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Home My WebLink AboutMiscDEPARTMENT OF COMMUNITY AND ECONOMIC DEVELOPMENT SUBMITTAL REQUIREMENTS FINAL PLAT City of Renton Planning Division 1055 South Grady Way-Renton, WA 98057 Phone: 425-430-7200 Fax: 425-430-7231 PURPOSE: To ensure the proposed land division is in accordance with City of Renton's adopted standards and consistent with the approved Preliminary Plat. In addition, final review is used to verify compliance with any required conditions. COMPLETE APPLICATION REQUIRED: In order to accept your application, each of the numbered items must be submitted at the same time. If you have received a prior written waiver of a submittal item(s), please provide the waiver form in lieu of any submittal item not provided. All plans and attachments must be folded to a size not exceeding 8Yz by 11 inches. PLAT NAME: Please ensure that the final plat name is consistent with the name used for the preliminary plat application. APPLICATION SCREENING: Applicants are encouraged to bring in one copy of the application package for informal review by staff, prior to making the requested number of copies, colored drawings, or photo reductions. Please allow approximately 45 minutes for application screening. APPLICATION SUBMITTAL HOURS: Applications should be submitted to Planning Division staff at the 6th floor counter of Renton City Hall, 1055 South Grady Way, between 8:00 A.M. and 4:00 P.M. Monday through Friday. Please call your assigned project manager to schedule an appointment or call (425) 430- 7200 extension 4 to reach the Planning Division. Due to the screening time required, applications delivered by messenger cannot be accepted. All Plans and Attachments must be folded 8 Yz"by 11" APPLICATION MATERIALS: 1.[TI Public Works Approval: Please provide confirmation that required improvements have either been substantially installed or deferred. 2. 0 Waiver Form: If you received a waiver form, please provide 5 copies of this form. To be provided at required pre-screen by the rcyiewer. 3. if Confirmation of Compliance with all Conditions of Plat Approval: Please provide 5 copies of a statement detailing how all conditions of plat approval have been addressed. ·4 top.jo-\ 48"'-E\2-Q. pnV~lc~IData?Q~teslse"HeIP HandoutslPlanninglfp.doc -1-12/13 4. [6" Plat Certificate or Title Report: Please provide 3 copies of a current Plat Certificate or Title Report obtained from a title company documenting ownership and listing all encumbrances of the involved parcel(s). The Title Report should include all parcels being developed, but no pa<rcecls1t1n!,t.ar.e..!ln£ot~part of the development. If the Plat Certificate or Title Report references recorded documents ' .. easements, dedications, covenants) 5 copies ofthe referenced recorded document(s) must also be provided. All easements referenced in the Plat Certificate must be located, identified by type and recording number, and dimensioned on the Site Plan. 5. ~ Land Use Permit Master Application Form: Please provide the original plus 5 copies of the COMPLETED City of Renton Planning Division's Master Application form. Application must have notarized signatures of ALL current property owners listed on the Title Report. If the property owner is a corporation, the authorized representative must attach proof of signing authority on behalf of the corporation. The legal description of the property must be attached to the application form. 6. IH'" Environmental Checklist: You may be requested to provide 5 copies of an updated Environmental Checklist if more than two years have elapsed since the Preliminary Plat Approval. If a particular question on the checklist does not apply, fill in the space with "Not Applicable." 7. ~ Post Office Approval: Please provide 2 copies ofthe Post Office confirmation that they approved your mailbox location(s). Contact Bill Sansaver of the Post Office at (425) 255-6389 or 1-800-275-8777. 9. amount. 10. ~eighbOrhOod Detail Map: Please provide 5 copies of a map drawn at a scale of 1" = 100' or 1" = 200' (or other scale approved by the Planning Division) to be used to identify the site location on public notices and to review compatibility with surrounding land uses. The map shall identify the subject site with a much darker perimeter line than surrounding properties and include at least two cross streets in all directions showing the location of the subject site relative to property boundaries of surrounding parcels. The map shall also show: the property's lot lines, lot lines of surrounding properties, boundaries of the City of Renton (if applicable), north arrow (oriented to the top of the plan sheet), graphic scale used for the map, and City of Renton (not King County) street names for all streets shown. Please ensure all information fits on a single map sheet. 11.~ Kroll Map Company (206-448-6277) produces maps that may serve this purpose or you may use the King County Assessor's maps as a base for the Neighborhood Detail Map. Additional information (i.e. current city street names) will need to be added by the applicant. Density Worksheet: Please submit 5 copies of a completed density worksheet for all residential projects. H ;ICED\Data\Forms-T em plates\Self-Help Handouts\Planning\fp .doc -2-12/13 · ) a.(/d· {{fll.. 12. D Overall Plat Plan: 1ft he scale ofthe project requires multiple plan sheets, please enclose 5 copies of the entire plat plan on a single sheet (include with final plat plan below). 13.~ Plat Plan: Please provide 5 copies of a fully-dimensioned plan prepared by a State of Washington registered professional land surveyor in accordance with RCW 18.43.020, drawn at a scale of 1" = 40' on an 18" x 24" plan sheet (or other size or scale approved by the Planning Division) and including the information required by the City of Renton Subdivision Regulations: Name of the proposed plat and space for the future City file number Names and addresses of the engineer, licensed land surveyor, and all property owners Legal description of the property to be subdivided Date, graphic scale, and north arrow oriented to the top of the paper/plan sheet Vicinity map (a reduced version of the neighborhood detail map defined previously) Overall plat layout with sheet key on a single page ifthe scale of the plat requires multiple plan sheets Drawing of the subject property with all existing and proposed property lines dimensioned Location of the subject site with respect to the nearest street intersections (including driveways and/or intersections opposite the subject property), alleys and other rights of way Names, locations, types, widths and other dimensions of existing and proposed streets, alleys, easements, parks, open spaces and reservations. City code requires that private access easements be created via easement rather than creation of a separate tract Location and dimensions of all easements referenced in the plat certificate with the recording number and type of easement (e.g. access, sewer, etc.) indicated Location, distances in feet from existing and new lot lines, and dimensions of any existing structures, existing on-site trees, existing or proposed fencing or retaining walls, free-standing signs, and easements Location of critical areas and any required buffer on or adjacent to the site identified by type (e.g. floodplain, Category 1 Wetland, Class 3 Stream) Proposed square footage of each lot. If there are any pipestem lots with access easements or any lots with portions of the lot narrower than 80% of the minimum required lot width, then both the total square footage and the 'net' square footage shall be provided (per RMC 4-7-170Fl) Certifications: Certification by a licensed land surveyor that a survey has been made and that monuments and stakes will be set Certification by the responsible health agencies that the methods of sewage disposal and water service are acceptable Certification by the King County Finance Department that taxes have been paid in accordance with section 1, chapter No. 188, Laws of 1927 (RCW 58.08.030 and 58.08.040) and that a deposit has been made with the King County Finance Department in sufficient amount to pay the taxes for the following year Certification by the City Administrative Services Administrator that there are no delinquent special assessments and that all special assessments certified to the Administrative Services Administrator for collection on any property herein H:\CED\Oata\Forms-Templates\Setf-Help Handouts\Planning\fp.doc -3-12113 contained dedicated for streets, alleys or other public uses are paid in full Certification of approval to be signed by the City Public Works Administrator Certification of approval to be signed by the Mayor and attested by the City Clerk ~~ndscape Plan, Detailed: Please provide 3 copies of a Landscaping Plan (Detailed) meeting the ~J /' requirements of RMC 4-8-120D, .. ilj~;; 0 Irrigation Sprinkler Plan: Please provide 3 copies of an Irrigation Plan meeting the requirements r of4-8-120D 1\\ C;../l6,f] f'\M7,O 18, n;a/ ",frO 20,E] Deferred 21.rv/ Wetland Mitigation Plan: (Only for projects with wetlands), Please provide 3 copies of a Final Mitigation Plan meeting the requirements of RMC 4-8-120D, Stream and Lake Mitigation Plan: (Only for projects with streams/lakes), Please provide 3 copies of a plan meeting the requirements of RMC 4-8-120D, Calculations: Please provide 3 copies of complete field calculations and computations noted for the plat and details (if any) of all distances, angles, and calculations together with information on the error of closure, The error of closure on any traverse shall not exceed l' in 10,000', Certificate of Incorporation: Please provide 3 copies of a State of Washington, Secretary of State Certificate of Incorporation for the plat's Homeowner's Association, Monument Cards: When a monument(s) is installed as part of the project, please provide 2 copies of a form obtained from the City Technical Services Division and filled out by a surveyor providing information regarding a single monument, including the Section, Township and Range, method of location, type of mark found or set, manner of re-establishment of the single monument (if applicable), description, and a drawing showing the location of a single monument and indicating a reference point to that monument. Plan Reductions: Please provide one 8)1," x 11" legible reduction of each full size plan sheet (unless waived by your City of Renton Project Manager), The sheets that are always needed in reduced form are: landscape plans, conceptual utility plans, site plan or plat plan, neighborhood detail map, topography map, tree cutting/land clearing plan, critical areas plans, grading plan, and building elevations, These reductions are used to prepare public notice posters and to provide the public with information about the project. The quality of these reductions must be good enough so that a photocopy of the reduced plan sheet is also legible, The reduced plans are typically sent in PDF format to the print shop and then are printed on opaque white mylar- type paper (aka rhino cover) to ensure legibility, If your reduced plans are not legible once photocopied, you will need to increase the font size or try a different paper type, Illegible reductions cannot be accepted, Please also be sure the reduced Neighborhood Detail Map is legible and will display enough cross streets to easily identify the project location when cropped to fit in a 4" by 6" public notice space, Once the reductions have been made, please also make one 8)1," x 11" regular photocopy of each photographic reduction sheet, Some ofthe local Renton print shops that should be able to provide you with reductions of your plans are Alliance Printing (425) 793-5474, Apperson Print Resources (425) 251-1850, and PIP Printing (425) 226- 9656, Nearby print shops are Digital Reprographics (425) 882-2600 in Bellevue, Litho Design (206) 574-3000 and Reprographics NW/Ford Graphics (206) 624-2040, H:\CED\DataIForms-TemplateslSelf-Help Handouts\Planning\fp.doc -4-12113 All Plans and Attachments must be folded to 8Y2" by 11" REVIEW PROCESS: Once the Final Plat application is submitted to the Planning Division, the materials will be routed to those City departments having an interest in the application. Reviewers have approximately two weeks to return their comments to the Planning Division. All comments and any requests for revisions will be sent to the applicant. Once all comments have been addressed, the applicant re-submits the revised plans and/or documents for review. The time frame for Final Plat processing is largely dependent upon application completeness and prompt turnaround time of revisions. As part of the review process, the Planning and Public Works Plan Review Divisions will ensure improvements have been installed and approved and that all conditions of the preliminary plat approval have been met. Once the applicant has demonstrated these items have been addressed through either a confirmation of improvement installation approval or letter of deferral, the City will schedule the Final Plat for review by the Hearing Examiner. The Examiner will issue a decision within 14 business days (RMC 4-8-11012c). Examiner's action to approve, modify, or reject the Final Plat shall be final and unless the action is appealed to the City Council within 14 days of the Hearing Examiner's written report. DEFERRAL OF IMPROVEMENTS: The Final Plat may not be recorded until all improvements have been completed and approved by the Planning Division or a letter of deferral has been obtained. The applicant may request a letter of deferral from the Board of Public Works and post security for any improvements that have not been completed. If a developer wishes to defer certain on-site improvements for more than 90 days after obtaining Final Plat approval, then a written application shall be made to the Board of Public Works. Should the Board of Public Works so rule, then full and complete engineering drawings shall be submitted as a condition to the granting of any deferral. Upon approval by the Board of Public Works for such deferment, the applicant shall thereupon furnish security to the City in the amount equal to 150% of the estimated cost of the installation and required improvements. Time Limits: Such security shall list the exact work that shall be performed by the applicant and shall specify that all the deferred improvements shall be completed within the time specified by the Board of Public Works, and if no time is specified, then no later than one year. EXPIRATION OF FINAL PLAT: A final plat, which has not been recorded within six months after approval by the City Council shall expire and be null and void. The plat may be resubmitted as a preliminary plat. H:\CED\Data\Forms-Templates\Self-Help Handouts\Planning\fp.doc ·5· 12/13 Parcel Map Check Report Client: Client Client Company Address I Date: 7/30/20147:26:11 AM Parcel Name: Site I -LOT I Description: Prepared by: Preparer Your Company Name 123 Main Street Process segment order counterclockwise: False Enable mapcheck across chord: False North: 169,046,6646' East: 1 ,302,254,8291' Segment# I: Line Course: N30° 52' 02"W Length: 18,50' North: 169,062,5442' East: 1 ,302,245,3377' Segment# 2: Line Course: N 1 043' 45"W Length: 89.85' North: 169,152.3533' East: 1,302,242,6265' Segment# 3: Line Course: N88° 16' 15"E Length: 50,00' North: 169,153,8620' East: 1 ,302,292.6037' Segment# 4: Line Course: S 1 0 43' 45 "E Length: 91.69' North: 169,062,2138' East: 1,302,295,3705' Segment# 5: Curve Length: 43,64' Radius: 126,50' Delta: 19 045'53" Tangent: 22,04' Chord: 43.42' Course: S69° 00' 54"W Course In: S 11 006' 09"E Course Out: N30° 52' 02"W RP North: 168,938,0813' East: 1,302,319.7299' End North: 169,046,6637' East: 1,302,254.8291' Perimeter: 293.68' Area: 4,879.75Sq.Ft. j ~ ., w' ,r - Error Closure: 0.0009 Error North: -0.00088 Precision I: 326,311.11 Parcel Name: Site I -LOT 2 Description: Course: S6° 02' 13"W East: -0.00009 Process segment order counterclockwise: False Enable mapcheck across chord: False North: 169, 153.8620' East: 1,302,292.6039' Segment# I : Line Course: N88° 16' 15 "E North: 169,155.3708' Segment# 2: Line Course: Sio 43' 45"E North: 169,065.4117' Segment# 3: Line Course: S88° 16' 15"W North: 169,064.5246' Segment# 4: Curve Length: 20.69' Delta: 9°22'25" Chord: 20.67' Course In: S I ° 43' 45"E RP North: 168,938.0822' End North: 169,062.2147' Segment# 5: Line Course: N 10 43' 45"W North: 169,153.8629' Perimeter: 281. 