum Volume Elev. (sq. ft.) (cu. ft.) (cu. ft.) 97 4,240 4,524 4,524 98 4,807 5,104 9,628 99 5,401 5,781 15,409 100 6,162 6,486 21,895 101 6,810 3,512 25,407 101.5 7,238 CellI 97 14,236 14,751 14,751 98 15,265 15,795 30,546 99 16,325 16,865 47,411 100 17,405 17,958 65,369 101 18,512 9,397 74,766 101.5 19,075 TOTAL WET POND VOLUME PROVIDED = 25,407 + 74,766 = 100,173 cu. ft. TOTAL VOLUME REQUIRED = 12,301 +21,903 = 34,204 cu. fl. SO, OKAY 11 706.01 9.doc EAST SIDE KCRTS CALCULATIONS ~'1Dfo KClns Command NtA-U L; fe Ch"l./i~ L-e-.I 0-1 .~ ,c ({).") edIT-/() I CREATE a noC~w Time Series prod:~~:~~-~;-;:~~;~-;:~~-;~rie;J/ l<)'k, 7)-J ;~fe///o,,-S> project Location Computing Series Regional Scale Factor : Sea-Tac tt":J pEh" ...... O~-':> pe~ve-"'l,·.'f 117061vI3pre.ls[ 1. 00 J{) -IO~ of Data Type : Reduced Creating Hourly Time Series File Loading Time Series 5.75 acres Flle:C:\KC SWDM\KC DATA\STTF60R.rnf Till Forest Total Area 5.75 acres 9:00 Peak Discharge: 0.464 CFS at on Jan 9 in Year 8 Storing Time Series File:117061v13pre.tsf Time Series Computed KCRTS Command Enter the Anillysis TOOLS Module J\nalys_i~; Tool~; Command compute PEAKS and Flow Frequencies Loading Stage/Discharge curve:117061vI3pre.tsf Flow Frequency Analysis Time Series File:11706Iv13pre.tsf Project Location:Sea-Tac Frequencies & J'eaks saved to File: 117061v13pre .pks Analysis '.['001s Command RETURN Lo Previous Menu KCETS Command CREATE a new T.ime Series Production of Runoff Time Series Project Location Sea-Tac Computing Series 117061v13dcov.L;f Regional Scale Factor: 1.00 Data Type : Reduced Creating Hourly Time Series File Loading Time Series File:C:\KC_SWDM\KC DATA\STTG60R.rnf Till Grass 1.35 acres :rnperv ious Loading Time Series File:C:\KC_SWDM\KC DATA\STEI60R.rnf 4.40 acres Total Area 5.75 acres Peak Discharge: 2.36 CFS at 6:00 on Jan 9 in year 8 Storing Time Series File:117061v13dev.tsf Time SC;[ i cs Computed KCH'I'S Command Enter the Analysis TOOLS Module Analysis Tools Conunand compute PEAKS and Flow Frequencies Loading Stage/Discharge curve:11706lv13dev.tsf Flow Frequency Analysis Time Series File:11706lv13dev.tsf Project Location:Sea-Tac Frequencies & Peaks saved to File:11706lv13dev.pks Analysis Tools Command Compute Flow DURATION and Exceedence Loading Time Series File:1l706lv13pre.tsf Computing Flow Durations Durations & Exceedence Probabilities to File:11706.lv13target.dur Analysis Too 1~; Command RETURN Lo Previous Menu KCRTS Command Size a Retention/Detention FACILITY Edit Facility Loading Time Series File:11706lv13dev.tsf 'rime Series Found in Memory:11706J.v13dev.tsf Saving Retention/Detention Facility File:11706lv13.rdf Starting Documentation File:C:\kc_swdm\kc_data\exarnple\kcrts\11706lv13.doc Time Series Found in Memory:11706lv13dev.tsf Edit Complete Retention/Detention Facility Design Route Ilydrographs I/w listing) through Facility Time Series Found in Memory:117061v13dev.tsf Route Ilydrographs throu9h R/D Facility Flow Frequency Analysis Time Series File:11706lv13pre.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Rate Rank Time of Peak (CFS) 0.363 2 2/09/01 18:00 0.099 7 1/06/02 3:00 0.269 4 2/28/03 3:00 0.010 8 3/24/04 20:00 0.160 6 1/05/05 8:00 0.278 3 1/18/06 21:00 0.235 5 11 /24/06 4:00 0.464 1 1/09/08 9:00 Computed Peaks .. -.--Flow Frequency Analysis------- --Peaks Rank Return Prob (CFS) Period 0.464 1 100.00 0.990 0.363 2 25.00 0.960 0.278 3 10.00 0.900 0.269 4 5.00 0.800 0.235 5 3.00 0.667 0.160 6 2.00 0.500 0.099 7 1. 30 0.231 0.010 8 1.10 0.091 0.430 50.00 0.980 Flow Frequency Analysis Time Series File: 11706lv13dev. tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Rate Rank Time of Peak (CFS) 1.19 6 2/09/01 2:00 1. 00 8 1/05/02 16:00 1. 42 3 2/27/03 7:00 1.12 7 8/26/04 2:00 1. 34 4 10/28/04 16:00 1.26 5 1118/06 16:00 1. 63 2 10/26/06 0:00 2.36 1 1/09/08 6:00 Computed Peaks ~---Flow Frequency Analysis------- - -Peaks Rank Return Prob (CFS) Period 2.36 1 100.00 0.990 1. 63 2 25.00 0.960 1.42 3 10.00 0.900 1. 34 4 5.00 0.800 1.26 5 3.00 0.667 1.19 6 2.00 0.500 1.12 7 1. 30 0.231 1. 00 8 1.10 0.091 2.12 50.00 0.980 Flow Frequency Analysis Time Series File:11706lv13rdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates---.. ----Flow Frequency Analysis------- Flow Rate Rank Time of Peak -Peaks - -Rank Return Prob (CFS) (CPS) (ft) Period 0.287 2 2/09/01 21:00 0.450 5.53 1 100.00 0.990 0.075 7 1/07/02 4:00 0.287 5.36 2 25.00 0.960 0.213 3 3/06/03 22:00 0.213 4.81 3 10.00 0.900 0.064 8 B/26/04 7:00 0.205 4.66 4 5.00 O.BOO 0.076 6 1/08/05 5:00 0.144 3.85 5 3.00 0.667 0.144 5 1/19/06 0:00 0.076 3.43 6 2.00 0.500 0.205 4 11124/06 8:00 0.075 3.40 7 1. 30 0.231 0.450 1 1/09/0B 12:00 0.064 2.45 8 1.10 0.091 Computed Peaks 0.395 5.52 50.00 0.980 Retention/Detention Facility Type of Facility: Side Slope: Pond Bottom Length: Pond Bottom Width: Pond Bottom Area: Top Area at 1 ft. FB: Effective Storage Depth: Stage 0 Elevation: Storage Volume: Riser Head: Riser Diameter: Number of orifices: Detention Pond 2.00 H:1V 219.00 ft 58.50 fl 12812. sq. ft 20703. sq. ft 0.475 acres 5.~0 101.50 88139. 2.023 5.50 18.00 2 ft ft cu. ft ac-ft ft inches Full Head Pipe Orifice # Height (ft) 0.00 3.50 Diameter (in) Discharge (CFS) 0.095 0.153 Diameter ( in) 1 2 1. 23 2.00 Top Notch Weir: Rectangular Length: 1 . () 0 I n weir Height: Outflow Rating Curve: None Stage Elevation Storage (ft) (ft) (cu. ft) (ac-ft) 0.00 101. 50 o. 0.000 0.01 101.51 128. 0.003 0.03 101.53 385. 0.009 0.04 101. 54 513. 0.012 0.05 101. 55 642. 0.015 0.06 101. 56 771. 0.018 0.08 101.58 1029. 0.024 0.09 101.59 1158. o . 02·; 0.10 101.60 1287. 0.030 0.21 101.71 2715. 0.062 0.32 101. 82 4157. 0.095 0.43 101.93 5612. 0.129 0.53 102.03 6947. 0.159 0.64 102.14 8428. 0.193 0.75 102.25 9923. 0.228 0.86 102.36 11432. 0.262 0.96 102.46 12815. 0.294 1. 07 102.57 14350. 0.379 1.18 102.68 15899. 0.36') 1. 29 102.79 17462. 0.101 1. 40 102.90 19039. o . J1.3 / 1. 50 103.00 20484. 0.4)0 1.61 103.11 22087. 0."00) 1.0 Discharge Percolation (cfs) (ets) 0.000 0.00 0.005 0.00 0.007 0.00 0.008 0.00 0.009 0.00 0.010 0.00 0.011 0.00 0.012 0.00 0.013 0.00 0.019 0.00 0.023 0.00 0.027 0.00 0.030 0.00 0.033 0.00 0.035 0.00 0.038 0.00 0.040 0.00 0.012 0.00 0.044 0.00 0.016 0.00 0.048 0.00 0.050 0.00 0.052 0.00 Surf Area (sq. ft) 12812. 12823. 12845. 12856. 12867. 12878. 12900. 12912. 12923. 13045. 13168. 13292. 13404. 13528. 13653. 13778. 13892. 14018. 14144. 14270. 14397 . 14513 . 14640. 1. 72 103.22 23705. 0.544 0.053 0.00 14768. 1. 83 103.33 25336. 0.082 0.055 0.00 14896. 1. 94 103.44 26982. 0.619 0.057 0.00 15025. 2.04 103.54 28490. 0.654 0.058 0.00 15142. 2.15 103.65 30163. O.6n 0.060 0.00 15272. 2.26 103.76 31850. 0.731 0.061 0.00 15402. 2.37 103.87 33552. 0.770 0.063 0.00 15532. 2.47 103.97 35111. 0.806 0.064 0.00 15651. 2.58 104.08 36840. 0.816 0.065 0.00 15782. 2.69 104.19 38583. 0.886 0.067 0.00 15913 . 2.80 ] 04 . 30 40340. 0.926 0.068 0.00 16045. 2.91 104.41 42113. 0.967 0.069 0.00 16177. 3.01 104.51 43736. 1.004 0.071 0.00 16298. 3.12 104.62 45536. 1.045 0.072 0.00 16430. 3.23 104.73 47351. 1.087 0.073 0.00 16564. 3.34 104.84 49180. 1.129 0.074 0.00 16697. 3.45 104.95 51025. 1 .17] 0.076 0.00 16831. 3.50 105.00 51868. 1.191 0.076 0.00 16893. 3.52 105.02 52206. 1 . 1 98 0.077 0.00 16917. 3.54 105.04 52544. 1.206 0.080 0.00 16941. 3.56 105.06 52883. 1.7H 0.084 0.00 16966. 3.58 105.08 53223. 1.222 0.090 0.00 16990. 3.60 105.10 53563. 1.2:30 0.098 0.00 17015. 3.62 105.12 53904. 1.737 0.106 0.00 17039. 3.65 105.15 54415. 1. 249 0.116 0.00 l7076. 3.67 105.17 54757. 1.25'/ 0.122 0.00 1710l. 3.69 105.19 55099. J .265 0.125 0.00 17125. 3.80 105.30 56991. 1.308 0.138 0.00 17261. 3.90 105.40 58723. 1 . 348 0.149 0.00 17384. 4.01 105.51 60642. 1.392 0.159 0.00 17520. 4.12 105.62 62577. 1 . 13'/ 0.168 0,00 l7656. 4.23 105.73 64527. 1. 181 0.176 0.00 17793. 4.33 105.83 66312. I.~n 0.184 0.00 17918. 4.11 105.94 68291. 1.~6B 0.191 0.00 18055. 4.55 106.05 70285. 1 . 6] ~ 0.198 0.00 18193. 4.66 106.16 72293. 1.660 0.205 0.00 18332. 4.77 106.27 74318. '1 .706 0.211 0.00 18470. 4.87 106.37 76171. 1.749 0.217 0.00 18597. 4.95 106.45 77663. 1.783 0.221 0.00 18698. 5.02 106.52 78975. 1.813 0.229 0.00 18787. 5.09 106.59 80293. 1.843 0.238 0.00 18876. 5.16 106.66 81617. 1.874 0.247 0.00 18965. 5.22 106.72 82757. 1.900 0.259 0.00 19042. 5.29 106.79 84094. 1. 931 0.272 0.00 19131. 5.36 106.86 85436. 1.961 0.286 0.00 19221. 5.43 106.93 86784. 1 .997 0.301 0.00 19311. 5.50 107.00 88139. 2.023 0.316 0.00 19401. 5.60 107.10 90086. 2.068 0.783 0.00 19529. 5.70 107.20 92045. 2.113 1. 630 0.00 19658. 5.80 107.30 94018. 2.158 2.730 0.00 19788. 5.90 107.40 96003. 2.204 4.030 0.00 19917. 6.00 107.50 98001. 2.250 5.500 0.00 20048. 6.10 107.60 100012. 2.296 6.930 0.00 20178. 6.20 107.70 102037. 2.347. 7.470 0.00 20309. 6.30 107.80 104074. 7.389 6.40 107.90 106125. 2.436 6.50 108.00 108188. 7.481 6.60 108.10 110265. 2.531 6.70 108.20 112355. 2.579 6.80 108.30 114458. /..678 6.90 108.40 116575. 2.676 7.00 108.50 118705. 2. "J2 'l 7.10 108.60 120848. 2.771 7.20 108.70 123005. /..874 7.30 108.80 125175. 2.874 7.40 108.90 127358. 2.92J 7.50 109.00 129555. 2.974 Hyd Inflow Outflow Peak Target Calc Stage E1cv 1 2.36 0.46 0.45 5.53 107.03 2 1.19 ******* 0.29 5.36 106.86 3 1. 42 ******* 0.21 4.81 106.31 4 1. 63 ******* 0.20 4.66 106.16 5 1. 26 ******* 0.14 3.85 10~.3':> 6 1. 34 ******* 0.08 3.43 104.93 7 1.00 ******* 0.08 3.40 104.90 8 1.12 ******* 0.06 2.45 ]03.9':> ---------------------------------- Route Time Series through Facility Inflow Time Series File:11706lv13dev.tsf Outflow Time Series File:11706lv13rdout InflowlOutflow Analysis Peak Inflow Discharge: Peak Outflow Discharge: Peak Reservoir Stage: Peak Reservoir Elev: Peak Reservoir ~torage: 2.36 0.450 5.53 107.03 88694. 2.036 Flow Frequency Analysis Time Series File:11706lv13rdout.Lsf Project Location;Sea-Tac CFS at CFS at Ft l't Cu-Ft Ac-Ft 7.960 0.00 8.430 0.00 8.870 0.00 9.290 0.00 9.690 0.00 10.070 0.00 10.440 0.00 10.800 0.00 11.150 0.00 11.480 0.00 11.810 0.00 12.120 0.00 12.430 0.00 Storage (Cu-Ft) (Ac-Ft) 88694. 2.036 85503. 1. 963 75047. 1.723 72290. 1.660 57898. 1.329 50739. 1.165 50210. 1.153 34735. 0.797 6:00 on Jan 9 In Year 8 12:00 on Jan 9 in Year 8 ---Annual Peak Flow Rates---. ----Flow Frequency Analysis------- Flow Rate Rank Time of Peak --Peaks --Rank Return Prob (CFS) (CFS) (ft) Period 0.287 2 2/09/01 21:00 0.150 5.53 1 100.00 0.990 0.075 7 1/07/02 4:00 0.287 5.36 2 25.00 0.960 0.213 3 3/06/03 22:00 0.213 4.81 3 10.00 0.900 0.064 8 8/26/04 7:00 0.205 4.66 4 5.00 0.800 0.076 6 1/08/05 5:00 0.141 3.85 5 3.00 0.667 0.144 5 1/19/06 0:00 0.076 3.43 6 2.00 0.500 0.205 4 11/24/06 8:00 0.07') 3.40 7 1. 30 0.231 0.450 1 1/09/08 12:00 0.064 2.45 8 1.10 0.091 Computed Peaks 0.395 5.52 50.00 0.980 20440. 20571. 20703. 20834. 20967. 21099. 21232. 21366. 21499. 21633. 21767. 21902. 22037. Flow Duration from Time Series File:117061v13rdout_tsf Cutoff Count Frequency CDF Exceedence_Probability CFS % % % 0_001 26842 43.774 9_837 8.955 8.066 8.400 6.789 5_271 3.063 2.948 2_123 0.098 0.039 0_020 0.023 0.028 0_051 0.073 0.077 0.073 0.038 0.028 0.023 0.024 0.029 0.028 0.036 0.024 0.020 0.010 0.011 0.003 0.003 0.003 0.003 0.002 0.005 43.774 53.611 62.565 70.631 79.031 85.820 91.091 94.154 97.102 99.225 99.323 99.362 99.382 99.405 99.432 99.483 99.556 99.633 99.706 99.744 99.772 99.795 99.819 99.848 99.876 99.9D 99.936 99.956 99.966 99_977 99.980 99.984 99.987 99.990 99.992 99.997 56.n6 ·16.389 37_435 29.369 7.0.969 14_180 0.562E+00 0.464E+00 0_374E+OO 0.294E+00 0.210E+00 0.142E+00 0.891E-Ol 0.S85E-Ol 0.290E-Ol 0.775E-02 0.677E-02 0.638E-02 0.618E-02 0.59SE-02 O.568E-02 0.517E-02 O.444E-02 0.367E-02 0.294E-02 0.256E-02 0.228E-02 0.205E-02 0.18lE-02 0.152E-02 0.124E-02 0.881E-03 0.6361':-03 0.440E-03 0_342E-03 0.228E-03 o .196E-03 0.163E-03 o .130E-03 0.978E-04 0.815E-04 0.326E-04 0_012 0_020 0_028 0_036 0_044 0.052 0.060 0.068 0.077 0.085 0.093 0.101 0.109 0.117 0.125 0.133 0.141 0.149 0.157 0.165 0.173 0.181 0.189 0.197 0.205 0.213 0.221 0.229 0.237 0.246 0_254 0.262 0.270 0.278 0.286 6032 5491 4946 5151 4163 3232 1878 1808 1302 60 24 12 14 17 31 45 47 45 23 17 14 15 18 17 22 15 12 6 7 2 2 2 2 1 3 8.909 5.846 2.898 0.775 0.677 0.638 0.618 0.595 0_568 0.517 0.414 0.367 0_294 0.256 0.n8 0.205 0.181 0_1',2 0.124 0.088 0.064 0.011 0.034 o.on 0_070 0.016 0.013 0.010 0.008 0_003 Duration Comparison Anaylsis Base File: 117061v13pre.tsf New File: 117061v13rdout.tsf Cutoff Units: Discharge in CFS Cutoff 0.080 0.101 0.123 0.145 0.167 0.188 0.210 -----Praction of Time--------------Check of Tolerance------- Base New %Changc Probability Base New %Change 0.95E-02 0.72E-02 -24.'; I O.95E-02 0.080 0.01S -5.1 0.63E-02 0.61E-02 -2.8 I O_63E-02 0.101 0.094 -7.4 0.49E-02 0.53E-02 7_3 I O.49E-02 0.123 0.127 3.5 0.37E-02 0.32E-02 -13.7 I O.37E-02 0.145 0.141 -2.8 0.29E-02 0.22E-02 -22_2 I O.29E-02 0.167 0.151 -9.7 0.22E-02 0.15E-02 -29.6 I O.22E-02 0.188 0.168 -11.0 0.15E-02 O.73E-03 -50.5 I 0.lSE-02 0.210 0.191 -9.3 0.232 0.10E-02 0.33E-03 -67.7 0.10E-02 0.232 0.254 0.62E-03 0.16E-03 -73 .. , 0.62E-03 0.254 0.275 0.34E-03 0.82E-04 -76.7 0.34E-03 0.275 0.297 0.21E-03 O.OOE+OO -100.0 0.21E-03 0.297 0.319 0.16E-03 O.OOE+OO -100.0 0.16E-03 0.319 0.341 0.98E-04 O.OOE+OO -100.0 0.98E-04 0.341 0.362 o .16E-04 O.OOE+OO -100.0 0.16E-04 0.362 Maximum positive excursion = 0.008 cfs ( ., . 0%) occurring at 0.114 cfs on the Base Data: 117061v13pre. tsf and at 0.122 cfs on the New Data:1n061v13rdout.tsf Maximum negative excursion = 0.075 cfs (··),2.2%) occurring at 0.337 cfs on the Base Data:ll·/061v13pre.lsf and at 0.262 cfs on the New Data:117061v13rdout.tsf 0.204 -12.2 0.214 -15.8 0.229 -16.8 0.244 -17.8 0.256 -19.8 0.273 -19.8 0.287 -20.9 Flow Duration from Time Series File:117061v13pre.tsf Cutoff Count Frequency cnr-Exceedence_Probability CFS % % % 0.080 60747 99.066 99.066 0.934 0.934E-02 0.090 108 0.176 99.2·12 0.758 0.758F-07. 0.100 73 0.119 99.361 0.639 0.639E-02 0.110 41 0.067 99.428 0.572 0.572E-02 0.120 37 0.060 99.488 0.512 0.512E-02 0.130 38 0.062 99.550 0.450 0.450E-02 0.140 36 0.059 99.609 0.391 0.391E-02 0.150 28 0.046 99.654 0.346 0.346E-02 0.160 23 0.038 99.692 0.308 0.308E-02 0.170 22 0.036 99.n8 0.272 0.272E-02 0.180 15 0.024 99.757, 0.248 0.248E-02 0.190 19 0.031 99.783 0.217 0.217E-02 0.200 24 0.039 99.822 0.178 0.178E-02 0.210 18 0.029 99.852 0.148 0.148E-02 0.220 12 0.020 99.871 0.129 0.129E-02 0.230 16 0.026 99.897 0.103 0.103E-02 0.240 12 0.020 99.911 0.083 0.832E-03 0.250 10 0.016 99.933 0.067 0.669£-03 0.260 9 0.015 99.948 0.052 0.522E-03 0.270 8 0.013 99.961 0.039 0.391E-03 0.280 6 0.010 99.971 0.029 0.294E-03 0.290 2 0.003 99.9·/4 0.026 0.261E-03 0.300 3 0.005 99.979 0.021 0.212E-03 0.310 2 0.003 99.982 0.018 0.179E-03 0.320 1 0.002 99.981 0.016 0.163E-03 0.330 1 0.002 99.985 0.015 0.147E-03 0.340 2 0.003 99.989 0.011 o .114E-03 0.350 3 0.005 99.993 0.007 0.652E-04 0.360 3 0.005 99.998 0.002 o .163E-04 0.370 1 0.002 100.000 0.000 O.OOOE+OO 0.380 0 0.000 100.000 0.000 O.OOOE+OO 0.390 0 0.000 100.000 0.000 O.OOOE+OO 0.400 0 0.000 100.000 0.000 O.OOOE+OO 0.410 0 0.000 100.000 0.000 O.OOOE+OO 0.420 0 0.000 100.000 0.000 O.OOOE+OO 0.430 0 0.000 100.000 0.000 O.OOOE+OO Flow Duration from Time Series File: 11706lv13rdout. tsf Cutoff Count Frequency CDF Exceedence_Probability CFS % % % 0.004 26842 43.774 43.774 56.226 0.562E+00 0.012 6032 9.837 53.611 46.389 0.464E+00 0.020 5491 8.955 62.565 37.435 0.374E+00 0.028 4946 8.066 70.631 29.369 0.294E+00 0.036 5151 8.400 79.031 20.969 0.210E+00 0.044 4163 6.789 85.820 11.180 o .142E+00 0.052 3232 5.271 91.091 8.909 0.891E-01 0.060 1878 3.063 94.154 5.846 0.585E-01 0.068 1808 2.948 97.102 2.898 0.290E-01 0.077 1302 2.123 99./.25 0.775 0.775E-02 0.085 60 0.098 99.32:1 0.677 0.677E-02 0.093 24 0.039 99.362 0.638 0.638E-02 0.101 12 0.020 99.382 0.618 0.618E-02 0.109 14 0.023 99.40S 0.595 0.595E-02 0.117 17 0.028 99.132 0.568 0.568E-02 0.125 31 0.051 99.483 0.517 0.517E-02 0.133 45 0.073 99.')56 0.444 0.444E-02 0.141 47 0.077 99.633 0.367 0.367E-02 0.149 45 0.0"13 99. ·;06 0.294 0.294E-02 0.157 23 0.038 99. ·/14 0.256 0.256E-02 0.165 17 0.028 99.7'77 0.228 0.228E-02 0.173 14 0.023 99."195 0.205 0.205E-02 0.181 15 0.024 99.819 0.181 0.181E-02 0.189 18 0.029 99.848 0.152 0.152E-02 0.197 17 0.028 99.876 0.124 0.124E-02 0.205 22 0.036 99.912 0.088 0.8B1E-03 0.213 15 0.024 99.936 0.064 0.636E-03 0.221 12 0.020 99.956 0.044 0.440E-03 0.229 6 0.010 99.966 0.034 0.342E-03 0.237 7 0.011 99.97"/ 0.023 0.228E-03 0.246 2 0.003 99.980 0.020 0.196E-03 0.254 2 0.003 99.98·1 0.016 O.163E-03 0.262 2 0.003 99.98"1 0.013 0.130E-03 0.270 2 0.003 99.990 0.010 0.978E-04 0.278 1 0.002 99.997. 0.008 0.81SE-04 0.286 3 0.005 99.997 0.003 0.326E-04 Duration Comparison Anaylsis Base File: 11706lv13pre.tsf New File: 11706lv13rdout.tsf Cutoff Units: Discharge In CFS -----Fraction of Time--·------------Check of Cutoff Base New %Change Probability Base 0.080 0.95E-02 0.72E-02 -21.'1 0.95E-02 0.080 0.101 0.63E-02 o . 61E-02 -2.8 0.63E-02 0.101 0.123 0.49E-02 0.53E-02 'J .3 0.49E-02 0.123 0.145 O.37E-02 0.32E-02 -13.7 0.37E-02 0.145 0.167 0.29E-02 0.22E-02 -22.2 0.29E-02 0.167 0.188 0.22E-02 0.15E-02 ·29.6 0.22E-02 0.188 0.210 O.15E-02 0.73E-03 '50.5 0.15E-02 0.210 0.232 0.10E-02 0.33E-03 -6'/ . 'J 0.10E-02 0.232 0.254 0.62E-03 0.16E-03 -73.7 0.62E-03 0.254 0.275 0.34E-03 0.82E-04 76.2 0.34E-03 0.275 0.297 0.21E-03 O.OOE+OO -100.0 0.21E-03 0.297 0.319 0.16E-03 O.OOE+OO -100,0 0.16E-03 0.319 0.341 0.98E-04 O.OOE+OO -100.0 0.98E-04 0.341 0.362 0.16E-04 O.OOE+OO -100.0 0.16E-04 0.362 Maximum positive excursion = 0.008 cts ( 7.0%) occurring at 0.114 cfs on the BasG Data:117061v13pre.tsf and at 0.122 cfs on the New DaLa:117061v13rdout.tsf Maximum negative excursion = 0.075 cfs (-22.2%) occurring at 0.337 cfs on the Base l~ta:11706lv13pre.tsf and at 0.262 cfs on the New Data:1J!06lv13rdouL.tsf Tolerance------- New %Change 0.075 -5.1 0.094 -7.4 0.127 3.5 0.141 -2.8 0.151 -9.7 0.168 -11. 0 0.191 -9.3 0.204 -12.2 0.214 -15.8 0.229 -16.8 0.244 -17.8 0.256 -19.8 0.273 -19.8 0.287 -20.9 EAST SIDE SBUH CALCULATIONS FOR DETENTION -:1(1,10" .r '1'.ti'l\ ~nd S,'b "') bA'St:'J. Or1 pre...s~/'/./ Appended on: 14:31:21 Wednesday, June 25, 2008 f,4-S ~Lr'!' > o-t e...(. d .. , .-\/V" LPOOLCOMPUTE Jinitial pond) SUMMARY using PuIs P/op ... ~ Start oflive storage: 101.5000 ft r E;;nt IMatch Q (cfs) IPeak Q (ds) IPeakSig(ft) I Vol (d) IVol (acft) ITime to Empty fiyear I 0.7295 iO:n-ss-rws2606-j28858.93I 0.6625 -I 54.50 110 Y~II.7236 I 1.7229 I 106.6902 142483,521 0.9753 I 56,83 o 3 --;---:--> -:--· .. , • I , • · , , . o 2 year Hydrograph Plot , , , • , I • I I , , • , •• I • I I , , , , • I • I , , I , ,. ,. 1 I , • , , I • I , I , , \-,. I • I • • ....... ' _~._~ __ ~ __ : __ ~ __ : __ ~ __ ~ __ :_.~ __ ~_ JV'~.2¥eer.'Cd: . , ~~~~~~~~~~~ O .... N¢U)(Oro(1)ONM ........ _ ................. ..-N0IN Time in Hours • • I I I • I • , • , I , , I I 10 year Hydrograph Plot , , , , , , •• I • , I , •• , • I • , , , , , , , , . , , , , , , . : ·i··:---:--;--r--:---:--i--:---:--~-- I , • , • , I • I • , , , , , I I I , , ••• I , •• , I • , • I , , ••• ' • -? --,' __ , __ ... _ .. _ ....----0-_ ? __ ... -.. _ -• - - I " I •• I , ' , I ,. "" ,. ". , • , • , , , , • I • I I , • , , , • ~~~~~~~~R~8R~S ~S~~ ~~~~~~~~~~~~~~~~~M~ Time in Hours Running P:\\11000s\\1l706\\engineering\\stormsbed\\initial pond Report.pgm on Wednesday, June 25, 2008 Summary Report of aU Detention Pond Data 1--------1·--------1 . Event Precip (in) ,-------,,-------'----. i6 month 11.2800 j2year 12,0000 --~.---~-------.--.-- tAf 5; t-~ f 0'-"1. V' 4 }"'IYtC 1:. '? J '75'70 4 "" A (0 vrte. /0 0 , L' PI I'" r-+a /' "'" +0 6b~tr\-'<: tJ~rfonr.~, : 10 year 2.9000 25 year 3.4500 100 year 13.9000 BASLIST2 [11706dev] Using [User!] As [2 year) [11706dev] Using [Userl] As (10 year] [11706pre) Using [User!) As [2 year] [11706dev] Using [Userl] As [2 year] [11706pre) Using [User!) As [10 year] [11706dev] Using [Userl] As [10 year) LSTEND , ! ! PeakQ , Peak T . BasinlD i Event i (cfs) (hrs) , ·11706dev i 2 year i 1.5802 8.67 i ----! --r ! .. :11706devi 10 ! 3.0584 ; 8.67 year , 1 1 706pre ! 2 year i 0.7295 12.83 --~---_._- 'I 1 706dev 12 year I 1.5802 8.67 "," :1l706pre ! 10 , 1.7236 , 10.83 year 11706dcv' 10 3.0584 8.67 year BASLIST (Userl] AS (2 year] DETAILED [11706dev] [I 1706pre) LSTEND Record Id: 11706dev 'DesignMethod· ·····r· SBUH 'Hyd Intv 10.00 min !Pervious Area 'Pervious CN Pervious TC 18.77 ac 76.27 118.40 min Peak Vol (ac- ef) 1.7230 3.1026 0.9575 1.7230 2.1493 3.1026 :Rainfall type Peaking Factor .. "·1 ..... .., ..... . .. Area I . (ac) IMethod/Loss IRamtype 25.95 I SBUH/SCS f User! ···-·T-·-.... .j ......... . 25.95 ; SBUH/SCS Userl i 1 25.95 .- 25.95 25.95 25.95 , SBUH/SCS User! i ----!._------~- I SBUH/SCS , r·Use;l· 1---•••. --_. . ; .. I SBUH/SCS User I I' I I SBUH/SCS Userl , , Userl 484.00 'Abstraction Coeff :DCIA 0.20 7.18ac •. 'DCCN 98.00 IOCTC 118.40 min Pervious CN Calc Description .. f SubArea T -S~b c~ Open spaces, lawns,parks (>75% grass) ........... r ..... _._ .... 1.27 ac .. j.!O .. O~. Wood/forest land (Undisturbed/2nd growth) Pervious Composited CN (AMC 2) Pervious TC Calc " Type Description Length Slope . i . Coeff I' Mise TT 1""-. ! iFixed 118.40 min Pervious TC Directly Connected CN Calc :,'- Description Impervious surfaces (pavements, roofs, etc) ." .. ---,"---- DC Composited CN (AMC 2) i SubArea' T -S~b en "--r7.18 a~r9iool --1-98-.001 ' .. --.. '-'----". ,_ .. " . ,,-----.. --.... __ .. _-,-----~-- ·1 Directly Connected TC Calc i Type I Description I-'ie~gth . : -Slop; .. j' C;;;fr I .!Fixed Record Id: 11706pre (Design Method Hyd Intv 'Pervious Area ;Pervious CN (pervious TC .- Directly Connected TC SBUH 10.00 min 25,95 ac 76,85 122.70 min iRainfall type jl'eaking Factor Abstraction Coeff DCIA IDCCN iDCTC ----._._---,-.--_._ .. ,-' .. "- liul.40 ~in .,~,..., -_. --~ 1 18.40min Userl 484.00 0.20 0.00 ac i 0.00 r I 0.00 min , " Pervious CN Calc Description T " -, .. , I SubArea Sub en . -.'- Wood/forest land (Undisturbedl2nd growth) r 17.50 ac 'I" 76.00 I T 'T' ... I 8.45 ac I 78.60 _. Pasture or range (good) -.._----_.---, -[ . --.. ,. '"-'--'- 76.85 --,_. --. -.---. "'--_._. __ . Pervious Composited CN (AMC 2) --. -" ---- -.... _, .-.... ------ Pervious TC Calc , i Type Description Length Slope I Coeff i Misc TT "-Fixed ',I .1 -" f' .. .... . .. ,122.70 min . r -, .. . Pervious TC "J-• -.•.... _-,." I 122.70min . . I i I I I I I HYDLlST SUMMARY [2 year out] [10 year out) LSTEND i :; r HydID )peak Q (cfs) Peak T (hrs) Weak Vol (ac-ft) ICont Area (ac)! --, """ """ I ' ,,' ,'" , '-I 2 year out I 0.7285 24.33 iI, 7230 ! 25.9500 I lOy~~ outl-1.7229 --1650 i }, I 026 -,-----25.9500· J STORLIST (initial trap J LSTEND Record Id: initial trap Descrip ,i;'itial trap :Increment io.10 ft :Start El. ,Length I 01.5000ft [MaxEI. iI45.0()00 ft !Wldth !107.0000 ft, '44.0000 ft iLength ss 1 10.00v: I h ; . _._" -"T [Width ssl :2.00v:lh ILcngth ss212.0000v: I h IWidth ss2 i20000v:] h D1SCHLIST [11706combo) LSTEND Record Id: 11706combo jDe;cl'ip:!II 7()6 c~~bo·lin~r-;;lll~nt[O.1 0 ft 'S·t~-EI.· '" 10] :S-()OO fi-[Max -E1.-IIOH.oooo ft ! . " I I 1706 orifices :Llst of Discharge Structures: ! 1 1706 riser i : Record Id: 11706 orifices ,11706 orifices IIncrement ,0 10 fl , iiol:S()()Oft IMax EI. 108.0000 it I :0.62 '1',L~~es;O;·if El99 50 '--I :' I iL~west Diamfi7207 in IOist to~ext3.H700 ft .. --~. :Descrip: iStartEl. ' • e __ • ,OrifCoeff i02 ~5.2734 in 'Dis! to next :0.0000 ft . Record ld: 11706 riser , -! , i,'Descrip: [11706 riser IIncrement ;0.10 fl I , , iStart EL ~ j106.7500 it IMax Ei.;108.0000 n Riser Oiam I • Jl8.00 m Weir Coeffi9.7390 IOrif Coeff 13 .7820 Licensed to: Barghausen Engineers Appended on: 14:31:55 Wednesday, June 25, 2008 Record Id: initial trap iDescrip:linitial tr~p-II~~~e~~~tlo.loft \Start El. 1101.5000 ft rMa~ El. !1(17.0000 ft 'Length !i4S.0000 ft IWidth' i44.0000 ft " , fL~~gthss Ir(iOD~:ih---jL~!;th s~2 ii.D()()Ov: I h' :Widths;i!2.()()v: Ih-!width ssi-!i:O()OOv: I h ; Stage Storage Rating Curve hOl.5000 ft, O.0()OOc[-jI04.3000 fi[i0541.0987 cf , . , --, r ,101.6000 ft i 641.3427 cf jl 04.4000 ft 1213 759773 cf i\ 01.7000 ft i 1289.3813cfII04.5000 ft 122218.0000 cf i 101.8000 ft iI944.1320 cf [104.6000 ft 123067.1827 cf : I 01.9000 ft! 2605.6107 cf!104.7000 ft 123923.5413 ef 102.0000 ft i 3273.8333 cf i104.8000 ft 124787.0920 cf -.. ! . . .. , ... -.-, --. ,. ---I' . . . . ----, .. ". :102.1000 ft! 3948.8160 cf i 104.9000 ft 125657.8507 cf 102.2000 ft [4630.5747 cf 1105.0000 fti26535.8333 cf ,102.3000 fit 53-19.1253 cf iios:iooo it 127421.0560 cf 1102.4000 ft 16014.484() cill 05.2000ftl28313.5347 cf 1102.50()O ft! 6716~6667-cilio5jOOO it 129213.2853 cf i102.6000 ft r 7425.6893 cf II 05.4000ft 130120.3240 cf 102.7000 ft i 8141.5680 cf i 105.5000 ft 131 034.6667 cf, , , It: 102.8000 ft; 8864.3187 cf 1105.6000 fti31956.3293 ef! ,'" ,-. --I -. r"-: 102.9000 ft! 9593.9573 cf i105.7000 ft132885.3280 cf· 103.0000~!10330.5000 cfi105.S000 ft l3~821.6787 cil 103.1000 ft 111073.9627 cf!105.9000 ft 1347653973 ef! 1 03_l000 ftII1824.3613-cfiI06.0000 ft [35716.5000 cf 103.3000 ft i 12581 .7120 ~f I 106.1 000 ft [36675. ()(J27c-i 103.4000 ft in346:-03-07 ~f!106.2000 ft i37640.9213 ~i 103.5000 ft 114117.3333 efil06.3000 ft 1386142720 cf 103.6000 ft 114895.6360 ef. I 06.4000 ft 139595.0707 cf, 103.7000 it! !5680.954 7 ei.! 06.5000-ftf405833333 eil 103.8000 ft ii6473.3053cfil 06.6000 fil41 579.0760 efl 1 ()3.9000 it i-i 7272.i04() ~f!i 06.-700() ft !42582~3i4 7 cil -----'.,' ,-,-.---. 'I'" _., 104.0000 ft 18079.1667 cfi1 06.8000 ft 143593.0653 cfl . . , 104.1000 ft 18892.7093 cf'1 06.9000 ft 144611.3440 eft 104.2000 ft 19713.3480 cf'I07.0000 ft 145637. J 667 cfi .. .. . .. lio7.0~00 ftl456371667 cfi Licensed to: Barghausen Engineers Appended on: 14:32:27 Wednesday, June 25, 2008 Record Id: 11706combo Descrip: '11-706 ~ombo [Incr~~ent ,0.1 0 ft 'Start El. \101.5000 ft [Max El. l10S,0000 ft: i . ," /11706 orifices iLlst of DIscharge Structures: 11706 . ! , riser Record Id: 11706 orifices iOescrip: ;Start El. 0.10 t\ : 108,0000 ft Ori-fCoeffiO:62 ,. [Lowest Diam i3, 7207 in '02 \5,2734 in jLowest Orif El. ;99.50 IDist to next :3.8700 ft IOist to next lO,OOOO ft Record Id: 11706 riser .'--" " ,,-,. . "._--. ! 11706 riser IIncrement 10.10 ft [Descrip: iStart EI. :106.7500 ft iMax EL 1108.0000 n i , ! I j IRiser Oiam 118.00 in :W~i~ C~~ff!9 .'7390 TOrifCoeff!3,7820 Stage Discharge Rating Curve .101.5000 ft ,0.000()ds' 1 04.8000 fl 10.6824 cis , . , [101.6000 ft !0.1188 cis 1104.9000 ft 10.-6927 cfs !i01.700() [(10.1680 cfs!105.0()OOfllo:i02S cI's !101.800() nfo.2os8 cfs 1105.1000 n10,7128 cfs i 1-;'. ,101.9000 ft ;0.2376 cfs jl 05.2000 ft [ 0,7226 ers : I 02.0000 ft 10.2656 cfs : 105.3000 ft! 0,7323 cfs :102.1000ft iO.2910 cf~ 1105.4000 ft 0.8726 cis . I -o- J 02.2000 ft ,0.3143 cfs 105.5000 ft 1.0234 cis 102.3000 ft 0.3360 cis 105.6000 ft 1.1226 cis ,'-- 102.4000 ft 0.3564 cfs ;105.7000 ft 1.2034 efs , : 1 02.5000ft 10.3757 ef;ll 05.8000ftTi~2739 efs ;1 02.6000 ft [0.3940 efs 1105.9000 ft! 1.3374 cfs : . r I -102.7000 ft :0.4115 efs 1106.0000 ft i 1.3959 ers -102.8000 ft0.4283 cfs '106.1000 ft: 1.4505 efs 102.9000 ft ;0.4445 cfs i 106.2000 ft i 1.5020 cis ,103.0000 [t[0.4601 ef; p 06.3000 fil 1.5508 efs ."' _. . -_.. .-- -103.1000 ft ;0.4752 efd06.4000 ft; 1.5975 efs , ; . ,103.2000 ft i0.4898 efs :106.5000 ft i 1.6422 cfs , ' l ; 103.3000ftiO.5040'ef~!1 06.6000 ft [I .6853 cfs ,103.4000 ft 10.5178 cfs \106.7000 ft i 1.7270 efs • :103.5000 ft!0.5313 efs ;106.8000 ft! 1.9306 efs : .103.6000 ftiO.5444efs '106.9000 ftl 2.6551 d's , ... i--.. -.. .-l -'- '103.7000 ft ;0.5572 efs107.0000 ft' 3.6706 ds '103.8000 ft 10.5697 efs ~107.1O00 ft: 4.9065 cis 1103.9000 ft 10.5820 cfs :i07.2000 ft i 6.3276 els ' !104.0000ft 10.5940 efs i107.3000ft [7§118 efs : '104.1000 fiio.6058 cfsi107.4000 fi 8.8483 efs ! 104.2000 ft,O.6173 cfsi107.5000 ft: 9 3910 cis i ; I 04.3000 ft ,0.6286 cfs ; 1 07.6000 ft -9.9002 efs . :104.4000 ftO.6398 efs 107.7000 ft 10.3814 cCs 104.5000 ftO.6507 cfs 107.8000 ft 10.8390 cfs 104.6000 ftO.6614 efs:107.9000 ft,II.2762 d's 104.7000 ft ;0.6720 cis 108.0000 ft 111.6955 efs Licensed to, Barghausen Engineers Appended on: 14:32:54 Wednesday, June 25, 2008 11706pre Event Summary Eve~t IPeak Q (cfs)iPeak T (hrs)[HydVol (acft) iA~-~~ (ae)i1VIeth~dIRai~typ~! , 6 month I 0.2493 2 year I 0.7295 10 y~~~'1 _ .. _--_ ... ~-. -r-- 1.7236 i ! --_._.-" --r---,_ .. _-. 125 year, 2.5522 I 1100 year r" 3.3778 , Record ld: 11706prc 'Design Method [Hyd Intv 24.00 12.83 10.83 8.83 8.83 0.2688 i 25.9500 ! SBUH 1 Userl 0.9575 ! 25.9500 ! SBUH I' Us~1 , , 2.1493 "25:9500 'ISBUH--r-'U~~;:-l' 2.9918 T25.9·50oiSBUtq-u~~ri --,-... , 3.7260 , .. -.,-.. T .. -. , i 25.9500 I SBUH l.yserl . i SBUH 'Rainfall type I -_ .. --... 1'-10.00 min 'Peaking Factor Userl 484.00 Or" IAbst;~-;;tio~-C~cif -.•. _.----[._ .... --.. i i 0.20 : I , '--"-'T 25.95 ac ! iPervious Area .,.- IDCIA 0.00 ac IPervious CN 76.85 'DCCN 0.00 . , 122.70 min :DCTC , 0.00 min ! r .. iPervious TC I Perviolls CN Calc Description SubArea-r Sub--;;;;-i i, . iJ Type Fixed -- Wood/forest land (Undisturbed/2nd growth) Pasture or range (good) Pervious Composited CN (AMC 2) ---_._-----_. ". ! 17.50 ac i 76.00 i 8,45 ac 1"78.'60 __ i T 76.85 I Pervious TC Calc Description . -r"'-'" -- Length Slope I Coeff : Misc TT 1122.70 min Pervious TC 'I' . I 122.70 min Licensed to: Barghausen Engineers Appended on: 14:33:19 Wednesday, June 25, 200S 1 1706dev 'Event Summary 6 month I 0.7854 I 2 year i 1.5802 -.. -·c 10 year i 3.0584 25 year 4.1133 ...... . ---" 100 year [ 5.0352 I r 1 .. ("'-. I Record Id: 11706dev 833 8.67 8.67 8.67 8.67 T ; 0.8161 L7230 3.1026 4.0306 4.8234 I. 25.9500\ SBUH\ Userl i 25.9500 TSBUHi User1 12~5.9500 I SBUH I' u;~~i--, , T25.9500 r SBUHI0;~~1~! .. i 25.9500i-sl3uHI~U~e~l-j iUesign Method iHyd Intv ,. I SBUH Rainfall type ,Peaking Factor iAhstraction Coeff :DCJA ... "T ,,--' ... -.. -~ ----.. ~--- , Userl iPervious Area 'Pervious CN .Pervious TC .. 10.00 min 18.77 ac 76.27 118.40 min DCCN DCTC Pervious CN Calc Description -_. _. -- Open spaces, lawns,parks (>75% grass) ! . -..• .. -.-- --.-.-.-. ------... _. Wood/forest land (Undisturbed/2nd growth) Pervious Compositcd CN (AMC 2) ... -.. _----- Pervious TC Calc , I 484.00 ---~ .-_. --- 0.20 7.18 ac 98.00 118.40 min SubArea 1.27 ac 1 ! Sub cn t T 80.00 "'j -.. --I 7.-50-~~ '1-76~Oo-1 ".-~ I" f 76.27 . ... -, . .. _-._-.'~'. I , i Type !Fixed Description 1-" .~, .... ~.-~--.,--.-~- Length Slope 1 Coeff I Misc TT Type Pervious TC Directly Connected CN Calc Description . ---- Impervious surfaces (pavements, roofs, etc) DC Composited CN (AMC 2) Directly Connected TC Calc Description! L~llgth Slope ~-! Coeff i 1-18.40 min 118.40 min T SubArea: Sub cn 7.18 ac 98.00 98.00 I .-....... --_.-._. --_._---_._- Misc J . TT ! . ·1 I -. ------_. ---~~---~~---.-.-". :1 _ iiF,xed 1118.40 m;~-- _._--,-.. ----- Directly Connected TC I .----.-.-.--. , 118.40min Licensed to: Barghausen Engineers -#jj70~ F; (l",1 pO"'lJ. ~; ~i'j 1:::» "'f<,,; ~if'.~ ~,.,.[ vil/u .... e Appended on: 14:36:03 Wednesday, June 25, 2008 ";; A f-dLur:;,-~+ / .. "7'::;- 1\,'1' /,11'" 1-1 ~ 1/)0.:> (' oA./ -$"""''''' LPOOLCOMPUTE [rmal pond) SUMMARY using Puis Start oflive storage: 101.5000 ft r-Event fMatehQ~fs}rhakQ(~is)[P;~kStg~(ft) fVol (~iiiV;I(~[Time to Empty r-2 year-Io.0ooo r-0.6765 1104.7432--[32606.041 0.7485 162:00--- j~iOYearT 0.0000 j 1.5461 ,106.-2903 "j51545.65r1.1833 I 67.00 [iOo ye~ j 0.0000 T--i5s79·~T 106.9919160878.27 r 1.3976 1 68.83 o 3 o , . , . , , , . • , I • 2 year Hydrograph Plot • • , , •• I a~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ ~N~.~~roO~Nv~woomONM~W~OOO~Nv~wromo ~~~~~~~~NNNNNNN~MMMM~MM~ Time in Hours 10 year Hydrograph Plot , , . , --,--',--,--,-- ~a~~a~~a~~a~~a~~~~~ ON~v~~OOO~Nv~w~mONMv .......... ""''1''''' .................... NNNM Time in Hours · .. • -,--i--," · .. · .. . . . 5 4 . j'! u 3 c ~ 2 iL 1 . 100 year Hydrogral,h Plot . --.. o , . ,. , i' ',. D~~OOM~O~~OMM~O~~DM~~OM~OM~OOM~O ~~~~OM~OM~DM~~~ro~~~~~OMmDM~o~m~~ o~M_m~roo~N_n.romoN~_w~mD~M_w~rom~N ~~~~~~~~NNNNNNNMMMMM~MM_. Time in Hours Running P:\\11000s\\11706\ \engineering\ \stormshed\\final pond Report.pgm on Wednesday, June 25, 2008 Summary Report of all Detention Pond Data i Event iPrecip (in) ,[ ..... 16 month :1.2800 '2 year !2.0000 ilO year 12.9000 ., -I ;25 year 13.4500 , 1 00 Y~~I: :3 :9000 BASLIST2 [11706dev 1 Using [Userl) As [2 year] [11706dev) Using [Userl] As [I 0 year] [11706dev] Using [Userl] As [100 year] [11706dev] Using [User!) As [2 year) f11706dev] Using [Userl] As [10 year] [11706dev] Using [Userl] As [100 year] LSTEND , Peak Q 'I Peak T BasinID Event, (cfs) (hrs) 11706dev 2 year i 1 :5802 [ 8.67 11706dev 1 0 ye~~r-3.0.5-84-.. r---8.67 loo'--I! ,11706dev I 5.0352 II 8.67 year ! i 11706dev 2ye~;: i' 1.5802r·8~67- 11706dev 10 year i 3.0584! 8.67 Peak Vol (ae- ct) 1.7230 3.1026 4.8234 17230 Area !MethOd!LOSs IRaintype (ae) i ! 25.95 ! SBUH/SCS i User! , , 25.95 .. i SB1.JH/SCSTUserl ........... · .. _ .. ·[···· .. _··· .. --·T . --- 25,95 SBUH/SCS I Userl I I 25~95 ·--ISBUfIlSCSTU;erl···· ....... i·25~5.--lsBU~/s~s··I-u~~~1 _"0- 3,1026 11706dev 100 year I 5.0352 I I 8.67 4.8234 25.95 I SB~~~;~S I Userl BAS LIST [Userl) AS (2 year) DETAILED [11706dev] LSTEND Record Id: 1 1706dev SBUH iRainfall type .. ... --- iDesign Method !Hyd Intv 10.00 min iPeaking Factor i -.. -.... ---" -... - lPervious Area iPervious CN :Pervious TC i ! •. --, -._---_ ... .... . . ~ , .. _--_. __ .... __ .. [Abstraction Coeff 18.77 ac iDCIA 76.27 iDCCN 118.40min :DCTC Pervious CN Calc Description Open spaces, lawns,parks (>75% grass) Wood/forest land (Undisturbed/2nd growth) Pervious Compositcd CN (AMC 2) Pervious TC Calc .. ~~ I .•. I ! ... ~--.. ··I~·~ , -_. --_._---.-. --f -_ •• SubArea 1.27 ac 17.50 ac Userl 484.00 0.20 7.18 ac 98.00 118.40 min (-- Suben 80.00 . '1'76~OO ~T 76.27 Length Slope .. r Co;ff rMisc TT , . i Type Description . iFixed i .. It , '. Ii Pervious TC Directly Connected CN Calc Description . Impervious surfaces (pavements, roofs, ctc) DC Composited CN (AMC 2) Directly Connected TC Calc .. r .. ·· --_._,,-_ .. , 1118.40 min 118.40 min .[ SubArea i Sub cn 7.18 ac 98.00 98.00 'I .! Type Description Length : Slope ·[CocrC·· r-Misc I TT ! iFixed --r---. __ . --:--... _---- j118.40 mm Directly Connected TC 118.4Omin HYDLIST SUMMARY . i [2 year out final] [10 year out final] [100 year out final] LSTEND HydlD iPeak Q (cfs) 'Peak T (Itrs) Peak Vol (a~-ft)rC:o~t Ar~~'(ac) :2 year out final 06765 24.50 1.7230 25.9500 10 year out final ; 100 year out final i 1.5461 3.5879 17.67 12.50 3. I 026 4.8233 STORLIST [final trap] LSTEND Record Id: final trap :Descrip: :final trap 'Increment '0. lOft Start El. ; 101 .5000 ft :Max El. -I 07.0000 ft : iLength il957500 ft 'Width !44.0000 n i !Length s51 io.oOv: I hL~nb>th ss2i2.0000v I h Width ssl '2.00v:lh :Width ss2 !:i.OOOOv: Ih , DISCHLIST [11706combo] I>STEND Record Id: 11706combo !Oescrip: ! 11706 combo ;lncrem~ntO. i 0 fl , . . r----. .-: ..- !Start El. '101.5000 ft ,Max El. ,IOS.OOOO fl I .. [I 1706 orifices I iLlSt of DIscharge Structures: i 11706 riser i , '. -_. ____ .. 1 Record Id: 11706 orifices iDescrip: [Start EI. -- i 11706 orifi~es ilncrementO. lOft 101.5000 ft -IM~~ EI:10S:-0000ftl •. ! iOrifCo~ff 0.62 'Lowest Diam 3.7207 in 'D2 5.2734 in --ILowest Orif EL99.50 ' pist to next 3.8700 ft --! . --I 0.0000 ft [ iDi~t to next 25.9500 25.9500 Record Id: 11706 riser !Descrip:11 1706 riser 11~~re~e~t 0.'10 ft ,Start El. 1106.7500 ftlMax EL 108.0000 ft. , Riser Diam iI8.OO in ... ..... .... ,. I' Weir CoetI19.7390 !OrifCoeff Ii 7820 Licensed to: Barghausen Engineers Appended on: 14:37:41 Wednesday, June 25, 2008 Record Id: final trap -._-i -.-. -----r . I --. - IDeserip: ifinal trap IIncrement 10.10 Ii iStart El. i 10 1.5000 ft IMax El.\107 .0000 ft iLength!195.7500 fi !Width 144.0000 Ii !r::e~gih s~I!O.OOv: IhiLength;;Z!2.0000v I h [Width ssl i2.06v:lh [Width ss2 /2.0000v:lh, -------I Stage Storage Rating Curve I :101.5000 fit .0.0000 c( !104:3000 tir275892587 ~ii :101.6000 ft i 865'.6577 cf 1104.4000 ft j28705.2923 cfj 1101.7000 ft ii740.04T3 ef!I04.500() fil298305000 cd [101.8000 ft! 2623.1670 cfiJ 04.6000 ft 1309648977 cii 1101.9000 ft 1351 5.0507 cfll 04.7000 ft 1321 08.5013 eft !102.0()()O ft 144I'S.708:J~i[104.8006ftr33261.3270~ii l:~~:~~~~ :I~~~!~:~:~':!-i:~;:~~~~ :r~::~~.~~~~ :rl '102:3()00 ft 17Ji0.48S:3·~f IOs.I()OOftI367752960cfl ,102.4000 ft il 8106.3996 ~f \]()5.2000 ft'1379651697~fl iI02.5000ftI905I: 1667 cf IIOS.3000 f1139164.3453 cil i 102.6000 ft 110004.8043 cfiIOS.4000 ft i40372.8390 cfl !I 02.7000 ft! I 0967.3280 cfllOs.5000 ft 141590.6667 eft 1102.8000 ft 111938:7537 cfil OS.6000 ft i428178443cfl i I 02.9000 ft i12919.0973 cU OS.7000 fi 1440543880 efl il 03.0000 ft! 139·()8.3750 cf:105.8000 ft~530().3137 cf :.. . ." ....J.... .' I :103.1000 ftiI4906.6027 cfi105.9000 ftI46555.6373 ef! 1103.2000 ft iI5913:7963cflj()6.()00()ftI4782iJ.3750'~fi IIoi3000 ft I I 6929.i)'72()-ci/1 06.1 000 ft 149()94.5427~fl 1103.4000 ft'17955.1457 -ci[i66.200() ft Is0378.1563 ;fi !103.5000ft 118989.3333 cfll06.3060 ft 151671.2320 efl 1103.6000 nI20032.5510 cfil()6.4060 ft 152973.7857 ~f! 103.7()00ft 12I'()84.8i47 ~frl06.5()00 n1S4285.8333 eft 103.80()()!t i221~6.1 ~03~fii()6.6?()6~r55607. 391 O~fl 103.9000 ft :23216.5440 ef i,1 06.7000 ft 156938.4747 cf: 104.0000 ft r24296.0417~i 106.8000 ft 1582791 003 cf 104. 1 O()O ft 125384.6493 cf 106.9000 ft 1596292840 cf 104.2000 ft 126482.3830 cf 107.0000 ft[60989.0417 cf ..-.. 107.0000 fti60989.0417 ~f Licensed (0: Barghausen Engineers Appended on: 14:38:06 Wednesday, June 25, 2008 Record Id: 11706combo Oescrip: : 11706 combo ilncreme~tO.l 0 ft I Start El. : 1 01.5000 ft iMax El. i 1 08.0000 ft! . I tL · fD' h S·· !11706orifices J ! 1St 0 ISC arge tructures: 111706 riser . , _. ,-, .. ,-, .. --.-.--.. _, .. Record Id: 11706 orifices , iOescrip: : ---. - ----. ,. f ---, .• - 11706 onfices !Jncrement , -'" . O. \0 ft iStart El. 108.0000 ft II 0 I.S000 ft !Max El. , iOrif Coeff :0.62 !Lowest Orif El. 99.50 iLowest Diam :3.7207 in IDist to next , 02 !S.2734 in , . IOlst to next Record Id: 11706 riser Dcscrip: i 11706 riser [Increment iO.1O ft 3.8700 ft 00000 ft Start EI. i 1 06.7500 ft iMax E1. 1108.0000 ft :Riser Diam !W~ir C~~ff 19~ 7390" j IS.OO in forii'c~~tifi7820 -,-. ---,-----. -'-' Stage Discharge Rating Curve !IOI.5000it la.OOOOeE; I I04.S·OOO-ftI 0.6824 cis rIO 1.60'0'0 it 10.1·188~i~ i i 04.·9·OOO·ft [0.692 7cfs r-! --.--'.--'. .. -.... "f- i I 01.7000 ft :0.1680 cfs;l OS.OOOO ft 10.7028 efs [101.8000 ft 0.20S8~is I OS. 1000 it! 0:ii28 cis ,101.9000 ft 0.2376 cfs 105.2000 ftl 0.7226 efs , [102.0000 ft 0.2656 cfs 105.3000 ft 10.7323 cis !102.IOOD ft 0:2910 ~i; IOS.4000 ftr 0.-8726 cfs : I 02.2000 ft oj 143-~fs I 05.5000 ftri~0234 cfs i102.3000 ft 0.3:~60 efs!OS:6000ft ['1 .1226 ~is • .... ... .. . . ..... _. ····_·T···· i102.4000 ft 0.3564 cfs 105.7000 ft11.2034 cis 102.5000 ft 10.3757 efs i 1 05.8000 nl .2739 e[~ 102.6000 ft iO.3940 efs 1105.9000 ft 1.3374 efs '102.7000 n !0.4115 cfsi106.0000 n 1.3959 cfs 1 02.8000n[().4283 crs! 106.1'000 [11."4505 efs ;102.9000 n\0.4445~fs,106.2000 n 1.5020 efs • 103.0000 fi !0.4601 cfsi106.3000 ft 1.5508 cfs . . . .... _-... ..-.. --. 103.1000 ft0.4752 cis:106.4000 ft! 1.5975 efs . ;103.2000 ft :0.4898 efsll 06.5000 fi 11.6422 efs , . , . - r --- il 03.3000 fi ;0.5040 cfs!J 06.6000 ft 11.6853 cis ! I 03.4000 ft \0.5178 efs il 06.7000 fi I, 1.7270 efs ! -, •• " -_. -" . --.. -ro"~" -._- 1103.5000 ft 10.5313 cfs !J 06.8000 ft 11.9306 efs ! I 03.6000" fi[O.5444 cf;iT06.9000-fl.T2.655Ief~ ;103.7000fl. !().55i2~fs 1107.0000 ftT3.6706cfs , '103.8000 ftiO~5697 cfs 1107.1000 "fl.i4.9()65 cfs '103.9000 ft 10.5820 efs i1(n.2000 ft: 6.3276 efs 104.0000 fi 10.5940 ~f; ii0703000 ft i 7.9118 efs . . , -., , ..... ,... r-',' . i 1 04.1 000 ft :0.6058 cfs!l 07.4000 ft i 8.8483 efs : : ' j , I . '104.2000 f1>0.6173 cfs il 07.5000 ft: 9.3910 efs '104.3000 fi iO.6286 cis 107.6000 ft! 9.9002 ds . !' 1 04.4000 ft '0.6398 efs 107.7000 ft : ]().3 814 eb . --. -" ----_.... ._. 104.5000 ft 10.6507 efs 107.8000 fi 10.8390 cfs' 104.6000 ft iO.6614 efs 107.9000 ft!J 1.2762 efs: .104 7000 ftO.6720 efs I 08.0000fl.ll1.6955 cfs: , , Licensed to: Barghausen Engineers Appended on: 14:38:28 Wednesday, June 25, 2008 11706pre Event Summary l Event iP~~kQ(~f;) Ip~~kT(h~s) !Hyd V~I (acft)!A;:-e;(ac)IM~th~drR~iniype i , , . , .' ...... , .... I :6 month i 0,2493 ! 24,00 ! 0.2688 ! 25.9500 I SBUH I Userl ! i 2 year' 0.7295 12.83 0.9575 i 25.9500 ! SBUHI Userl ! , 10 year: 1.7236 10.83 2.1493! 25'9500i SBUt! I U;e~1 i r-' -i '25 i : year i 100 year! 2.5522 3.3778 Record Id: 11706pre iDesign Method !Hyd In tv ,Pervious Area [Pervious CN [Pervious TC 8.83 8.83 2.9918 i 25.9500 i SBUH I Userl j .) 25.9500 ! SBUH' I-Use~i "1 3.7260 SBUl-l 10.00 min 25.95 ac 76.85 122.70 min , ,Rainfall type Peaking Factor Abstraction Coeff iDCIA iDCCN !DCTC " , r- ! Userl 484.00 --------_ ... _-- 0.20 0.00 ae 0.00 0.00 min i Pervious CN Calc Description I 'i"-S:;;bArea i 'S:;;b~~ i ii i' ;; Type :iFixed ,I ----,-----_.. .. --- Wood/forest land (Undisturbed/2nd growth) Pervious Compositcd CN (AMC 2) r 17.50 a~'r76.00 -.. --',," 8.45' ac T -78.60--1 . "---r 76.85'! -. --. -" _ .. Pasture or range (good) _ ... -.... Pervious TC Calc , Description Length Slope Coeff ! Misc rr i Pervious TC -'-.. --.-.-. -.-.. --- Licensed to: l3arghausen Engineers 1122.70 min.1 I 122: 70 mi~1,_ ; Appended on: 14:38:52 Wednesday, June 25, 2008 11706dev Event Summary Event!Pe;i Q (cfs) iPeak l' (hrs)jHyd Vol (ael't) iArea(ac) Method IRaintYpe 6 month i 0.7854 . i 8.33 O.8J6J! 25.9500 SBUH 1 Userl' I ,I 2 year i 1.5802 8.67 1.7230 j -, i . - ; 25.9500 i SBUH i User! 10 year! 3.0584 8.67 ',' 3.1026 : i5:9S00isBUHTUs~~I- 25 year: 4.1133 8.67 4.0306 .. 1'25.9500 i SBUH T-U~eri . I 1 I .. -.. ,-- 100 year: 5.0352 8.67 4.8234 I 2S.9S()0 . SBlJH IUs~r1 Record Id: 11706dev iDesign Method ."'--.- 'Rainfall type SBUH IHy'd I~t~ .. __ e_) lO.OO min Peaking Factor -r ------. 'Abstraction Coeff !P~rvious Area 18.77 ae DCIA Pervious CN 76.27 DC CN :Pervious TC 118040 min DCTC :! Type :'F' 'd Ii lxe Type Pervious CN Calc Description -----. Open spaces, lawns,parks (>75'10 grass) ----.-.. --_. ..,- Wood/forest land (Undisturbed/2nd growth) -..... - Pervious Compo sited CN (AMC 2) I'uvious TC Calc Description I . Length Slope' Coeff Pervious TC Directly Connected CN Calc Description ... -. _.. --- Impervious surfaces (pavements, roofs, etc) DC Composited eN (AMC 2) Directly Connected TC Calc Description I Length Slope i Coeff I r User! 484.00 .. . . _._--- 0.20 ._, _ .. -...... __ .-. - ----~ .-- 7.18 ac 98.00 I J 8040 min SubArea 1.27 ae '1 J 7.50 ac Sub cn : 80.00 76.00-! . ····1 76.27 .... J ....... -... ". ··t ., Misc "I ._--.--... ~,-- i TT I f -~ .•..• '.-.-il J 8040 min " ••• , r ,-_. -.-.• -.. I J 8040 min ... : C_~C· ... : c.:' c .. :.:::cc:::,:c::::': 1 r SubArea . i . Sub cn .! '1 ..... ··· .. · .. ···········T .... _ .. _. -, i 7.18 ae I 98.00 i Misc '1 98.00 ... i .J .... -..• ,,_.---. -.-. ""---1 TT I , [Fixed Directly Connected TC Licensed to: Barghausen Engineers [118.40 ~in .... -.... -·d r·· II ··-11 118.40min II Jr WATER QUALITY DESIGN -:IFj, 70p Appended on: 10:15:37 Monday, July 14,2008 11706dev Event Summary vct-,,"rvi v'fJ .... ~. U'l-VC-+ I Event IPeak Q (cIs) IPeak T (brs)IHyd Vol..Lac~ (ac) Method IRaintype 11I3Pwq I 0.3297 I 8.33 1 (0.2824) 7.1800 SBUH I Userl 16 month I 0.7854 I 8.33 I 0.8161 25.9500 SBUH I User 1 I 2 year I 1.5802 il 8.67 I 1.7230 25.9500 SBUH I Userl I 10 year I 3.0584 I 8.67 I 3.1026 25.95001 SBUH I Userl 125 year I 4.1133 I 8.67 I 4.0306 25.9500 I SBUH I User 1 11 00 year I 5.0352 I 8.67 I 4.8234 25.9500 I SBUH I Userl Record Id: 11706dev IDesign Method I SBUH IRainfall type I Userl IHyd Intv I 10.00 min IPeaking Factor T 484.00 I I lAbs traction Coeff I 0.20 IPervious Area I 18.77 ae IDCJA I 7.18 ac IPervious CN I 76.27 -foc CN ----------r---98.00 IPervious TC I 118.40 min--[ijC TC r 118.40 min I .-."- Pervious CN Calc r----~--Description I SubArea I Sub en I Open spaces, lawns,parks (>75% grass) 1 1.27 ac 1 80.00 1 Wood/forest land (Undisturbed/2nd growth) I 17.50 ac 1 76.00 1 Pervious Composited CN (AMC 2) 1 76.27 , 1 Pervious TC Calc I Type I Description 1 Length I Slope 1 Coeft' 1 Mise 1 TT IFixed I I 1118.40 min I Pervious TC I 118.40 min ---_.- I Directly Connected CN Calc 1 Description 1 SubArea I Subcn I Impervious surfaces (pavements, roofs, etc) 1 7.18 ae I 98.00 I DC Composited CN (AMC 2) 1 98.00 II Directly Connected TC Calc I -- Licensed to: Barghausen Engineers 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN As allowed and required by the 2005 KCSWDM, for any area contributing to a single conveyance element if it is in excess of JO acres. then the SBUH Method can be utilized for sizing conveyance elements, which is consistent with the methodology used by this project. There is a large upstream basin contributing to the site, which is conveyed through the site, as well as the existing on-site impervious with its O'WTI collection and conveyance system, and the new impervious in the redevelopment portion all drain to one conveyance element that discharges into the pond. A 100-year precipitation of 3.9 inches was utilized and all pipes conveyed the flow without surcharging any manholes or overtopping. Please refer to the following pages of this document for the pipe sizing calculations. 11706.019.doc 1_18 1 File Edit View layout Data Mise Help D ~~I JI, ~ lel e l 1> I ~ '-< .. ~I iii. A.. I.!{ I L 8. -i cb4 ex18 ~Cb5 7 roof ex16 eX1Cyfs ex13 pe/ ex3 y " ............ ,Cb6 ex4 '-a7 pro!. . ~cb7a 7-' ~Cb7 pe~ exl ~;?'J eXlfjf!J cbl cb3 cb2 ~""~..,.~ x:l886 y:-820: 43 Nodes , 42 Reaches 'p.Z~Cb8 JI.~ cb9 -"~ / pexl4 i " eXlfY' p9 ex7 l?---", .. '- pt!:xd I ~ex6 /' ~eX5 ex8 7' ~cbl ex9 ~ ex17 exl0 pe~ ILe x 1;7---/ / pe,x2 exl /:: I pe ex2 cb22 :9 '22 b21 P '~c cb19 ~Cb20 ~ p cb18 ()~/ cb16 ~ cbll ~r ~ cb12 ;? ll11 p . """--cb 13 ~ r.a pond ~'Cb15 ~+ p)i Cb1 V • ~ 111706newlifechureh iNODE lo -iREACH 10 z « ...J (L W o « z « a:: o ~ a: o I-en o z « o z o « a: o ~. ~ l a 0 . C- ~ " -. - 'Q'J~J.Jjl:;1 ! -__ ,I_L __ . ! . ,---." -. T I I ---------.-+ f-----. ---... __ '~!.J / I .... 1"11;0.:. , HtlSS -' , 5 l,~, ,;:~~·':"!"l:J:"'':;' ~. "l'~ 1'., ... ~, :'1' 9S096 NOIDNl-lSV M 'NOlJa! :rS 3nN31l11V CJNc:SllIlSl HOIlflHO 3::f1 M3N .- ~. .~ ~-~ --------- ." ',- ----"'--. --__ ..L._. .--... --t-, I.. -:JP' .C;· ... <j' -----~ r ·f f' (I " :'/ '~ I, .' , ~. ::--" ' J" ~ S , ---1_ --I 90Lll 'O N 8 01' '3 '0'8 , I r--- I ,' I. I \ \ , ' ! XV.l ~le-(C;z(~z .. ) ZU9-(C;Z(~") l rOS6 '1N. 'iN)>! IllilOS ]nN)A't' ONZi Ii L zel ! , '9 .:..1::: , . -~-: .. <I: a: o ~ a: o I- (f) o Z <I: " Z o <I: a: " ,I .t¥"'2-t =--- '. . ~ r. Ii ~ I' ~ • • -0 I ~;a L f~ I ..t<.1,~: ~~~ "'" ~ 1;;,----, ~I. ~j.;; e~ : i .-..------."," ----~ ----' • -:ot" ""- ;,~ '/'~. ~-, ~ ; . I ~'. ',: - =:: 'f)' "': "r :..;.r :(c'" ~ ':4~ ! t-~<¥ -t1~ L~ !:!2 "" ~~ ~"i~ -." 8~ ... , ~~. B!. -' ,)" I I """'~ ~'1:r-, . . . ·'_!'I.~g~ 2,~ "ln~Z~ 90LU 'ON 80r3'~'8 ,. 'l:(j lBLS-lSZ:(S,t) m9-«Z(Sl» z:r095 VHI 'IN])! HWnOS 3nN3AV ONZL SLzeL / / ,"" I.--¥h: -) -b .-', " ; '" ••• I ~::'~ ~~~;:: • ,-.. -.~ __ A. _ ... __ .. _ ... --, , , , , r; ! , ,\:", ..::~ , ~.--------.,---, ~ .. , : 0 ; 1 : '"'Y''''''''' I •• ,I~ •••••••• -••• _ •••••••• " ••.• '.,rii .. \ ~, \ \ \, \ \\ ........... . 0 ,'. ) " ! .'. ~~., • P- o ., ." II • • - ( .J I ~.~ I "'-§ ~~'-e:\i! z , " ": ... -, ~ ~ , .... , • ,,§~ c l ~; < ~ ... ! • "-T -,i-B • . ~~ . . .. -... ~ .. --.-- .. ~~ ~, c , } , " -" ; ~~~ ~~~ ~ t~!l! ';','i ~i~ • Bi . o . "" it :1 .-*. ~- a:!~, Z ~ v' C _' "'!'.:. 'r~z;: " -O ~I_, ..~.~-~~ •.• -~!). NO.LN3:l1 ~;: o!lO A.LI :J ~ "'';:'~:::~ I~~--~------------~------~- o '"A ~'? " 'N~- :'C I. l " ,"': ~:;; '\ ~. 90LUON 80r ,;,:;,.8 --~. , , , " ~3S l'f'JN3/ItfO!f\I\N] ~ns .~ ()!f'f1 ':JN1lf]Jwt:ltI] "1'J.O XV;! zel 8-Ic;t(C;Z~) lZl9-"Z(~") ZrOO6 VM 'l.N])! Hinos 3nN1\\' ONU C; I Zg I \ 'ON Appended on: 17:04:43 Thursday, July 24, 2008 ROUTEHYD II THRU (1l706newlifechurch) USING TYPEIA AND (100 year) NOTZERO RELATIVE SCS/SBUH rRi~Chr~;~-r-~i~--I""F~~~~ . r-p ;;l~-~~~~-r ~~~-3~r7 .9881 - r~I~--r~·~;OO r~·2~~; r-6.~8~6- fp I ;-I-~·;~~~--r-~·~;1;-·-·1-5.68~;· 1·~;~T~·2;~~ l~·;~4~ Is :I~~; ------r ------r ---·····-r--------'- p 19 I 0.4400 I 0.3920 i 4.4762 r-------1------i---.. '--I : p22 i 0.1100 ! 0.0980 I 4.3313 I· p21 i 0.2000 i 0.1782 I 3_6256 ! I i I p20 -r 0.800~-To.7127 -',3.5724 1 , I r-;I-~--r;.67~0--·r, ;.~~;8 r2.;~7;- !! I r~ex~T~.I 300-r~: 11;8T-;·2~;~ I -----r------r--i pex3 i 0.5200 I 0.4633 ! 3.0313 I I I r-;~~;-l~·~~~~-I~·;6~;-Ic-;·426~-· r-~~~;-r;·;-;~~--1~·~~78r;·;88~ r------I---------I----------T-------I p3 ,3.5000 0.4908' 8.0120 IT -"'-r -.. -'-r --.--, p2 ,7.0000, 0.9839 . 8.0834 , I i, ! pIII~.50~lr 1.4863'-, 7.9320 I: 1 [p~~j7_rlo.8290-1i ~593XT-~:~3I~_ Full ratio 0.01 0.04 0.09 0.02 I 1211 I ! r 0.05 ! 0.1509 ! Diam I 2.391S 14.6162 Icb21 0.20 : 0.3032 I~i!~ 13.5436 -1-~·S48S-lc~;0 -. 0.52 [ O.S122 I ~i~1 ;.~7~~-T3.~38~l~;6-- 0.04 i O.l28~Td~;:-I;·96~~T~·;93~-I~:~-----i O.IS : o.264;-I~i;;: r ~:;~20T3.859s-le:;---1 022 • 0.3218r~~:-I~.;~;~ 14-.~62~-le;;·--! 0.12 r O.2;88-T D \:2-;'-11 6.~3~; l~o.1 ;~~ -Ie:l-----I, I lam, -: -------12';------· --r--I--------, 0.'" , 01675 i ~i; 156644 1 1020 13 1'b31 0.12 0.2358: D' 16.9585 110.2921 ,cb2 ! : lam \ II j \ 0.293S I,-di!~ i 7.7336 -I ;~.~;~;-I~~;-----I Iii 0.19 0.18 0.28_S~-_r_X~n _. r __ 8:~~~~iIij7i~Je~iL __ ] [1-:e~~oril;.~;oJI ;. 7;54!" 5.0268 054, 0.52~9ID~I~ f 6.5264i6.40~-:rle~-:--! I I lam ii' I-P~:9-'-13-.0~00T3:;I~;-r9.9-~~-4 0.32 1 0.~863r ~;~ -1~-·-0-1~;r~·~;2;-I~~~---i 11--P:~~-II~;,~;oolr-;.~~ 84 '-I,i 1~.;632 024 i O~;~~-!~i~J ;.o;~~-f~·~;;;-~~~-----II I ! _I It: _ __ , I ;:~;;-T~·; ~~-T~·~~84 T~·~~~~ 0.0 I 1;·~757--1~1!:-1~·~;~~-[~~.;8;~ F;;----I 1~~~;2 T~·2~~~ r~·2;33·1 ~.~~~; 0.05'1 0.14~~-r~I~: I;:;;~;-r~:;~~~-Fl;-----I ,------,---------"[-----1--------,.-. ,-12;' -T---!----I--------I I pexll 11.4400 11.2102 I 3.7297 0.32: 0.3921 i D-i 4.2368 '4.7488 lexl1 I I 1 I! !! lam j I ! , i~:x-;~-I;-1;~T~·~;7;1-;·;-;~~ 0.02' ,-0-~~;3-T~I~~T~;74~-T~·~~~~-F;~-- 1-~~~;;T~·3~~oT~·;;9~r 6.5288 0_04 i 0_~41;--I~~!~···I~·1;~~18.3127'exI5--·· IpC=I4T~.;;~~TO:~~3113.3702 024: ()-33251~i!: !3.516114.;9111~XI4 I r-.... -.. -...... r '---i-T--'--. . i .. -8"-1-------'1---.. -.-: .. _--[ I proof I 0.8200 I 0.7305 ! 1.2534 0.58 I 0.3656 i Diam ! 3.7275 I 3.5906 lroof I I pex IS--[ 0~~~0-r-O-~~1;-l-3.;90; 0 12 i, 0.2368 r~I!~-[ ~.1~41 ·1-4.57-12'~~ ;;----1 I--p~ -13.;0~~-r°.4S62-' ;_~;o; 0.06' i . 0.1714T~i!;~ T~.42;~r9·;~;;F~------1 1--~~-l~·~~~0-lO.9770 112-.5~34 0.08 i 0.IS9~ -I ~i~r 9--~7-;;I;~·;·1;~l~~---j r-~~--T;·~;~~T;·2I02 r' 3_0938 0.39'[ 0.434Ir~i~T;:;~1;--I;·;;;~ l~6' I'-~;---I! -;.;~-~~--'-~.~553 '1 7.0640 0.19; 0.2964 TD12" I ~.9554-11'~·;;~lrC~; .. -... I i Jam. I r~;~--r;:;;~~ -12.486216.4699 0.38! 0.4302 IJi~ 17.6949 r;-;37;-I~~;: r--~~-T9.3~~~T;~~~2~-T ;.~1~6·--0.33 ! 0.3~-70-r ~;~:T~·~~~~--r-;:;~~9· r~----- r--~;--19.9So~-[~:20;~-T~·~;~~-0.38 1 O~~;~ I~i!= T 4.4~25 ~.7682 ~b;---I r --;~~~~Il ~·~~~I ~.18~;rl 7_~~5~' 0.59 I 0.8;02 -'D'· IS;~'r 4.16;~T;.-;~8;--r~:;----1 : ! lam I I I : rp~~6 Ti2~870oT5.63421 6.9S65 0.81! 1.0206\ IS" \4.3999 13.953(i~x6-_-J r----r-------IT 1-~-e:~-I~~~~~-~~19_33~1 112.8135 : 0.73 1--~;~-l;-;~;30~F~.327; i~2.~~2~1 0.83 r-;I; -1;;·~;oo-r~-0.~;041;2~4-;2~ r 0.84 r-~;2---r28~050~Tl0.-6130 112.4~;~1 0.85 r~I-3-r;;·;~~~ [~·;;~~-11-~.;~;8 i 0_65 -'--._ ... _._ .... ----.. ------ - - -.,-.. -.----r--1"----I ---.-.. , I Diam I 0.9496 -1~i~17.91;0 1;·;5~9F~ 1.0419 ! ~i; -! ;:88~= -l r 70;;q --I 1.0529 I D' i 7.9011 7.0523 Ichl1 i 1.0638 j-~:!:i-7.~~~;T;.~~;;--l~~-I;----i .... --... . .. Ii 8;;---!--------r-'-"--'---'[------"---1 0.8844 'D' 111.3183 10.6119 cbl3 J i lam! -.. ----------. ---_.!_---------_ .... _-----------_. Licensed to: Barghausen Engineers Appended on: 17:05:31 Thursday, July 24, 2008 Layout Report: II706newlifechurch 1-------1--------, Event Precip (in)! 16 ';;~~fu!I.2800 ' r--------.;--------i 12 year 12.0000 i --[--------_., II 0 year 12.9000 I fis yearf3.4000--r------r;------- 1100 year 13.9000 _, .. _____ , ___ ". __ , __ . ___ , __ , ______ J Reach Records Record Id: pI rs;;ci;~~-Sh~p~:--" -[ci~~~~;--- lu~if;;~ FI~~lvIethod:rlvlan~ing;s Coefficient: "10-:-0130 IR-;;~ti~g-M~thod:iT~aveITilneTral1slati(}nContributil1g Hyd I IDnN~d;; lexl? ,UpNode!cbl: ~f~~:~;------[~~f:~~P::d-~!HCadWalIs;ze i12';Di~rnl Ii.;;~ith--------}15.0000 ft ;Slope 14.930/0 --I IUpI~~~-----1100.0000 ft iOn Invert .. T-.-... -I r=--=cc=c-=:cccC~~~rt'C~~str~i~tC; .... i --?_?~?~2.~_ft __ 11 rM~\l~iIMax Vel IMin-Si;;p~IM~ Slop~ [Min C~ve~ r2.00fii~wS:OO-ftfsI0:-5(jO/~---12.o0o/~ 13.00 ft I _______ . __ . __________ . _____ . ____ . ___ .. __ . _ . .i rr-----·---·------I·----·----· IOroP across MH 0.0000 ft rUp-I~~C1i--'--'-.. ' .. -19T78 I 5 ft- fM~tchi~verts .. Record Id: plO ISe~ti_;;nSh-~pe: ICi~~~I;--' --- iEx/Infil R~ie ;On Invert To.ooOOiIJlhr I 1100.0000-itl ! .. .1 lu~ifo~-Fi~~-Meth~d:IM;-;;~i~g·;-Coeffici~~t~' 10.oi30 IR~~ii~i M~th~d~----.. ITravel Time Translation ContributingHydl ------.--"-.~--.. _---,-----------,----.---~ , ---.. , . ---,. rD;;N~d~-----····--·[~bIT-.-.... -. [M~i~ri-;'i-----..... ICo~~=Spun [E;;tL;~~~~--"-[G;~~~~ End~/l-Ieadwali UpNode Size rL~;;gih--'---------. [69.0()()Ofi--[Slope· ..- fup Inv;;-rt·-------ll()O~O()()O-ft' . ~I)n Invert 1r=-:::c:::ccc"-:-=C~~d~itC~~st~ai~ts ........ i -. Trvii~V~nM~'V~I[Mi;;SI~p~IM~~-Slope IMin c~~erl I r2.0()-ft7~li5~OOftl;rO.50%·--12~()0% !30() it'· ... I. _._. ___ . ___ . ___ .. _._ .. __ .' __ . __ . _____ .. ... ... ...1 .. -.... -I~bl 0----·1 [18;' Oiam -.! "' ··1 ! 11.40% .... j ··[··_·_··_···· __ ·····-1 99.0340 ft I ---'-"-'---1 , i rI)~~p~~;~~sMi{--·~.OOOOft----TE;Zil~fiiRate-. [o.ooooi;;&r [Up i;;;~rt----'----f99~()340 ft :o;;i;;vert --[ioo.o()oofi- I~~~~~~~~~;·~~:-~ -__ . __ . _I Record Id: pH iS~~ti~~-Sh~p~~----[C;;cul;r rUniformFl~-;-M~th-~d:IM~~;;i;;g;s' iCoefficient:lo~0-130-i IRo~ti;;g M~thod~--[T~;;~jTi;~"';~Tr~nslati()n iC~;;t~ibut;~g Hyd [ .. -.. : r-' .-.. --.-.. --.. -.-.-.... !. , .. -.----. r-·····-·····-! IDnNode Icbl2 'UpNode !cbl! ' !M;t-;;;;\-------· ····!c~;;c-SpunSize 118" Diam! ~~~~~~~e~=------·~~;~&66~ld W/l-iCadWalliSlope . -[1.40o/~--.1 rUpl;;~ert--------ri OO.OOOO·ft --iOn Invert [99.0340 -ft---i If;;:~~:I;~:;~~I~~-~!~:~s!~al;~iopeIMin cove;1 ... .. -'··-1 112~~.f!ii[f5~??-~~~5-~~o::~-r~~0()% 13.00 ft_] II! ID;~p-;~~~~MH-·--To.-OOOO ft"-IEx/Intil Rate[().()OO();~hr- fUp I;;;~---·-T99.034() -fi--iD;;I~v~rt . l·iO().()()oOft-1 tt!!~h.~~ve~~=:-_ .... _. ...... . . _J Record Id: p12 1·-' .. -.-..... -.---- iSection Shape: ru~;i~~FI;;;M~th~d: frvianning's ;Coefticient: .--.,------.. ~.-.-.. --.--.. ~------ IR~~tjng M~th~: iira~eJ Ti~~ Tral~~lation !Conirib~ti~g Hyd r . ID~N~de-feb] 3 ,UpNode leb Ii· IMateri~i . IConc-Spun :Size 118" Diam r:-----.. -.-----.----------.. r" -. --... ---.~ '.'.'._. iEnt Losses iGroove End w/Headwall rL;~~h -·----------169~()-O()()-ft---. . --iSI~pe [Up Invert---·---·--rloO.()()()()ft-· [D~ l~~~rt -·[1.-40% - ... r---"-,99.0340 ft , [j=:~;I;;~-~lor~~~:f:fJ~~~~lope IMI~C:V~~C'-----.......... ----.. 1[2.00 ftls ~5.-00 ftls ro:SOo/.,---·j2:()()%!300!l···i 1.-------_ ... _ .. _.--.... .-. ... . .... .., rDr-;;p-~c;~~;'MH--.. io:oO()() ft·· IEX/Intil Rate IUpI;;-;ert !99.03-,j()ftDn Invert 1-·------· ..... -. IMatch inverts. Record Id: p13 rS~ctionSh;p~~---.. -. fc;~~~l~ IO.OOOOinlhr i 100.0000 !l ru~if~;:;; Flow M~thod:rM~~nin-g;~-iC;~fficient: 10m 30 IR~~ti;:.iM~ih~d~--IT;av~11~imeTran~lation 'C~;:'tributi~g Hyd 1-'· !D;:'N~de Ij>OndUpNode Icb13 iM~i~ri~l-·· ....... ··-Ico;:'c-Spun .. Size i 18" Diam 1£;:'-t1.;;;;; .. TG~~ove E;:'d ~/J1eadwall ILength----------i82:000()ft--· ......... iSlope----"1--·--------------,. 13.17 % [UpI;:.~;ri-------r IO().OO()O ft---rO;:' i;:'~-~rt "r---·------... "----197.4006 ft f~i~~~;~~;:~;fi{~~tt~iiab~lopel.Mln COY) i[i~0ft!s-rl~()?~~J().50o/~J~:()0% . ·!300 ft .1 i I IO;~p~c~~;;MH" .. --I():-()()()()ft 'ExlInfil Rate lo~()ooo inlhr! r -.--·-1 1100.0000 ft j , ! fUpI-;:.v;ri-----·--· [97.4()06ft· 'Dn Invert j"-------------.-.--, .. -------.. -IMatch inverts. , ____ . ___ .. ___ J Record Id: p14 [Uni f~;;;;F~~r\Ii ~th~d: iMan~i~g;~ C~effi~i~~t: . [0.0 I 30 IRo~tj~gM~th~d:-.. . !T~~~~iTi~~ Translation lco~trib~iing Hydi [D~N~d~··· fCbls :UpN~de r~bI4 l!v!~t~riaI··-.-.. . !C~nc~Sp;ln !Size " ·---1---~.- liZ" Diam IE~t-L~~~;~--·---·· IG~o~V~E~d ~/Head~all····--·--···--·· [Le~gth--·-·· ···········169~OOOO -it·· ... 1~;lope .-!Z.9()% [Up i~~~rt-·--. ·1 ioo~oo·()() it !D~I~vert-··!9i.999()ft [fC==--=':-"::=':C~~d.~~:C~~~t~~i~~s .... e.:. C! .... . . ._-.-.... __ . !IMi~v~IIM~~··V~qMi~·sl~p~IMa;ZSlopeIMi~ c~v~~i . l:i.()OW;F5.()() tti;r().5-()%·T~~OO% li.oelft ._j I [Dr~~~~~~-~~·MH-:=':· ·l09'·:7:~.09.0909--0. ~f.t:::::C: . .. :' ED'·X n -~I~nnfiv;le-rt~~t~-··II,OI .. :.O'()oO_.Oo()o·oiO~ft·~ I[ [Up I;v~rt····--· I IMa·t~hi;v~rt~. . ... i Record Id: pIS !Section Shape: ICircul~ [u~;io~Flow·M~ih~d~IM~~I~;~g,s··· iCoefficieni·:-·········IO:0130 ........ , !R~~iingM~th~d~-·· ·····IT~a~~ITim~ Translation ,C~;~tributi~g Hyd r·· IO~N-;;d~· ....... ···lcbI6·· ,UpNode ..... 'r~bI5 [M~t~ri-~I· ·-··--··········Ic~~~-Spun--·· :siz~·· .. ----··li·Z;;·Oiam IE~L~;~~s·--·-··-IGr~~veE~d-;;/Headwal1· .... .. ... [L~ngth-···-·j69.()O()o·fi .. ,Slope [Z.53% flip i~vert··· . ···!I()():oooo·fi .. :D~i~v-ert ... ·198.2543fi fl· .::..:cc:: .• ::.cc:ee.:: . .:.:::..:.-=:. :.:c. -: .•.•... : .. -...... t:.c: 'C·.:': Condnit Constraints [Min VeIIM~-V~iIMi~Sjop~IM~'~ Slope iMin C~v~ 12.00ftJs·115.()Oft/~lo.50% ····IZ.O()% 13.00 tt ,~~--. --,,-----_._. -._._ .... ,,-, ... ~-." - ID;;;p;c~;;~MH ........ ··lo.()OOOft . :ExlinfiiR~t~· -rO.OOOO·;nJ~ r-·----_ ... __ ..... .. I··· . .. IUp Invert ,98.Z543 ft ,Dn Invert ----r·-·-"--~··-... ' il 00.0000 tt fM~t~h;~~~rt~. Record Id: pI6 IS~~ti~;Sh~p~~ --rci;~~iar rUnifo~Fl~;;-M~thod:-IM~~~i~g;;" --ic;;~fficieni: ---ro~oijo-- IR;;~ti~g-Meth;;d~------!T~~velT;;;';~Translation ic~;iributing-Hydl-- !D~Nod~ -!~b13 --iUpN~d~--Icb16 !Materi~i-----ICone-Spun 'Size ! 1Z"Di~;;'; iE~t L~~~e-s !Groove End w/Headwall i 179_0000 ft , Slope 10.64% [upi;~~---[iOO.OOOOfl iD~-i~~ert .... (".-.-,-,_ ... _---. 198.8S44 ft '-r=-=C::'-=-=::=-:-==---::.' .'=-C:._-C::-."".: .. --: -,. .---. -".:-1------ I Conduit Constraints I IIMi~-\i~1[M;x-vclIMi~ si;;p~IM~~Slope 1M in C~~e;1 1f2.00fil;rlS-.00fil;10_SO% -·[Z.OO% '13.00 ft -., ---I I iD;~~"~~~~~MH=-ro:oooo fi-! E;;In'fii Rate ---,--i !Up-inv~rt '--198:S544ft iD~I~v~-I~~~~~~~~rl 1-----[Match inverts. I ... J Record Id: pI7 r-·-------c-------··-----.---. -,--.:-.------------,Section Shape: IClrcular 1,'ullif;;;:';;Fl~~M-~ihod: rMa;~;~g's Coefficient: fo.o i30-.. --r -.I IR;;~ti~gM~th-;d~-[Travei Ti;;';e TraJ1slationColltrib~tillgHyd r-.-, iDnNode --._--icb16UpNode icb17 [Material IConc-Spun iSize , liZ" Diam IElli-G;~;~s [Groove End w/Hcadwall ; IL~llgth --r44.0000 ft Isi;;p~ ---. Isooo/. -'1 lup i~-v-eri----U -----iJ 00. OODO-it -U iii~i~-~~rt---19~ . 80cio ft I '-r':-===-:==":=::-'::" :::."_"':-.. C::-- --. Conduit Constraints [Mill\;~1 rMax-V~qMi~ SI;;p~rM~;Slopc iMinC~-ve~ II~?O~~ fis.