78' Error Closure: 0.0028 Error North: 0.00090 Length: 50.00' East: 1,302,342.5811' Length: 90.00' East: 1,302,345.2969' Length: 29.40' East: 1,302,315.9103' Radius: 126.50' Tangent: 10.37' Course: S83° 35' 03"W Course Out: Nil ° 06' 09"W East: 1,302,319.7274' East: 1,302,295.3680' Length: 91.69' East: 1 ,302,292.6012' Area: 4,511.57Sq.Ft. Course: N71° 23' 42"W East: -0.00268 Precision I: 100,639.29 Parcel Name: Site I -LOT 3 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 169,155.3707' East: I ,302,342.5811' Segment# I: Line Course: N88° 16' 15"E North: 169,156.8794' Segment# 2: Line Course: Sl o 43' 45"E North: 169,066.9204' Segment# 3: Line Course: S88° 16' 15"W North: 169,065.4116' Segment# 4: Line Course: N I 043' 45"W North: 169,155.3707' Perimeter: 280.00' Error Closure: 0.0000 Error North: 0.00000 Precision I: 280,000,000.00 Parcel Name: Site I -LOT 4 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False Length: 50.00' East: 1,302,392.5584' Length: 90.00' East: 1,302,395.2741' Length: 50.00' East: 1,302,345.2969' Length: 90.00' East: 1,302,342.5811' Area: 4,500.00Sq.Ft. Course: NO° 00' OO"E East: 0.00000 North: 169,068.4289' East: 1,302,445.2512' Segment# I: Line Course: S88° 16' 15"W North: 169,066.9202' Segment# 2: Line Course: Nlo 43' 45"W North: 169,156.8792' Segment# 3: Line Course: N88° 16' 15"E North: 169,158.3879' Segment# 4: Line Course: Sio 43' 45"E North: 169,068.4289' Perimeter: 280.00' Error Closure: 0.0000 Error North: 0.00000 Precision 1: 280,000,000.00 Parcel Name: Site I -LOT 5 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False Length: 50.00' East: 1 ,302,395 .2739' Length: 90.00' East: 1,302,392.5582' Length: 50.00' East: 1,302,442.5354' Length: 90.00' East: 1,302,445.2512' Area: 4,500.00Sq.Ft. Course: NO° 00' OO"E East: 0.00000 North: 169,159.8966' East: I ,302,492.5128' Segment# I: Line Course: S I ° 43' 45"E North: 169,069.9376' Segment# 2: Line Course: S88° 16' 15"W North: 169,068.4288' Segment# 3: Line Course: Nl° 43' 45"W North: 169,158.3878' Length: 90.00' East: 1 ,302,495.2286' Length: 50.00' East: 1,302,445.2514' Length: 90.00' East: 1,302,442.5356' Segment# 4: Line Course: N88° 16' 15"E North: 169,159.8966' Perimeter: 280.00' Error Closure: 0.0000 Error North: 0.00000 Precision 1: 280,000,000.00 Parcel Name: Site 1 -LOT 6 Description: Length: 50.00' East: 1,302,492.5128' Area: 4,500.00Sq.Ft. Course: NO° 00' OO"E East: 0.00000 Process segment order counterclockwise: False Enable mapcheck across chord: False North: 169,068.8254' East: 1 ,302,545.2847' Segment# 1: Curve Length: 41.41' Delta: 7° 15'58" Chord: 41.38' Course In: S5° 32' ]3"W RP North: 168,743.8488' End North: 169,070.2002' Segment# 2: Line Course: S88° 16' 15"W North: 169,069.9373' Segment# 3: Line Course: Nl ° 43' 45"W North: 169,159.8963' Segment# 4: Line Course: N88° 16' J5"E North: 169,161.4051' Segment# 5: Line Radius: 326.50' Tangent: 20.73' Course: N88° 05' 46"W Course Out: N 1 ° 43' 45 "W East: I ,302,5 I 3.7816' East: 1,302,503.9294' Length: 8.71' East: 1,302,495.2234' Length: 90.00' East: J ,302,492.5076' Length: 50.00' East: 1 ,302,542.4848' Course: S JO 43' 45"E North: 169,068.8273' Perimeter: 282.73' Error Closure: 0.0054 Error North: 0.00183 Precision 1: 52,359.26 Parcel Name: Site 1 -LOT 7 Description: Length: 92.62' East: 1 ,302,545.2797' Area: 4,536.03Sq.Ft. Course: N70° 14' 26"W East: -0.00509 Process segment order counterclockwise: False Enable mapcheck across chord: False North: 169,060.7166' East: 1 ,302,595.5523' Segment# 1: Line Course: N79° 24' 22"W North: 169,064.7833' Segment# 2: Curve Length: 28.82' Delta: 5°03'24" Chord: 28.81' Course In: S 10° 35' 38"W RP North: [68,743.8485' End North: 169,068.8251' Segment# 3: Line Course: N [0 43' 45"W North: 169,161.4029' Segment# 4: Line Course: N88° [6' [5"E North: 169,162.9117' Segment# 5: Line Course: Slo 43' 45"E North: 169,060.7182' Length: 22.12' East: 1,302,573.8093' Radius: 326.50' Tangent: 14.42' Course: N81° 56' 05"W Course Out: N5° 32' 13"E East: 1,302,513.7835' East: 1 ,302,545.2866' Length: 92.62' East: 1,302,542.4918' Length: 50.00' East: 1 ,302,592.4691' Length: 1 02.24' East: 1,302,595.5542' Perimeter: 295.80' Error Closure: 0.0025 Error North: 0.00164 Precision I: 118,320.00 Parcel Name: Site I -LOT 8 Description: Area: 4,851.48Sq.Ft. Course: N48° 36' 19"E East: 0.00186 Process segment order counterclockwise: False Enable mapcheck across chord: False North: 169,162.9139' East: I ,302,592.4673' Segment# I: Line Course: N88° 16' 15"E North: 169,163.7965' Segment# 2: Line Course: S29° 19' 46"E North: 169,045.3514' Segment# 3: Line Course: S88° 16' 15 "W North: 169,045.3170' Segment# 4: Curve Length: 15.81' Delta: 12°19'22" Chord: 15.78' Course In: N1 ° 43' 45"W RP North: 169,118.7835' End North: 169,046.5363' Segment# 5: Line Course: N79° 24' 22"W North: 169,060.7201' Segment# 6: Line Length: 29.25' East: 1,302,621.7040' Length: 135.86' East: 1,302,688.2524' Length: 1.14' East: 1,302,687.1129' Radius: 73.50' Tangent: 7.93' Course: N85° 34' 03"W Course Out: S 10° 35' 38"W East: 1 ,302,684.8950' East: 1,302,671.3823' Length: 77 .15' East: 1,302,595.5473' Course: N I 043' 4S"W North: 169, 162.913S' Perimeter: 361.46' Error Closure: O.OOSI Error North: -0.00038 Precision I: 70,872.SS Parcel Name: Site I -LOT 9 Description: Length: 102.24' East: 1,302,592.4622' Area: 6,554.50Sq.Ft. Course: S8S o 40' IS "W East: -0.00S08 Process segment order counterclockwise: False Enable mapcheck across chord: False North: 168,992.3371' Segment# I: Line Course: N88° 16' IS"E North: 168,993.2073' Segment# 2: Line Course: S29° 19' 46"E North: 168,908.0307' Segment# 3: Line Course: S88° 16' IS"W North: 168,90S.3364' Segment# 4: Line Course: N I ° 43' 45"W North: 168,992.786S' Segment# S: Curve Length: IS.22' Delta: 6°53'42" Chord: 15.21' Ea~ LeI Ea~ 1,3 Let Em 1,3 Let Ea~ 1,3 Ler Ea~ 1,3 Ral Tal COl Course In: N5° 09' 58"E RP North: 169,118.7727' End North: 168,992.3303' Perimeter: 318.55' Error Closure: 0.0070 Error North: -0.00677 Precision I: 45,505.71 Parcel Name: Site I -LOT 10 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 168,855.4956' East: I ,302,682.0939' Segment# I: Line Course: N6° 47' 48"W North: 168,905.3428' Segment# 2: Line Course: N88° 16' 15"E North: 168,908.0371' Segment# 3: Line Course: S29° 19' 46"E North: 168,858.8492' Segment# 4: Line Course: S88° 16' 15"W North: 168,855.4997' Perimeter: 306.91' Length: 50.20' East: 1,302,676.1530' Length: 89.29' East: 1,302,765.4023' Length: 56.42' East: 1,302,793.0385' Length: I II .00' East: 1,302,682.0891' Area: 5,007.35Sq.Ft. 53" COl 45" Em 1,3 Eaf 1,3 An COl 20" Eaf Error Closure: 0.0064 Error North: 0.00416 Precision I: 47,954.69 Parcel Name: Site I -LOT II Description: Course: N49° 23' 41 "W East: -0.00485 Process segment order counterclockwise: False Enable mapcheck across chord: False North: 168,806.1863' East: 1,302,705.7324' Segment# I: Line Course: N25° 36' 46"W North: 168,855.4933' Segment# 2: Line Course: N88° 16' 15"E North: 168,858.8427' Segment# 3: Line Course: S29° 19' 46"E North: 168,809.6548' Segment# 4: Line Course: S88° 16' 15"W North: 168,806.1846' Perimeter: 337.10' Error Closure: 0.0018 Error North: -0.00172 Precision I: 187,277.78 Parcel Name: Site I -LOT 12 Description: Length: 54.68' East: 1 ,302,682.0949' Length: 111.00' East: 1,302,793.0444' Length: 56.42' East: 1,302,820.6806' Length: 115.00' East: 1,302,705.7330' Area: 5,650.00Sq.Ft. Course: S 19° 40' 52"E East: 0.00062 Process segment order counterclockwise: False Enable mapcheck across chord: False North: 168,902.9704' East: I ,302,597.6892' Segment# 1: Line Course: Nl° 43' 45"W North: 169,006.9831' Segment# 2: Line Course: S79° 24' 22"E North: 168,997.5738' Segment# 3: Line Course: S 1 043' 45"E North: 168,904.4762' Segment# 4: Line Course: S88° 16' 15"W North: 168,902.9674' Perimeter: 298.38' Error Closure: 0.0031 Error North: -0.00299 Precision 1: 96,251.61 Parcel Name: Site 1 -LOT 13 Description: Length: 104.06' East: 1 ,302,594.5491' Length: 51.18' East: 1 ,302,644.8568' Length: 93.14' East: 1 ,302,647.6673' Length: 50.00' East: 1 ,302,597.6900' Area: 4,930.04Sq.Ft. Course: S 16 0 36' 18"E East: 0.00089 Process segment order counterclockwise: False Enable mapcheck across chord: False North: 169,012.6872' East: 1 ,302,564.0624' Segment# I: Line Course: S79° 24' 22"E North: 169,006.9843' Segment# 2: Line Course: SI° 43' 45"E North: 168,902.9716' Segment# 3: Line Length: 31.02' East: 1,302,594.5537' Length: 1 04.06' East: 1,302,597.6937' Course: S88° 16' IS"W North: 168,901.4629' Segment# 4: Line Course: Nl o 43' 45"W North: 169,0IS.6409' Segment# 5: Curve Length: 20.02' Delta: 40 II '40" Chord: 20.02' Course In: S6° 23' 58"W RP North: 168,743.84S0' End North: 169,012.6832' Perimeter: 319.33' Error Closure: 0.0064 Error North: -0.00394 Precision I: 49,895.31 Parcel Name: Site I -LOT 14 Description: Length: 50.00' East: 1,302,547.716S' Length: 114.23' East: 1,302,544.2696' Radius: 273.S0' Tangent: 10.02' Course: S81° 30' 12"E Course Out: NIO° 35' 38"E East: I ,302,SI3.7855' East: 1,302,564.0675' Area: 5,471.23Sq.Ft. Course: SS2° 02' 42"E East: 0.00505 Process segment order counterclockwise: False Enable mapcheck across chord: False North: 168,851.4846' East: 1 ,302,549.2206' Segment# I: Line Course: N I 043' 45"W North: 168,901.4618' Segment# 2: Line Course: N88° 16' 15"E North: 168,902.9705' Segment# 3: Line Course: N88° 16' 15"E North: 168,904.4793' Length: 50.00' East: 1,302,547.7118' Length: 50.00' East: 1,302,597.6890' Length: 50.00' East: 1,302,647.6663' Segment# 4: Line Course: S 1 ° 43' 45"E North: 168,854,5021' Segment# 5: Line Course: S88° 16' 15"W North: 168,851.4846' Perimeter: 300.00' Error Closure: 0.0000 Error North: 0.00000 Precision 1: 300,000,000.00 Parcel Name: Site 1 -LOT 15 Description: Length: 50.00' East: 1 ,302,649.1750' Length: 1 00.00' East: 1 ,302,549.2206' Area: 5,000.00Sq.Ft. Course: Soo 00' OO"E East: 0.00000 Process segment order counterclockwise: False Enable mapcheck across chord: False North: 169,017.3131' East: 1 ,302,518.2029' Segment# 1: Curve Length: 26.13' Delta: 5°28'23" Chord: 26.12' Course In: Soo 55' 35"W RP North: 168,743.8489' End North: 169,015.6447' Segment# 2: Line Course: S 1 ° 43' 45"E North: 168,901.4667' Segment# 3: Line Course: SI° 43' 45"E North: 168,851.4895' Segment# 4: Line Radius: 273.50' Tangent: 13.07' Course: S86° 20' 13 "E Course Out: N6° 23' 58"E East: 1 ,302,513.7810' East: 1,302,544.2651' Length: 114.23' East: 1,302,547.7120' Length: 50.00' East: 1 ,302,549.2208' Course: N88° 16' 15"E North: 168,854.5070' Segment# 5: Line Course: SI° 43' 45"E North: 168,804.5298' Segment# 6: Line Course: S88° 16' 15 "W North: 168,800.7277' Segment# 7: Line Course: N1° 43' 45"W North: 168,927.6499' Segment# 8: Line Course: N 10 43' 45 "W North: 169,017.3190' Perimeter: 683.05' Error Closure: 0.0059 Error North: 0.00590 Precision 1: 115,771.19 Parcel Name: Site 1 -LOT 16 Description: Length: 1 00.00' East: 1 ,302,649.1752' Length: 50.00' East: 1 ,302,650.6840' Length: 126.00' East: 1 ,302,524.7414' Length: 126.98' East: 1 ,302,520.9097' Length: 89.71' East: 1,302,518.2027' Area: 1O,607.44Sq.Ft. Course: N 1 0 42' 15 "W East: -0.00018 Process segment order counterclockwise: False Enable mapcheck across chord: False North: 168,799.8988' East: 1 ,302,497.4428' Segment# 1: Line Course: N57° 14' 27"W North: 168,814.7955' Segment# 2: Line Course: Nl 043' 45"W North: 168,926.1448' Length: 27.53' East: 1,302,474.2914' Length: 111.40' East: 1 ,302,470.9299' Segment# 3: Line Course:N88° 16' 15"E North: 168,927.6535' Segment# 4: Line Course: SIO 43' 45"E North: 168,800.7314' Segment# 5: Line Course: S88° 16' 15 "W North: 168,799.9073' Perimeter: 343.22' Error Closure: 0.0087 Error North: 0.00850 Precision 1: 39,450.57 Parcel Name: Site 1 -LOT 17 Description: Length: 50.00' East: 1 ,302,520.9071' Length: 126.98' East: 1,302,524.7387' Length: 27.31' East: 1,302,497.4412' Area: 6,172.30Sq.Ft. Course: N 1 0° 49' 49"W East: -0.00163 Process segment order counterclockwise: False Enable mapcheck across chord: False North: 168,926.1390' East: 1 ,302,470.9324' Segment# I: Line Course: Nl ° 43' 45"W North: 169,016.0980' Segment# 2: Line Course: N88° 16' 15 "E North: 169,017.2245' Segment# 3: Curve Length: 12.68' Delta: 2°39'20" Chord: 12.67' Course In: Sio 43' 45"E Length: 90.00' East: 1,302,468.2166' Length: 37.33' East: 1 ,302,505.5296' Radius: 273.50' Tangent: 6.34' Course: N89° 35' 55"E Course Out: NO° 55' 35"E RP North: 168,743,8490' End North: 169,017.3133' Segment# 4: Line Course: SI° 43' 45"E North: 168,927,6441' Segment# 5: Line Course: S88° 16' 15 "W North: 168,926.1354' Perimeter: 279.71' Error Closure: 0.0041 Error North: -0.00365 Precision I: 68,224.39 Parcel Name: Site I -LOT 18 Description: East: 1,302.513,7825' East: 1,302,518,2044' Length: 89.71' East: 1,302,520,9114' Length: 50,00' East: 1,302,470.9342' Area: 4,498.76Sq.Ft. Course: S26° 15' 10"E East: 0,00180 Process segment order counterclockwise: False Enable mapcheck across chord: False North: 168,926.1390' East: 1,302,4 70.9324' Segment# I: Line Course: S88° 16' 15"W Length: 50,00' North: 168,924.6303' East: 1,302,420,9551' Segment# 2: Line Course: N I 043' 45"W North: 169,014,5893' Segment# 3: Line Course: N88° 16' 15"E North: 169,016.0980' Segment# 4: Line Course: S I 043' 45"E North: 168,926.1390' Length: 90.00' East: 1,302,418,2394' Length: 50,00' East: 1,302,468.2166' Length: 90,00' East: 1,302,470,9324' Perimeter: 280.00' Error Closure: 0.0000 Error North: 0.00000 Precision I: 280,000,000.00 Parcel Name: Site I -LOT 19 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 169,013.0807' Segment# I: Line Course: N88° 16' 15"E North: 169,014.5895' Segment# 2: Line Course: SID 43' 4S"E North: 168,924.630S' Segment# 3: Line Course: S88° 16' IS"W North: 168,923.1217' Segment# 4: Line Course: N I D 43' 4S"W North: 169,013.0807' Perimeter: 280.00' Error Closure: 0.0000 Error North: 0.00000 Precision I: 280,000,000.00 Area: 4,500.00Sq.Ft. Course: NOD 00' OO"E East: 0.00000 East: I ,302,368.2623' Length: 50.00' East: 1,302,418.2396' Length: 90.00' East: 1,302,420.9553' Length: 50.00' East: 1,302,370.9781 ' Length: 90.00' East: 1,302,368.2623' Area: 4,SOO.00Sq.Ft. Course: NOD 00' OO"E East: 0.00000 Parcel Name: Site I -LOT 20 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 168,893.5731' East: 1 ,302,351.8608' Segment# 1: Line Course: N1° 43' 45"W North: 169,012.4790' Segment# 2: Line Course: N88° 16' 15"E North: 169,013.0825' Segment# 3: Line Course: S 1 ° 43' 45"E North: 168,923.1235' Segment# 4: Line Course: N88° 16' 15 "E North: 168,924.6322' Segment# 5: Line Course: N88° 16' IS"E North: 168,926.1410' Segment# 6: Line Course: S 1 ° 43' 45 "E North: 168,814.7917' Segment# 7: Line Course: NS7° 14' 27"W North: 168,893.57\8' Perimeter: 585.94' Error Closure: 0.00 I 9 Error North: -0.00139 Length: 118.96' East: 1,302,348.2711' Length: 20.00' East: 1,302,368.2620' Length: 90.00' East: 1,302,370.9778' Length: 50.00' East: 1 ,302,420.9550' Length: 50.00' East: 1 ,302,470.9323' Length: 111 .40' East: 1,302,474.2938' Length: 145.59' East: 1,302,351.8595' Area: 10,221.23Sq.Ft. Course: S42° 39' 30"W East: -0.00128 Precision I: 308,394,74 Parcel Name: Site I -LOT 21 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 168,893.5731' East:I,302,351.8608' Segment# I: Line Course: N57° 14' 27"W North: 168,936.5101' Segment# 2: Line Course: N I ° 43' 45"W North: 169,001.8404' Segment# 3: Curve Length: 36.06' Delta: 28°06'24" Chord: 35.70' Course In: S29° 50' 09"E RP North: 168,938.0825' End North: 169,011.5490' Segment# 4: Line Course: N88° 16' 15 "E North: 169,012.4775' Segment# 5: Line Course: S I ° 43' 45"E North: 168,893.5717' Perimeter: 330.49' Error Closure: 0.0068 Error North: -0.00148 Precision 1: 48,602.94 Length: 79.35' East: 1,302,285.1312' Length: 65.36' East: 1,302,283.1590' Radius: 73.50' Tangent: 18.40' Course: N74° 13' 03"E Course Out: N I ° 43' 45"W East: 1,302,319.7264' East: 1,302,317.5086' Length: 30.77' East: 1,302,348.2645' Length: 118.96' East: 1 ,302,351.8542' Area: 6,213.16Sq.Ft. Course: S77° 23' 16"W East: -0.00660 Parcel Name: Site I -RIGHT OF WA Y Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 168,799.8988' East: 1,302,497.4428' Segment# I: Line Course: S88° 16' 15"W North: 168,799.4724' Segment# 2: Line Course: N57° 14' 27"W North: 169,051.11S2' Segment# 3: Curve Length: 141.00' Delta: 18°0 1'10" Chord: 140.42' Course In: N32° 4S' 33"E RP North: 169,428.1478' End North: 169,144.6541' Segment# 4: Line Course: N88° 16' IS"E North: 169,144.9601' Segment# 5: Curve Length: 132.32' Delta: 17° 13'00" Chord: 131.82' Course In: N49° 58' 33"E RP North: 169,428.1474' End North: 169,057.8424' Segment# 6: Line Course: S57° 14' 27"E North: 169,003.1633' Length: 14.13' East: 1 ,302,483.3192' Length: 465.05' East: 1 ,302,092.2343' Radius: 448.34' Tangent: 71.09' Course: N48° 13' 52"W Course Out: S50° 46' 43"W East: 1 ,302,334.8351' East: 1,301,987.5023' Length: 1 0.14' East: 1,301,997.6377' Radius: 440.34' Tangent: 66.66' Course: S48° 37' S7"E Course Out: S32° 4S' 33"W East: 1 ,302,334.8383' East: 1 ,302,096.5664' Length: 101.0S' East: 1,302,181.5446' Segment# 7: Curve Length: 38.45' Delta: 88°07'31 " Chord: 34.77' Course In: N32° 45' 33"E RPNorth: 169,024.1871' End North: 169,009.9789' Segment# 8: Curve Length: 54.09' Delta: 24029'56" Chord: 53.68' Course In: S55° 21' 58"E RP North: 168,938.0851' End North: 169,046.6674' Segment# 9: Curve Length: 43.64' Delta: 19°45'53" Chord: 43.42' Course In: S30° 52' 02"E RP North: 168,938.0851' End North: 169,062.2175' Segment# 10: Curve Length: 20.69' Delta: 9°22'25" Chord: 20.67' Course In: S II 0 06' 09"E RP North: 168,938.0851' End North: 169,064.5275' Segment# 11: Line Course: N88° 16' 15 "E North: 169,065.4146' Segment# 12: Line Radius: 25.00' Tangent: 24.20' Course: N78° 41' 47"E Course Out: S55° 21' 58"E East: 1 ,302, 195.0723' East: 1,302,215.6423' Radius: 126.50' Tangent: 27.46' Course: N46° 53' OO"E Course Out: N30° 52' 02"W East: 1,302,319.7266' East: 1,302,254.8257' Radius: 126.50' Tangent: 22.04' Course: N69° 00' 54"E Course Out: NIl 0 06' 09"W East: 1,302,319.7266' East: 1,302,295.3671' Radius: 126.50' Tangent: 10.37' Course: N83° 35' 03"E Course Out: N I 043' 45"W East: 1,302,319.7266' East: 1,302,315.9094' Length: 29.40' East: 1,302.345.2960' Course: N88° 16' 15"E North: 169,066.9234' Segment# 13: Line Course: N88° 16' 15"E North: 169,068.4321' Segment# 14: Line Course: N88° 16' 15 "E North: 169,069.9409' Segment# 15: Line Course: N88° 16' 15 "E North: 169,070.2037' Segment# 16: Curve Length: 41.41 ' Delta: 7° 15'58" Chord: 41.3 8' Course In: S 1 ° 43' 45"E RP North: 168,743.8524' End North: 169,068.8290' Segment# 17: Curve Length: 28.82' Delta: 5°03'24" Chord: 28.81' Course In: S5° 32' 13"W RP North: 168,743.8524' End North: 169,064.7872' Segment# 18: Line Course: S79° 24' 22"E North: 169,060.7205' Segment# 19: Line Course: S79° 24' 22"E North: 169,046.5367' Length: 50.00' East: 1,302,395.2733' Length: 50.00' East: 1 ,302,445.2505' Length: 50.00' East: 1 ,302,495.2277' Length: 8.71' East: 1 ,302,503.9338' Radius: 326.50' Tangent: 20.73' Course: S88° 05' 46"E Course Out: N 5° 32' 13 "E East: 1 ,302,513.7859' East: 1 ,302,545.2891' Radius: 326.50' Tangent: 14.42' Course: S81 ° 56' 05 "E Course Out: N10° 35' 38"E East: 1 ,302,513.7859' East: 1 ,302,573.8118' Length: 22.12' East: 1 ,302,595.5548' Length: 77.15' East: 1 ,302,671.3898' Scgment# 20: Curve Length: 15.81' Delta: 12° 19'22" Chord: 15.78' Course In: N I 0° 35' 38"E RP North: 169,118.7839' End North: 169,045.3174' Segment# 21 : Line Course: N88° 16' 15"E North: 169,045.3518' Segment# 22: Line Course: S29° 19' 46"E North: 168,993.2084' Segment# 23: Line Course: S88° 16' 15 "W North: 168,992.3381' Segment# 24: Curve Length: 15.22' Delta: 6°53'42" Chord: 15.21' Course In: N I ° 43' 45"W RPNorth: 169,118.7805' End North: 168,992.7944' Segment# 25: Curve Length: 11.98' Delta: 5°25'40" Chord: 11.98' Course In: N5° 09' 58"E RP North: 169,118.7805' End North: 168,994.4367' Segment# 26: Line Radius: 73.50' Tangent: 7.93' Course: S85° 34' 03"E Course Out: SID 43' 45"E East: 1,302,684.9025' East: 1,302,687.1203' Length: 1.14' East: 1,302,688.2598' Length: 59.81' East: 1,302,717.5566' Length: 28.84' East: 1,302,688.7297' Radius: 126.50' Tangent: 7.62' Course: N88° 16' 53 "W Course Out: S5° 09' 58"W East: 1,302,684.9126' East: 1,302,673.5221' Radius: 126.50' Tangent: 6.00' Course: N82° 07' 12"W Course Out: S 10° 35' 38"W East: 1,302,684.9126' East: 1,302,661.6560' Course: N79° 24' 22"W North: 168,997.5768' Segment# 27: Line Course: N79° 24' 22"W North: 169,006.9861' Segment# 28: Line Course: N79° 24' 22"W North: 169,012.6890' Segment# 29: Curve Length: 20.02' Delta: 4° II '40" Chord: 20.02' Course In: S 10° 35' 38"W RP North: 168,743.8508' End North: 169,015.6466' Segment# 30: Curve Length: 26.13' Delta: 5°28'23" Chord: 26.12' Course In: S6° 23' 58"W RP North: 168,743.8508' End North: 169,017.3151' Segment# 31: Curve Length: 12.68' Delta: 2°39'20" Chord: 12.67' Course In: SO° 55' 35"W RP North: 168,743.8508' End North: 169,017.2263' Segment# 32: Line Course: S88° 16' 15"W North: 169,016.0998' Length: 17.08' East: 1,302,644.8671' Length: 51.18' East: 1,302,594.5595' Length: 31.02' East: 1,302,564.0682' Radius: 273.50' Tangent: 10.02' Course: N81° 30' 12"W Course Out: N6° 23' 58"E East: 1 ,302,513.7862' East: 1 ,302,544.2703' Radius: 273.50' Tangent: 13.07' Course: N86° 20' 13"W Course Out: NO° 55' 35"E East: 1 ,302,513.7862' East: 1 ,302,518.2081' Radius: 273.50' Tangent: 6.34' Course: S89° 35' 55"W Course Out: Nl° 43' 45"W East: 1,302,513.7862' East: 1 ,302,505.5333' Length: 37.33' East: 1 ,302,468.2203' Segment# 33: Line Course: S88° 16' 15 "W North: 169,014.5911' Segment# 34: Line Course: S88° 16' 15 "W North: 169,013.0823' Segment# 35: Line Course: S88° 16' 15"W North: 169,012.4788' Segment# 36: Line Course: S88° 16' 15"W North: 169,011.5503' Segment# 37: Curve Length: 36.06' Delta: 28°06'24" Chord: 35.70' Course In: S 1 ° 43' 45"E RP North: 168,938.0838' End North: 169,001.8417' Segment# 38: Curve Length: 27.63' Delta: 21°32'24" Chord: 27.47' Course In: S29° 50' 09"E RP North: 168,938.0838' End North: 168,983.9635' Segment# 39: Curve Length: 41.83' Delta: 95°51 '55" Chord: 37.12' Course In: S51 ° 22' 32"E Length: 50.00' East: 1 ,302,418.2431' Length: 50.00' East: 1 ,302,368.2659' Length: 20.00' East: 1,302,348.2750' Length: 30.77' East: 1,302,317.5190' Radius: 73.50' Tangent: 18.40' Course: S74° 13' 03"W Course Out: N29° 50' 09"W East: 1,302.319.7368' East: 1 ,302,283.1694' Radius: 73.50' Tangent: 13.98' Course: S49° 23' 40"W Course Out: N51 ° 22' 32"W East: 1,302,319.7368' East: 1,302,262.3147' Radius: 25.00' Tangent: 27.70' Course: S9° 18' 30"E Course Out: S32° 45' 33"W RP North: 168,968.3581' End North: 168,947.3343' Segment# 40: Line Course: S57° 14' 27"E North: 168,936.5067' Segment# 41 : Line Course: S57° 14' 27"E North: 168,893.5697' Segment# 42: Line Course: S5T 14' 27"E North: 168,814.7897' Segment# 43: Line Course: S57° 14' 27"E North: 168,799.8930' Perimeter: 2,235.14' Error Closure: 0.0191 Error North: -0.00583 Precision I: 117,025.65 Parcel Name: Site 1 -TRACT A Description: East: 1,302,281.8460' East: 1,302,268.3183' Length: 20.0 I' East: 1 ,302,285.1457' Length: 79.35' East: 1 ,302,35 1.8753' Length: 145.59' East: 1,302,474.3096' Length: 27.53' East: 1 ,302,497.461 0' Area: 31,915.23Sq.Ft. Course: sn° 13' 42"E East: 0.01820 Process segment order counterclockwise: False Enable mapcheck across chord: False North: 169,144.9580' East: 1 ,301 ,997.6393' Segment# I: Line Course:N88° 16' 15"E North: 169,152.3539' Segment# 2: Line Course: S I ° 43' 45"E North: 169,062.5448' Length: 245.10' East: 1,302,242.6277' Length: 89.85' East: 1,302,245.3389' Segment# 3: Line Course: S30° 52' 02"E North: 169,046.6652' Segment# 4: Curve Length: 54.09' Delta: 24°29'56" Chord: 53.68' Course In: S30° 52' 02"E RP North: 168,938.0829' End North: 169,009.9767' Segment# 5: Curve Length: 38.45' Delta: 88°07'31 " Chord: 34.77' Course In: N55° 21' 58"W RP North: 169,024.1849' End North: 169,003.1611' Segment# 6: Line Course: N57° 14' 27"W North: 169,057.8402' Segment# 7: Curve Length: 132.32' Delta: 17°13'00" Chord: 131.82' Course In: N32° 45' 33"E RP North: 169,428.1452' End North: 169,144.9578' Perimeter: 679.36' Error Closure: 0.0030 Error North : -0.00018 Precision I: 226,453.33 Length: 18.50' East: 1,302,254.8303' Radius: 126.50' Tangent: 27.46' Course: S46° 53' OO"W Course Out: N55° 21' 58"W East: 1,302,319.7312' East: 1,302,215.6469' Radius: 25.00' Tangent: 24.20' Course: S78° 41' 47"W Course Out: S32° 45' 33 "W East: 1,302,195.0769' East: 1,302,181.5492' Length: 101.05' East: 1,302,096.5710' Radius: 440.34' Tangent: 66.66' Course: N48° 37' 57"W Course Out: S49° 58' 33"W East: 1,302,334.8429' East: 1,301,997.6423' Area: 23,772.91 Sq.Ft. Course: S86° 32' 40"E East: 0.00304 Parcel Name: Site I -TRACT B Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 168,936.5077' East: I ,302,285.1349' Segment# I: Line Course: N57° 14' 27"W North: 168,947.3353' Segment# 2: Curve Length: 41.83' Delta: 95 051 '55" Chord: 37.12' Course In: N32° 45' 33 "E RP North: 168,968.3591' End North: 168,983.9644' Segment# 3: Curve Length: 27.63' Delta: 21 032'24" Chord: 27.47' Course In: S51 022' 32"E RP North: 168,938.0848' End North: 169,001.8427' Segment# 4: Line Course: S I 043' 45"E North: 168,936.5124' Perimeter: 154.83' Error Closure: 0.0063 Error North: 0.00474 Precision I: 24,576.19 Length: 20.0 I' East: 1,302,268.3075' Radius: 25.00' Tangent: 27.70' Course: N9° 18' 30"W Course Out: N51 022' 32"W East: 1,302,281.8352' East: 1,302,262.3038' Radius: 73.50' Tangent: 13.98' Course: N49° 23' 40"E Course Out: N29° 50' 09"W East: 1,302,319.7260' East: 1,302,283.1586' Length: 65.36' East: 1,302,285.1308' Area: 1,21 0.25Sq.Ft. Course: N41° 02' 59"W East: -0.00413 Parcel Name: Site I -TRACT C Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North: 168,806, 1863' East: I ,302,705,7324' Segment# I: Line Course: S88° 16' 15 "W North: 168,804,5246' Segment# 2: Line Course: N1° 43' 45"W North: 168,854,5018' Segment# 3: Line Course: N1 ° 43' 45"W North: 168,904.4791' Segment# 4: Line Course: N1° 43' 45"W North: 168,997.5767' Segment# 5: Line Course: S79° 24' 22"E North: 168,994.4366' Segment# 6: Curve Length: 11.98' Delta: 5°25'40" Chord: 11,98' Course In: N 1 0° 35' 38"E RP North: 169,118.7804' End North: 168,992.7942' Segment# 7: Line Course: S 1 ° 43' 45"E North: 168,905.3441' Segment# 8: Line Length: 55.07' East: 1 ,302,650,6875' Length: 50,00' East: 1 ,302,649.1787' Length: 50,00' East: 1 ,302,647.6699' Length: 93,14' East: 1,302,644,8594' Length: 17.08' East: 1 ,302,661,6483' Radius: 126.50' Tangent: 6,00' Course: S82° 07' 12"E Course Out: S5° 09' 58"W East: 1,302,684.9049' East: 1,302,673.5144' Length: 87.49' East: 1 ,302,676, 1544' Course: S6° 47' 48"E North: 168,855.4969' Segment# 9: Line Course: S25° 36' 46"E North: 168,806.1899' Perimeter: 469.65' Error Closure: 0.0036 Error North: 0.00357 Precision 1: 130,455.56 Length: 50.20' East: 1 ,302,682.0954' Length: 54.68' East: 1,302,705.7328' Area: 6,304.09Sq.ft. Course: N7° 14' 50"E East: 0.00045 PLAT NAME RESERVATION CERTIFICATE TO; ALISON CONNER 846 ~ 1 08TH AVE. NE. #200 BELLEVUE. WA 98004 PLAT RESERVATION EFFECTIVE DATE: Augus15.2014 The plat name. LAROSA has been reserved for future use by GReENLEAF ~ I AROSA LLG. I certify thai I have checked the records of previously issued and reserved pial ndmes The requested name has not been previously used In King County nor is it currently reserved by any party This leservatlon will expire August S, 2015. one year from today. It may be renewed one year at a lime. If Ihe plat has not been recorded or the reservation renewed by the above date it will be deleted. (' i • J., .. -...t... Deputy Auditor LAROSA Technicallnformati on Report . Februal} 11. 2014 ReVIsed: April 15. 2014 Prepared for 846-108th A Conner Homes venue NE Bell . Suite 200 evue. WA 98004 www.esmcivill.com February 11, 2014 Re~sed:ApriI15,2014 Approved By: City of Renton TECHNICAL INFORMAll0N REPORT FOR LAROSA Prepared for: Conner Homes 846-1 oath Avenue NE, Suite 200 Bellevue, WA 9a004 Prepared by: ESM Consulting Engineers 33400 ath Avenue S, Suite 205 FederalWa~WA 9a003 Job No. 1670-004-013 Date TABLE OF CONTENTS 1. PROJECT OVERVIEW ................................................................................................................................................................................. 1-1 2. CONDInONS AND REQUIREMENTS SUMMARy.................................................................................................... :2-1 3. OFF-SITE ANALySiS .................................................................................................................................................................................... :3-1 4. FLOW CONTROL & WATER QUALITY FACIUTY ANALYSIS AND DESiGN ............................. 4-1 5. CONVEYANCE SYSTEM ANALYSIS AND DESIGN .............................................................................................. 5-1 6. SPECIAL REPORTS AND STUDIES ........................................................................................................................................... 6-1 7. OTHER PERMITS .............................................................................................................................................................................................. ~7-1 8. CSWPPP ANALYSIS AND DESIGN ............................................................................................................................................. 13-1 9. BOND QUANTITIES, FACIUTY SUMMARIES, AND DECLARATION OF COVENANT... !H 10. OPERATIONS AND MAINTENANCE MANUAL............................................................................................................ '10-1 UST OF FIGURES 1.1 Vicinity Map 1.2 Existing Site Conditions 1.3 Proposed Site Conditions 1.4 Soils Map 3.1 KCGIS Parcel Reports/Environmental Hazards 3.2 Offsite Analysis Downstream Rowpath 4.1 Pond Predeveloped/Developed Tributary Areas Appendix A: Appendix B: AppendixC: Appendix D: Appendix E: Appendix F: APPENDIX KCRTS Pond Sizing Output Geotech Reports prepared by Earth Solutions NW Conveyance Analysis Operations and Maintenance Manual Bond Quantity WorksheeVDeclaration of CovenanVFacility Summary StormRlter Manhole and StormGate Calculations and Worksheets. 