~o-tiJs [0.50%_.[2.000/0 i3.00 ft ~_J !D~;;p-;~~~;-;MHio.oooo ft iExllnfii-R~i~-- IUp-l~vert -. 197.8000 ft iD~I~~~~t I .. 10.ooooil~1 ....... ... .. --1 .1100.0000 .. ft_j Record Id: pIS rS~cti;n -Sh~pe: -. ICir~uiar ru~ii;~Iii~wMe;h~d: IM~n~ing;s .. 'Coeffic;e~t:---'10.0130 IR;~ti~g-M~ih~d~--i'ir~v~l Til~~Transl~tionrC~I~t;:;b~ii;gHyd r .--. fD~N~d~lcbI9 -. "-. IUpN~d~--'-I~bi8--- r----·-·--·--·--------[··-· ..----.. ---.... --·--···--···-1----··-····---····---IMaterialConc-Spun [Size IZ" Oiam IE~tL~~;~~---rG;~;~e End~/Headwall .. -.--........ -.... . [Le~gth--.-.--.-.. ·171.Dooolt iSlope IZ.IIO/o I IUp-i-~vert---------rioo:()OOOftD;I~~;t -[98.-5019 ft'-: r'-'--'-::-" .. -.-.---.. ----..-.... -. .... . ....... --.... -----. ----.. -I li~~:~~'&Jvt;~I~:::::i~;lloPt;~ ~o'~1 i rDr~p~;;~oss ~XH-----lo~()OO() 'ft' iExiI~ffiR~te ··i().ODO()inih~1 rUp-in~ert----' 19S:501'9-ft-' IOn InveI1" ....... -/ioo:()OOOft-1 IM~t;;h i~~~rt;:--. I ____ . __ . __ ... _ .... _._ ....... _. . . ___ .. . .1 Record Id: p19 IS~~ti~_;;-Shap~:----iCircular i [U~if~~-Fl~~-M~th~d: IM~~i~g;s-rc~~ifi~;;;~t:--····ro:oi3-0 .... -.j [.-... ------.. -----. ,.-... . .... -.. -.. , . --.. -.. ··· .. · .. --r·--·---· ·---1 Routing Method: !Travel Time Translation [Contributing Hyd ! I-··-------·---~--... _----r-!Material IConc-Spun !Size I········ .. -... ---lEnt Losses [Groove End w/Headwall IL~~gth--:70.0000 ftSlope Ii .57% 1i);;Nod;--[ci:Jzo :UpN~d~-T~b19 --i li~"~i~rn I I [Up -i;~ert 100.0000 ft Dn Invert----[98901oftl i(-·----· Conduit C~~st~~i~t~ 1--------, !lMin-VeIIM~x V~iIMinSioJ>erM~x-SlopeIMin Cover! I It~?~sJiS':~~f!!il().50%JZ:()0% lioo ft . ··.-1 I IT·-·--------.--.. ---.-r'" .-... -.-'. -.-...... -... ----r,'-'--.--! IOroP across MH to.OOOO ft Ex/Intil Rate 1°.0000 lnihr i [UpI;~ert ---------198.9010 ft .. On ·in~ert---Tioo:oooOft i l~~!~h ~~rt~:_ . .______ ._.J Record Id: p2 [S~~tionsilap~:------[6r~~1~~ --I lu~ifo~-FlowM~th~d:-IM~;~i~g~s -iC~eifici~~t:----[o:01-30 --- fR~~ti~g-Meth~d:------iT~~~~iTi~e Translalion!Contri"~ti~gHydl--------- IOnNod~---i~b1 -iUpNode [cb2--J iM~~riai ICon~-Spunis;z~ --[12" Oiam -i [E~ti~;8~S IGroove End ~/Hcadwall i IL~~gth----Isi.oiioo ft :Slope [5.12% I [ -------------_._-------[-----------------:----------------------,---------. Up Invert 100.0000 ft fOn Invert 195.8016 ft Conduit Constraints IMi~-V clrM~ Vei-iMi; S-i;;P-~fM~~-Slop~IMin Co~e; [2:00 ftJs-f15.0()-ftj; !0.500/0-12.000/0 --i3.00 fi-----I -----------------------------_ _ _ _ ---__ J I rOr-;;P-~~ros~MH-----Io.o(}()() it !E~/i~fi-i R~t~----[o.()Oii-o;-nlhr! iupi~;':~rtI95.80i6 ft On Invert --[100.0000 fli r --------------. -~ --jMatch inverts. Record Id: p20 [S~~ti;;;:;Shap~~----!Circular i, _ _ ___ __ _ ~:~~~~~t~:~~t~id~:~:::~':e~ral1S1aliOn '~~:r~~~t~~g HYdr~130---~ j rD;:;N~d~ fcbl6 .UpN;;d~----[cb2()--1 IM;;-i;;r;~l-IConc-SpunSize 112" oiam i r~::1t~~~~--:~;;~~6~~ w/H eadwall !Slope il.()()%-I It-I~~~--=:-~-~;;~df~~~:r~~~-;: -----iD~~~~~J?~:~5~Oft-~1 1~~~~~~Vi~~I~~o"jr~J.IOP' ~~; ~o""1 rD~~p~~o~;MH 10.0000 flEx/ll1fil Rate [Upi~~~rt------i988500 -it -Dn Invert Record Id: p21 _f 10.0000 inlhrt ----[100.0000 itl i _____J , . --.... -.---~----.-."." .. r---.. _--.---ISection Shape: [Circular lu~ii~~ Flow Meth~d: IM!lI1~i~g'~ Cocificient: 10.01301 IR;;;-ti~gM~th~d: 'ITravel Ti~e Translation C~~trib~ti~gHyd I '! ID~N~d~--"--" :~b20-UpN~de !cb2i· -., fMat;i;I-'''--ICo-;;~~Spun Size i 1 Z.'Diam -I IE~tL~~ses 'iG~oove End w/Headwall .. ! fL;~gili-' 187.0000ft iSlope . [1.03% [ [Upi~~~rt"···--·" ···ji"oo.oooo ft iDn Invert"[99.io39ft i ..... -.. -.-.. _--._ ........ '1 r--···_···· .. ··· Conduit Constraints [Mi;-V~lrM~~\;~i-iMin Slop~[M~;-'Slope i,Min C~v~~ ill 12.00 ft/-;TI5.ooftj;lo~50% ·····[2.000/0 :3.00 ft ~rn-:-L-~O!~~li-. ·-····-!I~~::~ . ~~:"J:~~" . i:o~:~~;1 I ' ~ i IM--;;t~hin~eris. I Record Id: p22 IS~cti;~·Sh;p~--·· rCi~~~I~r'- IU~;f~;:;;:;-Fi~~ M~fu·od:·IM~nni;lg's :Coeffi~;~~i:" ... .. . . :0.0130_ .I,: IR~uti~g Method~-...... rTrav~1 Ti~~ Transl~ti~~ic~~irib~ting Hyd 1"-' jD;N;d~' ...... -'i~b21 !UpN~de' r;b22 I rM~t~ri~j· ·1,'Conc.SpunSize 112" Diam ... ! ' I IEnt~~;es iGroo~e End w/Headwall IL--;;~gth· 1115.oo00ft ,Slope 1,.47%·J rUpI~~ert--··--"riOo.ooo·oit· .. ·iD~i~v·~rt·--r9iu095ft-! [.~:~~~~;~::~;~~~~!sf1~lta~:~lopel.Min coveT··--.. -..... -.-.--······1 I~.oo ft/s 115."00-tVs[0.500/0 "'-12:00%' :3.00 f\ "1 I I-::OC· ...... _ ... : .. :c.::=:-.::::·: .. : .. ·.:: ..... :-::=:.. ...... .... .... , -... _.._.1 IDrop across MH 10.0000 ft EX/Infil Rate \0.0000 in/hr:, lupi"~~~rti98.3095 ft Dn Invert iIOO.OOOOft rM~t~h ;~~~s·. --.. Record Id: p3 rS~ct;~~-Sh~p-~:-.--. ··'Ci~~~~~· -.- rU-;;if~~FI~;M~th~d:·'M;~~i~g;~·· iCoeffici~nt: )0.0130 rR:;;;;-i;-;;-g-M~th~d':-IT~~~~iTi;;;~ Transiat;o~ IC~;;t~ih~i;~g Hyd! iD~N~de .... --. ·!chZ· iUpN~de icb3 IM;;teri~j'-----" -'ICo~~~Sp~n is;~~-11-2nDi~ IE~tL;;~;~~'-..... --'--r<J~~o~~E~d w/Headwall . 'L~~gth-'---. ····'iii.oooo ft iSI~p~' '1 ....... . 15.03 % [Up Invert lIOO.oooofi-. .. [Dn "im;~rt-' 193.jioifi FC::'=o.c-=:-::o·-::=-::o·::-·· .... -:c:=-c: ......... -... . ... "',-' . i Conduit Constraints I[M;I~"\I~I-[M~-;''' VeTIM;~"Slop~rM~ Slope IMin Cover 1!2~ooftj;Ti5:oofti~'lo~5oo/;-'f2~()oo/~' . i3.00 ft· 1._ .. _ ........ _ .. _ .. _. __ .... _._._ ... .. . .. . IDr~p~-;;~os;MH--·--IO.O()()O-ft-·--· rUp i~~;rt"---'''19i31()1f\ -. :Ex/lntil Rate -... -..... ---.. -iDn Invert ... -1()·OOOoinlhr . r I ()() OOO() f\ IMatch-;;;erts~-- Record Id: p4 r·_··· .. ·_···· -----.. , ISection Shape: ICircular IU~if~~'FI~~-M~thod:TM~~~;~g'~· ic~~ific;~~t:· [0.0130 rR~uiing tvi~ih~d:--. iT~avel ii~~eTranslation !C~ntrihuti~g Hydl . , iD~N-;;d~ ...... -l~b5 ,UpN~d~ 'i~b4---i I I fM;i;;;;-ai'-" ICon~:Spun· Size 112" Diam rE~ti~~~~~I(]ro~v~End w/Headwall I IL~~gth""---..... !IIZ:()OOOf\· iSlope 14.55%' fUPI~;;;rt--rIOO:OOO()f\ -jDn -i~~ert-'-.... ·i94.904()ft . j i~~~·~~irMa:·;~orjj~~~~~jl~::~lope Min co~J·· ... -. "', 12~~~ ~s.U-~:0~~~10} .. ()~;~]~:?O%· 3.00 ft ... j i rD~;;-p;~~~~s"i.lli·~ 'lo:()OOOft EX/Intil Rate 10.ooO()-i~hrl /UpIn-;ert--' 194.9()40fi--D~i~~~rt'II oo.()()()O-ftl r~~~~i~~~~~:~== .... __ . ...1 Record Id: pS IS~~ti~~-Sh~p~: ·-----ICi;~~I~~-- rij;;:if~~-Fl~~Mcth~d-: IM<II1~i;g'~-" !C~~ffi~i~;;:t:-'10:0130 r--·-·--:---·-----··--··--·--·---····---·-r:;·---..... -.:----_ -: ---j--.----.-:.-: --.. -·1----· IRoutmg Method: ITravel Time 1 ranslatJon iContnbutmg Hyd [D;;:Nod~-~b6 .. ---iUpN~de--. r~b5 IM~teri~l----ICo;;:;;~Sp~;;:-!SizerI2;'Dia~ 1:E;;:ir:;;;;es [Groove End w/Headwall rl,e-;;:gth '17-1.0000 ft rSlop~ .- IUP-{;;ert---.------[ioo.OOO()ft Inn I~~~rt- 1------C~~d.;it-C;;;:~traints -! lMi;;:-YclIM~~veTIMin-'si~pe !M~-slopel,Min-C~~~~ r2~00-fils ri-5~oo-fti;r0050% ---12~OO%-i300 ft--', ------_ .. -. __ ._-_._-_._ .• _. __ . __ . ----•. _----------.~-.... --, ••. _--_.j 112250/0 .. '[9 i:3025-ft· .. 1_· __ ··_--------.--.-. --. -1--·-·-----·------Drop across MH 0.0000 ft lupi;;:~~rt--191 :3025-ft , , fEx/lnfilR~te ---IO.OOOOitVh; :D;;:-i;lv~rt-1100.0000 ft . iM~teh inverts. Record Id: p6 fSe~ii~-;;: Sh~p-;;: . --ICi~c~I~r rU;;:;fo;mFi~;Method:IM-;;;;;:ing·s-[C~efficie;;:t~ [0.01301 rR~~ti;;:gM~ih~d:--.' jTravei Ti~-;;Transl~tion iC~;;:trill~ti;;:gH;dl-' '---I [D~Nod~--'[cbi --. !UpNode --iell6 lM~i.~;i~1 . jConc-Spun iSi-ze' 112" Diam . IE;;:, Losses iGr~o~e End wfHeadwall !Length 13 I 7.0000 ftSlope [Up I;;:vert -'-li-oO~OOOOft U;;: in~~rt r~;;;:~v~II;::-~fI~~:t~~~f~~~£~Iope iMin co~:J 'IZ-OO ftlsli s.O(} fils 10.50% . -12.00% . '13.00 ftl 1. __ .. _ ... -. ___ .. __ . __ ._ .. ____.,_ . ., [D;~p ~~~-;;-;;;MH-. --. -[0_0000 ft-' :Ex/lnfil Rate fupi~~~-------I97.6225it . pn Invert IM~t~h-i~~ert; . Record Id: p7 ;0.75% -r·--·-·-i !97.6225 ft i -I ! , , . ____ ", ____ . _ i 0.0000 in/hr i, --.. _-----I 100.0000 n i I j ISect;;;-~Sh~p~: -ICi;~~I~~ . '1. !U~if~~ Flow·IvI~th~d: !IvI~~ning's . ICoeffieient: iO.0130 .. -f'" ,_.. ," . ,---_.. "'! iRouting Method: (fravel Time Translation iContributing Hyd i j-' -. j ,,-• ,-------- iOnNode leb7a iUpNode r··_·_···· ....... r- IMaterial iCone-Spun iSize IE~tL;;;~~ IGroove End w/Headwall····· IL~~iili···· .... ··1120.0000 ft . [si~p~· r,--'_ .... _ .. _ .... , .. _ ... _...... .... . .. ,_. __ . __ .. IUp Invert 1100.0000 ft iOn Invert ~=:=::.:::~'::. """cc:::;,,, 'C:.. . ,c:c:-.,·-::: ._'-..' ... -.. ··~.,=c=-... !.... ......C;~nd~itConstra~~ . ... .. .1 !!Min Vel/Max Vel IMin SlopelMax Slop~ [Min Cover/ icb7 , ·112'; oi~m '·13:91% I ._-r-------.------I 19S.3080 ft ; ..... _-······'-1 i , , I i2:oo·ft/~[15.oo-fti; 10.'io%I2.()()%i3.oo ft··1 rD;~;:~~~~~ Mett'·:::::" I~O()O(;ft~· :E;;/I~fiIR~t~····· ··10:0000 inlh~i IUp Invert .-. i9'iX()S·Oft iOn Invert 11 ()o.O()oo·ftl [M~t~h·;~~~~. ..... I .• -.. -------------. -------.-----_. -_ .. _-_.j Record Id: p7a r---_.-.. _-,,_. ,----_. iSection Shape: 'Circular , , fUnii~~ Fl~w Meth~d: iIvl~nn;~g's , , !Coefficient: iO.0130 iR~uti~gM~th~d: iTra';~1 Tim~ Translation !Contributing Hyd! IDnNo~i~·····-·-· [ebS .......... ··rUpN~de .... ·····-I~b7a· ... . IM~i~ri~1 .... IConc.Spu~ [Size II2,;'Oiam IE~TL;;~~~s 'IG~;;;;';~E~d~/Headwall ............ . IL~ngth· .................. Ti72.0000ft ... Isi~pe 13.28%·'· rup Invert· .._--... [iOO:OO()O·ft .. rD~·I~vert·· /94:3·S84-fT· 1·(:::'''':::::::-·· ---'C~~d~it C~nst;~ints---::cc:T-····· ......-..... i[Min·v~i[Ma;,v~I··1Mi~·sl~p~IIvI~ Slope !MinCo~~~1 112:00ft/~·ri5.00·ft;~[0.sO% .... iz.OO%· .... lioo' fti I .. -. ........... .'............ ' .. .. ...... '... ......... . . .. .J iO~~pi~;s~MH .. . io.OOO()Tt··· . . 'IE;JI~fii'Rate .. !O.OOOO·;;;Jh~ IUpI~~~rt·· 194~is84 ft ..... iD~ Invert ·1 .. ···_···· .. 1100.0000 ft ; rM~t~h i~:;;~~. ---_ ... -. __ .-. __ .... __ .------- Record Id: p8 rS~~tionSh~p~:----IEi;~~I~;-- rU~if~~Fi~;-M~I!J~d: IM~nning;;-ICoefficientlO_OI 30' rR~~ti~g-M~ihod:---'rTrav~TTI~~ Translation !C~~trib~ti;:;-gHydl-------- rDnN-~de-------. kb9 .. -.... -. IUp}i~d~-----r~b8-------. [M;rt;;~i-... -------!C~;:;-~~Sp~;:;--iSize----r 12" Di~~ IEniL~;s~~IGroove End w/Hcadwall ILe~gth 111 1.0000 ft 'Slope '4.79% . !Up-i;:;-~~rt -'-1100_0000 it·· . iD;:;--I~~~ 194.6831 ft f"::-ccc,cc:_:-- ---..-.-. -.... -. --.. l~i;:;-v~I"Max'v~IOI~~\;~:p:s,~~:t;loP~iMin co~~rl IE.~?Jli~_[X~-o?il/~I?-50% -li.oO% 13. 00 ft~ __ j [Drop ;~r~;sMW---... -lo.ooOOft iE0InfiIR~ie---IO.oOODi~1: IUpJ~v~rt---------194_683-j-fi -.. !Dn Invert--[l()a.DooO-ftl IM~t~h i;:;-~~rts. ' , Record Id: p9 '~;~~t;~-Sh;-p~~-----. ICi~~~I~~-1_ rU;:;-if~~-FI~\'{ Met!J~d: rM~I1;:;-jng's . !C~effi~i~l1tlo:()13() -'-1 IR--;;~ti-;;g-Meth~d:-----frr;v~l Ti~~ Translation :C~ntrib~til1gHydl---! ID;:;-N~d~--!~x7 !LipN~de-----i~b9- IM~t;;;~ ICone-Spun iSize [18" Diam l [Bill-Losses 'IGroove End w/Headwall IL~gth-187.0000 ft iSlope 10.64% IUpll1~~rt . 'Iloo.aooo ft '1011 Il1v~rt-199.4432 ft r-I_-==cc_-c-~-~=c:= __ =.==_: :: ... C·. .C-. =.'.::-::=::.CC--:-·-::-.--.---. ----.------.----.-------·---1 Conduit Constraints I IMin V~nM~x-V~nM;~' sl~p~TM~~ Slope IMin C~-';~ i,1 1~-:-~~~~li~·~O-ft;slo:50%-·---ii~OO% 13. oofi---I r -·-.. ·--.-.-.~---.---Drop across MH !UpI~~~~t- r ---~ .. --.. -_.-. Match inverts. Record Id: pexl ,-".~-'----.. ----"., --- 10.0000 ft r. .. ~- [99.4432 ft -------.-.---.-.--.-.-'·1-'--.--~ ~.-.-...... . !Ex/lnfil Rate 0.0000 inlhri . rl i I 00.0000 ft i iOn Invert [ I I IU~;f~~-FI~w Meth~d~IM~~ning'~ ic~~ific;e~i: 0.0130 1 IR~~ti~g-M~ih~d·:·-·ITr~~eITi·me Translation IC~ntr;b~ting Hyd ' iD~N~de ··lcbIO IUpN~d~-exl ... i IM;i~;;~I--IC~~c.Sp~~·IS;~~····-12" oiami: IEnt~~;~~·-· ..... ···IGroo~e End w/Headwall -. : ~:~~~;=-~~~--~-.• -. f}~i~~~~o~~-. ~1:~:;e~·~·-~--·····I~~~~~~~~~~~1 1·_·-. _·...,....,--·-c -.... -,...---.,..,-c··· -.... , .. -. .. ..... "'C"C :c· . -... ... -·.--.. ·----· .... 1 I ~i~·~~;_·r=-;~~~~f~tsf:;esi~a:;~lope iMin Cover I ! d2.00 ft/s [15.00 fils :0.50%2.00%300 ft 1 1,", __ ...•.•.•... _. __ .....•.. ___ __ _ - Illi~p across MH 10.0000 it Ex/Infi! Rate ,----iO.OOOO in/hr lup i~~~rt 198.5000 ft ,On Invert j1 00.0000 ft fM;t~h ;-;;-~~rt;:· Record Id: pexlO f&;~ti·;;~Sh~p-e:·· iCirc~I~;---, , [U;:;ifu~ FI~~M~thod:IM';~;:;i~~g'; iCo~fficient:·· ro~ol:3o- [R~~-ii·~gMeih~d:-. Trra~~IT;I11~ Translation !Coniributi;:;gHyd I II>;;-N;;d~ .--. --r~x9 !UpNod~· ·I~~IO . ·,i rM~i~ri~j· Ic~;:;c-sp~~ !Si~~·· ... . 112" Oiam .. r~~l~~;~~~=··-·-_·~-lf;:~~t~~dw/Headwall iSlope li.98%. ..[ ~iI~~~_._t~~·~()OO ft-··· iOn Invert -197.:~6~·~·-1 ! r-·· ........... . Conduit Constraints, 1 . . . ........ ,.. .. ...... . . ... .... . . . I IJ~~~~~f~~ov:srr.~~:'lope :~&ri~10pe ~~~ ~~verl ; 10r~p~;;;~;;MH· 10.0000 ft lEX/Infil Rate '-.•.... --._ ... _ .. _.... ..... .., •. . ....• ... . . . .. ..•.•..• . IUp Invert 197.3468 ft iOn Invert IM-;,i~hi;:;~~s:··· .. r ---"--' -.-i 10.0000 inlhr! _. ___ .. - - -.. .1 1100.0000 ft ! I Record Id: pexll rS~~t;~;Sh;pe: ICircular lu~ifu~-Fi~;M~th~d:rM';nning';·· C~~fficient:rO.Oi30- IR~~ti;g M~ih~;C-·-IT;~-;~1 ii;;';~TransJation iC~~tributing·Hyd r-· rDnNod~---·· . lex6·· .... _.. iUpN;;-d~-·I~x II IM~t-;;~i;I----.. --.--rc~~~=sp~~-iSi~~ ·------!ii,;oia;;.; IE~t L~~~~~ iGroove End w/Headwall IL~~gth-i89.00oofi-Slope I :1.09% IUpI~v-;;rt----i 1 00.0·000 oft iOn Invert 199.0299 ft lE~/i~fil R~t~··IO.oooo i;;;h~ [Dn Invert i1 00.0000 ft Record Id: pex12 IS~~ti;;;-Sh·ape: ······IC;;~~Ia; -.--.-.. ---.... -.-.--.-.----.,. .... -... -... -. r·-----IUniform Flow Method: IManning's lCoefficient: 10.0130 lRoutingM~ih;-d:----.... rn:~-v~lTil1leTranslatio;;-IC~nirib~ti~g-Hyd [- fD-;;N~d~-·--·· ~~iT--UpNode-I~,zi2 fM';eri~i [Cone-Spun ,Size fi2;'D;~m IE;;tL;sses IGroove End w/Headwall rL-~;;-gili 1129.0000ft . [Slope i' ..... '1.88% , lupI~~~· ! 1 00.0000 ft IOn Invert i97~5748 ft ~;I:·::J-I~:~v~tt~:;~~~t~:i:lo~e IMinC;V~;-··--.... --... -- Ilto~-ft/~~5:~0-ftl:~10:~-~~o_-_]i.OO~o-.. [3.00 ft-_.I IDr~p~~;~;~MH--·16.oooo it--ExlInfil Rate io.oooO-inlh; rUp-i"~~ert---... !97.5748 ft Dn Invert F 00. 0000· fi IM~tch-i~~~rts.·· Record Id: pex13 rSecti~~Shape~-----rCi~cular --i [U~-if;I~Fio\\'M~th;;d~rM-~i~g'~' IC~~ffi~;~~t: 10.0130 -. IR;;~t;;gM~th;;d: . iT~~~eITil~~-Translation[C;;ntrib~ti~g Hyd I' - rD~Node--... -.. . ---Tex 12--iUpi-Jode" . '1~~13 iMateriaIIC;;~~-Sp~~ [Size iEnt Losses IGr;;ove E~d w/Headwall . IL~;;gth------', ios.oo(iofilslope [up-i~v-;;rt----------. Ti00. oooo-fi ' .. -" -iDn Invert 'r-c==-::c,-cc~~d;i;c~~~~~~i~ts .. -.,::-c: IIMin-Vel rM;;~-v~1 rM;;;-si;;p;[Ma~SI;;pcIMi~ C;;;er 1,-----·-··---·-.· ------··-1 ......... -...•. --. -. ., --!!2.0~ ftJs-'l~.??JYs 10~50% i2.0?% :3.00 ft ID;;;p-a~;;;;-~ MH--'10.0000 ftE~-jI~fi-1 Rate IUpI;;~-~rt-------. 194.0990 ftDn Invert lM~t~hi;;-~erts.---- Record Id: pex14 r-~--"--'---.. --...... _ ... ------, -----!Section Shape: !Circular I, 112" Diam " I ·ls.62% i .I c····· .. --. 194.0990 ft i ! : r -.... -.-, 10.0000 inlhrl : I 00.0000 ft rU~ii~~FI;;wM~thod:-iM~~~;~g'~-' :C;;effici~t: !0.0130 ... ; IR;;~iing Meth;;d: !Travel T;~e Translation ContributingHyd i r-' ~ --... --IDnNode lex? 'UpNode IM~t~ri-aT IConc~Spun iSize IE~tU;~~e; 'lili;;ov~End w/Hcadwall /Length ·164.oo00ft lSlope IUp-Invert----lioo:oooo fi-' 'rD;;l;;~~rt r;:~-=:---:'-=~--=--..:.-.:.---::-==:::-.. ::::::.-~::-~:=.:-:::=,.:::::-~-::-:-~--.----.... --... ... .-----:-----T--' --" ---, ".-"- :cxl4 112" Diam , 10.89%·' f99.4304[t I f,;-"~i~,,~fr~tsf:;:~~~l"pe ,M," C"~"I' _2~~~~~i15·?'O_tlJ~_?:?O')'O __ __'2.00'}'o 1 300ft __ i ID;~p-~~~~~~-Mi-l-[O.oOOOft-----IEx/I~fiIR~t~-' io.oooo inlhri fUpI~~~rt--W9.4j04 -ft---!D~-i~~ert . 'iloo:oooo iq IMit~~_~n~irt~~~-_--_~~= ___ . .... ..._ __I Record Id: pex1S [Circular I tU~ifo~FI~';M~ih~d~IM-;n~i~g~;·· . ·iCoefficient: :0.0130 ; , ' I iR~~ti~g-Method:·--Tr;~~~lTi~e T~~nslation IC~~triiJ~ti~gHyd i IDnN~d~---·---· ··iex14---.... . rUpNod~ ·r~~15 IM~t~ri~I--.... ····--·IC~nc=sp~;;---!Size .. [I2;;:niam iE~t-L;;s~s IGr;~ve Endw/Headwall ... rL~~gti;-...... -ri27~OOOO ft !SI;pe· . IUp-i~~ert·-· _. ·lloo-:-oO()O-ft ---rD~ -I;~~rt· .. - W"'~C-:---~'c~~d~i;c~~~~;~i~;~ . . ..... _! /Min V~I/M~v~IIMi~sl~p~-fM~~SI~pe !Min c~~~~1 ~ .00 it/;TI5 .0()·ftI~·IO 5o%li.oo% :13.00 ft· .-: ~----, ... ""-"'----.. ,-------._-" -,,-.----.. ~-.. ------. ID~~p~Zr~~;MH _.-··iO.()OO() It r"'· --.. -'" --"., iExlInfil Rate rupi~~~rt··-· ....... [95.7582 it , I < ,,,." , , -iOn Invert r -...... ~.. .... _ .. . rMatch inverts. Record Id: pex16 Is~ti~~ Sh~p~: rCir~~j~ 13.34% 195.7582 ft r-----.----,---,--10.0000 inlhr iIOO.OOOO ft lu~ii;:;:;;';·Fi~:;M~th~d~[M~ing·; ICoefficient:10.0]3() - I'R~t;~gMethod~-.. -·ITr~~~i·Ti~~Tra;ls1~;ion iCo~trib~ting Hyd r--, ' , rO~Nod~--. ---··~~]5UpN~d~!exI6 iMaterial ·IC~~~--Sp~n . -!Size 112" Oiam iE~tL~;s~ . ....-_. ···IG~~o~~·E~d~/Headwall !L~~gth !IOI.O()()O ft iSlope 14.69% Iup Invert ... ·rIO()~O()()() it 'On Invert .. ·····195:263i ft [i~I~-~II~~~-V~IOi~;~tst:;eS~::~lope iMm-cove~1 !1~~~~~JI}.00ftts.~.~?~-_,:-I.~.Clo~ ··[3:00 fl~j IDrop-a~;;~;MH----·!().O()OOft--· . iExllnfil Rate r -.. "'--,-, , ... ,. --10.0000 inlhr IUp-i~~ert-·--· -WS.263-ift -iD~inv~rt . ·11 ()O.OOOO ft Record Id: pex17 1--.... -----~ --------... -. -1-----.. ---... ------. ISection Shape: Circular IU;lifo~ Fl~~-"X~ih~d-:IM~~~;~g,; !c~~ifi;;i~nt: iO.0130 IR~"I.lt;;,;g-Method~ "IT~~velTi~~ Translation iCo;';tributing Hyd ! ;-----------~ l' ...... "-, .. -~.-._ .. --.-. JDnNode lex 10 UpNode :exl7 1l\.1~t~rial ICo~c-Sp~;';'-SizeiI2" Oiam IE;';tL~~s~~ . !Gr~oveE;';d w/Headwall . rL~;';8th . Ii 95_0000 ft . jSlope [Up-I;';v~rt---------[lO().oooofi-·-·· . [ri;';invert 1 ~1;~~I-I::~C;t~~:~~~f~:t£~Lp~'r~;~ c-;;J"-"~'-' T6.2S% -187.8125ft I I I JiOO~fi/~E5'00-ftl~I()~5o~-!i:oo~~ '[3.00 n-j rOr;;p-a~~;;~~MH---lo.O()OOft· ! Ex/Infil Rate . ---·--1 10.0000 inlhr I , I Illp-[;';vert--187~8i25ft iOn Invert -rloo:oooori i IM~t~h-in~~s. , I t Record Id: pex1S Is~cii~;';-sI1~(J~:-IC;;~~lar--- ru;';ii~-;:;;:;FI';';M;;thod:IM~~;';ing's Coefficient: [0.0130' -, rR~uii;';gMetho;'C" IT~~;;cl Ti~"l1-~ TranslationC~;';t~ib~ti~g Hyd r .. !DnNodcl~b6---' ---... iUpN;;d~-··--I~xI8 !Material IConc-SpunSize '112"Diam IE;';; l:~s;~;-. .. '1C:;;~~~~-End~/Headwal1 [LCilgth iI81.0000fi-!Sl~pe '11.01% [Up Invert-·-----li()o~o()oOft---. ID;;i;';vert~ ----~8-j719ft! W'-cc::cc-=-c C:"\:-~~d~it c~~~c;~~i~~~ --',~cl-----.. ----.---.-- i [Mi;:;-v;;i IMa~ V~IfM;~-Slop;;TM;~SI~p~ iMil;C';~~~ i~.O()fljsrl.5.00ft;sIo:5~% ·12.ooo/~· 'ioo It .. iD~op acros~ Mf! --. io.oooo ft-:E~/Infil Rate fUp In~~~t-'-198.1719ft On Invert r---·· _. _.. . ... iMatch invc11s. r ----!O.OOOO inlhr' '!' .,-" --.j : 100.0000 ft ! , . ! "--".--.-~ Record Id: pex2 rS~~tio~Sh~pe: "Icircui~'" IU~;f~~'l'i~;;:Meth;d~ll'via~~ing;~ .. iCoefficient[0.0130 fR-;;~ti~gM~thod~""IT~~~~ITi~e Translation 'C~;trib~ti~gHyd I ri5~N<.><i~··-··le~1 iUpN~d;--'1~~2 [Mate;i'~I'" -... --·IC~~·~~Spu~ ! Si ze" ... Iii;; Diam [E~tL~-;;ses fGroov~E~dw/Headwall IL~gth'-iloo.ooOOft iSlope ,0.92% 1·---···· ..... ,'" .... ,.. , ......... ,. ., .. iUp Invert 1100.0000 ft 'Dn Invert [99.0800 ft I i Ccc :': eo :: " co~d~itC~~~~~a~~ts I iMi~\r'~1 iMa~·V~I[Mi~ S-l ope· 1M ax Slope IMinCov~ Ir2':0()-ftl~JI~0~'ftJ~]05?o/~'_]2:?~??; . 'Iioo tl~ ... ! -_.,-". '"-",. -.. -.---'-----------._--'-. --. ---. ff----,--"-._.-1------.-.• --------.-. -," jDrop across MH 1°.0000 ft IEx/Infil Rate . .. ,.[ ... ,., ....... -0.0000 inlhr [Up j;~~rt·!99.0800 ftl!)nI~vert !1 00.0000 ft I -------------.~----.-.-. --.. _-._ ... _ ..... IMatch mvetis. Record Id: pex3 [ ..... _ ........... _ .... _ .... _...., ... , ...... ,. iSection Shape: iCircular IUnifo~;; I'lo;;:M~th;d: IM~n;;i;;g's !Coefficient:····[O.0130 rR~~ti;;gM ethod~"-[Tra ~~I Ti'~~ Trans lal i on Co"ntrib~ti;;gH yd ,--.. ..-... . 1i5;;N;;-d~ ·· .. --.. ·le~2 iUpN~d~ lex3 .-.. .. IM~teriai . rEntLo~ses , 'jeonc-Spun' :Size iGroove End w/Headwall , IL~ngth [169.0000 ft iSlope IUpl~~~rt iioo.oooofi-· . In;; Inv~rt ~=i:-;~·II:a~·vtl~~~ts~~op:;r~fj~loP~ .i,. Mln-c~~;r IJ~~_OO~ft;~r~~~?~~!i~:~?~'=[o~%' 30~ ft ..... " ... i12" Diam 10 .72% 198.7832 ft [Drop acr~~~MH-··-iO.ooOOft---· .. IEx!InfiIRat~'" ·iO.OOOO-inih; IUpln~ert . .. T9S:7S32-fi-!On i;~~rt" .. Ii oo.OOOOft [ .......... -.......... .. IMatch inverts. Record Id: pex4 r ------··------------.... --I· -............ . Section Shape: iCircular lu-;;-ifo~-Fj~~ M-etllOd :rMa~;:;:i;:;:g~~--ICoefficient:----lo.o 130 ---I rR~-;;t;-;:;g-Meih~d:-... -li~av~ITi~~ Translation;Contributing Hydl-·-1 ID;:;:N~d~----------· ... -lex3 iUpN;de-··-r~~41 iMa~ri~i----ICo;:;:c~-sp~;:;:--iSize [i2';oi~-~ I rE;:;:tL~s~es . fG~~ove End w/Headwall rL~gth-.. 187.0000 It iSlope fUpfu;,,-;;;rt-------------ii ()O:O()()Oft IOn-I;:;:v~ r!~~~:~:~~--~~~~~~~~C-~~;!~~~~~ ... --. .~~-] 1~~~~~m~~v;;;:~~&~1?pel~i6~lope ~0~ ft°ver , .... _--->--.-•. ----~ ! l0;:-op across MH [00000 it . 'Ex/lnfil Rate !'Up I;:;:;"~rt--199.2605 ft On Invert IM~t~h;;:;:~~rts. Record Id: pexS IS~~tio;:;:Shape: ... --. ICircular ·iO.85% --~9.26()5ft -I --.------------ -·-1 I I ,0.0000 -i;;Jh~i [IOO.OODO it i ru--;;i-i~-;:.;:;;-Fi~;M~th~-d: rMan;:;:i;:;:g;sC~~fficient: -·-10.0 i 30-' .• 1 rRouti-;:;:gi1-~th~d: .. ---iTraveiTi~eir_;;_nslationCo;:;trib-utin-g Hyd 1-----... -. , rD;:;:N~d~-----I~bi()-..--. !UpN;de .. --1~;51 IM~t~ri~I--ICone-Spun . iSizel18" Oiaml rE;:;:iL~sse;-IGroov~E;:;:d w/Headwall I fL~;:;:gth---i125·000()ft [Slope [1.48% ·1 r-----------·---·---· . ---~ r-~·-----"--'-".------. 1'--"'" _. -.-----.----.. ---'-r-'~'------,-.-.--iUp Invert 1100.0000 ft !On Invert 198.1500 ft ! f=-==C:C~'::':-C~~d~i;C~~~tr~~-;~-. . .. ..c--c l [Mi;:;:V~IIM~~ vclTMi~S1~pe iMax Slope [Min CO~~~i ,12.6oiiJ~ fi 5.00 fils 10.50% [2.00% :300 it i l_~ __ , __ >. ___ , ____ 0 ___ '_ •• • ....... rO~~p~~r~;~-MH---· -10:0000 it Ex/Inri] Rate rUpi;;~;;rt---... ·[98. i500ft .. On Invert .-.-~----. IMatch inverts. , ! , .. . .. ····--1 10.0000 in/hr i IIOO~OOOOftl ____ . _._ .. ___ . _____ .1 Record Id: pex6 iS~cti~;; Sh~p~: . --ICircul;;;' r-"'--.. ---.. , ..... ,-.,-, .. -.,.-. -., -,' -. - -.. -., ... 'I IUnifonn Flow Method: !Manning's Coefficient: 0.DI30 ' rR~~ti~g~rvi~ihod:· .. I!ra;el-r;fll~ Translatiol1;~~~trib~ti~gHYdl r~;tt~j -.-.-!~~n~~SJl~~ -. :~i:~ode ~~~ Di~fll-I rE;;i~;;~~-.-. IGroove End ~/Hcadwall ·1 rL~;;gth---Iloo-.-ooOOft . !Slope .. 10.44o/~i Iljp-fu~~rt-----ri oo-:-oooofi-iOn Invert i99.5600[(-1 [1:-~~~IM;;~~~i:tsi~a~~£~Iope Min;::J-... ------.--, I i200~rlS:00JV;[o,",,"!iOO% 306'-1 I In:----------.. ----. --,----.--.-----. -.. --r···--·· -.--. -.-.. -, ...... -, IDrop across MH .0.0000 ft :Ex/Infil Rate fO.OOOO inlhr: IlipI;;~~rt-----r99.5-600 ft . 'D~I~;ert i 100.0000·fi-1 IM-ai~hin';~rts: I Record Id: pex7 I S~~ti;;; Sh~p~~ icir~~lar -. , ru-;;,ii;-~Fi;~Mclhod:IM:\1~;~g;s· -Coefficient: iO.O 130 !Routing Method~-···-···iTr;;;~jTifll~ 'Translation!C;;:;trib~ti-ng Hyd II [D~N;de------~x6· -!UJlNode:e~71 rM~t~al--IConc-Spu;; Size 11S;'DialIl I I IE~tL;;s~s -IGr;;;';~-End w/Headwall .1 IL~;;gth-----1200.0000 it :Slope 10.45%. ,... ,I !U)J-i;:;;';~rt !J 00.0000 it IOn Inv~rt--i99.1 000 ft i . -.----.. --. -------·_·--1 I . Conduit Constraints f ' IMi;:;V ~lfM;~-v~i-IM~-SI;p~iMa~Slope IMin C;ve;! I 'E~~~-ft?~fi~~~O()~; IO.50~;-.::]~._~O%-.. r3'-00 n· •. -I I [D;~P-~;~~;MH-·-iO·oO()o-ft-Ex/infiii~i~· io.oooo ;~~i rUpl;;;~;:t---------199.i()OO-fi· jDn Invert ·Iioo.()ooofi-: IM-;i~~-_;~i~s~_ _ __ .._ J Record Id: pex8 rSe~ti~-;;-Sh~p~:-----rCi;~~j~~ ---------- lu~if~~-Fl~~-M~th~d;[M~-;;;~g~~ iCoefficient:-10.f1I30 [R;~ti;;-gM~th~d:--IT;~~~jT;~~Tr~~slation;Conirib~ting l-lyd-i --- fD;;-N--;;d~-----lex5 -UpNode iex8 IMat~;i~I----!C~~~-S;;~;;-Size --! 18" Di-a~ [Ent L~~~es iGroove End w/Headwall [L~~g;h--II87:0000 ft -!Slope [------------------'---------Up Invert 1100.0000 ft iOn Invert [96.0730 ft ~-=-===_--=:--::cc-c=-:c~c-"-=-:c,::"::=c-:c-c::c: -----------:-----1------- I Conduit Constraints II~Xi~V~iIM;~ v~lIMi;;--Slop;IM~~--S-I~pe'IMin C~~~~ l[o~_t§~[~~O?-~sy):5?%:]2:0~o/~_ - --i 3.00 fl_--j !Orop -~~--;'~~--;MH --~.OOOO-ft--IEx/infil-Rate :0.0000 inlhr rU;;I;;-;;~rt -196.07-30 ft Dn Invert i 100.0000 ft [M~t~hi~~ert~. - Record Id: pex9 !S;~tionSh~p;~ -----16r~ul~;-- 1'-----------------------1------------------,---- -,Uniform Flow Method: IManning's iCoefficient: [0.0130 iR;;-~-t;~g-M~ih~d~ITr;~~1 Ti~;Translation .Co;;-tributing Hydi- iOnNode iexS-UpNode -:ex9 rMat~rial !Conc-SpunSize i J 8" Oiam iE~-ti.,()sses IGroove-E~d w/Headwall IL~gth----114().0000ft ---'Slope , 10 .89 % rUp-i;;-;;~rt-----of !OO.OOOOft : D;;-I;;-~ert 198.7540 ft II--=-::-c:c-c:~~~d~iic~~;t~~i~;;----------I IIMin V~lfMa~-V~I[Mi;;--Slop~/M;~SI~pe fMin Co~~r: IE:??ftI;f!5.0()~~[il:~?~:-J2.-~~~ _ rioo it _ -I rDrop-;;cr~~~MH ---rO~OOOOft-<Ex/Infil Rate 10.0000 in/hr lu;;inv;rt--------!98~ 7540 ft On Invert i I 00.0000 ft fMat~hi~~~rts:-· . Record Id: proof rS~~ti~~-Sh~p-e: ···---IC:i;cul~~ . ! !U~if~nn Fj~\vM~th~d:jM~~ning,s· koeffi~;ent: ·10.0130 . [R~~t;~g-Meth~d:----IT~~~~l i;me;rral~slation-IC~ntributing Hyd 1- iri~N~d~ ---r~b7~ ----. ···IUpNod~-. --koof fM~!erT~f ---.. ----fC~nc~Sp~~ ISiz~18" Dia;- IE~iL:,ss~s ------iG~~~~eEnd w/Headwall fLength-----js-S-:OOooft-jSlope . !1.07% iU-p-In-v-;;rt------il-00:o000ft-iD~ invert ----1990905 ft Ir:C-'=::-"-::C:-C~~d;i~C~~~t;ai~~ . --r I rMi;V~IIM-;;~\i~lfM;~-si~p~[M~-~SlopeMin C~~e~; 1,-----r ---. . ... --.-·-i---. .. . . -I U~.0~_!!"s~~~~0ft!_sl.0:5_0o/~_i2.00~ 1300 ft .. j illi~p-~~r~s-;-M-H------la.()ooo--ft :E~/lnfilR~te [up-i~~~rt 199.O-9()S-fi Dn Invert 1------.-.. --IMatch inverts. Node Records Record Id: cbI -·IO_OOO()in/h~ 1100.0000 ft fDe~c~ip: --l~b-l .. ------fI~cr~ent· [o,j-o ft ISt;(i:i .1100'-0000 itlMax El. 1108,0000 ft fci~;sif;~~ti()n-IManh~l~---.--TStr~~t~~~ Typ~lcB~ TYPE 1:48- [E~tKe------IGrooveE~d w/He~d;~1I(ke'='0,20) !Ch~~;;~Iiz~tion ICu~~d or Def1~~t~r rC-~t~h-----jl,5000ft . -···-·-------Bottom Area ··119.63S0sf "-" -·--·---r _._-.. iCondition IExisting Record Id: cblO rDe~crip:-----I~blo--------Increment [0.10 ft Isi~rtEi.----rIOO~O()()()ft· iMax EL jl08,()000 it ICI~~~ifi~~t;onrM~h()ie' . ·----rSt~cture Typelci3:TYPEI-:'48 [EntKe--rG~;()~-e-End \V/H-e-~~I\V~lI (k~~020) iCh~~I;z-;ti~n IC~~v~d-;~Deiiect~r IC~t-~h -~--ri'-5000 ft ---.-:Bottorn Area . Ti9.6350~f :C~nditionIExisting .. Record Id: cbll ,.---...... --'r. -.. -.... . !Descrip: leb 11 !Start EL 1100.0000 ft . , :Max El. , i 1 08.0000 ft ici~~;fieatio~ !Manhole ISt;u~ture Type iCB~ TYPE 1-48 !E~tK~' -. !Gro~veE~d~iH~~d~aIl (ke=020)rCha;~~i;~;;tion!C"u~~~d ~r D~fl~~i~~ rc~t~h----lijoOOft-'-'" ... ---... -lil~it~;;;A~~~ --ri9.6350·sf .. c· ····· .. ·--.. · .. --·1 .... --· ...... iCondition Existing Record Id: cb12 ID~scrip: jcb'j2 ..... -.... -............ ~ncremcnt . !O.IO [t-.. I ii;t;rt-El.-. "1100.0000 fi---·----. !Max I'll. '-li'oS:ooooft --... i r"'-'-'" ": ..... _ .......... , ... r--·····-· .............. _-------.---~-."'.-----"j-----, ----! ,Classlficatlon IManhole !Structure Type iCB-TYPE 1-48 i lEnt Ke -rc}~~~~~E~d'~/H~~d\\'aIl (ke=0.20)iChann~lization iC~;ed~rDef1ect~~1 !Cat~hiI.500a n-;Bottom Areah9,6350~f i IC~~d;ti~~ TE;;'i;i;~g' . --"-i ., Record Id: cb13 /Descri'p: --kbI"3 .... .----. -... jlncrement' . [o.ia-it·--· -" "'1 fsi~rtET"rloo:OO'oOft . -----iMax El. '!108'-0000 ft' . ······--1 iClassifi~atio~iM~~~i~-' ""--ISt;;;~tur~Type ICB~TYPE 1-48--, lEnt Ke -1C;ro~ve End wiH~~d\\,,;j1 (ke=0.20) iChann~lization iCu;ed or Deflector! Ic;iZh-'--li:5000ft !BottomAr~a 119.6350 sf! rC~~d-i.t-i?~~I~_xi_~ti~~ ___ .~~~.· __ ·-_·· .~.~ .. _. ____ . ..._._.__ __ J Record Id: cb14 iDescrip: icb 14 Increment 10.10 ft .-.-.-.-.----.. 1' .. ---...... --.-... ...-.-..... . IStart El. 1100.0000 ft iMax EI. 108.0000 ft ICJ~ssifi-~atio~!M~nhole .. ----. Structure Type iCB-TYPE 1-48 ~_~i_K:~ __ .:J9i~~~~"E~~-\\'2H_~<td~~11 (kc=O.20) !Ch~~~~~..zati~~J~~~e~-~~D~fl~~t~r IC~tch-.. iConditio~ 1.5000 ft Existing Record Id: cblS iBottom Area I"· ., ... --... ------ 119.6350 sf rD~;~~ip: -IcbIS-ii~~;~~~nt 1------1 ISt;(EI:----I iOO~OOO()ft--rM~~EI:---i~~800~O()-ft -. -----1 !Classifi~ationr)\,1~hole . . . [Structure Type !CB-TYPE I -48 I iE~t K~ -!G;~o~eEnd ~/H~~dwall (kc~0_20) iChannelization icurved or Deflector I IC~t~h ---!15000ii---------. -IBottom Are~ . !19.6:i5()~f--i . -----------,.------1 l~~~~~~i~n __ .J~xisting___ _ __ J Record Id: cb16 ff~:j~f-ri%~6()()O() ft ~~e~e~~ ---r~J8~{~OOft ------1 rcl~~;if;~~iio~rM~h~le -.--. -. rsi~ct~;~ iy·p~-!CB: TYPE 1:48 .---! , I , :E~t K~--------IGr~~~e End w/H~ad\\'al1 (ke~O.20) iCh~~~eli;ati~n rCur~~d ~r Deflector I , .. ' ---"·----~---I-------···-·~·-----------r'--.... _-_." •..... _-. '-"'--"'1 (Catch !1.5000 ft lBottom Area i 19.6350 sf I ;~~~di:~o~_J~~ist~ng . __ .. _ ___ .__ . _________ . ! Record Id: cbl7 fD~;~rip~--Icb 17 ilncrement iO.IO It -.. -..-.. !Start El.-1100.0000 ft iM~EI:--i108:00()O ft r---' --.-.~ ... -. -,-,-';-'.-"r---....... ,-,--._... . j------.... --... -. , .... _--r-------_ ... _._... . .... . .. -... -.-.~ :Classlficallon IManhole IStructure Type ICB-TYPE 1-48 I lEnt KelGroove End wIHeadwali (ke~0.20) [Channelization!Curvedor Def1~ctori !Catchll.5000 ft-iB;;tto~A~ea -!19.6350~f IC~nditi~~·--rE-;;isting· 1 _____ ._. _____ ._._. ___ • __ • _____ -_. ____ ---.1 Record Id: cbl8 ,'-' _. __ . ------ !Descrip: l~bi8-.------Increment iO.10 ft iS tart EI. !I 00.0000 ft Max EI. i I 08.0000 ft , [Clas;ifi;;-;tio--;; IM;~~f;-----... !siruci~;~Typ~ iCB-TYPE 1-48 ·--1 iE~t-K~------IG~o~~e E~d wlHeadwall (ke=0.20) ICh;~~~I~ati~~!CurvedorDefl~t~rl ~a.i:~_~~_J~:5~~O_ft -.. -.-IBottom Area 119.6350 sfl _~_on~~ti_on _IEx~ting__ ____ J Record Id: cb19 lD~s~p:----I~b19-.-IIncr~~~~t--r()·-io-fi---.----1 1 rSt~rtEi~--Tio()~oooOft----IMaxEL-.. II08.()()()()ft-····-· f~~:~~:~;i~~r~r:t:~~d w/~~:~~II (k-O.20)-:~~f~~iz:t:l~~~~~:~ f~~ctJ rC-;;t~h-----li.5()OOft !BottomA~~~· -Ii 9.635tf;f'-----1 !ConditionIE~i;ti~g I --"" .. , ) Record Id: cb2 lDes~rip-:-TZbi-----------!I~__;;~el11~~t .-----[o.iof'i----------I [Start EI. -----rl()O~()OO()ft-----rMa~EI.---I J()S.OO()()ft-----I [Cia;;ifi~;ti~~IM-;;;;h~k--·--· -----~t~ctur~iype-icB-TYPET-48---1 IE~i-K~----IG~~;-~e-End~/i-I~;dwail (kc=020) !Ch;~nelizati~~ IC-u~~d orD~f1e~to~1 Ic;t;;-h-----F--sooo ft ---------!Bottom A~ea iI9:6350 -;f'------I ICondition !E~i~ting i .--. -." .. _-_._---; Record Id: cb20 rD~-;~~iP:--I;;-b2() ---!In~~~I~~nt -----O:IOft--------1 is-t~-Ei.li()o:()ooO ft . iMax EI. 108.0000 ft-I lci~;;fi~ii~~ lM;nh~l~ 'Structure Type CB-TYPE 1-48 I [E~tK~ - ---TGr';-;';c-E~d ~/H~d~il (kc~O_20)Ch;-n;;~i;~;ti~n C-";~~d -o;Def1~~to~i [Cai;;-h-li:sOO() ft-------iB~tt;I11-Area 19.6350;f'-i rC~~d;i;on ---rE~;~ti~g . .. I -'-~--.. _--------_ .. _. __ . - -'" . _ ... -._-.----.--.. __ .. -"-" .. _--_.-... _) Record Id: cb21 !D~s~rip:---r~b2i------irn~;~~~nt -10 lo-fi---. [StartEl.--IIOo.OOOO ft iMax El.l]()iOOOOft rCi~~~ifi~~ti~ iManhole iSt~cture TypclcB--iypEI-48 IE~tK~IG;~~ve End~/He~dwaJl (kc=0.20) ICh~~elizationiCu~ed-~r D~tiecto~ [Cat;;-tJ-------11.5000 ft -.-rBotto~ Areali9_6350sf rC~;;diti~;; -IE~i~ti~g- Record Id: cb22 iDes~rip~-----lcb22 iIncrementlO:IO ft ..---I ISt~rtEi: 100.0000 ft IMax El. 1108:o000ft I ICi~;sifiZatio;;IM~;;h~le !Structur~ Type ICB-TYPE 1-48 .. I r::: .. -.---.. -... -.--,------.-------. -.--.-. -.. ·1 .--.-----._ ... -[.---.--.--.-.. --------. -, lEnt Ke IGroove End w/Headwall (ke=0.20) :Channelization [Curved or Deflectori [*~;I~;;_J~~~ir~~······-···---·-· . ISottOl;;Area -·-[i 9.6j50~f-:~~~-J Record Id: cb3 [Descrip: ICb3 'Increment 10.1 0 ft . I ISi-art-EI. . . -11-oo.ooOOft [Max EC ··11 ()S.DOD() ft------I rCi~~~;fic~ti;;;; rMa~~i~ . .. [S-t~ZtureTyp~ iCB~TYPEi~48--1 ~r~-~:-~~~~i:;;~~!H~~-d~~II-(ke=o. 20) :~:~i::l;;~:~n :~;~;;d~~[/~f~~t;;rl rco~ditio~---IExist;;;g---I ... _____ ._~___ _ __ ,_._. ____ . _____ .. ___ . __ .. _ _ _________ .. _._._" ______ .. _._. J Record Id: cb4 ID~~~~ip:----rcI;4-,Increment jO.1O ftl ,------.-----··-1-----·· -.. -.------·-1··· ---.-.. ---.---., I~~~;~~;tionl~~~r~ ft ----i~:~~~e iypei~~~~~~OEfti_48 ---I rE;;tK~. ··-IG~;;ov~ End w/H~~dwall (ke-0.20) [Channelization ICu~edorDeflect~r i !C~t~h---ij:SODOft-... .... . . IBottom Area 119.6350 sf·· .. t IC~~~~i~~ -IE~~~~~~~_ ------_ ) Record Id: cbS !D~s-~rip~--T~b5--iI~-~el~ent '-10_ j-fj ft i IS-t~rtET--II-oo~OOOO-ft !Max E1. . IlOiooooft -1 ~l~~~ati~~~::7~f~d -~/H~;d~all"(kC=0_20) !~:~::~Z~::'i~~;:3~~~~~ec~o~i rC~t~h-------II:SfjoOfl -iBottOlnArea :19_6350 sf -"-1 rC~~dfii~~ -·~-I~~·i.~!~~g-~·. .1 Record Id: cb6 r~=~~~pT~:=--:!~~_6 ___ ---~---... ~~~~~ment . [0.10 ii----'=J IStart El. 1100.0000 ft !Max E1. :108.0000 ft i 1~:s~~~~~i~-~I~It~~~:~~e~dwall (kc=0.20) !~~:~:~~z:~:·i~~;1~:~~~~~ci~;·1 I ~ I i IC~t~h--li~5000'ft---' ,Bottom Area 119.6350 sil iC~~diti~~ ---"'IE;i~ting I _ ". ___ . ____ . __ . __________ "_ ,,_ _ __ r Record Id: cb7 r -····-··----··--··· 'c . --. Descrip: rcb7 :Increment 0.10 ft ;---------... -----·--r--------[Start E1. 1100.0000 ft 'Max E1. ·108.0000 ft r' . , . , ,Classification ,Manhole iStructure Type leB-TYPE 1-48 , , -I" , ". _ ! iEnt Ke -.-. TG;~~ve End w/Headwall (kc=0.20) 'Channelization ICurved or Deflector! (Cat~h-'----~~5000-ft----------.. . . rB~tt~~ Ar~a-119:6350;i'---1 rConditi-;;;----IExi;ti-~g-------! .. _.___ __. __ . ____ ... _._. ___ .... J Record Id: cb7a rD~~;;rip:-. 'i~b7~' jlncrement jO.IO ft '1 isi~EI-:---~o.OOOOft--IM~~-E1. ii 08.0000ft ----I ICI;;;;-fi~ti~~'fM~h~I~---iStruct~~~Typ~ !CB-TYPE 1-4s--1 IE~i K~---'-lili;;-~~~-E~d; lii~ad~~11 (k e-O. 20) 'lCh~~;;~lizati()~ 'lcu~~d();D;fl~-Zt()rl I~~t~~_-~-~--Il.??ooft-------. --IB()tt~~~~~a-li 9~6350~f---:J I--~~-"-·---~I-~~--~~ .-.~.~ ICondition ,Existing I ~ . I Record Id: cb8 ID~~~rip:-Tcb8---~ IIn~r~ent ~ .. -io.ioti-· [St~rtEl:-----iJ OO:OOOOft --iMax-EC-~ --ji08.ooo0fi- rCi;;:~~ificati~~T~i~~le ---.------IStruct~re TypeICB~TYPE 1-48 ! fu.tK~-~ ~ ~-IG~;~~~ E~d w.IH ~d~~i I (ke~ 0 2 ()) I Ch~~~ejization ICurv~d o~Defl ~ctor i rc;rt~h----fi3000ft -!Bottom Area -jI9.63S-0 sf· . -·-1 !c~~diti;~ -iExisting __ ~ _____ ._.~__ .• J Record Id: cb9 ID~-sc;;p:l~b9 IInc~e~ent to IO ft lSt~rt-El-.--·~·oo.()OOO ft IMax EC-···~·11-()8.0000 ft --I Ici-;~~ific;ti;,~fM~;:;J;~;-----IStruct;-;;~TYre [CB=iYPEI-48 ' r·-----·······---··-·r--·~-··~ ~. -'-~ ... --.-~-,~---.~ .... -.. --.' -... -. ..--. I !Ent Ke IGroove End wlHeadwall (kc~0.20) iChannelization [Curved or Deflector I I C~tch---rT.5()()Oft----.... ... .~ :B~ttom Area ~ iI 9.6350~i ~ .. ~..! I , i IC;nditi~~· IExi~i~g , Record Id: exl f~:~~~=~=·~t~1~oo~~=~:-----::::~~~~ •• ---~!~800~~0 ft ! ICl~s~ifi~;~~IM~hole !Structure Type !CB-=-TYPE 1~48 i IE~tK~ rG~~~~~ End ~/l-I~~dw~1I (ke-0.20)C1;~~nelization iC:~~ed 'orD~flect;r i ICatch il.5000 ft Bottom Area II 9.6350 sf IC~ndition IExisting Record Id: exlO [-····---····-·_--·--··1---.-.-""~ ,Deserip: ex10 I --~ ·~--·-I·---··----·· .-.-. ,Increment 10.1 ° ft rSi~rtEI.-. li()().()OOO ft . IMax EI. ! I 08. ()()()() fi .1~1~_~~~~~<ltii~·Ii.f~~<?i~ __ -~-,--.-... - -is tructure Type iCB-TYPE I A8 rE~t K~----IG~~~ve E~d-~/Head~~11 (ke=020) iChanneii~ation IC~-~~~d-~rD~fl~~t~; iIC~t~h-------li.500()tl IB~(tom Area [I9.635() sf -- ICondition IExi~t.ing Record Id: exll ID~;~rip~ ----[~;-lT ----------li~~~~~~nt--lo.I()-ft rSiartEi:IIO()~()OO()ft IM~~ Ei·--110S.()()00ft ICi~;;i-fi~tio~ [Manhol~ ---rSt~~t~~~ Type rCB~TYPEl-4S IE;; K~---IGroo~~-End-wiHe~dwall(ke"'()20) !Ch;';;;~jizat;~;:;-ICu~ed ~~Defl~~t~; rC~tch-------r.5000 ft--------------!B~tt~~Xr~~--119.-(j350 s[--------I JC~~diti_;;~ - -rExisti~g ----.-I -, Record Id: ex12 rD~~~ip:---!cx-12----:I~c;~~e~t iO.10 ft ISt;;';ECrioo.oooO-[t :MaxI~C p08.0000 ft [Cl;;;ifi~~ti~~IM~h~l~ --------iSt~cture Type rcB=TYPEl~4S--, IE~t K.e---ra~~~~-;;E~d-w/H~~d~all (kc=0.20) !Ch~~lizaija"n lC:urved~r Defi"e~t~~: iD;t~h------Ii .5()()ofi--------B~;i~~-Ar~a -ii9'-6350s{ ------,i I ;; iC~;;-diti~~-=]E~~ii~g_ ___ _ _ __ __ _ ____ i Record Id: ex13 rD~scriJJ:---T~~i3--!Increment 10.10 ft ----I ISi~rt-El----ll00.0()00ft -!Max EI.-----!ios'-O()oOft-----I ICi~~-;;;fi~;ti~~-IM~-;,i~------!St~ct~re Type ICB-TYPEI-4S--1 IE~t Ke------rG~-;;~~~End w/l-IeadwalI (ke=0.20) [C:ha~n~lization ICurved;;-rD~flector! [IC~i~hri-:Sooo ft----i8-ott~~Ar;a-' fi9~635()-~T! , I! [Condition iE~i~t;ng---- Record Id: ex14 ',Increment --10.1 0 ft [st~rtEI~---WOO.OOOOft------iM~~El-ii08,()O()()ft----- rCi~-~;ifi~~ii~~-IM~~h;;i~ !St~ct~;~TYre Ics:'-iYPE-I=48 lEnt K~ --IG~;;;;~eEnd w/Headwall (kc~0_20) iChannelizati;;nIC~~~c1or Deflect~r rC~tch-Ii _-5000 -ft--iBott;;~Ar~a -i 19~6350~f IC;;-ndit;o~---IE~j~ti~g- Record Id: ex15 l])escI1p: -iexl5 IIncrement 10,10 fi---i Isi;rtEL!1 O()~()OOO-ft-------IM~EL ----IIOioooo ft ---I !cl~~~;fi~~ii;;~ rMa~h;;le-----!St~~ct~~~-Tw~ ICS:TYPEi~4S--1 iE~t i~---rG~;;;;~~ E~c1~/Heaclwall(kc=C{).20) iCh~~~li~~ti;;niC~~~c1;;;])~fl~~t;;r-1 iC-;t~h-----i,'i~5-()()ofi--------- -I'B;;tt;;-~-Ar~a -ii9,6350 sf -----"-------1 , " i~;;~~;t;;;~]~!i;~~g _ _________________ __ _______________ j Record Id: ex16 ,""---.--.-----_.. .,."--1----"·" r-"'-,-. ~ .. ,.-,-,-"r-.-... -----'j [Descrip: :exl6 tlncrement 10.10 ftl rSt~~tEI. -!]()(),()()OO ft iM~x loL ; IOS.0000 ft i rCi~~~ific.rti;;niM~~I~ -iStructu~eType :CB-TYPE-I-48 ---I I ----------,---------- -------,-----------------r-----------------, ,Ent Ke lGroove End w/Headwall (ke-0.20) ,Channelization !Curved or Deflect~r i ,!C~tch 1'1.5000 ft i,Bottom Area 119.6350 sf ' I i IC~~c1iti-;;n IE~i~ti;;g J Record Id: ex17 i6~~;;np: !~~I-i :Incre~e~t ~.IO-ft ---II rSt~E1. [ioo.oooo ft iMax EL 1108.0000 ft Icl~sifi~~ti~~-IM~;;J~-----,Structll~~Typ~-rCB:TY-PE-i~48--- IErrt-K~-·IG~;;;;~e-E~c1;7He~d~-~il (ke=c{) 20) :Ch~~~lizatio;;-IC~~ ~rD~fI~~t;;~ iC-at~h------IUOOO fi--_.. -_. ---I B~tt;;;;:'A~~a---rl-c):635()-sT----- I~~~diii~-]~~Eti~g _ _____ __________ .. _ _________________1 Record Id: ex18 IDescrip:-~;i8 ......... -iI~e~~;ll~~t--lo:JO fi--.. I [S(;rtEC--lo-o:oooofi-.. liVi~~-EI-:----rio8.0000ft . ----I icf~~~iti~~i;~n-rM~h~i~-....... -... -·[St~~~t~~~TYP~-rcB·-TYPE-l~48--1 IE~tK~---IGro~~e End w!}le~d~~il (k~0.20) !C-h~ll~li;;-~ti~ll iC~~~~1 or Defl~~t~~· [Catch --11.5000ft -. . rl3~tto~Are~ I I ~63 50· sf -.------ IC~~diti~~-· IE;;;ti~g· I ....... _ ... _ ,_,. J Record Id: ex2 iD~~~rip:-I~;2 iI~~~~ment 10-.10-fi--I [StartEI. 1100.0000 ft jiVia; EC ·[I08:oo00ft-i ICl~~;fi~atiolliM~;;hole IStrueture Type jCI3-TYPEI-48-1 ,---------.-----r:::-------.. ------.. -.-. --...... , ".. .. ,. __ ...... --_ .. ---,_., ... ,----,-,-,.,-----. --.. _ .. -! lEnt Ke IGroove End w/Headwall (kc~0.20) iChannelization !Curved or Deflector; rC~t~h-----rI.500ofi-. ,Bottom Area .. !19.6:3.S0·sf i . ____ .. ___ .. 1 Record Id: ex3 !D~crip: ·I~~-j ilnerement [0. !()ft . ! ISt~rtEI:---lloo.oooo it ... -. ----iMax EI. II08~OOOOftl fCJ-;;;;ifi~ati;;;;rManh~i~-------. . . .. !St~~t~re Typ~l;::B-::;ITP-E-148 --I !Ent-K~-··--IG~~;~e Elld~/H~~d~ail (ke~0.20)rCh~~~liz~tio-';lc~~~d~r-D~fl~et;;~1 [Catch-----ITSOOOft -.. .... ..... .. . ·1,l3otto~ Ar~a[I 9:6350 sf ··--1 I ., ,--" ... _--------.--_ .. -,-.-.. __ . __ ._._-.-.1 ,Condition !Existing .. --.. -.. -----___ . .-1 Record Id: ex4 ID~;~rip:· --r~~4-----[I;;ere~e~t ----!o-:-!ofi-·---.... -.... - [S·;;rtEC-·--1100.0000 ft iMaxEi.1108.00()ofi-- ICi;~;;ff~~ti~nIM~;;h~I-~··-..... ..--iStru~tu;eType-lcB-=-TYPE 1-48-- IE~iK~ ..•........ IGro~ve End w/Headwall (kec '0.20) [Channelization IC\JT\f~or Defl~ctorl iCat~h--. .... II.sooo ft . ... !13ott~~ Area-119.6350st' ... ·1 l~~~~ti~n~_~J~;Z~ sti~g_-_. . . _ _ _ ____.___________ J Record Id: exS iD~;~rip:--I~x5 'Increment iO.IO ft! iStart EJ. ! 1 00.0000 ft 'Max El. 1108.0000 ft . 1~~:~~r~~ii~~raI~~l~nd~/H~ad~all (ke=0.20) i~z:~j;:~:: 1~::1~~~~~~~t~~·i IC~ch--li~5000ft-.... . IB~tto~·Ar~;--li9:6350;i·-·---1 r------.. ,-.--_ .. _-_. r--·'-· .. · .. -'" . I l~()~di t~()~. __ ._I~:~!~~~. . . . . ..... _ ........ ___ .._ .. _J Record Id: ex6 ,. ---------r-------------, -, .... " . ---,-----... , .. -----.-------, .... --"------"-1 '1IDS·-teaSrt·crEiPI··.~-' .[lelxoo6.-000·0· . ft ilnc~ement. !0.1~~ . . ... . J iMax EI. i I 08.0000 ft rcl;;-;sifi~;;-ti~~ !M;;;-h~l~'-' ...... . istr;;~t~~e Typ~ICB·.TYpE 1~48" jE-;:;tK-;;-'-'IGro~~~ End w IH ~-adw all (ke=O.2 0) IChan~~:1 iz;;-tio~ ICu~~d ~~D~fl~ct~~ I IC~l<:h-'-. [i.500011 .. .. . . [Botta"m' Ar~;-iI9:6350;f .......[ IC~~diti~~'· 'jE'xisting . ! j Record Id: ex7 ID~~rip~"r~~7 !In~~~~~~t'-. [(j:i 0 ft !St~rtEI.-·' '-1100.0000-ii"· IMa~'EJ.· ·'1 1 O"s.OOOOft' ----"·,,,--,,·-1 ! I ! [C1~~if;c;ti~f1IM;~~le iStructu~e Type [CB~i:YPE 1 ~48 rE~tK~"-' .. -[Gr~~ve End w/Headwali (kO.20) [Channeii~;i;~~lc~~~d~~J:)efl~~t~r' rc;tCh--·-··--[1.5000ft -. . ..... rB~tt~;;A~~~ 119.635·0s[·--·- r----~ ----.------(-------, .. jCondition [Existing .... _ ............ _ . __ .. _ ..... J Record Id: ex8 !D~~crip: . [ex8 . ilncrement 10.10 ft i [StartEl.'· --[100:00()() ft' 'Max EI. -'lioS':Oooofi" '·'--1 IClassifi~_~tiO~!~;;~~l~-...• ..-·lsi;~~t~~~T~~· r~~?r~~~i~48~_~J [Ent Ke IGroove End w/Headwall (ke=O.20) !Channelization !Curved or Deflector I IC;;-t~h·--'''''''[1.500()ft iB~ti;;~·A~e~"'li"9.6350~i'·--·'1 .J ..... ___ J Record Id: ex9 Ir:i~;~rip: -[~~9 ilncrement iO.l0 it ...., ISt;rt-El---[100~OOOOftMax EI. 11 08.0000it-i ICJ~~jffc~ti~~iManh-';-le --[Structure Type fCB-TYPE 1-48 I lEnt Ke ·IGroove End w/Headwall (kc~O.20) [ChannelizationlCurved orD~fl~ctori Ic~i~h -Ti.5000 ft !Bottom Area !19.6:iSO sfi ICondition--iE~isti:;';g----i •. ____ ... ______ . ____ .. __ . ______ .. __ . __ .. _._._._ ____ . ____ ._.__ _ __ . __ . __ " __ .J Record Id: pond !D~~crip:lp~nd .. ilncrement to. I 0 ft rst~-ECIJOo.ooooitrM~xEl. 108.0000 tl fD~~myTyp~Node Record Id: roof 'D~~rip:I~~~f Increment 0.10 ft is·t;;;ilii-lioo.oooO ft Max El. 108.aOOO·it ICI-~~~ifi~;rti~n rM;;;.J;~I~·· ........ . Structure Type CB-TYPE 1-48 rE~t K~ .. -·IG~;(;~~ Emlw/Headwall (kc=O.20) :Channelization Curv~d or D~:iiect~~ rC~t~h -.---jl::S000ft . ..... ..... Bottom Ar~a 19.6350·sf .. --.... rc~~diti;~··· .. ·IExi~ti~g·· ...... _ .. _ ...... - Contributing Drainage Areas Record Id: cbl , ......... _....... .... ..-.. Design Method IHyd"intv ... 1-·· ..... _.-.. __ . I· -.... -... -_ ....... -_.-. ,Pervious Area ._------_._-----_ .. _ .. SBUH JO.OOmin 3.40 ac 'Rainfall type ,Peaking Factor Userl [---------------------- Pervious CN 76.00 DCCN 1 98.00 Ip~~i~~;-TC 106.00 min DCTC --I' i 106.00 min II----------Pervious CN Calc i 11-_ Description 1 Su~Area ! Sub cnl 1 1 ,[-------_¥!~O~_/fi_o~e~t~~~i{~sn~~:~::~::~1~:;i:1-2j--___ 1 _ 3_.~0_ac __ r~::~~--j -:.....----~---~ --.-.. ---~-----~----,----.-------,--------, -----. ---_ .... ,-, -.----.. :...----,---,--_ ... ~-----.-----------,-.---.--.. --.-" "._---,-.--"--,,-----, .. _------",-,.,._ ... _--f --------------------------------------------------------------------I ! r~!Yi~_.!~-~~;~r!p~~~ ____ lLen::~ViOUS s~~~alrcO~ff_ I M_i;~ -r ____ 1'1' _____ .__ I :!Flxed I I iJ 06_00min i 1,--------',-----------------I 11. _____ ___ Pervious TC : J 06.00 min ___ ! II -Directly Connected CN Calc ! 1----------------Description 11-------Imp;;-n:.ious surfaces (pavements, roofs,ctc) I[--'~-----:-~~_--: DC~~mp'ositcd CN (AMe 2) T I "f --~~-'r--~--,-----.--·1 SubArea I Sub en 0.10 ac ! 98.00 , I 1-98.00 J rr--c::-=:--c::::::c:::::::c:: -c:-_c-:_-_::-:------ II~F--l-'-xTe}'ped =_-rl --~;~~~ip_tion-1 D~::::h conn;;::: !Y~~:ii-:-Mi~~r TT I' r-II06.00~in 1[= ___ : ~_~ ---DirectI~(~~nnected TC _: 106.00min J 1 ! Record Id: eb11 ID~;iin-M;th~d----I r------------------------1-- IHyd Intv r-----------------1- li;~i~~s A;~~ Ip~~i~~~CN rPe~~~sT-C r----------. I I I -r SBUH -"'".'- J 0.00 min 0.00 ac 0_00 0.00 min iRainfall type . _. '"-, --.. _--_ .. _ .. , ,._. iPeaking Factor IAbstraction Coeff IDCIA DCCN 'DCTC Directly Connected CN Calc 1-------------. Description r---------ID1p~~io_;;~ s~riac~s (pa~ements, roofs, etc) J===~~----------= ... -----. DC Composited CN CAMC 2) Ir~=:~~: =~~-.~::c:_---:-_ ~ire_ctly Connected Tc:_<:~I~---- I - Userl T .--._-------_ .. _. - 484.00 r --.. ! 0.20 , 0.16 ac 98.00 i 5.00 min 1 , -...... --,--.~ '1 ! r SubA;~~ -.. Sub cn .: ! 0.16 ac .... ,. ···9800-1 ." . -- -.. _.-._--- i . 98-:00-J .. . .-----I , I'· Type i Description ! Length i Slope i Coeff Mise , TT lFi~~d---r .--.--. I I 15.00~in 1--- ,-_ .. _ .. -_._--_._-._ ..... Directly Connected TC --_.-.. --" Record Id: cb12 1 _-------.. --. -.- Design Method I --·SBUH Rainfall type Userl IHYdi';~· 1·--'1 10.00 min :Peaking Factor i 484.00 -,-------iAb~t;~~ti;;';c~~ff--I---O~20--.-.. ; -IOCI;\--·--·-... -----.---.-----·1--o.16-';c--i rPerviou;Ar;~··------... r-·-O~OO~~ Ip~~i~-;:;;·CN----· --.. -.. -. -. r--' .--0.00 ,---.-.. -.. --.-.. --.--.-.. ---.--·1-.--.. -.---. -----I iD~C:N _ ,_98:~~ I rp~-;:~i~-;;;TC·----... [ ·-a.DO·min IDC TC ! 5,00 min i .-----II r[ ._.=-,,-:=,c-C-::: ... _-.c_:_::.::: ._. __ ._ .. _ .. ___ ,:c_=-.: _:c,::.-:.,_:. 11 .'_._' -. ..-.-Directly Connec_~ed_ CN Calc Description --. . .~-~-~-.----'- I r-' .-..... -.... -. IC_----.. - Impervious surfaces (pavements. roofs, etc) DC Composited CN (AMC 2) r,-:===:::-:·-:::: II Directly Connected TC Calc T· SubArea I Subcn! i --.:.1. 0,16 ac 98.00 " ;1 ------~ ii 98.00 il -. . -.-.. j I r' Typ;--r---D~-;~~iption -r ---r--. -.-.... . -I-L~~gth " -Si~Jl~-TC~;fil Mise r TT IS.OOmin- II !i '-J! IFixed ···r------------------.-. I ! I··· i ___ . ____ ._ ... _ .. ___ . ___ ... _ Directly Connected TC Record Id: cbl3 r-------""---'--'-'''-. --.~--. _. IDesign Method SBUH iuYd-I';~·---·1·-· I O.OOI~in r-.-------------.-, IPe;vio~s A;;~ "1 0.00 ac IP~r~i~';~CN-.. -..... --. -.. I 0.00 IPe;~iou; TC·----r 0,00 min iRainfalJ type !Peaking Factor iAbstracti';nC~eff I .... _-.. IDCJA 'DCCN . ---... -.-.... ,-,------ mCTC ITc::=: _---.-----~.:CC : -.. - Directly Connected CN Calc i :-. ..--.... -..-D~s~;iption -.. . .... --- I:· -----.-.. ---.. --. --.-.. -.-.-----.-II Impervious surfaces (pavements, roofs, etc) If··-.. -.-. DC Compositcd CN (AMC 2) _",-,cc: ___ ._. _____ ,,,:=--=--',.-.::--___ ._ .. I Ii 5,00min _::::)1 -------. '1 User1 i 484.00 _I ... _!I 0.20 I! , 0.19 ac 'I i l 98.00 -[ -_ 5 .00_fIl ~~"i I i: SubArea -. 0,19 ac I, Sub en ii :: 98.00 !i .---J 1 98,00 il . _.J , ___ "_, __ " _ J Directly Connected TC 5.00min Record Id: cbl4 rD;~g~ M~th-;;d-" .. ..... I ... 'SBUH' ~IYd-I~t;··-/··· iO~OOln;;~ '-" -~. -.-~-~--.. -~,"-' .... -----"'-,,·,·_·_--t------·,··-··-----------'1 IRainfalJ type ! User! I Ip~;king·Fact~~· .--.. . .... 1-.-484.0.0. r--.---····.·· ......... 1·'-' .' .. ! ···f ............ -..... _. . ...... [ . -........... . IAbstraction Coeff i 0.20 Ip~~~i~~;A~~a" . !P~~~i~usCN . r-······_·· . !Pervious TC r i'=::-=c=':c::c,::-,:::c:: ::-ecce -.. I I 0.00 ac 0.00 1 0.00 min iDCIA' ! 0.27 ac IDCe:N .. 98.00 iDe: TC·-·····-... ; 5.00 min i ....................... -.. . . ...... .... . .... _ ..... _ ...... ! Directly Connected CN Calc ,,---.--.-------.. _.. i! r · ..... -_ ................ . Description r s~bA~e;rsub~~··11 T····O~27~~ .' r-9s.oo·,1 r-·-··············· ... _.' ... ............. .. . .... -...... . I Impervious surfaces (pavements, roofs, etc) W···-··-· .. ......... 'DC C~~posited CN ·(AMC2)···· I··· . ... •.... • . .................... . w=': .==== ... :.:c:::: ..... ~ ! ! r'-'-' "\ Ii Type . I r------·· . ~"r ijFixed Ir---- Ii L. Description Record Id: cblS 1 ·_·······_········ ......... . Design Method Directly Connected TC Calc r Length Slop~Coefi" Directly Connected TC I Rainfall type Misc .----, ···r·_· _ ..... --.-. --I: I 98.00 'i . • I, ._,-. . · ... ··-.~,I TT II :[ :! 15.00 min 5.00min i . Userl I ~! 1 ···_·_··········_·· Hyd Intv SBUH 10.00 min IPeaking Factor··I··484:00·· r -.. -.-............ "!Abstraction CO~ff'r 'ojo . j'----~---, .. ,,--.--.--,,-... -'" -I "I !Pervious Area ! 0.00 ac iDCIA i 0.27 ac Ip~~i-;;;s CN i ·'-0.00 iDC CN/ .. ---,-_... i Ip;~i~~-;TC .. _.... .. ·1·-o.oOminlric·rC·· ········I·-5.00·~in ! r·~ ... ~" . -~. = .. :·=·~·e~c~::::y Conne~t~dCN:Calc -i . su:~~:a I :u~·:: .:. · .• I! I Ir.~=".~.... Impervi~us surfaces (pavements, roofs, etc) .... 1 .. ?~.27 acl' 98:00.1) 98.00 [---=:-..... --" . DC Composited eN (AMC 2) I --I' 98.00 .----.. _. -. 1(_' _ecce::. :::.cc,_ .. -.. ---.. -. Directly Conne~t;d-TC c~i~---"" -------1 (Length : Slope 1 Co~if-T Mis~ i5~OO ~(-.j ITyp~r Description IFi~~d .... -······1---r----------Directly Connected TC -1-------.-1 ___ .-~_-~_ ~. _ _:---"--__ " .. ___ .. ____ ..... _.~__ : ____ , __ ?~~~min _. J j Record Id: cb 16 IDe~ig~-Method [Rainfall type-... -.---I-u;~;i i IHydi;;~-!Peaki;:;gFact~~'1 484.00 0.20 , i I i I lAbstr~ction C;;eff 1 rPe~io~s Ar~~ Incl..\·--'---r 0.2-7~~ I ~er~~~;~N-~---iDC-CN ----.. -.--.!~----~~~?--." i [Pervious TC lucrC' " 5.00 mm 1 r-=::.: i.:: .... Directly Conn~ct~d CN-Calc . ---,,-.. i i 1---Description-' -T SubArea I'S-~b c~ll [-.-.---Impervious surfaces (pavements, roofs, etc) 0.27 ac 1--98-.'00 '1, L_~~= __ = _==-_-~ ___ D~-C~~p~s-ited CN (A~~_2)·---_=_-_-_=-=~==_._-[~8.00J ~=TYP;~ -. :::::i;ti:n--.-rri:tl:t~ou~ec;~:lc~f;-~o:~:='I~~is~-····I-:-~:~-;~-~=~:II IfFi~~-T --I _ ~-==--_~ .. =-=__ _.!5~00!l1i~_~~11 Ir----·---· Directly Connected TC [ 5.00min Ii ~_._ •• ___ ~~, _._ __._ __ __, .J r Record Id: cbI7 jDesi~M~thod ------I SBUII I--~-·-·------'·-----.. --._-" r- !Hyd lntv I 10.00 min 1------------r--- IP;r~i;;~~ A-r-;;~ ..--...... 1 Ip;~i~~~CN '. I rp~;~i~~~TC . , . 0.00 ac 0.00 0.00 min !Rainfall typ; iPeaking Factor I ----... -. _0-- ---.. ---- iAbstraction Coeff iDCIA---. IDCCN iDCTC - rr:~=~~--~--:~_· Directly Connected CN Calc ,----""--.. _---..... -.... -'_.--'---'._-" --"---' --.-. -. --._--------.,. -----.-. ..... --, '[ Userl --T -484.00'-1 1"--'020··'--'1 -I -O:06ac-, j" . 98.00-"1 . I 5.00 min -_ .. _._-I ..... '_ _ . ._~ -,cocci I [-r--------I~pervious~~rf~~~~ (pavements, roof;,et~) il--------DC Composited eN (AMC 2) Description '.' .~,.-- _ ... __ ._. , i i SubAI'ea i Sub en ... _ I 0.06 ac -r-98.00 I i ! 98.00 , 1.-._~ __ ~. _ If"-""":-.-.. :.. Directly Connected TC Calc !! W-rypei Description Length! Slope--fCoeff[ Mi~;;-ITT -II ;t~~=-.~=:~=~=:::~_~~ ... ___ .~i~~~~~~O~cctCd.T~~~-.---_-_~~~~~~.~~;~-~==:_~.= r~~~t;I~=] Record Id: cbI8 ID;~ig~l\i~th~d ... ,-----'------._ ... --- IHyd Intv ,-.. -. -.-.. ---.---, -------- Ip~~~i;;u~' Are~ . rp~;~i~usCN Ip;~~i;;us-rc- -------.------_ ... _--. i-- I 1------------ I I I I I T , SBUH 10.00 min 0.00 ae 0.00 0.00 min ,Rainfall type -_._----- iPeaking Factor Abstraction Coeff iDCJA 'DCCN iDCTC .. " .. _-.. _-.-... -.-- Directly Connected CN Calc Description .--..... __ .. ,,--Ir------ Impervious surfaces (pavements, roofs, etc) I DC Compo sited eN (AMC 2) .-.. ---,,_ ... __ ._.-._. '( Directly Connected TC Calc -, I I .r--Typ~-r-----D~~c-ripti~-~ i Length i Slope!'-C;;eff-' IFi~~d-···I········ ,'---_ .. ----"._-... __ .... Directly Connected TC -- -. '. ---.. -. -.---------.-~------., -,--.------_ .. ' .-----.---. Record Id: cbl9 ID~~g;; M-;;thod .... IHydi~~- '''-Ip~~i~;:;~ A~~; ... rPe;~i~;;CN---- IPe~ions TC----- __ • ____ , •• ___ N •• _ •• ___ _ SBUH I 10.00 min i I 0.00 ac ''1'-"--.'--! 0.00 -,_.- I 0.00 min IRainfall type iPeaking Factor Abstraction Coerf DCJA DCCN DCTC I Userl I ! , . , I 484.00 , , .. -. I 0.20 , , , 0.23 ac --r o ' ,,-, •••• ,." _ •• I I 98.00 5.00 min -, I -,---·1 i SubArea + SU_lI.~nll 0.23 ac , 98.00 II 98.00 '!i .. _---l! , ___ .... ______ ., I Misc! TT ! 15.00 mi~' ·····1 . .. --IS.OOminji ........ ~._. ___ . .J '1 -.. .. -...... -" -; User! . i 484.00 ! 98.00 I ·"[-S.OOmin ---,. ---_._' -_.,--- Ir~-~~-~-"~---~---------D~;~ctly Connected CN ~~!_c_ ;1 Description Ii Impervious surfaces (pavements, roofs, etc) . --I .I i SnbArea i Sub cn ; -,-0.21 ac r 98.00 1 - -r-98.001 I DC Compositcd CN (AMC 2) ------,_.-._,-------' ,.-_. -_. __ ._---. r------------------ Directly Connected TC Calc r---------I ------------ Type I Description r Length ! Slope C Coeff I~Fix~_.~_--- 11. _______ _ Record Id: cb2 fD~~ig~M;thod- 'Hyd-I;~----------, ---------------- iPe~vio.;s Area Ip;~vi;;;s-CN- 1-------~.----_ .. _.--- IPervious TC Directly Connected TC ---i'-i SBUH 1--10.00 min , I -r 3.44ac 76.00 106.00 min : Rainfall type iPeaking Factor .Abstraction Coeff DCIA .DCCN ;DCTC fr_-~~ __ =c,-,-C~"-:~-'--,-----_PerviOus C~ ~~Ic - If=:~ __ •• WOO<Vf","( :::Ef:;:~::d"~%;:~~2) - --- Mis~--r-TT --~-I i !5.00 min ! i 5.00min --I J , Userl r _.--,-,".-.... --- 484.00 1 0.20 'I I 0.06 ac -.. ---~--i 98.00 - ! 106.00 min I ,.! ----------I SubArea-, Sub cn --I 3.44 acT -76:00-11 1_7~.-OO --1' rr;y::-c- r -~~~;::i~~ion---I-L~n:;~viou~s~:~~~(c~e:i~~sc~-!c ---TT--~--! IIFi~~d--I--------1--------.-. -,106.00-;;;;nll r-------------Pervious TC I 106.00 min I! ------------------:::c: .::c __ :::,:_,,_,:::-':-_ .....: I -,-.-,--... ,--------------------------------------------------- Directly Connected CN Calc r-------------------Description I 1--------------------------------------------------------,- 1 Impervious surfaces (pavements, roofs, etc) i 1---------------- ------------------------- 1 DC Compositcd CN (AMC 2) pc:=~--==::c-=:~-:::c.=c: c II I r -Typ~-T -D;scription !fFix~d -·r· ~-... ,----_. ._------_ .. -.-----" ~-- Directly Connected TC Calc iength : Slop;-T Coeff ,----II SubArea . Sub cn --_ .. -j'--_." .. ,,-----.. -.- 0.06 ac ! 98.00 Mise r--9-8.00--I' -:-c.::-:c:::.::=::c:::::.:.:: -::..;-1 i! .. :! TT 106.00 min IT ~ ~_' -_~'. ------------_. .. ~ir~ctly~onnected TC ----------------,._. -_._.-.--.-,--_._ ... __ .... _. ---------... '-- Record Id: cb20 rD~~ig;·M~th~d-----1 SBUH IUYI] In;;;-·----r 10.00 min 1---·· . .---- IRai~faU type iPeaking Factor :Abst~action Coeff rp~~-ri~-~;A~~~-··· .. i 0.00 ac[DCi,\ [Pervi~;sCN---· --r----o~oo -!DC-CN--- rp~;::ri~~--;TC----·----. ·r----O:OO min iDCiE-- I~:-:C-~---~:-_--~-_---: :---:-nesc~;:::y Connected CN Calc Ir-· I, Impervious surfaces (pavements, roofs, etc) i i-... .------- L______ DC (;0I11~osited CN (AMC 2) r-r':::::-.:-:.:::==:::=::::::.:.: .1·· ... :.-:: --- Directly Connected TC Calc I-Typ~---i Description ... iiength : Slope -!C;;efi· i I rF~~~ ~ [----.... Direltly Conne~t~d ~~--- 1---__ _ ... __ ._ Record Id: cb21 !D~sig~-M~th~d -- 1··--···-···_· __ ····- IUyd Intv f---------'------·,----. I rPervi·~~~Ar~;;- rp~~i~~;CN--I SBUH 10.00 min 0.00 ac 0.00 IRainfall type lPeaking Factor !Ab~t~~~ti~~c~~ff IDCJA iDCCN ... . ··IIo6.00~~~ . .11 . ___ -_ ... ---_ .. _ .. _. __ .1 ·1-· Userl ·-1 ! -I I T -j 48~.00_j 0.20 I I O.l6ac , --·-1---98:00·----, -----. -._--_ .. __ . -,.--j SubArea 0.16 ac Mise I 5.00 min I ----I ii H -Ii i Sub cn I; ~. _oj! I 98.00 , i .. 9~.~0 __ J - -----I TT --r- I 5.0Omin . -,----, .-.. _-) . ,!s~~I ____ ..I 484.00 ---, -.. -.--.------~----.-~-- 0.20 0.09 ac 98.00 Ip~;':"i~~~ TC .. 0.00 min IDCTC· i· 5.00 min lr~-~-:-Directly Connected CN Calc 1 ....-... ·····11 1 ...... li-Description . ··1 SubArea i Sub en ill Impervious surfaces (pavements, roofs, etc) 0.09 ac I· 98:00 . 'I 1--------------DC-C-;;~posited CN (AMC-2f .-----. ----I 98.-00-11 i .--•• ------•• --------•.•••••• -••• -•••••• -... • ••• ---. -. ••• ___ c. -.--.-.----.----•• -•••• --.... • I It::~-: .=_:::-:.-~: :-=_ --~ . _ =_~~:-~E~c~I~Conncct~d!~-~~IC __ .~_:-~_~-~:~-:: __ ~-:.::-~:] r-_ , .. ~_--."'-.... II Type i Description Length! Slope ! iF;-~d-[---I Ii -. ---. Directly Connected TC l. ___ ... ____ _ Record Id: cb22 Coeff Mise IT 15.00~;~ . I' 5.00min IDesign Meth;;d---- IHydl~i~ -----r----SBlJII --:R;i~-i;iltYp-;-------------r-Userl 484.00 . -I 10.00 min IPe;ki~g F;~t~~ r-------------------r----------·IAb~t-ra~ti~;C~~ff rPe~i;;;;A;~;-- [P~~i;;~~--CN----. IPe~i~~sTC--' .. -.- Ir=c_,_o-_cc:-~-_-:-- T· .... -O.OO~~--[I)CI.4.-------- 1 1 0.00 0.00 min , . IDCCN IDC'iC . . ----- - ----.---_. ,._ .. __ . -.-. Directly Connected CN Calc Description il 11------. -I~p~~i~;~ ~uri~~~~ (]J~vements, roof;:~t~j-· ! 1---,---'- j ------DC Composited CN (AMC 2) II'· II Directly Connected TC Calc I r Type -I Description Ir-."-- !i F1xed Length ~-.,-.,---r . --- Slope i Coeff -r-----.,---._--,. Ir-Directly Connected TC ! ----... _._----" ------._----_. __ . __ .. _--._----. Record Id: cb3 r--------------,----- . ---------1 "~.-.-.----.-.-.--,- iDesign Method I SBUH iiIyd I~tv-------·-1-·---10:00 ~in r·-------------.---- ! iRainfall type !Peaking Factor .-!Ab~t;:-~tio~ Coeff IPervio"'~-Area ·····-1 3.45 ac ~DCIA IPe~i~~;CN-1 76.00 iDC CN rp~~i~~~TC T 106.00 minlDC TC li-=--:~-~~-~-~~='·-----_=~~-= •. ---Pervious c~~~~i-~- II Description 11-----W~od/f~re~iI~~d(U;;di~i~rbed/2nd gr~~th) JI - .!'.--.-~--::.:---:."----_ .... ,._-," --_._--. - Pervious Composited CN (AMC 2) 0.20 0.11 ac 98.00 5.00 min --'.' -,-.. --_. , .. --.----... --.---.----_·· __ ·_-------1 I SubArea !-Sub cn "1 0.11 ac T 98.00--1 i·· 98.00 Mise TT :5.00 min 5.00min Userl 484.00 0.20 i 0.05 ac I I 98.00 106.00 min S"'bAr~a---1 Sub en ! .! i ! ! J -i45 ac 17600 ' f -76:001 ----. __ . --~ .. --- r-----:-:-'_--~---~_---.---._. ---.-:---... ,,-._.. -.. ----._. ----_._----,_ .. _'.:--=:::-~~: =:~ II ~~--~~ ~~.~ .. ~~---.-~. Pervious TC Calc , r-Typ~ -i---Dese~ipti~~~ -r i~~gth I Slope [c~~ii ---Mise [F;~~d --r~---~-r .---~ II~ ~ -. ~ I.: Pervious TC I TT I-~~-·· -~ .~ 1106.00 min 106.00 min Ii I i r-~.. Directly Connected CN Calc i, i ;--~-.~-~ Description--~--~-~ -. i SubArea' Sub en ~: i 1~.~~~Jm::"'~~~f~:~;~~C;k T_o",,, U:;:i r-jyp~~ ~! Description ~ ~ ·I--I.~ngth iSlope C~effl Mi~~!· TT ... I [Fixed--,·· 11106.00 min I [.~.~~ -~----.-.. ~ Directly Connected TC -~--~ I ~·~T06.00min~11 ,-~-. ~.--. ~ . .. -~ ~~ ~~~.. ~.~ _ ... -~ .... ~-.. --~.~ ~~~.~--~.-. ._1 I Record Id: cb4 [De~ig';Meih~d~~-----I IJlyd I~h-! r-._ ... _- Ip~~i~~;-A:;:~a :Pervious CN SBUH -,'. 10.00 min 3.47 ac 76.00 IRa~fall tYp~ !Pcaki~gFa~tor 'Abstraction Codf :DCJA .DCCN T Userl 484.00 0.20 ._( ... _ ... _--_ .. -. 0.03 ac 98.00 ., ; I ! ·1 r--.. _ .... ,.. .. ......... . ... ".-.. ----._-_ ..... j jPervious TC 106.00 min 'DC TC 106.00 min I rl:~-~~~ ..... ~-~ ~.~ .. ~,,::~.:c:::o . .. ~ -----~~~ . . -.~~ ~.~ -~~--.. . :.:'-.::c:= :::...:.:..:.:~~-~ ~I II Pervious CN Calc I 11--. Description--'---~r -S~bArea T S~b~~-i 11--w~~diforest i~d(U~d~t~~b~dl2ndg~~~t~)_ --~: ____ -i:~3:~'i~~~-T-~?~§~=~~ I IL_:-__ ~___ Pervious Compositcd CN (AM~~~ ____ ~________ i ~ ~6:~~_JI II·r--:·~~:=::··:': :C.:~::."'-~.~~~~.~.-.-•. ~ ::~~~ --~-~ -. . .. -.~ -.~~ .. :c:::. __ : =..::=-.. c::~... -.-. ~~ .--. -~. -~ ----~~. -~~: :. ~ . . :~fI Pervious TC Calc .! rjyp~ ! Description I" -~Length SIOJl~rCo~ifl ~Mi;c I~ TTl! JFi~~dr-------I ~----l106.00l11i~ii ![~~--~-~-~~~-~--·~···~P~;~i~~s TC ________ ~ ~ T~I~?~~:?~-0.i~-J I [=:::-"~::~:=~~::=--:.:-=: .. -c: :::~·--···~·~:~:·:D~~~~i-Iy Co~~~~t~;icj\tc~i~:~ ~=::.::::: -~ . .~.~ ~-. --:~::::::~=~:~~-.::-. ,~~-~ .. ~-~.~. .. ...~. -~ ~~ -~. . ~ ~~~ --~---~ ~-~~-~-~~ ~-. ~. ~-.-. -~ r ~-.-... ~ ... ~ --~-T--..-~--~. ~ . I Description i SubArea I Sub en [~~=-=~--~pe~~~~~_s~rfu~;~~(p~~~l11~nts, roof;,~t~)----J __ o.03 ~~-T--98.00-- .... _"" -----,. __ ._.. . .~.-.----~----------,,-- Ir C -I .. DC Compositcd CN CAMC 2) I 98.00 .J Ilrl-:~--~-I'----'--Di;;~tly Conne~t~dTCC:C~I~-- IIFi!:r 1-Description 'l_~;ngth' i SI~pe -TC~~fi" TiVliscl1 06.{){)r~ [~~~. -_=~~_-_-. __ -~-=_= D!~ectjyC~nnccted !~=_:=_=:~~= ____ . --Tl~6~~~~_-.j Record Id: cbS [Design Method [Hydlntv !Pervious Area [P-;;;~io~~ eN ---- SBUH 10.00 min iRainfall type :Peaking Factor iAbstraction Coeff :DCIA -.-. -.