1. PROJECT OVERVIEW The proposed laRosa Project is a 21-lot plat located between S 27 th Street and S 29th Street in the City of Renton. WA The project is 4.15 acres in size and incorporates four parcels numbered 008700-0070, 00B700-0075, 00B700-00BO, and 00B700-00B1, all of which are zoned R-B. See Rgure 1.1 for the Vicinity Map. The existing site consists of two single-family dwellings with gravel driveways and a few small structures. All structures on site will be demolished. The existing Site is relatively fiat (mean slope of about 7%, 10% max slopes on site) and slopes down generally from the southeast comer of the property towards the northwest. The pervious portions of the parcels are generally lawn except the northwest comer of the site, which is forested. See Rgure 1.2 for the Existing Site Conditions. The proposed 4.15 acre project site consists of 21 residential lots and one storm drainage tract. All 21 residential lots will have new single-family dwelling units. The project is zoned R-B and the lots will be 4,500 SF minimum. For access, the project will construct a road through the project, extending S 2Bth Street (on the east side of the project) to a new intersection at Benson Road S. See Rgure 1.3 for the Proposed Site Conditions. The stormwater detention will be provided with a detention pond in the storm facility tract located in the northwest comer of the site. Water quality will be provided with a Storm Filter Manhole, following the detention pond. The detention pond/StormRlter will discharge to the northwest to an existing large roadside ditch in Benson Road S in the project frontage. See Section 3 for the Level 1 Downstream Analysis. According to the Geotech Report by Earth Solutions NW, the soils on site are predominantly native weathered and unweathered glacial till deposits. See Rgure 1.4 for the Soils Map. Based on the City of Renton's Row Control Application Map, the project site is in the Row Control Duration Standard (Forested Conditions) area. The site requires basic water quality treatment. The project will be subject to Full Drainage Review per the City of Renton 2009 Surface Water Design Manual Amendments and the 2009 King County Surface Water Design Manual (2009 KCSWDM). The City of Renton 2009 Surface Water Design Manual Amendment and the 2009 KCSWDM will collectively be referred to as the "2009 Surface Water Design Manual". 1-1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner Conner Homes Phone ________________________ __ Address 846-108th Ave NE, Suite 200 Bellevue, WA 98004 Project Engineer Brianne Gastfield, PE Company ESM Consulting Engineers Phone 253 -83 8 -6113 Part 3 TYPE OF PERMIT APPLICATION • Landuse Services ~ / Short Subd, / UPD D Building Services M/F / Commerical / SFR D Clearing and Grading D Right-of-Way Use D Other PartS PLAN AND REPORT INFORMATION Technical Information Report Type of Drainage Review <@)/ Targeted (circle): Large Site Date (include revision dates): Date of Final: N/A Part 6 ADJUSTMENT APPROVALS / Part 2 PROJECT LOCATION AND DESCRIPTION Project Name .=L"'a"'R.:c0'-'s=-a"---____________ _ DDES Permit # __________________ _ Location Township _2 __ 3_N ______ _ Range ~5=E __________ _ Section _2=--9 __________ _ Site Address 2724 Benson Road S Renton, WA 98055 Part 4 OTHER REVIEWS AND PERMITS D DFWHPA D COE404 D DOE Dam Safety D FEMA Floodplain D COE Wetlands D Other D Shoreline Management • Structural ~aultJ __ D ESA Section 7 Site Improvement Plan (Engr. Plans) Type (circle one): @/ Modified Small Site / Date (include revision dates): Date of Final: N/A Type (circle one): Standard / Complex / Preapplication / Experimental/ Blanket Description: (include conditions in TIR Section 2) N/A Date of Approval: 2009 Surface Water Design Manual 2 1/912009 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes/(§) Describe: Start Date: Completion Date: Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan , --'S'70"-'o"-'s"----c=r"'e"'e'-'k~ ______ _ Special District Overlays: _______________________ _ Drainage Basin: Black River Stormwater RequirementsFlow Control Duration Standard (Forested) (Basic We;; Part 9 ONSITE AND ADJACENT SENSITIVE AREAS DRiver/Stream ________ _ o Steep Slope ________ _ o Lake o Erosion Hazard _______ _ o Wetlands __________ _ o Landslide Hazard ______ _ o Closed Depression _______ _ o Coal Mine Hazard ______ _ o Floodplain ----------o Seismic Hazard _______ _ o Other __________ _ o Habitat Protection ______ _ 0 ________ _ Part 10 SOILS Soil Type Slopes Erosion Potential Alderwood 6% to 15% o High Groundwater Table (within 5 feet) o Sole Source Aquifer o Other o Seeps/Springs o Additional Sheets Attached 2009 Surface Water Design Manual 3 1/9/2009 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE LIMITATION / SITE CONSTRAINT • Core 2 -Offsite Anal~sis o Sensitive/Critical Areas o SEPA o Other 0 o Additional Sheets Attached Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: (name or description) Existing Roadside Ditch Core Requirements (all 8 apply) DischarQe at Natural Location Number of Natural DischarQe Locations: 1 Offsite Analysis Level: (2)/2/3 dated: Sel2tember 19, 2013 Flow Control Level: 1 lq;l 3 or Exemption Number (incL facility summary sheet) Small Site BMPs Conveyance System Spill containment located at: Erosion and Sediment Control ESC Site Supervisor: John Peterson Contact Phone: 425-646-9280 After Hours Phone: Maintenance and Operation Responsibility: Private ~ If Private, Maintenance Loo Required: Yes /No Financial Guarantees and Provided: Yes /@ Liability Water Quality Type: _~/ Sens. Lake / Enhanced Basicm / Bog (include facility summary sheet) or Exemption No. Landscape Manaqement Plan: Yes / No Special Requirements (as applicable) Area Specific Drainage Type: CDA / SDO / MDP / BP / LMP / Shared Fac. I None Requirements Name: Floodplain/Floodway Delineation Type: Major I Minor I Exemption / ~ 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: N/A Source Control Describe landuse: N/A (commJindustriallanduse) Describe any structural controls: 2009 Surface Water Design Manual 119/2009 4 KING COUNTY. WASHINGTON. SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control High-use Site: Yes Q-!V Treatment BMP: Maintenance Agreement: Yes <!'§:) with whom? Other Drainage Structures Describe:StormFilter Manhole willb e used for Water Quality following detention. A Stormgate flow splitting structure will be used to route hiqh flows around the StormFilter. Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION • Clearing Limits • Stabilize Exposed Surfaces • Cover Measures • Remove and Restore Temporary ESC Facilities • Perimeter Protection • Clean and Remove All Silt and Debris, Ensure • Traffic Area Stabilization Operation of Permanent Facilities • Sediment Retention • Flag Limits of SAO and open space • Surface Water Collection preservation areas o Other o Dewatering Control • Dust Control • Flow Control Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch) Flow Control Type/Description Water Quality Type/Description • Detention Basic/,Pond o Biofiltration o Infiltration o Wetpool o Regional Facility • Media Filtration ~asic/StormFilter o Shared Facility o Oil Control o Flow Control o Spill Control BMPs o Flow Control BMPs D Other o Other 2009 Surface Water Design Manual 5 11912009 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTSrrRACTS Part 16 STRUCTURAL ANALYSIS III Drainage Easement o Cast in Place Vault II Covenant D Retaining Wall D Native Growth Protection Covenant • Rookery> 4' High • Tract D Structural on Steep Slope D Other D Other Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site, Actual site conditions as observed were incorporat into this worksheet and the attached Technicallnfonmation Report, To the best of my knowledg e information provided e is a~lfI'ate 2009 Surface Water Design Manual 119/2009 6 5 27TH Sf Rgure 1.1 Vicinity Map 1-2 n Figure 1.2 ExIsting Site Conditions 1·3 Cll <!) o ([ Cll ..J l -'I--,---- A PORTION OF THE NW 1/4 OF SECTION 29, TWP. 23 N .. RGE. 5 E, KING COUNTY, WA P.L}'j 1C)7Z)::'IC1C~":::: S 27TH STREET \1\\ \ ~'L'(I.17·IC c.=:: I I i L_ _ 1"_,,, ------ I, e~r'c',~,r.1llc -'1.,1' 1 _____ -+_::: ---'-";";';'" :'l,i-, :.JJGe c,~ r l._ ~ .• ,!~ •. c,.,,~.,.,.,;,e., .' . ", ';::>:0" ", !,,,,~, , :::c" . ~~S •. ·:i . . .... "~~,.~:,,.!. --, ·"w, """~~~'~~~~~~:~ PARCELC C<.liC-OCtX80 ~~~·1<2Q':.....:. 5-fl_·.~_:+:-'-~_~-~ ·t .... , , -~ I ~ I i Is 28TH ST EXCEPTIONS FROM TITLE REPORT ~. ~,,,"'~ ~.~. "'-, ........ ~.'.,'.'~ ,,.,,.,,._.//," '·:',·:;-:;,,'3 " _D\E\\AY • -'.~ <.~~ '. ' .. ~"''t' I SURVEY INSTRUMENTATION ~,~'~25\~,:'~g ~~::g~g~? /;1: cg;:;i~;~I~l~~ W lH lH'S r.LAT J-'_ w"' TOTAL STATIO" MAlljTf\J'IED TJ P[C\.'PE) 9' "'AC-3,,~_1 \'-'-IIiD BASIS OF BEARINGS VERTICAL DATUM PARCELB OOC"OCC~-, -',--- .=~\=:.~ _. I (~.i_ ·1 ! ~-\' .. ,.-: .. ,. ~ \'~'" J i< ~ ->'~ <P , , ,,~~R~;:,\ ~~ ' .... _-..,-----~5S·1f'/O'· E .: --~ , 53-'0 "E'io~OOL~·6B~S/~·'~~;~~)~lLL~_. ~_G0_6_-~"_006 .. ~:n~'g~,~r'~~E~u;S F~FLD\\:~V\E,7_E1~~IO:0.' JP.<"[Y MEET I'C o~ [·CE'DIIG ~~'~[) ~~4t\:?'i:~~~ED T~ ell' OF ~oNT01' Y(RT,(Al COI,TPJ" 1A(l"Jf.iINI "C."!;:r~,.t";.:,~',,, !R PEII ~'JI, TY ''''''''''itG B' ~ """'iWM Plclnnln::J,'B,",II~In9 -, .,tl,c P(V'SIGI,I n SCALE: 1" _ 50' 5~ CONTOUR INTERVAL_I' LEGEf',I[) __ ~- @ (IIECKfD Fe," 1) & " CJ '" LaRosa EXISTING CONDITIONS "'04/15/201 "'EX-01 FIgure 1.3 Proposed Site Conditions \-5 n .;~ 11 I / §~ i~ \ \ '" -"" ~~ ~ A PORTION OF THE NW 1/4 OF SECTION 29, TWP. 23 N., RGE. 5 E, KING COUNTY, WA S 27TH STREET (RESDENllAlACCES5) " :'~~~ ~ L -NORTH ALLEY 1_- \ LEGEND n SCALE: 1" _ 40' CONTOUR INTERVAL _ l' EIISTI~JG S~ORM DRAII,rAGE ["ISTIIIG SA~IITAPY SEWEF ["STIIIG I'IA:EP MAIN --SI)------.,... PR()P(l~f[: 1)"'" ~I.:JPM I)PAIIIA:;, --s _____ PPC.lP(lSfl: ;,!"t SMJIIAP, <';fMP ___ PPOPO<:;fl: Il~t \\IATfP f..'AItI • FIRE I-<YDRAtH * STRE~T LIGHT PPOPOSEC LOT vilE GUILD"j;::' S[TGAo~" LIIJ[ flLI ______________________________________________________________________________ ~ m ~ ~ (/) w z ~ «:5 ~ (f) ~ a: 0 ~ w II:::> Z « ~ Z ...J 0 o « It) ~ FIG 1.3 1 c.1 z " ~ ~ o 5 Figure 1.4 Soils Map )·7 47" 272Z N 4'" 2713"N Custom So il Resource Report So il Map 560140 560180 56<l22O 560260 060300 560340 N A Map$cale: 1: 1,810 ifpmted OIl A landscape (11" x 8.5") sheet. ~----~2~5 ====~~~----------~'~OO~==========~'~ O~~~~~'~OO~----~200~====~~~ Mapprojecfun : Wd:J r-"e1::ator Cornel'"OXlrdnates: \oVGSS4 Edgetx:s: VTM Zone lON WGS84 8 560300 _20 5ro\6O 560500 s ~ ~ ~ I ~ ~ ~ ~ ~ 47"Zl l l"N Custom Soil Resource Report Map Unit Legend King County Are., Washington (WA633) Map Unit Symbol I Map Unit Name Acres in AOI Percent of AOI Age I Alderwood gravelly sandy loam, 6.8 6 to 15 percent slopes [Totals fO~~--,,:~~~ter~~t --=~=----------6.8 Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits forthe properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently. every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They mayor may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that itwas impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. 10 I I 100.0% I 100.0% I 2. CONDITIONS AND REQUIREMENTS SUMMARY Review of the 8 Core Requirements and 6 Special Requirements This section describes how the project will meet the 2009 Surface Water Design Manual's Core and Special Requirements. Core Requirement No.1 Discharge at the Natural Location In the existing conditions, the site drains to the west, towards a roadside ditch and culvert system on the east side of Benson Road S. The ditch and culvert system ultimately discharges to the northwest comer of the project site, and continues along Benson Road S. The proposed detention/water quality pond will discharge to the northwest comer of the site, which is the natural discharge location for the project site. Core Requirement No.2 Off-site Analysis A Level 1 Downstream Analysis was performed by ESM on September 19, 2013. See Section 3 for the offsite analysis. Core Requirement NO.3 Flow Control Based on the City of Renton's Flow Control Application Map, the project site is in the Flow Control Duration Standard (Forested Conditions) area See Section 4 for Flow Control Analysis and Calculations. Core Requirement No.4 Conveyance System The stormwater drainage conveyance system will be sized to convey the 25 year design storm event and to contain the 100 year design storm event A detailed Conveyance System Analysis and Design is provided in Section 5 and Appendix C. Core Requirement No.5 Erosion and Sediment Control The proposed project will include clearing and grading for the 21 single-family units, associated roadways, and pond area The two existing units and their associated driveways and accessory structures will be demolished. Erosion and sediment controls will be provided to prevent, to the maximum extent pOSSible, the transport of sediment from the project site to downstream drainage facilities, water resources, and adjacent properties. The Temporary Erosion and Sedimentation Control (TESC) Plans will be shown on the final construction plans and additional information is provided in Section 8 of this report Core Requirement No.6 Maintenance and Operations The Operations and Maintenance Manual is provided in Appendix D. Core Requirement No. 7 FinanCial Guarantees and Uabillty All drainage facilities constructed or modified for projects will comply with the financial guarantee requirements as provided in the City of Renton Bond Quantities Worksheet The Bond Quantities Worksheet, Declaration of Covenant, and Facility Summaries are provided in Section 9 and Appendix E. Core Requirement No.8 Water Quality The site does not meet the requirements for enhanced treatment in the 2009 Surface Water Design manual, therefore Basic Water Quality treatment will be provided. Treatment for the pollution generating surfaces will be provided by a StormRlter manhole following the detention pond. See Section 4 for more information. 2-1 Special Requirement No.1 Other Adopted Area-Specific Requirements There are no master drainage plans, basin plans, salmon conservation plans, stormwater compliance plans, flood hazard reduction plan updates, or shared facility drainage plans for this project. Special Requirement No.1 does not apply. Special Requirement No.2 Aood Hazard Area Delineation There is no 1 DO-year flood plain associated with a large body of water (i.e. lake or stream) on the site or adjacent to the site. Special Requirement No.2 does not apply. Special Requirement NO.3 Aood Protection Facilities The project lies outside any pre-defined flood plain. Special Requirement NO.3 does not apply. Special Requirement No.4 Source Control The project is a residential subdivision and is not subject to this requirement. Special Requirement No.4 does not apply. Special Requirement No.5 011 Control The project does not have a "high-use site characteristic" and is not a redevelopment of a high-use site. Special Requirement NO.5 does not apply. Special Requirement NO.6 Aquifer Protection Area According to the "Groundwater Protection Areas in the City of Renton" map, the project site is not in an Aquifer Protection Area. Special Requirement NO.6 does not apply. 