------ Userl 484.00 0.20 0.05 ac i 98.00 3.45 ac 76.00 106.00 min !DCCN iDCTC -. Ip~~~j~~~ TC .... ·r--I06-.0{)~in rc---=~--:---:_cc-:-..... :-:c~_perviou;6tc~:I~ ·---~~·::-=-.:I i! Description SubArea i Sub en i; i[Wood/forest land (Undi~u~bcd/2nd gr~~th)--'1 345 acf"76-0o ii II' ...... ----Pervious Composited eN (AMC 2)----· --.. -j76:00-·11 , "--.... -... --... ·cc:: ':::-:::::. :::::_-'.:_ :c:-.. :~:.: "j.l r--.--...... -.-------~-.. -,-.. -.. --.-.---------.. --______________ .. _____ j Ii' --. ------------------Pervious TEc;J~ -I I[_/~pe __ ! Des~ription r-~~II~t~J_~I~P~J c-~~fil' Mi~C-l06~0()-: __ ._1 Ir~~~·--i______ IperviousTC----------T--1-06~00~i~·--i! !-----.. -.-._... " ... -_ ... ,_..... __ ~. ______ ... _______ . .-Ji ii::--'-:-C: ----:ccc: ::: ::::':: .. :::C::'.:::.:'-.: ::::C::_:-. -·---...... ------· .. -.. ---·-TI 11 1_ ... _ __ . _. __ . Directly Connected CN Calc ... ___ . .: I II Description SubArea"! Sub en i i I r Impervious surfaces (pavements, roots, etc) 0.05 ac 98.00·!: Ii DC Composited eN (AMC 2) 98.00 .!i 11'=-' -.·cc----·::==c_._. .. --:. -:: Ir-iyp; I' Description IIFiX.~d .. -I- II . .. _ . --"_._-----, ._-,-------------- Directly Connected TC Calc i -Length ! Sloper 'C~~fi ~Mi;~-' ---T'r---"'- ... -,.-.-.---, ... -.......... , ... ~-"-.. . r---------------'.-._--! !106.00 min I ....... _.-,. -_ .... -...-.... _-_ .. _--. I 106.0Ornin ! _-=_:. ____ ....J Directly Connected TC Record Id: cb6 [D-eslg~-M~th~d- IHydJ;h---_._ ....... ,,"--_ .. -, .... _-.. _ .. . I IP~r~io~~Are~- 1-'-'-' " -,' ,-- IPervious CN Ip~;~i~~~Tc fI'-_CC c:=' C_', c SBUII 10,00 min 0.00 ac 0.00 0.00 min iRainfall type IPeaking Factor IAb~tr;~tio~ C~~ff r.--------' IDCJA "tnc-eN iDCTC Directly Connected CN Calc -- I User! 484.00 0.20 0.03 ac 98.00 5.00 min ... ---.'-_.---_. -, ... _- 1[---~~~--~='I~P~~i~~~ ~~-£:~;c~~~:l:ents, roofs:et~)' ------""'i--~~~~~:~~-+-S~b06~~:= li---------Dc c';~p~~ii~dCN-(AMC if----------'-'--T 98_00" 1.-------_ .. _____ .------. ___ ., __ .__ . ________________ ... ___ .,_ -... ---.-.-___ . _______ ' .... ----,._.-.. -.-_ ... --------.. --,------I (CCc.-c.:.-::-:::cc " ... -.,., .::" , -.. -, .. '-~~r~ctly Conneci~~I:.Tc-=C~I~ .,c_ ,:.c------------'-I il-TYP~ r-D;~~ription ! Length [~l~~~:-rco~ff' i Misc TT-.-I i [Fixed 1,' 5.00 min " t r----.--- JI Record Id: cb7 ID~~ign Method 1'----------... [Hyd Intv r ------.-- [Pervious Area Ip;rvio~~ CN [--------'. "-- IPervious TC 'f':-::,::-=-::c,:.:.., .. - I[ II , .. , ,- -- Directly Connected TC SBUH 10.00 min 0.00 ac 0,00 0.00 min IRainfall type . r .,---,-----.---"-- \Pcaking Factor :Abstr~cti~n Coefi iDClA IDCCN lricTe Directly Connected CN Calc Description 5.00min \ 484.00 ---- .. ...-'-T--'0.20- , i .\ .------···--I-~==~~~I I SubArea Sub en I 1 1 ,----,--,._----_._--_.. -"_ .. Ii.. .." Impervious surfaces (pavements, roofs, etc) ". -I'·' --.,,_. --'1'---'------ I 0.22 ac 98.00 II :. DC Compositcci CN (AMC 2) ··1 98.00 1--'" ..•.• ~ .-jr-'----" lr-Typ~ i I !Fixed i-tl . ", Description Directly Connected TC Calc I Length Slope Cocff TT Mise I is.OOmin 5.00min Directly Connected TC -_ ... ~.-'-~ ------. __ . --- 1 Record Id: cb7a r------"'----.-_.---.-... _-----_ .... 1- [Design Method : SBUH Rainfall type iPcaking Factor 1 -.... --.-'------I Userl 1 ,. IHyd Jntv J----.-..... _, ---. ... . ----- I Ip;~~i~u~A~~~--.. IP~r~'io~;CN ..----. [P;;~i~~~TE------. Record Id: cb8 ID;~ig;;M;th~d IHydI;;tv----,.--.. ,'--, .. , .. _------.-. rp~~i~-.-.s A~~a I, .... -.. -..--.... ,Pervious CN i 10.00 min 1 484.00.1 I" . iAb-s-tr-;eti~;;C;;~fi'--" ['----0.20----- 1 0.00 ac 0.00 [DeIA-...--. ---1-'''0.45 ac 1 ---I 0.00 min . .. ---. -_ ... -.,_ ...• , . IDCCN iDC TC .. '-r---98~OO---" 5.00 min [ .... _..... ::.:c:=:':.ccc ... ,.:c'" DC Composited CN (AMC 2) Directly Connected TC Calc 1 Length t Slope"" Coeff Directly Connected TC SBUH iRainfall type , --.. __ ..... _-__ 0' i 10.00 min IPeaking Factor I I ... -. ---" ... jAbstraction Coeff ! . 0.00 ac IDeJA I 0.00 iDC'CN , SubAr~a ['Sub cn !I 0.45 ac --j -.. 98~OO-'11 . '. --r-98.oo-1 • "'.'_'_"._ .... ,,1 -_. --.---~-.,.~-.. ----.-··,,"---·-1 T Mis~ --r " ---Ti' -. 'I, ---"\5.00 ~in,--I i 5.0Omin . i I I User! , . I . .. ",,-._-_ .... _. __ . 484.00 l~--<-' i 0.20 i O.13ac .. -... --.----... r--'-" ........ ______ .,. ., ___ -! ··_.~8.00. ,_ :1 I 0.00 min :DC TC I 5.00 mm ! ._,---,-_.-. ,-.----. "-i 1---' Directly Connected CN Calc .--'Ii r' ,-------. Description !-S~bA;e~-rSub en 'i r~~-~:--=-!~ie~!(}uss~~~~e_s (p~~emcnts, roof~:~t~) '1_ .~ O~13 'a~ ~:[ -9~~O~ ~j 11 ______ •... __ [)C~,n.~~ositcd CN (Mv1C2),__ _ __ _ i 98:~0_ F-p~ -r •. 0.,;,;':0 ti:~~,~"nt;cl'~O~ff ;M~;~~ --~~~ 1 ~IFi~~d r DI'recl.tlY-C-C)nneclc" -rc' ----!5'.oo~i~----·! - u i 5:00;;'i~--j 1--_ .J Record Id: cb9 J----" !Design Method fHYd-i~h. . IP~~i~~;-A;~----- IPervi~u; cN---·· !P;rvi~u;'TC--- SBUH I 10.00 min [ --[--. -0.00 ac I----o~oo I 0.00 min iRainfall type IPeaking Factor IAbstraction Coeff IDCJA IDcTe I 'r '--'::::"':0' :::'-:-:::'-'::-'----.. -'--"-.. -'.:"':.' .- 1 Directly Connected CN Calc ! ~-.-:--:~: --i~pe~ious surf~:::;:r::ents, rooi~, etc) j r' .... '" -_.' !I _ DC Composited CN (AMC 2) r r -----Directly Connected TC C;l~" r Type Descl"iption! Length Siope Coeff [Fixed--r-'--------.or-r-------. I Record Id: exl IDe;ig;;M;th~d 1----··· . iHyd Intv 1---"------.-------.-. tpervious Area 1'-"----"" _._ ...... , .. _-_ .. '-' .. --------- jPervious CN rp~;~io~-~ TC . n:.::'-~:::,cc,= '::::C'--.=-. : [ Directly Connected TC . ·1' I . ... --.... -._--- SBUH 10.00 min 0.00 ac 0.00 0.00 min --.-...... ,.-.-----......... - : Rainfall type [Peaking Factor !Abstracti-on Coeff !DCIA IDCCN iDCTC Directly Connected CN Calc Description 1--------.. Impervious suriac~s'(p~~~ments, r~;fs~~t~-) DC Compositcd eN (AMC 2) --r---Us~;ll [ 484.00 I r •.• 0~i6 ___ 1 [ 0.68 ac . .... ---.--'---r--"-.-.-... -.. I 98.00 -----~-----------~ ---I 5.00 min 0.68 ac '98~OO--1 .. ._ .. /J : Misc 98.00 Ii ·_!i --_·,---,-1 -"._-_._-''''ii iTT ·-ii I' -.. ---' ---,-,,1 15.00 min I -5:oo~i~ --1 , _.J '1, '-'·-"--'--1 User! ' . i 484.00-' I 0.20····1 . . . .. -.--.... ---I l 0.26 ac ;5·.~~:::1 ~=·P9i~--1 . -··-I"!~~oj I ,[cccc::-:.-.: .c. ·c.-:::::-:::·c:--· .. · .. ::.. ...... .. D;re'ctly Connected TC CaIc' ._-.-. f-Typ;-·l--Des~;iptJ;;n-. 'r-Length ~li~p;--I C"o-;;£('-rMi~'~'-i TT 'JFiX~~~~=[:-=~=~==.--[-.... -.---.-.. . .. --.. -~]~.~O_~~=_-~ ". '".-,-_.-'--" ---- Record Id: exlO 1-..... -.-._-, ._ ..... - !Design Method illyd ·intv . Directly Connected TC SBUH iRainfalllype I 10.00 min iPeaking Factor i ....--. T IAbstra~tjon C~eff Ip~~i~~;A-r~; . ·T-0.00 ac IDCIA- jPe~vi~~~-CN-·--·--r-·----O~OO InCCN-- rp~~iou~TC·· ---···-r··O.OO-mi~ . iOCTC-W-------·--· .. -.-. Di~~ct1y Conne~;~~CN Cale )f--'----"-,,-----... , .. ----... -" .. ," ..... _"-'---,,-_ ... ! I Description If - if J r- " il \ ,--'" ... .. ".--,-----_. ----. _. -"",--,,,-.. -." Impervious surfaces (pavements, roots, etc) DC Composited CN (AMC 2) -.-". ----.. -------_ .... _........... -..... ----,." -.... -.-.. ,,-... 1'····--··--·-··-------··· . Directly Connected TC Calc II Type Description .... ,Length i sl~p~·l Coeff I j~~~~e~-~~_ .... -.. .. __ ~ .-.... -. ·D;~~I:li;~nncctcd TC Record Id: exII !D~;ig~M~th~d··--··-I--·-SBU~I . iRainfalllype iHyd Iutv I· 10.00 min - -1-----•• --,---, !peaking Factor :--[_._---._ .... _ ..•. _-_ .. _--. i rp;~i~~;-Are;-- . ... __ .. [_ ....... -. i !Abstraction Coeff IPe rvi~~~ CN-·---.- I···· .. -... -.. -.... ,Pervious TC 1-" •. , ... -•• ------'1-·· -.... -.... I! Ii ·r-0.16ac 1----86-.00 " ---.._ .. I 5.00 min iOCIA IOCCN 1 ••• iHCTC Pervious CN Calc Description i I If ... ---Open spaces, lawns,parks (>75% grass) -----. ... __ .. -.. _-_ ... _------,,-.. _,. Pervious Composited CN (AMC 2) I··,· _. ____ .~_-. ______ , ____ . _____ . _____ .,,""._ .,~" .. _,_," ____ _ [( .... c.c~ .. ::."'--.c._____ .. c.-··-::_ .. __ .Pervious TC Calc --_. ------_.. ..-----.•.•.. _ .. ------_.'-,-,,----.-... I 5.00mi~-11 _" ___________ 1 User!-I 484.00 ··-1 0.20 1.55 ae 5.00 min ..... ii II ........... --. ·if SubArea 1.55 ac , Sub en !: ,-----(1 i 98.00 :1 . ----._---_. i i ... :98.0~::) I -.. __ .... _------_. ! Misc TT - -... r--' SubArea 0.16 ac 15.00 min , r' 5 oO~i~--I! , .... ... _:::-:c· -.: ... J! 484.00 . _ .. --,-----,,-----.. _-,_ .. 0.20 1---l.OO;;~ -- 1-9~.OO---I I .. 5.0~TTlin ., I " \1 Sub en Ii .! 86.00 ·Ii _ '-r---" .. __________ -, I . ~6.00_J ··:-:c:c::·'·::·:::r . .: : .::::. Jj Slope C ~~IT-i Mise I-.c-.fTc"'i i .--;--.. ------.---II Pervious TC Record Id: ex12 I .... ~ _ .. , r IDesign Method I SBUH iHydI~-t~----. -i---l-o.OO-;~in 1------··-·----r-· .. --- Ip-;;;~i;~;A.~e; r-0.03 ae Ip~;~io~s-CN-r 86.00 r---···-···---·-.. -----l-··----· ... iPervious TC I 5.00 min :Rainfall type iPeaking Factor ........ -_. - iAbstraction Codf !DCIf\' ------ r ---,.,-_., -~-- :DCCN iDCTC Pervious eN Calc Description Open spaces, !awns,parks (>75% grass) Pervious Composited CN (AMC 2) -- .:5.00~i~; .. )1 : 5.00mm I . ". _____ • ___ • _ •. J User! i '-_·_'-·--·1 484.00 . '·'---'1 0.20 I . r "--~9' ~82.-0-ao.e ... .il T SubArea 0.03 ac 5.00 min I c . -.--.--'1 Sub en .1 I 86.00 1 ·1 86.00 I' . I -,--.. -.. -------.. _-------·1 Pervious TC Calc Length Slope I coeff. ___ ~iSC!5~OO~~ ._~II I 5.00 min il . c' i ..... _----.. -.. -.. Pervious TC _. ----"._--' it Directly Connected CN Calc II .......+ Description .... _ .. , .... ' .. --. ------._-,-. Impervious surfaces (pavements, roofs, etc) DC Composited eN (AMC 2) -._----.... __ ._-_._--.--_.-".------,.'"'-.------.,~~ ., 1 c SubArea 0.12 ac i Sub en ;1 ·c·········--·-····· .. -1 i I 98.00 i .. ~---.----). I 98.00 Ul ,:c. -_-=,'-,:c.=_= !-[-- '[ Directly Connected TC Calc I I! Type -I -Description --Length :si~p~ i Coeff ,IFixed-i II Record Id: ex13 ,_ .. __ . __ .---_._ ... -.. _---_._- IDesign Method fiiyd I~t~--. ;Pervious Area [Pervious CN Y'--_,, ____ ... ____ , __ •• ___ -__ [Pervious TC ! . , Directly Connected TC ,--.--, .. . .. ~-.-.-. --.. ---._--.. --r ---.-------IR~i~f~litYpe SBUH 1 10.00 min IPe;ki~g Facto~ I IAbst;;~tion Coeff I , 0.06 ac [DCIA ! 86.00 I ... _"0,- .DCCN ! ---_ .. _--_.,.-f ---------"-.-- 5.00 min ,DCTC Ir·:·--:-:c::=c.:ccc .. ~:=---:::--.. --. ---------- Pervious CN Calc r-,-_ .... -... ----... - i T Description I . ·---Open space~: la~~;,pa~ks (>75% grass) I , ;1 T L_ - -... --.-------_ .. _ .. __ ... --,_ .. - Pervious Compos it cd CN (AMC 2) , , ! ! -T- .... ----.----·_·--·_·1 Userl . ..... --,.----•. " -"I 484.00 j ._--. -.-. -j 0.20 I I , 0.07 ac I I ---- 98.00 . -~. . ,. _", -., I 5.00 min I . ----~-=~:--~:~:--JI SubArea ! Sub cn i I ,--------_.' -.--,.-•.. -;---.. _--------_.--_ .. \ 0.06 ac 86.00 I -.,1-86.00--' , Pervious Tc-c;ic ... i r--'"--"----._--11--- I r -.. __ ." ,-i -, .. -.. _--,. r Length i --Si~pe ·IC-;;~ff·iMi;e·-TT--·t .,~ _.:. _ ".__ ~ ;._ _ __ .___ _ I . ........ ..-----_I,S.OOIlli~ __ I 'I -..... 1_ __ _. __._~::~~~I~US T=~~~c:.::-c:cc'::':::c_--.~:_ ----_ ~ ~ -_ =-~.:.~~::m~::-II fF~=_~--~-:C-CCC'~.~:"c--~_: .. Dese:;:::y Conne~te~~~ Calc r SubArea ... i-S~b~;-il If .... -.. _-.--. .... . --.. -.. -r .. -.----·-·f i j I Impervious surfaces (pavements, roofs, etc) 0.07 ac I 98.00 !! il.... DC Compositcd CN (AMC 2) 98:00·! I I ! Type i Description I, ' ----" !iFixed " 1['"---- II Type l Description I r··:····_-_··,·····_-I----_., ... - f/Flxed I 1,---------------. 'I 1---_ .. __ ._ .. _ .. _ .. _ ... ___ . .------------:.-:-:.:....:.:..~.~~--.-.:..: I il . . .... , ... _._---_ .. ! Mise I TT . -. -.•... ,._-, ... -, Directly Connected TC Calc li~ngth SI';pel-C~eff is.OOmin , ._ .. _- Directly Connected TC "---._--._,,.'-... _" .. ----_._--,--, ,-"_._-----,._---._--, - : 5.00min __ 2. ___ . _, __ , __ ." __ ", __ ,, .. .--1 --" .-. -----_.--_ .. --.. _---_ .... _ .. _-_.,-_ ....... . ------_ .. _-_. .----.-----~----- Record Id: ex14 ID;~ig';-M~th~d--·-· ... r-SBUH IRai~falliype--····-1· -·u;~;l-··-- !iiYdIn~-I-iO.oo min IPeaki~g -Factor r -484.-o(i-- 1---i-!Ab~t;a~tio~C~~ff· "1-0.20-- Ip~;~i~':;-;-Ar~~-' . . .. r 0.1 0 ac 'DCJA .. ... --------T --0.S2·ac r------...,----r--'----.-.----- ,Pervious CN 86.00 iDC CN I 98.00 i IPer~i~us TC i 5.00 min IDC TC ·S.O(i;';:;i-;';-! .1·1.=c=...... -.. ----.. --.. .. -.... --.. -.... . ... :.c._._ ...... . _.:.: . .:c::::ec:·..:.::::::11 Pervious CN Calc 'I II· .... .. .. ... . Description I SubAreai snb~~1 1[-~--~'PIJ;t~~:::L~~2)-~~~OI~-J~rll .--.... -...... . ... -... -.... ..... -.. -I Pervious TC Calc ! Description Length : Slope rC~~ff' I-·Mis~r·--TT--·-1 .-.--rS.oQ'-mi;;----·---·. H Pervious TC Directly Connected CN Calc i Description r-r---Impervious surfaces (pavements, roofs, etc) ........ "--'" DC Composited CN (AMC 2) .... _,,--_.,.----.. _,,-... _. r-------.-.------. r-Type-i-· r·····--··-·f , [Fixed 11 ---- Description -. . ----, ........ __ .. . Directly Connected TC Calc ··,·Length· [ slop~-T-'Coeff -r - I Directly Connected TC 5.00 min f: i' .::.1 II f; " SubArea I Sub cn I! --···-··-T--·----il 0.52 ac .rl---~:::I ! ·::c=-:c:::==:C:::C::~:·:::i I ./... ,---'._-..... ! Misc I TT .. -15.00-;;i~-·-i II !---" r-5.0o~;~--I! .-. -,-, . ,--,-:.,_ :,-=-:-:-_-,_~:_:_-_~:-=-_-_-:-_-_:_:.-:~_.~:~JJ Record Id: ex1S f·-.-.. -... .. -................ - ,Design Method [Hyd-j;h-- r·· -----,-.-----,,,.-- i rp~~~i~~-sA;ea Ip~~~ious·CN - rp~;~i~us TC Ir-ccc ...... . 1, .. _ ..• ___________ ~_. I SBUH ·-····r-· .. -_ .. -.. --10.00 min , I I .. r··· , 0.03 ac 86.00 5.00 min Userl I .. ---.-.. ---.-.--.. ---------.. --.--"----'. ,--, ~----~------. _._., .. - iPeaking Factor 484.00 I -.. ... -.. .- ',Abstraction Coeff DCIA iDCCN !DCTC 0.20 -. "'r ...... -... - i 0.14ac 98.00 5.00 min Pervious CN Calc ] ,--.-'---"'.'--'-'._ .. -----,--_ .. ,----.---"'-'-.- -_ .. _ ... --. __ .• _.-._'--.----._" .--.-.----.. - rrC--~cc'---D~;;;i;~ion .... ···='--·-=IS~b~re~ . -r' -s~b~~-"'I , ___ , --.----" --,.--~---.~----.. -----,-. _.'-' .. _ .. --_ ... _-----._. - -. - -.. _n. __ · .. _ .. r .-. ---i --.. --,-~~-~--"I II Open spaces, lawns,parks (>75% grass) 0.03 ac 86.00 i , 1-··-----'--.... .. 86.06-' 1_. ___ .. _____ . __ . Pervious Composited eN (AMC 2) ______ jj II'-'-C:---.-.. -.-.--Pervious TC Calc .----, ... _~-=-~_~.II It~;I~p~·~r-~~-D~S.c.~iPii~~~_~r~ie~gth Slope In Coeffi--Misc n' f5:00-~~----11 IC~= .. ____ .____ _ . P~lOUS TcT-5:.()?_~~~·~j rr~~~~·=-cc ~~~-------~~---~;~c~:i::y Connect;d'CN~~~~~' '1' SUb~~~;-';~:~~~;~~1 11-'---' Impervious surfa~~s (p;';cments, roofs, etc) I --6.14 ac-I-98.()O-: iL___ ---~<::~o~p~sitcd CN (A~_~~)·.·-~_-r~._?8~O()~:-1 ----. ------_.--_. --.-... ----_. . . ----_._---_. __ ._-"----"---'---~---' r··---·---··-····-·-·------·--'---.. --'. . ... ---.--.. . .. -... ----- I Directly Connected TC Calc 1-'--1').';;-[ D~~~-;i';ti~;'----I Length : -S~peT Coeff Misci'---TT---I IFi~;d---r---'------r-' .-... -.-..... -[5.00~i~----'I IL~-_:-.=----~: ......J:)ire~tlyConncctcd TC . ------_~~ J-5:()o;;;~ . J .. -._-_ ..• , ..•. , --- Record Id: ex16 iDesign Method r··' -, ---.. -.' iHyd Intv r .-.. -.--... -. I SBUH 10.00 min rp~~~ious Area I· 0.08 ac Ip;;;i~;~--CN '-.----"r 86.00 ,Rainfall type :Pcaking Factor IAbstr~ction C~erf r" .------.----.--.-- iOCIA -r-- iDCCN , f1;;~~~-;TC ----·--T--·5.00~in· [DC TC fi·cc:c:c:c.:-_._" ... _.... _ ... -' .. II Pervious CN Calc I [ _ _ _ Description I f Open spaces, lawns,parks (>75% grass) r-" ------.----Pe;'i~u-;-c~~positedCN (AMe 2)- 1._._. ___ ._ .... _.. .. _ . _______ .. _. ___ ... _ ... _. . 0.08 ac 86.00 ---. r--86.0O'- - - --_ .. _,------.---. r -----.. ·--.. --.--.--._.---.-.. --... " Pervious TC Calc rl;yp~ I·D;s~ri.ption -[iength Slope jFi~~d---i-----···T-.' 1 _--···-'--.. '-' --..... ---... " --.- Pervious TC I'" '! I Coeff i ., -------"---,----,_. Mise I TT . ·15.00~;·~----- i 5.00~in ___ . ______ . ____ ._.__ --..,.1 _ _ _____ 1 --_. -" -'"-"" --, --------"--, I Directly Connected CN Calc .---~-----! i~--~---:~~~~i~US s]~:;c~~:t:cnts, roofs~ et:)--' -.-.. 'l--sf~t::a -~-r---~~~o~~~~ " Ir--------DC Compositcd CN (AMC 2) -[98:00 '-.1 !r-:::c~-~--==--~-'-c-::,,::,:=-. Directly Connected TC Calc -----·--~:-:::::::::.::::.::::.-il , II[TYP;;-r-D;;cripti~~---rL~~gth' Slope r C~effrMisc I TT'i Fixed I r . [5.00 min I --I i Directly Connected TC _5:~0Il1~n_:t Record Id: exl7 ID;;ig~-Meth~d----1-SBUII (Rainfall type fH-yd--I;;~--1 10.00 min ;Peaking Factor I .---.--: 'Abstraction Coeff lJ>crvi~us Area' "! 0.10 ac IDCIA Ip;~;io-;'~CN-86.00 !DCCN rp~~i~;;~-TC -------. '1-iO.OO~in iDC TC W==-:::.::::.:::--.. =-::::,,:c··::·--::c:.::-:::::..c::'-::··:·p~~~i~lls C:~:-Cal~ i r'--"~"'-'---'--'"~-. -. --, .. , ,._"., ----.---.--... _._----. -'. ,,--.-. ,-----... -_ .. --,., .. Ir~-::--~-_-_-O~~fl_SP~~;~:~~~:~:;;~: (>75% gra~s)-.. _ ,I Pervious Composited eN (AMC 2) ! '._---... --"---,------,. . ---. ---.- i [Typ~-.. i Description 11.--........ ,--- IIFixed 1 PerviollS TC Calc r Length 1--Slope! [ Ir=~~ __ -~~-~~--~---_ _P_ervious TC Coeff Directly Connected CN Calc ~=-_-::_=::.=:=~. ___ -='=:=c-.:.::-: :_ . -_----. -.. ,--'-----"--'---'-----.. -'---.... -------. __ ._ .. __ .'-. I Description 1------l~p-;~~u~-surface~(jJ-;;~~~en;:~,roofs, etc)--' 1---. -----.--------- DC Composited CN (AMC 2) ir------------Di~~~t1y Connected TC Calc IITYp~-T-Des~;ipti-o~ 'r-L~~gth' SI~peT-Co;if IJ~G~(:-]--~=_~_ .. _~=~~_=_ L ____ ----~ . i ! I i f I ! User! 484.00 0.20 i 0.27 ac I --1' ,-,. . ,--.". ·----,1 -' ___ ~8~OO --I 10.00 min I --.---------r SubArea .. ,----_.----_.--1 0.10 ac i Sub cn_1 . !_~6.00·1 i 86.00 Ii Misc ; -.. -------'"--.. .i i . ...:.:.:-::::...::::.:....:--.-':""" ~--! ! ... -... -I i TT ii ilO.oo~;;-II -r----------ji i 10.00 min I' Directly Connected TC 1O.00min Ij Record Id: ex18 f~:~~:t!~h~d-.=· ·····r .. ~··l~~~~=in i::::~:::~r . ·~~~.::-~-I [---.. -.--.[ "--IAb;ir~ction-Coeff '-6.20 [P~-;'~i~~A'r~~----.[ 0.38 aclriCIA 0.27 ac lPer~iousCN----·r--S6 .... 0()DC CN .... -..... -98.00--.-- !Pe~vi~;:; TC-------T lO~OO~in ,nCTC--.--..... '1()~()()-~i~-"-! 1'-" --------..... -.-.. . . . '·C::="··:··'''·'·:··,1 I !'~~-==--~.-----.------..... Pervious eN Calc ... '1-----. --I I I i-. Op~ spaces,~::~:::~: (>75% grass) I s~~;::ais8~~()~~ II li-··~~ _____ i~rviOU.S=~?.0po~ited CN (~~~2) 1'8?~0()11 11"":.:::·:·:::::::·::::::=:·:::::-:·,··:·::::.----.. ·-·-.. · I'ervious TC Calc '-:'-:":'=:11 I' . ---. ---.-.. -. . ,. ,J I IfFi::e .: De~~iptio~ __ tLe:gth Slope coeff.~~c 110.ool~'.-=-I' ~~:":==:"=:':'~:=-":::~~::':' ...:.::.::~~~i~)Us TC ..... : ..... :' .. :':"" ; ..•• : I 0'~~"~:~:~:::!1 II Directly Connected CN Calc It tr'.-.-. '-'-----'Uescription SubArea . T' ' .. -. " 11---------i~pe~io~ss~rt_;~e;-(p·av~~lents, roof;~~t~)· 0.27 ac l s~~c~·...!I! 11-~_:~~Dcc.;mp.;;'M eN (AMe2) .. _ .. H:::i l 11~;.Y~;~-~:·=·~~::~~riP;i~~-···~:.'IDi~j:~~onlne;:::eT~lc~:~ff--~~i~~ -·I·····~~~;T::·'·-:::~ I rFi;.~d---r-------..... --.-. '1"--.------'-'jI o~o();i~--- 1 '1'. ---........ . . '. 'Di~~~tiy' Connected TC J O.OOmin I! II '1 Record Id: ex2 ID~;ig;;-M;ih~d-----'.---r . "SBUH liiydIn~ - 1'----- I ----"'--1"----,----- I 10.00 min _ .. __ .--_ .... ,_ .. _----.. -.' j Rainfall type .... -r .. --u;~~i'-... Peaking Factor ., . "r·· 484.00 Abstraction Coeff . .. r --.------.. -.-.. 0.20 - -,-". _ •... --.-------_ •.• ----•• .! I ~· ..... ~...~~ .. ~--.. Pervious Area f----------e ___ _ iPervious CN r"-"--"'--" ...... , 'U ___ ,_ .. , •• -• jPervious TC ~T~ .\. T 0.00 ac ~ 0.00 0.00 min !DCIA ii DCCN IDCTC I'·r-::'::cc~c--= .... -~---~,. ---... ~.~ .. --.~ ...... -. Directly Connected CN Calc !I--. ··~I~p~i~us surf::::;~~:I:ents, roofs, etc) ~f""'--" , .. -"------. --"--"---... i I 0.34 ac 98.00 5.00 min ..--~··-~··I! ,i ti "T-'---' :i SubArea ! Sub en Ii 0.34~c-~--9ioo -Ii ii ii . 98.00 !i il DC Composited CN (AMC 2) :.----... 1(--·· ---·-.C:CC·' -··-·Di;~ctly Conne~~~d-TC C:;~"· ~ -'-:c=-::=;! i(-iYp~-~·! ... -Des~;:ipti~-"-~-~TLe~gth 'Sl~pe Tc~~tT Mise!' ~ .. TT~-~-·~iI '-.-. .. .. ~···I-··----·-~--~~--·-····[-··-~······-· .--~--.-~~~ .. -.... ~ .. ~.~--.. T --.~.---.- IFIxed . 15.00 min . r.~ .. __~·---Di~~~tl~Conncctcd TC _ ...... _ ... ~ .... ~ -~~ ~ r~O§~~~J .-.-_. -------. _. ---~ --_ .. ~---.-.. -_.-------_ .. _.,-... ------------' .- Record Id: ex3 iD~sig_..~M~thod I ---~----.~-....... --. IHyd Intv SBUH 10.00 min r----" ~-.------._---------,·--··---·'-r"·-·--- i I , . , , ~ r~~o:OO ~c -l-0.00 r---()'-OO min -_.,.' -.,.-.-,,-._-,-. ·Rainfall type fPeaking Factor !Ab~-tractio~ C~eif li>ciA: .. ~. , ., iDCCN , ... -.. __ . IDCTC Directly Connected CN Calc Description Impervious surfaces (pavements, roofs, etc) DC Composited CN (AMe 2) , --._----_._ .. _ .... -_ ... _ .. _. ,- r ~ .. ~~--. -.-.. ----~-~ .. -.. ~--... -----. Directly Connected TC Calc Userl ... --~ . -r-i 484.00 . ! .--~ .. - I 0.20 i -1 .. .. ---_ .. 0.39 ac I , i 98.00 "1 . ,-----_._._._'-' i 5.00 min I • __ • __ ·_· ___ e ____ • __ . -.-.-~--'1 ! SubArea . i--S-;;b~n--!I i 0.39 ac i 98.()0 I ., , I 98.00 ,! r~Typ-;~~T .. -D;;eripti~~--~-r-i~~gth Is~p~' r Co;fi·T Misc IF;~~-~· r~--~" I-- I r-'---~ t-_ __ ____ _ .... _ --.._--... ---.. ~-. Reeord Id: ex4 iDe;ig~ Meih~d' .. [Hyd-i~~· ... --~-------" ---.-.~- -'-- Directly Connected TC SBUH IRainfall type , "Peaking Factor I --------I- Abstraction Coeff T 0.20 -I f -.-.--- ,Pervious Area I 0.00 ac DClA UCCN I -.. ".--I 0.13 ac , , I I 0.00 , IPervious CN , , 98.00 I r---0.00 min ( .. __ . __ ._-_.,_ .. ,. __ ... ..-... _ .. __ .. - IPcrvious TC ----~ .. -~--.. '" DCTC ... -.-..... _--.. - ii i L Record Id: ex5 ID~si~M~th~d IHy-d-i~t;-1--- IPervious Area I ------------- ,Pervious CN !pervious TC ! i : . " Ii Directl y Connecteu TC I SBUH ----I--! 0.00 min T- T--O~04 ac ---T----- I 86.00 -1--5.00 min iRainfaU type rP~;king -i~~t~r-- Ii\.b~tr-;;cti~~c~~if:- " i .~- !DCIA IDCCN IDCTC Pervious CN Calc Description -I 'I II II Open spaces, lawns,parks (>75% grass) ---------I ....... " ... _-"' . .. -_ ... Pervious Compositeu CN (AMC 2) I Pervious TC Calc ~i' . .'(-. 5.0Omin User! . ! i I --1--------------0.20 484.00 I-0.06 ac ---1 -----------------I ! 98.00 , -) - I ----:-----I S.OOmm , ----Ii SubArea TS~b~n;111 0.04 ac--i--86.00--I' 1 86.00 --I ._-_. -_ ... -,-. --------I I, " , i Type Coeff ! Misc IT i! T -: --II Description -1--Length Slope 1 IS.OOmm ! ----------------------I ------------------1 J_ ~:??_~~~__I ,lFixed I- i: ------------------------------ I! Pervious TC 1'__ _ __ ____ _________________________ _ r rcc _c::=::::_:-::-=:: :-:=-:::-:--==:-:--:-::::':::---::-::::~i~~~tly-C~nnCCl:~d:::Crtc~~~-----------:_::==::-::::::-:::-=--:::::::'---I! .1 r ----------Desc~ipti~n ---------------------- -I T ----II I[~_:-~ __ -:i~!,;:~~~~~-~~~f~ce-~-Sp~~~~~~i~~-r~~fs-,~tcY-----------_1 ____ ~;.~;::~--:t-:S;8~oI-~11 rr--DC Compositcd eN (AMC 2) T 98.00 ; Directly Connected TC Calc Oescription I Length i Slope I Coeff ! Mise I TT---. Record Id: ex6 iOesign Method IHyd Intv I .. -- Record Id: ex7 I . . .. --15.00 ;;i;; ... ---------r--s:oOmi;;--, _, _____ " ___ ~_ J! Directly Connected TC i .. _ .. "_ ... __ . -.. _. ,~ i SBUH I 10.00 min 0.05 ac 86.00 5.00min IRainfall type iPe~ki;;gF~~tor - iAbstraction Coeff r--------------------. --._-------.. ,- IOCIA iDCCN iOCTC ... _ ..• , ____ ,_ . _ ... __ , .•. J -r .. _---_ .. -.. ------_.---I ! Userl i 1484.00 .. -1--- I 0.20 --T-o~24~c---- -,----~-~----'--------·I ! 98.00 i T-5~OO-~~ -I tD~;ig;; M;ti;~d .... iiiydin~-I .. --......... -... . i , ! -_. --.. _-" --~---,. iPervious Area !Pe;~io~~ CN ip~~;i~usTC il··-· ...... . "---,-_ .. -----1 I I I I SBUH 10.00 min 0.00 ac 0.00 0.00 min !RainfalJ type --I ----, ... ----",.--"------",,', .. ---. iPeaking Factor . ----Abstraction Coeff :DCIA !DCCN inCTC Directly Connected CN Calc t-·· Use~i I I ----.. --.-,----,--.- 484.00 .. . I I 0.19 ac i ·98~OO·· ·1 5.00 min I _._--.- -.. _----.-.-.,.----- t·· .. '.. Description I SubA~~a i Subcn IF~'=-=·=-:~P~~lOuss~~e~i~~~:t::t~#ff~t~~:~~~.=~.~.?·~~!9:~~.~}_~~~:~J Ir=-~;;:C~I'-~D~es~~iPtion . ·fi~:::t~on~e~~i:~~:};~~~:r'~·i~~is~~·~:·~·-~T~~~·~ll l~i;Z~d-··(·-T· .' ··t5.oo~i~ ._1 1 Ir---= .. ~ ... '..==c.c.~ ___ ~~r~tlLco~ncctcd~r~:.:c~~~: .. : ........... _:=.:;~~.-~·}~:.~~ .. ~~i~~J Record Id: ex8 I . ..... .... .. . .. iDesign Method rH·Yd·I~~· -.. -- .------.,--,.----"-. I I -I ! SBUH 10.00 min 'i{ainfall type Peaking Factor 'Ahstraction Coeff I· .... ........ ... .. . IPervious Area 0.29 acnCIA . -I I 4~4~0.0 ..... 1 User I 0.20 ! .. . ...... I 0.29 ac i ip;;vi~~~CN ! 86.00 inc CN ....--r·--98.00··1 tPe~i~;u-; TC-·· ·--1 10.00 min iDC TC--u__ .. · -uT I o.oo~i~ n=--·=::::·=··:::=·~·==· ......... :: .... ·····::·.c·::Pervious CNi:~i~ 1-·_··-.-... --. Des~,·iptio';· ...... --.. _- r----·Op~·;pa~;s: l~~';s,p~~ks (>75% gr~;~j·· !I··-Pervious Compositcd CN CAMC 2) 1----.----.-__ ._ ".--__ we: ·-c::·:c:=. ·.:· .. c·.:.c=c~-::: .: •. : c· .... . r---· ..... .......... .... . I tFZ:e :nescriPt~on !r·· •• ···· •• ··_··. I T Length Pervious TC Calc Pervious TC J[=~.:: .. : .. : ..... ~:~.c.~ ... ~. Di~ectIy Conn~cted CN ~~Ic._ ... --............ _~.~ .... ] Record Id: ex9 ID~-sig~'M~ih~d I S8Ul-J r --~--------~·----· ----~-·r ----------. Hyd Intv 10.00 min r'--~-~--'-' --I r---"--.,,------~--. "-" !pervious Area "~ "" .... _.-.", ..... __ ., .. ----, ,- !Pervious CN r 1 0.20 ac 86.00 iRainfali type User! .,-'--1 .--------------i 484.00 Peaking Factor I-O'20~·--i . -T~0.44ac·-! _I' ~ . ----...! 98.00 [Abstraction Coeff .. _, ._--",. IDCIA :DCCN l~rvi~~:s!-~~~:=:: ••• --::. 10.00 min iDC TC·:~-:·~~ -----TIO:OO~!~~·I·,I Ii Pervious CN Calc 'I ~ -..---.--.~. --~D;;~;ipti~n . '1' -s~_b~~~~~l.s~u-~~~~~~I r-----~-op~~-sp~~~s~·Ia~~~:p·ark~(>75% gr~~~)~-----~r 0.20 ac I 86.00 I f -.. --... --. Pe~~io~s Composited CN (AMC 2) I 86.0() J! iT--"'-:---:=-::-::.:-'=--::':------. --, -Pervious TC Calc-.-.--.:::.::~~~~-:-:--::rl I, II~F--]'xTeYdPe r -'-ri~;c~ipti~~ I Length Slope Coeff Misc 'iT--r; i l 110.00 min II -I i i Pervious TC 10_00 min II if ~ -~: ~~----~ Directly Connected CN Calc - . -~ ~--:I~~~---~--I! I r ~ ~p~~ious surf~Ce:Sc;~:~::cnts, roofs, etc)~ I s;.:~::a-rS;8\~~1 ! I--~~-----~'----~-DC Co-mposited CN (AMe 2) -.---.......... -.. -... --r ·98.cio .. ·1 I----~----... -----~~.---.... -. -__._ .. __ __ -_____ . ______ ~~___ .. _. ____ .. _ .. _._ .. ~. __ ._ .. ___ .. __ ..1 Ir~:-=-'--:::-::-;:-;--.---. Directly Connected TC Calc ---.-~~ - -.-~! I iType -1-ri~;~tiption Length Slope i Coeff Misc I TT I fFi~ ed-1-.--- IC-~~-~~--~:~~~~-~_~~~-Di~ectly Connected TC I- i -r ._-.--, -.... -._-------~~---. ilO.OOmin I ~-~ --.-.~·~--I·~l~:§~~-~_J Record Id: roof ID~~ig;-M~th~d r SBUHRainfall type r ... 'Us';I--"1 IHl'XIn~··-10.00 min iPeaking Factor "1 484.00' '1 f~e~~~;~A;~;·+"·"o.ooac" . f~~;~~·~!~~~ C~eff ... ······i~~?~~~=1 iPervious CN··-··-·"·r-·-O:OO"· IDC CN·,,·······_·I-98.00 [Pe-;:-vi~us TC''''-·-''--'' '1' . O.O()mi~ IDC TC . ..... ..".".----.. -1··"5~o()~i~···· Ir-~ ~-,~o=.~it4t:~~,::::::NC;" ----~~;~~-~~;-il lr·-···-. '!I 'I ....... _...... DC Compositcd CN (AMC 2) .. . .. .... . 98.00. i I ~(:.:.,:.:..:, .. c:cc.:::... Directly Connected TC Calc .... '·'['1 II Typ~T ... Description I Length Slope i Coeff Misc I TTil IIFi~~d--i" ..'" ·foO ~i~ "·Ii T" -' .. --_ .. '.---.--. ----",---... --. --. ..... II l:::o.c=:::o .... ,,?i~e~t!y ~onncclcd TC. . ..... 1 _5.0Omi~,.JJ Layout Hydrographs Hydrograph ID; pond" 100 year rA;e~·129.9ioo ac I Hyd Intl1O.00 min !Base Flow i I IP;~ding-tttransl~ti~~ ..... ,,_... ... ·····--15 . .59 mi~! !peak ii-;;;ri'2~2700~fs fp~;kTi~;r8:0()hrs i HY~iv~116.io96~~ft! rTi~e (h~)TF"~; (ci~)" ITi~~(h;)IFlow(cfs) :Ti~e(hr) !FI~w(~i~)1 r·O~67T 0.627-5 -I" 13.17 13.5112 i 25.33" 10.58211 1"0.83-"" r ·O.li'so r -13.33 3.4943 25.50 0.5296; 1 1.00 I ()j338 13.50 3.4799 25.67 0.4819 , I 1.17 I 0.3649 13.67 3.4185 25.83 i 0.4385 ' I 1.33 r 0.4922 13.83 3.3534 26.00 r 0.3990 1 r::~~·-+~~:~~-· r :::~~ ·F~.~~~~ ~::~+"·r ~:~~~~·I r··i".s3-T()·7717-14.33T-33075 26.50'1 0.3006 i 2.()() " r()~8-315"-1 14.50 T i2970 26.67 I 0.2735 ._-_._---_ .. __ .. _.-._ ... _ .. -.... . .. i 2.171-o .9TI2-- I··· 2.33 T-O.9867 14.67 14.83 I 3.2388 , i 3.1764 26.83 27.00 i 0.2489 0.2264 T ... -, I 2.50 ! 1.0288 15.00! 3.1603 I 27.17 0.2060 1-2:67-1-1.0645 15.17f3.1476·' 27.33 i-i).lS75- r-2.83 Ti0953 15.33 ·-1-3.1369 27.50 r 0.1706 r :3.00--[(i220 15.50 I 3.1279 i 27.670:1552 r3~J7-T-1.1459-i5.67r 30709 27.83··· i 0.1412 r· ......... -....... --, _ .. _. __ ._. . . .... , . i· i 3.33 I 1.1697 15.83 i 3.0094 28.00 0.1285 .-i50-r--l~1924-f 16.00 1 2.9940 28.17 0.1169 i 3.67 I 1.2495 I 16.17 I 2.9818 28.33 0.1064 ! 3.83-'-1:30701·· 16.33T 2.9717 i 28.50 0.0968 ,-4:00--1-1:3278-:-16.50--Ti.9630' 28.67 iO.0881 r· 4j7-TT4216--1-16.6i-12.9555 -2S.83 r-0-.0802 - 1.-4.33-·-r-l:5178-[ i 6.83-T -2.. 9492 -29.-00-T 0.0729 r-4:50-r-i.sj92 r-17.00 f2.9438 I . 29.17 ., 0.0664 4.671-1:63521 17.171 2.8898 29.33 I 0.0604 4.8311:7331 --i7.33 f2.8307 29.5010.0549 5.00 fl:is37 ! 17.50 I 2.8175 29.67 0.0500 I . 5.17 I 5.33 1-5.50 . . I i 1.8508 ; 17.67 I 2.8073 29.83 0.0455 -,-1:9517--1 17.83 [27988 30.00 I 0.0413 1-1-:9777-[ 18.00 I 2.7915 30.17\--0.0376-· 1-5.67--[2:08691 18.17-1 2.7357i30j3io.034T I 5.831·· 2.2031-1--18.331 2.67481-30.50-[ 0.0311 1--6:00-·1--2.2425-r 18.50 r-26600-[ 30.67 i ii.0283 i 6: i-il-2.4508 18.67 . T2.6483 30.83 . 0.0256 ! 6.33 I 2.(;715 i 18.83 I 2.6383 31.00 0.0233 r 6.50 12.7328 19.00 I 2.6297 31.17 0.0211 I 6.67 I 3.0502 I· 19.171 2.5724 i 31.33 I 0.0192 ,-6:83--·T3:3866-r -i9~33T25102· jI:so-I-·Qoi-74-- r-7~oo-T-3.4i8i---r--19 .so·· [2.4941 31.67 r-o.-ol-s9-- r--iJi---r--i-87-28-·Ti9:67-·T 24810 . jl,83 1-0.0\44- r---7.3jT4~i909T 19:83 -1-2.4699 !-3ioo-[o.Ol3l i.5o·-T-4.4179--r 20.0(JI-2.46o 1 7.67-r-7:8445 20.17 i 2.4515 i 7.83 I 11.5872 20.33 2.4439 32. r7 f 0.iiiI9- 32.33 32.50 0.0108 0.0098 .... 8.00-r· -12.2700---20.5()--[-243 72 32~67-·-!-().O()89· I S.17-["10.0402 20.67 i 2.4313 32.S3 II 0.0081! 8.33 . I 7.4810 20.83 I 24262 33.001 ·().()074 ·1 i-8.5o T-7".-4971 21.00 T-24217 33.17i-o.0067 I 18.67 ,---6:8"84421 ji·-I" -2.4"178 33ii T 00061 I :-8.83-16.2247·· 21.3312.4145 -3i50--r()~0056·-·i [--9.00-T6-.-2295 . ·21.50-124117 -! -3i67T-(j:0051·i ! --g.17-·T-s-'-7844 .. --il~67--·[24093! ji8j--"[0.0046-, i9.33-T 5~2994 .. 21:83-[2:4074[3 3 -4 4 -:.0 1 0 7 ... TI·:00.·.OO·~00432S • ·I! '1-9.50 ··1 5.2596 22.00 'I Z4058· I 9.67 r 5.0965 22.1 7 I 2.3547 34.33 i 0.0035 I 9.83-r 4.9276 22.33\" 2.2977 34.50! 0.0032 ! . -.!. -~ --I r' . .. --.1 10.00 I 4.8969 22.50! 2.2864 34.67 0.0029 .•. - -._.-• I" -. - . -- 10.17 ! 4.7313 22.67 i 2.2777 34.S3: 0.0026 i 10.33 1-4:5558 I 2iS} i 2.270S 3S.00 . T O.a024 !" 10.50 1 4.5177 ! 23.00 ! 2.2642 3S:I7T()··()()22 i 10.67 !4,392Z-T··23.17 T 2.2587 .! 35.33 I a.D020- : ·1O.S3 1 4.26201 23.33 IZ.2539 i 35.S0 1 0.0018 ! ·Ii:o()--[4.2250 23.501 2.2496 35.67 T 0.0016 [-iTi?"" 4~T471-i ·23.67 12.2459 35.83 r 0.0015 ! ! 11.33·i 4.0689!· 2iS}-r 2.2427 36.00! 0.0014: 11.50--r 4.0390 24.001Z.2399 36.17' 0.0012 1 1 11.67-r 3.9659--:-24.1 7 ·r 1.6872 36.33 I 0.0011 i i II.S3· li89Tj I 24.3311.0668-i 36.501 o.ooioi l-lz:00--T-3.8645·! . 24.5010.9469 . I 36:67 ["o:O()Og·i I 12.17 1-3.7939 i 24.671 0.8537 r 36.83 i 0.0008 I 1i3:3 li7213 I 24.83 37.00 ! o.ooos 112.50 [3:6962 r 25.00 37.17 IO.()OO7-! I -12.67 T3.6269 I 25.17 37.33 .. j 0.0006 i [-12:83-f3.555)! 25.33 0.5821 37:50-iO.OO()6 i [i3:0? !_3_~5!1O .. ! 25.50 i0:5296 . _3!.~7 __ L o:?_??~J , . 0.7741 i I 0.7031 -. .. . 0.6397 Licensed to: Barghausen Engineers >-<{ ~ I Q I >-W ...J ...J <{ > W ...J a... <{ ::!E i -y I 0> <0 ,.... a: en I ~ / Z W ::!E W > 0 a: a... ~ , i 0 <{ 0 a: , ':.. ... ! ,- o eO/ln/L HOI:Ifl-P 3::IIl M3N ,,' -\lULU ON 8Of'30'a bIOp ,10 '6"P'q_"Q1U~J 901:.1 'r"'r sC(K9U ·fj"P".90l ~ II '5"'p')90L II' ':~JX </3'Th11'1dSI-l n~X-.l ~ .1:31°"$ i'jd 9,;1 wollo I/ol-.u!l!~IO(] 6"p' L~-9OLII \6U'J"9",5u~\90L L I \SOOOII \;d'&I!~ NOl.N3<1 dO UIJ N 75' 39'Ol"·W 1 .14' !:Idcfll 3lV'lJ $V 190 6L/9 S):JWI3S l't'1J@'INOWIN3 '::m~ns '~NINNV1d mm '~NI~N3 lWO m l8,8-,gl(glV) lll9-,gl(gZV) lr096 "1M 'lN3)! HinOS 3nN3AV ONlL SLZ9L A8 "" NOISVl3~ l¥lJ.I~ns ~!I3d :)NICI1lnE1 ON >-~ I (J I >-W ..J ..J ~ W ..J 0... « ~ 0> <.0 .,.... a: CI) I ~ Z W ~ W ~ 0... ~ -o ~ a: ~~! >- go/eL/! ~ 0 ~ 0 / ! / >-: ,iJ' ;i l Ii' i , ' , , 8S086 NO.lONlHSVM 'NO.IN3l:I :fS 3nN3/1¥ <JM:SlIIlSI HOI:InHO 3:fn M3N ! ./ ·ld ... O s>tJ0M ::l!IQnd/5tJ!PI!ns/6U!UUOld NOJ.N3l:1 ~ dO AJ.IJ 1"",,, ~l~¥d ~J.O""", \ \ \ \ , \ \ / " ! /,' /' F I !~~ ~ f-~~~:",." I ~~ ,,,,,,,, ' .. " ~'''''''':l" """ ,..~, ,.,.",,,, - ~V.t..H VI .. !;IVI ~....,c J]ijX", ~ = .L ale,s I'Id tel g007./OL/OI:aUJ!l/~l"(J 5"p·Zij-90i 11\6UrJ.au!I'Iu~\90{L L \~OO L L \.d.&I!J "!-.-~::-.-, -"--"" --.-~~- 3.l'l(] , 90/61/8 .jJ~> S30WBS l't'.lN3WHOl:IWO 'DNl.I.3t'l:Ins '~NINN'(1d ONVl '~IH33NI!JN3 llAlO xv; lOLO-"*") lll9-lgl(gl.) l£OS6 VM 'IN]>! Hinos 3nN3AV ONlL ~L~SL NOISIA3~ 'ON I I L 1?9/ ,l!; I/ia- / +~ " !!, y: ! / " / ~' i~ /~ 1- / , ~/ of /" C / [J! ,Y n " ~ r; ;/ 1 n ~ '" • I. Appended on: 15:23:50 Friday, October 10,2008 ROUTEHYD II THRU [117060ffsite) USING TYPEIA AND )25 year) NOTZERO RELATIVE SCS/SBUH Licensed to: Barghausen Engineers Appended on: 15:25:00 Friday, October 10, 2008 Layout Report: 117060ffsite r-------.--."--r'----· --~--I ! Event !Precip (in) I r6-~Z~th~.2800 I r2-Ye~-f2.0000 I '---~---h---I :10 year 12.9000 12Tyear 13.4°aO r 100 year 13.9000 ------- Reach Records Record Id: ppond \S~~t;~~Sh;P~:-----~--;C;-;:-cul~~------ r·-·····-·~~-----·r,~-------·---· -.---.-----~---['--~---.--... Unifonn Flow Method: IManning's iCoetlicient: 10.0130 IRo~ti~g Method: [Travel Time Translati~;:;'C~~tributing Hydi----~ rD~N~de !cbr3[UpNode Ipondtooffsite iMai~ri~I-~---ICone-Spun [Size !18" Diam , -"~-----'-------, _.. ....... ----~.~-.- !Ent Losses ,Groove End w/Headwall .--_. -.--.------,-----I -----------.. ---.-.. -.. --------.-- 'Length ,45.0000 ft Slope 1.73% 'Up Invert 100.0000 ft Dn Invert ,99.2215 n I,---~-~' . :: Conduit Constraints : i 12.00 ft/s r15.00 fils 10.50% 12.00% [3.00 ft I!~i~ \T~rM~VelIM;S~IMax Slope !Mi~-C~_~~~jl iDrop across MH [0.0000 ft ... ·J~~!i~-:fi:-:-l~--R--a-t~_lo.oooo ink I lup Inv~rt --------199.2215 ft ,Dnlnvert 1100.0000 ft i rMatchi~verts. Record Id: prl r·----------------~·--;-----~ !Seetion Shape:jCireular !Unifonn Flow Method: [Manning's ,Coctlicient: 10.0130 iR-()utritgMethod: -iTr~vclTime Translati~));C~;llt~ibuting Hyd [ .. _____ .. _~ iD~N~d~~-~-~~-~-r~b;2--~~···~--~--~ lJpNode ·~--·i~b-;:I~--I , .. -~ .. --~ .. --.-~-~--.. ~ r~~~·-~·---~--~ .~.----.---.. -. ;·~--~---I l~n~t:::e~~----~-·~-~~~~;;He~dwaIlSize :24" Diam I ILength---~~~--T102.0000 ft -.. Slope 10.13% ~vert 1100.0000 ftOn [nvert ~9.8-'6~74c-ft=--1 II Conduit Co~~traints .~ .e· 1 'I'~n veIIMa;-V~I-IMi~S!~~~~~pc.·r.~~n_l:()~e.~i !2.00.~s [15.00 ftls iO.50% 12.00% !3~0 ft J iDrop -;cross MH !O.OOOO ft ... n __ • E~/ln='fi:::il-C::R:-a-te I '-~----I io.oooo inlhr r [Up Invert~-r99.8674 ft Dn Invert ! 100.0000 ft !Match inverts. Record Id: prZ iS~ction Shape: Circular -----,---.-----_ •• " •••• -._--._-------->--'-'.-' ,----_._,--- ,Unifonn Flow Method: iManning's Coefficient: :0.0130 iR~;:;ti~gM~th-;;d~-·---:T~;~~I Ti~e Tr;;;;~lation iConirib;iing ~Hyd r~--~----~ r~~~~--~-~--------r---·--·--~~ ~---r--------~~---~-~-.-----.-- pnNodc !cbr3 iUpNodc Icbr2 [M-;;t~ri~I~~~---~--r~ZSp~·-is;z~ --~~-~-'r240;-Di-;~! -.-.. --------._-_._._ ... _ .. , .... _--,.-i lEnt Losses IGroove End w/Headwall ! rr:;;ngth----~~~-~ f182.0ooOfi--· .. -~ISl~pe 10J3%--i IUp Invert ·---~fWo.-oooo ft~--iD;Inv~--199.7634 ~I I r Conduit Constraints e:c-"c::: .. -.: i liM;n-V~I[M~~ Vcl-rMin SI~~[M~I~p~[Min Cove/ 1 [Too fti~F5.00 [tis io.SO%-[2.00%3.00 Ii . r-------,··--·-----·----~ IDrop across MH :0.0000 ft [UpInv~rt-~ 199.7634 ft ~~--.~---~-~ .. ~-.. !Match inverts. ---=----~--·------·~-~-I Ex/lnfil Rate JO.OOOO i~j Dn Invert !J 00.0000 ft -----.--~~.------ Record Id: prZa rS~~ti~~Sh~}Je: ..... rcir~~I~· ~--~-~ [U~ifo~-Fiow Meth~d-:·Manning,;_~-~~--· ··rc~~cfficient: :0.0130 ---------------.-------------_._-----------,_.- r-----_ ---------------~-~--------~-~--------~-----~---I------~--- Routing Method: !Travel Time Translation Contributing Hyd! ---'----~---, r ~ ----------------,,---- iDnNode icbr2 UpNode icbr2a [Materi~~--~~~iCon~=Sp~I;----Size --:12-;;-Di~~ r;::-:--~-~----~~-------------------~---~~------~--- ,Ent Losses Groove End w/Hcadwall iL~~g.h----[i6. ()OOOft~~-Slope II 0.00% , ----- iUp Invert 1100_0000 ft ---------.-------- Dn Invert 198.0000 ft .. ·-··-2.··,-·~--_::o'~---'------1 ~ Conduit Constraints--I IMin VeilMax Vel IMin Slope IMax Slop~:Mi~c~~~~ 12.00 fils I I 5.00 ft/sI0.50% 12.00% _~X~oti~_J rDrop across MH [0.0000 ft ---iEx/Infil Rate 10.0000 inlhr I iup Invert [98.0000 ft DI{ I~;~---1100.o000 fl-I ;Match inverts. -~------------------------------.' Record Id: pr3 !Sectio~h~p~:-----ici;c~l~;-~ ~---- ~-----[~------,--~-----~~--~--~--r;;-;;~----! IUmform Flow Method: iManmng's Coefficient: 1°.0130 I ,.---~~.--r-'·--------··-·--. .._---------, !Routing Method: :Travel Time TransIationContributing Hyd i ! ID~Node '~br5 UpNode--~ :~br3----I ... _ .. _ .. -_. ,----. -_. --_." .... _.,"_ .. --.-_ .. _" " .. _--._ ... , -_._------_._-----_ .. _-._.-----.,'--. __ . _.--... , , , -"------------------i :Material Conc-Spun Size )4" Diam , fE;:;tL~~;es------iGroo~~-E;;d-;/H~adw all -~---~-------~-----~--: !L~~-gth---~--~-~--[25.0000 ftS jop-;;-~----~--f0.13%--------1 lup Invert -[100.0000 ft rD~lnvert 199.9675 ft i Conduit Con;tr;~~-__ ~ ____ J IMin VellMax Vel IMin Slope IMax Slope !Min Coverl i 12_00 fils 115.00 fils 10.50%-r2.00% -:3.00fiJ iDrop across MH !O.OOOO ft Ex/l~fi1 R-;;;;--ro.OOOO inlhrl IUpI;;~;;:;-----~=_=!99:9675ft~ Dn I;;-~-;;rt------·IOO.OOOO ft I !Match inverts. i Record Id: pr4 [S--;;~tion Shape: ICircular ----~ IUnifonn Flow Method: IManning-;;--------.Coefficient:--[O:Oi-:.io---1 [Routing Method: rr;:;vel Time Translation iCont;::;b~ting Hydr-------- ~de !cbr5 -IlJpNode rcbr4 !Material IConc-Spun-rS-j;e 112" Diam !Ent Losses IGroove End w/H~~;:i;vall --~~---------~-----~ [Length 1100.0000 ftSI;;pc ;0-50% IUp Invert [100.0000 fi----Dn Invert----!99.5000 ft rc Conduit C~n~tr-~in;~:: ---------.. _mM __ _ I [Min Vel !Max vcliMT~-Sl~p~rMax-SToJleMin Com I [2.0ofti-;~5:00ft!srO'-5-0%---li:ooo/~-~-3.00ft --- IDrop across MH 10.0000 ft :Ex/!=nfi-:::!I:-R=--a-t-e-~ril.OoOOiWhr" [Up Invert 199.5000 ft ,0;; l~~---1100.0000 ft I . IMatch mverts. Record ld: prS ~ --=----.. ~.----~--- iSection Shape: ICircular IUnifonn Flow Method: !Manning's Cocffi~i~;;t:---[o.oi30 IRouting Method: ~el Time Transl~tj~nCOl~iributing Hydl-------- [i:>nNode icbr6lJpN-;de------icbr5 IM~leri;J---IConc-Spun :Size---------r24;'Di~-;;;-~ lEnt Losses ~~E--;;ct;7H~adwaJI .. m ---------"" iLength 1125.0000 ftSlope------------0.13% fup Invert POO.OOOO ft On In~crt--------99~83-75-ft-1 I, ii_ Conduit Constraints ; !IMin-vel~;Veq~ SlopelMax Slop~!Mi~C~~e;i [2.OOftis 115.00 ftlsI0.50% 12.00%13.00 ft j IDrop across MH !O.OOOO ft iExllnfil Rate 10.0000 inlhr IUp Invert 199.8375 ft ";On 1~~~rt----iIOO.OOOO ft !Match inverts. ------ Record Id: pr6 !Section Shapc: ICircular iu~ifonn Flow Method: tMann-in-g-'s-Cocf~cicnt: ~=~~~~~~ __ _ IRouting Method: ITravel Time Translation Contributing Hyd, ~Node -~b~--------,UpNode----jcbr6------ IMaterial IConc-Spun iSizc------124"Di~m -- lEnt Losses fCkoove End w/He,;dwall ... -------.-----.--.----- ILength 1125.0000ft--iSl~pe 10.\3% Iup Invert 1100.0000 ft P-!D~-Invert 199.8375 ft I ~in VellMax V ~IOi~:~ts~oO:esl:a::~lop~ iMln(.(~\J 112.00 fils 115.00 fils 10.50% 12.00% ).00 n .-----_._.---_ .. _--_. __ . - [Drop acros~ MH---r-O.-oo-OO[t-··-· I .--.-,--------.-.-. ,Up Invert 199.8375 ft ,----------_.- IMatch inverts. --_ .. _--- Record Id: pr7 IS~t0nSh~:·---·-·-ICircular loxdnfil Rate Dn Invert 0.0000 in/hr, 1000000[1' IUnifonn Flow Method: IMann-in-g-'s--CoctTicient:· ··iO.0130 .---, rR;;-~ti~gM~th~d:----!Travel Time Translation Contributing Hyd' ·i r::-. -_._._-_ ... ---.-~. ,.--' ---! iDnNode icbrS UpNodeebr7 IMaterial IConc-Spun iSizc --[24" Dia;-- lEnt Losses IGroove End w/Head~all m ----••• -------.-. ILength 1127 .0000 ftu----Si~pc 10.13% fup Invert 1100.0000 ft :Dnjf1~ert---[99.8-3-4-9-ft-II Co~it Constrain~_ .::·cc··:::·:·.:c.::.·c·:-, ---.-------- IlMin VellMax Vel IMin Slope IMax Slope Min Cover I~·OO filsJ15.00 fils 10.50% [200%.-3.001l I f : -"-::-',-------••. ,.----,-------------1 'Drop across MH !O.OOOO ft Exllnfil Rate ,0.0000 in/hr I rlu~p-I-n-vert---~~199.s349 ft ,Dn Invert 1100.0000 ft !Match inverts. ------------ Record Id: pr8 iS~~t;-;-;Sh~p~~:-----!ci;:Z~i;;;---- jUnifonn Flow Method: [Manning's -----·Cocffi;iel;t:----,o.iii30---- 10:::---------.---. -.-------------~- ,Routing Method: .ITravel Time TranslalionContributing Hydi i IDnN;;d~---. --. -"C[cl>r9 UpNod-e---~---!cbr8~----1 [Material ICone-Spun _ .. _ u' _~~I~------i24" Diam I lEnt Losses IGroove End w/Headwall I [Length 1125.0000 ft m -Slope 10.13% I Iup Invert 1100.0000 ft Dn Inv~rt---~-r99~8~175ftml W---n Conduit Constraints ....• _:~ ..... ~'m::I----------~-~---I I [Min Vel [Max VeilMin Slope IMax Slope [Min Cover! : 1[2.00 ft/s 115.00 ft/s,IO.5()% . 12.00%::l.oofi-! I ________ _ iDrop aeross MH 10.0000 ft U -iE~/I~filR-.rt~---To.oooo inlhr Iup Invert 199.8375 ft !DI~ Invert 1100.0000 ft- iMatch inverts. Record Id: pr9 iSection Shape: !Circular IUnifonn Flow Method:IManning's . C~~fficient:--:O.0130---- [Routing Method: [Travel Time Tran;l~tio~lC.'~;ltributingHyd-. --~-~-i ;-1,_D~n~N~o~d~e~~~~~~~~~~~·~le~h~an~n~e~·-I~~~~~~=-·-__ -_:UPN-od-e----·--!~b~=_-_~-_-_-I If:::~::-na-tt-:c~n-o·-:~-e-s----~,;-I~=-.. ~~:-:-~S-'eP'=;:-:-:d~w-I,-H-e~dwalliSize--____E4 .. J?i~~1 [Le;,gth 167.0000 ft un ~ .. ISI;;pe -----~-IO,l5o/-;----·1 [Up Invert 1100.0000 ft iDn Invert U --199.8995ft u i I," ===========-_ .... _,,-.. -:-"--:=y---------------------! ! I Conduit Constraints I ! [Mi~v~l~ Vel 'IMin Slope IMax Slope,Mi~-C.;;;~~~1 I' 112.00 ft/s 115.00 ft/slo.5()% .12.00%i3?OE~-] ID~~p ac~oss MH 10.0000 ftm-rE~iinfil Rate io.o~oo-in/h;1 Iup Invert 199_8995 ft Dn Invert '100,0000 ft I I , I [Match inverts. Node Records Record Id: cbrl !~p: IcbrI .. ·lll~crement jil.iOfi----.. -i [Start EJ. 1100.0000 ft ... --·iMax E1 ·-,108.0000 ft I [Classificatio~iManholc .. :iSi~cture Type rcS.~T"::PE ~~~.~~j iEnt Ke IGroove End w/Headwall (kcc-0.20) 'Channelization rc;;rvcd or Deflector! :Catch --'--'-'F5000 ft ... :[3()tto~-Area -i 19:6350 sf --, ICondition. IExisting ____ J Record Id: cbr2 [Descri;--jcb;z·--------·· ·I~1c~t----[O.lOft ·-1 r,:;---.--.. --------. ...... r-----···-··-----..... -, :Start El. 1100.0000 ft Max El. !1 08.0000 ft i iClas~ificatio~TManhole .----Stl:;;-~t~~ Typ~ !CB-TYPE 1-48-·-· • . :-----.--rr;----. .. .. ..;--. --~.---.r:;:;_--.. --.. -., 'Ent Ke IGroove End w/Headwall (kc-0.20) ;ChannchzatlOn ICurved or Deflector: !Catch 1L5000 ft rB~ttom Are~-rl-9.6350~f----1 [Condition IExisting .... J Record Id: cbr2a ,-'~--,,--.~.~-~----r-----"------------" . --., .. -------~--.-. ,-' ----.-----. --.-----1 iDescrip: icbr2a Increment :0.10 ft iSt~rtEl:---·-iIOO.Oooo·fi---------Max El.,-jo80oooi . .-.- iClas~iff~aii~~ rM~~-l~----------· Str~-~t~;~;f)ipe iCB-TYPE 1-48 rEnt Ke----TGro~~e End w/Headwall (ke=0.20) !ch;;;;;~ii~~ti~~rC~~~d-~;-D~fl~~t;;; ,Catch ~ .5000 ft ---rB~ttom Are~--1l9:6350 sf . ~tion [Eri~ting .-- ._-_._----------' Record Id: cbr3 iD~~·~~ip:----r~br3 ------·--------Incremcnt 10.10 ft ----j ! St;rtEl:-----r 100.0000 ft M ax-ET----r108~ O-:-CO-=-O-c-O -eft· [Classification IManhole iSt~cture Type ICB-TYPE .1-48. iEntKe IGroove End w/Hea~wall (ke=0.20) [Channelization ICurved or Deflecto-;: ICatc:h ____ J~ooo ft rBottom-k~119.6350 sf __ " c-------·-----r;;:::::-------- [Condition IExisting Record Id: cbr4 , i _____ J IDeserip: lebr4 --iill~rement 10-10" ft IStart EI. [lOO.OOOO ft iMax El.lrl O-:C:S:--.O:-C:O-=-OO-=-.. -=-ft---I [Classification IManhole ---------!St~eture Type ICB.TYPE 1-.48 lEnt Ke IGroove End w/Headwall (k~~020) :Channelization ICurveior D~flectc:r. r -.. ~-r---------~---------·---...---________ ."" __ " ____ t :Catch 11.5000 ft ,Bottom Area [19.6350 sf ! 'Con_d}i;;;-n _~ IE~;~ti-;;g ----------____ ; Record Id: cbrS rD~~~~jp:---rcbr5 Increment 10.10 ft IStart EI. 1100_0000 ft 'Max EI. Ilos.oooofi----- Classificati~;rM~~h~le--Str~~t;;;-~TY;;~ ICi3-=-TYPEI-4i-- E;t K~---IGroove End w/Headwall (k~c=620)Channelization [Curved or D~fl~ct~;! !Catch------1-15000ft--------iB~ttom Area "19.6350 sf '---. [C;-;;diti;; .... "IE-;'Tsting ... ..--J Record Id: cbr6 ID~~~~ip-:---lebr6 il~~rement [0:10 ft . '1 !si;rt i-I. ----1100.0000 ftMax EI. !J08.0000 ft I !cJa~sifi-~~ti;;-; !ManhoI~------"'--Str~~-tur~-T-yp--;;-k-B-. Tyi;E-I-4s----i !E;i K~---rGroov-~ End;;Head;~ii(kc020)Ch;~~i;~at-io;;-rC~~~d-~~'D~fl~~to~! : .. "-.-.--.----. r----------------.. --. .--.... -.. -.-. -,,'-'~-'-"--I jCateh 1.5000 ftBottom Area 119.6350 sf iC~;;-dit;;;;--rEx~ti;g J Record Id: cbr7 !D~~~rip~l~br7 ---- :Si~rt-Ei:--r-11-oo-.-oo-o-o""Cft----- 'Ci;~~i fi ~~ti;; IManho I e ·];c;em-ent----/D.lof,--. I lvi;x EI. [I08.00·-0-0""Cft---·-- 1 St;uct~-;:e Typ~rCB=TYPE 1-48 I .__ ____ .. ________ ..J ~~t Ke ~=IG~oo~~nd w/H-~~d;all (l~e=0.2()),~hannelization Icurvcd~~Deflect~1 ~~tch __ ._.f1:"rl.5000ft .. m.'.Um . rBottomArea 119.6350 sf I tCondition Existing ; Record ld: cbr8 rD~s~ri'p': ... l~b~8··-···-m i Increment 10.1 0 ft IStart El. 1100.0000 ft -··[Max El. 1108.0000 ft !Classification IManhole u .n •.. rStr~cture Type ICB-TYPE 1-48 lEnt Kc---Iili~ove End w/Headwall (ke=().20) iChannelization ICurved or Deflector ~~i~h . __ ~.~!L~~O~~ ______ ._. !Bottom Area [l9.6350 sf J [Condition [Existing ~----------.-----,.-.. --.------------~ _. -----------_. Record Id: cbr9 iD~scrip~··--·r~b;.9----· .. ··············Increment fO.1O ft !St~rt-EJ:"· 1100.0000 ft---'Max EI. ~..,.0-::-8 . ..,.00-:-:0...,.0-::ft~ iCl;~ifi~-;ti~;;-IManh~l~n-----_-;S;r~ctu~e Type ICB-TYPE 1-48 [E~tK~--fG~-;;ov;;E~d~7H~~d~~li(keccO.20) '61;~e1ization ICurved or Deflector ,.-.... --.. ·-r·_·_····--······-·-·_···-·-..... ···~--I--··· ... [Catch 11.5000 ft Bottom Area 19.6350 sf -------------,-----~-------.----'---.-----.. ---- [Condition IExisting Record ld: channel !Descrip: Jchannel !Increment ro: I 0 ft-" istart EI. ! 100.0000 ft rMax EL 1108.oiiOOft [Dummy Type Node Record Id: pondtooffsite [--------------[---~-----._- Catch 1.5000 ft [--------.------r;:--------.------- ,Condition IExisting Contributing Drainage Areas Record Id: cbrl [Design Method ,--------~ _._------ lHyd lntv SBUH 10.00 min ,..-----·-------··c--·------------ Rainfall type r-~---~-~- ! Userl ---~---.-----------~--------.. -- 484.00 !pervious Area 0.00 ac DCIA 5.79 ac r---·--~---··-·-- IPervious CN '0.00 DC CN 98.00 1P;~;TC~-------I(l.OO mi~ DC TC 5.00 min If_=I~P""::"'~~;~~~~,O:::;:':,:N C.k I S:~~:. f S9:b;ll! Ir---~----------------~----------------------~~---~---- i ' IX Composltcd CN (AMC 2) I 98.00 J I i ~::-----::-:: fI [I Directly Connected TC Calc i: II Type Descriptionr-L~~gth HSlop~iCo~ff-1 Misc i---ii----i 1[Fi~~d~~I---------r----15.00 min I II -~~------Di~~~tlyConncctcliTC----~5.0o~in .11 Record Id: cbr2 In;sig;-Mcthod SBUH I--~~ --------,--------- ,Hyd lntv i 10.00 min r-------~--.--... -.--'-- i 1- !Pervious Area 0.11 ac [P-;~ious-Cc-N~~~~---:-85.00-- [Pervious TC -----I 5.00 min Rainfall type Userl --Ii l~eaki~-g-F-a-ct-o~-------~---I 484.00 , Ii-----'---0::-:.20 ----i Abstraction Coeff DCIA DCCN DCTC I 0.00 ac I I 0.00 0.00 min r Pervious Compositcd CN (AMC 2) 85.00 -j ,·.c:,,::::-:-~·c-:c==,,-=~===============~=========TI Pervious TC Calc If r Type I Descripti~~""I-Length . IIFixed-'" r------"-·i----· i " .-.---." .. -,----'----'. Pervious 'TC Record Id: cbr2a IDesign Method f SBUH' . IHyd Intv "--r -10.00 mil; ,-------_.''''' .. " I , ,-------_ .... "",, .... _, ...... , .... _ .. . !pervious Area : 0.00 ae [pervious CN 0.00 ,-----------'-----'-._---_._ .. ------ !pcrvious TC 0.00 min Slope Coeff ! Misc '''-,,-. is.oo min "-"--,-"'-,,,,. --'-··-·r ---- 5.00 min . ".=-=.=-====_==·--=-==-==:=C==.:" . .! :Rainfall type ]'caking }'actor User I I 1484.00 I .-.-,--~----~------.'.-~-. --,--.-. ·I-·-----~--···----' Ahstraction Coeff ! 0.20 I DCIA DC CN .. _--------.. _._.----.. _-, DC TC , .. 0.18 ac 98.00 5.00 min , I ! 1'"''==_=:::='----''' -." .-_._'-_C'.::-..=:: I, Directly Connccted CN Calc I , I Dcscription _. --------'I f Impervious surfaces (pavements. roofs, etc) ----- Record Id: cbr3 ! i I " SubArea I Sub cn 0.18 ae I 98.00 .. ! I 98.00 , rfTh_;_~'_ig_n_-M_-_e=t-h~ -O_d=======~_":_-_-=S~~_'H .. Rainf~ll typ.~-'='_' _.. II Userl ,I !Hyd Intv 10.00 min Pcaking Factor 484.00 !' :-'-' , Abstr~~ti~~'C;;;fi---'---i 0.20 I I· ------T----------------------. ~--------.! Pervious Area I 0.22 ae DCIA : 0.00 ae I IPervious CN ---"r-85.00' DC CN -'-'-'---' i 0.00 '-1 [hrvious-TC js.oo·;;:;i-;:;-'DC 'i'c-' I 0.00 min i I,' ..... =_ . .=Pe_...:vious CN c=a=l=c===============,11 r r===--::===---------==--~=='=::~=--:::::-===-:-:-::=.---~=-==~-- I! Description 1;-'---,---"--, ----,-----,--C--,-,"-_C' "----,-, I Meadow or Pasture ...... __ . _ ... __ .,--~-~-.. -------'--'--' SubArea 022 ac " ,_ .. _-_ .. Sub cn 85,00 I r---- !t Pervious Compositcd CN (AMC 2) 85_00 ----------,-,---, -, -------------------------------,--~, r=-~----'---c-cccc-----ccc::::c-'-==--==-"::~~'~vious 'r~ Calc '--====c:=:=~"-==:.::cc_: "ec:::,,,_=::-i '!TYP~--ID-;;~~ipti-;;-;;--r~tll--sioP;-lCodfi Misc r TT ! [Fixed -[ [ [5.OOm-;;;--- I Pervious T(;-----[ 5_00 min I' ______ ========= ~J Record Id: cbr4 roe~ign Method [HYd Intv iPervious Area [Pervious CN !Pervious TC SBUH I 10.00min 0.00 ac 0.00 0.00 min ---------------------------- Record Id: cbrS [Design Method I' SBUH r-~-~~------r~-------- [Hyd IDtv I 10.00 min I '---IPerviou~-A;;;--------:----0.00 ~~- ip;~ious CN-:-000 ,--_._-_.------_-._---"" 'Pervious TC 0,00 min Rainfall type Peaking Factor Abstraction Coeff ,------,------'-' --,- Userl '-----!---484.00 ----------._- 020 I , -, 1 ! ._-----,-----,-_ ..•. _-_. __ ._ .. ,------~----.----, :DCIA i 0.09 ac , ,~-,---------' ----'-r----------I DC CN 98.00 i . -----.. _. __ ._--_ .. ," _. __ . __ ._ .. _---------------------,---_., ._----_._--,--___ eo! DC TC 5,00 min I Rainfall type I Userl i : ------'---------,----------! Peaking Factor L 484.00 I -.-.. -"'----------------I [ 0.20 ! Ahstraction Coeff DCIA DC CN »CTC ------------_._----"._._- ! 0.10 ac 98_00 5.00 min Record Id: cbr6 [ilesign Method iHyd Intv --------=-=-=-=---SBUH 10.00 min Rainfall type -----.. -~i--. w ·----------~--I Userl Peaking Factor 484.00 ----~---.------". --~-------,,---.---- Abstraction Coeff 0.20 iPervi~usA-;;a------~---O.oO~~ IKIA 0.13 ac r--'---" -------..... -.,._ .. _--, IPervious CN I 0.00 ·DC CN 98.00 [Pervious TC 1 0.00 min ·'riCic . '-.--.--1--5.00 -;;;j;;--·I lr--·-·---·----· -----D~~C;;:~:y C~~~'~~tcd CN Calc !SubAre~--!SUb-C~ :~!! ) :---.---.-~-------.--,,---------.----"--".,, - ----------,,-----•• --"--, ----,--------•• ,---.-,,----e ______ "_,·" __ •• I' ii .... _.-!..~pe~iotJs su~f~ccs (pavements. rools. ctc)_. ___ . _____ 0:]3 ac 98.00 I. it DC Composited eN (AMe 2) 98.00 ---.-------.-~--~-----~---'"" --._-,._--_._.--~ ._--"-" Ii ----: II Directly Connected TC Calc I; Ir--Ty~I,.....-D-e-sc-r-ip-t-io-n--II--L-en-g-tht Slope 'II -C-o-e-ff-1 Misc i-TTd'\ I'FI,..-·x-ed.,..--rl ~~----.rl ~----.-.--.. [5.OO-mm I I --'....------=D..,.ir-e...:.ct..,.l~y--:C:-o~nnectcd TC --------1 5.00min I _._ .......... _._ .. :-::_=========. I Record Id: cbr7 IDesign Method------~----SBUH !Hyd Intv ·------r 10.00 min I r IPervious Area I • :Pervlous CN Rainfall type Pcaking }<'actor .A bstraction Coeff . ,. 'DCJA Userl ._--[ 484.00 .,---_._._-. i 0.20 I -1------_._--1 , 0.13ac I -------:------------i DC eN i 98.00 i .------------,---------~--,-.-~--".---------~ Ip~~o~;TC---------i---o:OO;;:;;~ . .. --... ----.---.. --.---.-... --.-.. -... r--·----·-· -.-.--... -.. DC TC 5.00 min - - -----, .. -,. .-.-~-------------------~~ I ~ ······-···------------De;~:~-t;-::y C(~;;~~t~d C_N_. _C_al_c ___ r--S-u-b-A;;~-i--S~-b~; i 1----Impervious surfaces (pavemefli~,-r.;.;l~:-~t~-) ------I----o~13_;~---I 98.00 I ,----------nCComposite~~~S~!\1C 2)· T 98:9.~J ~~~~~~=,:..:,=---.--. .::=: .. Directly Connected TC Calc Type "1-. Desc-n-'p-tJ-'o-n--r-L-e-n-ith-l-si~pe 'I -C-o~e~ff-I Misc TT IFixed 1 rs.OOmj~-----1 r-------------Directly Connected TC-----------------T -5.0(i~iJ1-i i ! __ ._--_._------,,-_._---.----~----------... , -.. -_._----------_._-_._--_. __ .... _--... _-------_ .. _----...; , Record Id: cbr8 '--. -------------------r--·-----~---------------,---_._-------_ .. _ ... _--_., [DeSIgn Method [SBUH Rainfall type Userl ,---'-'--"'-""---'-"""--"-'-'""--'--r-.. ----,.-.-.. [Hyd Intv i 10.00 min r-----.-------.-------.----r·-.------Peaking Factor ------- --------.. :---LI84:0-0- ·"'-1 I i Abstraction Cocff 0.20 in--------·------------i---- IPervious Area I 0_00 ac DCJA -----,---------_.---- . 0.13 ac rp~~i';;~CN--------· -r--O.OO-_-c------------.-.--r-·-·--.. -.-.. ---.--- DC CN I 98.00 IPervious TC ··------1 0.00 min-DC-iC ---.-f-·-----·---··:---- I 5.00mm F=-:=-====··------·-=.·· :. :ce.-._· ===. , iL ___ .________ Directly Conncc!ed CN Calc il Ii Description 1 SubArea i~-;---,: Impervious surfaces (pavemcflt-s, r.;.;i~et-c)----~~r-O:~-r98.00 I: 1---- 1 -----------------, DC Composited CN (AMC 2) '--. I Directly Connected TC Calc ! Type-i Description lLe~gth Slop;--r! -C-o-e-ff- i !-:-~-------~--[' ,.---------------~-----------i-------_· ----.... -.-... -.... 'IFlxed : ' t=-=-~~~=~-_==~=:_~~=--Ei;~t~~~.;~nccted . Ie Record Id: cbr9 r-;:;;;---i [ I 98.00 --.J I -.-~ l i 'I f-·--·-r---··,-----'----l: Mise TT :: 5.00 min 5.00min i: ! IDesign Method--r-----sBUHRainrall type Userl IHyd Intv 110.00 minp~;ki~-g-F~a.::.c~to-r---~--I 484.00 r------------,-------c--- I ! Abstraction Coeff 0.20 ,-----------.. _--------,-----------._--.-~--. IPervious Area 0.00 ac DCJA 0.13 ae .•. ------.~~~ ,..----"----""'----"---- Record Id: pondtooffsite IDesign Method ........ . r--.-----.---,----- IHyd Intv r~~-~-----.-,---,------, I 0.00 0.00 min SHUll 10.00 min IPer~~·~·A;;;;----· ---... !----o.oo;;-~-. !Pervious CN 0.00 0.00 min iDCCN I 98.00 .DCTC 5.00 min Rainfall type Userl ; 484.00 ...... :--0-:-20 -.. r 5.00 min iPervious TC r I .... =cc::-:_-_-_~_c=:. Directly connected=C=N=c=a=Jc============::ccT r··-----· Desc;iptlon -r SubArea rS~b~;T I----Impervi~~~ surl-;~~(pavemen(~,r(~)t~,etc) 13.95 ac 1 9800--! 1·--·---··---·---·-~=D_C-C-;;~p;;;;it~d· CrT(AMCCC"' 2:::-)-~---'---r-9s~OOJ Directly Connected Tc:CaIc r--T-y-p~e-'I--D-e-s-cr-i-Pt-i-on--·rl-L-e-n-g-th--rSlope I Coeff i--IFi-xc-cd -I I ,Mise .1 TT I --=-,.--'-:--=-~ .... -........ --.~~~-. i Directly Connected TC 15.00 min ,----_.-----_. I S.OOmin : ===_=....c.===c·: .. ·::::::.-.::=::::::·_-~_-··-_ .. ::: .. Layout Hydrographs Hydrograph ID: channel -25 year Area f-1O.9600-~~I~H-Yd Int 10.0()-~'in iB~seF-low-I----- IPending tt translation f-IS-.1-7-m-in--1 lPe;k-n;;;'[8.3 il 8 cf~rr;~kTi;;;~·rs-.oO hrs lIyd V~~i2:S583-~;;-ft ITime (hr) I Flow (cfs) r Tim-;:-(h;fiFlow -(cfs) ! ·j·inle (hr) [Flow (cfs) r-·O~67--·[--o.oo65-T . 8.67 r'i488o 16.33-~rW5j--! F-f~~-F~:~::~'r :-:~~=~H~~~-u u .. ;:.:~ .' i:~:!!1 L; 1.17. [02552~r 9.17 1 2.577i·T·16~83.JI~1160 11.33 1 0.3587 1 9.33 ! 2.2104-" --17.001 1.1161 1'[ 1.50. 10.4345 I 9.50 I 2.2116-r-i 7.171 1.0790 I 1.67 ! 0.5178 T-(j:67---i2,i021 u"17.3TTI.0419 r·-1.83'C~-i-o.5-946--!~'-9~8~3 ···~i~i ,9924 17,50'~ :'~0420-1 1~-z:oo~~To.6464TnIO.OO"~rI9933 : 17.67 i 10421 ,..-.-"-_ .. ·r------I.---... ~·~ I'-'-~ ..... , .. " .. ! 2.17 0.7149 I 10.17 1 1.8833 ; 17,83 I 10422 1 2.33 jO:77931l033-,-I.T732 !. 18,oO-il.0423~ 1 2.50 I 0.8161 , 10.50 r-1~7738rnl'8~17 1 10051 r-2.67 I 0.8479 liO~6'7~1-1joo5 ' 18,33-: 0.9680 12,83 . ro~8755110.83-·-'1.6271 " 18.50 I 0.9680 1 .3.00 10.8997~-I--11.00--r~-~62js 18,67 I 0.9681 r--i17 I 0.9210 l-ljj7-~r'i':5910 18.83--~~~O-:%S2-~ 1---r33-·rO.9398~~r -1-i.33-~!-1.5544 19.00 I 0.9682 1 3.50 T-O:-9566~T _ 11.50·~-1.5548 19,17 0.9311 i~-3fj7-. 1--I~0023"T 1 i·.6i·Tl~51g2 J 9 .33-TO:S93~9 I' 3:83 I 1.0475 ·i-·iT.83 1.48J5--19~50 i 0.8939 I 4.00' 1 1.0618 1 12.00 1.4818 u ""-19.67 1 0.8940 1.4:17 1 1.1386 r 12.17 11.4451 T J9 .83 1 0.8941 I 4.33 112156-1 12.33 r 1.4083 20.00 1 0.8941 [450.~r1.2i86-·I-~i2.50-~!J.4086-i' 20.i~7-. i 0.8942 r-4.67--,-13063r-lZ:67-1.3718 20.33--r-O,8942-~- 1-~4.8T~· rl.3840-·1-12.83-~ [-)'.3350 20.50-T-o,8943 --I [--5-:<)0-11.3957 113.00---[-i·:3352 20.67-,0'8943 - 1 5.17 I 1.4737 113]7-1-1 .... 3355 20.83 .. I.' 5.33 11.5516 1 13.33 [l.3357-·! 21.00 1 ;5.50', 1.5620 113.50 1 1.3359 i 21.17 I' 5;67 .' 1 1.6401 ~67--f-1.29~90 r 21.33 I 1 1 1 0.8944 0.8944 0.8945 0.8945 I 1'5.83 1 1.7181 I 13.83 !l.2621 21.50 I 0.8946 1-' ---r ---!------~.-. -----.~---. i 6.00 I 1.7272 • 14.00 1.262~ 21.67! 0.8946 1-6.l7.__-T 1.8750-r-14.17-1-12625 21.83-- 1 --0:8947----1' 1 .' 6.3:f 1 2.0233 ,-"14:33TI.2626-1-22:0010·8947 1,(),50,1 2.0324 ll4.5o-l1262si' 22.1710:8575- 1,_.6:67. 1 2.2527 I 14.67 1 1.225S'! .22.33 I 0.8202 I 1'l>5~;83" 1 2.4737 1 .14.8:1. 11:1888 r 22.50 I 0.8203 I 17.00'1 2.4835 T 15.00 11.1890'-' --22.67:0.8203- 1 1 7.17 'I 2.7425 1 15.17·-IU891 '22.83-i 0.8204 i ;--__ 1 1 7.3 31"3.0021-1 15.3 3 I 1.1893 -:--2':3:00 I 0.8204 ! I ... r 7,50 1 3.0123 1 15.50 [1.J894!U23.-J7[-0.8204--i 1,:>7.()7k 1 5.6599 r 15.67 1 1.1524: 23.33 10.8205 i I 7:83 I 8.3276 1 15.83 II.ils3 23..50 1 0.8205 I 1,,8.09,'18.3718 1 16.00 11.1"1.55' 23.67-10:82015-1 1 8.17 1 6.2079 1l6-:-i7-[1J156' 23:831 0.8206 1 8.33 [.t'.0278 1-16~33--ri~1157 2400-[-0-:-8206--- 4.0339 16.50----iiisR 24.1 i--: ... 0.4103 ,----'----:cc------------. -----.-----.. --.--.-.. -- Hydrograph ID: channel -100 year i-.. Ar;;;-"IiQ.%OOac IHydI~t!lO:OOminBase Fi~;T--------: IPending tt translation . . ., .----[5.021]'1;;.;--1 IPeak flow 19.6592 cfs ~kiJ;;Fhr~,_~!I;':~ Vol !3.3118 acft I ~ .. e (. hr)IFlow (cfs) 1 Time (hr) :.FIOW (C5S) ,Tille (~,!_I F~~_(CfS~1 1 0.67. 1 0.0280 18.67 I 4.01SJ , 16.33 11.2824 i'-'~;~~ -r~~~f~-' i-::-~I-r~~::: , ::::~. i~:~1 1 1.17 1 0.3614 -~r-7-12-:-9675 ·-'-·i6·~11·2827 I 11.33 '. I 0.4848 I 9.33 12.5450 . -ii.0()T-l.2828-1 I ' ,l I 1r--1-.5-0-·f-1 -0-.5~69-8-1 9.50 1-2.-.5461 '17.17,-1.2401 I 1..671 0.6650 1 9.67 I 2.4198 'i7~:i~r-1.I974 1' .• 10.83 1 0.7521 1 9.83 I 2.2934 17.50---1l.l975- 1 2.001 0.8078 rlo.oo-T-2.2942 . 17.6711.1976 I I 2.17 '0:8846--1 -10:-17--12.1675 '17.8~!i~19771 _ I v. I, '! 1 2.33 1Q.9567! 10.33 --12:-0466" Is.6()-I--i.-J97Si I 2.50 10--:-9950 --I 10.50 r 2.0412--is:j-7-r-lli5I-i r-2.67 i1:0279-T-To:67-r-L9567 ·-'183~1 1.I124! 1 2.83 1\.05621 10.83 l-l~i21 18.50--,1:-u24--1 I' 3.00 l-i--:-0808 1 11.00 ._I_I_~725-H ---18.67 I .1.1125 I I 3,17 11.1023 I n.17 [1.83-04 n1S:8311.1126- I. 3.331 1.1212 1 11.33 i 1.7882 19.00[-IJJ26-- 1350 I 1.1385 [ 11.50 11.7886dJ9~i-7 -11.0699'- I 3.67' 11.1909 I. 1:t67 jI.7464 nn -i9,33j-J:0271 13.83 1 1.2424 1 11.83 11.7041 19.50-r n-l.-0272--. 1 4.00 11.2567 1 'r;!\oo" 1J.7044-1--1-9:67 . i 1.0273 I I . 4.171 1.3449 1 12.17 1 L662-I-r-I-9.83---TTom--i 1.,-4:33.)1 1.4332 1 12\33[1.619820:001 1.0274 I 10'4-.50'1 1.4461 1 12.50 j1.62ooT2'ii:T7'I1.0274 1 4.67 1 1.5350 r-12.67"'[1T776-1-21)~i3-1 1.0275'- I 4.83-1 1.6238 1-}2~8-3-~[1.5352 1 20:50 I 1.0275 -[ 1 5 . .00 I 1.6353 T-13~Q()--rJ:'5355 iO~67T-i':027-6--1 I' 5.17 0WT 13.l7r---i~5357 20.83' 1.0276--[ 1 5.33 r 1.8135 1--13.33---[--]':5359 .. , 21:00r 1.0277-1 ! 550 I 1.8236 1 13.50 [1.5361 -2I:17-TI:0277 i 1,.5.67>1 1.9128 1 13.67 Tl.4936 ,2ij'3T 1.0277-1 1'5.83-> I 2.0019 113.8.3 )1.45II'1-2150T-I:-0278-! j'6.og,._1 2.0107 r 14.00)1.4513 1' 21.67--Tl:0278-r F" 6:1'i I 2.1809 114.17· )1.4515-1 21.83----jI.0279--; !6.33· r 2.3515 114.33 i 1.4517 ! 22~OI)----!1.0279 ~----'f-------'---r-------'1--- I 6.50 i 2.3603 ! 14.50 ! 1.451R 22.17 0.9851 1 6.67 . i 2.6141 114.67-11:4093 22.3T--O.9423 1 6.83 12.8687114.83 11.3667 . 22~50 I 0.9424 1 7 . .00 1 2.8781 1 15.001 1.3669-i---22:~ro·9424 i 7.171 3.1761 r 15.17 )13670 i 22.83 1 09425 r 7.:n·1 3.4747 1--15.33 1 1.3671-1'-23:00 17.50' 1 3.4845' r--Is-:-SO----c--iJ.3673 : 23.17 1-7.67> 1 6.5412 1 15.67)ITz47---[zi33 I ·.7:83' j9.mo-T--is.83: ·11.282ii [23,50 1 I 1 1 I I 0.9425 0.9425 0.9426 0.9426 -.~----r'-8.00 JI 9.6592 r--16-:00 11.2821 "i--2i~lo.9426 1,8,-11;/'_1 7.1585 1 16.17 1---1.2823' 23.83 [ 0.9427 1.8.3311 4.6424 _I 16.33 [l.2s24T 24:00 I 0.9427 1.8;$<!;~{1 4.6482 I 16.50 112825---[--24]'-71 0.4714 ____________ .n_. ___ . __ nn ___ . _____ . Licensed to: Barghausen Engineers 6.0 SPECIAL REPORTS AND STUDIES I I ~ A- 8. e. o. QJmlNE L TIR Worbbec:1 b. v ..... ., Map I'rdimiooty Cood;rions Summary F __ :H L Soib Map L OO-Sne AltalpU M.lp P,e.1cv<1oped Si'" Hydro"'" POlotdewlaped Site HJdrolO'lD' H""oI0gk0J AnaIys& De~nti.otJfWa!et Quality Facility De..\ign F~ IV. Table: IV. Fipu<s: v. Table: V. L b. E..Wung Hydrology [)evIo:lopc::d H)'lrotogy Hydrogra.pb Summary b. Pipe Summasy ShecL s.a;". Vl Special Rqoons ud SMti .. A-F100d Plaia Study (lola""'. 0 ... ) 8. I!uthwoi-k CaIcul&d"", Se<Uoo vn. _ ODd Coma>wIi., Plan "' ... _vm.Od>t,_ ."~1Y-~'~~~-~;~>?~:~'j"~~-~~'_-~'~~1~~'!~i'~-¥~~"'\!~~f~:""" - -.'; Sectioo X. Boad a.-.... Worl<sbe<t. _I De!eatIoa FodIi&J SuouJwy SlIm .... _eov. .... I I • i 1 I L The _ ~ or Clod (Cb=b) ...".... .. """""" • _ ....- -.lOp ~ indudiqolli= ,_ ...tala __ ...... (I'rojm) ... as Site .. UZaoI "ve. SE ......... Vuky ........, (S;,,~ The prcdeYelopcd She ~ of ~ Held Nopiq fPJII7 up hom the M.,.ac Volky !tip.,.. The..-woo .......... ., '91S"'" ._ d<arine. p ...... and founribaiost COIUU\actioo was COIIIpkted d tMt ti:aE:. fxJwco./Cl'. cbe proj«1 noel """""'" .... f_ -" "'" .... """"' ........ n.-~ Site _luda the buiktia&-pam,.. and t.n.hcapina· l1le bui5ding and putiDs ~y fit ova !he-Jlf'C'YioutIy approved pi-. 1hc propmy £:MUins So7.}7 IQ'n. wd the Project iovoJva wwk on abouI 11.7 IIC1U. TM 5OOp: ('f lhe Proja;1 u.:ludo a "1.000 'Io4uaK fool buiMint and parkins for S20 can. Predcvttoptd ,rom "'.lief IlII'IOff dl~poyti()n (OIUl~ or ~ .ad Sile runoff ovtrlarod fIowine 10 the north~ snJ di~hMgjn(!. to M.Id"c:'l Creek. through the: ptn~)' COIUU'lICeeJ O\IIfall cuJ"crt. r~dc:vcfupc-d Itonn W<Ilft' fUI"".ofI disposition win _I .. colkcrion. of upsttQRII f\IhQIff. 110 collccUon system for roof and parkina: tu. runoff. btof~lRtion. a t~ watcT quahty/GctmlWn pond fac~t}'. and wKhu,e I,., Ihc nilin& poinI lOt diKtw-g.c throueh ;II combined outran being ~ as par1 Gf the SR 169 (Maple Valley Hilb .... ,.) improY1:mcnt. " , .,. 'j? ~: r-t ~-. "»i ... , ""-.' 'l' ,. ~. (' .~ i ~ L ·e ~ ., KIng CIountr ....... and Land o. • .aop. ... nI ....... TECHNICAL INFORMATlON REPORT (TIR) WORKSHEET PART l H>lECH'[RMI! A~PI..ICATlOti 0- OSboll~ Do.-. ~ c.c...--. :=J ."... PART 2 . PAO.tCl'l:)CALCN~ • .~'. AN~ C~':>CR':?i,or PralKlNatne ~ ~y of Gal: '"'- lowtllNp n" RItge .. t Ser;:IiofI 2) Pro;IId ,. 1 'S.l /II:; ~~ .... sa ~At:; __ rb4ii.\lii' ... J.i8@ o ~IG""A o OOE "" I 0 DOE Owns.t..ly OfEW.~ ~ 10 eo<_ o ~ ~L4IgWI.4I1f 0-, D~"""" o ""'" 0 .... ·"·flEU'*18kll!l§".)4.'."f.'IU.'bI:t.GI -.-.-,,'" .. -'" CTER7S1ICS .... ' -• .; -.,,:, -... " .. _."", •• T -~!-, 0' __________ _ 0-__________ _ o 5 r '5p~op. DHIgh~'" D~"""'" 000- PARt 1 SOI"-S --..... '-: -t' , _. ' nr 0-2\ ,5-70> 6_15\ -- ",-1 .. 2 KIng CIuItw "*""" Iftd lAnd O. '; II D ........ TECHNlCALINFORMATJON REPORT (TIll) WORKSHEET I 8 ~CI!.~'~'P~"'~~'_~~ i,§:===== '0 I' 0 -.. -.. -. -.. -------... - PAFn"E<;Cr;j[OUJA[I,'pI15·. ".~ " ~ ," , ',,' .', I! , , ~esc: REOWIOtEHI's _£><_ DURINQ(XJNSJAUCnoN ~C<lNSTJIUCJlON ,~ 011 ~¥ ....... F"" 00 --...-~ 8tIbVad~£'*_ 0 ~""""l~ESCF.c:I'" --"""'" (Xl Clooowt -' ""'-M SIt fIWIo.tIItIi G CIe.WVIg...t~R.~ D E.....-Opwdonool"""-.... r ..... 0 0-_ 0 fl.Q U'o* at NGP'ES 00 ""-"-s..-o 00- ~ 00- 1, :lQ c;,_~a.-.t C ,-0_ " ~ 0 0 __ 1 ... -v .. _ .......... --~.!.....---- i """'0.-n E--vt""' .... "'" CJ FIcN~ ::J; "" ...... -, w ....... CJw_ c., '=iI ~ Ll ~Oo>"'" ;:-a:=a:r:;. 1 .......... "'-I ar..r~at~Ope<.... (JJ(.[.t("nW OF srTE , l.!l"S'Jl(£NtI ll\..I'OT, BICf'lLntATIat. 1: (DI!rHED ~~TDti'lQi r~LJTI.._~---E...~ Alt1'&'>. , I F~Roda..:Js..~ 0 ~sr-.~ ,........-. .-, '-'--1 ----~~;;;;;;;;;;;;;=.;J o Catir;"-v.M 0 __ o fIod.Iy)o4'ttgh o , ... . I , ...... .....-__ .................................. Ac-.I __ c.--.---... _ ................ --.-....... PART t'Z USENEptr~"TA,o.Cl5 '. '.'. o a..n.o-E--...w D~E~ o tk1Mto..oa~E __ 0'_ 0""'" ~ t ........... ., ... ..-. ... ~~~'::ht:.~ __ ~~~~~~~c:t:!."!.~j ...... ~ - ,/90 \ I I I I i I J I i I IL ~ .. HI. OIJ.S"IIC AaoIyoio (~ I) The Site ..... .......,.., _ 1).7 oan. The ....",.. ...... .-_. _ .... ibutooy ...... Site, fIow..-.ur _ ........ V.u., IfiaInooY Ibm -. Thdnmofris-..,s 10 dIe _ _ ....... _ lido oldie IoIopIc Valley lIioJ-Y ao4.............., .. _ Cftdr. """"", .. __ ao4 lr CMP -.u .. apoiDl_ doc_ eocDn oflbe S"dt. Tm abIiaa,lr OtJIfall wa (:OQSlNCIcd .. J*t oflhc ptCYiousIy 'I')'IO¥Cd ...... io lOti. The..no.a outfaJJ boo ........ podiaIly lilICd ........ Kdimc:aL nil out&II ... oil/wlllrr scpareor ate sdduIcd 10 k fq1Ieud .. pel of wsoor • ...,..... .....,.".. ..-Je<t prior '" """!'ktioo of die a..u .• ..- project. The ptojed proposes SO discharae JUDOfI' apmaaa of the DeW oilhw.ter scpInIOr .. oud'aft. No ~ arc antkipelcd wilh INs out&U. Set Section. IV for • moft "led ~ on bI5iD and runoff cbanclcrist.ic:s. At the perini: _bnc the Siw ruDOlf intm:cph Madxn Creek. the total upsUeam tribtaaJy drainaac" .rea 10 the Q"elt'k is approximlld)' 1490 aan.: thm:(ore Ihe Sillt compi:Ies approxima~1y 1% of lhe tribuwy ~ area at iu. ~ of di$Ctwgc. S« Firrc III L orr·Silc ~Iysis Map. Ma4sm Cr«k OfiJinalC1.hou1 I :; milo ,outhwcst of the Site. Tbc' creck oo .... s northv.nt tbroueh a sa«p ra.... 1M upstKatn an:a uibulary 10 Madsm Creek C()ft$f~S of CorC'ACd uplAnd pblnu.. B.P.A. Powcrlmc Rj8hl~f.W;l)o. and the hirwoOO Communiry IPd Golf Counc-. Appro""nu..dy onc:-quart« rnik upsueam (rum Ihc-S,leo MadKft Creek pmn throufh. • flood dlvcnion wuctWc whicb is maintainrod by Kin; C6Wlty sm.e WJIZt ~t Division. Thil flood dfven;ion $trDC11U'C ClUSC"S a:cnsivc Row hWCf 40 ch ro. Ibc-100 yur 11Orm) to byp&H &he natunl ott'" chlnnd IIJId diverts Ibeut directly to the Cedar Rlnr via an o ... trllow channel. Tbt purpose of tho: flood di'te~:.m struCNIC is 10 prot«l p«:t;:tertin .tjaccnllO tbe-natural cNAnd fr<Hfl flood damacc-Sa Section VI for lhc fKJOd plain study and ~ IIIOl'e dcWlcd disc:um..n or the ftood di~ suuctUIit opn1lltion. [ .'f.' ~~-~-~-----~------- I I I I I 1 1 • Madtat Oull'lows jmI west: ofthe-Sne IDd iDIac:cpIIlhe She nIDOff ... Ihc __ ...... of ... S ............. am ......... nows_ .............. sid< of MopIc VoIIq u;p...y. The Clod< -.............., 400 r ........ oocI aooses IInIkr lite IIftriIcnr ct.md dwouab ~ 16 Jl 12 c.M.P.A. aDd ClOIIIiaIIcs WtsI fot _ 2011 ..... AI. ...... juoI_ of ,_ A .. SE. .......... _ ...... Mop\< Volley IfiaIIway ................ b<d tIv<>aob • n" ................ or CMP ~. 1'bt au:k ilia ~ UI'IIkt t49th Ave SE IIIrouib • 9 It. x ] ft .............. _ .,.. ...... <hmo<' <OaId...,...ny ... _ .............. in sMp;; 110 • &d dt:cp Mad 6 10 10 hd' wide witb • liable pad bonoIa aM mcdiuIo to heavy bnab 011 !be bah. From 149tb Ave SE. Ibe c:rtdr. tIowt west end --_ ............. .......,._ ................ ........... to the: Cect.~. AI. poiat ~ uWc: do ...... eau hom die Site the Sj~ wmprixs less iIhID 1% of the lOII.I tributary area. No prolIkmI lie ~ in the: OOWl'l:RJ'eanll sysum. ~ 01 the dowmtrcam lys&m'I was IttIbanccd in 190 lOr OOQV(')Ia:JCt' aDd aquaaK ~ P'.JJPO!CS. One possiblt ~ tbIt renaaim is w uossana IIadc:t the ovafIow a.-.el and ~ Maple Valky lliah-y; ~. this crouin, is schcdWed to he rcplKcd with a combinol boll cuhut as pan of "'SOOT's birm-y wideniaa project scMdulcd 10 bid in Ute (.all of 1992. fklodUlg di4 occur ilion, Madxn Crttk duMa the ~~ SUIm1 in January 199O ... -Ncb nCftded .. 127 yC'1U iRorm C'lcnt; however. the pfcviot» flood di"UJion SIr\IICt\ft was only deiptd for. 25 yev stonn. Kina Count)' Sur(K'C Water ~ tcbWh the flood cti-msion W\JC1\IrC in 1990 IOh&ndIc!be 100 reM storm in {lI'dcT to protcd ~ popcrtics.. lht 100 ycat fIoodpIaUt JIUdy lScc1ioo VI) shoI,o..,. dw Madsen Creek will not ovcnop jts baftk adjacalllO Ibc Site dwine ~ 100 yew Jlonn tvcDL fUl1btnnoft~ _ WSOOT pans to cnhMcc-the-muindct of dle IIaIWaI cbanr.c~ .. Mapk Valky Hip_y 10 the Site's poiDt of diJcblac as pan of !he bialr*ay widraiq JIf'Oic:d. nw cnhanccmml wiD improve hIbiUI Del inausc: chanod apKny. Oak sIouchiaI and 'iICOUr occur Oft an up!IIJ'Cam oJIliIc porUm or the ~t.dsen Cfftk dIrmDd ......... it. flows dwouah the JIccp ravine. Tbcsc problem .-c a.Uoci.atcd ""'ith Ihc AeCp 111M of the A"iae aDd w;th • Mcuo K'WU IbIc wWdI pnIIds me cuck. .,t\A)'i;;'j:;il~'\· . ..;. Kioa· ~ Surf ... W_ H • ... -un. to.arm... ... . pvWaa. Due .. "" ...... _ ...... ..-;. ..... of .... 1\ooJ ......... .............. __ poo/>Icm> do .... _ .... sn.. I I I ! I g ~ ~ ~: :3 ~ !l .~. '. ~ !'P'!-". ~fj': I I , To 1 n PbIIIt J _ Pbasc n of this project the NMlf hydroanpb:l. ....................... ror ............. ,...ru.. ... ...c ... __ .......... fIJI' both ~ nil WIll .toe. 10 simplify aaaJym mel mIuce COftSCnIdioa COSIS ~ widt.1be de. Ii L'w .. plity Cacilitie&. Tbi3 ~ d:oaId be dIcctcd wbea lbe Gall IayOUI is m.wn. ~ 11 is expected 10 un tiMely RlUow I'ta&x I: • tbadorc ~ rcquiraDaIa; IbouId rttnain com1SImL Fiprc tv .. shooM. lbr dclineaUoA. Jizc _ c*r cIw ..... istiu of Ihe ~ 1n'btDry area. F"IJUR IV b. shows Ihe ~ site: .... ~ FiB'" IV c mows the posICkwJoptd sHe basiD ~ 1k cakul.tiom for ooncentntioa Dmes. CN avcraainI.. ~. and GOIIlfIUIU' ~ NDDrr cbarKtcristic..J are induded afte, substction C • Hydrol'o&~ Anatytis of thi" kCtioD. Pnx:.edurn. anumptioas. taktdarioas., and C-OfItpUIQ results f. desip of Ibt cktcll~ quatify flriliry UC' included in Subsecdon D. A. ~ Hy .... """ Tk upsuam offw basiD U'ibu1ary to the :aile: b.tsin has the-follO'Wlng c~: 1.1 Ie -" over AIdcrwood . Ki~p soil 2J.a WOOIb over Aida-ood SOJj( 17.S K ('l.: -76 0i..!C.l.0 Ol '" 76 The Jlf'Cdn'dopeJ ale evnsiIlS of. fidel j,mtJy dop&llj up to ahc: south from Ibc Maple VaDcy HiaJrw8y. The SiIit' was or.pwly I.ISed as a daily Ca:rm:. howc:va. sipi6caDt c:xc&ftIioa .-d ["'IIfina 'MIl dote &!II pao1 ('of the: ~ pamiacd projecL ThiJ Matysia rcfleas !be prniwa work AS pari of the pltdcwc~ CGndition. Fj~ tv II-mo.s dI.c JNc:dcu .."...... bJdnioP; IWOditions and ~ charactaistic.l. The-sile e:sxnaiaDy COtdisb 01 • JiaaIc baM \with Ihe followina ~ I I I 1 ., 1 .; B. , ,'., 1.41' ~:L .. •· "..., .. ..; .... .y.nup ~,,--,.,..., .... 2.1 K ftIICIIIIow 0'Ia" ~ IOiI 2J..K J'C*111Nes ...t .... om'.AJdcr"II'OOd soil 13.71C CN-IS CN -71 CN-7I ~ CN -71.9 Tht post deTCIoped me CDDIisLs 0(21 .tq-.1te sub basins lribuwy Iottspeaj~ en::h basias. ApiD IhI potl dndDped coadibom in<:lude ~ eoadiUoos indudc rwure buiJdUc .. p.tiaa: Sol t:IlpII'ISiod in order to sitt Ibe-~ .nd water quality fKiJiOcs lot the ~ ~bk build out. T abk V.b. u, she COft'llC)'aDCt: analysis KCtioa I .. acta IUlIbasiJI dt.uxterislM:. For the hydroloJicaJ analysis. I.be cumulaliw charac:tcriJtic of tbc pOJl 6evctopcd sdr an:" as follows: l.J at: ~ bndsapc-aJn."J .l.L!..K impervious "..kme. Ji.;kwalk., and roof uc.as 13.111C CN -110 CN .. ~. Tb: offsi1e upstream buln I'C'nWru. undullilcd. Runoff from Ibis ofTs;tc upstIeMn subbuiN ",.ill lit: rouud ~ ~ dclcnlion.'wa&cr quality f2ICililki as ~lJo""'Cd pet Core" Rcquitant:m 'l. Tht upstrum off1Jtt" 100 ycas pe:d runoff rate" of 2.~7 <f~ i.lns lhan 10% of lht ~doped UU: 100 rnt ~u. runoff ral(' of 11.15 <f. c. The pudc'vclopcd and posIIkYc:!oped Albbnio runoff bydrop-apfts 'IW:n: ~ usinc the $.B.U.H. mctbo4 The RI~lU Wftt: modc-llai usina; tflc "W~ub-V~ l' tMlpt:lef model by Entmiow. Splem. Inc. The 2 yur. )0 )'t:at. Md tOO year h}drosnlpU .... 'U"e dcvdopcd fot all lhe prcckwlopcd and '~'·,,:,,c~_,, ~~n\~F'f.:rrtr.~~~ 7->"-:" ;"," N 5 .. a '.'" I . I ·.;f i :/~;. i , ~":!' '1[ I ':.'61 :9~ ;) I , C I I I J i I , ,. I '. ':·~~~~~:~:~i~\~;~~tr~~~~~f:·~:~tN': ,!~,;~j" '~'N{~-~~-' ' , .. ~ I' Parle ·0 o ''''''---1; .? ,:- §'~t!i:N';~,~m~~'''l:'~''I'''1.: ..... , .. :~",,..; ... ,. '-~<5;!4rt!~~._,:t:;h&& \, \: -..•. : .~ .j "l 7""---- / = -------------- .. I " o IHtttH~ .. . -- . ~ _. -. I ! '_0> ,J :~ '!" --·-----!~~~~:&~?5+~:::;-:~~~·-~i::;~:-~'~· ;.; ------- --t ;1, '. \ I I I . 4 "r- 'f ' Ii ':"1 1\. I \ -I , ;,/ '. , I ;~ I ' ~ .. .. 0 ". aI :a .. • • .. z .. ... z ;! • l~~ J ~ Ii f ~ • • ! I I I I j . De · .... opka -....... ~ Ibm c:oatbiaeII co ptoduce ,.uk, '; S .. i '. hI cj ,.", lr)dr:Otpaphs for the JlWPOK oIlizi-. .... -..&riIily._dniooood. ___ i_IV .. , .... .... .......... pa'""""" ood pool dndopod ..... IT hydnopopb _ C i lot baia JWIOft" chaadabdca aDd rda&ed Dhibib ~ iDchdtd on the foIIowIoc "''PP''N'';;'''''' __ far cbe ptWpOJe or Qii .. "MCIC JpII:IO IJDIJysD. the SiC£: aad apszram bibutuy aaI wen-brutaa doWQ _ ~ ~ (or exb rcsptttiW!: c:atcb. tum. Tho: 25 yea MIl 100 yaI bj"op..., were"" dcvI:)oped for each aattb buin·, tributaI)' .ea. SiKC &be Site and ib upII'nID ~ II'ea nceedJ 25 acn:s. the S.B.U.l1. I:hCthod and WItcrWDtks modrb wee UICd 10 dn-c:1op lhc nmoIT h)'iJropptr, for COD\q'UICC '111cm anMysU.. = I I I I I I I I I I I I I 1·----- I -,,-'----' --+,~-+' --,'--;.-' .j.-'-': .. -:.......' -'-lj-'~,--I ~ ---'-' ',-'-I~~~~=-'~="~~~ '::--" I -1£!!Yi..L..1_-+_-+-=.-:"-_" ..:.4', :::-.,::~. .~-.-:~j .~~'::j I iSH'--'·----t I I -!~: ~ i~~~~ -. ·:t=:~~f~~ ::-~~'-·;~i I I I I I ~ I I It -0. 0,'10 .,. 1, '0.-,-8.>"'''''i ! . ~ .-.: __ ('1.:0 .0.. (O_-O)'. 'foT)~ I -.''t,_---'_ --.,', ='1' -_-l:: -=1=:::-:-":T-_,'-=-.i I, J. ,---. r --~ '-.' 1; 1 I I i I ~ ~ :1. __ ~ • , {"---- --1--- 1..1_· __ - : I ~-- -- , : I- I j- L ----1 --- ~-t-, --, r----- i ~ .. _- t--, t 1 __ i _. I -i - -1 _ -I ---- :._-'-.-+.!.I---'--.--j -- -r; _ ---1-; --I - - L i _ . -] -=_~I_~' ---_._-- I -t--- ---I ---I ! I i --. , --I---. _J , i -I I ------- ~ ." .~ , ., '. -~~ 4 .>J _;~J! ';. ", ·x~ >~ .? I;;;~ \N DESIGN '" fUll h€NTON /+.0.14. ..... "" 'IO>:l« er5TREET. SURE a liiL/?ol.J:Y:O''-AN~'::' V ... 90033 :s '" 822.... FAX (208) 822·7870 """AAroBY. 1.Jf'4i) I .... II"!., I -.- J I I I I I I I I I I I I I I I Ct-f:CXEO BY. .,"'"'" I , . " .-, .. -I---'-1-;-' , . .. - 3.6:;,.,·-".j '--~ ----~ .---. ---.+_ . f-_._--1-'-' -. -' '''-;: .,.~'-.. f---"----'-_ .. _.}--_. Vp~...,i '-O~, i':.!::vi.l~l<i.: -1-.-C--i' -! '-f-------, '-f--.. --. -I ' .. I , .. S'·j'I g.,,"{ x: ~. , I , -_. .. , "-, - -I .. , -" , --: "'I ,. ·t-t- ,,' I i -I . , J -+j--~ I , .. , . ~ .. ! -:::l :-.. ~A:'~-:-~' ------H!r-.;.-.-+-. f-! -,-_-.. ~-,--, t-,-+----l , .. ---, .. ,- .. -j" I " ....:._i _" _i ------'---1-- --!--. t 00ii .... '_~ .. _, i , -I -I ------_._-, --!-,---+------ I I I I I I I I I j I 90034 Detention Analyel. ---_ .. _-_ ............................................... --.......... . BASIN stHWn' IlASDf 10, Ib SBUH METHODOLOGY NAME I Up.ere .. area P2 TOTJU. A1tEA ••••••• ~ RAlBnLL TYPE •••• : PR£CtPITATION •••.• TIME IBTERVAL •••• ; TIMB OF OONL ..... : A8S1"RACTIOIf COBTPl 17.50 Acre. OS"'" 1.00 inch •• 10.00 IIlin 111.00 natn 0.20 ~I 0.00 cf. PEllVIOCIS AREA ~ •• I 17.50 Acre. Of •••• : 71.00 IHPIDlVIOUS AREA. MEA •• ~ 0.00 Acre. ClI •••• 1 ".00 PEAK RATE: o.tS eta VOL: 0.60 Ac-tt TtHB: 770 .in BASIN ID~ Ie SHW METHODOLOGY TOTAL AREA .•••••. : RAIIIWALL TYPE ...•• PRECIPITATION .. __ : TIME INTERVAL •••• ; TIME OF CONe._ .. _, ABSTRACTION COErF, 17.50 Acre. USERl 2.90 inch •• 10.00 m.in 111.00 mln 0.20 PUk RATE, 1.12efll VOL: 1-]8 BASIN 10, I~ S8tnf M£TIiOOOLQGY TOT.\!. AREA ... RAINFALL TYPE ... PRECIPITATION. -=-IME INT£.RVAL ... TIH£ OF" CONe .. ABSTRACTION COEr;: 17.50 heres USERl ).900 lnchell 11).00 min 111. 00 min 0.20 PEAl RATE, 2.27 cta -0'01.: 2.42 8AS2FLOW$; 0.00 ct. p£RVlOUS AREA AREA .. : 17.S0 Acree Clt •••• : 1&.00 U4PEAVlOUS AREA AREA •. : 0.00 Ac:c-e. eN •••• : 98.00 Ac-lt TIME" 6S0 ",in BASEFLOWS; C).OO ct. P£RVlOUS AREA AREA •. ' 17.S0 Acre. at .... ; 16.00 IMPERVIOUS AREA AREA .. : 0.00 ~re. rlf .... : ~8.00 ",c·ft TIME: SlO ~in I I I I I BASIII' ID: lIb SIIUIl MImIOOOLOGY 'l'OTAL ARItA ••••••• , RAIRPAU. TYPE •••• I PR£CIPITATlON: •••• ; TINE IBl'ERVAL •••• ; TIME OF ODNC •.••. ~ AIlSTRACTIOIf COEFPl NAME: Predevelopecl Site P2 13.70 Acree USERl. 2.00 inchea 10.00 sin 11. 70 llIin 0.20 BASEPLONS, 0,00 ct. P£RVIOUS AREA M2A •• ; 13 .70 Acre. eN •••• I 78.60 1Ml'ERVIOOS AREA AR8A •• : 0.00 Acre. Of •••• ! ".00 PEAK RATE; 0.,6 cfs VOL; 0.58 Ac·fe TIME: 480 _in BASI" ID: tIc KAME: Pr~eveloped Site PIO SBW METHCDOLOGY TOTAL AREA .•••.•• : RAINFALL TYPE. _ •. : PRECIPITATION ...• : TIME INTERVAL •••• : TIME Of' CONe. ABSTRACTION COEFP: 1].70 Acre. USEJIl 2.90 inchee 10.00 lIIio 11.101lun 0.20 P£AX RATE' 2.96 cta VOL: 1.2S BASEFLOWS: 0.00 ct. PQVIOOS AREA AREA •• : 13.70 Acres at .... : 18.60 IMPEkVlOUS AREA AREA .. : 0.00 Acree 01..... 98.00 Ac-fc TIME: .8~ ~in BASIN rD: I Ie NAME: Predeveloped Site PlOD SBUH METIfQOOr.cx:;y TOTAL AREA •.... _ •. RAINPALL TYPE .. _.: PRECIPITATION .... : TIME INTERVAL ... _ : TIHE OF CONe ..... , ABSTRACTION COEF': 1).7'J Acre" USERl J. ~Q inches 10.00 min 11.70 min .... 20 PEAK RATE: 5.'50 eta VOL, 2.11 8AS£FLOWS: 0 00 ct. ~ERVIOUS MEA AREA .. , 11.70 Acres ce ... : 7S.&0 IMPERVIOUS AREA AREA •• ; 0.00 Acre • eN ••.• : ~8.00 Ac·tt TIME: 460 _in I I I I I 5/ 'I'] MOJ. Det~IOD Aaalyei. ---•••......•••.•..••••.....•..... __ ...... _--...... __ .. --..........•. BASIH tDr IUb ..... MBTIIOOOLOGY toTAL .AJtI[A ••••••• I RAINFALL TYPB •••• : PR£CIPITAnCII •••. : TIME IIffERVAL ••.• : nMB OF cc.c .•... : A8STRACT1C8 COEFv: BASI" smotARY NAME: Polttde:veloped Sit:e P2 13.70 Acue OSEIU 2.00 iQ(:'be. 10.00 _in 7.40 min 0.20 BASB:FLOWS: 0.00 ct_ PERVIOUS AREA AREA •• J l.2. Acre. eN •.•• : 80.00 IMPERVIOUS AREA AREA .. r 11.4' Acre. eN •••• : ' •• 00 PEAJ: RATE: 5.57 eta VOL: 1.80 Ac-tt TIMB: 4.0 lIIIin BAsIN IDo Ille SIlUH ME11IOOOLOGY ~AL AREA ....... : RAIMFALL TYPe •... : PRKCIPITATl~ ... ,: TIME Iln"ERVAL .•.• , TIME OF'" CONe •.. ABSTRACTION COEYr;': PEAJ( RATI:: BASIN !D: 1 I Ie SBUH Y.E1lfOOOlJ)CY TOTAl. AREA •••. RAINFALL TYPE .... : PRECIPITATION •... : TIME nrrERVAL ..•. ; TIME or (.'ONC ••••. : ABSTRACTIOtf COEFP': NAME: Postdeveloped Site PIO 11.10 Acres USERl :Z.70 inches 10.00 l1Iio 7.40 :'IIin 0.20 VOL: 2.77 BAS£FLONS: 0.00 cf. PERVIOUS AREA AREA .• ; 2.1" Acrell CN..... 80.00 IMPERVIOUS AREA. AREA.. 11.4& Acre!! ~. 98.00 Ac·ft '('IKE: 480 min NAME: Poetdeveloped sit~ PIOe 1).70 Acre. (JSERI ).90 1nchr&a 10."'" ... 1n 7."0 lIIin 0.20 BAS&FLOWS: 0.00 ct. PERVIOUS AJU:A AREA .. ; l.24 Acree CN... 80,00 IMPERVIOUS AREA AREA •• r n ... ' Acre. CN •••• : 98.00 PEU: RATEI Il.8S ch VOL: J.81 Ac·tt. TIHB: .. aD !!lin I I I I I I I U i I I I I I I I • I I I ·':::,::-.. , ..... BMIlf tOr \iI~ 6lIIlII~ TOTJUo AREA. ••••••• J; llAlHf'ALL TYPJf •••• r PRBCIPInTIOiJ •••• t 'ftMB lJII'I"B:RVAL •••• I TIMB OP COlIC ••••• I ABSTRACl"IOIf coaPVr U.70 kre. usmu 0.'7 inclle. 10.00 _in 7.10 IIlin 0.20 BASBPLOWS. 0.00 ct •. HllVIOVS AREA ~ •• f 2.24 Acree CR •••• , aO.DO IMl'IlRVIOOS AJW. ARSA •• J 11.016: Acre_ c. .... ; ,a.DO I.U eta VoL: D.C5 Aeon TIME: tao _in BASIN ID: III SBVH MEntODOLOGr TOTAL ARn ••••.•• I RAINFALL TYPE •••• : PRECIPITATION ..•. : TIME IIffERVAL •••• : TIME OF CONe ••••• : ABSTRACTION COEr,: NAME: upatre •• area l/l P1 17.50 Acre. OSER! 0.17 inche. 10.00 !!lin 111.00 min 0.20 VOL: 0.00 BASEFLOMSI 0.00 cta PeRVlOUS MEA AR£A. •• ! 17. SO Acres Qt •.•• : 745.00 IMPERvIOUS AREA MEA •. -: 0.00 AcTII!'. Of •••• : 98.00 A;;;:-le TIME! 1450 rlIin I I I I I I , I I J '/lS/'] '0034 Detencion Analy.l. 1 ........ _-_._--_ .............. --_ ...•.....••.•..... __ .•.•.•.........• HY1lROORAl'II S1l>IIWlT PEAl< TlMK VOUIMB RYD -OF OF Contrlb .... RATIl PEAl< HTDRO Are. efo DiD. ct·AcFt. Acre • ..............•..•...•..•...................• 1 1.0" ••• SlUS ef 31.:20 ~DEv~ ;; yt 2 l.7U 48. 114575 d JLl-O P1fEr;,~.~ ::;,'M ] 7.SU ••• 197721 ct. 31.20 pq;e."..-.......::p.,; .= .... • 5.110 ••• 10 .. "7 cf 31.20 ~'ot'~:; >..~ IN:::t....:II'-' • '.Jl' no 180816 cf 31..20 ~ !O:~ . ''''''' • 13.7U no :214001 ct 31.20 P::l$"'"~£"~~ I:::D"( .~I'f:...:>v' 1 1.102 1020 104667 ct 31.20 RUf"te~ ].."'" ~ • J.745 ,.0 180n6 cf H.20 ~~...!. ow O.lfl:~ I. 1.U4 48. 1:!J1S6 ct )1.20 ~-~ i"3~ 2'" f¥..&!.JP I I I I I I I S " D. ~1ICr Quality FKlli1y Tho plOOf ........ 10_ .. a_IlcfaIIiooo .......... W ........ ..... __ qoaJUy. Tho 1990 KCSW o..ip ___ ............ ...... r.rililia; _. M 61_ ckaty -... ....... "'.cqoio • tor ......... ...... CaciI;,;a .................... __ Tho r ....... ~ .... <ritcria an: baed OD inWnMI piddincs poYidcd br BAlD _If (~ memo included ..-itb akubtiooo) ....... 1990 J<CSW o..ip ....................... I. 2. ). .. ,. DcIcnDiI!Ie dcImtioa volume ~ 10 maintain to ~ post dnelopcd. rdatc rate .. ~ a:aditiom t:., p:dioUn.vy vial and c:not pool roucil'll~ Jnaeuc c;akulaud dc1.mtioa "oIw:ne by Yllrt)' faaor .. I.J5. t-n.,:. 19W KCSWDM mruUa Sf .. 1.30 A Sf -US ""II account for moothc:oi comcn dr. \DCd in KtuaI (:(lnJtruction.) An dctmtioIt will OC(ut in soecond two .. 'CIb. lkIcrminc reqvirt'd vuhunc: fot ull) :2 .-t J . l.>dermine ~iawc dimcnsioons (or K'COhd IWO cdl1 based on Idccted", ckpdI and ~ \l'oI!Q'W_ Tabulasc dnip dimensimu and daipl! dimcasions mbat:cd by SFal.)S for devdopiq st.a;c--voIumoe rclltioa:lbip. DctcnAlne lbr: rcquiRoJ ck:A", surfa.:c: area or the entire ~lity bosed 011 1% 0''''''' ~ ~ (001 jUSl~). I I I I 7 • •• 9, ~ .,...~,_\'OIumc orcdlllDu. it wiUavc 10% of..:e:·~ .... dcoip_ ..... DdamiDt...... I .oI~ or cell I __ oa above ddcnraiar:d dcoip _ .... S ft. oIepoh. "'" ],' ........... IloIcnaioe 4%_ ...... of ) r~ deep poad wid. c:quMtk:nt votu.ae as ddti -f~ '0. V.my ....... ....-........ ~_ ...... ." .... _ DrdcnII:iDI: dc.s .... ..u:r -r.ce clcvaUoa in cdb 2 .-.I J 10 provjdt 90% of dw:: desip ~ qualirr SUI:~"-" Verify volumn. Vohme ~ 1hrc ttdtmenc ~ dqIIh aorJ die WIler quality ~ area. Verify aU. 1 4 J provide .. kd. 90% of lbe watcf qualiry surf;Jce II. Dcsip tryp.u nxctwlism 10 We ",I t oil' lioe when ftOW't CXl:eed P, • \Io-q. 12. [)onjp rdca1o: RnlICt\IU 10 COfIIroIIhc :? year and 10 year runoff even!.!.. Onip O\-erflow n c:mcf¥ency Qverflow S1:n.Kturo:" I). SummuiD:: WMft ~ profdrt. " I I I I I , ""'cCn."'~W\ClJI.I!ltJIII!l!!l!'''' ElIOt ..... en;';'; .. I ... " .. U,;. VlaI~ •• /IJ,t_ SWI·'~t1Int' C9UIOltl· Noll.MOd Mobn ..... hrk n. IelPUcut •••• ,,,ult. t. aow nqlJlSttng UIe OP,cwblt'tJ' to ,... ••• a •• _Uutt. Iftd' ruulatt t. tM IAUt Ohl.,oa. _ "" rtYI.td w.ar1ldCt ",,"sas COlO'.'''' tile "tlfttl .. /datlfttlon flcl1tt.1 ",u. t.hI Wltltr .,.IU, tn .... ' " __ _ "wtpoacl.-lM CCilDIMU" or "tHtU .... t.tncred" to ptOW'tde additional .. +---;--'. space wtlbl" U. JH'1IIJOIH 'ncb It &I to allow 1P.c, to I.1111ft • blofUtrIUoa::=:" twllt. As UII pnpoN' would be • yar'ann to ernul. I. caaPt" 4 It be . tHO Surface Vlter h.tp MIDUIl. thl IALD Oht.tOQ would: lain the .ulborU, to approve IIr dl., tt. T ... IppUC .. t ..... quIlU"" tNt tt.. SWN Dlvl.'Oft pro,,'de .Mtt'cmal clarlnuU. of the lilt .. , ., dntvft erUer •• tor CGIII)tfttd ..,.1_ •• pectlttd In tbe Svtaee WItt,. 0."'" MIa.'. S4cUon. 1.1.3: 1.l'.5~ 4.4.2-4 .... 4 and S,ctln 4.1..2.. In t .. '", of tMH SuUons. tt II clut that I:1ng toutlty shOuld support p-r'OpONlll fDr ""9ft .f ..,lU-alM ',Cll1t1ts. '1 per StcUon 1.2.3. \11th UIt 'alnt of pnnotdl,. eqII.v .... t or grNt.r !lU'" perforwancl and muelnl .. 'ate","' n.ed, .. In ons.r to c_tnt (.cUttln. bowenr. ";,pau of "OWI ucHd'nv tbe P". flow (or t.ht ,t,.wq clul911 st~. S.etton 4.4.1. 'IMot " I'CCIIIIIID!Uttd .nd wa1d thlrefore ,,,..In a ... rIMtI, All rtlNJ voulCi be rlqtllrtd to be conYlyed tJ.fOUVJI u.. wt.poftG/dttenUon poIldi. AJthoU9f1 des'g" 0' • t~'fted ,.Cll1ty IS not ctet.ned. tIM appUC.Mt -1 ,ropose a tb.r"·[ell open pond faCtl1t1 ... ,[tII cDrKept ... n, ClUti all of the nQtt1r~nu 1ft Seetion 4.15.2 (n(t"!)t b1Pfn) ud SecUDft 4.4.... In (OI6'ft'lI9 • wtpand and dettfttlOft POnd .. the 10110-.101\0 .MI- tto .. l erlter.", .,.. rtcOlBMdl4= t. Tit' deslgll ..... tar fvt'let a,... snculd bt d lInt OM Ptt["!!"~t 0' thl eftttn conttlbvtlftV ..... nthlr Ulln jtt,t tIM [Ollttl~utlll9 IqJltnfOtiJ dn •• Jeff O· ... tli Jvly ii, 1"' 'ag, Z b. a,t .. UoAIdltflttloa CA' on')' o[cur h the JlCO~ and t..."d cat 1s. ~'re Olrect ~r.unC" C~'ttCNI ",,1,b the nOlI coatro1 tItY'" U P't'O'IIldli. c. n.. first (t1J pould toftUI" It \lut ten p.rcellit .( t .... ,nU,.. dulgft ""ter .urtlce ......... proylde at lust fin fett of chad ,tonge: prus 0ftI: fOOt 10, 11II'_nt (01' .ft ... h.l,nt "01.-.t •• ,.,_ or tar,. hat of dUd Iton •• plu. OM foot for nClt.at) to Pf'OIOt. ad(I1t1OMI settling Ud dt"'p&tI. IIf flw IAttV.. As I toOdlUOft to PI"OYIc1tnt • CCldt'fI. ,,(1Itt,. tM lMgltJl, to "'fit" n110 of the ,.cUtl, ,hu" be '1ft to OM ud tM '.l.t to tftl pond ,r:ovICl be orhnuttd to .,.,otl. ulnurtla" of .cc....,h4 11d .... ts. Ud provide .u:1_ tA .. l l~UI weroslOft COfttroJ .t u.. dUc .... rge "IAt to lbe f1nt cell .. • --d:-OHt •• (;1t.,11 pm!d'I", til • .ore COAStrvlt .... eI.,IV. 0' tM f.cI1UY.----- ."'lIfttIlrt .. Mil., ""'lit rtyt...,"" Nt the ,ooltubl. setttoni l!tOy, . . :~'~z~~t?§!.~~~?~~~~~~:~A¥~:.d~~ij~::i'~~~~1 ~·~~~f~·~ ~~~:.<~~'. I I I I I I I I P'QN03VOt..XlS :::>J11':'2 ".~....;....!> 2.~3 -----------------,-_------:c,...,..= ---------------.•. --(.>(~-----o.-;:;;--'~-...o---.----_.-.-.- ------~--·---·---__;Toouil--5r~--· .. s,o;..Gl --:-cu;,.-.Cvt.l CUM _ _, __ -"" __ -!-___ --=~-'-.--. "ot~--'Vii~=:V==-_=!'_~!.-=_~Y!_I~H~_- .. lOt ., un 0 .J JU ... " 101.-' ,-------;---.-------._-. ---0" .. ----,----.. ~---i1,--...,----rn;.-:--"M'---»~-----o-----u-----~-- ".M; : ••. ,-.,_,1 Ilt-I., ":JI~ It... 0 ..!~_ "' U):, U' ,ooj mi u! ,.,' : .. ,. '" ,.,-1.,1 ·,,1 , ... IU: 101041' "101, "." 1".11 ,,- .n., 1"10 .n... .~:_. .701.' .... 1-4.i~ ..... I.n.~ J)6'" ,u:I01 UIM _.71) $-..0.-, --1.10" ~u! JI'oiif-a~ ..... n"' }.c..'-VAL P:>.a:> VC'U.J'IE" q;..,.:;.. va'~;: PL?'XCL ~'i !.AFETY 'F.:7Ci.. • / . .35 AS. l'I'OO£~ ~. tJioli:,.. ""5LS. 'i· DA .. , I I I 1- , .,;r~ a,..... ~ "·L ;'4' ~:::17'" :>7",_ • A 7';' '=L';;.,) .. ~ ---_. I---"--'~<t="~-¥~~:..J.-. ,~I_, 1.,,-- I •. ';;L~7 v~; I", ~ -.35'iS.i' I " .-H. ITyq,~~,,"fj .. i t_~~-~~:: I ~ .~ "ru:.: I -. I ---;--. :="_·T t" I--r:~ .. ·'1 -, I ~ . I I' I I .' '-:-W·?:.'f-~}7'Jt~_~:..e:.~ "~:;:r-Y·':<-""~,7~·P:fY!'~'-. ~,.<-',.-- r q:,;:' " . C}G-- I ~p 0_ :f.. , ! -,- A~ .A.7;i;. · "RBAN DESIGN '" t=1 IMRKEl STAEEf. SUITE. IAKLYG. WA lII03::I 1122..... FAX. ('2OS) m-1870 D,y,cef_et:D1 ,oP f:" '.100.00: .~ -1----~; :-~J.-----' I -I -'-. '.--~ .. + I ---t - - -~ .. I I t--~==t==\=F===~~~-L--- , I , ~; ~------t---+~r-k--+--"':'/::"" '_'E_4~ r- • . .'? C !>Tr{ I ~TOIt -~----~~~+-~~ I :".- IJRBAN DESIGN '" Gil t.WIK£T STREET. St.II£ .. IIRKlAND .• A 91103) Pl6J822-48eIS FAX (2OSJ 822--1870 1 i L -.. '<.,tNiO/'f I~· 0 .1-'1. Do-.-.n<rl/ W-.. CUv". Rwo •. .1-. ~ .. --_L. ) fOA J<\ E:NJ oN jUJ. 6 DcreNro-l/~--o........tY ~a<PJk"wI ~c' ..... "~~~"~-~_''7:'.;r';~~.~-':~.~~ 7'~_~ .-~;fY.'~o4'~~!~;~*t, ; .. ' .. .-"!;/'lION 'i .U.c;.. D~ hJ ...... o"",," p""", Oi!.>>Grl .,' "'" /--.er{I(;N I~. U. <a . ~.,.s /iJm.<. ~TY Po'" Do"",,, .,,>;.,.-.. [<..8'/ror.J A .O.G~ ... j3~S~ ~--t .. --=i .-----I -----' -----.----I _.-. ---.... --t. -'~-:--I ~'~'-5' __ :rr;:: ..' ----1---~ __ . -t :1--1---'---1---·.f -:-~F--. . 'I --~-+---+--t-----+----tl-··· .---:---:=1 SOlve For Bott~ Width I I I I Given Input Dat~: LelL ~1de Slope .. Right Side Slope. MAnning'. ~ •••... ChAnnel Slope ...• Dept.h ••••.••..• _. Dt.~r9········· CompUted Re.ulte: Botea. Width •••• Velocity •••.•••.. Flow Ar ••••••••.• Plow Top Width ••• Wetted Peri .. ter. Critical Depth •.. Critical Slope •.. Froude Nu.ber •••• 1.00:1 (H;V) 1.0011 (K,V) O.}50 0.0200 ftlft. O.6? ft 5.71 ct. ~,~-_ 17.89 tt ::;:::::: 0,4] fp •• ll.ll .t 21.'1 1t 2:1.12 ft 0.15 ft 1.UJ6 ftlft 0.10 (flow 1. SUbcrltical) I I I I I I I I I I I I I I I I ,/lS/91 '00]4 DeteGt.ioa Analyal • Urban Dee1gn Inc Il£NTON ASSEMBLY OP COD 1 . -.. _---... --............ -.... _---_ ..... -._-_ .. __ .. _ .. --.----_. __ .--- LEVEt. POOL TABLK $OMMM;Y __ ~ .no-·!tlt .-NU_. ~ ~···----·-I-···--·--· ~ ,~,., ..••. _ ..• -.. ~ .•• -. Ic·n --------_ .. _-_._----_ ... '''' I.U "' ...... '..-1t~.:JI., )>>.I.U "yo I" 9,,_,_ ."'~ •• UH .... I I I I I I I I I I I I J I 6/25/'3 Ur~n De.lqn Inc R.ENTON ASSEMBLY or GOD 90014 Det.eDt.io:D Analpb ............. -.-_ •............. --... --_.-_ .... -...... -...... _ ... ---_. STAGE ST'ORAGE TABLE CUSTOM STORAGE 10 No. pondl DeSCriptIon; Actual Pond Volume I 1. JS _. _________ •• ..-• __ ._~ ••• _. J'llIIGI ••••. ~ •• _ •• _._ ••. ~ ____ • lIu ___ ri ____ ok_ft. "~' ···d ___ ·_Ae_ft_ ,tt, ···ct-·· .......... ltu ___ d··· ··v-n_ "_" "H' '.HU .. h I.,. )tIn , ...... ".U ..... t.U" j"" ,.oM ...... 'M.U u ..... un un 0 lC>f.' •• ,... 'u._ •. .,., UI M UU'" un .. " ... " I •• " "H ... ~ •• 1 .. .u.s •. uU ..... , "H" ..... "'" • HU 1M I. , ...... '.111' IU.. , •• .,. un .. OJ ....... .,..> ... 10 ..... "', •• '.'10' ",h n ..... JJo' '.'.ll ,_., U?I '''.M nM' ..... t. 01 " "" "" "" "" "" .~ "" ." "" M." " " ...... ~u .. I, "U 0 ),,, .0. It >9'" •.• 411 'It,. I ....... "" It'" • I,.. .. II 10'" 0 'J" ". II ..... ,. 2 .•• " 111 M • "U "... u .. ,u... ,u " ",.,. UU In,.. ,un. oUt .... ~"90 ..... '" n .. ,,.. ,)N ,.,... I ... n ..... ... ,_ ..... .... , ...... ,oh ,n H 'un .. un '.'" JUt., .... , 'I" .... , n U ,u" 0 no> ,.... aUI. I'U III"" JI"'. ~ .,,. ,_ U ., LUt. 110 ,. jU.. I .. ,3 ">11 ..... UU I I~" ...... , .. ~ UO H u~n 0.0" '" ,J nUl t 'j~' un HK. " .. , • ...... :41 U >lu .... .. > ,... ,UI> • 'h' I.... H ..... ' uN ,.,.. .. .. .. I .>t. I. U ·lm. .~ jO ;JnJ' ....... .~... UU' H.' .. Nfl I. "" IHIt. ,n' ,.0 It ':lU' Ult , •• U ""'1; ~., jot.. • ...... .. "" ,,. ..... ,u, " ... u " ...... ,16' 11'. U IHH' '&M '.M"" .... "'U ,~~ d n"OM •. IlM ~0" 'UI • nd " 't .. ,IU ..... liON. Jill .,... • ........ ... .U' • ,... ".0 un ... I... ...... ..n .... nl 'u." ,. ... , .. 'Ut ........ 1'" ".... UI"" 'UI .... I. uti, •. &'" 'n]J 'U"."'. .. un "... Uh ... un '".1-0 II'" I.W" .n J. .. .... u" '.1111 •••• • ... .,. uU ..... u u .... '.'''' UI M ._,._. "t. 'lUI II.. 111 .... I nu ,~. IU .. ' 'H' In. M ,un, H7, un ,UI. "'.71 un. '.U19 ,a.o U • HU 111.. , .... ~ •• n .... '_1_ ,t .. IINa .... 11 IH." 'U., '_I?M I~'" HM ••. un ,_ '.lIM ".H '"U I.IUI I" U ,un •. 1"1'» III.... -HI .... UI' Hn '.14" ..... .1_ 1.,.,11 , .. 111M,," I."" III.. "')1 t t.MI .H •• 14.. ".N ..... '.n" '''.10& ,noM .__ ItI." ...... '.H" """ • 14" H.H ,,, ..•. IOf" 'H.tI Hfl" '.IM, " •. " , ...... ",. nn '.''''' "'·H 1104'7. '""11 1M." ,"UI ., .. ,. du." .... ;:> •.• u, ..... I. un ..... IU~ '.lUI ""'J , • .., .... ,. Itl." ."., •. Ut! "f,U ".'_ .... I ..... _,..... 'H.1I Inll •. &u. I..... n»' •. 11" 'M' •• UK ...... lUI. 0 JlU 1".10 111M ...... ,,,.... ,II'" I ..... "H •. n... ,.... L .... 6 .... '".Tt I?I'U '.QII "'.U IHtI ,.'.M 'II. I."'" H.K "Ill GUllO 'N." ........ _ ....... ItO ...... .... .... ..... , 10... .UK' U" .... n I ..... '_'1+1 Uf.'" , .. n '.1'" not_ I .• '" I.... I'U" "" la.o... 17_ ...... ....... I~" .... n r.,· . ~;)i~ "-~.n -,~~ .. j i..: I I I I I I I I I I I I D ! I '/25/') JOO]t Det~ion Anal~l • Urban ne.lga. Inc RENl"OM ASSEMBLY-OP GOD -1· '. ..... -.-.. -... -... ~ •.......... --.-.. -..... -... ---... --...... -....... . STAGg DISCHARCB TABLE ct'MBI1lATIOIiI OISCHARGE ID No. combo Oe-acTlption~ 'rgr~opjl1.~w~/g21rJli'~i~c~.!,,!.~n~d!,:1 ....... ~ilIllt.:""~.~.~ ..... Structure: h"'Op'-S[.I"Uc!;uroJ St.ruet.uJ:e I weir Struct.ure: St.ruct.ure: '10' "'~h" ,to, ".do ..... ---,ft. _·cro_' __ •••. Nn "" M ,e ... n , '''' MU "U .. ..... , .... .... , f "" • I", _... f "., M~ .. ,.., .... , .4.... . ..... , N" M" 'Un ... tI ...... I 141' M.", ."" Of' .. , u;) .. 9, , ).~ Mn I.", M .......... .......... t ..... t .• n. M.. • 61M "'·u ...... .. M '.,u. _ ... 'Mn ..... ,nM "It •.• al M ~ t."'''' H·M 1.'_ M.N '.'''' II... 1,1". ,".M t.WU "_,* '.U" " ...... ... ".M ..... " ".M .... U ,".~ ,.In' " oJ '"'' ,. .. .. ,. .. ..... _ILl ~.u. •• It ...... .... . ... ' t ... . .. ,e '"'' h" .. Otn ~ .... nit ••• u '0 to •• -., • U., .... ., ... Un . ... . .. M ... .. h n ""nt ' •. M • 'UI .n • ',u ",., ' ... n t .u, ...... t '14" to ... 'u • It.. • .... " ' . .,. .. ".Q •. -.•. '" .--..,. ...... '·1114 It.... '.,n. ..... 0."'1 .... 11 ,,..,, ...... '.'h. ?O.... ..",.1 H." .tt .. , II •• DO", • 'U' • Uti <.0 OJ D. Uti '9. H '."U ," ..... U · _. , •• Of • ,.,.. ,., U .. tUt • "H .~. II .. ..... no n ... u 100."" ... ... ... ,0 '.U>1 '" U '.nM Uo.M •. _ 1M." .... 1 1".M •. n" 'M" • liN "'.M • AM Ito.1I I.~' 10.01 .UII lO •. " ••• ,... ... ,. . .... , IN.n .... U~ 1M.'" , ... .. Iqt ...... _ I".'" •. "" 1M ...... _ 1M." '.NU- 1M .•• ,."" '''.&l •. om .N.... '.tnt 'M_'" .... U 1M ... HU 'M,. ~ .... , .0.', • 1901 ." H • nO, ....... UIO • ... ?, I U'4 1M ,. • on' II. If ,.U' ...... I OIH It •• _ ,01" IU H 1 0016 •• ~ 9. I .,~, .. t k .14,," 1M'" • , ... , ,N" • MID ,D' '" l"-J_ Itl U ...... '~I'" • ""'to ~.K • ,U' ",." .... ,. UI.U '.U" "'.Il ........ "1 .• 4 1.,9M ''''.\0 ' ... n IU" I.MU III.D I.HII I",U ...... IU." 1._ (f".lt 1.IIKJ Z. '1"\ "I •. n I.UU 'I\.M '10M 'tl. n I.U"" '''',..... 1 .• '11 1I1." l .... . 1".M I ...... . II •• " I.MI\II 'f,." '.11» ....... ~., .. , I I I I I I I I I 6/2s/n Urban Dedgn Inc R£moH ASSEMBLY or GOD page 2 •• ___ ••••••••••••••••••••••••••••••• ___ ................ --__ e ••••••••• STAGE DISCHARGE T .. "" -COMeO -.-.----... ~ -.-.~ .. -. -.-.~ ... ~ -~--~.--. ,tu ---d ... -_._----'h' _·-ct .. · .... 0_-II .. ---ct._ ....... II" ···ct.·· ._ ..... ------------._-_ .. - IDI.M •. -.I'.K '_~1 IV1.fl J •. yt7 IN .• ' N._ ., ... 1._'1 10.··' U .• '" ..I ~. " ... l .... U .. .... 10. M · '"" ... .. 1 •. tIJ ... .. " ~ iN 7. ».'15>1. .... .., .. -•••.• 1 U.'U ... U n_l~ IN.n N . .i" -rn." Inu;:l':}tt: • I •. M .. .. . ... .. u .... • n.o, n" • "1.M ...... ... .. ,1o" UU,. .0.7' Jt .• rt HI." '-'M' ... .. U -... .. ,. oN IN.'" ".tU .... M • .... n .~ .. II 41' 17 U • • U ... .. ... ... .. .-. ,N I, .. '" UJ oJ ;t.>n lu.n .. '" ... N . _ . .U ... U .U ..... .n." Un' ... N • nfl lOl .. .. ... I' u' lU" 41 .,. 10 ... .,». ,oJ •• n ... 101 '0 u U' ... .. • ''''I ... .. ... .. n u' IU,M H)" ... " • .... ... .. ,. '" ... .. .. ~ ... U_ U' .. • , n. n ... IU.'" ..... _. ," '0 .. ... .. U. ... .. nUl ... .. · ..... ... .. .. , .. H 1P '" .. .... ,.. '" " aU' .. ... ,t) .. ~. U~ ... .. .-. '" " ,u 1. " ". I I I I I I I I I I I I I I I 6/25/9] '003. ~eDtlon Analy.i. Urban DIiI!laign Jnc REN'I'OH ASSEMBLY 0'-GOD ............•...•.•..... -........ _---••......••..•.•...........•.•... STAaB OISCHARGB TAIU I«JLnPLE ORIFICE 10 No. fropl Deacrlpcton: frop:-,~,~.".~. Outlet. Ele,,: " •• 3$ Ele.: ".00 ft Orifice Diameter: ...... In. (>1i\," .... j "" ... ", .. -..... . .. ,. 0-.- .. ,. I Ul' .. IU' .. d " •••• .. • UI t .,,,. .... . .... ....... • .nt' o. OJ .. "" .. ",_ .... ~ 'HI . .... .. ., .. . "" ..... » .. .... .. II,. .. U .... .. .... II .... .. ...... .. .. .. ...... u .. ..... UM ...... HU ..... ....... ~ .... " ... 11 ..... .-.' .. ".M t.'HJ! ".'" ....... N.'" •.• _ ........... ........ u. U.. I.Y" N." .. WM H ........ ... ....... -. M.M '.1Ul: ... n ,,'.t. .. u .... ,. ... It '.u .. Uu ....... _ •.• "" "" .. :to I ..... "' U .. tUI "" ....... " . I ......... t "" 'U" ..... au'. I'" ..... I ... . , .. .. "' I. ~ ... , ... t • U~. . ....... " .. U .... . " ....... ... "" ....... no. "," .. ".' ...of .. _U' .. -.~ .... ,. t ,HI ".W .. Uti .... ' .•• u ".~ • "GO ... t1 •. ..uo ............ " ".... . ......... ... ,. '.n,. ....... »U tt.U ,."U H.'" ,.OM' ..... ..u ... "... ..,,~ ............ ".U .... 91 n ....... .. ".M '.U'" ~ ···0_···. __ .··"I~ Of.. • •• c:I.... ....... 'hi ···ce.·· '.Inl 1M" '.IHI .... IJ • .,,, , "'t. • IU, .-· -. •. u ... , ... ,. ...... I.NM · "" • I'''' , .. II • "I' · .... , ... JI I."" ''''''' .. ,.~ u ....... ~ UI.U , ... '. ..... f "" ...... ..1oU , ..... tltoM , ..... .ul lOt u '."M , •• II J '"' ......... u In.. ..""' "'''' t."" '"~ •. -'H.W •. _ ..... W '.Mn .... _" •• Mn IN." I."" '''.11 •. ,,~ '''.M ,.t_ IN.14 •. _ IItt.U •• MM '11." •. _ u'.n 1. __ ....... t.",1 '''.ll I ... n lH.'" I ..... . .~ •. N I.UI ."., ,lit' ." ..... " • ..... uu ....... U" lUI. "'" ."' U , ..... , "" • ... H .... , IfOol ~ lIM ... ",.. t.'Ut II. PI 1 '""0 ill.. I 'HI ...... I ..... ...... ,.IUI IOI.U ,"1' .1 •. 1.1 I·"W III" I·'''' 111_" 1.11» Ifl.. ,."" IU.U I"" IU.U 1·'_ '''.M 1.'_ 'N.n •. 1111 ...... I-I"' Itl K •. HOb lu.n I. lUI 'n.K ,.n" .... " ,.uu ...... '.IM' ,., ... I.U" III."" ,.UU It .... I.U" In .... 1.ln. 'n... 1.1411 ..., ... J.I .... III.~' I.J_ '1 •. 114 I.I~ '.1.... 1 .• 1-1, .tl." ,1111 1:0 •. " 1.IUt I I I I i I I I I , I I I ,j '125ft) '0034 o.ttentlOt1 Analy.l. Urban De8igtt. IDe: l IlEN'I'ON ASSBMBLY or GOD --................................ _---............... --.. ---.....•••• NOTCH WEIR Deac:riptiOOl Weir LeMt-br Elevation STAGE DISCHARGK TABLB tD No. weir Weir in Control MIl 6.0000 tr.. Weir height (pI, 101.28 ft. weir Incretal 2.1300 ft. 0.02 -.·-0..-···· -.·-o~ -,_·DI.-···, -~_·DI ___ •••• It" ···ct. ... · ._ .. "-'h' .--~.--n<1 ··-ct ... · m, -·_tl. __ ... -.--------.--.. -----.--------.---.~.--.. -" 3 · -Ift_ .. , ~n '01." I ...... 101." ',I"~ -" .. · ,"' "I.U • .,~. 1.10" ~'I.M , ..... ". n , "~I .n .. l.un ,n,n I.".' .t"A " on ... .. • .... ,n .. • 6.", '" " . ,-.tl.N .. , .. '" " m .. • '"' .u, n'_N .. .n '" " o n,' ... .. ,. .. .. .. ... .. .. '" , " .. ... .. • U" .... ... .. .. .. ' I'~ .. • un ,n .. • nt' ... .. .. .. '" .. I_'US ... .. , "" ... .. IU, .. , .. · .... '" .. , ,", , ,," I I I I I I I I I I I I I I I I I TIw c:am C)UiCC tysIcm c:omisb primIriIr of .. adosed sysran.. The ~,q ...... .,.. coIIcctJ up:sUeam oftiire; ruao8' willi III ~ swak ..wicb diIccU ruDD8' .... iaa.ke.. The upaRaO '00 71*'. 24 bow pcIIk ruoofI'rue is 1ess ..... ~ of tblI 4evdoped site 100 )"CW. 2A hour peat. nIDDff RIc. Site IIUDOff it. c:oDcctcd br c:acda ....... roof dnins. The QU¥qaw:e Dttwod; IVUIe$ siae =d uptrcaa ..-ofT ... Ihroaah die biof~ ... .IIId _ Ihc dcknUonIwa~ quality....... Lib: die ~ pond. Ibo coa"C)iIDCC sym:m is dcsipcd 10 ___ ~!Iows _. """""" ..... ~ __ is " ........... , .... _ by dII5bcd tiDal 0It0 fiawe IV Co App epte" 3).1 Kn::S art tributary w die '*'""~ system.. Accordina1y. the S-S.U-". metbod is DStd to analyze the WiJ.c,etle J)'JlUD pel Fiprc J.lA. Table- V &. summarizes the tbancteristks of taCh QIda be"ia"s tributary area. Table V b. ~ pipe-sizIet.. ~ IAII velocitia, for the '1,5 yur and 100 )'ell' IlofJQS.. Tibia, V c. and " d.. show the bKltwakf anatysis for Ik: 2,5 year and 100 ,as IIOf1AS. rcspa:tivC'iy. Tbc bact'WalCt .natyxs sbow thar: is a. kasI O.S fed of freeboard aI CKh~. CompIdc o...tput (Of 1br: (UDOlf ~.daI:ion. pipe flow data.. SUVUUR' d-. IDd the hKkwatcT analyK'J (or the zj MId 100 year JtonD is included at 1M end. oIltaiJ ~ The radii IUIIWMY tot the 100 "faI ~ anaIysb (pqe '!?) thows • ck:sip flow ..... of 0.6:5 feet With.,... dtpcb oIZ,j Icct Ihif; leavn .. freeboard of 1.U feet. FrecboMl will be dijhtJy ka. IIIba:Ii CGIIIi6cri .. the dT~ts of tk ",,"II. died. dau. But nat if the depth of flow ...... 0." fed O'WU die top of the 1.0 fOOl .......... -.. ..... -.Id ... be ......... SfCdolr...t.ooni I I I I I I I I . , ., 1. 6. 1. .. 9 . - CcwapuIe !S Jea" and 100 yur ttmoff "jda.4:fw ... ac:b am: usia, "'" ---.. """"""'" __ ....... SAU.Il~. E..a.natc pipe-sia:J ud tlopcJ bbcd DO ---. c:o¥CD. slopes.. vdoci1ia,. de. Model DOIhC)_", system with "W~-COIIIJ"'I'U fII'OIRID and .-..Iytt IJ1faQ p:rfonnancc under paviIy flow mnditions (or 2~ )'eat ..xt 100 ~ stomu. Rrtiw eoInq'BU JYS(Cft'I (pre IllQ .uad sJopn) as required 10 Rlttt pcrfOC'll'toU'l« ctilcria. PafotlD b.cILW1lt<r ;uu.lysil 0f'I C(lRVqo.-n« S)':dCm rOf !; )'QI' ",nd 100 yew ssorm. Ux the 100 yUI WlItn surface in ~ dctcntion t~ilit~ (Of the tait WaICf c:bation. H.. Verity ~Iy of inicrttplOf clutnnd 10 atcommodare tOO yf'lll' flow --- II. Ched ~w.rn depth U U1Wr.e ~ iKCOi" 1"· l(0)tCU' flow from _ .... I I I I I I I I I I I I .' 90034 Detention • __ .... __ ~ ••••••• _ •• .;.~ ••• _ ..... :ta""K __ •••••••••• __ ._ ••• _ ••• _._._ ••• _~.~.~. STAGE STORAGE TABLE CUSTOM STORAGE ID No. pond3 Description: ~Ac~t~u~a~1~p~o~n~d~V~o~1=u=m=e~/~1=.~J~5===- &1"AGI ~-••• ~--.-. S11IGI .. ----stoaAGI----. STAG( .. ----STQII.AGI:----. ~ ... _ .. $'1'OIUII01i:----. ................................................. _ ......... -_ ...... __ .... __ ................................... -.. -.. _-----_ .......................... -.... -- 't.U 01.00100 (t.DOGO tI.)f ".tn 0.0(1) •• ,. 2"."S 0.00119 , ... 0 "'.,.;z 0_011S ,.. Il ,,.,. . ., O.OUl ,.... ."." O.Olln ,. .u. 1101) I) on) ,. I. ,. so ,. n n.u ,. !ot ,..U ... u ... " ,. " .t.U '1.10 ".'1 't.74 "-.n "."1 fI_IO 't.U te .••. fl." 't. t' t •. to 't.U te ... .,.. " 't,,, " DO ".01 ".001 '''.0' " 01 ".10 ttU ".14 " U 1)01) 0 01"". lSOO CL 1)44 1100 0 0)90 1900 0 fHh 1100 0 OU] '2)00 0 OUt naG oS?, noD ,,~uo :nOD 0 0"'" HOD 0.07U In. 0.01'''' .. ,. O,otJJ un •. nc. lU. 0.0'" tOtt O.OH' un CI.Otll' un 0,10)) ... ". ..lon 41" '.un lOtt O.U'I un •. UI' tu, '.1111 s". O.l.l'~. U" '.U'54 '0" O.lCOO 'tt. 0.14Ui '4" O.lUl 'UD o.un un O. LUI "llU 0.16"" 7)1) O,IUS "O~ a ~l'''' 11H, 0.U,1 104' 0.1147 Itl.. O. u~ • n ... 19.10 n.ll tt.14 "" n tt ~. ".10 ttU "14 u" ",. ., .. 0 •• u .... ft D.UU "'10 0 1000 n)l 0 lOSO 'Ul .•. 1101 ,)U 0 llSJ un 0.1131 •• u. a 12\) lOOP a ))04 101\1 0 H\~ 10"" 0 )40'" llnoo 0 Hh IOU, (I net' lU4) a l!O~' Ill'" 0 hO' 100 01 100 1)4 100 0' 100 O. 100 10 11l-0 lJ 100 It 1(10 H 100 It 100 10 100 11 100 H 1 iJO .u 10\1 H ".... U'O" 0 ~"10 100)1 It.It !lOll O. ,"U 100 H ".51 '11ft. O.UU l~~ H ".U '9I.It ... n ., ... .,.u "-" tt." " ... .,.10 It.n It." .,.1' ••. 1' .,." ".n ft .... n ... " ... ".to n.n " ,t n 96 " " 100 00 u." Oo.lIU 12"0 ",nu 1)'11 e.u ... U11) o.)OU IUM '.)06' llin '.un unt O.)U'I' 140.l' D. nu 1.411' '.U" ,,4" •. U., tt .... 0.Ul0 u,., 0.)4,)1 Inu '.I.f.l'] u;a.. ~.)l2l 100.U lOll. III 100.H 1110 .. 100.tI 100 .... uo. 'JO IOO.st 100 '4 100.n 100 !U 100 U 100 U 100 " usn O.)\l') 100" un' '.)Ut 100 ... 1600' o_)n~ 100.'0 16)11 O. )11' 100 n .,..... O. PH 100 1, 1"" 0.1121 100 l' un] O. )Ill 100 1, 1111) 0 UH 100.0 P)l4 0 U1~ 100 f1 1 n!o~ 0 tOlO lOa " ...... ,-..... ,. 1710) 0,401" 100." 110,"0 O.Utl 100." un. 0 UOI 100 ,0 lIiU • US7 100.92 Ult) O.tllt 10;;1 , .. lt041 ~ Ul\ 100 t6 :n .. o .... n 10;;1 'I I"nU O .... S 101 00 It"tu O."~U 101.0) 200n 0 nt. tol 04 ~ont 0 US~ 101 06 10\:. 0 ,1,) 101 d. JQ", 0 4"'" 101 10 HIlH 0 tI), 101 II nJU 0 uu 101. It 11\11 0 ....... 0 IDl.U 2llM 0 .• '" 1I!H.1I ;:l'OU 0 .. au tol 20 l;Ut O.SUO Uloot 0.'"'' JJ"Jn •. 'U_ nou o.uu lU\O o.nn lUt1 0.1)" U.,., o."nl lJtn 0.'".' loll,. G. Sill lUi" •. "22 ),'''" 0.50..,' ~.,., O.'"'U 2Un C.507t] lSI" O.'h' 100,ll 101. )0 101 II 101.U 101.11 101.)1 101.40 101.4) )1)1 ..... 10},.- 101.41 :30102 0.""4 1 .... ·...,. 0.~511 ;U,," 0 '5t1 n'4!> 0 66t!> 1~11) 0 610:: "no 0.6'1'''' 19411 0.'.1"5- 1~~'" 0.'1'1'2 )0210 0 .,n )0''''!10 0 '''" 10''''0 0 "0'2 )lOU J 112'> HUI IJ" 11 .. II~H C lHI UUl 0.'1')14 UU-' 0 '1)71 nUl 0.,. .. 1 U'" D.'"" UU) O.'S,' )40~' 0 lUO )-illO a lin ,...'U O.lfU JU" O.IOot lUll a,IOll nu. O .• US lUll 0 'Ut n • ., o.nn ),:26' o .• us. )6SH O.U" U7" o.no. I01-!>O )U" o .... u 1"'7] o.stU 101.501 no" 0 ISU lUll O.fUO (i~,O.c_c,O.--',",c,c0". 0 .nl lU" 0.101' 10l.S' n'''' 0.1"'1 1611' 0 UU 101 SIt )1'15 0.1704 2"" 0.'''0 101.'0 )lUO 0,1'" 11JU O.U"''' 101 I) ,"'5 O ... 10 nut 0.')0. 101 U 1l!l1tO o ... ~, 1171:"' O .• lU 101.66 }'Ol!> (I .~57 101. " H190 0.9010 ~ ........ " f~-' ?; I I I I I I I I I I I .. ' ,. · 10 No. combo ,;,"' :~~~~!~nfr~~p~(~dU~c~~~e ~*,l! wt:1((, Structurei weir" S("' • Struccure: Structure: ITJIG! c· ·I;IISOIUGI-~~.. nJIGa c' -OUCKA.IGI-·· ~ STAal ~. -OfSOlAllQl· --. STAGK c·~ot5OCAlOl--· .. 1ft) ---ct.--....... Uti ._.c;"" ...... -I~tt ---d.·-Iftl ---cl ••• -•• -0--........ _ ....... -............... __ .... _._ .. _ ..................... _ ............... _ ................................................. - ' •. lS 0.0000 ")6 0.0"'6 .. U III.UU ,. n •. au ,. u 0.1710 .... "" lI.ltU ,... CL;14) ,... C ;11). .. ,,"0 0 l~OJ ~.n'!. I) Jll' 0.1'61 n.!.' I) }o .. 10. ,"0 D.un 't 61 I).)JH ,. U O.)UO 91.... O. }u. tI" 0 )1:1 ".'01 O.)ll) ".'1 '.n)! 91.'. 0 .• 0 •• ,..", '."UI ,.11 O.U:at ,.,It o,un ".0 '."UO ..... O.Ult ,.. .• " '.4U' "... e.''''_ 91.'0 t.un ".12 0.41" N.H 0."'" ,. .• , G.son n,,. O.Sn:9- ".00 '.!ul' n.01 I.Uto n.... o.un ",.f C,SHS tI." o.nn n.l0 C.SS" ".13 0.''''1 It I. 0,"". ''.It O."U ft.II 0 Uti • t.U 0 UI. n .. n 0 .0:21 ".J" • 1~.1 n.u tun "JI 0 '»3 n.)o o,u .. "U G.un tIn 064). n.)' 0 • .,~ n.lol n'H "' .• 0 0 U22 tt.u II u.~ "... III 'U'J It... 0 ... 0. ".... ','1'70 t'.IO (LUn , •. U 0.'''' ",I' 0.'010 fl." O.'tU, tt." G.'Ju ".to '.7JU ••. u O. lill) "'t." 0.'U4' tJ.tt c.. U,., ..... o. tUJ fl. to 0.71" ".n 0."" ft~ ,. to un •• ,. 0.1614 ",7' I,"" 't.IO '.7U~ f!t.12 O. ,US "..... o.lIn ".1' 0, " .. , "... 0."'" ,,"to 0.'0.46 n 'J 0."" ,.,,.. 0.1141 "" O.UN ".. 0 nu 10'1 00 0 .JOI 100 OJ' o .• nl toO.~~ 0 .... 01 HICl 04 O .• Ul 100 0' 0 ''5.00 100.10 0'"'' 10C 1l" O .• son 100 He.'." IGO l' e .• "" 100 11 0 ,"1'U 100)0 0.,"0 100. H ' ... n 100. H 0 .... .. 100. H o .•• n 100. n 0."7, 100 10 0.Hl4 100 n O. 'O"tl 100.)4 0.'117 100.n O.'Ul 100.)1 ,.UO' 100.40 o.'U) 1004l I.'U' 100..... O.UU 100.46 O.UI1 100." O.'OJ 100.'" '.HU 100.n e.nzo 100.U 0."" lOO.!.' 0.,.07 100.'50' 0.'''1 100.'0 0,"" 100.n O.tl)"? 100 ,.. 0.""0 100." o.un 100." o.tln 100 70 • "01 100 7l 11110 7 .. 100 7t. O. tit .... 00 "" 1 . 00)) 10~ 11 .00007' 10010 1.01lS 100., 1 OU7 toO." lQO .. 100 II 100 '0 100 U 100 ". 100 ,. 1 OUI t 04'. 1 0;1" ono 10Ul 0400 l.J4U 100.'" 1.0.'0 10100 .0\20 101 Ol 1 O~"O 101 ::.c .. 1.O'U' 101 0' LOU' 101 ot 1.0". 101.10 l.O"U lCl.n L01'S6 101.U 1.0'" 101.l.f l.on) 101.U 1.""2 U1.)0 l..otU lO1.n 1.0'40' 101.2t 1,Ottf <i'.!:.O::.::;, '::.:..,...!.'" .• ~.~,.:--:J z. 1<\ lOI.at 1.IOU 101.10 1.161.1- 101.)2 1.2'U 101. :U' 1. 40ft '01.)" t.!."'. 101, n t.74" 101."0 1."''' lQ1.U l.tUS 101.441 :;t.n"s I I I I i I I I I I .... , ·.·~~=~::~:~!:~~L~~~:!:~::!.::~·:,3~·~.'.o •..•. , .. ,."'~._ •••••••••..•• , •..•• , •..• , •• ~ .. , • .;;, •. ;.;;;;.;.;,., •• STAGE DISCHARGE TABLE -CoI'te>O STAGI 4 ··DtscJIMIG&· •• ~. staal <fa -DlJQ«"PGI'-'." n.Ga. ·-DJJaIaIGI.·.:p srollQa .. --DI$OlNlOK-.-,. 'ft. ·-·cfe·· ......... ttt.t .. ··cr.·· .. -----(tt) ···c'.·· .......... lit.' •• .. cf.·· ... -_~ .. .. ................ _---.... _----_._ ............................. _ ... __ ............................ _ ... _ ..... _ ... . 101.46 2.1444 lOLU a.Nt! 101.S0 l.un 101.S2 ).470'1 ~LS. )."U~ bY'1: U1.U 4.0". lOI.U 4011 101.40 "..,.U 101 n Son) 101.4. s ... ". 101 ,. S .• us 101." '.U'1 101 10 "",S lDt.U .. '111 un ," l.n,. lDI 7, 'lt~' 101 U 1_111' 101 .0 USI 101 .l 101 .• t 101." '.un 101." 10.45' 101.'0 lO.U] lel.,a 11.'" 111." H.'O) 101.." U.4O'O lOL" U.tOS 1O~ .• ' 1).'17 102.02 lJ ,)1 10::1.04 14 tU 101'.04 u'" lOl 0' IS Ua IU.IO u.o" Ul.U .. lU 101.1. 17 lO' UJ.l' .., ,,., 10J" U.)S-4 10) lO 11 UT UJ.H l't."ll 102.24 lO.alt 10J.l6 lG.n,. toz.n :U.JJ' tOJ.IO :U.H2 lU.U 22.S"" tOl.l. 21.JIM lO).lt lJ.IU 101.)1 2 .... 0 10140 n.t" 101 u lt 't:I 10l.... U."l 101" H.IO' 102 ,. 10J)0 u." 101.'U 11 tn ~02). It .lll LO~.U 101 54 111 !U4 J1 .211 )I '14 )l .-1' H.'" 102.'" 102 .... )4.0~O ,.. •• lO 102.'0 n.us lO:I.7J ".2M 102.'" P.OO 10l'" n . ."" 102'" ll.!oSl 102 10 n. HS Ul.l .0 0.1 102 •• IOl " lOl •• .0 .,.,. .1 .• l. U UO 10l'0 I) 209 101 91 •• (,Dt 10l .• ' ... 0. 101 91 U. 110 10).00 .1' lJ~ I I I I I I I I I I I I IfAOI: .~~DI~···. ,ft, ··-ct ..... --_ ...... - Diameter. nMI ... ··Ol~-·." I'TAOI ... ··OU'CNAIIGE ..... If" • .. -ct ... • ••• ----'f" ··.et ... -......... "e' _._cr. __ .. --.. -0. ... -.--_ .. -.. _ .. __ . __ .. __ ............................. _ .... _ .. -.............................. -.. . tI.lS 0.0000 II.)' O.OIU "1.lI 0.111t " . .0 0.144' II.U D.nn ..... o.allt 9t.U o.uu 'I.U O.,HJ. ••. SIt 0.2100J ".12 0.1'''' ".101 0 .... 1' •• SI O.U:U ,. U o.)OU II'~ O)3Jj .. ,.. O. JUI ,. 6. 0 HI. •••• 0.13.' n ill 0 l'tU 'I.'. a.ln, ,'_'7) O. JUl ,. '71 0.10)" 'I. " ... ,. ..... N.11 N" tt." " ... ..... ".n It." ".K ".M ".DO ".OJ It." ".IM o.-un 0.41)' D.un 0.4410 c .,u:. o.t6n 0.1'01 0.4191 0 .... ,., 0.1'" I.iOn o.IU' 0.131.0 o UtO I.IU' 0.',.., " .• 1 0.'5U1 ",10 0.55" "11' O.SHI "14 0.5'7441 ttI.U O.HIt ft.lI 0.''', ".JO o.ln, , •. n a.lOn ... lI n_u n.n ".J. ".n .... J. I).IOtT O.'IUl o.Ull' o.Ut' G.'lI\ ..IUll ".)1 G."'S n. JI 0..61'" ., .• e O.'U) ".U 0. un ...... .,."." ..., •• 0 •• 0.. ".. 0 .,1'1) f. so. o.'no It U 0..")0 •• _".. o.n'5.~ n." 0.110.' tt." ' •. to ... U n .•• ,..t. .. ... ,...,. ...'1 It ..... ".M ft.l, ..... It.n h.'. n ... It.I' 00.,,,1 D.'UU 00.721) .. ." .. '.7U' I.'t" '."Ot I.'IM ,.'Nlt 0.'n4 o."n ..•. "., ·,.'UI .: •. 'tI., t. "tI4l O. ,.,. , •• to 0.1$46 .'.U 0 .• 0., ",~. 0 •• 11' n." G.uao u... (I nl. 1111.1100 (J.I'O. \000.0) I) un JOG,04 G ...... 1000.0' IDO I), 100.10 10D .Il toO It 100 16 I) U'l o noo o un I) Uta 0"" I) 16', 100 11 0.11'.1 100}D 0 ,7.0 100~' 0 "ll I"., H 0 ... " 100)0 (] "tOH 110')1 Il tOl' 100 It t t111 lOll l' 0 'In lOt. U ') '<10' HIO 40 100.U 11)0 U 100." 1011.41 .00. s. 100.n 10G.!i-4 100.56 100.!.' 1000.60 100.61 100.44 10(L" 100." 100, "0 1l·U:U 0.91" o.u.) o. ,n", O.'U~ 0.'4'1' O.tUD O. '''f' 0."0'" CL "" o.,n. 0."17 0."10 o .• n~ o.tI" O. "07 100.12 D."" 10000.7' ll. UtI 1-110.)6 1.00)) 100."" 1.007, 1000.'00 1.DUS 100.t2 1.015"1 1000.1' I.Gn. 100.16 1.02" lOiJ.'1 100.'00 lOO.n lOG." lOG .. , 100 •• 101 041 I.Gn. OllO 00)'0 .. .. .. " 1.1)1.0 l)'lolO 101.411 1.\1"0 10LO, . Os .. , 101 0' 1.0")"11 101.U .Ct'" liU.I} I 0 7 " 101 I~ tOI I. 1001 ." 101. I. O"'U. 01U .o.n 0") IOL10 1.09110 101.2~ 101.24 101.3' 101.2. 101. )10 lOl.n 101 .•• 100.J' 101." 101." lOl.U 101 ••• 'lItl .• ' 10.1." 101." 1Gl.S) 00'" l.Ott. 1.102. l.IOn 1.HOO 1.111'1 1.111', l·Un 1.1241 l.n .. 1,un 1.UIO 1.Un l.ttlJ 1.14100 1.110' 11'1.10, 1.lSU 101." l,lS1t ULS. ,.61S 101." l.USO I I I I I I I I I I I I I NOTCH WEIR Description: Weir Length: Blevation tD No. weir Weir in Control MH 6.0000·ft. Weir height (pI: 101.28 ft. Weir Increm: 2.1300 ft. 0.02 $TACt .. ··Pl$OlAllQ&---;o. STAaa ••• ot.IQUdICI •• -~ STAGE ---D1SClCNlQl'-.-. ~ c __ DISOlMG& ___ .. ,rIC:' -.·cfe--.-----. U'CI ··-d.--._._---Itt! ---er.·-.------UlC:l ---eb---------........................ _ ..... -... ---_ ........... _ ............ ---_ ......... _ .... --.... -...... --....... -.................... .11 " • 0000 UI.C' '."Ol '" .. s. 0o" 101.. •• ~.2Ul :'U .. • O'5n 10)..50 l.Onl 10' " \.)916 10,.90 ,.'141 10' " .. an 101.13 J.'l" 10l. " '§.. , •• , 101. ,1 IO.Ul 10l " · . U .. 101_S" 1.4'71 10' " ,.u •• U\,I.'. 10 ." '" ,. • .4U lDl.U ].'111 10' " .n1') 101 .. u . n> 101 . .. • un 101-SI l.l." 10l " -, .Oll(t 'Ol .. U .,. 10l ... • U19 lDl.U l.,..,,] 10l " 1 .•• 54 '01 .. U '" '01 ." 1.0)13 101.12 l.no., ll)~ " , .. :n '" ... 1.140o, 101.&.4 •. ll'll 101. .. •. UI • '" .. , !ioOtl' 101.66 'I.Ul' lOt. h ',1"10 ,. -----..----TEMP.XLS ----- Renton Assembly 01 God __ 1-_~/~0/9~ ! . ----I ~ SHEEfFlOW--~ 2 YEAR, 24 HR PRECIP • 2.00 2 • SHALLOW CONC, FLOW TRle ____ no --.-----REACH FLOW . I TO CB Ap CNp_ ~Je..:=::~= ~~iii.'::"::_=. Ai--C---_ __ IYPE. k or n. T. .... ,.I '., .. . ----.. ---.-,. ... ----.. -.. --------f--MH 0.10 80 0.901 98 1.00 0 I 1.00'1(, 0,011'0,0 I 0.00 80 -=--::3~9.f. __ !~ _____ -.j_.~9-:.~:-300 I 2.00'1(, 0.011·,' 3.7 125 2 3.20'1(, 27· ,.' 0.4 ---.-'. · __ ·4_··__ 4.1 ---f----+----+ .. ---.. -- 2 6.1 Ii 80 .. ---'0:';6 --'98 ··Cl.3 i ---------,-00 ,----I 1--&.00'1(, t--O•011 1.1 ...; 0.07 -.--~2 _:~:-'0:15 4 0 80 0.41 ,---!i8 ---0:22 150 1 2.87'1(, 0.011 ------9'6 --. _. OAl --100 1 1.60'1(, 0.011 1.9 1,7 ----'6 0 80-6:5'; . -.. 98---'0.57 130 I 3.80'1(, 0.01 I 1.5 --"'------_ ... ____ 6 ____ g _____ .~<! .. 9..1! 7 0 80 0.14 ---::81-·---0----90 1>,29 '-98 -.-''0.;9 120 I 3.10'1(, 0.011 --980.;4 125 I--1 8.&0'1(, 0.011 . --S8 -. . 0.29 '166 I 2.00'1(, 0.01 I 1.5 1.1 2.3 ---9 -----0 ----·eo 0.'37 10 0.38 -----oro --. (i.68 =::_= __ 11 ---:..-:: -=-~=-!q-. '-~:2~ 12 1.02 80 0.37 -----13---0.07 1----'80 . '--0.07 ._-" ._--_._--...... ----_._---.. ------.-~~ --~~-61--· --~6 'Ki~' -iii -'0,37 30 1 3.oo'Mo 0.011 . -98 . '0.94 j~~ I-2 4.0096 27 'ga l . 0.04 190 2 6.30'Mo 2~ --·,·1 '-570 98' 1.39 2 3.oo'Mo 27 .,-.". 98 0.14 145 I 0.70'1(, 0.011 98 0.76 220 2 5.90% 27 98 0.19 --.--80 1 1.30% 0.01 I 0.6 1.1 0.5 2.0 3. I 0.6 1.5 ------i6-·---·-01---80· 0.41 98 0.41 125 1 4.90'1(, 0,011 . \.3 ~ .. -~='i~ :~~, ::::'~~2[_-=.:.~~ . 0.48 18 0.11 80 0.81 -... -.---.--.-.----·--so· !iii -0.48 -----·1'75 1 3.70'1(, 0.011 '!i8 0.72 .. --.. --30 1 0.03 0.011 98 0.00 ---210 2 0.018 27 \.& '.' 0.6 0.8 1.4 =::: -1~ --O'~F~~]~I' '-6:;1 .. __ ._----_._._---" "-.'. --. :~1' ··I~~ :=~~~~ ==-= ~F-~:~~I 27 27 , 3.69 , '4.0 1.3 • - IAbLE. -r. 0... ; Pogo 1 ~~~t1 f;J.r'',", "'\ .• ;::-~~\ ,~:r'-:'{~.':":':<-!t~~~~~ .. I I I I I I -r--:T\ l-. i AS' .. .E ..:L-...., Page 1 -'. ~ ' .. '.-" .... '.' I I I I I I I I I I I I cbO, COO. d"to COU ebU cblJ CPU ..... coo. -, ---..... ... , -, coo. "",. c:bl1 coU ct.lll cbO) cblS c:bl' CItt7 ... " cbU lOJ.n't. tllllltwi D"tJ •• ' 2GO.OIJ Ct.1 . '.11 1&. '.12 1.'J 10'.41 .. 0." .0.41 In.'' Jot.07 O.iJ 5.11 0.20 lot.20 ;-.••• J: .. ' I.U 1".31 lOa~" 0.'0 1-&$ 0.14 tot.U ' •• 1 0.0'1 10..'" 101.71 1.U 0.01 tllf .... ~ .... I.let Ct .. I~....-.d 1P." tLf. O.OJ r. .... dn .... lal~ Cui a.~ 113 .... 0... 0.01-tilt .. ., cdc" lalet. Cn) AtI...-.d n •. " 0.29 0.00 t_ .. dft _de. blJ.r. CUI ~~ U1,O' .,,, D.lt IG4.n 0 .• 1 )S o. u t.v • tift eck. l"l~ O;rl b~ u,." 1 OS 0.41 tV 6 (In. cdc, Inlet. Cui a..~ taO." l.G) 0.'0 tv. oSn c&=: Inlet CUI.b~ U]:u .,., 0 4t tv II oSn .ct.::. J~"t Ctd"'~ 1l7.U " " l ). I t7 lOS n 0,) to' Il .' 110 II ." ... • OJ o 11 ,,16 U 10'" '"5 Q U 107.0 0.14 110'" 1.1S o .u 'V • dfI cdc. lftle, Cttl ,.,..-.:1 )0'." IIG.'S \11 " .16 O.lt. 'U." o 0] lU. U 119.10 o.Jt 0.01 104.n 0.00 0.00 IO'.'~ 10'." 0.04 0.0& D.O' 0.00 0.00 0.'. 0.11 o. til , " 0.00 , .. O.lt , " o.ot , .. ... 0.00 0.00 . ... .... .... 0.00 0.00 0.00 0,00 0.01 0.01 0.0. 0.00 .oo 0.16 , .. , oo •• o.tlC 0.00 Ut.1I ..... 104.00 lOS.", If.GO 1,"". 10'.00 0.01 101.'3 10'.10 0.01 107.1' 110.20 0.00 lU.41 US.lID 0.00 114." In.,. 0.00 11'.0' 120.00 10 •. 00 0.01 lO •. ~" 111.00 00. lO-'.'. 111.10 0.00 HO.7;1' 11) SO 0.01 Ul.n lU 00 0.00 U'.:l41 UO 00 10 •. ". 0.00 IlI.U 114 00 1041. H- 0.0) 10'., IQ' SO O.O:l O.O~ 0.01 101 1:. 1l0.tl ~U,l1 10 ..... 10., .. .J UJ SO IlI.JO 0.00 IO?), 110.l1 I I I I I I I I I I obO, ,bO' c:blCll eon cbU ~b1J eblO Cb14 ~U'._ •.•. 10." 10&. to n UttlrU) ~u. at: 1." •. Il! 100." ftcl O.IS fc. 0... 0.72 to4 •• 2 .•• Il 'eMZ ,." 0.36 1\W1.1O G.U 0.17 lM.11 lO).(If 0.00 eNJ I.M •. al an.n 0.01 '.0' 101.U 1".7' O.GS dI04 1.4' 0 .• ' tv • tin cdc. Inlel cuI AII--"" 10J.42 0.01 .... ,bO, , .. , cblO cbO) cbn cbU. C'D11 .... o. 'J) '.0. t. .... 4Q. .dc, laIn eul ~ U2.U O.So 0.01 tv to lin .. 40:, lnl.t Cui ""~ Ut.'t •. U 0.01 tv , .sn elk, lnht ct.-I Aa~ Ul.o.e •. 17 O.JI l04.U 0.0l' 0.11 10..7' 104.to ... Jl 0.)0 c" .. dill .dc: Inl.t Ctt'l A8~ 101 n .1"1 0.,. tilt .. <In c<k-rnl.~ a. .. l "-......0 HI NI " O.H t" flo dn.de [nl.t Cllfl ~ 121 .. , , " ,II I n 10. 77 ) 10 a.t 101" " 2.U O)Ol".'in.d<" O.U O.O~ 10'.1. '" '" 0.01 ".00 o J7 101 11 10. ~~ 0;1:, 10' O. 10l '1 no n 111 51 D.D!!. .. U' n Ut U 11'.00 lOl'.n I07.U 0.01 0.00 0,00 0.09 O.lO It.U , " ... , " , " , " ,0> 0.4') .oo -'.~ a.oo 0,00 0.00 •. 00 0.00 0.00 0.00 0.00 ~.Ol '" 0.0' 0.00 , " ,. .oo .oo o.a!. '" 0.00 IU.ST . 0 .• ' 104. Jf, 0.00 tat.n 0.01 US.,!!, 0.01 107.41 loS.n lOf .lKI 10'.SO llO.2" 0.00 111 .• 1 115]0 000 114." 117 t. 0.00' 11' O. 120 00 lOt .)01 0.01 104.)1 111.00 07 107.S Ill. 10 0.00 IIO'~ 111.50 o 02 12).) U~ 00 o 00 1)7 U 1.0 00 10' .)fII 0,00 III 1. II. 00 104; II a O. 10')) loa sn o 0) 1~1 ~~ tD~ 40 a.o:! 0.02 110 1.1 lU.<ll III so 121. Jil O.Oq lat U u.: 00 107. U 0.00 l01.1t 110.J' TA.'-: :: --'-- .' , 10. I I I I I I I I I I I I I · . Bot tom Width.. • •• . Left side Slope •• ' Right Side Slope •• '.Manning's n •••••• . Channel Slope .••• Discharge •.•••••• Computed Results. Depth •.••.••..•.. Ve!oc!ty .......•• Flow Area ....... . Flow Top Width .•• Wetted Perimeter. Critical Depth .. . Critical Slope .. . Froude Number ... . 2.00 ft " 2.00.1 (H,V) 2.00.1 (H.V) 0.027 0.0100 ft/ft 2.27 cfs 0.36 ft ? OK 2.31 fps 0.98 sf 3.44 ft 3.61 ft 0.31 ft 0.0179 ft/ft 0.76 (flow is Subcriticall Open Channel Flow Module, Version 3,12 Ic) 1990 Haestad Hethods, Inc. • 37 Brookside Rd • Waterbury, Ct 06708 .~t'~~:\B1~tt~~~Jf.~?ta~~~\~~'r1[~?(~~:tr;m~~tt~~~l~~~~r~:<'~'-:' ) , : ,.--\-': .. PI LI '. 7.' 108 , . .... ..., '" '.-,--I H -1:--n -I .. .. JOO U % I.' ~ .. 10 rs too I ~ ./ e 14 .. ./W 100 .. • .. .1 ./ : 10 ~ ,. ..I .. II " 10 to 1.0 ... ~ .. 10 !!.!: 'CAlt [NTII"NCt HW/e> ' I. ~ I 0 c .0 0 TYP[ .. ,. .1 •• .. 10 '" ... -........ w -I :II " .. 10 ... 0 .1 .1 30 III •• m It 10 I. I .J I • ... ..-~~ • ......f' ...... . ' ................. f .... ~ . ., ........ -.a •• .-_ ..... , I " I }~ }" t!. I " !' .a , ;,,"", .S ,- 1.0 •• t; , HEADWATER DEPTH FOR f f-CONCRETE PIPE CULVERTS .. "'_,,_ SCAlD .a, r; III:YIKD Mat ..... WITH INLET CONTROL • ,-___ .." Of' fItMUe lOAN ....-.. ... ~- I •• May'", i q ;. I I I I I I I I I I I I . flow . lS";e:and 100 yes SIOI:rms.~·~·~. i]j~~~~r~ dic:lated by. the WSDOT'. piopOscd improvCments along SR·169. the ~onyeyanee sysecm·iIIIS2Dd Ave. SE is shown in tabular form ~T';"'" Vd. These impro~1S will add onJY about 3.600 SF u.;pervious 8I'Ca ODd willnoi~gnificantly increase runoff. .""-~"!I"V', __ i ... + i J i ~~-AAN~~~r~lss-o~p~~~~~~;s.~~~~~~jGlE15i~~;-----~ ,. 6tJ"'M+"'Uv . . "TiI/.!> Y'<'C;:"... ER<t1a''IIft:(_ i I I I "---~ ?1. . 1--_ ... _ .. _. ___ . __ -'_~~-'-..L...l-L_-L ___ ..L.L-___ . _____ ...• __ .. _. _ .. . .,.. .'." -~ -." -. . "{:: (-, \\~it t~ ~;~ .,-;" " ') '. ' :: '(; '. .~;:; ). , '. ,:.~;~ <;,,~ .c4 '. \';Z "j_V ,Ii . .' ~ i , ~'I' )~ '.: ~ .. ~ .. ;" CONVEYANCE SYSTEM ANALYSI ,..IZlHO TABLE USIHO THE RATlOHAL METItOO _~"-I Sub 8&oJn Number I Ar"1 C I N./ Sum ~. F,om 1 To -l ,oc, C·" I ''';i~.11 ., *16~) I (~.) I(~II ~ '''7'~ , ,.,----.-I fEA 'trZ ,..,.~ ~ > . ~ I . ---, ,,--.,--1----"-..... W(..1S23 ,.J-,2'-1 i'):b:',O,q(lQ-30":~6.~ O~ .z.1!>O~2 fl. Cl,4IZ0.d2!L l"7~ I tM 1('.52' ICB,7 ~lJn O,'OO.IOiJO'l~.:a rl' '1;1 •• ~:,~,q~ '2. .• ,t~<lolS :.7 l~'i .70 O. 1 (,.,ZI 1<:.5, t"'.1-,2.2 --5;;0' o. ".D'!'~~ 'f4-f?,b' 2.!