2-2 3. OFF-SITE ANALYSIS Task 1: Study Area Definition and Maps Figure 1.2 shows the existing site conditions. Figure 3.2 shows the extent of offsite analysis and the downstream flow path from the Site. Task 2: Resource Review Flow Control Map According to the City of Renton Row Control Application Map, the site is in a Flow Control Duration Standard (Forested Conditions) area Soil Survey Map According to the Geotech Report prepared by Earth Solutions NW on September 10, 2013, the geologic map of the area indicates the site is underlain by glacial till (QYI) deposits throughout the site. The native soils observed at the test pit locations are generally consistent with glacial till. King County iMap According to the King County GIS Viewer (iMap), the project is NOT in any of the following areas: o Streams & 100 year floodplains o Erosion Hazard Areas o Seismic Hazard Areas o Landslide Hazard Areas o Wetlands According to Figure 4-3-050Q3a(i) in the Renton Municipal Code, a portion of the north parcel is located in a moderate Coal Mine Hazard Area However, Earth Solutions NW, LLC has evaluated the site and determined that there is no evidence of a coal mine hazard area on site. Please see Earth Solutions' report in Appendix B. City of Renton 2009 Surface Water Manual Amendments There are "sensitive" slopes onsite in the northwest comer of the property, however this area will be re-graded to be below 25%. According to the Reference 11 in the City of Renton 2009 Surface Water Design Manual Amendments, the project is NOT in any of the following areas: o Aquifer Protection Areas o Groundwater Protection Areas Road Drainage Problems None noted • Wetlands Inventorv There are no recorded wetlands on or near the site. Migrating River Study None noted 3-1 City of Renton Coal Mine Hazard 11 ~==~~========================~==============~ o 1 13 -4------===6:::J;----==134 F," WGS _ 1984_ Web_Mercator _Auxiliary_Sphere City of R:etrto n o Finance & IT Division C ity and County Boundary Othel LJ CilyofRen ton Ad dresses Parce ls Coalmine HIGH o MOD ERATE UNCLASS IFIED ?' Prim.::.rv Information Technology -GIS RenlonMapSupport@Rentonwa.gov 4/15/2014 THIS MAP IS NOT TO BE USED FOR NAVIGATI ON II City of Renton Regulated Slopes o -67 134 Feel WGS _ 1984_ Web_Mercator _ Auxilia ry_Sphere City of RenTon 0 Finance & IT Division City and County Bou ndary Other r:J Otyof Renton Addresses Parcels Slope City of Rento n >15%&<:25% >25% & <=40% (Sensitive) • >40% & <=90% (Protected) • >90% (Protected) Information TechnO logy -GIS RentonMapSupport@Rentonwa.gov 4/15/2014 Thlsmap 1sausergenerated stattC output Irom an Internet mappin gSlteand Isfol leferenceorlly Dma laye rstll,ll appea' on lhlS map may or may not be aCCUIate cwrent. or olhel"\~ise re;lab'B THIS MAP IS NOT TO BE USED FOR N AVIGATION I I I I I I City of Renton Sensitve Areas Sensitive Areas: Aquifer. ErOSio n, Flood. landslide. II Seismic. REgulated Shoreline, Streams, Wetla nds II o -67 134 Feel WGS _ 1984_ Web_Mercator _Aux il iary_Sphere City of R:etrro n o Finance & IT Division City a nd Cou nty Bou ndary OU)e r [: J City 01 Renton Addresses Parcels Aqu ifer Pro tection Zo nes [::J Zone t Zone 1 Modified o Zone 2 W pllfiplrl r:~n l llrp 7r.n p Information Tec h nology · GIS RentonMapSuppon@Rentonwa.gov 4/15/2014 o Eros io n ~ Floodway Special Fl ood Hazard Areas (100 year flood ) Landsli de • VERY HIGH • HIGH MODERATE UNCLASSIFED Fau lts ThiS rrapisa user gener31ec SlalicoutplJtfrQtr an Intc-netmappmg site and IS for reference only Data layers thatappearon ths map rnay 01 r'18y not be accurate,currenlorOlhe"I>,serel,able THI S M AP IS NOT TO B E USED FOR NA V IGATION FIgure 3.1 KeGIS Parcel Report/Environmental Hazards 3-2 III King County King County Districts and Development Conditions for parcel 0087000080 Parcel number 0087000080 Drainage Basin Address 16424 BENSON RD S -Jurisdiction Renton -Zipcode 98055 PLSS Kroll Map page 601 Latitude Thomas Guide page 6'6 Longitude Sl Electoral-Oistricts---------- Congressional district Legislative district School district RNT 11-1012 District5,~~ .... (206) 296-100' @ • - Fire district Water district Sewer district Water & Sewer district does not apply does not apply does not apply SODS Creek Water & Sewer District Parks & Recreation district does not apply Hospital district Seattle school board district does not apply (nol in Seatue) Rurallrbrary district Public Hospital District No.1 Rural King County Library System No District Court electoral district Southeast Tribal Lands? Coal mine hazards? Erosion hazards? Landslide hazards? SeismiC hazards? Forest Production district? Agricultural Production district? 1 OO·year flood plain? Wetlands at this parcel? This reportw8s gen.e~,a~te~d iO"~9iI2ii7~'2.D'iii3ii3."i2:02 PM Contact us a\~ ©2010 King County ~ King County King County Districts and Development Conditions for parcel 0087000081 Parcel number Address Jurisdiction Zipcode Kroll Map page Thomas Guide page - Congressional district Legislative district School district 0087000081 Dramage Basm Black River Not Available -Renton 98055 60' 656 -PLSS NW-29-23-5 Latitude 47.45552 Longitude -122.19947 RNT 11-1012 District5l!1!!!!~1III!!1II!!I (206) 296·' DO' fii:j Fire district Water district Sewer district Water & Sewerdislrict does not apply does not apply does not apply S005 Creek Water & Sewer District • -Parks & Recreation district does not apply Hospital distnct SeaUie school board district does not apply (not in Seattle) Rural library district Public Hospital District No.1 Rural King County Library System No District Court electoral district Southeast Tribal Lands? Eo King County planning and· •••• ld-"~rl~tions== ........ ---:---_-_-= .... ~-__ --._-__:_=.:: .... ---. Coal mine hazards? Erosion hazards? Landslide hazards? Seismic hazards? NA, check with jurisdiction None does not apply Urban does not apply Soos Creek None mapped None mapped None mapped None mapped !5555~:: •••• does not apply 333 does not apply No Forest Production district? Agricultural Production district? 1 aO-year flood plain? Wetlands allhis parcel? No No None mapped None mapped None mapped This report was gen.e~'a~te~d~on~9~f2~7f~2i10'iii31ii3ii.'i3:23 PM Contact us at,~ © 201 a King CounlY I:i King County King County Districts and Development Conditions for parcel 0087000075 Parcel number 0087000075 Drainage Basin Address 2724 BENSON RO S -Jurisdiction Renton Zipcode 98055 Kroll Map page 601 Thomas Guide page 656 El Electoral Districts - Congressional district Legislative district School district -PLSS Latitude Longitude RNT11·1012 District5.!IJI!!~". 1206) 296·1005 ~ • - Black River NW-29-23-5 47.45516 -122.20074 Fire district Water district Sewer district Water & Sewer district does not apply does not apply does not apply Soos Creek Water & Sewer District Parks & Recreation district does not apply Hospital district Seattle school board distnct does not apply (not in Seattle) Rural library distnct Public Hospital District No.1 Rural King County library System No District Court electoral district Southeast Tribal Lands? .§fk.~i~nJl.'-~~ou~lI1!i'-~l(jd ••••• desTg;'~a~tio~,,~s-_-=--=~~~~~---=-=_~ ___ _ Coal mine hazards? Erosion hazards? Landslide hazards? Seismic hazards? Forest Production district? Agricultural Production district? 1 DO-year flood plain? Wetlands at this parcel? does not apply 333 does not apply No No No None mapped None mapped None mapped This report was gen.e~ra~te~d ion~9.12.7/~20.'i3i3'i45i:35 PM Contactusat,!I ©2010 King County I;Q King County King County Districts and Development Conditions for parcel 0087000070 Parcel number 0087000070 Drainage Basin Black River Address Not Available -lJ Jurisdiction Renton -Zipcode 98055 PLSS NW·29·23 -5 ( Kroll Map page 601 Latitude 47.45485 Thomas Guide page 656 Longitude -122.20002 " 8 Electoral Districts -RNT 11·1012 District 5, !I!!!!I!II"I!!II (2061296-1005 fiiJ Fire district Water district Sewer district does not apply does not apply does not apply Congressional district Legislative district School district • -Water & Sewer district SODS Creek Water & Sewer District Parks & Recreation district does not apply Hospital district Seattle school board district does not apply (not in 5eatlle) Rural library district Public Hosj:lltal District No.1 Rural King County library System No Distnct Court electoral district Southeast Coal mine hazards? Erosion hazards? Landslide hazards? Seismic hazards? Tribal Lands? Forest Production district? Agricultural Production district? 100-year flood plain? Wetlands at this parcel? This report was geniiie,~at~e~d O."~9ii/2~7/~20.'ii3ii3'.'5j:49 PM Contact us at~ © 20 1 0 King County Downstream Drainage Complaints There are no downstream drainage complaints within the last 10 years. The only drainage complaint in the downstream path is number is 2001-0026 and is on parcel #2923059105. It is a request for drainage information, and was closed on 2001-01-26. Rec Complaint Proble Type Reed Close Address PIN Comments ~ No m Date Date 1 2001-0026 DDM C 111112001 112612001 16415 292305910 REQUEST FOR INFORMATION OF EX -I BENSON 5 DRAINGE ACROSS PVT PROP. i RD SYSTEM APPEARS TO BE CITY OF RENTON. This does not pertain to flooding or any drainage system problem; therefore the project site would not impact any downstream drainage complaints. 3-7 Task 3: Field Inspection (Level 1 Inspection) A Level 1 Downstream Analysis was completed by ESM Consulting Engineers on September 19, 2013. The project sits at the top of the Rolling Hills Subbasin. The project site is at a high point, and very little flow is anticipated to flow on site. A portion of the road to the east (S 28'h St.) will flow onto the project site on the road. This area will be conveyed through the proposed detention/water quality pond. There is a portion of the uphill frontage road that naturally drains through the project's existing frontage. This area will be collected and detained and treated in the proposed detention/water quality pond. Task 4: Drainage Description and Problem Descriptions According to iMap, the entire project site is in the Black River (King County WRIA #9) basin. Black River is located to the northwest of the project site, and is tributary to the Duwamish Waterway. In general, the site flows from the southeast to the northwest. The low point of the site is in the northwest comer of the property, and discharges to an existing roadside ditch to the north along the east side of Benson Road S. From here the flow continues north for about 140 feet until it enters a Type 2 catch basin via a culvert in the roadside ditch. The catch basin flows to the north through a series of catch basins with solid lids located in the planter strip parallel to Benson Road S. It appears to enter a Type 2 catch basin located at the end of a swale, at the southeast comer of the intersection of S 26'h Street and Benson Road S. From here the flow enters a stormwater system located in the flowline of Benson Road S (there is sidewalk and curb and gutter on both sides of Benson Road S from here to the north). The catch basins in Benson Road S appear to be Type 2 structures, and also relatively deep. The exact direction of flow was difficult to determine, but it appears the flow continues in the piped system north on Benson Road S. This is a fully built out road with a pipe and catch basin system in the flowline. The proposed project will discharge to the downstream system at a lower rate than currently existing. It will match the historical predeveloped flows, which are till forested conditions. The current site is mainly lawn, two residences, and gravel driveways, therefore it is currently discharging much more than historical predeveloped flows. Task 5: Mitigation of Existing or Potential Problems All runoff from the site will be collected in a piped storm system and directed to the proposed combined detention/water quality pond. From there, runoff will be discharged at the Row Control Duration Standard (Forested Conditions) into the existing storm drainage system in Benson Road S. 3-8 Figure 3.2 Offsite Analysis Downstream Aowpath 3-9 • •••• :~~~~'lC· . :'.:::C~':~;I::_·_~ •• ~~ .... ,, __ ~~,f)~~~'. y~ .. ",., .... ~.1I'l~~ .,.... 1_ r ~----'O:=-- .~',:~:~ft" ~'I··~·-\1ii I ',: _~ .. '1\ i _,>1 ' .~ II II __ J~ ,I :1 I Photo 1. View to the east towards the alley and offsite properties. The east side of the site is approximately level with the neighboring property. I Photo 2. View to the southeast towards the alley and comer of the project The east side of the site is approximately level with the neighboring property and flows to the west. Photo 3. View offsite to the east of the intersection of the proposed alley and SE 1651h SI. SE 165th SI. will be extended and brought through the project to Benson Road S. Photo 4. View to the west side of the property, from the east The project site slopes generally from east to west Photo 5. View a long the frontage looking towards the north on Benson Road S. The storrnwater runoff from Benson Road S and from the property is co nveyed by a well defined , grass lined ditch . Photo 6. The runoff continues north on Benson Road S along the property frontage and reaches a culvert running undemeath an existing gravel driveway. Photo 7. View of the culvert under the southemmost project driveway and continuation of the roadside ditch. Photo 8. The roadside ditch meets with a 12"0 CPP culvert Photo 9. Continuation of the roadside ditch north along the frontage before entering a 12"0 RCP culvert under the northern existing gravel driveway. Photo 10. The 12"0 Rep culvert running under the projecfs north existing gravel driveway. Photo 11 . Continuation offsite to the north of the roadside ditch in Benson Road S. Photo 12. Further continuation to the north of the roadside ditch in Benson Road S. Photo 13. Further continuation to the north of the roadside ditch in Benson Road S. Photo 14. The roadside ditch enters into a 12"0 CPP culvert with a debris cage installed. Photo 15. The 12"0 CPP culvert enters this catch basin . It is a type 2 catch basin with a debris cage installed on top . Photo 16. View inside the type 2 catch basin, facing north. Row from the roads id e ditch/culvert enters from the south. There is another inlet pipe from the east, S 277'" St Photo 17. Flow from the type 2 catch bas in enters a catch basin with a so lid lid , located in the landscaped area behind the sidewalk Photo 18. Row continues to another catch basin with a solid lid. From here, the flow enters a type 2 catch basin with a debris cage installed on top. Photo 19. View looking east into the type 2 structure with the debris cage. Row from the solid lid structure enters from the south (left side of the picture). There is an additional inlet on the north side of the structure (right side of the picture) that captures part of the Benson Road S runoff. This structure discharges to the west (top of the picture) across the street Photo 20 . Row crosses the street into a CB located in the flow line of Benson Road S. This CB is a type 2 CB and is deep. It was difficult to see all the way down to see in which direction flow headed. Water could be heard running in the structure , and it appeared to be heading to the north along Benson Road S. Photo 21 . Row continues north on Benson Road S to the north into this CB. Water could be heard running through the structure , similar to the upstream type 2 CB . Photo 22. Row continues north on Benson Road S to the north into this CB. Water could be heard running through the structure, similar to the upstream CB. Photo 23. Row continues north on Benson Road S to the north into this CB . Water could be heard running through the structure, similar to the upstream CB. The endpoint of the arrow is the point that is about Y, mile downstream from the project site. 4. FLOW CONTROL & WATER QUALITY FACIUTY ANALYSIS AND DESIGN 4.1 Existing Site Hydrology The existing site consists of two single-family dwellings with associated gravel driveways, along with a few small detached structures. All structures on site will be demolished. The existing site is relatively flat (mean slope of about 7%, less than 10% max slopes on site) and slopes down generally from the southeast comer of the property towards the northwest. The pervious portions of the parcels are generally lawn except the northwest corner of the site is forested. According to the geotechnical report prepared by Earth Solutions NW, the soils on site are glacial till. See Rgure 1.4 for the Soils Map. This report shows that the site is generally underlain with Till soils, which are incapable of infiltration. Therefore Till soils are used in the KCRTS model, with the entire predeveloped area being modeled as Till Forest Approximately 2.32 acres of upstream