<' .1:5 'Z .OIL <L~ 2.7 ~ ,~, 0, 1',2., "'"1'1::''' '-D 'Zl ~dhfU.2.:d1"O.'m. 39. 1,0,: 2,~'i /.32 1"2. 'c~IQOO~!~.H $.1 '. '----r I -r--- ~-f49 lUAR Pm '3~ I I j-~~t=t ! I I I I I I I I II I (lIZ'i ~~tf-.. c.b2Y J? }11°'P ~,>o> 1"'Y-lIr3 ~rullIQ·% 112 ~~Iz.~ms~i7}1r' ~ 17 I' flO ~e> !'.b~ Ii iC <.1-00 t.!>d .10).90 ~ c'16.',Q 7, 1,7bl3.0 1.17 12 QI7. 0;)05 ,7~ ,~7 ~'1 ISO. 7 I~fl:eu I C b z,7. ~'O ~.'''~99~·'1!iF~nJ~U£yBI'Z. ~.o;t~~!t'j1l.HH7~H'I'~~·' I ~ ..... _<:.btl,lZ. O"OO.II,~q if51~.06Ii,b I,st, 1'2..o1~O:o:;rZ.1~ ~.'t7 .&'1 & 1---1 1 '---1--1-+--+--+-+--+--+-+--+--+-+--1 ~-... + '--+--+--1--... --. I I I I I"~=+-I I I I I I I I I I I Pro' cl:" -Job No: ,location: _114 1/4 Soc. TWP !lGE. 01 2S Y( A.I/) Ir:;r)",,-;/lN~"''''~'~ or: --_(".,),Jver",.t;..C ..;:../'!.t~Jo1 Irl 152!:!""/I y(' Sl!:' i I iI I ~ ; & I .~. ,:--.>::.~ --'-' ;- ."' '.' l"'-~i:~··~~~?!:;,:~1q~~~1~~'y'.~.:jf.?~:~ ~~t~'~~Y-'~"-;~;Yr-~~~'~'~~:' ... ,"., •.• ." :':>." i,' ,"--c· ':;,f'.':ff'h';':')."'.~:.~:\Ii!?'P;:Z:tlPI ,I: ~ -Z C\ n Q c:: ;z· .... '. '.< .. 'II! > c .. ':I; -Z C\ ... Q 7-.. c:: ·111 ''11 > n III 'II! > oj "' III o /II Ii' -C\ z I: > z c:: > I" , /.CO ,,It i .L. . S, ": .. --.~-- 1 .T-: I t , ~ : . __________ 1 I'~ .. - I I ... I I • I ~" I c, I I I- I I l- f I< -~ .L . . ~ .. _-.--..-- .. -,. --, ------I-...,-~--'o-'--l-----'--,.--'- " I r - r , '1 , '----l -- --1-'--' ---' I I I I I ~ I I I I I I Design Flow:. Pipe Capacity Design Vel Pipe Full Vel PIPE REACH From: cb02 To: Pipe Diameter: Pipe Length Up invert Collection Area: Design Fla" Pipe Capacity Deaign Vel Pipe Full V&! PIPE REACH From: cb03 To: Pipe Diameter: Pipe Length Up invert Collection Area: Design Flow Pipe Capacity Design V&! Pipe Full Vel PIPE REACH From. cb04To. Pipe Dl_ter. Pipe Length • Up invert. Collection Area. Deaign Flow Pipe capacity Design Vel Pipe Full Vel ';.)0.19 Ac. 9.95cfs l 11.41 cfs 7.28 tpal 6.46 fpa 10 No. p06 1. SO ft 160.00 ft 102.19 ft 26.70 Ae. 9.12 efa 9.20 efa 5.93 fps 5.21 fpa 10 No. p07 eb02 1.50 ft 97.01 tt 10l.50 ft s.::: Ac. 5.13 cta 6.45 eta 4.05 tpa 3.65 tpe ID No. p08 cb03 1.00 tt 87.80 tt 105.50 ft 1.60 Ac. 1. 6S eta 6.53 efa 6.93 fpa 8.31 fpa DBgn Depth: Travel Time: n: 0.0120 9: 0.0065 down invert: Oagn Depth: '!'cave 1 Time: n: 0.0120 a: 0.0032 down invert: 08gn Depth. Trav&! Time. n. 0.0120 a. 0.0295 down invert. Dagn Depth. Travel Time: 100.00 ft. 1.08 0.15 min 101.15 ft 1. 22 ft '. ~, 0.-15 min 102.19 tt 1.01 tt 0.40 min 103.00 ft 0.34 ft 0.21 min I I I I I I I I I Collection Area. Design Flow Pipe Capacity Design Vel Pipe Full Vel PIPE REACH From: cb06 To: Pipe Diameter: Pipe Length Up invert Collection Area: Design Flow Pipe Capacity Design Vel Pipe Full Vel PIPE REACH From: cb07 To: Pipe Diamet~ r: Pipe Length Up invert Collection Area. Design Flow Pipe Capacity Design Vel Pipe Full Vel PIPE REACH From: cbOS To: Pipe Diameter. Pipe Length Up invert Collection Area: Design Flow Pipe Capacity Design Vel Pipe Full Vel ID,NQ. cb04 1.00 ft n: 0.0120 65.92 ft s: 0.0258 107.20 ft down invert: loU Ac. 1.23 cfs "sgn Depth, 0.30 ft 6.21 cta 6.16 fps Travel Time, 0.18 lIIin 7.91 fpa ID No. plO cbOS 1.00 ft n: 0.0120 124.49 ft a: 0.0410 ' 112.30 ft down invert: 107.20 ft 0.62 Ac. 0.64 cfa D9gn Depth: 0.19 ft 7.83 cts 6.00 fps Travel Time: O.3S min 9.97 fpa lD No. pll cb06 1. 00 ft n: 0.0120 60.96 tt 8: 0.0427 114.90 ft down invert: 112.30 ft 0.43 Ac. 0.44 cfa Dsgn Depth: 0.16 ft 7.99 cta S .45 tp. Travel Time: 0.19 min 10.18 fp. 10 No. p12 cb07 1.00 ft n. 0.0120 82 .87 ft ., 0.0253 117.00 !t down invert. 114.90 ft 0.29 Ac. 0.29 cfa Dagn Depth: 0.15 ft 6.16 cta 4.02 fps Travel Time: 0.34 min 7.84 fpa :-", '; ,>;'>;10 NO.'Pl3 'ch02 .:,'" >1;50 ft: n: : ~ 177.63 ft ·-C', '106.00 ft ~-~ -. .... :', collection Area. 21.14 Ac • . 'Design Flow 3.7S cfs Dsgn Depth, Pipe Capacity 16.71 cfs Design Vel 7.62 fps Travel Time: 0.39 min Pipe Full Vel 9.46 fps PIPE REACH ID No. pH From: Cbl0 To: cb09 Pipe Diameter: 1.50 tt n: 0.0120 I Pipe Length 140.13 ft a: 0.0114 Up invert 107.60 ft down invert: 106.00 ft Collect ion Area: 20.77 "c. I Design Flow 3.35 cta Dsgn Depth: 0.54 ft Pipe Capacity 12.19 cfa Design Vel 5.89 fps Travel Time: 0.40 Ir.in I Pipe Full Vel 6.90 fps .' I PIPE R£ACH tD No. pIS From: cbl' To, cbl0 Pipe D1ame~er: 1.00 ft n: 0.0120 Pipe Length 150.10 ft 8: 0.0160 I Up invert 110.50 ft down invert: 108.10 ft Collection Area: 15.07 Ac. I Design Flow 2.05 cfa Dsgn Depth, 0.45 tc Pipe Capacity 4.89 eta Design Vel 5.96 fps Travel Time: 0.42 min I Pipe Full Vel 6.23 (pa PIPE REACH ID No. pl6 I From. cbI2 To. cbll Pipe DialllBter. 1.00 ft n: 0.0120 Pipe Length 183.00 ft 8: O. 0683 I Up invert 123.00 ft down invert: 110.50 ft Collection Area: 19.03 Ac. Design Flow 2.03 cfs Dsgn Depth: 0.30 ft I Pipe Capacity 10.11 dB Design Vel 10.06 fpa Travel Time: 0.30 min Pipe Full Vel 12.88 fps ~ , 10 No. c.". :cb13 ' To: 'cb12 . _:':'~-:~\'f;;.,~,---,,-,_~~:,:: I Pipe Diameter: ',1.00 ft n. 0;0120" Pipe'Length 239.84 ft s.0.0584 Up invert 137.00 ft down', invert: .' .,-. I Collection Area: 17.64 Ac. Design Plow 1.67 cta Dagn Depth: Pipe Capacity 9.35 cts I Design Vel 9.00 fps Travel Time. 0.44 min Pipe Full Vel 11.91 fps I PIPE REACH ID No. pl8 Prom: cbl4 To: cblO Pipe Diameter: 1.00 ft n: 0.0120 I Pipe Length 232.33 ft 8' 0.0125 Up invert. 1l1.00 ft down invert: 108.10 ft Collection Area: 0.76 Ac. t Deeign Flow 0.63 cfa Dsgn Depth: 0.26 ft Pipe Capacity 4.32 efa Design Vel 3. 93 Eps Travel Time, 0.99 min I Pipe Full Vel 5.51 Eps PIPE REACH ID No. p19 I From: cblS To, cb03 Pipe Diameter: 1. 00 ft n: 0.0120 Pipe Length 202.16 ft s: 0.0124 f Up invert 105.50 ft down invert: 103.00 ft Collection Areal 3.43 Ac. t Design Flow 3.30 cfs OS9n Depth: 0.66 tt Pipe Capacity 4.30 cfs Design Vel 6.04 fps Travel Time: 0.56 min Pipe Full Vel 5.48 fps ; I PIPE REACH 10 No. p20 I From: cbI6 To. cblS Pipe Diameter. 1.00 ft n. 0.0120 Pipe Length 64.01 ft 8' 0.0141 Up invert 106.40 ft down invert. 105.50 ft I " Collection Areal 2.92 Ac. Design Flow 2.76 cfs Osgn Depth. 0.56 tt i !' Pipe Capacity 4.59 cta ,l Design Vel 6.1l fpa Travel Time: 0.17 min Pipe Full Vel 5.84 fps ~ , ¥,'; ' .. '.- 10 No. cblG ,," 1.00 ft n: 0.0120 128.04 ft a, 0.0320 .. 110.50 ft down invert. 106.40 Collection Area: 2.51 Ac. Design Flow 2.34 cta 'Dsgn Depth: 0.40 ft Pipe Capacity 6.93 cfa Deaign Vel 7.96 fpa Travel Time: 0.27 min I Pipe Full Vel 8.82 fpa I PIPE REACH 10 No. p22 From: cblS To: cb17 Pipe Diameter: 1.00 ft n: 0.0120 Pipe Length 97.05 ft s: 0.0804 I Up invert 118.10 ft dO\ofl1 invert: 110. SO ft Collection Area: 2.01 Ac. I Design Flow 1.S5 eta Dsgn Depth: 0.28 ft Pipe Capacity 10.97 cfs Deaign Vel 10.18 tpa Travel Time: 0.16 min • "ipe Full Vel 13.97 fpa PIPE REACH ID No. p21 I From: cb19 Tv! cblS Pipe Diameter: 1.00 ft n: 0.0120 Pipe Length 171. 84 ft s: 0.0041 I Up invert 119.00 tt down invert: 118.30 ft Collection Area: 1. 31 Ac. I Deaign Flo .. 1.16 cta Dsgn Depth. 0.48 ft Pipe Capacity 2.4.7 cte Deaign Vel 3.10 tpa Travel Time: 0.93 min Pipe Full Vel 3.14 fpa I PIPE REACH 10 No. p24 I From: cbZO To: cb1S Pipe Diameter: 1.00 ft n: O.OllO Pipe Length 99.33 tt a: 0.0181 Up invert 107.30 ft down invert: 105.50 ft I Collection Area: 0.12 Ac. Design Flow 0.34 cfs Dsgn Depth. 0.17 ft I Pipe Capacity 5.21 efs Design v .. l 3.73 tpa Travel Time: 0.44 min Pipe Full Vel b.63 tps ~ ,; I I I I I I I I I I I I I Trib Depth . . :,: .:.: , Upstream.W.S. 30.19 Ac. 0.54 ft Blev.· . 101.73 I I I I I I I I I I I Pnt" Cont,Area: Bend, .'; •• : ;;. No special'shape: ",:; , Cone grooved end or ~p w/Hlf Ent' type., Ent Loss. 0.000 Exit. 0.000 App Vel. 0.000 Junct. Reach pOl p05 <Invert> 100.000 100.000 STRUCTURE REACH Location : Descrip Data File, Data Pnt , Cont Area: eb02a <Diam> 18.00 18.00 < n > 0.012 0.012 10 No. cb02 No special shape <End> Upper Lower North East Rim Elev Bottom El: Hgrade El: Bend ..... , Ent type., Ent Loss, Cone grooved end or CHP w/HW 0.OS3 Exit, 0.41) App Vel: 0.131 Junct: Reach p06 p07 p13 <Invert> 102.190 102.190 102.190 STRUC"!"'JRE REACH Location • Descrip Data File: Data Pnt I Cont Area: cbOl. <Oiam:> 18 .00 lS.00 18 .00 < n > 0.012 0.012 0.012 10 No. cbO) No special shape <End> Upper Lower Lower North East Rim Elev Bottom E1: Hgrade El, Bend •.••• I Ent type., Ent Los •• Cone grooved end or CHP w/HW 0.026 Exit: 0.1l1App Vel: 0.000 Junct: Reach pO? pOS p19 <Invert> 102.500 103.000 103.000 cDiam> 18.00 12.00 12.00 en> 0.012 0.012 0.012 cEnd> Upper Lower Lower .103; .0"'0;0000 ' 101.5000 ft O.OOO'Bend. 0.000 3466.0000 8921.0000 105.2500 0.0000 104.0028 ft 0.061 Bend, 0.001 3467.0000 S824.0000 106.0000 0.0000 104.3562 ft 0.000 Bend: 0.000 I I I I I I I I I I I ,:I~,"",-Elev' :-' 198.5000:,_ BottOlll El, " '0,.0000 ' ' , Hgrade E1.105.7214 ft' . Bend ......... : No special shape Ent type;. Ent Loss: Cone grooved end or CMP w/HW 0.014 Exit. 0.069 App Vel." 0.038 Junet: 0.009 Bend: 0.001 Reach p08 p09 <Invert> 105.500 105.500 STRUCTURE REACH Location ': Descrip : Data File: Data Pnt : Cont Area: cb05a <Diall> 12.00 12.00 < n > 0.012 0.012 1D No, cb05 Bend, , . , , : No special shape Ent type.: <End> Upper Lower North East Rim Elev Bottom El: Hgrade E1: Ent Loaa: Conc grooved end or CHP w/HW 0.008 Exit: 0_018 App Val: 0.010 Junct: Reach p09 p10 < Inv ... rt:. 107.200 107.200 STRUCTURE REACH cb06a <Oiam, 0( n ~ 12.00 0.012 12.00 0.012 Location • De8crip , Data File. Data Pnt • Cont Area. Bend ••••• : No apeeial shape <End> Upper Lower North East Rim Elev : Bottom El. Hgrada E1. Ent type •• Ent Loss. COne grooved end or CMP w/HW 0.002 Exit. 0.010 App Vel: 0.005 Junet. Reach p10 pll <Invert> 112.300 112.300 <Diam> !l.00 12.00 < n > 0.012 0.012 <End> Upper Lower -, 3321.0000 8777.0000 110.2000 0.0000 107.)909 ft 0.005 Bend: 0,Q02 3197.0000 8788.0000 115.3000 0.0000 112.4093 ft 0.001 Bend. 0.002 I I I I I . ~~ • I I I I I I ~ •• ,. ~ "-'; '\!_i{'~:;;,:;t-:~: , Location'", Descrip ,.y ,,~ ,Data File. OataPQt'" • " Rim Slev • Bottom El: Cont Area,-cb07a ,', ',' Hgrade El: Bend .•••• : No special shape Ent type.: Cone grooved end or CMP w/HW Ent Loss: 0.000 Exit: 0.000 App Vel: 0.002 Junct: Reach pll p12 <Invert> 114.900 114.900 STRUCTURE REACH Location : Oeacrip Data File: cb08a <Oiam> 12.00 12.00 < n > 0.012 0.012 10 No. cb08 Data Pnt , Cont Area! B .. nd ..... : No apecial shap .. Ent type.: <End> Upper Lower Harth East Rim Elev Bottom El, Hgrade El, Ent LOSB: Cone grooved end or CHP w/HW 0.000 Exit, 0.000 App Vet, 0.000 .Junct = R .. "cn p12 <IlIvert> 117.000 STRUCTURE ARACH Location • eescrip • Data File: Data Pnt : cb09a ..:Diem> < n ;> 1l.00 0.012 I::' /10. cb09 Cont Area. Bend ..... I No special shape <End.» Upper Horth East Rin. Elev Bottom El: Hgrade El: Ent type., Ent Loss. Cone grooved end or CMP w/HW 0.014 Exit. 0.070 App Vel: 0.OS6 Junct: Reach p13 p14 <Invert> 106.000 106.000 ,cOlam> 18.00 1B.00 < n > 0.012 0.012 <End> Upper Lower 87U;0000' 117,~9000, O~OOOO 114.982J'ft " '.Y' 0.001 Bend: 0.000 3069.0000 8736.0000 120.0000 0.0000 117.0698 tt 0.000 Send, 0,000 32B9.0000 8936.0000 111.0000 0.0000 106.2711 tt O.OOS Bend: 0.002 I I I I I I I I I I cblOa Ne special shape . Ei~, BottOla.E1. Hgrade E1: Conc grooved end or CMP v/HW 0.011 Exit: 0.056 App Vel, 0.106 Junct, Reach pH p1S p18 <Invert> 107.600 108.100 108.100 STRUCTURE REACH Location : Descrip Data File: Data Pnt : Cont Area: cblla <D1alll> 18.00 12.00 12.00 < n > 0.012 0.01:Z 0.012 ID No. ebll Bend ..... : No spec i al shape Ent type.: <End> Upper Lower Lower North East Rim Elev Bottom El: Hgrade El: Ent Loss: Conc grooved end or CHP w/HW 0.000 Exit: 0.000 App V&I: 0.104 Junet: Reach PIS p16 <Invert> 110.500 110.500 STRUCTURE REACH Location : Ilescrip : Data FUe, Data Pnt : Cont Area: cb12a <Oiam.> < n ,. 12.00 0.012 12.00 0.012 ID No. ebl1 Bend •••.•• No special shape Ent type.: <End> Upper Lower North Eaat Rim Elev : BottOIll El. Hgrade El. Ent Loss. Cone grooved end or CHP w/HW 0.000 Exit. 0.000 App Vel. 0.070 Junct, Reach p16 p17 <Invert> 123.000 123.000 <Dla .. , 12.00 12.00 < n > 0.012 0.012 <End, Upper Lower tt ..•.. 0.042 Bend, 0.006 )001.0000 8955.0000 113.5000 0.0000 110.1203 tt 0.001 Bend: 0.010 2820.0000 8928.0000 126.0000 0.0000 123.2652 tt 0.012 Bend, 0.040 I I I I I I I I I I I ...... Descrip· .. ·, , .. Data·Flle: Data· Pnt ., . Cont Jlrea: Bend ....... --: cb13a" c " .... No special. shape· . Ent type.: Ent Loss: Conc groovsd end or CMP w/IIW 0.000 Exit •. 0.000 App Vel: 0.000 Junct: Reach p17 <Invert> 137.000 STRUCTURE REACH Location : Descrip Data Pile: Data Pnt : Cont Area: cbl4a <Diaa> < n > <End> 12.00 0.012 Upper 10 No. cbl4 B .. nd ....• : No special shape Ent type.: North Eallt Rim Elev Bottom El: Hgrade El: Ent. Loss: Cone grooved end or CMP w/HW 0.000 Exit: 0.000 App Vel: 0.000 Junct: Reach p1S <Invert> L l.000 STRUCTURE REACH Location . Deacrip I Data PUe: Data Pnt : Cont Area: cbiS .. <Olam> < n > <End> 12.00 0.012 Upper ID No. cb15 Bend ..... : No apeel41 ahllps Ent type.: North Eaat Rim Elev I Bottom El: Hgrade E1: Ent Loaa: Conc grooved end or CMP w/IIW 0.055 Exit. 0.274 App Vel: 0.192 Junct: Reach p19 p20 p24 <Invert:> 105.500 105.500 105.500 cDiam~ 13.00 ··U~OO 12.00 < n > . 0.012 0.012 0.012 <End> Upper Lower Lower .ft 0.000 Bend: 0.000 2946.0000 8817.0000 114. 0000 0.0000 111.1244 ft 0.000 Bend: 0.000 3475.0000 862:.1.0000 108.5000 0.0000 106.8408 ft 0.028 Bend: 0.256 I I I I I I I I I I I I cb16a ft No special shape Conc grooved end or CMP w/HW 0.038 Exit: 0.192 App Vel, 0.137 Junct: 0.019 Bend, Reach p20 p21 <Invert> 106.400 106.400 STRUCTURE REACH Location : Oescrip Data File: Data Pnt : Cont Area: cb17a <Oianl> 12.00 12.00 < n > 0.012 0.012 10 No. cb17 Bend ..... : No special Bl\ape Ent type.: North East Rim E1ev Bottom El: Hgrade E1: Ent LoS8: Cone grooved end or CMP w/HW 0.027 Exit: 0.137 App Vel: 0.086 Junct: Reach p21 p22 <Invert> 1).500 110.500 STRUCTURE REACH Location : oe8crip : Data File: Data Pnt : Cont Area: cbUa <Oiam> 12.00 n.oo < n > 0.012 0.012 10 No. cb18 No special shape <End> Upper Lower North East Rim Elev Bottom El. Hgrads El, Bend •••.. , Ent type., Ent Loss, Conc grooved end or CMP w/HW 0.000 Exit. 0.000 App Vel. 0.034 Junct: Reach p22 p23 <Invert> 118.300 118.300 cOi ... ,. 12.00 12.00 < n > 0.012 0.012 3283.0000 8618.0000 113.5000 0.0000 110.9107 ft 0.017 Bend: 0.000 3lB6.0000 8615.0000 121.3000 0.0000 118.5671 ft 0.013 Bend. 0.038 I I I I I I I I I I I 'cbl!Ja, ~" Cone groovitd" or CMP w/lIW 0.007 Exitl '0.034 App Vall 0.000 Junct: Reach p2l <Invert> 119.000 STRUCTURE REACH Locat.ion : Descrip Data File: Data Pnt : Cont Area: eb20a <D1&111> < n > 12.00 0.012 10 No. cb20 Bend" ..• : No special shape Ent type.: <End> Uppar North East Rim Elev Bottom El: Hgrade El: Ent LoSS: Cone grooved end or CMP ~/HW 0.001 Exit: 0.003 App Vel: 0,000 Junct: Reach p24 <Invert> 107.300 <Dlam~ < n ;0 12.00 0.012 <End> Upper ft 0.000 Bend: 0.000 3504.0000 8527.0000 110.3800 0.0000 107.3805 ft 0.000 Bend: 0.000 ", I I I I I I I I I I I I ",,'TL_;:,INTERVAL • .'.'. t ," .... ~"" OFCONC.: •••• ,ABSTRACTION COEFF, 'USER1,' , ];"0 inches 10.00,adn 111.00 .. in 0.20 , , BAS~~" ' cfa,' • PERVIOUS' AREA ,~,:';" .' , AREA";",,,:l i~50' Acrea CN. ; ;,;,,' '·76.00 IMPERVIOUS AREA ' AREA... ,0.00 Acrea CN..... 98.00 PEAIt RATE. 1.64 cfa VOL. 1.89 Ac-ft TIME. 530 min BASIN 10: cbOl. SBUl! METHODOLOGY TOTAL AREA ....... , RAINFALL TYPE .•.. : PRECIPITATION .... : TIME INTERVAL .. ,.: TIME OF CONC ..... : ABSTRACTION COEFF: PEAK RATE: 1.21 els BASIN 10: eb02. SBUl! METHODOLOGY TOTAL AREA ....... : RAINFALL TYPE, ,.: PRECIPITATION .... ' TIME INTERVAL ...• : TIME OF CONC ..... , ABSTRACTION COEFF, PEAK RATE. 0.24 cta NAME: CD 1 P25 3.49 Acrea USER1 3.40 inches 10.00 min 4.10 min 0.20 BASEFLOWS: 0.00 cfa PERVIOUS AREA AREA .. : 0.00 Acres CN ..•• : 80.00 IMPERVIOUS AREA AREA .. : 3.49 Aeres CN ..•. : 98. 00 VOL: 0.92 Ae·ft TIME: 470 min NAME: CD 2 P25 0.31 Acrea USWtl 3.40 inehe. 10.00 min 1.10 min 0.20 BASEFLOWS: 0.00 ela PERVIOUS AREA AREA .. : 0.15 Acres CN •••• : 80.00 IMPERVIOUS AREA AREA •. : 0.16 Acres CN •••• ' 98.00 VOL. 0.06 Ac-ft TIME. 470 min I I I I I I I I I I I IMPBRV'IOIlIS AREA. AREA... ·0;15 Acres CN •••• ·'Z -,. 98~'OO 0.18 Ct •. WL:' 0.05 Ac-ft TIME.:'" >; 470 min BASIN ro: eb04a SBUl! METHODOLOGY TOTAL AREA ....... : RAINFALL TYPE .... : PRECIPITATION .... : TIME INTERVAL .... : TIME OF CONC ..... : ABSTRACTION COEFF: PEAK RATE: 0.42 efs BASUt ID: cb05a SBUl! METIIODOLOGY TOTAL AREA ....•.. : RAINFALL ~ii'E ..•• , PRECIPITATION .•.• : TI ME INTERVAL .... : TIME OF CONC ...•.• ABSTRACTION COEFF, PEAK RATE: 0.5t cf. NAME: CB 4 P25 0.41 Acres USERl 3.40 inches 10.00 min 1. 70 min 0.20 BASEFLOWS: 0.00 efs PERVIOUS AREA AREA... 0.00 Acres CN .... : 80.00 IMPERVIOUS AREA AREA .. : 0.41 Acres CN .... : 98.00 VOl.: 0.11 Ac-ft TIME: 470 min NAME: CB 5 P25 0.57 Acres USERI 3.40 inches 10.00 min 1.50 min 0.20 BASEFLOWS: 0.00 efa PERVIOUS AREA AREA... 0.00 Acres CN •••• : 80.00 IMPERVIOUS AREA AREA .. : 0.57 Acres CN •••• : 98.00 VOL, O.lS Ac-ft TIME: 470 m1n " ... :". I I I I I I I I I I I I '0 80.00 IMPBIlVlOUS AREA ~,~~ •• !jrt~~r;\ AREA •• : 0.19 A eN. '" : 98.00 PEAK RATE. 0.20 cfs' VOL: 0.05 Ac-ft TIME: 470 BASIN ID: cb07a &BUH METIIODOLOGY TOTAL AREA ...•.•• : RAINFALL TYPE .... : PRECIPITATION .... : TIME INTERVAL .... : TIME OF CONC ..... : ABSTRACTION COEFF: PEAl< RATE: 0.15 cta BASIN 10: cb08a SBUH METIIODOLOGY TOTAL AREA ••..... : RAINFALL TYPE .•.. : PRECIPITATION •.••• TIME INTERVAL ..•. : TIME OF CONC .•••.• ABSTRACTION COEFF: PEAl< RATE. 0.29 cta NAME: CB 7 1'25 0.14 Acres USBIll 3.40 inches 10.00 min 1.10 min 0.20 BASEFWWS: 0.00 cts PERVIOUS AREA AREA •• : 0.00 Acres CN •••• : 80.00 IMPERVIOUS AREA AREA .. : 0.14 Acres eN ••.. : 98.00 VOL: 0.04 Ac-tt TIME: 470 min NAME: CB 8 P25 0.29 Acres nqERl 3.40 inches 10.00 min 2.30 min 0.20 BASEFLOWS: 0.00 cta PERVIOUS AREA AREA .• : 0.00 Acres eN •.•• : 80.00 IMPERVIOUS AREA AREA •• : 0.29 Acres eN •••• I 98.00 VOL: 0.08 Ac-ft TIME: 470 min I I I I I I I I I I I 0.00 so.oo ---<. -= 0.37 Acres --= ".00 2B"IE"~~ .. a±&·~:.~;Z··~~E7~·~ 470 min ~ 3IE .:ii~ -.:::::=: i-0.00 dB 3!EI::&;;..iI£i:l ;;&;.... 0.)6 !0.00 ...... ! i£..aEA ~ 0.58 18.00 Acres Acres --~ 470 min •. W: 0.00 eta .WP7"P~ ..... _ 0.00 Acres =._. ~.OO •• I I I I I I I I I I I I I BAS~i <io~oo' : PERVIOUS AREA ~ .""1' '. TOTAL AREA. o· ; ~ •.•• :'. '·';1:3, Acres RAINFALL TYPE; •• ;.:' . '. USER1 PRECIPITATION ••• ·; • 3.40 inches TIME INTERVAL. •• • .10.00 min TIME OF OONC......2.00 min . AREA; ••. ' ,1. 02 AcJ~";ff~:1l'~f'\:i,:;( CN.·.; •• · 80.00 IMPERVIOUS AREA ABSTRACTION COEFF. 0.20 AREA... 0.37 Acz,es CN •••• ': 98.00 PEAK RATE. 0.82 cfa VOL: 0.23 Ac-ft TIME: 470 min FASIN 10: cblJa SBUI! METHODOLOGY TOTAL AREA ....... : RAINFALL TYPE ...• : PRECIPITATION .... : TIME INTERVAL .... : TIME OF CONC ..... : ABSTRACTION COEFF: PEAK RATE: 0.10 cfs BASIN 10: cb14. SBUI! METIIODOLOGY TOTAL AREA .••.... : RAINFALL TY .. ~ •••• : PRECIPITATION ....• TIME INTERVAL .•.. : TIME OF CONC ...••• ABSTRACTION COErF. PEAK RATE. 0.63 cf. NAME: CD 13 P25 0.14 Acres USERl 3.40 inches 10.00 min 3.10 min 0.20 VOL: 0.0) BAS8FLOWS: 0.00 eta PERVIOUS AREA AREA .. : 0.07 Acres CN •••. : 80.00 IMPERVIOUS AREA AREA .. : 0.07 Acres CN .•.• : 98.00 Ac-ft TIME: 470 min NAME: CD 14 P25 O.7C Acree USERl 3.40 inches 10.00 min 0.60 min 0.20 VOL. 0.16 BASEFLOWS: 0.00 cts PERVIOUS AREA AREA .• : 0.31 Acres CN •••• : 80.00 :MPERVIOUS AREA AREA... 0.45 Acrea CN..... 98.00 Ac-ft TIME. 410 min '.'.' . I I I I I I I I I USERl· .40 incbes INTERVAL.~~ •• · flO.OO.min ·:·]:U'IIS OF CONC.:.;:~:' ·1.50 min ABSTJtACfICIN COEFF: O. 20 PEAK RATE: 0.20 cfa VOL: BASIN 10: eb16a S8UU METHOOOLOGY NAME: C8 16 P25 TOTAL AREA ....... : RAINFALL TYPE •..• : PRECIPITATION •.•• : TIME INTERVAL •••• : TIME OF CONC •.••. : ABSTRACTION COEFF: PEAl< RATE: 0.43 cta BASIN 10: cb17a S8UU METHOOOLOGY TOTAL AREA •....•.• RAINFALL TYPE •••• : PRECIPITATION •.•• : TIME INTF.RVAL ••••• TIME OF CONC ••••• : ABSTRAcrION COEFP. PEAK RATE. 0.4' cb 0.41 Acres USeRl ).40 inches 10.00 min 1.)0 min 0.20 VOL: 0.11 BASEPLOWS: 0.00 efs PERVIOUS AREA AREA .. : 0.00 Acres CN .... : 80.00 IMPERVIOUS AREA AREA .. : 0.41 Acres CN .... : 98.00 Ac·ft TIME: 470 min NAME: C8 17 n5 0.48 Acree USERl J .40 incbes 10.00 min 1.90 min 0.20 . 8ASEFLOKS. 0.00 cts PERVIOUS AREA AREr.. . • 0.00 Acres CN .•.. : 80.00 IMPERVIOUS AREA AREA... 0.48 Acres CN..... 98.00 VOL. 0.13 Ac-ft TIME. 470 min I I I I I I I I I I I BASIN 10. cbUa SBUH METHODOLOGY TOTAL AREA ..•••..• RAINFALL TYPE ••••• PRECIPITATION ••••• TIME INTERVAL •.•• : TIME OF CONC •..•• : ABSTRACTION COEFF: PEAK RATE: 1.16 cta BASIN to: cb20a SBUH METHODOLOGY TOTAL AREA ••...•. : RAINFALL TYPE ••••• PRECI~~TATION •••• : TIME INTERVAL ••••• TIME OF CONC •••••• ABSTRACTION COI!FP, PEAK RATE. o.lt ct. ,inches .00 min o min 0.20 , CN •••• : VOL: 0.18 Ac-ft> TIME: NAME: CB 19 P25 1.31 Acres USER1 3.40 inches 10.00 min 4.00 min 0.20 VOL: 0.33 BASEFLOWS, 0.00 cfs PERVIOUS AREA AREA .. : 0.10 Acres CN .... : 80.00 IMPERVIOUS AREA AREA .. : 1.21 Acres CN .... : 98.00 Ac-ft TIME: 470 min NAME: CD 20 P25 0.32 Acres USER1 3.40 inches 10.00 min 1.30 min 0.20 BASE FLOWS , 0.00 cts PERVIOUS AREA AREA... 0.00 Acres CN •••. ' 80.00 IMPERVIOUS AREA AREA .• : 0.32 Acres CN •••• : 98.00 0.08 Ac-tt TIME, 470 min , t' l , , ': " f_ , 1 i , 'PEAK RATE: 1.vv.v •. _ I I I I I I I I I I I I I .. ~. I I I I ,: ... " ..• ~ I ' ;:~ )~ I . . :;'. I " .,\ I I ·'t.·-.~.: , .< fOR. KENTON /~ .0. f:::, . ". ". .. '. .' . , ... -----.. +---- --~-t-- --! . --- T I I I I I I I I I I PIPE REAOI FrOID. cb02 To. Pipe Oiallleter: Pipe Length Up invert Collection Area: Design Flow Pipe Capacity Design Vel Pipe Full Vel PIPE REACH From: cbOJ To: Pipe Diameter: Pipe Lengch Up invert Collection Area: Deaign ylow Pipe Capacity Dedgn Vel Pipe Full Vel PIPE REACH FrOll1l cb04 To • Pipe Oia .... ter: Pipe Length : Up invert collection Area, Dedgn Flow Pipe Capacity Design Vel Pipe Full Vel 10 No. p06 1.50 ft 160.00 ft 102.19 ft 26.70 Ac. 10.98 de 9.20 cfa 6.22 fpo 5.21 tpo 10 No. p07 cb02 1. SO tt 97.01 ft 102.50 tt S.2S Ac. 5.91 cta 6.45 eta 4.14 tPII l.65 tpa 10 No. cbOl 1.00 ft 87.80tt 105.5,0' tt p08 1.60 Ac. "l.90cfs 6.Sl ete 7.21 fplI 8.31 tpa .--., ~~vtll Time. (surcharged n: 0.0120 s: 0.0065 down invert: 08gn Depth: Trav"l Tim<>: 101.15 ft ft 0.43 min ! surcharged ttl n: 0.0120 8: 0.0032 down invert: D"gn Depth, 'travel Time. n, 0.0120 &. 0.0285 down invert. 089n Depth. Travel Time. 102.19 ft loll ft 0.l9 min 10l.00"ft.. 0.l7 ft, 0.20 min I I I I I I I I I I I I ... Plow Pipe capacity Design vel Pipe Full Vel PIPB REACH Fro"" cb06 To : Pipe Diameter: Pipe Length Up invert Collection Area: Design Flow Pipe Capacity Des1gn Vel Pipe Full Vel PIPE REACH From: cb07 To: Pipe Diameter: Pipe Length Up invert Collection Area, Deaign Flow Pipe Capacity Deaign Vel ,Pipe Full Vel PIPE REACH Proa, cbOB To, Pipe Dialll8ter, Pipe Length Up invert Collection Area, Deaign Plow Pipe Capacity Deeign Vel Pipe Full Vel ·1.19 Ac. 1.41 cta 6.21 cta 6.41 tp. 7.91 fpa 10 No. plO cb05 1.00 ft 124.49 ft 112.30 ft 0.62 Ac. 0.73 cta 7.83 cta 6.2S fpa 9.97 tpa 10 No. pll cb06 1.00 ft 60." ft 114.90 ft 0.43 Ac. 0.50 cta 7.99 cfe 5.68 tp. 10.18 tp. 10 No. p12 Cb07 1.00 ft n.17 tt ·117.00 ft 0.2' Ac. 0.33 cta 6.16 cta 4.19 tpa 7.84 tp. n: O. a: 0 . down invert , .. n: 0.0120 a: 0.0410 ft 0.32 ft 0.17 min down invert: 107.20 ft D8gn Depth: 0.21 ft Travel Time: 0.33 min n: 0.0120 9: 0.04Z' down invert: 112.30 ft Dagn Depth. 0.17 ft Travel Time. 0.18 min n. 0.0120 a. 0.0253 down invert. .114.90 ft Dagn Depth: 0.16 ft Travel Time: 0.33 min I I I I I I I " Pipe De8ign Vel Pipe Pull Vel PIPS REACH From: cb10 To: Pipe Diamel:er: Pipe Lengl:h Up invert CollecHon Area: De8ign Flow Pipe Capacil:y Deaign Vel Pipe Full Vel PIPE REACH From: cb11 To: Pipe Diamel:ar: Pipe Lengl:h Up inverl: Collection Areal Design Vlow Pipe Capacil:y Design Vel Pipe Vull Vel PIPS REACH Vrom, cb1l Tal ,Pipe.Di~terl Pipe.> Length I .,Up : Invert>' .' I collection Areal De8ign Vlow Pipe Capac:ity Design Vel Pipe Full Vel . : ·".21 .... ,.AI' • .. 4;77 16.71c:f8 8.15 iP8 9.46 ip8 ID No. pH c:b09 1.50 tt 140.13 tt 107.60 fl: 20.77 Ac. 4.31 cta ll.19 cfa 6.30 tps 6.90 ipa I~ No. pIS cbl0 1. 00 it 150.10 ft 110.50 ,. 19.07 Ac:. 2.81 ch 4.09 ch 6.44 tpa Ii.ll iP8 tD No. p16 c:bll 1.00tt 181.00ft 123;00.ft :'- 19.03 Ac:. l.78 c:ta 10.11 cfs 10.99 fps 12.08 ipa Dsgn Depth: Travel Time: n: 0.0120 s: 0.0114 down invert: Dsgn Depth: Travel Time: n: 0.0120 9: 0.0160 down invert: D8gn Depth: Travel Time: n: 0.0120 8: 0.0683 down invert: Dogn Depl:h: Travel Time: ... 0.16 min 106.00 ft 0.62 ft 0.37 min 108.10 it O. S4 tt 0.39 min 110~50it 0.36 ft. 0.28 min .. '~ . I I I I I I I I I I I I PIPE REACH Pro .. : cbl4 To: Pipe Diameter: Pipe Length Up invert Collection Area: Design plow Pipe Capacity Design Vel Pipe Pull Vel PIPE REACH Prom: cb15 To: Pipe Oia .... t"".: Pipe Length Up invert Collection M •• , Design Flow Pipe Capacity Deaign Vel Pipe Pull Vel PIPE REACH I'ro.1I cbI6 To. Pipe Diameter. Pipe Length Up invert " Collection Area: Design FlOw Pipe Capacity Design Vel Pipe Pull Vel 17.64 Ac. :l.30 cfa 9.35 cfa '.85 fps 11.91 fpa 10 No. plB cb10 1.00 ft 232.33 ft 111.00 ft 0.76 Ac. 0.75 cts 4.)2 cta 4.13 fpa 5.51 fps 10 No. p19 cbO) 1.00 ft 202.16 ft 105.50 ft 3.43 Ac. 3.81 cfs 4.30 cf. 6.19 fps 5.48 fps 10 No. p20 cb15 1.00 ft 64.01 ft 106.40 ft 2.92 Ac. 3.20 cts 4.59 cta 6.32 fps 5.84 fpa , n. 0 ft. ';" ;;,.,., ,\i\ 's: 0.0584::,:' down, invert i' Dagn Depth, , Travel Time, n: 0.0120 0: 0.0125 down invert: 009n Depth: Travel Time: n: 0.0120 0: 0.0124 down invert. Oagn Depth: Travel Time: n: 0.0120 ., 0.0141 down invert: 009n Depth: Travel Ti .. e: 0.41 min 108.10 ft 0.28 ft 0.94 min 103.00 ft 0.73 ft 0.54 .. in 105.50 ft 0.61 ft 0.17 min 2;SlAc. 2.7~ cta DagnDepth, 'Pipe, .. 6.93. cta .' Design 8.27 fpa Travel Time: 0.26 Pipe Pull Vel 8.82 fpa I PIPS REACH ID No. p22 From: cb18 To: cb17 Pipe Diameters 1. 00 ft n: 0.0120 I Pipe Length 97.05 ft 8: 0.0804 Up invert 118.30 ft down invert: 110.50 ft Collaction Area: 2.03 Ac. I Oe8ign Flow 2.14 cfs Dogn Depth, 0.30 ft Pipe Capacity 10.97 cfe Deaign Vel 10.B3 (pe Travel Time: 0.15 min I Pipe Pull Vel 13.97 fpo PIPE REACH 10 No. p23 ! From: cb19 To: cblB Pipe Oiamet.r: 1.00 ft '" 0.0120 Pipe Length 1'11.84 ft s. 0.0041 I Up invert 119.00 ft down invert: 11B.30 ft Collection ,\rea: 1.31 Ac. I Deaign Plow 1.34 cra Dagn Depth: 0.5) tt Pipe Capacity 2.47 ct. Deaign Vel 3.21 tps Travel Time: 0.89 min Pipe Pull Vel 3.14 fp. I PIPS REACH ID No. p24 I Prom. cb20 TO. cblS Pips Diameter. 1.00 tt n: 0.0120 . Pipe.Length. 99.33 ft a. o .OlB1 Up, invert 107.30 tt down invert. 10S.SO tt I .-;'. Collection Area. 0.32 Ac. Design . Plow 0.39 cta Oagn Depth: 0.18 tt I Pipe Capacity 5.21 cta Design Vel 3.B9 fpa Travel Time: 0.43 min Pipe Full Vel 6.63 fpa , 'Area: 30.19 Ac.' Desi9n'" ~1~~ 0.6'0 ftVel, ';:, Elev:l0l.80 ft. . -. ;-., ":.:.". < ""'1L85 efs: , " 1.DDfps ""'. I I I I I I I I I I I NO apeeial ahape .' , .. l Cone grooved end or CMP v/IIW' 0.000 Exit. 0.000 App Vel, 0.000 Junct. 0.000 Bend, 0.000 Reaeh pO] pOS clnvert> 100.000 100.000 STRUCTURE REACI/ Loeation : o..8crip : Data File: Data Pnt : cb02b <Die.,> 18.00 18.00 < n >- 0.012 0.013 10 No. cb02 Cant Area; Bend ..... : No apeclal shape Ent type.: <End> Upper Lover North East Rim Elev Bottom 1::1: Hgrade El: Ent Lo •• : Cone grooved end or CMP w/HW 0.120 Exit: 0.600 App Vel: 0.17S Junct: R&ach p06 p07 pll <rnvert~ 102.190 102.190 102.190 STRUCTURE REACH ebO]b <Oiarr> 18.00 18.00 18.00 < n > C .012 0.012 0.012 10 No. cbOJ No epeelal ahape <End> Upper Lower Lower North Eaat Rim Klev • Bottom 11. Hgrade Bl. 3466.0000 8921. 0000 105.2500 0.0000 104.3360 ft 0.087 Bend: 0.001 3467.0000 8924.0000 106.0000 0.0000 104.8080 tt Location I o..aer1p I Data VUe. Data PRt • Cont Area. 8end •••• ~l Ent type •• Ent Loaa. Cone grooved end or CM? w/IIW 0.0]5 Exlt. 0.175 App Vel. 0.000 JUnet. '. 0.000 Bend. 0.000 Reaeh p07 pOB p19 <Invert ,. 102.500 10].000 . 103.000 <Ol.ra> 18.00 12.00 12.00 < n >- 0.0l: 0.012 0.012 <End> Upper Lower Lower I I I I I I I I I I I I I '1 STR:UC'I'URE REACH .. . . i.oCa~~on·: ..... De8crip , Data File. Data Pnt : Cont Area:cb04b Bend ••••• , No 8pecial 8hape North Ea8t Ri.. E1ev • Bottom·E1: Hgrade El: Ent type.: Cone grooved end or CMP w/IIW Ent Lo8S: 0.018 Exit: 0.091 App Vel: 0.050 Junct: Reach p08 p09 <Invert> 105.500 105.500 !lTRUCTURE REACH Location : Descrip Data File: Data Pnt : Cant Area: cb05b <Diam> 12.00 12.00 < n > 0.012 0.012 ID No. cbOS Bend ..... : No special shape Ent type.: <End> Upper Lower North East Rim Elev Bottom El: Hgrade El: Ent Loss: Cone grooved end or CMP w/HW J.008 Exit: 0.038 App Vel: O. 013 Junct: Reach pOg p10 <Invert> 107.200 107.200 STRUC'I'URE REACH Location • eeacrip , Data Pile: cb06b <Diam> 12.00 n.oo < n > 0.012 0.012 10 I/o. cb06 No 8pec14l 8hape <End> Upper Lower North Ea.t Rim Elev : Bottom El, Hgrade El, Data Pnt • Cont Area, Bend ••••• , Ent type •• Ent Lo •• , Conc grooved end or CMP w/IIW 0.002 Exit. 0.010 App Vel. 0.006 Junct. Reach p10 pll <Invert> 112.300 112.300 .Oiam> 12.00 12.00 • n > 0.012 a.on <End> Upper Lower .. 8802.0000 108.5000 0.0000 105.7479 ft 0.012 Bend: O_1m2 3321. 0000 8777.0000 110.2000 0.0000 107.4142 ft 0.007 Bend: O.N:; 3197.0000 8788.0000 115.3000 0.0000 112.4213 ft 0.002 Bend: O.CGl I I I I I I I I Data Data Cont'Area: Bend.-•..• : Ent type.: • • '.:' '-0, ~f"':-" ID No; ,cb07. cb07b No special shape Ent Loss: COnc grooved end or ClIP w/HW 0.000 Exit: 0.000 App Vel: 0.003 Junct: Reach pll p12 <Invert:> 114.900 114.900 S1-RUCTURE REACH Location , Descr'_p Data File: Data Pnt : Cont Area: cboab <Dlam> 12.00 12.00 < n > 0.012 0.012 10 No. cboa Bend ..... : No special shape <End> Upper Lower North East Rim Elev Bottom El, Hgrade El: Ent type., Ent LOBS: Cone grooved end or CMP w/HW 0.000 Exit, 0.000 App Vel: 0.000 Junct, Reach p12 <lnvert~ 117.000 STRUCTURE REACH Location I Descrip • Data File: cb09b <Diam> < n:> <End> 12.00 0.012 Upper III No. cb09 Data Pnt I COnt Area. Bend ••••• : No epecial shape North East Rilll Elev I BottOID El. IIgrade El: Ent type. I Ent Loss._ Cone grooved end or ClIP w/HW 0.023 Exit. 0.113 App Vel. 0.092 Junct. Reach p13 p14 <Invert> 106.000 106.000 <Oiam> 18.00 18.00 < n > 0.012 0.012 <End> Upper Lower 0.001 Bend: 0.001 3069.0000 8736.0000 120.0000 0.0000 117.0767 ft 0.000 Bend, 0.000 ]l89.0000 8936.0000 111.0000 0.0000 106.3135 tt 0.008 Bend: 0.003 I I I I I Descrip·, ... Data c Fils , .. Data Pnt .. , Cont Area, cbl0b Bend ••••• : No special Shape North Baat . Rim Elev , .. Bottoaa El •. Hgrade El. Ent type., Ent Loaa: Conc grooved end or eMP w/lDl 0.011 Exit. 0.056 App Vel: 0.198 Junet. Reach pH p1S p18 <Invert,. 107.600 108.100 108.100 STRUcnJRE REACH Location : Deocrip : Data Pile: Data Pnt : Cont Area: cb11b <Olam> 18.00 n.oo 12.00 < n > 0.012 0.012 0.012 10 No. cbll Bend ..•.. : No special shape Ent type.: <End> Upper Lo .... r Lower North East Rim Elev Bottom E1: Hgrade EI: Ent LoaD: Conc grooved end or CHP w/HW 0.000 Exit: 0.000 App Vel: 0.194 Junct: Reach piS piG <Invert> 110.500 110.500 STRUCTURE REA<:!I cb12b <Diam> 12.00 12.00 < n > O.Oll 0.012 ID Nu. cb12 No special shape <End> Upper Lower NOrth Baat Rim Kiev • Bottom El. "grade 81. Location • oescrip , Data File. Data Pnt , Cont Area. Bend. ~. ~-. I Ent type •• Ent Loss. Cone grooved end or eMP w/lDl 0.039 Exit. 0.194 App Vel. o .lll Junet: Reach p1G p17 <Invert> 12l.000 12l.000 cOl am> 12.00 12.00 < n > 0.012 0.012 <End> Upper Lower 3149;0000 89l0.0000 111.1000' 0.0000 107.8508ft 0.070 Bend: 0.011 3001.0000 8955.0000 113. 5000 0.0000 110.8700 ft 0.002 Bend: 0.018 2820.0000 8928.0000 126.0000 0.0000 12l.US2 ft 0.021 Bend. ··0.077 I I I I I I I I I I I I -:-;- Descrip ... Data: File. ~!~ :~a: cbi3b ....: Bend .••••• No special shape Ent type •• Conc grooved end or OIP .. /HW Ent Loss. 0.000 Exit. 0.000 App Vel: 0.000 Junct: Reach p17 <Invert> 137.000 STRUCTURE REAC"II Location : oescrip Data File: Data Pnt : Cont Area: cbUb <Diam~ < n > <End> 12.00 0.012 Upper 10 No. cb14 Bend ..... : No special shape Ent type.: North East Rim Elev Bottom El: Hgrade El: Ent LOBS: Cone grooved end or OIP w/IIW 0.000 Exit: 0.000 App Vel: 0.000 Junct: Reach p18 <Invert> 111.000 STRUCTURE REACH Location • oescrip I Data Flle. Data Pnt • Cont Are •• cblSb <DiAm> < n > <End> 12.00 0.012 Upper 10 No. cb1S Bend ...... . No apec!al .hape Conc grooved end or 011' .. law North Eaat Rim Elev : Bottom E1: Hgrade El: Ent type •• Ent Loa •• 0.073 Exit, .0.366 App Vel, 0.258 Junct, . . _ ""---""/i"·i,;\:1' "'.:,,' . Reach cInvert,. <OiaOl,. < n ,; :;.';,and~ p19 105.500 n.oo 0.012 . Upper p20 105.500 12.00 0.012 Lover p24 105.500 n.oo 0.012 Lover ft 0.000 Bend: 0.000 2946.0000 8817.0000 114.0000 0.0000 111.1397 ft 0.000 Bend: 0.000 3475.0000 8622.0000 108.5000 0.0000 107.3337 ft 0.038 Bend, 0.343 . ", I I I I I I I I I I I I I I Location. ::', ,,': ".North" De8crip ., Data File. <: Data PDt .' Cant Area. cb16b Bend •••••• No 8pecial shape "Ea8t Ri .. Elev. BottOll El. Hgrade El. Ent type •• Cone grooved end or CMP ,,/HW Ent LoS8. 0.052 Exit: 0.258 App Vel. 0.184 Junct: Reach p20 p21 cInvert,. 106.400 106.400 STRUCTURE REACH Location : Descrip Data File: Data Pnt : Cone Area: cb17b cDiana::.. 12.00 12.00 < n > 0.012 0.012 ID No. cb17 Bend ..... : No special ehap" Ent type.: <End> Upper Lower North East Rim Elev Bottom El: Hgrade El: Ent Loss: Conc grooved end or CMP w/HW 0.037 Exit: 0.184 App Vel: 0.115 Junct: Reach p21 p22 <Invert> 110.500 110.500 STRUCTURE REACH Location 1 Descrlp • Data FUe, Data PDt: , Cont Area. cbUb cDiam> 12.00 12.00 < n > 0.012 0.012 10 No. cb18 Bend ••••• I No speciel shape «End, Upper Lower North East Ri.. !!lev • Bot tOIl El. Hgrade 81. Ent type •• Ent Lo88. Cone lIrooved end or CHP ,,/l1'li 0.000 ~it. 0.000 App Vel·.· 0.045 Junct, Reach p22 p23 <Invert> 118.300 118.300 <Dia .... 12.00 12.00 < n , 0.012 0.012 <End, Upper Lower l41l:~0000' , 8621 '.0000: . 109.4000 0.0000 107.9233 ft 0.026 Bend: 0.001 3283.0000 8618.0000 113.5000 0.0000 110.8196 ft 0.023 Bend: 0.001 3186.0000 8615.0000 121.3000 0.0000 118.6175 tt 0.017 Bend. 0.051 I I I I I I I I I I I Lo,:al:ie.n ' , Descrip • Data 1'Ue. ;/;'Oata Pot, Cont Area: Bend •••••• Ent type.: Ent Loss: cbUb No spacial shape Conc grooved end or CMP w/HW 0.009 Exit: 0.045 App Vel: IIOx"th ,. East . , '. Rill Elev , BottOllEl, Hgrade sl: 0.000 Junct: Reach p2l <Invert> 119.000 <Oi ... > 12.00 < n» <End> 0.012 Upper STRUCTURE ReACH lD No. cb20 Location : DeBcrip Data File: Data Pnt : Cont Area: Bend •.... : Ent type.: Ent Loss: cb20b No special shape Cone grooved end or CMP w/HW 0.001 Exit: 0.004 App Vp.l: North East Rim Elev Bottom E1: flgrade El: 0.000 Junct: Reach p24 <Invert> 107.300 <01alft> 12.00 < n» cEndl> 0.012 Upper 3169.0000 8444.0000 ", 122.0000 0.0000 119.5778 ft 0.000 Bend: 0.000 3504.0000 8527.0000 110.l800 0.0000 107.3881 ft 0.000 Bend: 0.000 I I I I • I I I I I I I I I ,::'BASIIf,.IOI: Ie 'SBUH METHOOOLOGY' TOTAL 'AREA.". "-•••• I,J ·'-17.50 -:Acrea RAINFALL TYPE ••••• ' " :"USERl PRECIPITATION..... ',; 3.'0 inches :TIMEIIfTERVAL •••• 1' ' ",10.00 min TIME OF CONe •••••• "111.00 min ABSTRACTION COEFF. 0.20 PEAK RATE. 2.27 cte VOL. 2.42 IIASEPLOWS ,.,' O. PERVIOUS AREA' , , ,,' AREA •• 1. ' 17 ~ 50 Acree CN .... 176.00 IMPERVIOUS AREA AREA •• : 0.00 Acree CN .... : 98.00 Ac-fe TIME, 530 min BASIN 10: cbOlb SBUH METHODOLOGY NAME, CD 1 P100 TOTAL AREA ....... : RAINFALL TYPE .... : PRECIPITATION .... ; TIME IIfTERVAL •... : TIME OF CONe ..... : ABSTRACTION COEFF: PEAK RATE: 3.10 cfe 3.49 Acres USERl 3.90 inches 10.00 min 4.10 min 0.20 VOL, 1.01 BASEFLOWS: 0.00 cfs PERVIOUS AREA AREA .. : 0.00 Acree CN •.•• : 80.00 IMPERVIOUS AREA AREA .. : 3.49 Acres CN .... : 98.00 Ac-ft TIME: 470 min BASIIf 10. cb02b SBW METHOOOLOGY TOTAL AREA •••••••• RAINFALL TYPE ••••• PRECIPITATION .•••• TIMB IIfTERVAL ••••• TIME OF CONC •••••• ABSTRACTIOIf COEPP. NAME. CD l P100 PEAK RATEI C. J1 Acres USERl 3.90 inches 10.00 min 1.10 IBin 0.20 BASEFLOWS: 0.00 cfe PERVIOUS AREA AREA... 0.15 Acree 01..... 80.00 IMPERVIOUS AREA AREA... 0.16 Acres CH...... 98.00 '0.29 ct. 'VOLI 0.07 Ac-ft TIME. 470 min I I I I I I I I I I I I 'lIJI.siit ,10. cb03b , SBUH MElH01lOLOOY , c' TO'l'AL ARBA ........ : J-: ":',;:i"": RAINFALL TYPE •••• r' PRBCIPITATION •••• : TIME INTERVAL •.•• : TIME OF CONC ••••• : ABSTRACTION COEFF: "., USERl' 3~90inehes 10.00 min 1.90 "!in 0.20 ",";. BASEFLOWS: 0.00 efs PERVIOUS AREA AREA •• : 0.07 Acres Of •••• : 80.00 IMPERVIOUS AREA AREA .. : 0.15 Acres Of •••• : 98.00 PEAK RATE: 0.22 cfs VOL: 0.06 Ac-ft TIME: 470 min BASIN 10: cb04b SBUH METHODOLOGY TOTAL AREA •••.••• : RAINFALL TyPE .... : PRECIPITATION .... : TIME INTERVAL •... : TIME OF CONC ..... : ABSTRACTION COEFF: NAME: CB 4 PlOD 0.41 Acres USERl 3.90 inches 10.00 min 1.70 ",in 0.20 BASEFLOWS: 0.00 cfs PERVIOUS AREA AREA .. : 0.00 Acres eN .... : 80.00 IMPERVIOUS AREA AREA .. : 0.41 Acres eN .... : 98.00 PEAK RATE: 0.49 cf. VOL: 0.13 Ac-ft TIME: 470 min BASIN 10: cbOSb SBUH METHOllOllXlY TOTAL AREA •••••••• RAINFALL TYPE •.•• I PRECIPITATION •• :.: TIME INTERVAL ••••• TIME OF CONe •..••• ABSTRACTION COBFP. 0.68 cfa NAME. CB 5 PlOD 0.57 Acre. USERl 3.90 inch". 10.00 min 1.50 m1n 0.20 BASEFLOWS: 0.00 cf. PERVIOUS, AREA AREA... 0.00 Acre. eN. . . . • 80.00 IMPERVIOUS AREA AREA... 0.57 Acres eN..... 98.00 VOL; " 0.17 Ac-ft TIME. 470 min I I I I .-.; I :;~ "-, '~-. ',,,,.' I I I I I I I I ·1 . '., ... BAllIN ;"11);: cb06b SBUH METHODOLOGY TOTAL AREA • .-;" ..... -, " RAINFALL,TYPB; •• :. PRECIPITATION ••••• TIME INTERVAL ••••• TIME OF CONC ••••• : ABSTRACTION COEFl': 0.19 Acrea " USERl 3.90 inchea, 10.00 min 1.50 min 0.20 .. '-. " ': ';, \', ~;-:.'- "BASEFtOWS. 0.00 cfa ,PERVIOUS AREA ,'J AR8A... '0.00 Acres' CN •••• 180.00 IMPERVIOUS AREA AREA •• : 0.19 Acrea eN •••• : 98.00 PEAK RATE. 0.23 cta VOL. 0.06 Ac-tt TIME: 470 min BASIN 10: cb07b SBUli METHODOLOGY TOTAL AREA ....... : RAINFALL TYPE .... : PRECIPITATION .... : TIME INTERVAL .... : TIME OF CONC ..... : ABSTRACTION COEFF, PEAK RATE: 0.17 de BASIN 10. cb08b SBUli METHODOLOGY TOTAL AR8A ••••• " , RAINFALL TYPE •••• ' PRBCIPITATION ••••• TIME INTERVAL ••••• TIME OF CONe ....•• ABSTRACTION COEPP. NAME: CB 7 P100 0.14 Acree USERI ).90 incheD 10.00 min 1.10 min 0.20 VOL. 0.04 BASEFLOWS, 0.00 cfs PERVIOUS AREA AREA .. : 0.00 Acres eN •••. : 80.00 IMPERVIOUS AREA AREA .. : 0.14 Acres eN •.. ,: 98,00 Ac-tt TIME: 470 min NAME. CB 8 PIOO 0.29 Acre. ,USERI 1.90 inches 10.00 min 2.30 lIin 0.20 BASEPLOWS. 0.00 cta PERVIOUS AREA AREA... 0.00 Acres CN •••• ' 80.00 IMPERVIOUS AREA AREA... 0.29 Acree eN •••• , 98.00 PEAK RATE. 0.33 cta VOL. 0.09 Ac-ft TIME. 410 min 'J,' 'I I I I I I I B I I I i I BASIN ID::· SBUH TOTAL AREA •• ". ;".,,~ • Acree ,"" RAINFALL TYPE; . .'.;; I~' .. USER1· .' PRECIPITATION ••. ;".':'3.90 inches TIME INTERVAL; .' •• : 10. DO min TIME OF CONe ••••• : 0.50 min ABSTRACTION COEFP: 0.20 PEAK RATE: 0.46 cfs VOL: 0.11 . BASBFLOWS: 0.00 efs '.: PERVIOUS AREA ".AREA... 0.00 Acres eN..... 80.00 IMPERVIOUS AREA AREA .. : 0.37 Acres eN •••• : 98.00 Ac-ft TIME: 470 min BASIN 10: cblOb SBUI! METHODOLOGY NAME: CD 10 PlOD TOTAL AREA ....... : RAINFAI.L TYPE .... : PRECIPITATION .... : TIME INTERVAL ...• : TIME OF CONC ..... : ABSTRACTION COE!'!': PEAK RATE: 0.92 eta BASIN 10. cbllb SBUI! METHOOOUXlY TOTAL ~ •••••••• RAINFALL TYPE ••••• PRECIPITATION •••.• TIME INTERVAL ••••• TIME OF CONe •••••• ABSTRACTION COE'!'. PEAK RATE. 0.05 eh 0.94 Acres USERl 3.90 Inches 10.00 min 1.10 min 0.2Q VOL: 0_24 BASE!'LOWS: 0.00 cfs PERVIOUS AREA AREA .. : 0.36 Acres eN .•.• : 80.00 IMPERVIOUS AREA AREA .. : 0.58 Acres eN .... : 98.00 Ac-ft TIME: 470 min NAME. CD 11 PlOD 0.04 Acres USERl 3.90 inches 10.00 min 0.50 min O.lO BASEFLONS: 0.00 cfs PERVIOUS AREA AREA... 0.00 Acrea CN..... 80.00 IMPERVIOUS AREA AREA. • • 0.04 Acres . ·.CN..... 98.00 VOL. 0.01 Ac-ft TIME. 470 min ... I I I I I I I I I I I I I ",' ·\TOTAL ARBA~-:<~:·-.·~ •• '. I "1 •. 39 Acres BASBFLOIfS, ,0.00 'RAINFALL TrPB ••• '. ,""USERl ',> PRECIPITATION. , •• :' 3.90 inches " PERVIOUS, AREA " >'AREA;". 1.02 TIHB INTERVAL •••• : 10.00 min eN •••• ; 80.00 TIHB OF CONC ••••• , 2.00 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA .. : 0.37 Acree CN .... : 98.00 PEAK RATE: 1.02 cfa VOL: 0.29 Ac-ft TIME: 470 min BASIN 10: cb13b SBUl! HBTHODOLOGY TOTAL AREA ....•.• : NAME: CD 13 PlOO RAINFALL TYPE •••. : PRECIPITATION •... : TIME INTERVAL •... : TIME OF CONC ••... : ABSTRACTION COEFF: PEAK RATE: 0.12 cfa BASIN 10. cbUb SBUl! MEnIODOLOOY TOTAL Ar~ •••••.• 1 RAINFALL TYPE ••••• PRECIPITATION •••• , TIME INTERVAL •••• , ,TIHB OF CONC ••••• : ABSTRACTION COliFF: PEAK RATE.' 0.75 cts 0.14 Acres USERl 3.90 inches 10.00 min 3.10 min 0.20 VOL: 0.03 BASEFLONS: 0,00 cfa PERVIOUS AREA AREA .• : 0.07 Acres CN .... : 80.00 IMPERVIOUS AREA AREA .. : 0.07 Acres CN •... : 98.00 Ac-ft TIME: 470 min NAME. CD 14 Pl00 0.76 Acres USERl l.90 inches 10.00 mln 0.60 min 0.20 BASEFLOWS: 0.00 cta PERVIOUS AREA AREA. • • 0.31 Acres CN..... 80.00 IMPERVIOUS AREA AREA. • • 0.45 Acres CN .... I 98.00 0.19 Ac-tt TIME. 470 min , j-,:~ fl' I I I I I I I I I I i R ' •. '~ . 'l'OTAL AREA ... ".,. ••• _.,r~· RAINFALL TYPE~.;; '" PRECIPITATION •••• :' TIME INTERVAL •.••• TIME OP CONe .••.•• ABSTRACTION COEFF. ,,' ".,.--""5 15 PIOO '90 inches 10.00 Olin 1.50 min 0.20 BASEFLOWS, 0.00 cfs PERVIOUS AREA AREA •• : 0.00 Acres en..... 90.00 IMPERVIOUS AREA AREA... 0.19 Acres en .... : 98.00 PEAK RATE: 0.23 eta VOL. 0.06 Ac-ft TIME: 470 min BASIN 10: cb16b SOUl! METIlODOLOGY TOTAL AREA ....... : RAINFALL TYPE .... : PRECIPITATION .... : TIME INTERVAL .... : TIME OF CONC ..... : ABSTRACTION COE!''': PEAK RATE: 0.50 ct. BASIN 10: cbUb SOUl! METHODOLOGY TOTAL AREA ••••.••• RAINFALL TYPB ••••• PRECIPITATION •••. ' TIMB INTERVAL •••• , TIME OF CONe .••••• ABSTRACTION COBFF. PEAK RATE. 0.56 eta NAME: CD 16 PIOO 0.41 Acres USERI 3.90 inches 10.00 min 1. 30 min 0.20 VOL: 0.1] BASEFLOWS: 0.00 cfa PERVIOUS AREA AREA .. : 0.00 Acres en ... , : 80.00 IMPERVIOUS AREA AREA •• : 0.41 Acr-eo en .... : 98.00 Ac-ft TIME: 470 min NAME. CD 17 PIOO 0.48 Acree USERI 1.gO inches 10.00 IIln 1.90 lIin 0.20 BASEFLOWS. 0.00 cfs PERVIOUS AREA AREA. • • 0.00 Acres en .... ' 80.00 IMPERVIOUS AREA AREA... 0.48 Acres CN..... 98.00 VOL., O.IS Ac·ft 'TIME, 470 Olin .'" .' I I I I I I I I I I I I , ',HAMEl CB 18 PlOD "1'n1".t.T. AR.BA.,.,.,..,..:". ,,',RAINFALL TYPE ••••• ,':'PRECIPITATION •••• : ,,' TIME INTERVAI. •••• : TIME OF CONC ••••• : ABSTRACTION COEFF: 0.72 Acres "USERI 3.'0 inchea '10;00 lIIin 1.40 min 0.20 , BASEFLOWSj"O.OO cf. PERVIOUS' AREA AREA; iI', . 0.11 Acres eN .. ';; •. 80.00 IMPERVIOUS AREA AREA •• : 0.61 Acres eN .... , 98.00 PEAK RATE: 0.80 cts VOL, 0.20 Ac·ft TIME: 470 lIIin BASIN 10: cb19b SBUH METHODOLOGY TVTAI. AREA ....... : RAINFAI.L TYPE .... : PRECIPITATION .... : TIME INTERVAL .... : TIME OF CONC ..... : ABSTRACT I ON COEfF: PEAK RATE: 1. H et .. BASIN 10, cb20b saUl! METHODOLOGY TOTAl. ~Q!A ....... , RAINFAI.L TYPE •.•• , PRECIPITATION ••.•• TIME INTERVAI. ••••• TIME OF CONC •.••.• ABSTRACTION COE~" PEAK RATE. 0.39 cb NAME: CB 19 PIOO l.ll Acres USERI 3.90 inches lO.OO min 4.00 min 0.2.0 VOL: 0.)9 sAsEFLOWS: 0.00 cts PERVIOUS AREA AREA .. : 0.10 Acres eN •..• : 80.00 IMPERVIOUS AREA AREA .. : 1.21 Acres eN .... : 98.00 Ac·ft TIME: 470 min NAMI. CD 20 PlOD 0.l2 Acre. USER 1 l.90 inchea 10.00 min 1.l0 lIIin 0.20 9ASEFLONS, 0.00 cfs PERVIOUS AREA ARIA... 0.00 Acre. eN •••• : 80.00 IMPERVIOUS AREA AREA... 0.l2 Acres eN .... : 98.00 0.10 Ac-ft TIME. 470 min I I I I I I I I I I ; '. "" . ' .. RAINFALL TYPE •• ;'. ,. PRECIPI~TION •••• , TIME DITERVlIL ••• ; , . TIME OF COIf C ••• ;. , ABSTRACTION COEFF: BASEFI.-[lII.!I, " efs ". . . ..:. : 'SEQm;~O!~PPORHYI)RA'ULIC GRADBhgrd19tee Oued oUt ,~.OO:"iac:hes; AREA •• "·· .. 0.00 Acres .'., .:~, 0.00. llin' CN.. .... 0.00 . 0.00 Ilia IMPERVIOUS AREA 0.00 AREA... 0.00 Acres CN .... ' 0.00 PEAK RATE, 0.00 eta VOL. -73481698071000000000000000000000000000.00 A . :: <.j .... . \A. I I I I I I I I I I I I I I , I -' t~ ;,,~ ." :~ i.r 4 I ~~ '1 I I I I I I I 1 ('"ek).(IriP .... on the Maplewood pIaIcm eISt of~'Tbo' Oco~DIJWS .geuc:nIIJ, DOI'rIb' .~ the steep Madsen Creek VaD~t()~ Cedar . River VaIJcy Boor. Where !be Creek emerges from the IIeCp vaJley,lt Is routed tJuvuab • Oood di-wu poad _latah"", by KIng County Surface Water MaDageIllCDL The purpose of ibis 0000 diversion pond Is to protect the natural Oeek c:lwwel and adjaceol pmpenies by redirecting hish Oow rates Ibrough aD overllow dwmel. The Creek'J natural cllaooel meanders io a DOrtbwesterly direction across the Cedar River Valley Ooor and eventually discharges ioto the Cedar River. The overflow dwmel runs due north 10 the Cedar River. The Renton Assembly of Ood (Churcb) proposes to coostruct a new facility (Project) on a ute wblcb Is adjacent \0 «be natural ebaooel approximately SOO fl. downstream from the Oood dlver&ion Ilructure(Site). See Figure VI a. PURPOSE 1bIa ltudy IlcliDcatea the 100 year OoodpWo of the Madsen Creek io the vicinity 01 the 5111110 otdcr 10 Iddrcss the compatibility and impactl of me Project on me Oeek. TbJs study aad Report _ prepared to satIsCy SpcdaI RcqulromcDt Il 10: DcliDaltioD of the 100.,cat FIoocIpWo 01 the KJDa County Surfac:o Water Dcaip MauuaI, 1990 (Soc 1.3.10). PROCEDURE Appmx!mpt!gp pC 100 Year Peak Flow Rale : ,", I I I I I I I I I I "D'bTr PjmJjgn StruClUro TJw: flood diwcnloD struautO _ anaIy2ed to determioe bow the peak Dow of 301 cfS -.Ill be splil between tho DaIUraI cbannel and the overflow channel The Oood ....... poad is jIrimari1y • sedimelllation mechanism· therefore. no deleouon dIeas _ considered. The /lood cootrol pond has two outlel structures. "The fine is two 35' II 24' CMP As cIiscbargins to the natural channel When the pond _1IC(D"'R'Ilcu:d in 1990, one of these CMPAs was seaJed and buried al the uw_ Jeaving only one CMP A 00 Unc. Since the capacity ot the overflow ~ I __ inaeased and 10 mitlp\e damage 10 downstream properties and to ~, -I" 10 aqualic bablw caused by excessive Dow ralc.t il is moslliltely thaI ody_ Gfdlac CMPAs wiD remain in permanenl sc:rvice. The rcsulll of this rcpon .. baled on this premise. TJw: _ D a ~ oudct from tho pond is • 3 toot by 12 tOOl c:oncrete box culven wbldl ofi!I1 , .. to UIC ovatJow chanocL A s1tcldllhowina tho rcspeaivc luvens and .... .., ... CMPA aDd box cuIvort Ia provided ill tho lolIowIDa wall.lion paaCl. se. liN hlJO rcIadoaships were clcvcloped tor the CMPA. the box culvert, and a • ' i !h''''tho &wo.TbeIe ~ rc1atknllblps were computed usIna ,-·· ....... Irom tho WSOOT Hydn.uIlc:s Design MauuaJ. 1licse 1lOIIIO~ are .. in .... "willi Ibo '""'ad_lions. The Icage-diKbargC relationsblp sbowa thaI with an I _ o.ar.c ........ AIIcrDaIi>A SCudy. TcdmQl Mcm«udwD Dralt; FatoaICIrix.lDc.; s, n.1t9O.. I I I I I I I I I I I I I I j ::,".-' -, .--'.'-'" -:-:.:, " -,-"}' ',' routed down the ovcrfIow channel a.'nncl ~ for the uafuraJ channel were obtalDcd from a flcidsurvey. TIle ~.d..~ was amlyzed &om the Oood divcnioIlatructure put the Site to· a poiDl approdmatcIy 2SO feet downstream from the SItc.. raw cross sections (Sla 8+30, 11+80, 17 + 75, 18+90, 20+00) were field surveyed. Two cross scctIoos III Icsa cridcal areas (Sta 5 + 20, 14 + 30) wue estimated from prcvIous a IOpOJnIphlc IIUYC)'. Figure VI b. shows the 1ayout of the various facilities BJJd the OrientatiOIi of the crou acctIons. Mannlnl cocllidClits were selected for each reach based 011 conditions obecrvcd in the field. 11 sbouId be Doled that the Maple Vallcy Hlpway widcnins project plalloed by WSDOT will lower the downstream invcn of the natural chlonel by approximately 2 fecI io the vicinity of the IIOrthwest comer of the Site. This will inae""" the capacity of the upotream channel se:PJlCOIS. rcrfgop Backwater AnnLvsis The above dctermlocd cbanncl characteristics were modeled usIDs the KIna County Backwater analysis prosram u provided with the Surface Water Dcsilll Manual 1bo dwmel data u elite red 11110 the data me and the results of the computer anaIysIa arc included 011 the rl>l1owiDc pases. A talIwater elevatloll of 97.00_ lOIeeted for STA 5 + 20. ThII elevatloll b 0.5 fccl .boYo the b1abcs.t esdmated backwater oftect the Cedar RIver Muld bave 011 Madsen Creek. 1bIs '*kwater effect wu cstimaJed from Iho FEMA Oood prome map. Tho d!'Dnel_ flnt amlyzed for the antldpated 100 year peak nmoff tate of 40 cfs. Subsequellt IUIIIIyaes were l11li10 determine al what rate the crcok would ovcnop [ts banks. RESULTS I I I I I I I I I I ".'." I I I ~ '" • i I I .~ I ) , " ~ J I , , i . 'f ~-. I ':"'~.""" . ;":'0" ::,',':"' ... ·,··excavatIoa apd clnbankmeDt(to sub&:rade) • Total surplus to be exported CnWIcd IUrfaciag Asphalt Top SoU ToW area to be disturbed 2,900Toas 2,370Toas 2,200 CY lS.2acres Calcu1adoas for these earthwork quantities were based DO a digital terrain model take off performed by Eanbcalc. Inc. The earthwork calculations and a copy of !be Earthcalc rcpon are included 00 the foUowing pages. Digital takeoff sbowed a 7,100 c.y. surplus from the site. Subsequeo\ly, a stockpile wu deslgaed since the owner may wi<h to usc this material for future projects elsewhere DO !be site. ,.-. "; &}it·.t\( ~:: , .~. -.. - - ... . '.' ~ {' . i ~ ... , .. ' "'"'~. -. ...._-----........... . -... ..:...-- '. ': .,'" • . . :.' I • · · .J . . -_ . ----------.---- ----- I I I I I I I I I I I ~ ... w .. ~ " .. i " 10 .. , ',. • • , ~ • ! • r • .. ~ • ~ • .. .. U .... Pl.E -.... r ... ........ e,_ •.•• ..,,, JoO ..... "I---1'1 '.TO .. 100 ... ' .... .. ... -to ... ... 40 ", 111 '''111 " "' . • . ... ., ........ _ ..... ~ .. -... - ........... '.,-1 ...... .... ... ......., ........ ,' ..... ' •• •• .1 ............................ .......... --. ... ........ , ... (I' (2) I~) • ro' ,-10: • -t-' 7 • 1-' 1-' 1-' 1-' 1-- ,... b 4 ,.. . 4 ,... b4 1-' 1-' '! to-t ._ . l --I-!._ f. I I " ... I .. ,.----- " J-t.' ..~ 1.' a ~ 1.1 ~ .. .. -,.. .. '.0 ... " 0 .. ~ -.1 ,.. .1 -I • ... • =-I. -:; : .. -.7 -.J .. " -.1 I-.1 1-.' ,.. .1 .a f..a 1-.• '-.'0 ••• . U HEADWATER DEPTH FOR BOX CULVERTS WITH INLET CONTROL ) -IJ o MARK£T STREET. ~.8 RI\U~. WI. 98033 "c'> ,.'.,' I I. I I I J I 822-4886 FAX (206) 822·7870 " . , .... J66NO'. ·:,qoo:;:l"';·~~· [ .:::>-I' :c' PREPARalBY:\ CHECKED BY: . 1 , ->-.-t--- -" ._-·,-·--l--- .'----j ".+-_." "' -----~.--._-.--_ .. __ .. -.-.. -~ _. - • ---_. -.-. __ ~-.--1 =-:=-:~ =-~ :-~. '1' ----.~ ~-t : -. ~~'I -~ f - ----. t -. ' , . . '. .. ---.. --------~ I --.. , (LEY ---- IM/p e:' Jirl7r;' C\ •. • , ",P" I ,,,Po. I. _~_ f-. II~ .. 6.0$ 0 .)A . ... ----.-6.10 0 t~· -. ~--. .::.-O.S~ _.7 __ ':L %,i~ 1I'it' 9·SO_ . ., !-t' -~I~---, l4!-I~;; I.OJ. 1,30 1:2. r:J-. ~ • .II':I . 116" I.~~ Zb t.t-.0..(.0. lIb' 1.80 . .7 .. 'Q .. -~·JL . /111-V>,& ?k .. ~n-:,:;. ~ ~ .. _'t. ~hU1 _ j'IS' '2·09 .3'6 .. '" J .. ~'f-1,t:i -,,,& 3"* .'-to ~I-J.O:P_ !iIi! 3·30 "~i >1 . f-'~'Jl. _lL1!!. .2& I. I i .. -1--1---.-.... 1 , I ... !.-.. --. ; f .. . , . I .-t-c -.- --~-- I , I I 1 ,. 1 • --.. T' -.~ ---. 1-. ... . . ··-1 -.~~ . w~ t';.~ 'i----._-----. ._ .. --_. --' -.. . -.. ~ -----.. , ---. ... -.. -~--.-j ~.-I 0 .. -.. ... .----. -. -e·' _'4~ . -.. --- -s!.. -.. ---f----_--0 ---... 1-.-.-. -I 0 i'" '-~ ------......... + .. _-'---,--.. --0 _L_ -n-' -_. -' ,.... ....... _-....... --_-... -&--'--- .~-~~=~ -.,~~. .. -" -_.' ---+-. -.. --.. ... --.~ .. _---.. . :n. -~ .. -"'---0_" -.---. '" ---.'-'. .. ~. dO~ /5'2. .. ~"!---•.. ~--._ ... -_._ ... -'-' -~ -~1 ~. ~ .,--:--'--:--,.....~--- _ tlGL ~§ :.--~ --f--' ...... -: ... -"--'--"--' --_.--, -... ,- 1~ :~ ~:-.3J .-.-.-----.. -,--.-.-~ -_ .. -; ~-.. ~!:I. _ ...... -.. _.,..-.--" -_." ...... ... _- --~i ~ .. ·~e _. ,-.• ---. . _ ....... -... .. ---- r~: -. ·T' _. -.-.. -I--.. _-....-,. . ... -.. -, ..• -. . --. .. -. .. .. --. 0'---1 _ • . -.. ... -. ---. " .. . . . -.. .. I .. .. I , .. _ .. -.. ~. I· f . • ~ . ) , ,. ,. I I~ 3 I~ 7 I: 10 I SrrON N I~ 1 4 I~ 1 ,~ I ,CT1ON N I 1 2 l 4 I 5 , 7 • 11~ I .. ! X-LTctt) 1,0 EC -I.~ ~ STATIOlI X-LT(tt) Z·3Q J: ~ £2 ,~ EC -~ :!. 8TATIOII - X-L':(tt) -~:t EC -.!.:.l... y-J:t ~'_-:~!"::-'~_ !)I', --::;-::r--~ ~ .' -, , ..... ~ ~ ~ I X-LT(tt) 7.0 1/.0 , 7 EC-~ xo·~ SrION --2-STATlilN 17~ 72 IHVEItT H X-LT(ft) Y-LT(ft) I~ ;, =1= N-LT ).ou. ".roo :) .:)SO a..!.£Q I~ 1 ~~ I XO·~ ELEV 1:>7~ • OF DATA POINT SETS~ X-RT(tt) Y-RT(ft) N-RT ~ ~ fn I).Ol2 ".0 a·o¥> 'o.a ~ Il·Q ,~ ~ S~ION ~ STATION Ie, ~qO Y-LT(ttl INVERT ELEV 110 70 I OF DATA POINT SETS ~ N X-LT(tt) 1 '2.~ I~ d: 4 I: 7 l: I EC • l:.L I g./,? ~.6 XO • .2..-. X-IlT(tt) 3.1 'tp.7 I I I I r OPTION 1 . BACltWATERAHALYSIS . PROGtwt VUII10n 4;20·· 1 -IKl'O 011 THIS PROGRAlf 2 -BWCIlAlf J -BWPIPI! .. -BWCULV 5 -BWBOX 6 -DATA-FILE ROUTIlfES 7 -Rlrn1Rlf TO OOS BACIOiATER COlfPUTER PROGRAM FOR OPEN CHANNELS I ENTER (d')(path)rl1enaRe[.extj or CHANNEL-DATA rILE Clt900J4\Chandatl iPIAY CIlAlfNBL DATA (YOI' N)? ------------------------------------------------------------------------------- Jlr,LOW COlfDITIONS AT STATION 520.00 TAILWATER DATAl SPECIFY TYPE or TAILNATER DATA INPUTI S -SINGLB TW-BLBV. r -TWjHW DATA rILB , IHTBR .,..BLBV 97 . . ~---~----~-----------------------------------------------~~~----------------- ~: OKIII, QHAX. QINCRl:, PRINT-OPTION (STANDARD-l, COIIDtNSBD-2, BXPANDBD-J) lIto, 20,1 STATION 520.001 INVERT-95.70 PT Be-l.30 Q-RATIOa .00 clOSS-SECTION DATA: DIST/STAGB IS KEASURED FROM INVERT; N-rAC IS MEASURED BETWEEN STAGES .. , ," . .'" 1.75 . 2.43 . 97 .45 !l8.13 1.30 .036 ·5.38 6.28 "'-1.30· .037· !I.27 8.:a· • 1.REACB 110.11 . LEMGTB-310.00 FT .!l9\ **** EC-l.30 Q-RATl:o-.00 ~S-SECTIOH DATAl .IST/STAGB IS JlEASURED PROK INVERT, N-FAC IS MBAStlRED BETWEEN STAGES IT:(FT) STAGE(FT) N-FACTOR • RIGHT(FT) STAGB(") N-FACTOR 2.30 .05 .022 * 2.20 .20 .022 5.80 2.80 .0'0 • 4.20 2.00 .050 10.80 2.82 .100 • 9.20 2.70 .100 <lCFS) Y1(FT) WS ELBV. • YC-IN YN-IN YC-oT YN-OT N-Yl A-Yl WP-Yl V-Yl .....••......•.•...............•.•........ -...........•............•.••........ JO.OO 1 0 •00 1.2' 100.03· .94 1.03 .94 1.07 .036 6.88 8.02 2.91 1.92 100.70. 1.39 1." 1.39 1.63 .039 12.23 10.11 3.27 "1.REACH NO. 21 LENGTH-3'0.00 FT AVG.GRADB-1.11' *.*. 31tTION 1180.00. ~S-8BCTIOH DATAl INVERT-102.74 FT Q-RATIo-.00 JIST/STAGE IS IlEASURED FROM INVERT, N-FAC IS IlBAStlRBD BETWEEN STAGBS tzn.(FT' STAGB(FT) N-FACTOR • RIGHT(FT) STAGB(FT) N-FACTOR 2.70 .40 .022 • 2.50 .00 .022 I 4.50 2.30 .100 • t.30 2.40 .100 Q(CFB) n(FT) WB BLEV. • :C-IN YN-IN YC-oT YN-OT N-Yl A-Yl WP-Yl V-Yl ·1···································**···········**·· ........................ . 0.00 1.34 104.08. .85 1.34 .86 1.33 .068 t.3t 10.55 2.13 0.00· 1.n 104.73· 1.25 1.n 1.23 1.118 .075 16.62 13.40 2.41 .I"REACH NO. 31 AVO.GRADB-1.12' •••• IIfV'BRT-105. 53 FT Q-RATIo-.00 :~SS-SBCTIOH DATAl ~IST/STAGB IS KBAStlRBD FROM INVERT, N-FAC IS IlBAStlRBD BETWEBN STAGBS LBFT(FT) STAGB(FT) N-FACTOR • RIGII'l'(FT) STAGB(FT) N-FACTOR ~ 7.00 .47 .022 • 13.00 .47 .032 ,; 11.00 2.47 .050 • 33.00 2.47 .050 16.00 2.n .100 * 42.00 4.47 .100 .50' .... E(>Ol.30 " .. Q-RATlo-.00 . "} : ::R08S-SEC'l'IOIf DATA:. .. . . . IIST/STAGEIS~ l'1IIOJf IHVERTI If-FAC IS JIEAS1J1W) BE'l'WUH STAGES LEFTeFT) STAGEe"') If-FACTOR .. RIGIfl'(IT) STAGE(FT) If-FACTOR 1 3.00 .75 .022 .. 3.00 .75 .022 7.00 2.75 .050 .. 6.00 2.75 .050 14.00 ".75 .050 .. 10.00 ".75 .050 17.00 6.75 .100 .. 13.00 6.75 .100 JCFS) Yl(FT) 1f8 EIZV ... YC-IH YH-Ilf YC-OT YH-OT N-Yl A-Yl Io/P-Yl V-Yl ••• * ••• **** ••••••••••• * ••••••••••••• * •• * ••••••••••••••••••••••• _ ••••••••• _ ••••• 10.00 0.00 1.49 108.74" 1.15 .91 1.15 1.43 .032 7.65 9.17 2.61 2.03 109.28" 1.57 1.29 1.57 2.03 .036 12.80 11.35 3.13 ·t*REACH NO.5. LENGTH-115.00 IT AVG.GRADE-3.00' * •• * 1890.00. INVERT-11 0 • 70 l'T EC-l.30 Q-RATIO-.00 OSfl-SEC'lrIO'N DATA. ISTAGE IS KEASURED FRO" INVERTI If-rAC IS KEASURED BETWEEN STAGES '1' ... , ..... IT) STAGE! FT) N-FACTOR • RIGIfl'(l'T) STAGE(FT) H-FACTOR 3.40 .10 .Oll • 3.10 .10 .Oll 110.80 5.80 .050 .. 26.70 5.90 .100 oee,s) YleFT) If8 ELEV ... YC-IN YH-IH YC-OT YH-O'l' N-Yl A-Yl WP-Yl V-Yl ·1**··························6 ............. ** •••••••••••••••••••••••••••••••• 0.00 .77 111.47" .73 .00 .73 .77 .052 5.88 10.41 3.40 0.00 1.19 111.a~" 1.07 .00 1.07 1.19 .059 10.60 13.86 3.77 '+1 WATER DEPTH IJaOJtIIATIOH lOR mIS LAST CROSS-S&c:1'ION WAS COtIPUTED ASSVKIHO APPROACH VB1DClTlES GREATn THAN OR EQUAL TO CROSS-SECTIONAL VELOCITIES. IF MO'l' '1'H1t CASE, WATn DEPTHS CAN BE AOJ'I1STEO BY SPECIFYING, A -ADJ11ST. !lLIFYI F -FI1&, A -ADJ118T, P -PRINT RID, M -HBWJOB, S -STOP I I "_ • ,'" " ••••• __ T, ,. ,,_._".~ , •••• __ ._~ ~', . "-.".-.'-",' aJAI~ IIV03J :S1]1t QlnlGddrjt:':::: V'It 'UNnCJ 9NIX S311JOlid OOOH 0 $? $ " 0 0 0 8 0 0 z: 0 0 8 -' ... 0 c 2z: ... ... ... ... ~ ~o 0: 0: ... .. " ,,- '" '" ~-" .. ::! "'< w .. .. " " "" ·8 -,. >-... ... ... "0 I .. ~ ~ >->-a: 0 ... I 0 ~ = ~ It: , Z " " .. co I .. I .... " I ~ I '" . I I I I 0 '" '" '" : :: \~ 8 "' =1 ::> 0 ::! 'ji 6' " ;c "' " • " ~ ... ~ 0: ~ c ;! ." '< ~ ~ ~ 0 ::! " w a: " ;;; " • . t~ : .. -... f -r--, I ...• '-- TE. ___ .. _, ~l'/. __ I I '-r;~ P. .-r'· -.. -.. t. 10_ ~._ Po" .. 2_"f F,(;,_~. ""-·,.91e~·Fr"3. .. -----. --. -.... --' "'---r--- -. +_. i-- ~K.a;.;,¥0tV-:._ __L. 4~3:;'13_ffi.~-:--~ -1-----T~~-:"';WJ<".~"(;:;;;. ~;-_ -!t:>-',h~;-;:::-:::;--;;:e,..;:;;~;-c,~,::':";:;-"~---Jt. I I, & (~~~;,.,: ...i_",-___ ._ • __ _ I -·1- •• '-.... ". -I' .-- ---.---It... ;; , --1-1'--- , -"--~-··'·-·I--j.-l--.-•. --j--,-.•. _ ... , ; -. ~--~- '.; I I I -"'T -.~- -11--r-". t----·_-.. ~ .. ·.1--. __ ... ______ .L...:~__'_L_"_..1 __ L.__~...L... __ ...J. __ . ___ L _____ ._ .1 I i , ; i {l;O,G -' !-; 1-------1 :====t _____ .~: 1 -i .-~ t .~ --j --! ----- ;1: ,--, I , ... j -, cr' -_·Z :n_~.IO._ fa ~;o_._ ... ' . ! -, .. ------ ------l--~~~ . .' -+.---_ .. -.. ----- -.• -t"-. 1 -~-l-t-~ -. •. • ---0- -1-1-- , -j ---j----- _ ... -L! __ ~ .. ~.-- ---"---_. _L _l_~ ___ ~. ~---~--~ , I .-....... -.-., 1 -_:~:q;;lz~:~ ----r.- i ~.., . 4--· ----1-,-----· t -j-. I -: , I -. -I -. _________ .L.:._-'---L-Ll_--.JL...._'-'-..L. ____ L __ ~ _ _L ____ _ .. " ," -~ .~.> '-:"~-'i' ."~-. ·1 I .'1)u.!o T I' co;1n~ I • Bypass ~~r:'e"l'-tM-i-n~~~:' ~lope I I I I I J- Sol ve For Dept:t Given Input Data: Left Side Slope .. Right Side Slope. Manning'. n ..... . Channel Slope ... . Di.charge ....... . Computed Result.: Depth ........... . Velocity ........ . Flow Area .•...... Flow Top Width ... Wetted Perimeter. Critical Depth .•. Critical Slope ••• Froud. Number •••. , '1--" .. . --. ~ . .:.... . 2.00:1 (H:V) 2.00:1 (H:V) 0.027 0.0025 ft/ft 1.64 efs 0.78 ft 1.36 Epa 1. 21 af 3.11 ft 3.47 it 0.53 it 0.0193 ttfft 0.38 (flow 1. Subcriticall ...... --'.' '~--' .. --. . ..!-.. ..... -. -.-, --",,"--.. ---. , . -.. --- - .. - __ t _ -I ___ qT..l-: ._-,---,-,I_;L-...: _..1-_--'--'--_________ .~ ___ _ .• '~, i' .-.. , ......... , ,.1 I I I I " -:,' .. I ... I I • Pege 1 '~ . (fIzoo38'l \ " .. ,(, ;'~,,~~,: I ........... I ,." ....... ,.-... ta ,.,. .. Ia ... " ..... Jtc1 ... mutft t. die c-tc .. ,,,..,.,,UaaI,., ....... ttle Drtveleplllfd lewl .. U"h. I !PWlJc ..... ., ......... 1I "IWAlI .·Inl IMNCMMIttS ... It I I I h'h:. ..... I o.,.n.Uty ..... I ~'tt, h-Ic. a.c.p~ ..