area drains onto the site from the south (along Benson Road S) and the east (the area on the east side of the alley). To the east is a roadway cul-de-sac with nine lots and to the south is one lot. From inspection of available aerial data, these lots were modeled as 40% impervious. The right-of-way is modeled as 75% impervious. The predeveloped basin for the laRosa project includes frontage along Benson Road S and the alley on the east side of the project TABLE 4.1 re-eve ope utary ea POI dTrib Ar SUBBASIN TOTAL AREA nu.FOREST (Ac) (Ac) laRosa + Frontage + Alley 4.78 4.78 TOTAL 4.78 4.78 See Rgure 4.1 for a visual representation of the predeveloped tributary area 4.2 Developed Site Hydrology The project will create 21 single family lots with associated roadway, sidewalk, driveways, roof areas, landscaped yards, and a detention pond and StonnFilter Manhole. There will be one drainage area within the project According to the zoning code, the maximum impervious area allowed by the City of Renton Zoning Code 4-2-11 OA for R-8 zoned lots is 75%. However, per City of Renton 1.2.3.3, the site will utilize Row Control BMP C2.9 Reduced Impervious Surface Credit, and reduce on- site allowable impervious area by 10%. Therefore, building rooftops and impervious areas (driveway, porch, patios) are modeled as 65% impervious. Right of Way areas a modeled as 70% impervious. The detention pond and StonnRlter Manhole are located in the northwest comer of the site. The detained/treated runoff will discharge to the existing roadside ditch along the east side of Benson Road S, which is the site's natural discharge location. The frontage improvement area, along with a portion of the proposed roadway, and a portion of the alley on the northeast side of the site will be unable to be captured by the pond and will be treated as bypass area, based on elevation. However, a portion of the 4-1 upstream frontage along Benson and the alley southeast of the property will drain onto the project. These areas will be treated and detained, which will offset the area on the frontage that is not able to be collected by the proposed system. These bypass areas total 0.26 acres in size. Essentially, the portion of the upstream frontage and upstream alley being detained will be added to the developed basin, while the portion not treated will be removed. In addition to the above, a portion of S 28'h Street will be routed through the combined detention/water quality pond. This flow will be treated but will flow through the storm drainage pond and will not be detained, it will be sized as the same flow in the pre and post developed scenarios_ TABLE 4.2 Develoll ed Pond Detained Area SUBBASIN TOTAL IMPERV. TILL AREA AREA(Ac) GRASS (Ac) (Ac) laRosa 4.78 2.94 1.84 Offsite Area 2.32 1.04 1.28 TOTAL 7.10 3.98 3.12 The total bypassed area is 0.26 acres of ROW area. According to KCRTS (sized as 70% impervious), the 100 year flow rate is 0.097 cfs, which is less than 0.1 cfs; therefore compensatory mitigation is not required. However, upstream area equal to the bypass area (0.26 acres) will be treated and detained, so it will not be modeled as bypass area. The upstream area 100 year flowrate is 0.718 cfs. The onsite, developed, 100 year flow rate is 1.69 cfs. Therefore, the 1 00 year offsite flowrate is less than 50% of the 100 year developed flowrate, and is acceptable per the 2009 Manual Section 1.2.3.2.F. See Figure 4.2 for a visual representation of the Developed Tributary Area. 4.3 Perfonnance Standards Performance Standards for flow control design use the KCRTS Methodology with hourly time steps as described in Section 4.4 below. Runoff files for the existing, proposed, and bypass conditions were created using the historic KCRTS time series data sets for the SeaTac Rainfall Region with a Correction Factor of 1.0. The site requires basic water quality treatment. Water quality will be satisfied with a Storm Filter Manhole, which will follow the detention pond. 4-2 4.4 Flow Control System The pond was sized per the requirements in the 2009 Surface Water Design Manual. Per the City of Renton's Flow Control Application Map, the project site is in the Flow Control Duration Standard (Forested Conditions) area This standard requires the site to match the durations of high flows at their predevelopment levels for all flows from one-half of the 2 year peak flow up to the 50 year peak flow, The offsite flows being routed through the pond are not subject to flow control, therefore the offsite flows will be added to the predeveloped and developed flows. Predevcombined = predev (onsite) + offsite flows Devcombined = dev (onsite) + offsite flows The target flows are calculated as follows: 50% 2 year: 50% of the 2 year from predev (onsite) + offsite 2 year 50 year: predev 50 year + offsite 50 year The pond's inflow will be modeled using the devcombined time series and the pond's outflow will be the rdout time series, This rdout time series will match the Row Control Duration Standard (Forested Conditions), KCRTS v6.0 was used to design the proposed pond, Procedures and design criteria specified in the 2009 Surface Water Design Manual were followed for the hydrologic and hydraulic modeling. The KCRTS pond sizing output is included in Appendix A There will be no net downstream effect after development An equivalent upstream area will be detained and treated to negate the bypass area Upstream offsite areas, which were previously undetained and untreated, will be treated and released in the site's natural discharge point The KCRTS output models the required detention volume as 36,936 cubic feet of storage, with 6.0 feet of detention. The proposed pond provides 38,906 cubic feet of storage, which results in a construction factor of 5.3%. 4-3 Figure 4.1 Pond PredevelopedlDeveloped Tributary Areas 4-4 J ~! Ii \ LEGEND t'iISW,G CITCH rLLd PREDEVfIOPED B .... SIN AREA 4.78 AC ~ UPSTREAM orrS1T[ BASIN AREA 2 . .3? AC A PORTION OF THE NW 1/4 OF SECTION 29, TWP. 23 N., RGE. 5 E, KING COUNTY, WA "" " ~ " ~ I~ J I ~ ~~, SCALE: 1" -40' ~-o " CONTOUR INTERVAL _,' n I I L l~- ~I~ . "' ~I-' li ~! ~~ 1~ :~ m i • · · ~ ~ ~ '" ... CIl >-'" w ~ ~ <CE 0 (f)~ I 0 0 a: w crt z «d z ...J~ 0 w 0 '" 0- 0 Z ~ ~ ~ i5 ---.! ~_Ol~ - Dill". ~A"E FIG 4.1 1 oc 3 ) t I ~i .' H \ BYP;-/SS B;'.3IN '" /~~ LEGEND ~D[VELOPECBASI~JAf"tA ~UP5TREAMOFFSITE8ASI"AP[A []I] BYPASS BASlr, APEA ~ UPSTREAM BYPASS BASil, ARFA TRACT A STORM DRAINAGE FACILILTY DETWTION REQUIRED. DETENTION PROVIDED NOTE: 36.936cr 38.906CF 4.75 AC 2 . .:52AC 0.26AC OFFSIT[ AREA ONSIT[ APEA TREATED. flU: NOT DETAINED TREATED At~D DETAINED I / I ( / I \, A PORTION OF THE NW 1/4 OF SECTION 29. TWP. 23 N., RGE. 5 E. KING COUNTY. WA ~ SCALE: 1" _ 40' ~:--:-----:o CONTOUR INTERVAL. l' UPSTF(E;",ivl BYP~.sS 8;".311'1 n ilL I _________________________________________________________________________________________________________________________________________________________________________________ ~ (f) w :2 o I a: W Z Z o o z ~ i L5 ~ >-'" «g (/)il1 0: a:~ «:3 ..J~ '" '" Z o D.. z ~ ~ o 5 FIG 4.1 2 cc 3,."" ~ l i ~ ~ li ~ :;- LEGEND ~O[VHOPEDBIISINf,f;>EA ~ uOSTR[A~ orFSITE 6ASI~J M"fA 2.32 AC [[]il BYPASS 6AS'", AREA 0 .26 Ae ~ UPSTRfAM BYPASS BASIN AR E.I. TRACT A STORM DRAIN AGE FACILI LTY DET EWICN REGU ,RED : 36.'?J6Ci' DE TfN 1IDr.J PROVIDED 38,906Ct NOTE: orFSITE ARE,\, TREATED. OUT NO~ DETAlI,ED ONSIH AREA TREATED AI<D DETAINE[) A PORTION OF THE NW 1 /4 OF SECTION 29 , TWP. 23 N., RGE. 5 E, KING COUNTY, WA n SCALE: 1 H _ 40' 4r:--::--:---:O CONTOU R INTERVAl _ 2' ~I LI ________________________________________________________________________________________ ~ I l---- I- :! j ~ j( * ~~ (1 _ ~ ?'1' h " ~! i~ n m rJ) LJ.J ~ 0 I a: LJ.J z z 0 0 .... 1l o~ "'HIT t :?~ " E ~,. ~ if H u 5 ~ ~ --' "" Ii' c:x:~ (/)0< O~ a:"" c:x:~ -.J3 w [;j 0 ! is 5 FIG 4.1 3 or 3 S><EO<, 4.5 Water Quality Facility The project site requires basic water quality treatment. This treatment will be provided by a Storm Filter Manhole following detention. Additionally, there will be a Stormgate ftow splitting structure before the Storm Filter to route flows that are above the water quality ftow rate around the StormRlter Manhole. See Appendix F for the Storm Riter and Stormgate calculations and worksheets. 4-6 5. CONVEYANCE SYSTEM ANALYSIS AND DESIGN A conveyance analysis was performed for the mainline storm drainage systems and the rooftop conveyance systems. The StormSHEO results provided in Appendix C demonstrate that the pipe networks function per the requirements of the 2009 Stormwater Manual for peak storm conveyance. The proposed conveyance system's parameters are as follows: Backwater was analyzed using StormSHEO 3G proprietary software, using the rational methodology to analyze each sub-basin area. The project is not located near a location with an IOF curve table created, therefore the IDF values for Seattle are used. The outlet system was sized using a fixed flow of the 100 year, 15 min developed storm, to model the maximum flow rate possible through the pond outlet structures. Developed Land Uses used: Lawn (c=o.25) Pavement and roofs (c=0.90) Rainfall Data Used: 25 year: 3.40 in 100 year: 3.90 in The time of concentration is set at the 2009 Stormwater Manual minimum, 6.3 minutes, to add conservatism to the system design. The system was designed to convey the 25 year storm with no capacity or backwater issues. Additionally, the system was tested with the 100 year storm to determine that no Hooding or backwater would occur, even with overcapacity in pipes. Naming Convention used in StormSHED: Drainage basins are referred to as "Basins" Catch basins are referred to as "Nodes" Pipes are referred to as "Reaches" The StormSHED output is located in Appendix C and includes the following: Conveyance Analysis Table Contributing Drainage Areas Table 25 year conveyance analysis 1 00 year conveyance analysis 5-1 6. SPECIAL REPORTS AND STUDIES Following are the reports and studies referenced for the proposed development: • Geotechnical Engineering Report, by Earth Solutions NW, LLC, dated September 10, 2013. (Appendix B) • Geotechnical Engineering Report [Coal Mine Hazard Areal, by Earth Solutions NW, LLC, dated September 24, 2013. (Appendix B) 6·1 7. OTHER PERMITS The National Pollutant Discharge Elimination System (NPDES) permit has been submitted to the Washington DOE and is pending approval .. This project also requires the following permits: Building Permits Clearing & Grading Permits 7-\ 8. CSWppp ANALYSIS AND DESIGN The permanent laRosa pond will be used as a temporary sediment pond during construction. For this calculation, the tributary area is assumed to be fully built out. The total contributing area to the proposed sediment pond is the same as the combined developed area, 7.08 acres. 1.) Obtain the discharge rate for the 2-year/24 hour (15-minute) developed storm. Total Area ~ 7.08 acres Impervious Area ~ 4.04 acre Pervious Area ~ 3.04 acres Forest Area ~ 0.00 acres O2-15 min -2.14 efs (calculated using KCRTS) 2.) Determine the Surface Area (SA) required at the top of the pond with l' of freeboard. SA ~ QlO.15 min (2080) ~ 2.14 * 2080 ~ 4,451 sf Minimum pond surface area is 4,451 sf. (6,250 provided) 3.) Sizing the Dewatering Mechanism: a.) Principal Spillway (Riser Pipe) The diameter shall be the minimum necessary to pass the pre-developed 10-year, 24-hour design storm. Use Rgure 5.3.4.H (KCSWDM) to determine this diameter (h = one foot). O,D-l5mln. 0.663 efs Per Rgure 5.3.4.H, the minimum riser diameter is 10 inches to convey this How rate. However, a 12" riser pipe will be used. b.) Emergency Overftow Spillway The emergency overflow spillway shall convey the 100 year, 15-minute developed design storm. Minimum spillway width IW) is 6.00 feet 1) Determine minimum spillway width: W = QIOo-I5mio 2.4H (Equation 5-3 from KCSWDM) (3.21)(H 3/2 ) 0100.15min-7.92 cfs (Calculated using KCRTS) H-0.50ft 8·) 4.) w = 7.92 32 2.4(0.5) = 5.78/1 (3.21)(0.5 I ) Use 6.0 feet for spillway width c.) Dewatering Orifice 1.) Size the dewatering orifice (1" minimum diameter) per the following equation from the KCSWDM: A = A,(2h)oS , (0.6)(3600)(T)(g05) Where: Ao -orifice area (square feet) As -pond surface area (square feet) H -head of water above the orifice (riser height in It) T -dewatering Time IT -24 hours) g -acceleration of gravity A = (4.451)(2(8.5))°5 " (0.6)(3600)(24)(32.2°5) A" = 0.062s( 2.) Convert Orifice Area (Ao) to Diameter (D) in inches D=24~(0.~62) =3.37in Use 3-3/8" diameter for the dewatering orifice. Per the KCSWDM, the perforated pipe shall be a minimum of 2 inches larger than the orifice sizes. Use 6" diameter for the perforated pipe. Sediment Pond Summary: Basin Area- Developed Inflow 1 Oyr/24hr (15 min) = Pre-developed 1 Oyr/24hr - Surface area required = Emergency spillway width - 7.08 acre 7.92 cis 0.663 cis 4,451 sf 6.0ft Refer to Appendix A for flow rate analysis 8-2 9. BOND QUANTITIES AND DECLARATION OF COVENANT The Bond Quantities, Declaration of Covenant, and Facility Summary sheets are provided in Appendix E. 9-1 10. OPERATIONS AND MAINTENANCE MANUAL The Operations and Maintenance Manual is provided in Appendix D. 10·1 APPENDIX A KCRTS Pond Sizing Output laRosa Pond KeATS Output Pre-Developed Land Use Condition 4."18 0.00 0.000000 T111 Forest o.oc 0.00 0.00 0.00 0.00 0.00 0.00 predev.tsf 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000000 Till Pas~ure 0.000000 Till Grass 0.000000 Outwash Forest 0.000000 Outwash Pasture 0.000000 Outwash Grass 0.000000 Wetland 0.000000 lmpervlous $T 1.000000 Flv .... , ?requency Analysis Time Series Flle:predev.tsf ProJect Locatlon:Sea-Tac ---Annual Flow Rate (CFS) 0.142 0.276 0.303 0.096 0.074 0.107 0.189 0.160 0.125 0.133 0.109 O.2C3 0.110 0.066 0.088 0.109 0.077 0.084 0.187 0.111 0.108 0.092 0.074 0.226 0.] 00 0.108 0.163 0.100 0.012 0.087 0.052 0.140 0.077 0.140 0.136 0.091 0.044 0.234 0.188 0.071 0.045 Peak ?low Rates--- Rank Time of Peak IE 2/16/49 22:00 3/03/50 16:00 2I09/5 c 18:00 32 1/30/52 9:00 42 1/18/53 19:00 28 1/06/54 5:00 9 2/07/55 21:00 13 12/20/55 17:00 21 12/09/56 15:00 20 1/16158 20:00 24 1/24/59 2:00 11/20/59 21:00 23 2/24161 15:00 44 ]/03/62 2:00 36 11/25/62 15:00 25 1/01164 19:00 40 11/30/64 12:00 38 1/06166 3:00 11 1/19167 14: 00 22 2/03/68 23:00 26 12/03/68 19:00 34 1/13170 23:00 41 12/06/70 8:00 7 2/28172 3:00 30 1/13/73 5:00 27 1/15/74 2:00 12 12/26/74 23:00 29 12/03/75 17:00 50 3/24177 20:00 37 12/10/77 17: 00 46 2/12/79 8:00 18 12/15/79 8:00 39 12/26/80 4:00 17 10/06/81 15: 00 19 1105183 8:00 35 1/24/84 11:00 48 2/11/85 6:00 1/18186 21:00 10 11/24/86 4:00 43 1/14188 12:00 47 4/05/89 16:00 LogPearson III Coefflc~e~ts Mean~ -0.938 StdDev~ 8.233 Skew~ -0.148 -----Flow Frequency Analysis------- - -Peaks Rank Return Prob (eFS) Period 0.322 89.50 0.989 0.303 32.13 0.969 0.288 19.58 0.9~9 0.282 0.276 0.234 C.22E 0.203 0.189 G.188 0.187 C.163 0.160 0.157 0.146 0.142 0.140 0.140 0.136 0.133 0.125 0.111 0.110 0.109 0.109 0.108 0.108 0.107 0.100 0.100 0.098 0.096 0.094 0.092 0.091 0.088 0.087 0.084 0.077 0.077 0.074 10 11 12 13 14 15 16 17 i8 19 20 21 22 23 24 25 26 27 28 29 30 3] 32 33 34 35 36 37 38 39 40 41 14.08 10.99 9.01 7.64 6.63 5.86 5.24 4.75 ,;, 34 3.99 3.70 3.44 3.22 3.03 2.85 2.70 2.56 2.44 2.32 2.22 2.13 2.04 1.96 1. 89 1. 82 1. 75 1. 70 1. 64 1. 59 1. 54 1. 4 9 1. 45 1. 41 1. 37 1. 33 1. 30 1. 27 1. 24 0.929 0.909 0.889 0.869 0.849 0.829 0.809 0.789 0.769 0.749 0.729 0.709 0.690 0.670 0.650 0.630 0.610 0.590 0.570 0.550 0.530 0.510 0.490 0.470 0.450 0.430 0.410 0.390 0.370 0.350 0.330 0.310 0.291 0.271 0.251 0.231 0.211 0.191 C.322 C.282 0.09~ 33 C.098 31 0.027 49 0.146 15 0.288 3 0.157 14 0.055 45 Computed Peaks Computed Peaks Computed Peaks Computed Peaks Computed Peaks Computed Peaks Computed Peaks Computed Peaks 1/09/9CJ ::)0 4/0~/91 2:00 1/27/92 17:80 3/7.3/93 0::10 3/03/94 3:00 2119/95 20:00 2/09/96 1:00 1/02197 9: 00 1107/98 10:00 0.074 0.011 0.066 0.055 0.002 0.0(5 0.0f,4 0.027 0.012 0.380 0.333 0.288 0.228 0.2;5 0.182 0.1: 7 0.077 42 1. 