•....... I .... IT I 2o'm :l~ I 10,600 ;zt • ({;I2,ftn C ...... e.rc. ~, "Jilt .... .... .. I I • h'l'..a.d 1lttfte.1' twb M. .. I • I • I ,."",.u .t ...... .... " I !:ill) • 5,QjQ I 1,2,~!.! • 1/,750 •• ,t .. 1.>. " I • I • .. "JIIiI' to.OO " I • I • .,.. "'" . ".00 " I 530 • ~,9~ I l"Pio. lot: • l'l,1\!£) I ". pipe • ..... " I • I • , .. ,t .... ZO ... " I • I SaQw: • 1l,I.N> ,,,. pipe • z. ... " I • I • (. ,.. , ..... )0." ,. 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I • I • I §,"i",b';}~s&I>@l, I • I • I I :nz U-I • I ~ f«ff • I /II.S!!L ~ I • I • ! OIl> I I I I I I I I UIO'.t. 1 • 37,o'Y) I IUITOtAl • 2:'lO,'3Co I I I I ;j 1/90 . ·"-'·I.~'·~ ';~' .' "".v._, -: .• "1' ... ("~".'<"i:T:"~-".""-*' "'--:' -';' -;,"';'-~ ;.:., ". :~~ .,~ ,., ,"'.-~~'~ ..... , .. ~ .""~' ...... ... t. ,"' '~".--... : i • I bOSIDII8 ..... "la. . I I can .... '.Cllllln I """ I I ", .. """ I _'IY ", .. I . ~:; ......... .-. S ... u I zso " ;0;0 I -,.,... .. .......... -.II ... I !:!/);'-, n·on I ,.....,.". ................. , ... cr I 2JQa , I~ I '-po .............. zoo." IA. I I", • I I CI IMer" PnhC .... . . . .. .. 25." IA • I ltlc.t. • U1'n I ....,." .... 11II.1It"" .......... ]0." cr I 5Q(',,;I' • !.f>OO I -.ell: c..tf'UCtIM IMr~ ..... JOO." IA. I I~ • ~ I I "po ( ,l.'''' .".1 ...... ,".:0 " I !COL!-• I <.DO I ~rt: "" .. oN ••• :T$ ~ I l~ • 2.~ I ~$w& . Jot. I • 2.pc9 I I I I I .lO,l= I I _'Of AI. : I I I I , J I ! Il..-''''.I '~II zr;u:;:;< 1.' ....... 1 8;:2.-'@b 111,. .... 1 UReH V<5J4rJ TN, , • I I , .. feU,.I,. W.,..It ... tat btl c .... , ....... II..,. C:~'" t". hw ................... It • I I I I J .,: IOIOSIt( I .... ' 11/H/I989 ..... c iICIMWA' ........ ,.t • N,." (W .... ' .......... ". .,---- .... CWMO • ..., .... co.r. I .,---- .. toti&. I .,---- .,---- 101'''' .... MCUJ1' t .,---- ,---- ) ) 1190 I I I DEVELCftR ".. IWItDr ItIdt _ Fkm IIontm III '011' of CbI . • De>1'C!*ISIIe 13.7.... .....,.oILCU , _oIDanIIonF_OnSle __ '=--__ 'Dete*np!Wldlcl~NQIonIIIdIy 0 RegionIIFdlybc:lllon ______________ _ 'NoClel_~ 0 ~~-.~ , DownItIeIlll Dr __ BuonI i I I I I " . J .. ~ llliiiidall ~A IDI Odor IU __ ~B _______ _ ~C _______ _ IlaSlnO _______ _ TOTAl 2,. .. lOr- 100,. ... . ,. ... 10,. ... 100 II No.1 No.2 No.3 No.4 No.5 -." RD-1 ABC 7 1,10 f.1S o 1/90 ... ,:;. .., _. ;'::~---= I I I I I I I I I : .. ~ " ; .. I I I I I I I I I' I I I "Total ClIC8YIIiaa IDd cmbInkmcat(iO 1IIIIpk) ...... "":',:~,' ,. Tota. ImpIui to be exported " Cnuhed surhcina Asphab Top Soil Total ..,. to be disIurbcd 3.0001_ 2.000T_ 2.000 CY 13.7 ecrcs c:aJcuJ-tioas for Ihcse eanhwork quantiticJ wm: baed on • disital lerrain model lake ocr performed by E.nbeaIc, Inc. Sn-craJ miDor plan clIangC$ have occ:uned since Ibis lake ocr. Those quantities indicate the a:ope of the project only IDd shall not be relied IIpOII for biMini. Stripped material IhaII be mixed with chipped clearinJ debris and be used 10 bacldill plarolCr i.land.. Othn eanhwork 10 be balanced on sile. ','. . ... _, .. '-. , I I I I I • I I I I ·C· , I I , ... : .... -:~. I I I I I I I I .• _._-_ •.•••. -",.-.. ·f_,,"'" ,. ,. __ '.' I I I I I I I I 1 I .... I I I ., " OJ primary lCdilncnl ICIaIIion pond; bowever. since the .IC*I disturbed area may c'"*<I 10 IQCI, an lIddidoaal pond will be requirQ!. The lCdimm' pond sizina caladatiOllll and details ate included on the followina c:alcu/.llioo peaes. An intcreeplOf swaJc will be u>ed 10 route upoIrcam ..,., sile runolT away from the slopes ..,., .round disturbed vcas. Co""r measures. lCdimcnl traps. ponds and olber BMP'. will be UIiliud 10 minimiu erosion and scdimcDt discharsco Detailed smna ~ for the sediment trap and pond lie included on the followina paBa. a.!1"'ng I'IIDdt penlt for appllcltlon No. ..c9fJ!!O'M rltatlng to relt property ltgltly descrIbed " follows: saJimolll> The Ulldlrl191\.d IS 'rlntor(s). d,clares thlt the lbove d,scrlb,d property '.. Is hereby ,ubJICt .n .. s_nt for. nltural or constructed convey.nce syst .. " . Ind hereby dedlcltls, covlnants and '9r .. S " follows: 1. King County sb.ll hive the right to Ingress .nd egress over those •• , portions not contllned In [XMblt °Ao to acctSs such IIs_nt U .. for Inspec- t: u! tlon of lnd to reasonably -onltor the Iystle for perfo"8&nee. oplntlonal nows. or d.f.ets In accordance with and [.s presMtld In KIIIi County Codl SectIon '.04.120). I. Ir Itt .. County.terelnn thateatatlllllCI or "patr work b requl TId to ~ don. to tit. sysl... thl Kanag,r 0' lhe SUrface lIat,r IIana\J_nt • . " '--<'-';;i'.;:'.~'~'~'~' , . _, DiYlllon of the DePlrtMot 0' "'bite l/orb: ... 11. lIve DOtlce 0' till spIClflc ,,',; :;:,:; .. ::,;.-5:~; . ;..;<: .'. ,:', .llntenlnce and/or repllr required PUrlUMt tolC.C.C~ '.04.030. Tbe IIInager .hlll al.o 'It a rl'.ODabtt tlDt In which lutb MOrk I. to be compllted by the Grantor(s). Its heirs. luceessors or aSII\JRI. If the above required 00.:11.1. -1 - ,. '. , ~ i· , Thll ~ov ...... \ \I lat.nded to protect til. val.,. of d •• trabtl tty of tb. r.al prop.rty d.scrlbed abov., and 'ball Insur. to til. ben.ftt .11 th. cltt- z.ns 0' King County, and shall be binding on all btlrs, succ.ssors lnd assigns. STAl[ Of VASHIICTOII ) COUNTY Of Itl", ) II. "'I':~~~..t!~~=r~~~i::r=~==~'i-rL-' to .. u-to be tilt rid" .a • dUCY' t. ud IIiiO .. ,utta til. wiUlt. and fonvolng tnltru- .. nt and actIIoIIltdged that tllt1 "pedtllt ._ .s tilt,,, m. and voluntary act and deed. fw the .It .... purpo ... tlltr.la atated. C::r:,' 'ir • UncI, ... 1 tbla '1 ' . clay of ••. N'" - 3 - .. . ' . '. .~ ....... .... ~. -. . --': ," e .... .' . ;~~~1;~!:;W!:~~~·~'~:,~oa~TlOH Of' . O' SlCTlO,. .,,.? .... ::.:, ,. " 23 ~TH. . "A1MIH~TO/f. LYING SOUTHERLY 0' T"I SOUTH THE RENTON-MA'LI VALLEY "IGHWAY. EICE'T TNAT I'oaTlO/f Of' SAtD IIIST MALI' OnCalleD AS 'OUGIISI "GtlfNtHG AT TN! INTIASICTION Of' THI WIST LIN' 0' SAID SltTJO/f 23 WITM T"' SOUTH "'AGI" Of' SAro HIGHWAYI THENCI SOUTH " •• zooo· ,AST ALONG SAID HAAG IN ,.a." "1' TO '" .IISTING 'INCI, THlNta SOUTH 1).01 0 1'-VIST AlO~~ SArD 'INCI 1010.IZ 'IITI THINCI /fOI'H " •• zooo-VIST 1]9.00 'EfT, THENCI lOUTH 1) •• ,000· WIST ZT •• Z. 'lIT TO THI ~IST LI/f. Of' S&IO SECTION '" THINtE /fOlTH zeo,ol'-lAST ALONG S&lO VIST LINI 1]11 ••• 'liT TO THI 'OINT o. aIGINNI/f, AND liCE" THI lAST 10 '1fT 0' THI NOITHNEST ouaRTEI Of T"E lOUTHVIST QUalTIA Of' S&IO SICTtON lJo LYING SOUTK'ILY O' TNf lINTON-MAPLE Y~LLIY HI~~WAY. ~O IICI'T T"I HOITK ZO reCT O' THI EAST Z~ 'Ill 0' THe SOUTH"IST OU&ATIA Of' THI SOUTHWEST QU&aTII O' S'IO SECTION ZJ ~O flCEPT TH'T I'OITIOIf tONOI""ED IN SU"RIOI COUIT CAUSI NO. 'OZ" •• ;, ti1 l() . , , . , . i. I , ...... _---- a , ""-.-. '.: '--:.:. -._--, ' ... ~.-... "~~:r":-.. ~-; ' .. '. • E X'H 1f)1T" ''1\' "J't) .. DEOAAATlO"I 0,:. CJ:JI~ FOl. D/I.AINIrG€ .sYSTGM rMlI'f1TNNJ<J:' . ... ,--~ ,., .. --... ..I. ____ ~ .. ~::.:. . , " ,"~ '-,.:~-, -': -. . ............. -'t. ~" . . ... , .~:: .... --. .. . ,. O't}',' , Prlee ". '.~ ". --------_. , " T' ... c. •• ""'nt. . · U. 000.00' 10000 160,000.00 cone curb • Outte '.00 510 '., 040.00 J ~" ,.. .. balt c:urb 2.50 L J coac".t. 81deWolk '.00 L 510 S,04l0.00 -' USO 11,250.00 '" C:VI ... rt. 1.50 r. J ." C:Vl .. rt, 10.00 r. U" CUl'Hr~. 15.00 10 5)0 1,"0.00 U'O " •• 50.00 U" culurt. 11.00 10 II" culvert. 10.00 10 580 11,600.00 U' cuh'.rt. 26.00 r. I ". culvert. )0.00 r. J 41' culv.rt. '0.00 10 J 10' culvert. 15.00 r. J ~ ~. n" cul .. rt. '0.00 r. J f c:ucb Inlet · 500.00 • I ~~. CI 1"Jpe I • I-I.. no.oo • • 3.000.00 I' If,H •• OO C' 1"Jpe It ." !tOO.OO • I CI Type It ,.' 2100.00 • I CI 1"Jpe U n-J400.00 • I CI 1"Jpe U ,.-tOOO.oo • I 2 1,000.00 ... trJctor' •• p U no.oo • I I 150.00 ... trlctoc/ •• p IS '00.00 • I ... tr1~tor' •• p I' toO.OO • I I 100.00 ... trletoc"'P 2. UO.OO 0 I r_1",. • · 10.00 r. I alpcop • . · • · 30.00 C I 450 Il, 500. 00 Aooll.. Gabloft I I _1097 ".U 1.00 L I .. toia1", WaU · '.00 L I ' POad , .... ".UOIl, '.00 C 3120 11,100.00 laUI ftonob • 15.00 10 I rl ..... p ....... U.OO L .I TnDGb Dra'" • n.oo L I 110 11,400.00 ftub ,.ck 100.00 • ,I ,3 100.00 ~ ~ , . rank Ac:e ••• Rl •• 1' . • 00.00 0 I-I EX. COIOC. eu .. 1.50 10 I noo 22.7'0.00 DIVIDER ~ IN H 1000.00 & I I 1,000.00 -I I ----.----.-.--.. ----------.-----------Totd 137,030.00 Total $l03,050.00 .,. -, ···i. '·'r:·,; ".< ''::'.<' --,' -.,+ rdce/Dlll' o~t,.· " :r nice I ------------------------+ S11C r.nce . . 3.00 L 250 7'0.00' _1119/ .... 1cb. lOOO.OO A 4 12.000.00 ~eII(>Orary ....., '.00 c 210 1,,150.00 standplpe. . . 200.00 • 1 200.00 ca protec'tioa. n.oo • 11 450.00 Orry .pallo/lUpra lO.OO C '0 1.500.00 Rock Entranc:. rad lOO.OO • I lOO.OO PIPE U· 15.00 L 100 1.500.00 250.00 L I 250.00 J IffERCEPTOIt ."ALE 2.00 L 1000 2.000.00 -------------------+ Total ,20,100.00 -------------------+ ..•...••.•..........•......•.......••.•...............•........•....... • rlvate Oft-.it. 1~~O""Dt., Ero.lon/a.dl8eftCaClon Control. 8ubtot_l. 20' Cofttlft90ftCl' )03,050.00 20,.100.00 l2l. ISO.OO l4.no.oo ----------------------.------------------------------------------------.1t. 1oDd. ll'.710.00 •• ,, 1317.700.00 _. ______________ • _____________ ··_e_. ______________ • ______ • ____________ _ PUbliCI ...-.,. Zapzov_t.. 37,030.00 20' cODclfttOftOr 7,40 •• 00 ---.-.-----------.-----------.-------------------------------------__ e. a.o.lI. IoDeh . ··Y' ; ..... ,. TCltel I0Il4 I..ouftC.. V · ... , .. 1 •• 00 ''4 .• 00.00 ~ :;. "432.100.00 ------~----------------------~---.----.--------------------._.-.---.--- DIU r •• t ----------------------------~------------------------------------------ ! -0 .; z 1: "S ... u . < • I I ~ • ; r .' .; .' z ii 0' ct It :; ~ ! j ~ i in .. .. .. ~ • • ~ ~ II ~ - ; e: :'.' ! I I .~ -.. '. -,'.~, - In .;;"". i ... ', - • < J--~' •. I -.. ~. i I -I c ! ~ : • 3 ;a • 0 0 ~ i • .. ;; ... ~ ::< , ~ · · .. .. 1 ~ • .. I -w • ~ II Il '! $I ! <t '-'-• ! • ;. t :. • :. • • .. 8 ;. .. 31 .. e : f .;; • f ~ 1 • i i ~ I -w 1 E ~ { ~ • i ~ ~ ! .c u u • i ~ ~ x '" '" ~ I III J '" ~ ;t .. I 0 ! .. ~ .. .. • " -S'''" ... 0: I c .t t t • d ! I -,--.. I ;; ii I i ! ~ ~ ... '-.~ -., ;:~~.~,: . ~ . :' .. , , , 1; ,\ '',; I,: .. link :"." " , . ' ..... ,I'rioo ... GENER~1. rrlMS IC-.H\',.t C1 •• rlnGiGNbbIfto~.. " •• , • 1$0.00 hu .... II~" • butt 1,10 hoev.llo" • " ..... " , 1,00 h,ldwl • CDfNIoMlle". ""tM,.".~ 1.80 .. ,II;liH • c ..... ecu.". If.,.." 1''' , ... ComoH' • ClOtftmOft b." •• 11.10 ~. " C~,,' • ., ...... b ... 11.10 '1 •• Coma", • H' .. '*' too ... II,.., O/edina. fiN. tri'" .".,., 70 c .... "", ........... UO ""Co .. ! ...... I' "' ... ...00 "~M. e~t'I Int t' Noh 1.10 '.~lnG, CP\_fII'.w, tut. 20' "O.Od ' ........ ' .......... 'OfOH' 1.10 I .. <,U_ ~M' ~.*'-.... 00 Svrw.,(ftS ... ' ... ~ 1)0.00 .. -........ ~"'-... 110.00 T,.., ... 'f\j,~""" 1,$0 f,.., "·'00 ..,,.. '.00 a ..tM.,. l' .N.. ,.. """.en. '7.00 w." "'.~ncr. ,.. • .,., _/u"tllweft 11.00 11/' ... _1...., ... , •• , .. , .. ".~~':,.~"".-'~. g:r> "",""!i":n'£'" •• ,., •. ".: . . \ .'-".'"i, </~:_"I: .. i /": " .. :;:·,~f~';;~:(l(;'~~':~--""';(':' '.~~ . . ,;" link A4IIt CY CY cv C. CY CY CY IV IV l.' l.' r ... L' n r ... .... ~ IV I. I' .. IUlTorAL I "".-"" .......... """ATII " M) 'ACUf1I. AND. ,'; ,~i*iit:.~;;;;;: "~~~:-;' ....,. ..... , _ .. _lIMlHTI COWIYANea,"':' :'" .......... ,. .. 'faTIMA I': :''1',:,\.<; . . " -1-~ I",,:, .~~~ : . :. ;('--, .,,' -li·, ~~;!j,t ' r" ',,?"';".,. '. ~~:.«; 0. .. ..,., ,,:\~~~ '-...v ·~';I~m ... t ·t~ ~'!. -~-' .. ~~ !Ll.. ~ '" I7'L R? 15,000 16,500 4,000 4,400 I I -12..1lO1l 6L2DIi ~ I .. ."", . , -' ... --W.-1J..6QQ, 'S, 5 25 -- PlOtZ J , r , ~ ,. ,- / :-~ .. f / '~j~ .. SI." '.~~" , ... ,; """ '.CLIT1I. AHO .~~ C····Iir·<\>·'4.: . :,~~ ',: ... , .. ....... -""""n ".,f .;.: C.!)f:V<·~f IOHO IlIDUC1 I'IDft' OIoWAt' .... "_INTI =~,~~:<'~~Jf~: I' " . ,,' . ,.'~ "'~,,.. ... ,..~ '. : .. _II .. ; ':~y '~Ji,~{~r¥tC"~'\1 ':. • , . .r , . . 1/01. . ~, , " . >. ""'~':< '."' ."~) ~v -~: i' ,'(~,;~ -Illy .. 0-lil'/:> ,.;.~; ..... ...... -----_. ; )1'-~. ' ... ,: c..n,lelo , MAlNAOI [~on't,l . c:a Tit< • II 14· " __ I.' , 410.00 "-el ... '. . fIJ' l14ditloNl •• "" OWl ... ,"0.00 .I·~" CB for",. 1/ 50-4I~I" I 100.00 .·eI~~ '01 kklltlontl dUI" ov.' ,. .... '0.00 .t·~I'" Cil T"M II 7:" dl~I.' J 1<10.00 "'CI~t'" -.2. ...tOil 'It' ..,dliion" ~tIIt" .... ., ,. • 120.00 .1· ..... ' .. 4 Iz.OM ThlfH,t..,"-uu'.'tII., "M\f"".,111 111.." . UI.oo I .... C"UI'\OUI rYe .... 11.00 1 .. - CI .. r.ofJl h'C ,. 111.00 1 .. - CI"<'IO\Il, I'Ve ,-142.00 1 .. - Cu,,",.,!. rve ... 4.10 V Cu, .... " C,.-,. ,-'.JO l' Cul.,.I!. 'vC " I.'" " Cui ..... ,. eM' " '.10 L' Cvlv.rl •• refot ••• ,UO " Cui .... '" C,." ,-10.00 ...1' .50.. ..500. C:v/"'r1 PVC •• • .00 ...1' . ' . ..' Cv' ..... " eMIt 1 J' ' •. 10 l' C..""." tOIle"" 1 t· ,UO l' ...l...Dn. I", &", Cui ... ", c~ u-.UO l' " Cu~_r' tIM' t,' .1, ,., ...1!. '.;. Cuh .. u' ctu~,.I. 11· 12.10 V .. Cul .... ,1 C" 1'-.UO 11 1 . ' . , ....... .",CMP 1'-21,'" I' . . . t4a'O'M fOoIII,...., ;."'. ..&Q.6lJ. .. ~. --- IIh ..... WI'III , • .., .. !at,. .. , "'·8-• ·-'·';~'!r;'>~~~~rr.'?{~r",r~!,,+f~~.Wri ~~}/~·t':r:~;~'t1'1'-""'· '," .-'<:~,~ ~':, .• , ":-t<':" I I I = I hi I - J • ~ .. I • • , .. U ! t ~ ;; i J ! I ! / -d ,. ;: • : C·· • '". -'.' , ~ ! • I ~ iIi ~ E ..... .. ;;; • Q -.. ... ... .. ... Ii , ..... j! ...•... ii' . 1 ~U ti! f! i ; ~ ! • I I .l~ ,.~ , .',," ,i, .... _,.110 . ..-'1., .... talll ....... .,.,., 1UlT00AL CIUW AU. PM",: '9 OJ, --~~~ . ' .. ·~~~,···~5:~~ ,.,+t~~~ .. < '~'>\.:': .. , .. : ..... ,:"".,., .J} . - ,.: . ,·~·;·.c.~' .. ;.ti,;.~"i'.ii .... ,,: .. , •. ' .•.. ~J~.~~~ ,_ ... i4lI ....... -.. .... ..... 1aIIM" -~ .. PliO" 7 ~ATI WiUROVlWlHTI \16 6'0 MI ,,,camu AIIO COM/l._".'.' 'D ''0 ·.' .. :'~·~1~'·.; . ,;.;, ,;'i' '·~\~/,{,.~:.. - .~.:~f.; .. ~ .. ~.:.~:~~~~t:~'"':_ ~ SOILS REPORT Geotechnical Engineering j ,,/ Water Resources Solid and Hazardous Waste ~ Ecological/Biological Sciences , Geologic Assessments ~ , ·Associated Earth Sciences, Inc. Subsurface Exploration. Geologic H3zard. and Geoteclmical En$ineering Report RENTON ASSEMBLY ADDmON King County, Washington Prepared for Renton Assembly of God Cburcb Project No. KE98433G April 7. 1999 SUBSURFACE EXPLORATION, GEOLOGIC HAZARD AND . GEOTECBNICAL ENGINEERING REPORT RENTON ASSEMBLY ADDmON April 7, 1m MAPLE VAlLEY mGHW AY AND lSZND AVENUE SE KING COUNTY, WASHINGTON Project No. KE98433G I. PROJECT AND SITE CONDmONS 1.0 INfRODUCIJON This report presents the results of our subsurfuce exploration, geologic hazard, and geotecbnical engineering study for the proposed additions to the Renton Assembly of God Church. The proposed addition locations and approximate locations of the subsurface explorations accomplished for this study are presented on the Site and Exploration Plan, Figure I. In the event that any change in the nature, design, or locations of the additions is planned, the conclusions and recommendations contained in this report should be reviewed and modified, or verified, as necessary. 1.1 Purpose and Scope The purpose of this study was to provide subsuriilce data to be utilized in the design and development of the above-referenced project. Our study included a review of available geologic literature, drilling exploration borings, and performing geologic stndies to assess the type, thickness, distribution and physical properties of the subsurtace sediments and shallow ground water conditions. Geologic hazard evaluatious and engineering studies were also conducted to determine suitable geologic hazard mitigation techniques, the type of suitable foundation, allowable foundation soil capacities, anticipated foundation settlements, retaining wall lateral pressures, floor support recommendations and drainage considerations. This report snmmarizes our current field work and offers hazard mitigation and development recommendations based on our present understanding of the project. 1. 2 Authnrjntion AuthoriVItion to proceed with this study was granted by Mr. Tom Nishimura of Urban Design. Our study was accomplished in general accordance with our scope of work letter, dated September 24, 1998. Issuance of this report was delayed in order to obtain additional data from the project surveyor, whose work was finalized after our exploration program was completed. This report has been prepared for the exclusive use of the Renton Assembly of God Church and their agents, for specific application to tbis project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotecbnbl engineering and engineering geology practices in effect in this area at the time our report was prepared. No other warranty, expressed or implied. is made. It must be understood that no recommendatiODS or engineering design can yield a guarantee of protection from natura1 slope hazards. Our observatioDS, findings, aDd opiniODS are a meaDS to identify and reduce the inberent risks to the owner. 2.0 PROJECt AND SITE PESCRIPTION The project site is that of the existing Renton Assembly, located at the soulllwea quadrant of the intersection of the Maple Valley Highway and 152" Avenue SE, in the Renton area of King County. Existing site development includes a multi-use building situated on the southern part of the site, with detachOO portable buildings and a gravel parking lot located west of the existing permanent building. A large reinforced landscape berm is situated south of the existing building, and is designed as a deflection structure to potentia] slope failure debris geuecated on steep slopes further to the south. North of the existing building, a large asphalt paved parking area is present, along with surface water management structures. We understand that all of the existing permanent structures on the site are supported on pile foundation systems. This report was completed with an understanding of the project based on a preliminary site plan that was based on an as-huilt plan titled Renton Assembly of God, Site Plan Overall Site, Education Wing, sheet SP-2, with a most recent revision date of July 29, 1997. An untitled updated topographic survey of the site, and the adjacent areas to the south and west was also provided, as were various other untitled preliminary building addition drawings. Present plans can fur oonstruction Q{ two additiQns to the existing building. A new classroom addition, measuring approximately 100 fuet north to south and 65 feet east to west is planned attached to the north side of the existing building, on the east part of the site. The classroom addition would be located in an area currently occupied by a courtyardlplay area. A large addition with a complex footprint shape would be located at the west end of the site, attached to the west side of the existing building. The western addition would coDSist of a church, classroom, and office complex, with a proposed attached chapel as a later phase. The western addition would be CODStructed in an area currently occupied by a gravel parking lot, portable buildings, a play area, and undeveloped property. 3.0 SUBSURfACE EXPLORATION Our field study included drilling a series of exploration borings in the proposed addition areas. We also completed a geologic hazard reconnaissance to surfICial gain information about the site. The various types of sediments, as well as the depths where characteristics of the sediments changed, are indicated 00 the exploration logs presented in the Appendix. The depths indicated on the logs where conditioDS changed may represent gradational variatioDS between sediment types in the freld. If changes occurred between sample intervals in our borings, they were interpreted. 2 Our explorations wereapproyhnately located in !he field by measuring from known site features shown on the preliminary site plans provided to us. The conclusions and recommendatious presented in !his report are based on !he four exploration borings completed fur this study. The number, location, and depth of the explorations were completed within site and budgetary constraints. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. If variations are observed at that time, it may be necessary to re-evalUate specific recommendations in this report and make appropriate changes. 3.1 Expmrinn Borings The exploration borings were completed by advancing a 4%-inch inside-diameter, hollow-stem auger with a truck-mounted drill rig. During the drilling process, samples were obtained at generally 5-foot depth intervals. The borings were continuously observed and logged by an engineering geologist from our firm. The exploration logs presented in the Appendix are based on the field logs, drilling action, and inspectiou of the samples secured. Disturbed but representative samples were obtained by using the Standard Penetration Test procedure in accordance with ASTM:D 1586. This test and sampling method consists of driving a standard 2-inch outsHJe..diameter split barrel sampler a distance of 18 inches into the soil with a 140-pound hammer free-falling a distance of 30 inches. The number of blows fur each 6-inch interval is recorded and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ("W) or blow count. If a total of 50 is recorded within one 6-inch interval, !he blow count is recorded as 50 blows for the number of inches of penetration. The resistance, or N-value, provides a meaSure of the relative density of granular soils or the relative cousistency of cohesive soils; these values are plotted on the at1ached boring logs. The samples obtained from the split barrel sampler were classified in the field and representative portions placed in water-tigbt containers. The samples were then transported to our laboratory for further visual classifICation and laboratory testing, as necessary. 4.0 SUBSURFACE CONDITIONS Subsurface conditions at the project site were inferred from the field explorations accomplished for this study, visual reconnaissaoce of !he site and review of topography provided on !he previously mentioned topographic survey. As shown on the field logs, the exploration holes generally encountered man-placed fill material, above older landslide deposits, above recent alluvium, above very dense undifferentiated gravel deposits. The fullowing section presents more 3 detailed subsurface information organized from the upper (Youngest) to the lower (oldest) sediment types. 4. I Stratignwhy Man Plm:ed Fill Three exploration borings, borings EB-l, EB-2 and EB-3, eJICOIlIltered man-placed till above native sediment deposits. The fill material ranged fromapproximaldy 5 to 6 feet in thickness, and generally consisted of loose, damp, brown, Hne sand with varying silt, gravel, and wood oonlent. Because the fill material was loose with wood debris in boring EB-2, and is nnderlain by unsuitable sediments, this unit is not recommended as a suitable soil for foundation support. Older Landslide Deposits Below the fill material, boring EB-l encountered very softlvery loose interbedded silt and tme sand, and trace wood debris. This sediment was interpreted as landslide debris that originated from slopes to the sooth. Other borings, including borings EB-2 and EB-3, may also have encountered landslide deposits that were not distinguishable from the recent alluvial sediments in SPT samples. We recommend that the landslide deposits not be used for foundation support. Recent Alluvium Below the older landslide deposits, the man-placed fills, where they were observed in our borings, encountered very loose to loose, gray, fine sand, with varying silt and gravel content. This sediment unit was interpreted as recent alluvial deposits associated with deposition from the Cedar River. We recommend that conventional sballow foundations not be supported above recent alluvium or any of the soils and sediments that overlie the aIluyium, and that other structures, such as pavement, walkways, or floor slabs, be constructed with remedial fuundation support measures to reduce settlement potential. Undifferentiated Gravel Below the recent alluvium, our exploration borings generally encountered dense to very dense gravel, with varying silt and sand content. The gravel unit was the lowest stratigraphic unit encountered in our exploration borings, and each of our four exploration borings was terminated in this sediment. This gravel unit appears to be either an alluvial deposit or an alluvial reworked glacial deposit. The undifferentiated gravel layer is suitable, in our opinion, for support of deep foundation elements as recommended in this report. 4.2 Hydrology Ground water was encountered in each of our exploration borings. Free groundwater was measured in each boring at the completion of drilling, at depths ranging from approximately 16 to 25 feet below the existing ground surface. Shallow perched groundwater seepage was observed 4 at depths of approximately 3 to 5 feet in each boring. We interpret these observations to represent both perched ground walel", and a more widespread aquifer at depth. Due to the short period of time that the borings remain open, it is likely that actual water levels are shallower than those . measured at the time of drilling. Gronnd water conditions should be expected to vary in response to changes in season, abundance or scarcity of precipitation, local changes in surface water management, and changes in on and off site development. 5 April 7, 1999 Project No. KE98433G ll. GEOLOGIC HAZARDS AND MITIGATIONS The following discussion of potential geologic hazards is based on the geologic. slope and ground and surface water conditions as observed and discussed herein. The discussion will be limited 10 hazards associared with earthquake, and landslide potential. 5.0 SEISMIC HAZARDS AND RECOMMENDED MITIGATION Earthquakes occur in the Puget Lowland with great regularity. Fortunately, the vast majority of these events are smaU and are usually not felt by people. Howevec, large earthquakes do occur as evidenced by the 1949, 1.2 magnitude event and the 1965, 6.5 magnitude event. The 1949 earthquake appears 10 have been the largest in this area during recorded hislOrY. Evaluation of earthquake return rates indicate that an earthquake of the magnitude between 5.5 and 6.0 likely will occur within the next 8 10 12 years. GeneraUy, thece are 4 types of potential geologic hazards associated with large seismic events: I) surficial ground rupture; 2) seismicaUy induced landslides; 3) liquefaction; and 4) ground motion. The porential for each of these hazards 10 adversely impact the proposed project is discussed below. 5. 1 Surficial Ground Rupture GeneraUy, the largest earthquakes that have occurred in the Puget Sound area are sub-crustal events, with epicentecs ranging from 50 10 10 kilometecs in depth. For this reason, no surficial faulting or earth rupture as a direct result of deep seismic activity bas been documented, to dale, in the King County Region. Therefore, based on existing geologic data, it is our opinion that the risk of surface rupture impacting the proposed project is low. Surface rupture can also be caused by large total and differential settlement resulting from seismicaUy induced liquefaction. Liquefaction is discussed in greatec detail in Section 5.3. 5.2 Seismically luduced l.andslides The sleep slopes on the south and west sides of the west addition pose a risk of landslide damage 10 the proposed west addition. The risk is that a landslide originating from these slopes could be triggeced by a seismic event, and the runout from the slide could damage the addition. However, landslide risk mitigation measures are recommeuded in IaIer sectious of this report, and the recommended mitigation measures apply to all landslides at the site, regardless of cause. 6 5.3 Li!J!lefactiop The existing human-placed fill, landslide debris, and recent alluvium may have significant liquefaction potential. However, this report recommends the use of deep foundation systems to support the additions. The deep foundation systems would be supported on the dense to very dense unditferentjate4 gravel unit at depth. Although a rigorous liquefaction analysis was not completed, liquefaction potential in the undifferentiated gravel is considered low due to the generally coarse grain size and high density of the unit. 5.4 Ground Motion Response Based on the site stratigraphy and visual reconnaissance of the site, it is onr opinion that any earthquaire damage to the proposed structnres supporte4 on a deep foundation system as this report recommends would be caused by the intensity and acceleration associated with the event and not any of the above disclIsood impacts. The project shouJd be desigJnl in accordance with seismic guidelines in the Uniform Building Code (UBC). In accordaoce with UBC Chapter 29, the site is located in Seismic Zone 3, and is characterized by Soil Profile Type Se, and a Seismic Zone Factor (Z) of 0.30, which results in a Seismic Coefficient (C.)of 0.36. 6.0 LANPSllDE HAZARDS AND MITIGATION The steep slopes south and west of the site were observed during a visual reconnaissance completed in two phases, in October and November, 1998. In general, the slopes south of the existing building were moderately steep, with ioel inations of 15 to 35 degrees, and with localized areas steeper than 35 degrees. Several indications of recent or ongoing slope failures were observed on the south slopes, including bowed or ·pistol butted" trees, areas that had been completely devegetafed, and areas of soft I loose soil and vegetation interpret.ed as reJatively recent landslide deposits. Although slope geometry of the slopes west of the proposed addition was similar to the slopes to the south, overall slope relief was less, and indications of past and ongoing slope movement were generally much less evident. The slopes to the west were generally well vegetared, and no obvious accumulations of recent slide debris were present at the base of the slopes. SWlCiai soil exposures were observed in the sloping areas south and west of the building area. In general, the slopes appear to be composed of interbedded sandy silt and silty sand, with varying but generally low gravel content. In areas that had been recently exposed by slope failures, the newly exposed sediments were generally dense to very dense. At theedges of recent slope failure scars, the underlying dense to very dense sediments were mantled by approximately 2 to 4 feet of looser weathered soil and topsoil. This upper weathered soil and topsoil appeared to be the source of most of the slide debris when slides occur on these slopes. In general, our observations indicate that the recent slope failures south of the existing building have been surtlCiai in nature, generally mobilizing a surficial mass less than about 5 feet in 7 thickness. It appears that the events have been relatively high energy in nature, but that nune of the recent fililures have tested the landslide mitigation berm constructed fur the existing building. The slopes west of the proposed addition appear to have experienced less slope fililure activity in the past; however, these slopes must nevertheless be considered to represent a risk: of slope fililure- related damage to the proposed west addition. The steep slopes south of the existing building were a significant concern during design of the origina1 project, and a reinforced landscape berm was constructed as a mitigation measure to deflect and absorb energy of landslide debris, and reduce the risk: oflandslide related damage to the building. Similar measures appear to be warranted roc the proposed west additio.n, although, in our opinion, a less elaborate and less costly mitigation plan appears feasible in this area due to the lower overall slope height of the western slopes. The attached. Site and Exploration Plan, Figure I, indicates the recommended location for a mitigation wall,inteuded to perform the same function as the berm does south of the existing building. Detailed geotecbnical recommendations for this wall are presented in Section 12.0 of this report, Landslide M"rtigation Wall. Based on the proposed building location, and the current site survey. the proposed plan will result in a construction offset from the toe of the steep slope that is generally SO feet or more, but at the closest point is approximately 20 to 25 feet. In our opinion, with the inclusion of the recommended mitigation wall, the risk of landslide damage will be reduced to levels similar to those associated with standard setbacks without the use of the mitigation wall. 8 April 7, 1999 Project No. KE98433G m. DFSIGN RECOMMENDATIONS 7.0 INTRODUCTION Our exploration iooicates that, from a geotechnical standpoiDt. the parcel may be deVeloped with . the understaoding and acceptance that some risk of earth movement south and west of the site will always be present. which could potentially impact the new improvements. The initigation measures recommended to reduce risk: potential associated with slope failure will significantly reduce the likelihood of damage to the new additions from slope failures, but should not be ronsidered a guarantee against such occurrences. The site is generally underlain by at least 16 feet of fill, slide debris, and recent alluvium of variable density, and with some organic content. Such loose and organic rich soils pose a significant risk of future fouodation settlement if the new additions were to be supported on conventional shallow foundations. Consequently, deep foundation support is recommended for the structure. 8.0 SITE PREPARATION Site preparation of planned building and roadlparking areas should include removal of all trees, brush, debris and any other deleterious material. Additionally, the upper organic topsoil should be removed and the remaining roots grubbed. Areas where loose surficial soils exist due to grubbing operations should be considered as fill to the depth of disturbance and treated as subsequently recommended for structurnl fill placement. Any existing structures that are present in the· footprint areas of the planned additions should be demolished and removed from the work areas. Any buried utilities should be removed or relocated jf they are under building areas. The resulting depressions should be baclcfil)ed with structnra1 fill, as discussed under the Structural FiU section of ttm report. 8.1 Overexcavation and Filling In Section13.0 of ttm report, Floor Support, different support alternatives are discussed. One of the alternatives includes supporting the floors of the proposed additions on grade. If the slab-i>n- grade support alternative is selected, overexcavation and filling will be required within the footprint area of the proposed additions. Site preparation of planned sIab-on-grade floor areas should ronsist of overexcavating the entire area to a depth of 18 inches below the bottom of the proposed subslab capillary break layer. The upper 12 inches of the exposed soils should then be recompacted to 90 percent of ASTM:D 1557. If organic materials are exposed, they should be further overexcavated to fmn bearing soils, or we should be contacted to provide additional 9 recommendations. Upon overexcavation to finn bearing soils, the area should then be backfilled to grade with structural fill as discussed in the section on structural fill. 8.2 Temporary Cut Slo.pes In our opinion, slable constructionsiopes should be the respoDSibility of thecontIactor, and shonld be determined during CODStruction. For estimating purposes, however, we anticipate that temporary, unsupporled cut slopes in the surficial fill, slide debris, and recent aUuviwn can be made at a maximum slope of 1.5H:IV (Horizonlal:Vertica!). As is typical with earthwork operations, some slonghing and raveling may occur and cut slopes may have to be adjusted in the field. In addition, wrSHAlOSHA regulations should be followed at all times. The site soils should be CODSidered Type C in accordance with WAC 296-155-66401. 8.3 Site Distnrhanre The on-site soils contain a high percentage of fine-grained material which makes them moisture- sensitive and subject to disturbance when wet. The contractor must use care during site preparatiou and excavation ope.rations so that the underlying soils are not softeDed. If dis!urbance occurs, the softened soils should be removed and the area should be brought to grade with structural fill. During wet site or weather conditions, reduced site disruption would result if a layer of crushed rock surfacing is used in construction a£CeSs and staging areas. If crushed rock. is considered for the access and staging areas, it should be underlain by engineering slabilization fabric to reduce the potential for fine-grained materials pumping up through the rock. and turning the area to mud. The fabric will also aid in supporting construction equipment, thus reducing the amount of crushed rock required. We recommend that at least 10 inches of crnshed rock be placed over the fabric; however, due to the variable nature of the near-surface soils and differences in wheel loads, this thickness may have to be adjnsted by the contractor in the field. 9.0 STRUCfURAL FILL There is a possibility that structural fill will be necessary to establish desired grades. All references to structural fill in this report refer to subgrade preparation, fill type, placement and compaction of materials as discussed in this section. If a perceulage of compaction is specified under another section of this report, the value given in that section sbou.Id be used. After overexcavationlstripping has been performed to the satisfaction of the geotechnical engineer/engineering geologist, the upper 12 inches of exposed ground should be recompacted to 90 percent of the modified Proctor maximum dens ity using ASTM:D 1557 as the standard. If the subgrade contains too much moisture, adequate recompaction may be difficult or impossible to obtain and shonld probably not be attempted. In lieu of recompaction, the area to receive Iill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is 10 impractical, placement of an engineering stabilization fabric may be necessary to prevent CODtamination of the free-ilnlining layer by silt migration from below. After recompaction of the exposed gronnd is tested and approved, or a free-draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non- organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts, with each lift being coqmcted to 9S percent of the modified Proctor ma.,imum density using ASTM:D 1557 as the standard. In the case of roadway and utility trencb filling, the backfill should be placed and compacted in accordance with current local or county codes and standards. The top of the compacted fill should extend horizontally outward a minimum ~ of3 feetbeyond the location of the perimeter footings or roadway edge before sloping down at an angle of 2H: 1 V. The contractor should note that any proposed fill soils most be evaluated by Associated Earth Sciences, Inc. (AESI) prior to their use in fills. This would require that we have a sample of the material 48 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amonnt of finl>.grained material (smaller than No. 200 sieve) is greater than approximately 5 percent (measured on the minus No.4 sieve size) should be considered moisture- sensitive. Use of moisture-sensitive soil in structoral fills should be limited to favorable dry weather conditions. The on-site soils generally contained significant amounts of silt and are considered moistnre-sensitive. In addition, construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free-draining gravel and/or sand should be used. Free-draining fill consists of non-organic soil with the amount of fme-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction. A representative from our firm should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in-place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests ona part-time basis will not assure nnifurmity or acceptableperformance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing program. 10.0 FOUNDATIONS Foundation loads were not available at the time this report was written. The following recommendations should provide general guidance at this stage of the project, however, we recommend that we be allowed to review these recommendations and amend them, as necessary, to best coordinate with actual load requirements of the proposed structure. II 10.1 Augercast Piles Cast-in-place concrete piles (Augercast) may be used fur foundationsupporL We recommend that the placement of all piles be accomplished by a contractor experienced in their installation. It should be noted that logs, boulders. and other debris could be encountered in man placed fill, slide debris. and recent alluvium. In such cases, it may be necessary to excavate to remove shallow obstacles, adjust pile locations to avoid deeper obstacles. or implement drilling 1echniques to penetrate the obstructions. Augercast piles with a minimum diameter of 18 iocbes will be capable of supporting allowable axial compressive loads on the order of 40 tons when embedded a minimnm distance of 10 feet into the lower, dense gravel foundation bearing stratum. The depth to the foundation bearing stratum varied in our explorations, and variations should therefore also be expected in pile lengths. Based on the exploration boring data, pile lengths on the order of approximately 45 feet below the existing ground surface at the time of drilling should be expected below the west addition. Any changes to the existing grade should be added to or subtracted from the pile length. as appropriate. Pile lengths on the order of approximately 29 feet below the existing ground surface would be required in the area of the east addition to achieve the recommendOO embeAdment into the foundation bearing layer, and to achieve the capacity presented above. Allowable design loads may be increased by one-third fur short term wind or seismic loading. Anticipated settlements of pile supported structures will generally be on the order of one half inch. Allowable axial uplift capacity of augercast piles that penetrate at least 10 feet into the recommended bearing stratum should be taken as 15 tons per pile, plus the weight of the pile. We are available to provide design capacities for different pile diameters, if required. 10.1 Lateral Pile 0!pacily Although the majority of lateral resistaore to wind and seismic loading will be generated by the grade beams, the piles will provide an allowable capacity of 7 tons (applied at the pile top). assuming that the pile beads are fixed against rotation at the ground surface. This lateral load will result in an estimated lateral deflection of 'h-inch at the top of the pile. Piles within 10 feet of another pile along the direction of furce should be considered to be in the zone of influence and the lateral capacity of only oue of these piles should be used in design. If the lateral contribution of the piles is more critical to the practical design of the structnre, we can provide a comprehensive lateral pile analysis. Such an analysis would present lateral pile capacities taking into account the interaction between piles. 10,2 Pile In.gctions The actual tota\ length of each pile may be adjusted in the field based on required capacity and conditions encountered during drilling. Since completion of the pile takes place below ground, the judgment and experience of the geotechnical engineer or his field representative must be used as a basi<! for determining the required penetration and acceptability of each pile. Consequently, use of the presented pile capacities in the design requires that all piles be inspected by a qualified geotechnical engineer or engineering geologist from our firm who can interpret and coIJect the 12 installation data and e1G!mine the contractors operations. Associated Earth Sciences, Inc., acting . as the owner's field representative, would determine the required lengths of the piles and keep records ofpertineJit installation data. A final summary report would then be distributed, following completion of pile installation. 11.0 LATERAL WALL PRESSURES AU bacIdill behind walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally ~ walls that are free to yield laterally at least 0.1 peccent of their height, and that are provided with drainage improvements on the backfilled side of the Wall, may be designed to resist lateral earth pressure modeled by an equivalent f1nid of 35 pounds per cubic foot (pel). Fully restrained, horizontally bacIdilled rigid walls that cannot yield should be designed for an equivalent fluid of 50 pef. If parting areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should be addi:d to the wall height in determining lateral design forces. The lateral pressures presented above are based on the conditions of a uniform backfill consisting of either suitable on-site soils, or imported sand and gravel compacted to 90 percent of ASTM:D 1557. A bigher degree of compaction is not recommended as this will increase the pressure acting on the wall. A lower compaction may result in settlement of the slab-on-grade, sidewalks. or other structures above the walls. Thus, the compaction level is critical and must be tested by our flfID during placement. Surcharges from adjacent footings. heavy construction equipment, or sloping ground must be added to the above values. Perimeter footing drains should be provided for aU retaining walls as discussed under the section on drainage eonsiderations. It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the wau. This would involve installation of a minimum I-foot-wide blanket drain for the full wau height using imported, washed gravel against the walls. 12.0 LANPSYPE MITIGATION WALL We recommend a structural concrete wall, situated between the west addition and the slope to the south and west. be constructed to help protect the addition from damage cansed by slide debris. The wall should abut the existing berm that was constructed to reduce the risks to the existing building from landslide hazards, and should continue along the south and west side of the addition to a point approximately 10 feet west of the furthest westward extent of the addition. The approximate footprint of the wall is shown on the Site and Exploration Plan, Figure I. The landslide mitigation wau should be at least 5 feet in height above the grade on the uphill side of the wall. The mitigation wall should be designed to withstand an impact load of 1,000 pounds per foot of wall. plus a lateral earth pressure modeled by an equivalent fluid with a weight of 85 per, and should be designed to resist a soil level to within I foot of the top of the wau during a landslide event. The impact load assumes a soil mass thickness of 4 feet and a flow velocity of 10 feet per second at the wall at the time of slide arrest. The resultant of the impact load should 13 be applied at the midpoint of the soil zone. The wall could be supported on a shallow foundation, provided that thesubgrade fOr the waIl is adequately prepared. Shallow foundatioQ preparation shonId consist of overexcavating and filling, as described in Section 6.0, the Site Preparation section of this report, for preparation slab-on-grade floor subgrades. Provided that the overexcavation recommendations are adequately completed, an allowable foundation bearing pressure of 2,000 pounds per square foot should be utilized for design. Subsequent to a slide event, the catchment behind the waH will have to be cleared of accumulated debris. 12.1 Pauive ResislaOO' and Friction Factors Retaining waH or landslide mitigation footings cast directly against undisturbed soils or properly compacted structural till in a trench may be designed for passive resistance against lateral translation using an equivalent fluid equal to 300 poonds per cubic foot (pcf). The passive equiva1ent fluid pressure diagram begins at the top of the tooting, however, totaI1atera.I resistance should be Slimmed ooly over the depth of the actnaI !rey (truncated triangular diagram). This value applies ooly to footingsJkeyways where concrete is placed directly against the trench sidewalls withont the use of forms. If IOotiogs are placed on grade and then back:filIed, the top of the compacted backfill must be horizontal and extend outward from the fOoting for a minimum 1atera.I distance equal to three times the beight of the backfill, before tapering down to grade. With bacIdill placed as discussed, footings may be designed for passive resistance agaim:t 1atera.I translation using an equivalent fluid equal to 300 pef and the truncated pressure diagram discussed above. Passive resistance values include a factor of safety equal to 3 in order to reduce the amount of movement neressary to generate passive resistance. The friction coefficient for IOotings cast directly on undisturbed, compacted site soils may be taken as 0.35. This is an allowable value and includes a safety factor. Since it will be difficult to excavate these soils without disturbance, the soil under the fuotings must be recompacted to 95 percent of the above-mentioned standard for this value to apply. 13.0 FLOOR SUPPORT Several alternatives exist for floor support, depending on what amonnt of settlement that can be tolerated. Significant cost considerations are associated with the selectedsupport option. The best floor performance, and bigbestcost a1temative would be to support the ftoorslabs for the additions on the deep foundation system. This woold likely require installation of more and/or higher capacity piles, grade beams, and pile caps, at increased cost. Settlement perfonnaoce of a floor slab supported by the deep foundation system would be equaI to the other components of the system. Predicted settIement of a deep fOundation system is Jk-inch or less tota1 settlement, and one quarter inch or less differential settlement. Another alternative would be to "float" the slab on a thin structural fill mat. After overexcavating at least 24 inches below finish floor grade, a structural fill mat would be placed. The structural fill mat shonId be constructed in accordance with !he recommendations of Section 6.0, StructuraL Fill. After the flll is completed and approved, the moisture barrier and free-.draining layer may 14 be placed. The floor slab can then be cast on top of the free-draining layer. The floor slab should not be tied into the building's foundation but should be free to settle independent of footings. Floating floor slabs should contain bar reinforcement to reduce diffurential movement across any cracks which might develop. Due to the variable site conditions and floor loadings, accurate settlement predictions are not possible. Where little or no additional loading will be placed on the existing site soils, we estimate that settlement of lightly loaded • floating. slabs should be small. At locations where the floor loads will be moderale or wbere a considerable amount of fill must be placed to attain fiDal grade, we estimate that settlements may be up to I to 2 inches. Since the loading in different-areas of the additions .may vary, diffucential settlement of the floor slab may occur. The effi:ds of differential settlement can be reduced by the addition of bar reinforcement in the slab, and the slab could be leveled if significant settlement does occur. Where significant amounts of fill are being placed, some reduction in post-coostruction settlements can be achieved by allowing a 1 to 2 month consolidation period prior to casting the floors. If it is desirable to have floor sett1ements of less than %-incb, a floor supported by piles should be used. Pile supported floors could include either concrete cast-on-grade or timber floors with a crawl space below. 14.0 DRAINAGE CONSIDERATIONS At the site, the upper soils containa high percentage of silt, and are therefOre considered moisture sensitive. ~fOre, traffic across these soils wben they are damp or wet will result in disturbance of the otherwise firm strata. Therefore, prior to site work and construction, the contractor should be prepared to provide drainage as necessary. All retaining and footing walls should be provided with a drain at the grade beam elevation. Drains should consist of rigid, perfOrated, PVC pipe surrounded by washed pea gravel. The level of the perforations in the pipe should be set 2 inches below the bottom of the grade beam at all locations and the drains should be constructed with sufficient gradient to allow gravity discharge away from the building. In addition.. all retaining wails should be lined with a minimum 12-incb- thick washed gravel blanket provided over the full-heigbt of the wall, which ties into the footing drain. Roof and surface runoff should not discharge into the footing drain system but should be bandIed by a separate, rigid tigbtline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the structure to achieve surface drainage. 15.0 PRQIECf DESIGN AND CONSfRUCfION MONITORING At the time of this report, sile grading, structural plans, and construction methods have not been fmalized and the recommendations presented herein are preliminary. We are available to provide additional geotechnical consultation as the project design develops and possibly changes from that upon which this report is based. We recommend that Associated Earth Sciences, Inc., perform a geolechnical review of thC plans prior to fmal design completion. In this way, our earthwork and foundation recommendations may be properly interpreted and implemented in the design. 15 We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundation depends on proper site preparation and construction procedures. ·In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. We are available to provide construction monitoring services on the project to satisfy King County requirements. We have enjoyed working with you on this study and are confideut that these recommendations will aid in the successful completion of your project. If you should have any questions, or require further assislance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Project Geologist -1ll ..... G2 3mw.J IbIb -WP8 16 Kurt D. Merriman, P.E. Senior Geotechnical Engineer APPENDIX IW.:II-ot-a<kod gravel and • m,... "_ .... will> sand. fttle 10 fines Tenns Describing Relative Density and Consistency iIIIe sand sand wiIh!JlMll. 10 no lines pensily Velttnose loose _Dense Dense Ve<yDense Sf'T"IbIows/IooI 0104 410 10 101030 301050 >50 Test Symbols G = Grain Size Consistency SPr'\.aowsIJoot U = MoisIufe Content A = AIIe!beIg LmIs C = 01emicaI VesySoll SolI _Still Still Ve<ySlill HaId 0102 2104 4108 810 IS 151030 >30 00 -Dry Ilensily K = Pem1eabiIiIy Desaiptive Tam IloYde<s Coanponent Def"'mitions Size Range and Sieve Number lJwger ..... l2' CdlbIes Gr.NeI Coarse~ F ... Gr.NeI Saa1d CoamISancl Me<f .... Sand F ... Sand SiltandOay 3'1012' 3' 10 No. 4 (4.75 nml 3' 10314" 314" 10 No. 4 (4.75 mm) ...... 4 (4.15 mm) 10_ 200 (O.01S mm) No. 4 (4.75 mm) to No. 10 (2.(10 mm) No. 10 (2.(10 ..... 10 ...... 40 fl.42S mm) ...... 40 fl.42S mm) 10 ...... 200 (0.1175 mm) SmaIef!han No. 200 (0.1175 mm) Estimated Percentage Percentage by _+ ________ ,Component ~ Trace <5 Moisture Content Dry -Absence oImoisU .. dusIy. dry 10 !he_ SighIy Moist· f'Io...,.- moisUe MuisI-Oamp 001 ... _ 10 medium IplaslliciIy;. silly. sandy. or Igra.,.,uy day. lean clay 1000iJ'IIlic clay 0( silt allow Few 51010 \JUle 15 to 2S IMth -Nof>.pinBy coaose C9QSIiIuetIIs: ~ 15" -Rnascomnt-. 5"andI5" -Vesy MoIst-__ but net free <hftIg Wf!A. -llisible kee _. usually ----Symbols Sampler Type 2.0" ()[) SpIit-Spoon Sampler BIowIrI6" .. portion cl6' / • • Sampler T)I!!! Desaipliun • 3Jl'"00 St e Sj ••• , Sampler ~Faaydhi~~~I:: """"*' 3= 00 SpIiI-Spuun Rng Sampler 3JI'" 00 Thn-WaI Tw.. Sampler • (inc:bIing ShelJylOOe) _noIr_ed 1'1 0epIh oI!JIOtrId ....... .!: Am -AI_ 01 doiI01g .'l Slatic water ..... (daIeI lSI Combined USGS SjIIItxlIs used lor fines _5% _IS% Cbs r r lIS uf sols ... INs tepod are biIse:d on visuallieid andt« IaboraIocy obserYatioRs. WIIIhidJ. iDdude d ....... jllco 1st lOt. mo1saIat COAdiIion.. 9ain sizs,. and pIasIiCity esIimaIes and should AOI be aJnSInIed 10 imply &old Of Iabor:atary tesIing unless poasa .. hI!:nR. Vi:waI A"au:aI: andIar~ ctn T E P -methods of AS1\I 0-2481 and 0-2488 were u:sed as an ideo ........... guide for the Unified Sui aT ..... A system. ~ r================================~================= ,;. Associated Earth Sciences, Inc. ~ FIGU {~fi§~t!jfj Exploration Log Key A· EXPLORATION BORING LOG Number EB-1 Page 1 of 2 .. :c w °oc STANDARD PENETRATION .... n.. w . SEDIMENT DESCRIPTION a I-- Damp, reddish-brown and brown, line SAND, IitIIe silt. I- Ilace fine gravel. (FiB) I-- 1---5 •••••. _ .. _ ...••......••••••.•••••••..•••••••.•...•.•••.•.....•.............. I-- f- Wet, mixed brown and gmy, intennixed fine SAND with f- some sit and SILT, Ilace line sand, with trace wood. f- 1--10 (Slide debris) ---------------------------------------.----------------------------.-----.--- 1Mlt. gmy, silly fine SAND, lillie fine gravel. (Recent Alluvium) I-- I-- f- 1--15 f- f- f- '- ........ " .................................................... -_ .. -_.---. --' .. I--20 \Net, gray SILT, trace fine sand. Wet to saturated, gray, fine SAND, some silt (Recent AJluvium) I-- f- I-- f- I---25 f- f- '- c- I--30 I-- I-- I-- ..•...•••••••••••••••••••.•• _ •••••• _ ••••••••••••.•• _ •••.... -................ I-- .J Zw n.. 5~ ~ ocs: C!) I I I I I I I 2 ... 7 ... 10 RESISTANCE - 20 30 ___ ........... ....-... _ ............. -.. -T' ... 1--.... ........ II_pc ? 5 d,. 8111QiV1e11no ~ and JudgmaIIL n.y .. ..,. fW I) ........ "'" fIf ohwtlmes and ~ We ... not accopt ___ torlhe_or_ .... , .............. _maIioi • .......,ood ... tNslag. RevIewed By '1SSOCIated Earth Sciences, Inc. 111 Fifth Avenue. Suite 100 Kirkland, Washington 98033 Phonp.: 425-827-7701 Renton Assembly of God Renton, Washington KE98433G .co ; EXPLORATION BORING LOG Number EB-1 Page 2 of 2 ~ STANDARD PENETRATION RESISTANCE SEDIMENT DESCRIPTION saturated, ~, fine GRAVEl, some fine to coarse ........ ....".;,.. -. /I l- I- I- w o f--40 f- f- f- f- I--45 f- f- f- f- 1-50 f- f- f- L f--55 f- f- f- f- 1-60 f- f- f- - I--65 I- l- f- -.JFoot 10 20 30 40 I &$ rfac.eOOlwMot ......... .....-aur' ..... atlhelmeandlocalional ............ 'buIe,. ........ ."geatogIc w .. patalons.. .. __ .... ....,.". .... )J:IgmGnL "TItav'_notnee liIy)epa , .uo ......... andlDc:a&oAs.. Wewllnot accept llISpOlilllliy Ii:Ir die liSe or .... pa 5 lb¥dhars ofW:wmalioo piww1Bdon INs lag. Reviewed By • ssoclated Earth Sciences, Inc. 11 Fifth Avenue. Suite 100 Kirkland. Washington 98033 Phone: 425-827-7701 Renton Assembly of God Renton, Washington KE98433G -.. "''-'-- . 58 .. EXPLORATION BORING LOG Number EB-2 Page 1 of 2 :I: W 00:: STANDARD PENETRATION l- 0. w SEDIMENT DESCRIPTION 0 .~~~~~:~G~~~~~~-= ______ ~==~r~ Moist, brown, gravelly SAND with some wood_ (Fill) (Cuttings) - Damp, reddish-brown, fine SAND, some silt. trace fine f- gravel (AI) - -5 ------------------------------------------------------------------------------f- Moist. gray, fine SAND, some silt, trace fine grnvel. (RecentAlhMum) wood debris in cuIIings Wet to saturated, gray. fine SAND, lillie to some silt. (RecentAlhJVium) f- f- f- 1--10 '- - f- f- l--15 f- f- f- f- l--20 f- f- f- f- l- I- l- I--30 I- -----------------------------------------------------------------. -------I- Saturated. gray, fine GRAVEL. some fine 10 coarse , sand, trace silt. (Undifferentiated) ~ -----------------------------------------------------------------------------f- -' Zw RESISTANCE 0. 