21 43 1.1B 44 1.15 45 1. 12 40 1.10 n 1. 08 48 1. 05 49 1. 03 50 1. 01 100.00 50.00 25.00 10.00 8.00 5.00 2.00 1. 30 Developed Land Use Condition dev. tsf 0.00 0.00 ] .84 0.00 0.00 0.00 0.00 2.94 ST 1.000000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000000 Till Forest 0.000000 Till Pasture 0.000000 Till Grass 0.000000 Outwash Fores~ 0.000000 Outwash Pasture 0.000000 Outwash Grass 0.000000 Wetland 0.000000 Impervious O. c. C. c. ~ 1-1 C.C91 0.071 0.C51 0.03] 0.011 0.990 0.980 0.960 0.900 0.875 0.800 0.500 0.231 Flow Frequency Analysis Time Serles File:dev.tsf Proj ect Location: Sea-Tac LogPearson III Coefficients Mea~= -D.DE3 StdDev= 0.110 Skew= 0.432 ---Annual Flow Rate (CFS) 0.888 1. 48 0.909 0.707 0.678 0.826 0.852 0.832 0.989 0.868 0.646 0.837 0.741 0.731 0.740 0.828 0.742 0.748 1.14 1. 23 0.682 0.754 0.720 1. 12 Peak Flow Rates--- Rank Time of Peak 21 2/16/49 21:00 3/03/50 16:00 20 2/09/51 2:00 40 10/15/51 13:00 45 3/24/53 15:00 27 12/19/53 19:00 23 11/25/54 2:00 25 11/18/55 15:00 15 12/09/56 14:00 22 12/25/57 16:00 47 11/18/58 13:00 24 11/20/59 5:00 36 2/14161 21:00 38 11/22/61 2: 00 37 12/15/62 2:00 26 12/31/63 23:00 35 12/21/64 4:00 34 1/05166 16:00 11/13/66 19:00 8124/68 16:00 43 12/03/68 16:00 33 1/13170 22:00 39 12/06/70 8:00 8 2/27172 7:00 -----Flow Frequency Ana1ysis------- - -Peaks Rank Return Prob (CFS) Period 1.57 89.50 0.989 1. 48 1. 44 1. 42 1. 23 1. 23 1.14 1.12 1. 09 1. 05 1. 02 1. 02 1. 02 1. 00 0.989 0.969 0.963 0.953 0.940 0.909 0.888 0.868 0.852 0.837 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 32.13 19.58 14.08 10.99 9.01 7.64 6.63 5.86 5.24 4.75 4.34 3.99 3.70 3.44 3.22 3.03 2.85 2.70 2.56 2.44 2.32 2.22 2.13 0.969 0.949 0.929 0.909 0.889 0.869 0.849 0.829 0.809 0.789 0.769 0.749 0.729 0.709 0.690 0.670 0.650 0.630 0.610 0.590 0.570 0.550 0.530 0.664 0.802 1. OS 0.681 0.791 ] .09 46 1/13/73 2:00 28 11/28/73 9:00 18 12/26/71 )3:00 44 12/02/75 20:00 30 8/26/772:00 0.953 0.969 1. 02 1. 42 1. 00 9/17/78 2:00 18 9/J8/79 15:00 0.80C 0.685 0.963 1. 23 0.543 0.703 1. 57 1.44 0.779 0.507 0.589 0.776 1. 02 16 11 4 14 29 42 17 49 41 31 50 48 32 12 0.940 19 1.02 13 Computed Peaks Computed Peaks Computeci Peaks Computed Peaks Computed Peaks Computed Peaks Computed Peaks Computed Peaks 12/14/79 11/21/80 lO/oElS1 10/28/82 1103184 6/06/85 1/18186 10126186 11/11/87 8/21/89 1/09/90 11/24/90 1127/92 11/01/92 11130/93 11/30194 2/08/96 21:UO 11: 00 0: 00 16:00 1: 00 22:00 IE: 00 0:00 0: CO 17:00 6:00 8: CO 15:00 16:00 22:00 4:00 10:00 1/02/97 6:00 10/04/97 15:00 0.832 0.828 0.826 0.802 0.800 0.791 0.779 0.776 0.754 0.748 0.742 0.741 0.740 0.731 0.720 0.707 0.703 0.685 0.682 0.681 0.678 0.664 0.646 0.589 0.543 0.507 1. 69 1. 54 1. 39 1.21 1. 17 1. 06 0.850 0.711 2'] 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 2.04 1.96 1. 89 1. 82 1. 75 1.70 1. 64 1. 59 1. 54 1. 4 9 1. 45 1. 41 1. 37 1. 33 1. 30 1. 27 1. 24 1.21 1. 18 1. 15 1.12 1. 10 1. 08 1. 05 1. 03 1. 01 100.00 50.00 25.00 10.00 S.OO 5.00 2.00 1.30 0.~10 0.490 0.470 0.450 0.430 0.410 0.390 C. T/O 0.350 0.330 0.310 0.291 0.271 0.251 O.23~ 0.211 C. ,91 O. ~ 71 0.151 C.13: O. 'll O.Cg: 0.07 :l C.C51 C.C31 0.011 C.990 0.980 0.960 0.900 0.875 0.800 0.500 0.23l Bypass Land use Condition (for flow rate purposes) 0.00 0.00 0.08 0.00 0.00 0.00 0.00 0.18 bypass. tsf 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000000 Till Forest 0.000000 T111 Pasture 0.000000 T111 Grass 0.000000 Outwash Forest o.oooaoo Outwash Pasture 0.000000 Outwash Grass 0.000000 Wetland o.oaoooo Impervious ST 1.000000 Flow Frequency Analysis Time Series File:bypass.tsf Project Location: Sea~Tac -~~Annual Flow Rate (CFSI 0.052 0.084 0.052 0.043 0.040 0.048 0.050 0.049 Peak Flow Rates~- Rank Time of Peak 21 2/16/49 21:00 3/03/50 16:00 20 2/09/51 2:00 40 10/15/51 13:00 44 3/24153 15:00 27 12/19/53 19:00 23 11/25/54 2:00 24 11/18/55 15:00 LogPearson III Coefficients Mean= -1.293 StdOev= 0.106 Skew~ 0.463 -----Flow Frequency Ana1ysis--~~~-~ - -Pea ks Rank Return Prob (C[S) Period 0.090 89.50 0.989 0.084 32.13 0.969 0.083 19.58 0.949 0.083 14.08 0.929 0.073 10.99 0.909 0.073 0.067 0.066 9.01 7.64 6.63 0.889 0.869 0.849 u. aSB O.C5~ C.038 G.C49 0.044 0.G43 0.044 0.049 0.044 0.044 0.067 0.073 0.048 0.044 0.042 0.084 0.039 0.047 0.061 0.040 0.048 0.066 0.0.\8 0.056 0.060 0.083 0.060 0.047 0.041 0.056 0.0 7 3 0.033 0.043 0.090 0.083 0.046 0.031 0.036 0.046 0.058 0.054 0.060 15 22 47 25 36 38 37 26 34 35 43 33 41 9 46 29 10 45 28 16 17 11 12 30 42 18 49 39 l 4 32 50 48 31 14 19 13 Computed Peaks Computed Peaks Computed Peaks Computed Peaks Computed Peaks Computed Peaks Computed Peaks Computed Peaks J7/09/56 14:00 12/2.5/57 16: 00 11118158 13: 00 11/20/59 2/14/81 11122161 12/15/82 1? 13]/63 12/21/64 1/05/66 11/13/66 8/24/68 12/03/68 1/13/70 12/05/70 2/27 /72 1/13/73 ~1/28/73 12/26/74 12/02/75 8/26/77 9/17/78 9/08/79 12/14/79 11/21/80 10/06/81 10128/82 1103/84 6/06/85 1/18/86 10/26/86 11/11/87 8/21/89 1/09/90 11124/90 1/27/92 11/01/92 11/30/93 11/30/94 2/08/96 1102197 10/04/97 5: CO : 00 2:00 2:00 23:00 4:00 16:00 19:00 16: 00 16:00 22:00 9: 00 7:00 2:00 9: 00 23:00 20:00 2: 00 2: 00 15: 00 21:00 11: 00 0: 00 16:00 1: 00 22:00 16:00 0: 00 0:00 17: 00 6:00 8: 00 15:00 16:00 22:00 4: 00 10:00 6: 00 15: 00 0.064 0.061 0.060 0.060 0.060 0.008 0.058 0.058 0.056 0.056 0.054 0.052 0.052 0.051 0.050 0.049 0.049 0.049 0.048 0.048 0.047 0.047 0.046 0.046 0.044 0.044 o. C44 0.044 0.044 0.043 0.C43 0.043 0.042 0.041 0.040 0.040 0.040 0.039 0.038 0.036 0.033 0.031 0.097 0.089 0.081 0.070 0.068 0.062 0.050 0.042 1J 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 Offslte Land Use Condition 0.00 0.00 1. 28 0.00 0.00 0.00 0.00 1. 04 offsite.tsf ST 1. 000000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000000 Till Forest 0.000000 Till Pasture 0.000000 Till Grass 0.000000 Outwash Forest 0.000000 Outwash Pasture 0.000000 Outwash Grass 0.000000 Wetland 0.000000 Impervious 5.86 S.24 4.75 4.34 3.99 3.70 3.44 3.22 3.03 2.8~ 2.70 2.56 2.44 2.32 2.22 2.13 2.04 1. 96 1. 89 1. 82 1. 75 1. 70 1. E4 1. 59 1. 54 1. 49 1. 45 1. 41 1. 37 1. 33 1. 30 1. 27 1. 24 1.21 1. 18 1. 15 1. 12 1.10 1. 08 1.05 1. 03 1. 01 100.00 50.00 25.00 10.00 8.00 5.00 2.00 1. 30 C.829 0.809 0.789 C. 769 0.749 0.729 0.709 0.690 0.670 0.650 0.630 0.610 0.590 0.570 0.550 0.530 0.515 0.490 0.47:] 0.450 0.430 0.410 0.390 0.370 0.350 0.330 0.310 0.291 0.271 0.251 0.231 0.211 0.191 0.171 0.151 0.131 0.111 0.091 0.071 0.051 0.031 0.011 0.990 0.980 0.9EO 0.900 0.875 0.800 0.500 0.231 Flcc'. Time Series Project Locat:.on: Sea-'::'ac ---Annua.l Peak Flow Rales--- Flow Rate Rank Tl:r.e of Peak (e,s) 0.3E1 0.659 0.383 0.266 0.266 0.332 0.335 0.334 0.405 0.346 0.253 0.339 0.299 0.284 0.301 0.329 0.292 0.298 0.455 0.481 0.274 0.301 0.292 0.478 0.262 0,329 0.442 0.275 0.296 0.417 0.347 0.397 0.403 0.570 0.386 0.322 0.260 0.404 0.466 0.202 0.249 0.681 0.612 0.311 0.188 0.218 0.302 0.436 0.389 0.412 20 2/16/49 21: 00 3/03/50 16:00 19 2109/51 2:00 42 10/15/51 13:00 43 3/24153 15:00 26 12/19/53 19:00 24 11/25154 2: 00 25 12/20/55 17:00 13 12/09/56 14: 00 22 12/25/57 16:00 46 11/18/58 13:00 2311/20/595:00 34 2/14161 21: 00 39 11122/61 2:00 33 12/15162 2: 00 28 12/31/63 23:00 38 35 8 41 32 37 6 44 27 9 40 36 11 21 16 15 18 29 45 14 7 49 47 1 3 30 50 48 31 10 17 12 12/21/64 1/05/66 11/13/66 8/24/68 12/03/68 1/13/70 12/06/"10 2/27/72 1/13/73 11/28/73 12/26/74 12/02/75 8/26/77 9/22/78 9/08/79 12/14/79 11/21/80 10/06/81 10/28/82 1/03184 6/06/85 1/18186 10/26/86 1/14/88 8121/89 1/09/90 11/24/90 1/27 192 12/10/92 11 /30 I 9 3 11/30194 2/08/96 1/02197 10104/97 4: 00 16: 00 19:00 16:00 16:00 22:00 8:00 7:00 2:00 9: 00 23:00 20:00 2:00 19:00 15:00 21:00 11: 00 0:00 16:00 1:00 22:00 16:00 0:00 0:00 17:00 6: 00 8:00 15:00 6: 00 22:00 4:00 10:00 6:00 15:00 Computed Peaks Computed Peaks Computed Peaks Computed Peaks Computed Peaks LogPearson III Coefficients Mean= -0.463 StdDev= 0.]22 Ske,,,,l~ .J. :398 -----F~ow Frequency A~a~ysls------- - -Peaks R:::.nk Return Prob (eFS) Period 0.681 89.50 0.989 0.659 0.612 0.570 0.481 0.478 0.466 0.455 0.442 0.436 0.417 0.412 0.405 0.404 0.403 0.397 0.389 0.386 0.383 0.361 0.347 0.346 0.339 0.335 0.334 0.332 0.329 0.329 0.322 0.311 0.302 0.301 0.301 0.299 0.298 0.296 0.292 0.292 0.284 0.275 0.274 0.266 0.266 0.262 0.260 0.253 0.249 0.218 0.202 0.188 0.718 0.650 0.584 0.499 0.482 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 32.13 19.58 14.08 10.99 9.01 7.64 6.63 5.86 5.24 4.75 4.34 3.99 3.70 3.44 3.22 3.03 2.85 2.70 2.56 2.44 2.32 2.22 2.13 2.04 ".96 1. 89 1. 82 1. 75 1. 70 1. 64 1. 59 1. 54 1. 49 1. 45 1. 41 1. 37 1.33 1. 30 1. 27 1. 24 1. 21 1. 18 1. 15 1. 12 1. 10 1. 08 1. 05 1. 03 1. 01 100.00 50.00 25.00 10.00 8.00 0.969 0.949 0.929 0.909 0.889 0.869 0.849 0.829 0.809 0.789 0.769 0.749 0.729 0.709 0.690 0.670 0.650 0.630 0.610 0.590 0.570 0.550 0.530 0.510 0.490 0.470 0.450 0.430 0.410 0.390 0.370 0.350 0.330 0.310 0.291 0.271 0.251 0.231 0.211 0.191 0.171 0.151 0.131 0.111 0.091 0.071 0.051 0.031 0.011 0.990 0.980 0.960 0.900 0.875 Computee Ped:l{::; Computed Peaks Computed Peaks 0.133 0.3J8 0.277 .s.L10 2.00 1. 30 0.800 c.soc 0.23_ As stated in Section 4, the predeveloped and developed flows have been combined with the offslte flow (which is flow-through, no detention requirements). Predevcomblned Flow Frequency Analysis predev.tsf + offsite.tsf = predevcombined.tsf Flow Frequency Analysis Time Series File:predeveombined.tsf Pro] ect Loeatlon: Sea-Tae LogPearson III Coefficients Mean= -0.370 StdOev= 0.145 Skew= 0.510 ---P.nnual Peak Flo",' Rates--------Flow F!:eq"Ueney Analysis------- Flm·[ Ra'Ce Rank TiP.l.e of Peak (CFS) 0.491 16 2/16/49 21:00 0.936 3/03/50 16:00 0.59E 2/09/51 14:00 0.349 38 1/30/52 8:00 0.309 43 3/24/53 15:00 0.410 24 12/19/53 19:00 0.489 17 2/07/55 17:00 0.495 15 12/20/55 17:00 0.524 13 12/09/56 14:00 0.396 26 12/25/57 16:00 0.317 42 1/26159 20:00 0.507 14 11/20/59 21:00 0.377 32 2/14161 21:00 0.285 45 11/22/61 2:00 0.378 28 12/15/62 2:00 0.415 21 12/31/63 23:00 0.341 40 12121164 4:00 0.378 29 1/05/66 16:00 0.550 JO 1/19/67 14:00 0.482 18 8/24/68 16:00 0.370 35 12/03/68 16:00 0.378 30 1/13170 23:00 0.367 36 12/06/70 8:00 0.674 6 2/27172 7:00 0.341 41 1/13/73 2:00 0.378 31 11/28/73 9:00 0.604 8 12/26/74 23:00 0.374 33 12/02/75 20:00 0.297 44 8/26177 2:00 0.419 20 9/22/78 19:00 0.348 39 9/08/79 15:00 0.478 19 12/14/79 21:00 0.412 23 11/21/80 11:00 0.708 4 10/06/81 15:00 0.387 27 10/28/82 16:00 0.396 25 1/03184 1:00 0.262 47 6/06/85 22:00 0.618 7 1/18/86 16:00 0.550 11 11/24/86 3:00 0.261 48 1/14188 12:00 0.249 49 8/21/89 17:00 0.965 1/09/90 6:00 0.854 11/24/90 8:00 0.372 34 1/27192 16:00 - -Peaks Rank Return Prob (CFS) Perlod 0.965 89.50 0.989 0.936 0.854 0.708 0.704 0.674 0.618 0.604 0.596 0.550 0.550 0.536 0.524 0.507 0.495 0.491 0.489 0.482 0.478 0.419 0.415 0.412 0.02 0.00 0.396 0.396 0.387 0.378 0.378 0.378 0.378 0.377 0.374 0.372 0.370 0.367 0.361 0.349 0.348 0.341 0.34 J 0.317 0.309 0.297 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 32.13 19.58 14.08 10.99 9.01 7.64 6.63 5.8 E 5.24 4.75 4.34 3.99 3.70 3.44 3.22 3.03 2.85 2.70 2.56 2.44 2.32 2.22 2.13 2.04 1. 96 1. 89 1. 82 1. 75 1. 70 1. 64 1. 59 1. 54 1. 49 1. 45 1. 41 1. 37 1. 33 1. 30 1.27 1. 24 1. 21 1.18 1.15 0.969 0.949 0.929 0.909 0.889 0.869 0.849 0.829 0.809 0.789 0.769 0.749 0.729 0.709 0.690 0.670 0.650 0.630 0.610 0.590 0.570 0.550 0.530 0.510 0.490 0.470 0.450 0.430 0.410 0.390 0.370 0.350 0.330 0.310 0.291 0.271 0.251 0.231 0.211 0.191 0.171 0.151 0.131 0.269 4E 3/22/93 22:00 0.219 50 11/30/93 22:00 0.361 3"/ 2118/95 70:80 0.704 2/08/96 1J: JO 0.536 12 1/02/97 6:00 0.412 ?) ]0/04/97 15:00· Compt:.ted Peaks Computed Peaks Computed Peaks Computed Peaks Computed Peaks Computed Peaks Computed Peaks Computed Peaks Devcomblned Row Frequency Analysis dev.lsl + of/site.tsl = devcombined.tsl Flow Frequency Analysis Time Serles FL.e:devcombined.tsf Pro] ect locatlon: Sea-Tae 0.28.5 0.269 0.262 J.261 0.249 0.219 1. 05 0.926 o. B09 0.664 0.636 0.559 0.414 0.329 1;5 46 1. 10 i, 7 .08 48 1.05 49 1.03 50 1.01 100.00 50.00 25.00 10.00 8.00 5.00 2.00 I. 30 LogPearson =11 Coefficients 0.111 0.091 0.071 0.051 0.031 0.011 0.990 0.980 0.960 0.900 0.875 0.800 0.500 0.231 Mean= 0.083 StdfJev= 0.113 Skew= O.40~ ---Annual Peak Flow Rate~-- Flow Rate Rank Time of Peak ICfS) -----Flow Frequency Analysis------- 1. 25 2.14 1. 29 0.972 J.944 1.16 1.19 1.16 1. 39 1. 22 0.899 1.18 1. 04 1. 01 1. 04 1.16 ] .03 1. 04 1. 59 1.72 0.956 1. 06 1. 01 1. 60 0.925 1.13 1. 50 0.956 1. 09 1. 4 9 1. 30 1. 37 1. 42 1. 99 1. 39 1.12 0.945 21 2/16/49 21:00 3/03/50 16:00 20 2/09/51 2:00 40 10115/51 13:00 45 3/24/53 15:00 25 12/19/53 19:00 23 11/25/54 2:00 26 11/18/55 15:00 14 12/09/56 14:00 22 12125/57 16,00 47 11118/58 13:00 24 11/20/59 5:00 35 2/14161 21,00 38 11/22/61 2:00 36 12/15/62 2:00 27 12/31/63 23:00 37 12/21/64 4:00 34 1/05166 16:00 8 11/13/66 19:00 8/24/68 16:00 41 12103/68 16:00 33 1/13/70 22:00 39 12/06/70 8:00 7 2/27172 7:00 46 1/13/73 2:00 28 11/28/73 9:00 9 12/26/74 23:00 42 12/02/75 20:00 31 8/26/77 2:00 10 9/17/78 2:00 19 9/08/79 15:00 16 12/14/79 21:00 13 11/21/80 11:00 10/06/81 0:00 15 10/28/82 16:00 29 1/03/84 1:00 44 6/06/85 22,00 - -Peaks Rank Return Prob (CFS) Perlod 2,25 2.14 2.05 I. 99 I. 72 1. 69 I. 60 1. 59 I. 50 1. 49 I. 45 I. 43 1. 42 I. 39 1. 39 1. 37 I. 37 1. 33 1. 30 1. 29 I. 25 1. 22 1.19 I. 18 1.16 1.J6 1.16 1.13 1.12 1. 09 I. 09 1. 08 1. 06 1. 04 I. 04 1. 04 1. 03 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 89.50 32.13 19.58 14.08 10.99 9.0: 7.64 6.63 5.86 5.24 4.75 4.34 3.99 3.70 3.44 3.22 3.03 2.85 2.70 2.56 2.44 2.32 2.22 2.13 2.04 1. 96 J. 89 1. 82 1. 75 J. 70 1. 64 J. 59 1. 54 1. 49 J. 45 J. 41 J. 37 0.989 0.969 0.949 0.929 0.909 0.889 0.869 0.849 0.829 0.809 0.789 0.769 0.749 0.729 0.709 0.690 0.670 0.650 0.630 0.610 0.590 0.570 0.550 0.530 0.510 0.490 0.470 0.450 0.430 0.410 0.390 0.370 0.350 0.330 0.310 0.291 0.271 l. 37 17 1/18/86 :6:0C 1.69 6 1:-)/26/86 O:OC 0.735 LJ9 11/11/87 0:00 8/21189 :7:00 1/09/90 6:00 11/24/90 8: 00 0.952 43 2.25 2.05 1.09 30 J!27/g2 15:00 11/01/92 16:00 11130/93 22:00 11130/94 4:00 0.690 50 0.807 48 1. 08 32 1. 45 11 2/08/96 10: 00 1/02197 6:00 10/04/97 15: 00 1. 33 18 1.43 12 Computed Peaks Computed Peaks Computed Peaks Computed Peaks Computed Peaks Computed Peaks Computed Peaks Computed Peaks Devcombined 15 min Flow Rates Flovl Frequency Analysis Time Series File:dev15comblned.tsf Proj ect Locat jon: Sea-Tae ---An~ual Peak Flow Rates--- Flow Rate (eFS) 3.19 4.30 1. 86 2.18 1. 58 1. 81 1. 53 2.29 2.20 2.03 2.59 2.61 2.20 1. 83 1. 79 1. 40 2.07 1. 39 2.40 4.88 2.14 1. 28 1. 55 3.29 1. 84 2.23 2.38 1. 64 1. 50 2.67 3.66 Rank Time of Peak 2116/49 17:45 3/03/50 15:00 35 8/27/51 18:00 28 10/17/51 7:15 43 9/30/53 3:00 38 12/19/53 17:30 46 7/30/55 21:15 20 10/04/55 10:00 25 12/09/56 12:45 32 1/16/58 10:00 14 10118/58 19:45 J3 10/10/59 22:00 26 2/14/61 20:15 37 8/04/62 13: 15 39 12/01/62 20:15 48 6/05/64 15:00 30 4/20/65 19:30 49 1/05/66 15:00 17 11/13/66 17:45 3 8/24/68 15:00 29 10/20/68 12:00 50 1/13/70 20:45 45 12/06/70 7:00 7 12/08/71 17: 15 36 4/18/73 9:30 22 11/28/73 8:00 18 8/17/75 23:00 42 10/29/75 7:00 47 8/23/77 14:30 11 9/17/78 1:00 6 9/08/79 13:45 1.01 l.Ol 0.972 0.956 0.9S6 0.952 0.945 0.944 0.925 0.899 0.807 0.735 0.690 2.39 2. :8 1. 98 J .71 1. 65 1. 50 1. 19 0.988 38 "[ .33 39 1. 30 40 1.27 41 J .24 <12 l. 21 43 1.18 44 1.15 45 J .17 46 1.10 47 1. 08 48 1.05 49 1.03 50 1. 01 100.00 50.00 25.00 ~O.OO 8.0C 5.00 2.00 1. 