5~ ::!: BIowsIFoot c( 0:::3: (/) (!) 10 20 30 I "" 11 I I I I I 8.6. I __ dopIctod_ .... __ ...... _and ........ GlIIis ,. "'Y-.-bygeologic ._Platalbas..... "IQ.analysis.andptgIaanL Ther_noIllAC iIy.+asudll,. 01 ......... and IocaIons.. We. RDl ...."......,.-,...for ......... ~ .... _.by-dl .... " ...... , ................ thlslog. RevIewed By AssocIated Earth Sciences, Inc. H FdthAvenue, Suite 100 irkland, Washington 98033 Phone: 425-827-7701 Renton Assembly of God Renton, Washington KE98433G -.. . __ ...... 40 EXPLORATION BORING LOG Number EB-2 Page 2 of 2 SEDIMENT DESCRIPTION grades to dense to very dense BOH@38' f- I-- I-- t w a 1-40 I-- I-- I-- I-- 1--45 I-- f- I-- f- I--50 I-- I-- I-- I-- 1--55 I-- I-- I-- f- I--60 f- f- I-- I- 1-65 l- I-- f- ~ I STANDARD PENETRATION RESISTANCE 81ows1Fao1 10 20 30 40 tsms- SuI'JstJfface eM '0 • depk*tdl1II!PftIS8I'Il_GbseI ....... laB Ime and Iocadoft of .. ..........., ~ IIlIdIIiIied II¥ geokJgIc wIll8iiPlelalw".IIgiI ................ ~ 1bey.,ndne-it) •• es&IlIdefll .......... 1kIcaIions. We ... ,.. .....,. ............ "' ........ " .... p 1& .by_"'" ..... _ ... __ otod .. tIIis.... Reviewed By Associated Earth Sciences, Inc. 111 FdlhAvenue, Suite 100 Kirkland, Washington 98033 Phone: 425-827-7701 Renton Assembly of God Renton, Washington KE98433G -.. ~--"" EXPLORATION BORING LOG Number EB-3 Page 1 of 2 i!: w 00::: STANDARD PENETRATION SEDIMENT DESCRIPTION Q. w 0 h .......... . ItnT r l- I- IM!t, brown, fine sandy GRAVEl.. bace silt. (Fill) l- I- _________ . ___ . __ . ____ . __ .... ________ ._. ____ . ____ . _____________ ----------. I--5 Wet. QIa)'. fine SAND. some silt. 1racewood. (Recent Alluvium) ,.. - I- -- 1--10 ___ . ________ ....... __ . ______ ------.---.----------------"--' -. --...... ' -------f- I- SabJrated. QIa)'. line SAND. some sill (Recent Alluvium l- grades with little line gravel SabJlaled. QIa)'. line to coarse. sandy GRAVEL. Irace cobbles. I- 1--15 c- f- f- f- 1--20 l- f- f- f- 1--25 f- f- f- f- I--30 l- f-,.. -______________ . ________ . ________ ._._ --. --------------------"---.-..... -----. --I- ....I Q. ~ I I I I I I Zw 6~ o:::~ C> '2 ATD RESISTANCE - 10 20 30 42< 8 4 74 29,j ___ dopIdod __ --r ...... _ .... _ ............. _,_-bp........, IIdeq11nS' " ........... analpls..andjudgment. Tbey.,notntt" rfy.epr ........ oI ....... aRdlol3loAs. We"not """""._.-v ................... I ••• by _ ... Iforo""" ...... _ ... INs.... Reviewed By -ssociated Earth Sciences, Inc.. 11 FIfth Avenue. Suite 100 Kir1dand, Washington 98033 Phone: 425-827-7701 Renton Assembly of God Renton, Washington KE98433G 40 EXPLORATION BORING LOG Number EB-3 Page 2 of 2 :r: UJ a a:: STANDARD PENETRATION I--' ZUJ RESISTANCE SEDIMENT DESCRIPTION Q.. Q.. 51-0 W ~ BIowsIFooI a a::~ fI) C) 10 20 30 40 Gray, fine 10 coarse, sandy, line GRAVEL. trace I- cobbles. (Undilferentialed) I- fts ... l-I BOH@39' 1-40 l- f- f- f- t-45 l- I- l- f- 1-50 f- f- f- f- t-55 f- l- f- f- 1-60 l- f- f- f- 1-65 l- I- l- I- _ ... _ .. dopIctsd~ __ ._"aI"'_and-"''' ..... ,--"' ......... trE .tJloIhBt ....... ~ Wo"not inIeopietal"n, .agilleOring ~ and judgmatIL Tbar 1118 .... 1& -ssociated Earth Sciences. Inc. 11 Afth Avenue. Suite 100 Kirkland. Washington 98033 Phone: 425-827-7701 Iv (bpi Reviewed By I Renton Assembly of God Renton. Washington KE98433G EXPLORATION BORING LOG Number EB-4 ::t: w 00:: SU\NOARD PENETRATION I-....I z RESISTANCE SEDIMENT DESCRIPTION 0.. 0.. ~~ w i BkMaIFoot a o::~ C) 10 20 30 40 l- I- Damp, reddish-brown, fine SAND, some sill. l-I 6", (Slide Debris) I- 1--5 r- "- Damp, reddish-brown, fine SAND, little to some I--I 5", line gravel. I-- ~-~ ---------. -------.------.--. -. --. ------------------------.----.---.--.---._-1--10 l- I-- Saturated, gray, fine SAND, some sill I--I 5", (Recent Alluvium) I-- 1--15 I-- --------------------------------------------------------------------. -------- I-- Wet. brown, fine to coarse, sandy, fine GRAVEl. L I 20 __ J~~~~~L __________________________________________________ I-- 1--20 I-- I-- Saturated, gray, line GRAVEL, some line to coarse I--I /A sand. (Undilferentiated) I-- I--25 I-- I--50(5" I BOH@28' c- 30 I-- I-- I-- I-- SUbIuface co. ....... ., dOpIdod- ___ .. at ........ _.......,"' ........ -Y .... ....-.. .. .....,.,., 11. ..................... __ ... rIng aPBIysIs. aad iudgmaM. Thay .. not flO' iIw'+ •• 01 ......... ancf1ol:albA:s.. We" no( """"" _OOibiIiIY forlho ...... iI ..... e , .. _or..,.,,, ................... -Iog. Reviewed By ] Associated Earth Sciences. Inc_ 11 Fifth Avenue, Suite 100 ,jrkland. Washington 98033 Phone: 425-827-7701 Renton Assembly of God Renton, Washington KE98433G _ •• 8>_""' ..... Associated Earth Sciences. Inc. November 18, 1999 Project No. KE98433G The Nishimura Associates, lLC 733"" Avenue, Suite 200 Kirkland, Washington 98033 Attention: Subject: Mr. Tom Nishimura Geoteclmical Respomes to King County Review Comments Renton Assembly of God King County, Washington Dear Mr. Nishimura: As requested, this letter contains our respomes to geoteclmical review COO'DleldS C(lntaitrAJ in the King Cou,nty draft review comments, transmitted to you eJectronica11y on November 9, 1999, and sent to us via facsimile on November 10. This review is based on Sheet C1.0, Site Plan, Renton Assembly of God, Prepared by Dennis Batty and Associates, their Project No. 9806, dated November 15, 1999. The County review contained two comments with geotrdmical considerations. The first indicates that modification of the steep slope critical area on the south side of the project is not pellnitted, except with a VIiriance. In our opinion. the landslide retaining walllocalion shown should be considered flexible. The intent of the retaining wall is to provide hazard mitigation for slope failores on the slope to the south. To perform this function, the l1(al1 should be located as close as practical to the toe of the slope, but sboold not be constructed in ~ a way that modification of the steep slope itself is required. If the planned construction would inVolve intrusion inIo the steep slope bIJfIU area. it may be appropriate to prepare a varianc:C application to allow the retaining waD constIudion to impinge on the buffer. Based 00 the reviewal configuralion. the wall and access road location could be adjusted so as not to impington the steep slope buffer. The secoDd issue indicates that it is necessary for the laDdsJide retaining wall south of the proposed building is to be designed to withstand the maximum estitmted laDdslide from the slope to the south. Based 00 previously completed subsurface expkmdioDS on site, debris deposits from several past landslide events were identified. . At that time, tbC largest deposit from a single 911 _Aveoue. Suite 100 • M-Jand. WA 98033 • Phone 425 827-7701 • Fax 425 827-5424 landslide event that was identified in the subsurface explorations was approximately 2 feet Ibick. The proposed retaining waD is designed to withstand a future slope failure on slopes immP4iately . above the new construction that is of equal magnitude. We therefore conclnde that the requirement imposed by the County in their second geoteclmical review comment is met with the current design. It should be noted that if such a slope failure were to occnr, it would be necessary to remove the new debris deposited at the base of the slope in order to maintain the hazard mitigation function of the retaining waD with respect to future slope failures. It bas been our pleasure to be of continued service to you on this project. If you have any questions regarding this letter or other aspects of the project, please do not hesitate to calI. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington .Kurt D. Merriman, P.E. Associate Engineer ec: DenniS Batty & Associates Via Fax (612) 560-1090 November 18. 1999 Project No. KE98433G Associated Earth Sciences. Inc. The Nishimura Associates. LLC 7337" Avenue, Suite 200 Kirldand, Washington 98033 Attention: Mr. Tom Nishimura Subject: Supplementary Geotechnical Recommendations . Renton Assembly of God Portable Classroom Relocation King County, Washington Dear Mr. Nishimura: As requested, -Ibis letter contains supplemental recommendations regarding relocation of the portable classrooms, and associated relocation of the landslide deflection structure at the southeast comer of the developed portion of the existing Renton Assembly of God site. This lettei is supplementary to our previous geotecbnical participation in the project .. We understand that current plans (sheet Cl.O prepared by Dennis Batty & Associates, tbeirproject No. 9806 datedNovember 15. 1999) call for relocation oftbree portable classroom buildings to an area near the southeast comer of the existing building at the site. In our opinion, the propored relocation is feasible from a geotechnical standpoint. Based on our previous subsurface explorations on site, the portable classrooms could· be SUPPOltm on conventional shallow foundations typical toportable classrooms. It is possible. based on the subsurflice conditions. that sbaUow fo1mdations could experie,oce minor settIeffient over lime. However. portable classrooms that are easily releveled. if needed. do not warrant instalJation of deep funnrlatjom, in our opinion. . In order to relocate the portable buildings as planned. it will be necessary to relocate the existing landslide deflection waD southward apprOlumately 10 feet. In our opinion, such a relocation is feasible ftom a geotecbnicaI standpoint. The new wall should be constructed in accordance with the geotecImical recomn!l':ndations used fur initial construction. 91 r Fifth Avenue. Suite 100 ~ Kirktand. WA 98033 • Phone 425 827·770!-~ Fax 425 827.5.42<; It bas been our pleasure to be of continued service to you on this project. H you have any questions regaTding this letter or odJer aspects of the project, please do not hesitate to call. Sincerely, ASSOCIATED EARm SCIENCES, INC. Kirkland, Wasbington IEXPIRSS 111201 ~ Kurt D. Merriman, P.E. Associate Engineer cc: Dennis Batty & Associates fax (612) 560-1090 , 2 October 26, 2001 Project No. KE98433G Nishimura Associates 733 7'" A venue, Suite 200 Kirkland, Washington 98033 Associated Earth Sciences. Inc. Attention: Mr. Tom Nishimura Subject: Summary Report of Augercast Piling Installation Renton Assembly of God Class Room Addition, Phase I Renton, Washington Dear Mr. Nishimura, Associated Earth Sciences, Inc. (AESI) is pleased to present this summary letter for the observation of IS-inch diameter, augercast piles for the Renton Assembly of God Class Room Addition, Phase I, currently nnder construction. Augercast piling construction activities were initiated on October 5th. 2001 and completed on October 8th. 2OOl. A total of 43piliilg were installed during this time. There were initially 42 piling to be installed, but a below the surface obstruction was enoounted, necessitating the installation of an additional pile. Based on our observations, the 43 augercast pilings were constructed in genera] accordance with our writen and verbal recommendations and the design plans. and specifications as prepared by The Dennis Batty & AsSociates Group. It shonld be noted that the plans were not approved by King County and that the construction proceeded under application review only by King Connty. Piling instaIlation techniques generally foUowed industry practices.. The IS-inch diameter, augercast pilings were all drilled between 25 and 30 feet below pile cap or grade beam subgrades, per design! lDitialIy all piling were planned to be 30 feet below grade. but a coarse gravel and cobble zone that haIted the'drill was encountered at approxjmateJy 25 feet below grade. Sc "'" .ed. intermittant pilings were installed at 25-foot depths per AESI. Once tlie auger reacJ!ed the requited depth in each piling location. OOBCrete supplied by QwIman was pumped down the inside of the auger while the auger remained turning in. the driUing-down direction. The concrete appeared at the surface emanating from each boring with approximately 5 to 15 feet of auger remaining in the grOJrnd. The auger was withdrawn at a smooch. slow rate. The pilings appeared- plumb and located in their approximate design locations. The~. both horizontal and vertical, were predeternililed by the generaI contractor and rechechd by the general contractor dnring reinforcement steel bar (rebar) placement. Several pilings. were moved Slightly due to 9 t I FIfttlA'I81Ue.Suite 100 • Kirtdand. WA 98033 .. Phone 125 817·7701 .. Fax 425 827·5424 interference with existillg utilities or encounters with subsurface obstroctions. The piling were moved with the approval of thedesigners. The Dennis Batty & Associates Group. The piling plan with dates of installation 'of each pile.are attached to this letter. A spiral rebar compression cage was installed in each boring with no· apparent difficulties. Each rebarspiral cage was smoothly inserted by hand. Cascade Testing was on-site to test concrete and inspect the rebar. The pilings were numbered as they were installed. The· riinnber of each piling. their depths. the amount of concrete used for each piling. and any drilling or installation comments were noted each aay on AESi field reports. Concrete amounts were caculated based on calibrated pump strokes from the contractor's pump. The pump calibration was supplied by the contrator and was not field checked against delivered amounts. All pilings used more than 100% of their calculated volumes of concrete suggesting that no necking or bridging of the boreholes by the surrounding soils occured. All pilings installed appeared to have been colnpleted "per int1nstry practices. AESI's recommendations. and the plans and specifications by the designers. The Dennis Batty & Associates Group. If you have any questiollS. please do not hesitate to calL Sincerely; ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington ; . JOim D. Coleman . Project Geologist Attachment: Pile Location Summary Plans (3) , 2 Kurt D. Merriman. P.E. Senior ~ Engineer' .;" ." .". : ••... '.~ .'; - ." .. _. -="'; .. --: -' .:. .' . ". ~ , ~ -. ~: -<Ii f!7. : : , ...... ' ,,J • , -'-~ .. i I, .. R <1':", ~(H\ Pl .. ~c 1. 0".1 d .. lc. .3 :;: . '., ......... ~ . !ei . " . i J .; 23 .. -- , I , t·, 21 .... ------- H 'j " :j A ~ H ... 1,( Y cO (: 6-cO rJ ) (f u.s fl.._ • ., 11-.)0/." ~'1>1 ) -4~9« <,,~/-,,'-"'1-, '''rout ..... ;1-" 1':1.17 ....... 1.,,'. i , , , ! ; j J ~ ~ ! FIELD REPORT Associated Earth Sciences, Inc. 911 Fifth Aveme. Suite 100 Kirl<Iaod. WashiDgtoo 98033 425-827-7701 FAX 827-5424 179 M_ Lane Nonb Bainbridge Island. WA981I0 201>-7110-9370 PAX 7110-9438 KirkIa::d, WI!OfIiII&tGD !IIIal3 AnN: Tom Nisbimura AS REQUESTED BY: TIlE FOllOWING WAS NOTED: 0-"*" NII8E Item-Assembly of God, Class Ramo 1015111 Addition, n.-I ....... Maple VaDey Bwy. ADd 1SZ"" Ave. SE .. •• r 5 ) KiLL2c-ty EagiooeedA_ DBA ~ ~ .. of God CI:IBdt -~ DALhdIk m.c--&pu' , . McDeweII NW/JeI::: PIoj«O ""- XE98433G -Saaay,6O'. _-)fa lApp. No..) BOOM1122 Associated Earth Sciences, Inc. (AESI) arrived on-site to monitor installation of augercast piling. Fifteen augercast piling were completed today_The piling installation technique generally followed industry practices. The IS-inch diameter anger was drilled at least 5 to 10 feet into the underlying gravelly soils per AESI's recommendations. The piling were drilled 25 to 30 feet below the surface. Once the auger reached the required depth, concrete supplied by Cadman was pumped down the inside of the anger while the auger remained turning in the drilling-doWIHlirectioo. The concrete appeared at the surface during withdrawel, -nanating from the boring with approximately 5 toW feet of auger remaining in the ground. The anger was ithdrawn at a smooth, slow rate. The piling appeared plumb and generally located in their designed locations. Several piling were moved to avoid a sewer line and due to hitting cobbles and gravels. The new locations were anthorised by the structnral engineer who was on-site early in the day. One piling was added in the southwest corner per the structnral dnring a move do to the deep cobbles and gravel. The locations and elevations were predetermined by the general contractor and rechecked by the general contractor during . reinforcement steel har (rehar) placement. The spiral rehar cages were smoothly inserted by hand in the borings with no apparent difficultiesCascade Testing was on-site to test concrete and inspect the rebar. AESl is not responsible for concrete or rebar testing or inspection. The amount of concrete used for the piling were caJatlated based on the number of pump strokes and the stroke pump calibration. The pump calibration was supplied by the eontrator and was not field verified. Per general indnstry practice. the piling used more than 100% of their calculated vohmIes of concrete suggesting thatIio necking or bridging of the borings by the surrounding soils occured. King County Permit Application Number BOOM 1222. Note: The piling were installed without approved plans based on conditional review by King County. COPJESTO: FIELD REP.: -----------------------DATE MAILED: PRINCIPAL I PM: Kurt Merriman AESI. Page 1 of I 1012612001 FIELD REPORT Associated Earth Sciences, Inc. 911 Fifth A venue. Suite 100 Kirldaod. WasbiDgtoa 98033 425-827·7101 FAX 827·541-4 179 Madrone Lane Nonh Bainbridge IsIaod, WA98110 206-78().9370 FAX 78().9438 ro: Nishimura Associates 733 .,.. Boeaue, Suite _ AlTN: T .... NIshImura AS REQIJESTEI) BY: THE FOLLOWING WAS NOTED: 0-Prq;ed Name RaJt .... Assembly of God, Class ]bQa 10IIII81 Additiou, Phase I l.oc>OOo Maple Vallev U..,.. AJld 151"" Ave. SE NDcipaIIIy Kio2 """"""/A.- DIIA ~ RCIlIoa of God Cbun:b Geat:DI C~/S'4"'''''''''' DALhdIIe .... a......&jwA . McDowell NW/JoIm .......... KI!.98433G -1taIa, 50-60'. JIId&.-No. lApp.No..) BOOM.U22 Associated Earth Sciences, Inc. (AESI) arrived on-site to monilor installation of angercast piling. Twenty eigbt augercast piling were completed today finishing the piling installation. Forty three total have been installed. The piling instaUation technique generally followed industry practices. The 18-inch diameter auger was drilled at least 5 to 10 feet into the underlying gravelly soils per AESI's recommendations. The piling were drilled 25 to 30 feet below the surface. Once the auger reacbed the required depth, concrete supplied by Cadman was pumped down the inside of the auger while the auger renmined turning in the drilling-down- direction. The concrete appeared at the surface during witbdrawel, emanating from the boring with proximately 5 tolO feet of auger renmining in the ground. The auger was withdrawn at a smooth, slow teo The piling appeared plumb and generally located in their designed locations. Several piling were moved to avoid a sewer line, a storm line, and due to bitting cobbles and gravels. The new locations were authorised by the structural engineer. The locations and elevations were predetermined by the general contractor and recbecked by the general contractor during reinforcement steel bar (rebar) placement. The spiral rehar cages were smootbly inserted by baud in the borings with no apparent difficultiesCascade Testing was on-site to test concrete and inspect the rebar. AESI is not responsible for concrete or rehar testing or inspection. The amount of conceete used for the piling were calculated based on the IIUIIlber of pump strokes and the stroIre pump calibration. The pump calibration was supplied by the contrator and was not field verified. Per general industry practice. the piling used more than 100% of their caJrnJated vohunes of concrete suggesting that no necking or bridging of the borings by the surrounding soils occured. King County Permit Applicatinn Number BOOM 1222. Note: The piling were installed without approved plans based on conditional review by King County. COPIES TO: FIELD REP.: Joim Cokm.n ----------------------- DAlEMAILBD: PRINCIPAL I PM: KurtMenimall AESI. ~Iofl 10061.200 J Associated Earth Sciences. Inc. January 13, 2000 Project No. KE98433G Nishimura Associates 733 Seventh Avenue, Suite 200 Kirkland, Washington 98033 Atten~n: Subject: Mr. Tom Nishimura Opinion Concerning Relocated Modular Classrooms Renton Assembly of God Maple Valley Highway King County, Washington Dear Mr. Nishimura: In accordance with your request, we have reviewed the proposed relocation of the modular classrooms from a geotechnicaJ standpoint. The proposed relocation plan was summarized in your site plan and letter of transmittal, dated January 4, 2000. The proposed portable classrooJil relocation was discussed with Todd Hurley of King County DriES during our January 6, 2000 site meeting. As you are aware, we have been providing geotecbnical consulting services on the Renton Assembly of God s3nctuary addition, and other site improvements. We understand that the proposed relocation of portable classrooms would be to an area between the south side of the existing church building and the north side of the existing landslide diversion berm located illllllffliately south of the . chun:h. The area of relocatiOn is currently a gravekovered fire lane measuring some 40 feet in width from north to south. The three classrooms would be located in this area, with an approximate 2O-foot se1back: from the south side of the.existing church building. A new fire lane would be routed around the south side of the existing diversion berm. along the diversion berm access road. We understand that the fire district has reviewed this change and finds it acceptable. From a geotechnicaJ standpoint. it is our opinion that the relocation I~ a low risk .. considering the protection offered to the modular classrooms by the existing diversion berm. Modular classrooms can be constructed on conventional pad fourvJations in accordance with the manufacturer's Iecommendations. It may be necessary to excavate into the toe of the slope forming the northern side .of the diversion berm in order to accommodate the modular classrooms. Excavations less than 4 feet in height could be taced with ecology blocks, similar 911 fll\h _. SuRe 100· KHidand. WA 98033 • Phone 4lS 827·7701 • F"" 4lS 827·5<2< to the existing wall along the eastern margin of the northside of the benn. Excavations greater than 4 feet in height should be provided with structnraJ supPOrt consisting of a cast-in-place concrete retaining wall. RegardleSs of the retaining system employed~ the wall should be provided with· a drain system at the heel of the wall. We recommend that we be allowed to review the excavations for wall foundations to confirm that at least medium dense soils are present for foundation suppon. .For design purposes, a bearing pressure of 1,500 pounds per square foot (psi) can be assumed fo'r wall foundations. Walls can be designed with an active earth pressme of 50 pounds per cubic foot (pet) acting as an equivalent fluid pressure. This earth pressure assumes a 2H:IV (Horizontal:VenicaI) slope rising up above the top of the retaining wall. A passive resistance of 200 pef can be assumed for each foot of.penetration below the ground surface, neglecting the FIrst foot of embedment. We hope this·information serves your present needs. Should you have any questions or require further information. please do not hesitate to caU at your earlictSt convenience. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington IElIPIRaS 11 120/ W : :I Kurt D. Merriman. P.E. Associate EngiIieer \ 2 Associated Earth Sciences. Inc, Marcb 21, 2003 . Project No. KE98433G The Nishimura Associates. LLC 733 .,.. A venue. Suite 200 Kirkland. Washington 98033 Attention: Mr. Tom Nishimura [Jj Subject: Geotechnical Response to King County Review Conunent Renton Assembly of God Portables Relocation King County, Washington Dear Mr. Nishimura: As requested. this letter contains our response to Geotechnical Review Comment Number 1 contained in the King Connty lettei-addressed to you and dated March 5, 2003. This letter represents a continuation of Associated Earth Science's (AESI's) participation in the ongoing improvements at the Renton Assembly of God site. AESI's previous participation has included completion of subsurfuce explorations and geoiechnical engineering support for the proposed new construction on the west part of the site. Kurt Merriman was also the 'project engineer for design of the existing debris flow deflection berm on the south part of the site. We have reviewed the current project plan titled Site Pion, Sheet S-l, dated February 2003 by Nishimura and Associates. We visited the site on March 1'8, 2003 to obserVe site couditions relative to the proposed project as shown on the referenced plan. In our opinion, the existing debris flow deflection berm will provide protection consistent with the original design for the ponable buildings in the proposed new locations shown on the plan. It has been our pleasure to be of continued service to yon on this project. If you have any questions regllflii!lg this letter or other aspects of the project, please do not hesitate to call. Sincerely. ASSOCIATED EARm SCIENCFS. INC. Kirkland, Wasbiugton ~' . 'MAU' ~. urt . emman, P.E. Principal Engineer 911 Fifth~.5uite 100 .. Ki.-kJand. WA 98033· Phone 125 827-nOI .. Fax 425 827-5424 Associated Earth Sciences, Inc. April 8; 2004 Project No. KE98433G The Nishimura Associates, LLC 12737 Bel-Red Road, Suite 220 Bellevue, WashingtOn 98005 Attention: Subject: Mr. Tom Nishimura Geotechnical Foundation Recommendation New Addition Renton Assembly of God King County, Washington Dear Mr. Nishimura: As requested, this letter contains OUT foundation design recommendation for a new addition to the Renton Assembly of God Church, As you are aware, I have been the geotechnical engineer of record on this project· for many years, I will continue as the engineer of record on this addition project, even though some of the design information referenced .on this project is contained in reports I prepared while working for anOther'engineering firm. The original building was designed and constructed with both driven timber and drilled augercast pile support to carry the moderate to heavy foundation loads. Considering the relatively light foundation loads of the proposed addition, we feel thatsmaller-diameter pin piles are suitable for foundation support. 2-inch-diameter pin piles should be driven to refnsaI as defined by less than 1 inch of movement during I minute of sustained driving by a 9O-,iound jaclrbammer under the full weight of the operator. Piles driven to this refusal criterion ean be designed to have an allowable vertical compressive capacity of 4,000 pounds per pile. Each pile ean be assUmed to provide 500 pounds of allowable uplift. provided all pile connections are properly welded. All backfill behind walls or around foundation units should be placed as structnraI fiJI. Horizonlally bacldilJed walls, which are free to yield laterally at least 0.1 percent of their height, may be designed using a lateral pressure rqlfesented by an equivaIeot fluid equal to 35 pouDds per cubic foot (pcf). fully restrained, horizontally backfilled rigid walls that cannot yield should be designed for'an equivalent fluid of 60 pcf. The lateral pressures presented above are based on the conditions of a unifonn backfiH consisting of on-site soils compacted to 90 percent of ASTM:D-1557. A higher degree of compaction is not recommended as this yffl] increase the pressure acting on the wall. A lower compaction may result in settlement of structures supported above the walls. Thus, the compaction level is critical and must be tested by OUT firm during placement. Surcharges from adjacent footings, heavy construction equipment, or sloping ground must be added to the above values. Pe.timeter footing drains sbonJd be provided for all retaining walls. 911 RlthA""""" s.ite 100 '1GoHand. WA 98033 • Ph""" 425 827·7701 • Fax 425 827·5424 To resist lateral loads, we recOmmend Ibe use of passive soil resistaIK:e against Ibe buried portion of pile caps and grade beams. An allowable passive resistance of 200 pef can be assumed, neglecting the first foot of embedment below grade. An allowable base frietion of 0.35 times the vertical dead load can also be assumed. The passive resistance and base frietion include a factor of safety of at least 1.5. Slab-on-grade floors should be supported on eilber suitable native soils or properly compacted structural fill. A minimum 4-inch tbicJmess of pea gravel should be placed beneath the slab to act as a capillary break. The.sJab should also be proteeted from dampness by a minimum 100mil . plastic vapor barrier. All other recommendations for site preparation, structural fill, and drainage contained in the previons geotechnical reports prepared by Rittenhouse Zeman and Associates are still applicable and are supported by Associated Earth Sciences, Inc. (AESl). It has been our pleasure to be of continued service to you on this project. If you have any questions regarding this Jetter or other aspects of the project, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES. INC. Kirkland, WasbiDgtOD 1 __ l1J201l!\ I Kurt D. Merriman, P.E. Principal Engineer cc: Broderick Architects 55 South Atlantic Street, Suite 301 SeattIe. Washington 98134 Attention: Me. Kevin Broderick Fax: 206-682-7529 2 January 20, 1999 Project No. KE9li433G Urban Design, Inc . Associated Earth Sciences. Inc. . 733 7'" Avenue, Suite 212 Kirkland, Washington 98033 Attention: Mr. Tom Nishimura Subject: Summary of Geotechnial Design Recommendations . Proposed Church and Classroom Addition Existing Renton Assembly of God Church Maple Valley Highway King County, W~n Dear Mr. Nishimura: In accordance with your request. this letter summarizes geoteclmial design issues as they relate to the comtruction of the proposed additions to the existing Renton Assembly of God Church .. Our services are being provided in accordance with our pl1Jposa}, dated September 24, 1998. As you are aware,. Associated Earth Sciences, Inc. (A,ESI) has performed the subsurface exploration program on the above-refdenced project. We. are presenting this summary of geotechnical recwllulI'l(JIla.ioos to help facilitate the progress of the project. A total of four exploration borings were advanced·in the proposed addition areas. Three of the borings were advanced in the main addition area, which is located immediately west of the existing chmcll buiJding. The fourth boring was advanced in the new classroom addition area, located illllllnliately east of the existing church building. In general, the borings encountered loose to soft silt and Saud colluvial materials, extending to a depth of 20 to 30 feet below the existing ground surface. Medium dense to dense glacial deposits were then eooountered to the full depth explored. These soil conditions are similar )Vith those enronntered during preVious exploraticms by odJers for the main church building. Due to the softIIoose nature of the oear- surface soils, it is our opinion that the proposed additiom should be suppoIted on a pile foundation system to extend buiJding loads to suitable foundation bearing horizons at depth. The use of conventional augercast piles is proposed to allow for Oexibility of pile length during. installatiOn, and to minimim potential vibration-induced damage to the existing structure, that could result from conventional pile driviDg. Pile diiuneters of 12 to 18 inches are possible, 911 hfihAvenue. s..;,. 100· KrlIand. WA 98033 • Phone 425 827·7701 • Fax 425 827·5424 depending upon building and lateral load requirements. Specific pile design recommendations will be provided in our final geotechnical report for the project. The maiD chwch building was constructed with a landslide diversion berm immediately south of the existing building. This berm was deSigned to divert landslide debris flows produced from the sleep slopes to the sooth. The berm was intended to redirect debris flow material around the buildings to the east and the west. The proposed new addition on the west side of the existing· building will require some modification of the existing diversion berm. Specifically, it appearstbat the existing berm will need to be extended to the west in order to accommodate the new addition. Representatives from AESI met with Mr. Todd Hurley of the King County I>q>artment of DevelOpment and Environmental Services (DDES), and presented the concept of the diversion berm modification. Mr. Hurley concurred with the proposal to modify the berm and extend it to the west. Final design of the modification will be provided once a complete topographic survey of the area west of the existing ixrikling is provided. We hope this summary serves your present needs. We·are available to complete our geotechnical services once topographic survey is complete. IT you have any other questions, or require further information, please do not hesitate to call at your earliest convenreoce. Sincerely, ASSOCIATED EARTH SCIENCFS, INC. Kirkland, Washington Kurt D. Merriman, P.E. Senior-Geoteclinical Engineer ICDMhabIId 1tE98433G. In0r'99'" _ WY1 2 7.0 OTHER PERMITS 7.0 OTHER PERMITS Other permits for this site include a Building Permit, a Clear and Grade Permit, a Waterline Extension Permit, a Sanitary Sewer Extension Permit, an NPDES Permit, and Rockery Construction Permit. 11706.0 19.doc 8.0 CSWPPP ANALYSIS AND DESIGN TEMPORARY EROSION AND SEDIMENTATION CONTROL CALCULATIONS Proposed New Life Christian Church Building Additions SWC -Renton-Maple Valley Highway (SR-169) and 152nd Avenue S.E. Renton, Washington Prepared for: Church Consultants P.O. Box 1526 Duvall, WA 98019 July 21 ,2008 Our Job No. 11706 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES 18215 72NDAvENUE SOUTH KENT, WA 98032 (425) 251·6222 (425) 251-8782 FAX BRANCH OFFICES • OLYMPIA,WA • TACOMA,WA • SACRAMENTO,CA • TEMECULA.CA www.barghausen.com 1.0 INTRODUCTION/GENERAL INfORMATION The proposed erosion control facilities for this project site are sized in accordance with the 2005 King County, Washington Surface Water Design Manual, Appendix 0 such that the 2-year storm during graded conditions on site based on the KCRTS IS-minute time series file. which is a very conservative methodology for computing peak runoff rates. was utilized. The orifice and overflow spillway are also sized on the following pages of this report in addition to the surface area required in the sediment pond. This project is utilizing the proposed detention facility as the interim sediment pond during construction of the new facility. In addition to a sediment pond, temporary V -ditches with rock checkdams will be instituted on the project site, at least one rock construction entrance will be installed, clearing limits will be marked in the field, and a silt fence will be installed along the downstream perimeter of the project site. All water subject to potentially being sediment-laden will be rOllted to the proposed sediment pond prepared for this development. 11706.016.doc EROSION CONTROL CALCULATIONS SIZE THE SEDIMENT I'OND AND ORIFICE, ETC. Given: 4 fe of live storage to top of riser = h QIO = 5.31 cfs (see attached IS-minute KCRTS) Required pond surface area, (S.A.) at the top of the riser = 2,080 (QJO) Minimum S.A. required = (2,080)(5.31) ~ 11.045 sq. ft. = As Provided surface area = 34,104 sq. ft. Size tbe Emergency Overflow Spillway to Pass the 100-Year, IS-Minute Event QJOo = 13.19 cfs Let depth = 0.5 ft. L = (QU)O /3.21 (H)") -2.4 H = (13.19) / ((3.2I)(0.5)'5)J -2.4(0.5) = 10.42 f1. lise 1 I ft. Size tbe Dewatering Orifice, Ao Ao = As (2 h)05 / (O.6)(3,600)(T)(g)05) = (1 !045XS)05 / ((O.6X3,600X24X32.2)"') Ao = 0.1062 sq. ft. Orifice Diameter = 13.54 (AIl)o; = 4.4124 in. Use 4')1" in. diameter 11706.016doc /5 ....... i I"} "'~ 'f i /hG 5e...r; ('5:- JI.(/"; ") etA),,? :-017 Co 'l T~c> ( CO '1 JI tl Cl '} ";> I(CWfS Command CREATE d. nc'w Ti me Series Project Location : Production of ]{unoff Time Series Sea-Tac 7-2/-01 Computing Series Regional Scale Factor : 11706esc _ ts E LOO Data Type : Reduced Creating IS-minute Time Series rile 'I'ill Forest Till Grass Impervious Loading Time Series Fl le:C:\KC SWDM\KC DATA\STTFlSR_rnE 17 _ 50 acres Loading Time S",-ics File:C: \ KC_SWDM\ KC_DATA\STTG1 SR. rnE Flow Path: Length 3000.00 ft @ Slope 0.100000 7_02 acres Loading Time Series File:C:\KC .. SWDM\KC_DATA\STEIlSR_srf Flow Path: Length 700.00 ft @ Slope 0.040000 7_18 acres Total Area 31.70 acres Peak Discharge: 13_21 CFS at 6:30 on Jan 9 in Year 8 Sto~ing Time Series File:11706esc.tsf Time Ser i.c>s Computed I<C!{,],S Commo.nd Enter the Analysis TOOLS Module Analysis Tools Command Compute PEAKS and Plow Frequencies LOddin4 Stage/Discharge curve:11706esc.tsf Flow Frequency Analysis Time Series File:11706esc_ts[ Project Location:Sea-Tac Frequencies & Peaks saved to File:11706esc.pks Analysis Tools Corrunand RETURN to Previous Menu KCR,]'S Command eXit KCRTS Program Flow Frequency Analy"is Time Series File: 11706esc-ts[ Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Rate Rank Time Df Peak (CFS) 4.41 5 2/09/01 12:45 3.23 8 1105/02 15:00 S.44 2 12/0S/02 17:15 3.34 7 S/26/04 1:00 5.14 4 11117/04 5:00 3.85 6 10/27/05 11: 00 5.31 3 10/25/06 22:45 13 .19 1 1/09/0S 6:30 Computed Peaks -·----Flow Frequency Analysis------- -Peaks Runk Return Prob (CFS) Period 13 .19 1 100.00 0.990 8.44 2 25.00 0.960 5.31 3 10.00 0.900 5.14 4 5.00 O.SOO 4.41 5 3.00 0.667 3.85 6 2.00 0.500 3.34 7 1. 30 0.231 3.23 8 1.10 0.091 11.61 50.00 0.980 SOILS REPORT r'._ J r Water Resources ~ i~:, Solid i1nd Hazardolls W"llS[C t(J;.\i ~] Ecological/Biological Sciences L~ r,:',) Geologic Assessments ~~ Associated Earth Sciences y Kl ~y\; (' u ~ ~. 0 Subsurface Exploration and Preliminary Geotechnical Engineering Report UENTON NEW LIFE CHURCH BUILDING AND PARKING LOT ADDITIONS King County, Washington Prepared for Renton New Life Church c/o Church Development Consultants, Inc. Project No, KE98433A August 24, 2005 Associated Earth Sciences, Inc. August 24, 2005 Project No. KE98433A Renton New Life Church clo Church Development Consultants, Inc. P.O. Box 1526 Duvall, Washington 98019 Attention: Subject: Ms. Kathi Bresler Subsurface Exploration and Preliminary Geotechnical Engineering Report Renton New Life Church Building and Park.ing Lot Additions 15711 152"" A venue SE King County, Washington Dear Ms. Bresler: We are pleased to present the enclosed copies or the referenced reporl. This report sununarizes the results of our subsurface exploration and preliminary geotechnical engineering studies "and offers recommendations for the pre/nninary design and development of the proposed project. Our recommendations are preliminary in that project plans are still under development at the time of this report. We have enjoyed work.ing with you 011 this study ,lIld arc confident that the recommendations presented in this report will aid in the successful completion of your project. If you should ha.ve any questions or if we can be of additional help to you, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington KDM/Id E9S43JA2 'rojeCt.s\l99243311(EI WI" Kirldand Everc~lt , Renlon New Life Church Building and Parking Lor AdditiolIS KJllg County, Washingtoll Subsurface Exploration and Preliminary Geotechnical Engineering Repon Project and Sife Conditions I. PROJECT AND SITE CONDITIONS 1.0 INTRODUCTION This report presents the results of our subsurface exploration and preliminary geotechnical engineering study for the proposed building and parking lot additions. Our recommendations are preliminary in that project plans are still under development at the time of this report. Existing and planned improvements within the project area and approximate locations of the explorations accomplished for this study are presented on the Site and Exploration Plan, Figure I. When final project plans have been prepared, the conclusions and recommendations contained in this report should be reviewed and modified. or verified, as necessary. 1./ Purpose anq Scope The purpose of this study was to provide subsurtace data to be utilized in the preliminary design of the projecr. Our study included a revielV of selected geologic literature, drilling exploration borings, and performing geologic studies to assess the type, thickness, distribution, and physical properties of the subsurface sediments and shallow ground water. Geoteclmical engineering studies were completed to determine the type of suitable foundation, foundation design recommendations, floor support recommendations, anticipated foundation and floor settlement. and pavement and drainage design considerations. This report summarizes our current fieldwork and offers development recommendations based 011 our present understanding of the project. We recommend thai we be allowed to review project plans prior to construction to verity that our geotechnical recommendations have been correctly interpreted and incorporated into the design. I. 2 Authorization Our scope of work is outlined in our proposal for this work phase dated June 30, 2005. We were subsequently authorized to proceed by means of a signed copy of our proposal. We were requested to complete four additional exploration borings not described in our June 30 proposal, and were verbally authorized to proceed with the additional work. This report has been prepared for the exclusive use of the Renton New Life ChurCh, Church Development Consultants, Inc .• and their agents for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. No other warranty, express or implied, is made. August 24, 2005 ASSOCIATED EARTH SCIENCES. INC. nWGlid -KE984JJA2· Proj~CIJ\J99841)iK£lWI' Page 1 Renton New Life Church Buiilling and Parking l.ot Additions _King County, Washingtoll 2.0 PROJECT AND SITE DESCRIPTION Subsurface Exploration and Preliminary Geotechnical Engineering Repon Project and Site Conditions This report was completed with an understanding of the project based on a preliminary site plan that was provided to us by Church Development Consultants, Inc. The proposed project will include construction of a new building, constructing a paved parking lot in the area of the existing gravel parking lot west of the existing building, expanding the existing north parking lot further to the north, and possibly constructing gravel surfacing Or paving in the grass field on the northwest part of the site. The proposed building will measure approximately 350 by 225 feet in plan view and will include two levelS. The finished floor elevation of the lowest level is planned to be at elevation 110 feel. This finished floor elevation is expected to result in minimal fill placement and excavation below existing grade of up to approximately 8 feet to reach planned finished floor elevation. The site is located at the existing Renton New Life Church. The existing church includes a building with t1nished floor elevatiom ranging from approximately 118 to 130 feet, portable buildings south of the existing building, a gravel parking lot west of the existing building, and a paved parking lot north of the existing huilding. A grass field is located at the northwest corner of the site, is accessed by a bridge across a creek, and is occasionally used as a car parking area. 3.0 SUBSURFACE EXPLORATION Our field study included advancing II exploration borings to gain information about the site. The various types of sediments, as well as the depths where characteristics of the sediments changed, are indicated on the exploration logs presented in the Appendix. The depths indicated on the logs where conditions changed may represent gradational variations between sediment types in the field. If changes occurred between sample intervals in our exploration borings, they were interpreted. The approximate exploration locations are noted on the Site and Exploration Plan, Figure I, attached with this report. It should be noted that the exploration borings completed for this phase of work were numbered in sequence with other exploration borings that have previously been completed on-site by Associated Earth Sciences, Inc. (AESI). We have previously completed three exploration borings in an area west of the existing building, and one in the area of the existing east addition. The previously completed borings were useful as background information for this study, but were not within the current project area and are not included with this report. The conclusions and recollunendations presented in this report are based on the II exploration borings completed for this study. The number, locations, and depths of the explorations were completed within site and budget constraints. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions may sometimes be present due to the August 24, 2005 /JVr-'OIIJ -KB9H4J1A2 -f'rojec1$\199&4JJIK£IWP ASSOCIATED EARnl SCIENCES, INC Page 2 Renton New life Church Building and Parking Lol AddiJions King CounJy, Washington Subsurface ExploraJioll alld Preliminary Geolechnicall:.ngineering Repott Project and Sire Conditions random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. If variations are ohserved at that time, it may be necessary to re- evaluate specific reconunendations in this report and make appropriate changes. 3.1 Exploration Borings The exploration borings were completed by advancing a 4 ~ -inch, inside-diameter, hollow- stem auger with a truck-mounted drill rig. During the drilling process, samples were obtained at generally 5-foot-depth intervals. The exploration borings were continuously observed and logged by a geologist from our firm. The exploration logs presented in the Appendix are based on the field logs, drilling action, and inspection of the samples secured. Disturbed but representative samples were obtained from the exploration borings by using the Standard Penetration Test (SPT) procedurc in accordance with American Society for Testing and Materials (ASTM):D-1586. This test and sampling method consists of driving a standard 2-ineh, outside-diameter, split-barrel sampler a distance of 18 inches into the soil with a 140- pound hammer free-falling a distance of 30 inches. The number of blows for each 6-inch interval is recorded and the number of blows requircd to drive the sampler the final 12 inches is known as the Standard Penetration Resistance (" N") or blow count. If a total of 50 is recorded within one 6-inch interval, the blow count is recorded as 50 blows for the corresponding number of inches of penetration. The resistance, or N-value, provides a measure of the relative density of granular soils or the relative consistency of cohcsive soils ~ these values are plotted on the attached exploration boring logs. The samples obtained from the split-barrel sampler were classified in the field and representative portions placed in watertight containers. The samples were then transported to our laboratory for further visual classification. 4.0 SUBSURFACE CONDITIONS Subsurface conditions at the project site were inferred from the field explorations accomplished for this study and visual reconnaissance of the site. As shown on the field logs, the exploration borings encountered subsurface conditions at the exploration locations that were relatively consistent. The existing paving and topsoil were typically underlain by loose to medium dense, moist silty sand with trace gravel interpreted as alluvium deposits. Alluvium was deposited from flowing water and is typically relatively loose. Alluvial deposits are considered suitable for support of paving and lightly loaded floor slabs with proper rcmedial preparation. Foundations or other structures with higher loads should not be supported on alluvium unless it is first improved using Geopicrs TM, Rammed Aggregate Picrs'M, or Rapid Impact Compaction. August 24. 2005 ASSOClATF.D EARTH SCIENCES. INC. BWGIJd -K£984JJA2· P'Oj~Ch'IJ9984JJIKEIWP Page 3 RenlOll New Life Church Building and Parking Lol Addiliolls King County, Washington SlIbJUrface Exploration and Preliminary Geoledmica/ Engineering Repon Projeci mid Sile Conditions Alluvium typically extended 10 depths of approximately 10 to 24 feet below the existing ground surface at the time of drilling. Below the alluvium, our exploration borings encountered typically dense to very dense moist silty sand with gravel. This material was interpreted to be an older Vashon or pre-Vashon age deposit that has been glacially consolidated At this site, undifferentiated sediments observed in our explorations are considered suitable for support of foundations, floor slabs, or paving. Due to the depth at which the undifferentiated deposits were observed, we anticipate that pavements and floor slabs will not be directly supported by outwash sediments. We also anticipate that foundation units will have to be supported on GeopiersTM that derive their support directly from the undifferentiated sediments and alluvium thaI have been improved with Geopiers"". In the explorations that have heen completed to date for the plaJUlcd building addition, the elevation of the top of the undifferentiated sediments ranges from approximately 93 to IO 1 feet. Our obscrvations and interpretations are generally consistent with published mapping for the site vicinity as represented by United States Geological Survey Geologic Map of the Renton Quadrangle, King County, Washington, Map GQ-405, by D.R. Mullineaux (1965). This map indicates that the site is underlain by alluvial sediments. Ground water was observed in our exploration borings at depths varying from approximately IO to 16 feet below the ground surface at the time of drilling. Variations in ground water levels are possible due to changes in season, weather, on-and off-site land usage, and other factors. It should be noted that our site explorations are open for only a short time, and that actual ground water levels might be closer to the surface than we measured in our explorations. Based on the encountered stratigraphy, it is our opinion that any earthquake damage to the proposed structures when founded on suitable foundation bearing strata in accordance with the recommendations provided in this report would be caused by the intensity and acceleration associated with the event. Design of the project should be consistent with 2003 Internalional Building Code (IBC) guidelines. In accordance with the 2003 !BC, the following values should be used: Site Class "D" (Table 1615.1.1) Ss = 126% (Figure 1516 (1) S, = 42 % (Figure 1516 (2) August 24, 2005 OWOIIJ -K£984JJA2 -I'rojeclsl/9984JJIKI-.lWP ASSOCtA1ED £ARTII SCiENCI!S. INC. Page 4 Renton New Life Church Building and Parking Lol AddillOns King County, Washinl1!'n Subsurface Exploration and Preliminary Geotechnical Engineering Reporl Preliminary Desi8n RecormnenfiaJions n. PRELIMINARY DESIGN RECOMMEND A nONS 5.0 INTRODUCTION Our exploration indicates that, from a geotechnical engineering standpoint, the proposed project is feasible provided the recommenuatiolls contained herein are properly followed. The upper IO to 24 feet of subsurface materials are loose and will offer support to pavement, floor slabs, and foundations for lightly loaded ancillary structures with proper remedial preparation. Substalltial foundation loads should be supported on a conventional shallow foundation system constructed above alluvial sediments improved with GeopiersTM, Rammed Aggregate Piers™, or soils improved by Rapid Impact Compaction Pile support of building foundation loads is another alternative that was considered, however the three alternative support types mentioned above were selected during a project team meeting, and therefore geotechnical engineering recommendations contained in this report arc focused on the project approach that has been selected. We are available to provide design recommendations for a conventional pile foundation support system, if requested. The following report sections provide specific geotechnical site development recommendations. 6.0 SITE PREPARATION Where existing pavement, buried utilities, or other structures are present below the planned building, they should be removed. We recommend that, to the extent possible, the existing paving be used for construction staging. Any excavations below planned flllished gmde for the purpose of demolition or utility relocations should be backfilled with structural fill as describeu in this report. Existing topsoil should be removed from areas where the new building, paving, or other structures are plaruled. After topsoil stripping, remaining roots and any other organic debris should be removed from structural areas. All soils disturbed by stripping and grubbing operations should be recompacted as described below for structural fill. After site stripping is complete, existing surficial Joose soils should be addressed. In areas where on-grade floor slabs are planned, we recommend excavation as needed to achieve elevations at least 18 inches below planned floor subgrade. The resulting surface should be proof-rolled with suitable equipment under the observation of the geotechnical engineer to identify any soft or yielding areas that require compaction or further excavation to expose suitable soils. The subgrade should then be coIl1pacted to at least 90 percent of the modified Proctor maximum dry density as determined by the ASTM:D-1557 test procedure for fillmore than 4 feet below final grade, and to 95 percent of the same standard for fill less than 4 feet below final grade. Depending on season, site conditions, and weather conditions at the time of Aug"'1 24, 2005 OWGlfd -k£984)JA2 -Projects1J99MJJ1KE1WI' ASSOCIATED EARTH SCIENCES. INC Page 5 Remon New Life Church Building alld Parking Lot Add;l;oIlS King County. Washington Subsurface Explora/ioll and Preliminary Geo(echnical Engineedng RefJon Preliminary Design Recommenda~ions construction, the use of a geotextile separation fabric, such as Mirafi 500x, might be warranted over tbe compacted subgrade prior to restoring the planned subgrade elevation with structural fill. Pavement areas should be prepared in the same malUler, however overexcavation only needs to extend I foot below plarmed paving subgrade elevation. Fill placed in overexcavation areas below !loor slabs and paving sllOuld meet Washington State Department of Transportation (WSDOT) Standard Specification 9-03.9(2) for Shoulder Ballast if wet weather or site conditions arc expected. If the earthwork and foundation portions of the project will be under construction during seasonal dry weather, excavated soil can he aerated, dried, and recompacted as structural fill. Reusing excavated soil as structural fill will require significant but unavoidable effort on the part of the contractor to dry site soils during favorable dry weather prior to compaction. The contractor should he aware of this and should either include costs for drying site soils, or for exporting the excavated site soil and replacing it with imported fill material as described above. In our opinion, stable construction slopes should be the responsibility of the contractor and should be determined during construction. For estimating purposes, however, we anticipate that temporary, unsupported cut slopes in the alluvium can be made at inclinations of 1.5H: IV (Horizontal:Vertical) or flatter. If excavation slopes are expected in structural fill, they should he plalmed at angles of 1.0 to 1.5H: 1 V. Temporary excavations into the undifferentiated deposits are not expected because these materials were observed 10 feet or more below existing grades. The recommended slope angles assume thaI ground water seepage is not encountered. and that surface water is not allowed to flow across the temporary slope faces. If ground or surface water is present when the temporary excavation slopes arc exposed. !latter slope angles will be required. As is typical with earthwork operations. some sloughing and raveling may occur and cut slopes may have to be adjusted in the field. In addition, WISHA/OSHA regulations should be followed at all times. Most of the on-site soils contain substantial silt, which makes them highly moisture-sensitive and subject to disturbance when wet. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils should be removed and the area brought to grade with structural fill. The overexcavation and filling process will be least likely to disturb silty moisture-sensitive soils if excavation is completed with a wide-track bulldozer and fill is placed from an advancing fill pad. Import fill could be used to construct temporary truck routes on the building pad 2 feet or more above subgrade soils to facilitate truck traffic. In no case should export or import trucks, wheel loaders, or other wheeled equipment be operated on unprotected subgradc soils. If winter construction is expected, crushed rock fill could be used to provide temporary construction staging areas, if desired. The stripped subgrade should be observed by the geotechnical engineer, and should Ulen be covered with a geotextile fabric, such as Mirafi 500X or equivalent. Once the fabric is placed, we recommend using a crushed rock fill layer at leas! JO inches thick in areas where construction equipment will be used. Augusl 24. 2005 ASSOCL1TED EARTH SCIENCES. INC. BWGlld· KE9B4JJA2 '/'ro/eclrIJ9984JJIKEIWI' Page 6 Remon New Ufe Ch/Uch Building alld Parking LOl Addilio/lI Kin!?, Counly, Washington 7.0 STRUCTURAL FILL Subsurface Exploration a/ld Preliminary Geotechnical Engineering Repon Preliminary Desisn Reconunendqtions Structural fill will be necessary to establish desired grades. All references to structural fill in this report refer to subgrade preparation, fill type, placement, and compaction of materials as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. After stripping, planned excavation, and any required overexcavation have been performed to the satisfaction of the geotechnical engineer/engineering geologist, the upper 12 inches of exposed ground shonld be recompacted to 90 percent of the modified Proctor maximum density using ASTM:D-1557 as the standard. If the subgrade contains too much moisture, adequate recompaction may be difficult or impossible to obtain and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further ovcrcxcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free-draining layer by silt migration from below. After recompaction of the exposed ground is tcstcd and approved. or a free-draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non-organic soil, acceptable to the geotechnical cngineer, placed in maximum 8-inch loose lifts with each lift being compacted to 95 percent of lht modified Proctor maximum density using ASTM:D-1557 as the standard. In the case of roadway and utility trench filling, the hackfill should be placed and compacted in accordance with County codes and standards. The top of the compacted fill should extend horizontally OUlward a minimum distance of 3 feet beyond the location of Ule perimeter footings or roadway edge before sloping down at an angle of 2H: 1 V. The contractor should note that any proposed fill soils must be evaluated by AESI prior to their use in fills. This would require that we have a sample of the material 72 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture-sensitive. Use of moisture-sensitive soil in structural fills should be limited to favorable dry weather conditions. The on-site soils typically contained 5 percent silt or more, and are considered moisture-sensitive when excavated and used as fill materials. Construction equipment traversing the site when the soils are wet can cause considerable disturbance. August 24, 2005 ASSOCIATED F'ARTH SCIENCES. INC. 8wGlid -KE984JJA2· ProjecuH9984JJIKEIWf' Page 7 Renlon New Life Church Building and Parking Lor AdditiollS ~un'Y.. Washington 8.0 BUILDING FOUNDATION SUPPORT 8.1 GeopiersTM SubsUlface Exploration ami Preliminary Geotechnical Engineen"ng Report Preliminary Design Recommendations Short aggregate piers (GeopiersTM) may he used to improve the eXlstmg alluvial soils. Geopiers™ are formed by drilling to a pre-determined depth with an auger of a specified diameter. Crushed rock is then compacted into the drilled holes in thin Ii fts. The result is a column of compacted aggregate and compaction of soils surrounding the Geopiers ™ Geopiers™ are designed by the contractor who installs them who determines Geopier™ spacing, depth, and diameter to meet project goals. The exploration logs attached with this report can provide a basis for the design. Conventional shallow foundations are then constructed above the subgrade after Geopiers™ have been installed. 8.2 Rammed Aggregate Piers~~ We understand that a newer "Rarruned Aggregate Pier™ .. system has also been used successfully by Geopier Foundation Company. The end result of Rammed Aggregate Pier™ construction is similar to a GeopierTM. but instead of drilling an open hole, a hollow mandrel is advanced to allow rock placement and compaction. One advantage is that Rammed Aggregate Pier™ construction docs not generate drill cuttings lhat require disposal. and wet subsurface conditions that might be unfavorable for Geopier ™ construction are less of an issue since no open hole is used for Rammed Aggregate Pier™ construction. We have been briefed on this system and agree that Rammed Aggregate Piers'" may be a suitable system for this project. Ultimately. Geopier Foundation Company should select the appropriate foundation system and provide the detailed design of the ground improvement system. 8.3 Rapid Impact Compaction Geopier Foundation Company has suggested the use of Rapid Impact Compaction to densify the alluvial sediments prior to construction of conventional foundations. The Rapid Impact Compaction techniques appear similar to Deep Dynamic Compaction, which has been used for many years worldwide to densify loose surficial deposits. The Rapid Impact Compaction equipment consists of a track-mounted excavator fitted with a hydraulic ram and tamping foot. The ram repeatedly strikes the ground surface compacting the loose surface sediments. The process is repeated until the entire building pad is compacted. We understand that the process can densify soils !O to 15 feet deep, depending on soil and water conditions. The problematic alluvial deposits on this site would likely be suitable for this application. Since the suggested equipment has been used infrequently in the Puget Sound area, we recommend that a confirmatory exploration program be completed along with the Rapid Impact Compaction. We would recommend that soil borings and SPT sampling be completed in compacted areas to confirm that the alluvial sediments have been adequately densified. If low densities are - August 24. 2005 ASSOCIATED EARTH SCIENCES. INC DWGlId -KE984jJA,2· Pmj~clrl1998-4J3\K£IWP Page 8 Renton New Life Church Buildillg and Parking WI Addlliom King COUllty. Washinglon Subsurface Exploration and Preliminary Geotechnical Engineering Report PreLiminary Design Recommendations produced, it may be necessary to perform RapId Impact Compaction again, or switch to a Geopier ™ -type system. 8.4 General Foundation Recorrunendations For this project, if Geopiers™ (or Rammed Aggregate Piers™) are used, we recommend completing the excavation and fill placcmcnt recommended in the Site Preparation section of this report. Geopiers'" can then be installed. When Geopier™ installation is complete, the building pad can be cleared of drill cuttings and fine-graded with structural fill. If Rapid Impact Compaction is used, the impact craters would be filled with structural fill to achieve finish grades. Footings can then be constructed using standard shallow foundation design and construction methods. For planning purposes, we anticipate that shallow foundations above Geopiers rM or recompacted soils could be designed with an allowable foundation soil bearing pressure of 3.000 pounds per square foot (pst). If desired, GeopiersTM could also be used to support the building floor slab without the 2-foot-thick layer of structural fill recommended in the Site Preparation section of this report. 9.0 FLOOR SUPPORT Slab-on-grade noors arc expected to support light loads, such as people and furniture. The recommendations in this report arc appropriate for light loads such as those described. If vehicles, forklifts, materials storage, or other heavy loads are expected, we should be allowed to offer situation-specific recommendations. Cast -in place concrete noor slabs may be used over structural fill as recorrunended in the Site Preparation section of this report. or above a system of GeopiersTM (or Rammed Aggregate Piers™) that are designed by the Geopier™ contractor or a subgrade that has been properly improved by Rapid Impact Compaction. The noor should be cast atop a minimum of 4 inches of washed pea gravel to act as a capillary break. It should also be protected from dampness by an impervious moisture barrier at least 10 mils thick or otherwise sealed. 10.0 DRAINAGE CONSIDERA nONS All footing walls should be provided with a drain at the footing elevation. Drains should consist of rigid, perforated, polyvinyl chloride (PVC) pipe surrounded by washed pea gravel. The level of the perforations in the pipe should be set at the bottom of the footing at all locations and the drain collectors should be constructed with sufficient gradient to allow gravity discharge away from the building. [n addition. all foundation walls taller than 3 feet should be lined with a minimum, 12-inch-thick, washed gravel blanket provided over the full height of the wall and which ties into the footing drain. Roof and surface runoff should not discharge into the footing drain system but should be handled by a separate, rigid, tightline August 24, 2005 ASSOClATF:O EAR7H SCfENCES. INC. BWGIkf -K£9R4JJA2 -PrO}~'1lIJ9984j]lJ\EIWP Page 9 Renton New Life Church Building alld Parking wr Addition" King County. Washington Subsulface Exploration and PreliminGlY Geotechnical Engineering Repon Preliminary Design Recommendntioru drain. In plalU1ing, exterior grades adjacent to foundations should be sloped downward away from the structure to achieve surface drainage. These recommendations apply to conventional shallow foundation walls and landscape walls less [han about 4 feet tall. 11.0 CAST-IN-PLACE RETAINING WALLS All backfill behind foundation walls or around foundation units should be placed as per our reconunendations for structural fill and as described in this section of the report. Horizontally backfilled walls, which are free to yield laterally at least 0.1 percent of their height, may be designed to resist an active lateral earth pressure represented by an equivalent fluid of 35 pounds per cubic foot (pcf). Fully restrained, horizontally backfilled, rigid walls which cannot yield should be designed for an at-rest pressure of 55 pef. Walls with sloping backfill are not expected, but should be designed with appropriate slope surcharge pressures. We should be allowed to provide specific slope surcharge pressures if walls with sloping backfill are used. If parking areas are adjacent 10 walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in determining lateral design forces. The lateral pressures presented above are based on the conditions of a uniform backfill consisting of native soils or imported structural fill compacted to 90 percent of ASTM: D-1557. A higher degree of compaction is not reconunended as this will increase the pressure acting on the walls. A lower compaction may result in settlement of the slab-on-grade or other structures supported above the walls. Thus, the compaction level is critical and must be tested by OUr firm during placement. Surcharges from adjacent footings, heavy construction equipment, or sloping ground must be added to the above values. Perimeter footing drains should be provided for all retaining walls as discussed under the section on Drainage Considerations. It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the walls. For walls less than 3 feet tall, the foundation drain, as recommended in the Drainage Considerations section of this report, is expected to be adequate. For walls more than 3 feet tall, a blanket drain is required. This would involve installation of a minimum, I-foot-wide blanket drain for the full wall height using imported, washed gravel against the walls. The drainage blanket should be continuous with and freely communicate with the foundation drain. Foundation wall footings/keyways surrounded with structural fill or alluvium JIlay be designed for passive resistance against lateral translation using an equivalent fluid equal to 200 pef. The passive equivalent fluid pressure diagram begins at the top of the footing; however, total lateral resistance should be snnuncd only over the depth of the actual key (truncated triangular diagram). Passive resistance values include a factor of safety equal to 3 in order to reduce the amount of movement necessary to generate passive resistance. August 24. 2005 Bwcnr! -KE984JJA1-Pmjt!ClslJ9Y84JJ1KE1WP ASSOCIATED EARTH SCIENCES, INC Page 10 Subsuiface Exploration aruJ Renton New Life Church Building and Parking Lo! Addifions Preiimil1ll1Y GeolecJulical Engineering Repon Killg County, Washinglon ~~~ ~~~~~P=r~e=lim=illC:':'l Design Recommendations The friction coefficient for footings cast directly on alluvial soils improved with Geopiers™, Rammed Aggregate Piers™, or densified by Rapid Impact Compaction as described in this report may be taken as 0.34. This is an allowable value and includes a safety factor. The soil under the footings must be recompacted to 9S percent of the above-mentioned standard, as recommended in the Site Preparation section of this report, for this value to apply. 12.0 PAVEMENT RECOMMENDATIONS The parking lot pavement for this project is expected to be supported by structural fill. Pavement for this project is expected to include areas that will be used primarily for car driving and parking. Some areas will also be subjected to heavy traffic, such as garbage trucks and delivery trucks. We recommend that passenger car driveway and parking areas consist of 2.5 inches of hot mix asphalt, Class V2 inch (liMA V2 inch) (equivalent to Class B asphalt concrete paving [ACPJ) above 4 inches of crushed surfacing base course (CSBC) (WSDOT Standard Specification 9-03.9(3)). Pavement for truck areas should consist of a minimum section of 4 inches of HMA 'i2 inch over (, inches of CSSe. All depths given are compacted depths. All paving materials, base course Illaterials, and placement procedures should comply with suitable standard specifications, sllch as the Washington State Departmelll of Transportation Standard Specifications for Road, Bridge, and Municipal Construction, or other suitable specifications. All structural fill and all native subgrades less than 4 feet below finished grade for a planned paving area should be compacted to 95 percent of the modified Proctor maximum dry density as determined by ASTM:D-1557. Prior to structural fill placement or to placement of base course materials over native subgrades, the area should be proof-rolled under the observation of AESr with a loaded dump truck or other suitable equipment to identify any soft or yielding areas. Any soft or yielding areas should be repaired pr ior to continuing work. If desired, asphalt treated base (ATB) can he substituted for most of the CSBC and used to provide a construction-working surface. After the buried utilities are in place, the subgrade is prepared, a 2-inch-thick leveling course of eSBe is placed, and the A TB is laid and compacted. This ATB surface is then used for construction access, and once most of the heavy construction traffic has subsided, any damaged pavement areas are repaired prior to final surfacing with ACP. For this project, 4 inches of CSBC under passenger car areas can be replaced with at least 2 inches of A TB with a 2-inch CSBC leveling course. Six inches of CSBC under heavy traffic areas can be replaced with 3 inches of A TB over 2 inches of CSBe. Surface-wearing layers of HMA V, inch should be used above the ATB, as described above. This is an optional substitution that can be used if paved construction staging is desired, but is not required for structural purposes. August 24, 2005 ASSOCIATED EARTII SCIENCES. INC. BWGlld. KE984JJA2 . l'rojeCfJII9984JJIKHWP Page II Ren/on New Life Church BuildilZg alUi Parking La/ Additions King County. Washingtoll Subsurface Exploration and Preliminary Geotechnical Engineering Repon Preliminary Design Recommeruiations 13.0 PROJECT DESIGN AND CONSTRUCTION MONITORING ~---- At the time of this report, site grading, structural plans, and construction methods have not been finalized, and the recommendations presented herein are preliminary. We are available to provide additional geotechnical consultation as the project design develops and possibly changes from that upon which this report is based. We recommend that AESI perform a geotechnical review of the plans prior to final des ign completion_ In this way, our earthwork and foundation recommendations may be properly interpreted and implemented in the design. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundations for buildings and of new pavement depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event thaI variations in subsurface conditions become apparent. Construction monitoring services are not part of the current scope of work. If these services are desired, please let us know and we will prepare a cost proposal. We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project. If you should have any questions, or require further assistance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Lf!;L Bruce W. Guenzler, P.G. Project GeOlogist Attachments: Figure I: Appendix: I EXP,RES 11/201 0, Site and Exploration Plan Kurt D. Merriman, P.E. Principal Engineer Exploration Logs EB-5 through EB-15 August 24, 2005 ASSOCIATEO EARTH SCIENCES, INC. HWGIM" Kf984JJA2· j'(ojwsI/9984JlIK£IIVP Page I2 , I i ; .,.',,' .,.:. :.y, ,f{: :f;: ~~:: I , .. ",",",',._ J j,. '"0\. ~' .:.: ).Ii ,!/"i }-, .lI' i l" ,/ I / , -j i .7) I, I, I· t ,\!O;'W WF,T, l.'f!~;!<tli.:l4l'Q;'7i _. ',', .. , .. ' .... , .•.• 'I'~-". v', •. , ;',.,' •. , ..... , ... "" ; , .-0 " ': or •• .. ,~,. I' -.- . .-r.i'-or '. ,-:~~:'~~'~:.l~:'-"".i;d~""~,,,~c:;,'-r-.!-l j, .----. '"P"'~'" , I , ;"'" :,,1, '! _. EB-5 ... ..,II.,.n.' .J ,. "-k' '-' " ----,,/ ~i /"_'''1 '-~:'. ~i 'EB-14. EB,~5. j.,,_, / :; ,'. riJ;!.L10 /,/ I ... --_____ • EB-6 "; 'i'%' I ~7 i i ·1' (;5: :t. . il .: , .. II " '.~' . -'.,' . ··'"<It·,i.ki.,_f.c--- (( ' . I I ' ( , / /. -t:..,,;, '-. Ii ei3.11 ' ;' .j·"'~~\f ...... : / " .' v '-.., "i . / . i'f"Wt<~I"' .. ~~r,n.~,.·~ /t.¢6;:'. /-'/ , I / : ~~ __ l~C'!,_ ~c. '': 0~" ._ • {: • EB·9 o. .' l~~~~:"' I!~'" / ;,1 • Ee:-.12!. ".~e 9S.13-1..... r.o / ,e !2B.7 ~ '.' '-;L"""'C_}""::~·-:~~:_:_"\.;J";I~J~f ' ,-L " l APPROXIMATE LOCATION OF EXPLORATION eORIN~. TYP "J, ; ., -"i ,,/" I ? NQ]l.; ... EXPLORATIONS l,ABELeD CONSECUTIVELY WITH PREVIOUS WORK ON SITE BY AESJ. EB·1 THRU EB-4 NOr SHOWN '1 ,. ! I .J \I Fi " , ~ Reference: BarghalJsen i A .. o<la~ .. d J!!.n ~ II Sc:l.ncu, lftC. SITE AND EXPLORATION PLAN ';;":" "~~"' t· ~'. <; .• " l ---.----. --·T·--··-·-----...,-..:..· , ':\.\;1 ! $it " . ~ , I ., .. C 'L" r--. : .' .L. 'j .. . 'f" I ',:,"'~,,'<~l1 ; , ' ._2::'? __ .r>:· . ,'f; , .:, . :' , , - z< , '" SCAlE IN FEET FIGURE 1 DATE 110~ ! !l,:jI ~ 1m I!l 0 RENTON NEW LIFE CHURCH i KING COUNTY, WASHINGTON ~ROJ NO KE9643lA r=r;;:::::=;:~~=====r==-=~~--=:.~ ===--=--=-=-=~ =~ ====:==; Tcrrns Describing Relative Density and Consistency ID > ID u; o '" N o Z c o ~o ru c !§ ru Q GP gravel and gravel with sand, litlle to no fines Silly gravel and silly GM gravel will'! sand Clayey gr ave! and clayey gr avel wflh sand Bod sand wllIl gravel, little lono line:. Poorly~graded sand and sand with gravel. little to no fines gravel Clayey sand and clayey sand with gravel Density SPT(2Iblowslfo?.! Very Loose 0 to 4 Loose 4 10 10 COiuse G, au led SOils Medtum Dense 101030 T esl Symbofs Dertse 301050 Vecy Dense >50 G == Grain Size M '-" Moisture Conlent ~onsfsten~ SPTflIblows/foot A = AUetberg llffills Very Soh Oto2 C """ ChemICal Son 2 t04 00 ~ Dry Density Fine Grained So'.ls loJiedlUffi $Idt 4 to 8 K '-' f'cIJneiibilily SI:tf 81015 Very $tllf IS 10 30 Hald >30 ----------._._------ Qesc~liY.~.I~fm_ Govlders CORlponent Definitions $!le Range and Sieve f':Jumb~~. La/ge( Ihan 12" 3~ ro 12"' CoblJ!es Gravel emU,;£) Gravel Fine Gravel S~nd Coalsc Sand Medium Sand Fine Sand Sift and Clay JIONo <1 (4 7Smm) 3"[03/4" 3/4'10 No. 4 14.75 mm) No.4 (4.75 mUl) 10 No. 200 (0.075 mm) No.4 (4.75 mfn) 10 No. 10 (2.00 mm) No, TO (2.00 mm} to No. 40 (0.425 mm) No. 40 (O 425 mm) 10 No. 200 (O.DlS rnrn) Smaller Ihan No 200 (n.D7S rnm) Estimated Percentage Moisture Content Dry· Absence of moisture. dusly, dry 10 the touch Eercenlage by Componenl ~ __ \_-L.~~~~-+ ___ ~ ____ ~~ TraeR: Weighl <5 Slightly Moist -Perceptible moislUfe Silt, sandy silt gravelly sill, sill wittl sand or gravel to medium /plaslicily:: silly, sandy, or Q(avelty clay, lean clay In""n;r clay or sifl allow o l I pl,,,licily Few litll~ With Sampler Type 2.0" on Split·Spoon Sampler 510 to 15t025 . Non·primary coarse constituents: ?. 15% frnes conlenl t>e!'wcen ~% .and 15% Moist· Oamp bul no visible waler Very Moist· Wale. visible but not Ire{! drairnng Wet _ Visible free waler, usually fmm below waler lallie Symbols I3fows/6~ or portion of 6" I Sampler Type Description 3.D' 00 Splij~Spoon Sample, (.) Cement grout !;utface seal Bentonite ,.'" UlI.y)J.---I'''''----------I ISPT) high plasticily, 325" 00 Split·Spoon Ring Sampler Filler par.k with :.:. blank casing :.' sCdion or graveny cfay, fal with sand Of gravel Bulk sample 3.0~ 00 Thio·WaJl Tube Sampler Vncluding Shelby lube) '#~-+----------_l Grab Sample cfay or sijl 01 Portion not recovered Percentagf! by dry weight OH I :~=:~:i~;~IO high 1--..L---t:~<5iJI----t:-.-----------_I (~ (SP1) Stannard Penetration Test (ASTM 0-I 586) muck and other organic soils PJ In General Accordance with Siandard P/actice for Descriplico and Identification of Soils (ASTM 0-2408) .: SCleened casing :.-Of Itydrolip ': wilh filter pack ... Endcap (4) Depth of ground walec -l. AlO = AI lime of drifling 'Q SIalic water level (date) (SJ Combiilcd uses symbols used for fines between 5% and 15% CiassiriCiltions of soils in this repor1 are based on 'IIisuat field and/or laboratory observations, which include densily/consislency, moislure condition. grain si.l!E:. aod plasticity eslim,)tes and shouid nol be r;onslmed to Imply field or l:.t.bOlatory tesling unless prcse~ed hereirl. VislIaI-milnU;J( andlor laboralory das~fr{;aliM ~ metfvxls or ASTM 0,2467 and 0-2488 were used as an kJenlifrcalion guide (or (he Unifted Soil Qa5siftcation Syslern. ~ ,ssoci~ted Earth Sciences, Inc. FIGURE ~~~~~ Exploration Log Key A-1 11 ~ l'I Associated Earth SCiences. Inc. Exploration Lon Ic:c~.~-.,..:c;:-~-.. ~_~~~-;~~-;-_~--:.,-L--;c-.;::---PK-rE-je-98-t ~~~~~ ~ --_~. _ .. 1 1 ~_~E_,_p_'O_ra.,~:::.';,:.n . .:~:..u.m._b_e_r_"'-__ -.J[L·_·-_·.··._._-_.-__ s.:~ h..:·-~:::e-t~'2~;--;--::-· -~-1 Project Name Renfon New Life _Church ________ ~ _____ . ______ ~_ ______ Ground Surface Elevation (ft) __ 1.1_4_' ----~. localion .KingJ::;Q!Jllty~'lYA ___ ._ .. _... ........ Datum 8ar.gbausen.fil24/D5.. Driller/Equipment Environmel1l2LDrilling .. __ ... ... Date Slart/Finish JJ1A1D5J/1A/Q5_~ Hammer Weight/Drop 140# L3.fL ____ .~ __ .__ _ _ Hole Diameter (in) Jr~ _____ . -,----.-~ .. -- --" g w " .c a. li S E " T ~ a (/) 5 If S·2 10 IT S3 15 ~ S~ -20 U S·5 . 25 S·6 30 P: S·7 -35 ~ll-~··~--· --.. -.-----.. ~~.c__~--.~.-.... -. ,- !"~ C)(I) DESCRIPTION f\--_________ - _ ~$Pllith_P~\dng ---- ---- - - - - - -~ AHuvium Medium dense, very moist, gray. fine SAND, hltle silt. (SP) loose, very moist, brown, fine SAND, few sift, few fine gravel. (SP) Very loose, wei, gray, fine SAND. few to lillIe sift, few fine gravel. (SP) MedIum dense, weI. brown, line 10 coarse SAND. with fine 10 coarse gravel. rew silt. (SW) Oense, wei, brown, fine to coarse SAND with tine to coarse gravel, few silt. (SW) As above_ Slow Coullt may be overstated due to cobble '!' Blows/Foot 10 20 30 , 6 6 o , ", 3 , 1 "" 1 11 10 11 21 19 11 3 15 19 ,0' . "'12 I I ! )0." 30 40 ~. S·6 Very dense, wet, gray, fine to coarse glavelly fine to coarse SAND, little sm. (SW 10 SM) 2' 44 4. 90 ~ , Bottom of exploration boring at 39 feet. .~-. Sampler Type (S1) i m roo Split spoon Sampler (SPT) [) No Recovery M -Moisture Logged by: BWG oc 1Il roo Split Spoon Sampler (0 & M) I] Ring Sample \2 WatNLevelO Approved by: 0 m ~ o Shelby Tube Swnplc 1:. Water Level allime or drifiillg (A TO) v; Grab Sample w ~ Associaled Earth Sciences. Inc. Exploration LOJ) --,---------.Sl-.ect .-.------~~~[!Jra Project Number KE98433A -I Exploration Number EB-6 _ 1 of 1 g M 0-._ 0 ~ .., ~.c 0. o.E "-S E ~>-• T m <:JU) 0 U) 5-1 5 S-2 10 I $-3 15 S-4 20 5-5 Bentof} Ne_wJ.!~lli!L(;L__ _____ _ ------Kin-!].County. WA.____ _ __ _ ___ _ J~mrjIQmDental DrillinlL ___ .. _____ .. _____ _ 14Q# I 30" _____ ____ _ Becomes medium dense. Loose. wei. mixed brown and gmy, fine to coarse SAND, little fine gravel, few silt. few organic (peat and fine sticks) (SW) ---_ .. ~ -Vastum to Pre.VasIIO" UodTfferc·nt"iated Sedinients- ------ Medium dense. wet. brown. fine to coarse gravetl,.. fine 10 coarse SAND, few silt. (SW) Dense, wet, browfl. fine to coarse gravelly, fine to coarse SAND. few silt. (5WI Ground StJfface ElelJation (ft) __ .112:.. __ _ Dalum Bargbausen 6/24/05_ Date StarllFinish .7114m5 ZI141ll5. __ Hole Diameter (in) ~ ._._ .. _ j: )I." I I I I' I I ,I I I' "', , • i --- 7 ,"''' 9 14 I I 5 I 10 "', " f-25 I - As above. 5-6 30 5-7 Becomes very dense. -.-.--------.. ---------.-.. -.--~.. --------- Bottom 01 exploration boring at 33.5 leel 35 ~.J..l~,J--CO+,------------------- Sampler Type (S1"): [n 2u 00 Spfit Spoon Sampler (SPT) m 3" 00 Splil Spoon Sampler (O & M) (J No Recovery U Ring Sample M -Mois!ure '2 Waler level 0 " ,. ,0 36 01 ~ Grab Sample U Shelby Tube Sample '!'-Water level at time of drilling (ATD) "', '01 • loggod by: BWG Approved by: oc o '" ~ "' Associated Earth Sciences, Inc. Exnloration Log ~ ~ ~ lYj ~ . ~---p~e~~~~-~7-----·-J·--~~plOra~;~u~ -T--~ ---"~:-h~-_e"C/~2~~:~~_··_··-_ Project Name .. &nton New l,ife.Chl!l:.cll ____ .~~= -:-=~~. ________ . __ .___ Ground' Surface Elevation (ft) ---,1.,1J.7_'c-__ location KiOg_C.QUll~y-, __ \l~lA ______ .. _. __ . ______ .__ Datum .Bar.gh.auserL6l24.105..... Driller/EqlJipmenl _Environmental DrillLI19.-__ ._~. __ _ ___ .______ Dale Start/Finish . .1114105,.JL1A10.5-. __ _ Hammer Weight/Drop -..140# I 30" ______ . ____ . ________________ ._. ___________ . Hole Diameter (In) -B~ _______ -----. f-5 to -15 ~ 20 25 30 -35 ~ -.-~.~----.~-.--.----. ~-.. ~-... -~ .. -.-_ ... _,.--_ .. S·2 S·3 ~ S-5 S-7 DESCRIPTION _______ ~!!!pl}jtfJ P-E'd..oji--_ _ Alluvium Medium dense, moist. brown. fine SAND, few silt (SP) Grades to loose. loose, wet, Drown, fine SAND, little sill. trace fine gravel. (SP to SM) Loose, wet, brown, fine gravelly, fine 10 coarse SAND. few silt (SW) As above, becomes medium dense. ~ -.-- -.. Vashon to Pre-VaShon-Undj'ifen?lltiatod -Sedimonts Very dense, wei. brown, fine GRAVEL with fine to coarse sand, few sill. (GW) As above. '1. I I I I , 6 7 , 7 2 ) ) ) • 0 J , • • • J 16 " , 13 J8 1 I Blows/Foot to 20 30 40 "', ·5 • ... I "" I 54 5' 35 I SOl ~ ~.-c,J-~=-------~--------.~-.. ___ . __ ._._L....L J~.--L -___ -1.._J-'.- Sampler Type (ST): S·8 [IJ 2" 00 Spht Spoon Sampler (SPT) ill 3" OD Split Spoon Sampler (0 & M) ~ Grab Sample [J No Recovery M -Moisture (] Ring Sample V Water level () lJ Shelby Tube Samptt! 1': Waler Level at time of dnlhng (ATO) Logged by: BWG Approved by: Exploration LQR _ ~ ~ ~ ~ ~ ~ ~ =., P~~~~~~~-~~.=_I-'EXP~~.F J~~~;~---'- Project Name BlilltQR-/II?w Lif~ Church_ .. _ .. '_' . _ .~. . __ . G,ound Sudace Elevation (ft) .-1.1.L __ Associated Earth Sciences, Inc_ Location Kir!9.CQunly WA_ . __ . _ .. _ . __ . .._ .. __ Datum . Barghausen.6l24ill5 ... Drille'IEquipmenl ...Emiironmenlal Drilli09.... _ ._ _ ... ___ ._._" Dale SI.rt/Fimsh .Ll1Aill5,l11.4i05. __ Hammer WeighUDrop 140# I 30" _ Hole Diameter (in) ---B'~' _. -.~.--. ~--.-.. - !--. g w o~ ~ ··0 .c.o .c 0. ~~ 0. S E .. T .. (!)Y> 0 VI S·9 I--45 50 I-55 . 60 65 70 75 S.mple, Type (ST): DESCRIPTION Very dense, wet. brown, fine SAND. few fine gravel, few silt. (SP) Boltom of eKpforaoof'l boring at 44 feel o No Recovery IJ Ring Sample M· Moislure Y W:J.ter level 0 15 " 0/' Blows/Fool 10 20 JO 40 loggod by: BWG Approved by: ill 2" OD Splil Spoon Sampler (SPT) ill 3" 00 Split Spoon Sample' (D & M) ~ Grab Sample [j Shelby Tube Sample 't. Water Level at timp. of drilling (ATO) .-... _._"_ .. , ._-_._----- ~ 0 0 N ::: ~ Associated Ear1h Sciences. Inc. ~~~~~ g 11 .e 0-li S E '" T .. 0 (/) S-l 5 S-2 -10 S-3 -15 ~ S-4 -20 ~ S-5 25 ~ S-6 -30 U 5-7 -35 S-8 u--0 .e.a ~~ CI'" \"1----- DESCRIPTION A~pI:UJllP_i:lI£lIl.9 _ Alluvium loose, very moist. brown, tine SAND, hl!le silt. little fine gravel. (SP 10 SM) Grades to gray. loose, wei, brown, fine 10 coarse SAND. IltOe fine gravel, IjWe silt. (SW) Medium dense. wei, brown, fioe GRAVEL with fine to coarse sand, few silt (GW) Blow count may be overslated. Very dense, weL, brown, fine GRAVEL with fine to coarse sand, few silt. (GW) As above. Becomes dense. Becomes very dense. ----_ .. _--_. _._-------------._---_._-_._ .. __ ... --:-..L..1:---Bottom of exploration boring at 39 reet. Sampler Type (ST). m 2" 00 Split Spoon Samp~r (SP 1") OJ 3" OD Split Spoon Sampler (D & M) Ll No Recovery M -Moisture IJ Ring S<lmple V Water level 0 I 3 3 3 , I • 5 , 2 3 13 " 12 .o~ 14 32 01 • 5 7 2J 3 J5 0/ !QJ Grab Sample EJ Shelby Tube Sample .r. Water level at time or drilling lArD) Blows/Foot 10 20 30 40 '" • 9 "5 " '50/1 • 50/ 30 '5Of. • logged by: BWG Approvod by: g ~ 0 00 '" '" Associated Earth Sciences, Inc. Exploratio~ Log n~_~ _______ _ Exploration NUmber -1 Sheet ~~~~O --------VrOject Nu~b;;----- KE98433A EB-9 _ 1 of 1 Project Name location Driller/Equipmenl Hammer WeighUDrop [ BmltQuNew Life ChurclL__ __ ___ _ __ Ground Surt.ce Elevation 1ft) --.JJ.!L __ ~ King CQunlY-'l'IA_____ __ __ __ _ Dalum _Bar.ghausen-Bl24l05- -10 15 20 25 -30 -35 J;'llYinmmentqlQrilliM--_~ ___ _ ______ ~______ Dale Startlfinish _ZL15/Q5.l1i5105 __ _ __ 1_1_0._"_-_1._3_0._'-' _-_~ =_-_~=-__ -__ -_-:::-:_~~:::-~-__ --::::::::::::::::::_-_-___ HTo_l_e TD __ i',m __ erle_r_l_inl _ ..B.~_':.:'::-=::::==::::--._:::~_ Blows/Foot ~ ;; ~ ;;; ~ 5 10 20 30 40 ~ ____________ §r:~s§. ~~~j tPP§Qtt.-_ =-_ -_-_-__ -_-_-_-_-__ -_--_+---1i--\-~1 ---jt----j-"-.-r--~--j----f--- DESCRIPTION 1-.~d1!JfTI ®~~ ~()' mQiSl..d.¥!i.tHO!!yfL f!DtLS_N:~lP~lth~iIL JSl!IIL _ ._ __ ____ 10 AUuviulll Loose, very moist, gray, silly fine SAND. (SM) /----------------------------------------- BottGm of exploralion bofing al 4 feel , 2 "S , Sampler Type (Sf) OJ 2" 00 Split Spoon Sampler (SPT) fJ No Recovery M ' Moisture Logged by: BWG ill 3" 00 Split Spoon Sampler to & M) IJ Ring Sample '1 Wat~r Level 0 Approved by: f(jj Grab Sample 0 Shelby Tube Sample -Y-Water level at time of drilling (I\TO) ------- Associated Earth Sciences. Inc. Exploration Log ~ ~ ~ ~ tj ------·P~~~~~t~~e(--. --r ExP'Orf;l~mber --l----------;h~f~-·--~-~ Project Name Renton New lifeJ::;hurch _. _______ . Ground Surface Elevation (ft.) -,1-,1",0,-' ___ _ Location King County 'N~ __ ~_ __ _ _ __________ Datum /3arghauseo_6/24/05_ Driller/Equipment J;n.'lirgnmentar Drjlling~__ _ ________ ~. _____ ~ Date Start/Finish .2L15105,l/15105 ___ --- Hammer WeighUOrop _140#_Q.O--=-_____ . ____ ~ _. ______ Hole Djame!ec (io) ..B.~ __ .. ____ . ____ _ -;-l~-~-------~---------------~2 ~~ ---------~--.--.----~ % S E ~~ ~i ~ ~ BlowsJFoot ~ ~ Tt;0U) oma).c. DESCRIPTION 0 ;; to 20 30 40 is '---f~-S-_l-+--+---·------·---------·--·-~~-@sll~~~P~~1--3 3 -5 . to 15 20 25 30 35 loose, very mois.t, gray, silty fine SAND. (SM) S-2 ...... -.-------~---.----'---_ .. _--_.-._----- Bot1om of exploratIOn boring at '1 feel 2" 00 Split Spoon Sampler (SPT) )" 00 Split Spoon Sampler (0 & M) [I No Recovery M -MOisture (] Ring Sample 'If Water Level 0 • 2 , "', 3 n Shelhy Tube Sample' Waler level at time of drilling (ATD) loggod by: BWG Approved by: 6 :li " 0 m in '" _ ... . 1.. Exploration L09_. ________ .----- Exploration Number -I Sheet EB-ll 1011 '------- __ 0 Ground Surface Elevalion (tt) ~12.~ __ ~ ____ . __ .. Dalum _Bmghausen 6124lJl5 _____ .. _____ Dale Slart/Finish _1115105,1115105-...- Associated Ear1h Sciences, Inc_ mi ~ ~ ~ ~----~~~~~~~~Cf - -. -.--L;-c -- Project Name Renlon Ne.w LIfe Ch_IJ.J9L_n ___ _ Localion King CouIlli'. W8.______ _ _____ ._______ __ _u_ Hole Diameter (in) ....B~ ___ ~ ________ . __ Oriller/Equipment _E;l)Jlironmentqillri11if!.9-,----- HammerWeighVDrop . 140# I..JK ___________ ,_~ ___ .. .---r---.,---. -----.-.... --.. --. .. ------.---~ Blows/Foot DESCRIPTION 10 20 30 40 I----Ih+--J.-t---.-------===:-=:;-;=-=--------. __ +--++-1---+--+_+--+---1---1--1 ____ .. _ __ __ _ ____ .. __ Iopsgit!itHt G@~s _ _ ___________ -2 -10 -lS 20 2S -30 3S Alluvium 5 Medium dense. very moist. brown. silty fine SAND. (SM) 6 Becomes klose. Bottom of exploration baring-31 4 feet 2 2 J Sarnpler Type (ST): m 2" 00 Split Spoon Sampler (SPT) o No Recovery tv! -Moisture UJ 3" 00 Splil Spoon Sampler (0 & M) (] Ring Sample ,,7 Wale( Level 0 ~E Grab Sample o Shelby Tube Sample·J:. Waler Level allime of drilling (ATD) ---- Logged by: BWG Appmved by: Project Name Locatjon DriUer/Equipment Hammer Weight/Drop 5-1 I-5 5-2 10 5-3 ~ 15 S-4 -20 S-5 ~ 25 ~ 5-6 -30 35 DESCRIPTION Sod_ Fill -l--~XPIQration-!:-~T------~~-~-~--- Exploration Number Sheet EB-12 1 of 1 Ground Surface Elevation (h) _~QlL.~ _____ _ ____ __ ____ Datum JJnknown. ______ _ ____ " ____ . __ .. __ ._ Date Start/Finish _81.3105.Bl3105 ____________ ._ Hole Diameter (in) --.8_" __ . ____ . _____ _ ----------~---J~ ~r--BlOWS/Foot j E ~.2 ~ (3 ~ co 0 10 20 30 40 -r-I-- MOist, brown, fine sandy SILT (ML), styrofoam in cuttings. , , , .. Gravelly (inferred flOm drilling action) No gravel (inferred from dlilling action). Very moist. brown, silty fine SAND (SM) Becomes mottled gray below 13'. ----Vasilo" to -Pre~VashonUndmerentiah~ct-Sediments'- Wet, rusty brown, GRAVEL little sand. trace sitt {GW} G(ades to a gray. fine GRAVEL (GP) with Interbeds affine to medium SAND (SP)_ Gravel becomes well graded (GW). (l 1/2' of fleave in auger after drilling to 11 lIZ; driller flushed oul prior to sampling) ---------------- Bonom of exploralicm boring 1.11 29 feet I , &, J I • B 15 2 , 14 3 14 13 , " "'3 19 "32 56 ____ ~ ______ ---' __ LL_L____' _ __'__ _ _L _ _'_______'___'___l ~,J.--'-c~L~c__-------~-----------~- SampterType (ST): m 2" OD Split Spoon Sampler (SPT) l[] 3" 0 D Split Spoon Sampler (0 & M) /Ql Grab Sample o No Recovery [J R~g Sample M -Moisture 5L Waler Level () (] Shelby Tube SClmple! Water Level at lime of drilling (ATD' Loggod by: T JP Appr()ved by: ~ <" ~ '" 0 m " 'M Associated Earth Sciences, Inc. Exploration LQ!)_ __~~ ______ _ ~~~~~-Project Number KE98433A~ Ji.enton New Life Cl1ur~h~~~~ __ Project Name location Driller/Equipment Hammer WeighVDrop 1 Exploration Number I Sheel -~ __ ~ __ ~ ~ ~ .~_E B-13 Ground Surtace EleV-.-ho-O-(-ft 1 -) .cO,-f~.c~1-CJC-_ J"C_:,-_-~~-_-~_-~_--1 Ki!l9-County, \NA _______ _ EDI MOBIL 861/HSl\... ~___ __ ~~4DtLL30'~_~ __ ~ . __ ~~ ___ ~ __~ _________ ~ Datum JlnknQwn ______ ~_ ____ __~ __ _~_ _ Date Start/Finish _B13105 r 8l3105 ~~ __ _ ___ _ __ Hole Diameter (in) 8" ___ ~ _~ ----~~-----~-I --~-'rT-~r---'--------~ -------~ ---~~-~-~~---.--'''--- g ~ 0- u .-0 ~.o c "ii ~~ "ii S E .. T .. CHI) 0 (JJ - S-l I--5 IT S-2 -10 ~ 5-3 15 S-4 20 S-5 25 S-6 -30 -35 Blows/Foot DESCRIPTION I-----.-----~-~---~"<I FJII 10 20 30 40 ~~--------~-~-l--+-+-+----j--r---t--t---r--H Moist, dark gray, siUy fine SAND, trace gravel (SM) Gravel layer present al 6'. r-·-------·~------~--AUuvfum Very moist. bfOwn, silly SAND (SM). Becomes rust browll. Becomes gray with abundant organics (peat·like) Gravellyal 15' ---~----- Wet, gray, GRAVEL (GW) mterbedded with weI, brownish gray. line to medium SAND, trace silt (SP) Wood present in tip of sampler. Piece of wood present in middle of sample ~--------~-----~----~~- Bottom oj exploralioJl boring at 29 feet '! 1 I ., , t , , , 17 20 , to 16 '0 '8 0/ ., I .. 7 ., 781 r ~_~_~_~__ _ _ _ ~ _____ '----"--JL.L_ .L----'_-"---L----'---'---j Sampler Type (ST)~ ill 2" 00 Split Spoon Sampler (SPT) o No Recovery M -Moisture ill 3" OD Split Spoon Sampler (D & M) IJ Ring Sample -, Water Level 0 ·L Logged by: T JP Approved by: Ii'B Grab Sample [) Shelby Tube Sample '!' Water lever at time of drilling (ATO) M M ;J, m "' Q ro ;;; "' g ~ u-.-0 ~ -".0 :0 S '" "'E <> E 1'>- " T .. Cltn Q If) S-l 5 S-2 .-10 5-3 15 5-4 -20 S-5 -25 S-6 30 -35 DESCRIPTION Very moist. dark gray, silly fine 10 medium SAND (SM). r--- - - -------- - -.- Gravel present at to'. -~ -----" Vash~"io-pic:Vashon Uru:liffereritiated Gra .... elly below 12' Wet, gray, fine to medium GRAVEL, hllie sand (GP) Very moist. dark. gray, Sil r, trace fioe sand (ML). ------_ .. _- Wei. brownish gray, fine to medium SAND, trace sill (SP) interbedded with wet, gray, fine to medium GRAVEL (GP) (1 1/2' of heave present at 27 1/2'; driller flushed out prior 10 sampling) (1112' of heave present at 32 112', driller flushed out prior to sampling) ~.~\lruYj __ ~ _. ________ ~._ -~ -~----~~ BoHom 0( e)(pIoratton boring al 34 feet ~--.----_. 2 , 4 2 2 4 7 :r 10 " • 20 17 9 I. JJ 5 fO 21 • 18 15 Sampler Type (ST)" rn 2" OD Spin Spoon Sampler (SPT) [J No Recovery M -Moisture fD 3" 00 Split Spoon Sampfer (0 & M) fJ Ring Sample V. W<ller level 0 IQl GrabSampte [::] Shelby Tube S<lmple r Watc, level at time of drilling (ATD) Blows/Foot 10 20 30 40 .. ". .. " .. 7 52 logged by: T JP Approved by: '" " ~ m '" 0 ~ ;;; '" Associated Earth Sciences, Inc. ~~~~O Project NUHlbcf KE9B433A __ ~lillloration-I,QI----_---_ I Exploration Number Sheet _1 EB·15 _ 1 of 1 __ Renton ~SlW life ChLJ[,;;h_ __ ____ _ _ ______ ___ Ground Surface Elevation (ft) ~----.-Project Name Location Driller/Equipment Hammer Weight/Drop Kin-9.~,_WA. __ ._____ ____ ________ DatumUnkrlowo-.. ____ _ ED! MOBIL.861/tlliA. __ .___ __ ._.________ Date StartiFinishBIA1D5jJL4Jf)5.. __ _ 140#130" ._ ___ _ _____ ._ HoteDiameter(in) Jt' ___________ _ ---------.---~~-~.--------------~-~ I----- Blows/Foot 10 20 JO 40 "'--H~.-Jf--l:~-__ ~~~~~~_-_-_-_~==-"Ll"''''AC:.li:::R:;:''''=!l.Q=o-:::n--=c:::rc:;le:-pn~rrm,"ennLI =====-=-=-=-=-=-.:=-;+-t-t-t---r--T Alluvium DESCRIPTION S-1 5 5-2 -10 S-J -15 5-4 20 S-5 -25 S-6 30 -35 Very moist. dark gray. silly SAND with gravel (SM). Very moist, dark gray. SILT. trace fine sand (Ml) Very moist. dark gray, fine SAND with gravel, few sill (SP) _ .. - - --.-Va-shon-to-Pfe:.v;silo;:; UndiH-erent·iated - - Becomes gravelly beklw 10'. Wet, gray, GRAVEL, few sand (GW). (blow count fikely overstated due to gravel COlltent) LiUIe sand; grave! becomes fine 10 medium (GP) (difficutt drilling) Wei, gray, fine 10 medium SAND. trace silt (SP) intefbedded wilh fine to medium gravel (GP). --_._-------~-----------_. -_. __ .. _------ Bottom of exploration boring at 29 feet ----' Sampler Type (ST): o No Recovery M-MQisture 5 7 • , 3 6 l'14 2S 38 7 " n 7 ,. " 11 '8 01 .. , 9 Logged by: 40 W 2" 00 Split Spoon Sampler (SPT) lD J" OD Split Spoon Sampler (D & M) [] Ring Sample V Water Level () Approved by: Water Level at time of drilling (ATD} 53 781 1~ TJP f(5j Grab Sample [] Shelby Tube Sample Y ---... - 9.0 BOND QUANTITIES, FACILITY SUMMARIES AND DECLARATION OF COVENANT 10.0 OPERATIONS AND MAINTENANCE MANUAL KING COlJNTY, WASHINGTON, SIJRFACE WATER DESIGN MANUAL APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.1 -DETENTION PONDS Maintenance Defect 0,. Problem Conditions When Maintenance Is Needed Results Expected When Component Maintenance Is Performed General Trash & Debris Any trash and debris which e.xceed 1 cubic toot Trash and debris cleared from site. per 1.000 square feet (this is about equal to the amount of trash i1 would take to fill up one standard size office garbage can). In general. there should be no IIlsual evidence of dumping. Poisonous Vegetation Any poisonous or nUisance vegetalion which may No danger of poisonous vegetation or Noxious Weeds constitute a hazard to County personnel or the where County personnel or the public. public might normally be_ Coordination with Seattle-King County Health Department Contaminants and Oil, gasoline. or other contaminants of one gallon No contaminants present other than Pollution or more, or any amount found that could: a surface film. (Coordination with 1 ) cause damage to plant. animal, or marine liCe; Seattle/King County Health 2) constitute a fire hazard; or 3) be flushed Department) downstream during rain stonns. Unmowed If facility is located in pnvate residential area, When mowing is needed, Grass/Ground Cover mowing is needed when grass exceeds 18 grass/ground cover should be inches in heIgh!. In other areas, the general mowed to 2 inches in height. policy is to make the pond sile match adjacent Mowing of selected higher use areas ground cover and terrain as long as there is no rather than the entire slope may be interference with the function of the facility. acceptable for some situations. Rodent Holes Any evidence of rodenl holes if facility is acting Rodents destroyed and dam or berm as a dam or berm. or any evidence of water repaired. (Coordination with piping through dam or beon via rodent holes or SealtlelKing County Health olher causes Departmenl) Insects When insects such as wasps and hornets Insects destroyed or removed from interfere with maintenance activilies. Mosquito site. Mosquito control: Swallow complaints accompanIed by presence ot high nesting boxes or approved larvicide mosquito larvae concentrations (aquatic phase). applied. Tree Growth Tree growth threatens Integrity of berms acting Trees do not hinder maintenance as darns, does not allow maintenance access, or activities. Harvested trees should interferes with maintenance activity (i.e .. slope be recycJed jnto mulch or other mowing. silt removaL vactoring, or equipment beneficial uses (e.9., alders for movements ). It trees are a threat to berm fire'NOod). integnty or not Interfering with access, leave trees alone 2005 Surface Water Design Manual -Appendix A U24!2005 A-I APPENDIX A MAfNTENANCE REQUIREMENTS cUlW C()NTROL, CONVEY ANCE, AND WQ FACILITIES NO.1 -DETENTION PONDS Maintenance Defect or Problem Conditions When Maintenance Is Needed Results Expected When Component Maintenance Is Performed Side Slopes of Pond Erosion Eroded damage over 2 inches deep where cause Slopes should be stabilized by using of damage is still present or where there is appropriate erosion control polentlal for continued erosion_ measure(s); e.9 .• rock Any erosion observed on a compacted berm reinforcement, planting of grass, embankmenl. compaclion. If erosion is occurring on compacted berms a licensed civil engineer should be consulted to resolve source of erosion. Storage Area Sediment Accumulated sedIment that exceeds 10% of fhe Sediment cleaned out to designed designed pond depth. pond shape and depth; pond reseeded if necessary 10 control erosion. liner Damage Liner IS visible and has more than three '!/..-inch Uner repaired or replaced. (If Applicable) holes in it Pond Berms (Dikes) Settlement Any part of berm that has settled 4 inches lower Dike should be built back to the than the design elevation. SeWing can be an design elevation. indication of more severe problems with the berm or outlet works. A licensed civil engineer should be consulted to determine the source of the setllemenl Emergency Tree Growth Tree growth on emergency spillways create Trees should be removed. If root Overflow/Spillway blockage problems and may cause failure of the system is small (base less than 4 and Berms over 4 berm ctue to uncontrolled overtopping. inches) the root system may be left feet in height. Tree growth on berms over 4 feet in height may in place. Otherwise the (oots should be removed and the berm restored. lead to pIping through the berm which could lead A licensed civil engineer should be 10 failure of the berm. consuHed far praper berm/spillway restoration_ Emergency Rock Missing Only one layer of rock exisls above nafrve soil in Replace rocks to design standards_ Oyerflow/Spillway afea five square feet or larger, or any exposure of native soil at the top of out flow path of spillway _ RIp-rap on inside slopes need not be replaced 1/24/2005 2005 Surtace Water Design Manual -Appendix 1\ 1\-2 APPENDIX A MAINTENANCE REQIIIRFMFNTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.4 -CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed General Trash and Debris Distance between debris buiJd-up and boUom of All trash and debris removed_ (Includes Sediment) orifice plate is less than 1.5 feet. Structural Damage Structure tS nof securely attached to manhole Structure securely allached to wall wall and outlet pIpe structure should support at and outlel pipe. least 1.000 Ibs of up or down pressure. Structure is not In upright position (allow up to Structure in correct position. 10% from plumb) Connections to outlet pipe are not watertight and Connections to outlet pipe are water show signs of rust tight: structure repaired or replaced and works as designed. Any holes------.()ther than designed holes-in the Structure has no holes other than structure designed holes. CJeanoul Gate Damaged or Missing Cleanout gale is not watertight or is missing. Gate is watertight and works as designed. Gate cannot be moved up and down by one Gate moves up and down easily and maintenance person is watertight. Chain/rod leading 10 gale is missing or damaged. Chain is in place and works as designed. Gate is rusted over 50% of its surface area Gate is repaired or replaced to meet design standards. Orifice Plate Damaged or Missing Control device is not working properly due 10 Plate is in place and works as missing, (Jut 01 place. or bent orifice plate. des;gned. Obstructions Any trash. debris, sediment, or vegetation Plale is free of all obstructions and blocking the plate. works as designed. Overllow Pipe Obstructions Any trash or debris blocking (or having the Pipe is free of at! obstructions and potential of blocking) the overflow pipe. works as designed. Manhole See MDetenlion Tanks See "Detentton T ... nks and Vaulls" Table No. J See ~Detentjon Tanks and Vaults· and Vaulls~ Table No.3 2005 Surface Water Design Manual --Appendix A 1/2412005 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.5 -CATCH BASINS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is perfOf"med General Trash & DebriS Trash or debriS of more than % cubic foot which No Trash or debris located (Includes Sediment) is located immediately in front of the catch basin immediately in front of catch basin opentng or is blocking capacity 0' the basin by opening. morc than 10%. Trash or debris (in the basin) that exceeds th the No trash or debris in the catch depth f(Om the bottom of basin to invert the basin. lowes! pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocking Inlet and oullet pipes 'ree of trash or more than I h of its height. debris. Dead animals Of vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within the catch basin. gases (e.g .. methane). Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. aUract or suppon the breeding of insects or rodents. Structure Damage to Corner of frame extends more than "l'.i. inch past Frame is even with curb. Frame and/or Top curb face into the street (If applicable). Slab Top slab has holes larger than 2 square inches Tap slab is free of holes and cracks. or cracks wid~r than 1;4 inch (intent is to make sure aU materiAl IS funning into basin). Frame not sitting flush on top slab, i.e .. Frame is sitting flush on fop slab. separation of more than :y. inch of the frame from the top slab. Cracks in Basin Cracks wider tl1an Y2 inch and longer than 3 feet, Basin replaced or repaired to design Waiis/Sotiom any evidence of soJl particles entering catch standards. baSin through uacks, or mainfenance person judges thai structure IS unsound. Cracks wider than i', inch and longer than 1 fOOl No crack~ more than 1/4 inch wide at at the JOint of any If1leVoutlet pipe or any the joint of inleUoutlet pipe. evidence of soi! particles entering catch basin throv9h cracks SettlemenV Basin has settled more than 1 inch or has (otated Basin replaced Of repaired fa design Misalignment more than 2 inches oul at alignment. standards. Fire Hazard Presence of chemicals such as natu(al gas, oil No flammable chemicals present. and gasoline. Vegetalion Vegetation growing across and tNocking more No vegetation blocking opening to than 10% of the basin opening. basin. Vegetalion growing in irnetloutlet pipe joints that No vegetation or root growth is more than 6 Inches laU and less than 6 Inches present. apart. PoUution Nonflammable chemicals of more than /S cubic No pollution presenf other than fOOl per three feet of basin lengfh. surface film. Catch Basin Cover Cover Not in Place Cover is miSSing or only partially in place. Any Catch basin cover is closed open catch basin requires maintenance. locking Mechanism Mechanism cannot be opened by on Mechanism opens wHh proper tools. Not Working maintenance person with proper tools. Bolts into frame have less than Yz inch of thread. Cover Difficull to One maintenance person cannot remove lid after Cover can be removed by one Remove applying 80 Ibs of litt intent is keep cover from maintenance person. sealing off access to maintenance. Ladder Ladder Rungs Unsafe Ladder is unsafe due to miSsing rungs, Ladder meets design standards and misalignment. rust. cracks, or sharp edges. allows maintenance person safe access. 1/24/2005 2005 Surface Waler Design Manual -Appendix A APPENDIX A MAINTENANCE REQUIREMENTS fOR FLOW CONTROL, CONVEY ANCE, AND WQ F ACII_ITIES NO.5 -CATCH BASINS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed Metal Grales Unsafe Grate Grate with opening wider Ihan '/s inch, Grate opening meets design (If Applicable) Opening standards. Trash and Debris Trash and debns that is blocking more than 20% Grate free of trash and debris_ of grate surface Oamaged or Missing. Grate missing or broken member(s) of the grate. Grate is in place and meets design standards. NO.6 -DEBRIS BARRIERS (E.G., TRASH RACKS) Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed. General Trash and Debris Trash or debris thai is plugging more than 20% Barrier clear 10 receive capacity of the openings in the barrier_ flow. Melal Damaged/Missing Bars are bent out of shape more than 3 inches_ Bars in place with no bends more Bars_ than % inch. Bars are mIssing or entire barrier missing_ Bars in place according to design. Bars are loose and rust IS causing 50% Repair or replace barrier to design deleriorallon to any part of barrier. standards_ NO.7 -ENERGY DISSIPATERS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed_ External: Rock Pad Missing or Moved Only one layer of rock exists above native soil in Replace rocks 10 design standards. Rock area five square feet or larger. or any exposure of native soil. Dispersion Trench Pipe Plugged with Accumulated sediment that exceeds 20% of Ihe Pipe cleaned/Rushed so that it Sedimenl design depth. matches design. Not ()jschargiog Visual evidence of water discharging at Trench must be redesigned or Water Properly concentrated points along trench (normal rebuilt to standards. condition IS a "'sheet now~ of water along trenCh). Intent is to prevent erosion damage. Perforations Plugged. Over ~ of perforations in pipe are plugged with Clean or replace perforated pipe. debris and sediment Wafer Flows Out Top Maintenance person observes water flowing out Facility must be rebuilt or of "DistributorH Catch during any storm less than the design storm or redesigned to standards. Basin. its causing or appears hk~y to cause damage. ReceMng Area Over-Water in receIving area IS causing or has No danger of landslides. Saturated potential or causing landslide problems. Internat Manhole/Chamber Wom or Oamaged Structure dissipating flow deteriorates to y,. or Replace structure 10 design Post Baffles. Side of original size or any concentrated wom spot standards. Chamber exceeding one square foot which would make structure unsound. 2005 Surface Water Design Manual -Appendix A 1124/2005 /\-7 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL. CONVEYANCE. AND WQ FACILITIES NO.8 -FENCING Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed General Missing or Broken Any delee! in Ihe fence that permits easy entry to Parts in place to provide adequate Parts a facility security. Erosion Erosion more than 4 inches high and 12-18 No opening under the fence that inches wide permitting an opening under a fence. exceeds 4 inches in height. Wire Fences Damaged Parts Post oul of plumb more than 6 inches. Post plumb to wilhin 1 ~ inches. Top fails hent more than 6 inches. T cp rail free of bends greater than 1 inch. Any part of fence (including post, lop rails. and Fence is aligned and meets design fabric) more than 1 foot oul of design alignment. standards. Missing or loose tension wire. Tension wire in place and holding fabric. Missing or loose barbed wire that is sagging Barbed wire in place with tess than more than 21; inches between posts. % inch sag between post. Extension arm missing, broken. or bent out of Extension arm in place with no shape more than 1 Yl Inches. bends larger than Y. inch. Deteriorated Paint or Part or parls that have a rusting or scaling Structurally adequate posts or parts Protective Coaling condition that has affected structural adequacy. with a uniform protective coating. Openings in Fabric Openings in fabric are such thai an 8-inch No openings in fabric diameter ball could fit through. NO.9-GATES Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed General Damaged or MiSSing Missing gate or locking devices. Gates and Locking devices in place. Members Broken or missing hinges such that gate cannot Hinges intact and lubed Gale is be easily opened and closed by a maintenance working freely. person. Gale is out of plumb more than 6 inches and Gate is aligned and vertical. more than 1 foot out of design alignment. Missing stretcher bar, stretcher bands. and lies. StreIcher bar, bands, and ties in place. Opernngs in Fabric See -Fencing" Table NO.8 See uFencing" Table No.8 1/24/2005 2005 Surface Water Design Manual .. Appendix A /\-?\ APPENDIX A MAINTENANCE REQUmEMENTS FOR FLOW CONTROL, CONVEYANCE. AND WQ F ACIUTIES NO. 10 -CONVEYANCE PIPES AND DITCHES Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Pipes Sediment & Debris Accumulated sediment that exceeds 20% of the Pipe cleaned of all sediment and diameler of the pipe. debris. Vegetation Vegetation that reduces free movement of water All vegetation removed so water through pipes. flows freely through pipes. Oamaged Protective coating is damaged; rust IS causing Pipe repaired or replaced. more than 50% deterioration to any part of ptpe. Any dent that decreases the cross seclion area Pipe repaired or reptaced. of plpe by more than 20%. Open Ditches Trash & Debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from SQuare feet of ditch and slopes_ ditches_ Sediment Accumulated sedIment that exceeds 20% of the Ditch cleaned/nushed of all design depth. sediment and debris so that it matches design. Vegetation Vegetation thai reduces free movement of water Water flows freely through ditches. through dilches. Erosion Damage to See "Oetention Ponds" Table No.1 See "Detention Ponds" Table No. 1 Slopes Rock Lining Out of Maintenance person can see native soil beneath Replace rocks to design standards. Place or Missing (If the rock lining Applicable ). NO. 11 -GROUNDS (LANDSCAPING) Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed General Weeds Weeds growing in more than 20% of the Weeds present in less than 5% of (Nonpoisonous, not landscaped area (trees and shrubs only). the landscaped area. noxious) Sarety Hazard Any presence of poison ivy or other poisonous No poisonous vegetation present in vegetation. landscaped area. Trash or Litter Paper, cans, bottles, totaling more lhan 1 cubiC Area clear of litter. fool within a landscaped area (trees and shrubs only) of 1,000 square feet. Trees and Shrubs Damaged limbs or parts of trees or shrubs that are split or Trees and shrubs with less than 5% broken which affect more than 25% of the lotal of tolal foliage with split or broken fOliage of the tree or shrub. limbs. Trees or shr\Jbs thaI have been blown down or Tree or shrub in place free of injury. knocked over Trees or shrubs which are not adequately Tree or shrub in place and supported or are leaOlng over, causing exposure adequately supported; remove any of the roots. dead or diseased trees 2005 Surface Water Design Manual-Appendix !\ 1/24/2005 A-9 API'ENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 12 -ACCESS ROADS Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance ;s Performed General Trash and Debris Trash and debris exceeds 1 cubic fool per 1,000 Roadway free of debris which courd square feet (i.e., trash and debris would fill up damage tires. one standards size garbage can). Blocked Roadway Debris whjch could damage vehicle tires (glass Roadway free of debns which could or metal). damage tires. Any obstruction which reduces clearance above Roadway overhead crear to 14 feel road surtace to less than 14 feet. high. Any obstruction restricting the access to a 10-to Obstruction removed to allow at 12-fool Width for a distance of more than 12 feet least a 12-fool access. or any point restricting access to less than a 10- foot Width Road Surface Settlement. Potholes, When any surface defect exceeds 6 inches in Road surface uniformly smooth with Mush Spots, Ruts depth and 6 square teet in area. In general, any no evidence of settlement, potholes, surface defect which hinders or prevents mush spots, or ruts. maintenance access. Vegetation in Road Weeds growing in the road surface that are more Road surface free of weeds talter Surface than 6 inches tall and less than 6 inches taft and than 2 inches. less than 6 inches apart within a 400-square foot area. Modular Grid Build-up of sediment mildly contaminated with Removal of sediment and disposal Pavement petroleum hydroc<3rbons. in keeping with Health Department recommendations for mildly contaminated soils or catch basin sediments. Shoulders and Erosion Damage Erosion within 1 foot of the roadway more than 8 Shoulder free 01 erosion and Ditches inches wide and 6 inches deep. matching Ihe surrounding road. Weeds and Brush Weeds and brush exceed 18 inches in height or Weeds and brush cut 10 2 inches in hinder mamtenance access. height or deared in such a way as to allow maintenance access. 1124/2005 2005 Surface W,llcr Design Manual-Appendix A A-JO APPENDIX A MAINTENANCE REQUIRFMFN IS FOR FLOW CONTROL. CONVEYANCE, AND WQ FACILITIES NO. 16 -WETPOND Maintenance Defect Of Problem Condition When Maintenance is Needed Recommended Maintenance to Component Correct Problem Pond Area Water Level First cell empty. doesn"t hold water. line the first cell 10 maintain at leasl 4 feet of water. Although Ihe second cell may drain, the first ceU must remain full 10 conlrol turbulence of the incoming flow and reduce sediment resuspension. Defective Vegetation Vegetation such as grass and weeds need to be Vegetation should be mowed to 4 to mowed when it starts to impede aesthetics of 5 inches in height. Trees and pond. MOWing IS generally required when height bushes should be removed where exceeds 1 B inches. Mowed vegetation should be Ihey are interfering with pond removed from areas where it cotrld enter the maintenance activities; that is, at the pond, either when the pond level rises, or by inlet. outlet and near engineered rainfall runoff_ structures. Algae Mats When algae mats develop over more than 10% Algae mats that cover more than of the water surface, they should be removed. 10% of the surface of any cell Also rernove mats 10 the lale summer before fall should be removed. A rake or rains, especially in Sensitive Lake Protection mechanical device should be used Areas. Excessive algae mats interfere with to remove the algae. Removed dissolved oxygen content in the water and pose a algae can be left to dry on the pond threat to downstream lakes if excess nutrients slope above the 1 DO-year water are released_ surface. Trash and Debris Accumulation that exceeds 1 cubic root per 1000 Trash and debris removed from square foot of pond area. pond. Sediment Sediment accumulations. in pond bottom that Removal of sediment from pond Accumulation exceeds the depth of sediment zone plus 6 bottom, inches, usually in the fl(st cell. Ojl Sheen on Water Prevalent and visible oil sheen. Remove oil from water by use of oil· absorbent pads or by vactor truck. Refer problem to locate source and correct. If chronic low levels of oir persist, planl wetland plants such as Juncus effusus (soft rush) which can uptake small concentrattons of oil. Erosion Erosion of the pond's side slopes andior Slopes should be stabilized by using scouring of the pond bottom, that exceeds 6 proper erosion control measures, inches, or where contInued erosion is prevalent and repair methods. Pond Dike/Berm Settlement Any part of these components thai has settled 4 Dike/berm is repaired to inches or lower than the design elevation, or speCifications. inspector determines dikelberm is unsound. Int€fnal Berm Concentrated Flow Berm dividing cells should be level. Build up low areas of berm or lower high areas so that Ihe berm surface is level and waler flows evenly over the enlire length of Ihe berm from the Itrst cell to the second. InleUQutlet Pipe Sediment and Debris InJeUOutiet pipe clogged with sediment andlor No clogging Of blockage in the inlet debris material. and outlet piping. Overflow Spillway Rock Missing Rock is missing and SOil is exposed al top of Replace rocks to specifications. spillway or outside slope. 1005 Surface Wafer Design Manual .-Appendix A 1/24/2005 A-1.1