30 0.251 0.231 0.211 0.191 0.171 0.151 0.131 O. J J 1 0.091 0.071 0.051 0.031 0.011 0.990 0.980 G.960 0.900 0.87 -5 0.800 0.500 0.231 LogPearson III Coefflclents Mean= 0.361 StdDev= 0.164 Skew= 1.384 -----Flow Frequency Analysis------- - -Peaks Rank Return Prob (CFS) Perlod 9.11 89.50 0.989 5.48 .88 4.44 4.30 3.66 3.29 3.22 3. J 9 2.71 2.67 2.62 2.61 2.59 2.47 2.41 2.40 2.38 2.35 2.29 2.29 2.23 2.23 2.20 2.20 2.20 2.19 2.18 2.14 2.07 2.06 10 11 12 13 14 15 16 J 7 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32.13 19.58 14.08 10.99 9.01 7.64 6.63 5.86 5.24 4.75 4.34 3.99 3.70 3.44 3.22 3.03 2.85 2.70 2.56 2.44 2.32 2.22 2.13 2.04 1. 96 1. 89 1. 82 1. 75 1. 70 1. 64 C.969 0.949 0.929 0.909 0.889 0.869 0.849 0.829 0.809 0.789 0.769 0.749 0.729 0.709 0.690 0.670 0.650 0.630 0.610 0.590 0.570 0.550 0.530 0.510 0.490 0.470 0.450 0.430 0.410 0.390 2.62 12 12/14/79 20:00 2.03 32 ] .59 0.370 2.47 15 9/21/8: 8: 00 2.03 33 1. !J4 0.350 5.48 10/03/8~ 22:15 1. 94 3,; 1. 4 9 0.330 2.23 23 10/28/82 :6:00 1. 86 35 1. 45 O.31C 1 .70 40 1/02/84 23:30 1. 84 3C 1. 41 0.291 1 .58 H 6/06/85 21 : 15 1. 83 37 1. TI 0.271 2.35 19 1C/27/8~ 10:45 1. 81 38 1. 33 0.251 2.71 10 lC/25/86 22: 45 1. 79 39 1. 30 0.231 2.19 27 5/:3/88 17: 30 1. 70 40 1.27 0.211 2.03 33 8/21/89 16:00 1. 69 41 1. 24 0.191 3.22 1109/90 5:30 1. 64 42 1. 21 0.171 2.20 24 4/03/91 20: 15 1. 58 43 1.18 0.151 1. 69 41 1127/92 15:00 1. 58 44 1.15 0.131 2.06 31 6/09/93 12: 15 1. 55 45 1.12 0.111 1. 94 34 11/17/93 16: 45 1. 53 46 1.10 0.091 2.29 21 6/05/95 17: 00 1. 50 47 1.08 0.071 2.41 16 7/19/96 19:30 1. 40 48 1. 00 0.051 9.11 12/29/96 11: 45 1. 39 49 1. 03 0.031 4.44 10/04/97 14: 15 1. 28 50 1. 01 0.011 Computed Peaks 7.90 100.00 0.990 Computed Peaks 6.38 50.00 0.980 Computed Peaks 5.14 25.00 0.960 Computed Peaks 3.81 10.00 0.900 Computed Peaks 3.59 8.00 0.870 Computed Peaks 3.00 5.CO 0.800 Computed Peaks 2.11 2.00 0.500 Computed Peaks 1. 72 1. 30 0.231 Flows used for Target Duration Curve Calculation 50% of 2 year predev.tsf + 2 year offsite.tsf 0.059 + 0.338 = 0.397 cis <--first interval 50 year flow: 50 year predev.tsf + 50 year offsite.tsf 0.333 + 0.650 = 0.983 cis Interval Size: (50 year -first intervaO/35 (0.983 -0.397)/35 0.0167 laRosa Pond Facility Retent-icr:/Dele::1tic::1 Facility Type 0:: Facili "ty: Detcntlon Pond SlCie Slope: 3.00 H: 1V Pond Bottom Length: 108.00 ft Pond Bottom Width: 30. 00 ft Pond Bottem Area: 3240. sq. ft Top Area at 1 ft. FB: 10800. sq. ft 0.248 acres Effec'(ive Storage Depth: 6.00 ft Stage 0 Elevatlon: 0.00 ft Storage Volume: 36936. cu. ft 0.848 ac-ft Riser l-iead: 6.0C ft Riser Dlamcter: :8.00 inches Number of orifices: Ful) Head Pipe Orifice Height 1ft) 0.00 5.20 Diameter (in) 2.50 1. 75 Discharge Diameter leFS) lin) 0.415 0.074 4.0 Top Notch Weir: Rectangular Length: '7.00 in Welr Helght: 5.75 ft Outflow Rating CLi.rve: None Stage Elevatlon Storage Discharge Percolation I £t) 1ft) (cu. ft) (ac-tt) (cis) (efs) 0.00 0.00 O. 0.000 0.000 0.00 0.03 0.03 98. 0.002 0.027 0.00 0.05 0.05 163. 0.004 0.039 0.00 0.08 0.08 262. 0.006 0.047 0.00 0.10 0.10 328. 0.008 0.055 0.00 0.13 0.13 428. 0.010 0.061 0.00 o .lE 0.16 529. 0.012 0.067 0.00 0.18 0.18 597. 0.014 0.072 0.00 0.21 0.21 699. 0.016 0.077 0.00 0.33 0.33 1115. 0.026 0.097 0.00 0.44 0.44 1507. 0.035 0.113 0.00 0.56 0.56 1946. 0.045 0.127 0.00 0.68 0.68 2398. 0.055 0.140 0.00 0.80 0.80 2863. 0.066 0.151 0.00 0.91 0.91 3300. 0.076 0.162 0.00 1. 03 1. 03 3790. 0.087 0.172 0.00 1. 15 1. 15 4292. 0.099 0.182 0.00 1.27 1. 27 4807. 0.110 0.191 0.00 1. 38 1. 38 5291. 0.121 0.199 0.00 1. 50 1. 50 5832. 0.134 0.208 0.00 1. 62 1. 62 6386. 0.147 0.216 0.00 1. 74 1. 74 6954. o .lEO 0.223 0.00 1. 86 1. 86 7536. 0.173 0.231 0.00 1. 97 1. 97 80B1. 0.186 0.238 0.00 2.09 2.09 8690. 0.199 0.245 0.00 2.21 2.21 9312. 0.214 0.252 0.00 2.33 2.33 9949. 0.228 0.259 0.00 2.44 2.44 10545. 0.242 0.265 0.00 2.56 2.56 11209. 0.257 0.271 0.00 2.68 2.68 11888. 0.273 0.277 0.00 2.80 2.80 12581. 0.289 0.283 0.00 Surf Area Isq. ft) 3240. 32E5. 3281. 3306. 3323. 3348. 3373. 3390. 3415. 3517. 3611. 3715. 3820. 3925. 4023. 4131. 4240. 4350. 4451. 4563. 4676. 4790. 4905. 5011. 5128. 5246. 5365. 5475. 5596. 5718. 5841. 2.9] 3.03 3.15 3.27 3.38 3.00 3.62 3.74 3.86 3.97 4.09 4 . 2~ 4.33 4.44 4.56 4.68 4.80 4.91 5.03 5.15 5.20 5.22 5.24 5.25 ~.27 5.29 5.31 5.33 5.35 5.36 5.48 5.60 5.72 5.75 5.78 5.81 5.84 5.88 5.91 5.94 5.97 6.00 6.10 6.20 6.30 6.40 6.50 6.60 6.70 6.80 6.90 7.00 7.10 7.20 7.30 7.40 7.50 7.60 7.70 7.80 7.90 8.00 2.91 3.03 3.15 3.27 3.38 3.50 3. (;2 3.74 3.86 3.97 4.09 4.21 4.33 4.44 4.56 4.68 4. 80 4.9] 5.03 5.15 5.20 5.22 5.24 5.25 5.27 5.29 5.31 5.33 5.35 5.36 5.48 5.60 5.72 ".") 5 5.78 5.81 5.84 5.88 5.91 5.94 5.97 6.00 6.10 6.20 6.30 6.40 6.50 6.60 6.70 6.80 6.90 7.00 7.10 7.20 7.30 7.40 7.50 7.60 7.70 7.80 7.90 B.OO 13230. 13957.. 14689. 15441. 16144. 16926. 17723. 18536. 19365. 20139. 20998. 21874. 22765. 23597. 24521. 25461. 26418. 27310. 28299. 29305. 29730. 29900. 30072. 30157. 30329. 30501. 30674 . 30848. 3] 021. 31108. 32163. 33234. 34324. 34599. 34875. 35153. 35431. 35805. 36086. 36368. 36651. 36936. 37893. 38862. 39844. 40839. 41847. 42868. 43902. 44949. 46009. 47082. 48169. 49269. 50382. 51509. 52650. 53804. 54972. 56154. 57350. 58560. 0.304 0.289 0.320 0.295 0.337 0.30: 0.354 0.306 0.371 0.312 0.389 0.317 0.407 0.323 0.426 0.328 0.445 0.333 0.462 0.338 0.482 0.343 0.502 0.348 0.523 0.353 0.542 0.357 0.563 0.362 0.585 C.367 0.606 0.371 0.627 0.376 0.650 0.380 0.673 0.385 0.683 0.387 0.686 0.388 0.690 0.390 0.692 0.394 0.696 0.399 0.700 0.406 0.704 0.413 0.708 0.421 0.712 0.424 0.714 0.426 0.738 0.441 0.763 0.454 0.788 0.465 0.794 0.468 0.801 0.481 0.807 0.503 0.8]3 0.530 0.822 0.560 0.828 0.594 0.835 0.630 0.841 0.668 0.848 0.709 0.870 1.180 0.892 2.030 0.915 3.130 0.938 4.430 0.961 5.910 0.984 7.340 1.008 7.880 1.032 8.380 1.056 8.850 1.081 9.290 1.106 9.710 1.131 10.lIO 1.157 10.500 1.]82 10.870 1.209 11.230 1.235 11.580 1. 262 11. 920 1.289 12.240 1.317 12.560 1.344 12.870 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5954. 6079. 62':5. 6333. 6450. 6579. 67:]9. 6840. 6972 . 7095. 7229. 7364. 7500. 7626. 7764. 7904. 8044. 8173. 8316. 8459. 8519. 8543. 8567. 8579. 8603. 8628. 8652. 8676. 8700. 8712. 8859. 9006. 9154. 9191. 9229. 9266. 9303. 9353. 9391. 9429. 9466. 9504. 9630. 9757. 9885. 10014. 10143. 10273. 10404. 10535. 10667. 10800. 10934. lI068. lI203. 11339. 11475. 11612. lI750. lISB9. 12028. 12168. Hyd Inflow O~tflow Peak Target Calc Stage ~lev 1.99 1.J2 6.J7 6.07 2.05 J.~7 0.81 6.J2 6.02 1.29 0.80 6.02 6.02 1.18 0.57 5.89 5.89 1.28 0.53 5.84 5.84 1.37 0.38 4.90 4.90 1.49 0.31 3.38 3.38 0.69 0.29 2.88 2.88 Route Tlme Serles through Facility Inflow Time Series Flle:devcombined.tsf Outflow Time Series File: rdout Storage (Cu-fit) (F.c-!:,'t) 37567. 0.862 37151. 3713C. 35913. 35472. 27227. 16125. 13038. 0.853 0.852 0.824 0.814 0.625 0.370 0.299 Inflow/OJtflow Analysis Peak Inflow Dlscharge: Peak Outtlo;.,' Olscharge: 2.26 CFS at 6:00 on Jan 1.02 CFS at 16:00 6.07 Ft Oct. El :'990 1981 Peak Reservoir Stage: Peak Reservoir Elev: 6.07 Ft Peak ReserVOlr Storage: 37567. Cu-Ft 0.862 Ac-Ft Flow Frequency Analysis Tlme Series File:rdout.tsf Project Location:5ea-Tac ---Annual Peak Flow Rates--- Flow Rate (CFS) 0.316 0.337 0.805 0.281 0.290 0.288 0.371 0.333 0.336 0.322 0.299 0.573 0.316 0.256 0.306 0.299 0.325 0.265 0.355 0.280 0.315 0.300 0.313 0.381 0.287 0.269 0.362 0.300 0.249 0.312 0.263 0.376 Rank Time of Peak 23 2/17/49 0:00 14 3/04/50 3:00 4 2/09/51 19:00 42 1/30/52 10:00 37 9130/53 10:00 38 1/0E/54 7:00 11 2/07/55 23,00 17 11/02/55 23:00 15 12/09/56 17:00 21 1/16/5821:00 31 10/19/58 8:00 6 11/20/59 22:00 22 11/20/60 16:00 47 1/02/62 23:00 27 11/25/62 15:00 32 1/01/64 20:00 20 11124/64 9:00 45 1/05/66 18:00 13 1/19/67 17: 00 43 2/04/68 0:00 24 12/03/68 21,00 29 1/14/70 1,00 25 12/06/70 12:00 2/28/72 7:00 39 12/26/72 6: 00 44 1/15(74 4: 00 12 12/27 /74 3: 00 30 12/02/75 23:00 48 8124/77 0:00 26 9/23/78 11:00 46 11/19/78 8:00 10 12/15/79 10:00 LogPearson III Coefficients Mean= -0.462 StdDev= 0.149 Skew= 1.784 -----Flow Frequency Analysis------- --Peaks --Rank Return Frob (CFS) (ft) Period 1.02 6.07 89.50 0.989 0.848 6.03 32.13 0.%9 0.815 6.02 19.58 0.949 0.805 0.680 0.573 0.533 0.467 0.381 0.376 0.371 0.362 0.355 0.337 0.336 0.334 0.333 0.331 0.329 0.325 0.322 0.316 0.316 0.315 0.313 0.312 0.306 0.304 0.300 0.300 0.299 0.299 6. 02 5.98 5.89 5.84 5.74 5.06 4.90 4.80 4.56 4.38 3.95 3.93 3.88 3.86 3.81 3.75 3.68 3.61 3.48 3.47 3.46 3.41 3.38 3.27 3.22 3.13 3.12 3.11 3.11 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 14.08 10.99 9.01 7.64 6.63 5.86 5.24 4.75 4.34 3.99 3.70 3.44 3.22 3.03 2.85 2.70 2.56 2.44 2.32 2.22 2.13 2.04 1. 96 1. 89 1. 82 1. 75 1. 70 1. 64 1. 59 0.929 0.909 0.889 0.869 0.849 0.829 0.809 0.789 0.769 0.749 0.729 0.709 0.690 0.670 0.650 0.630 0.610 0.590 0.570 0.550 0.530 0.510 0.490 0.470 0.450 0.430 0.410 0.390 0.370 0.292 36 1,02 1 0.331 18 0.283 40 0.304 28 0.467 8 0.533 0.282 41 0.230 49 0.680 0.815 0.292 35 0.296 33 0.215 50 0.329 19 0.848 0.334 1E 0.293 34 Computed Peaks Computed Peaks Computed Peaks Computed Pec:..ks Computed Peaks Computed Peaks Computed Peaks Computed Peaks 11121180 13:CO 10/06/81 16: 00 1/05/83 1C: CO 1/24/84 12: 00 6/07/85 7:00 1/18/8622:00 11/24/86 7:00 1/14/88 14: 00 ] 1/05/88 18: 00 1109/90 11: 00 11/24/90 15: 00 1/27/92 19:00 3/23/93 1:00 12101193 15: 00 12/27/94 6:00 2/09/96 2: 00 3/19/97 14: 00 10/30/97 9:00 0.296 0.293 0.292 0.292 0.290 0.288 0.287 0.283 0.282 0.281 0.280 0.269 0.265 C.263 0.256 0.249 0.230 0.215 1.15 0.918 0.733 0.543 0.513 0.431 0.314 0.267 3.06 3.00 2.97 2.96 2.94 2.89 2.85 2.80 2.78 2.75 2.75 2.53 2.43 2.4 J 2.28 2.16 1.84 1. 61 E. 09 6.04 6.01 5.86 5.82 5.40 3.42 2.48 33 1 .54 34 1. 49 35 1. 45 36 1. 0 37 1. 38 1. 33 39 1. 30 40 1.27 41 1.24 42 1.21 43 1. 18 44 1. 15 45 1.12 4 E 1.] 0 47 1. 08 48 1.05 49 1. 03 50 1. 01 100.00 50.00 25.00 10.00 8.00 5.00 2.00 ] .30 Flow Dura~ion from T1me Series Flle:rdout.tsf Cutoff Count Frequency CDF Exceedence Probabill:y CFS 0.014 344713 0.043 0.071 0.100 0.128 0.157 0.185 0.214 0.242 0.271 0.299 0.328 0.356 0.385 0.413 0.441 0.470 0.498 0.527 0.555 0.584 0.612 0.641 0.669 0.698 0.726 0.755 0.783 0.812 0.840 0.868 0.897 0.925 31026 17321 134 EB 9871 7500 5127 3442 2255 1278 907 524 246 179 28 23 47 9 78.702 7.084 3.955 3.075 2.254 1.712 1. J 71 0.786 0.515 0.292 0.207 0.120 0.056 0.041 0.006 0.005 o. all 0.002 0.001 0.001 0.002 0.000 0.000 0.000 0.002 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 78.702 85.785 89.740 92.815 95.068 96.781 97.951 98.737 99.252 99.5,4 99.751 99.870 99.926 99.967 99.974 99.979 99.990 99.992 99.993 99.994 99.996 99.996 99.996 99.997 99.998 99.999 99.999 99.999 99.999 100.000 100.000 100.000 100.000 21.298 14.215 10.260 7.] 85 4.932 3.219 2.049 1.263 0.748 0.456 0.249 0.130 0.074 0.033 0.026 0.021 0.010 0.008 0.007 0.006 0.004 0.004 0.004 0.003 0.002 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.213E+00 0.142E+OO O.103E+OO 0.719E-01 0.493E-01 0.322E-01 0.205E-01 0.126E-01 0.748E-02 0.456E-02 0.249E-02 0.130E-02 0.735E-03 0.326E-03 0.263E-03 0.210E-03 0.103E-03 0.822E-04 0.731E-04 0.594E-04 0.434E-04 0.388E-04 0.365E-04 0.320E-04 0.160E-04 o . 137E-04 0.114E-04 0.114E-04 0.685E-05 0.457E-05 0.228E-05 0.228E-05 0.228E-05 0.350 0.330 0.310 0.291 0.271 0.251 0.231 0.211 0.191 0.171 0.151 0.131 0.111 0.091 0.071 0,051 0.031 0.011 0.990 0.980 0.960 0.900 0.875 0.800 0.500 0.231 0.954 0.982 1. 01 0.000 o.oeo o.oeo 8'_-o-boo~-~ ______ _ lCO.OOO lCO.OOO 1CO.000 e.ooe C.OGC o.ooe ~.-------------------------- ~ ~ \1 ~ 'i ~ ~ ~ ~ -:-" ". , Duration Comparison Anaylsis Base File: predevcombined. tsf New File: rdout. tsf Cutoff Units: Discharge in CFS O. 8S-0S O. 8E-05 O. 8E-Oo -----Fractlon of Time--------------Check of Tolerance------- Cutoff Base New 'oChange Probability Base 0.396 0.36E-03 0.29E-03 -19.2 [ 0.36E-03 0.396 0.440 0.22E-03 0.21E-03 -6.1 [ 0.22E-03 0.440 0.484 0.14E-03 0.94£-04 -33.9 [ 0.14E-03 (1.484 0.528 0.84E-04 0.73E-04 -13.5 [ 0.84E-04 0.528 0.571 0.64E-04 0.53E-04 -17.9 [ 0.64E-04 0.571 0.615 0.39E-04 0.39E-04 0.0 [ 0.39E-04 0.615 0.659 0.25E-04 0.34E-04 36.4 [ 0.2SE-04 0.659 0.703 0.21E-04 0.16E-04 -22.2 [ 0.21E-04 0.703 0.746 0.14E-04 o .14E-04 0.0 [ 0.14E-04 0.746 0.790 0.14E-04 0.l1E-04 -16.7 [ 0.14E-04 0.790 0.834 o .14E-04 0.46E-05 -66.7 [ 0.14E-04 0.834 0.878 0.68E-05 0.23E-05 -66.7 [ 0.68E-05 0.878 0.921 0.46E-05 0.23E-05 -50.0 [ 0.46E-05 0.921 0.965 0.23E-05 0.23E-05 0.0 [ 0.23E-05 0.965 Maximum positive excursion = 0.083 cfs ( 8.9%) occurring at 0.936 cfs on the Base Data: predevcombined. tsf and at 1.02 cfs on the New Data: rdout. tsf Maximum negative excursion = 0.096 cfs (-11.3%) at 0.846 cfs on the Base Data:predevcombined.tsf .750 cfs on the New Data:rdout.tsf New 'bChange 0.381 -3.9 0.433 -1. 6 0.459 -5.2 0.493 -6.6 0.534 -6.5 0.626 1.8 0.679 3.1 0.693 -1.4 0.750 0.5 0.750 -5.0 0.750 -10.0 0.813 -7.3 0.847 -8.0 1. 02 5.7 .",,"c' 'I APPENDIXB Geotechnical Reports Earth Solutions NW, LLC • Geotechnical Engineering (i-cology l:.nvironmcntal Scientists Construction Monitoring GEOTECHNICAL ENGINEERING ST PROPOSED ROSA PLAT 2724 BENSON ROAD SOUTH RENTON, WASHINGTON ES-2972 PREPARED FOR CONNER HOMES GROUP, LLC clo WESTPAC DEVELOPMENT September 10, 2013 Kyle R. Campbell, P.E. Principal GEOTECHNICAL ENGINEERING STUDY PROPOSED ROSA PLAT 2724 BENSON ROAD SOUTH RENTON, WASHINGTON ES-2972 Earth Solutions NW, LLC 1805 -1361h PI. Northeast, Suite 201 Bellevue, Washington 98005 Ph: 425-449-4704 Fax: 425-449-4711 Toll Free: 866-336-8710 Important Information About Your Geotechnical Engineering Report Geotechnical Services Are Perllrmad lor Spaic Purposes, Persons, and Prajects Geotechnical engineers strucltire their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engi- neer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solelyfor the client No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one -not even you -should apply ttle report for any purpose or project except the one originally contemplated. iliad tba Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A GeotacII*:III EltlIII~ 18 Balad on A Unique Bat ......... Factors Geotechnical engineers consider a number of unique, project-specific fac- tors when establishing the scope of a study. Typical factors include: the clienfs goals, objectives, and risk management preferences; the general nature of the structure involved, Its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates oth- erwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect • the function of the proposed structure, as when it's changed from a parking garage to an office building, or from a light industrial plant to a refrtgerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed structure, • composition of the design team, or • project ownership. /ls a general rule, always inform your geotechnical engineer of project changes--even minor ones--end request an assessment of thetr impld. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their repotts do not consider developments of Which they lvere not irrfarmed. hbSlll"lace Conditions can CIIange A geotechnical engineering report is based on conditions that existed at the time ttle study was pertormed. Do nat rely on a geotechnical engineer- ing repol1whose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctua- tions. Always contact the geotechnical engineer before applying the report to determine ij it is still reliable. A minor amount of additional testing or analysis could prevent major problems. Molt GrIotac:IDcaI FiIII_ Ar8 ProIUsIonaI --Site exploration identifies subsurtace conditions only at those points where subsurtace tests are conducted or samples are taken. Geotechnical engi- neers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface condITions throughout the site. Actual subsurtace conditions may differ~ometimes significantly- from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the rtsks associated with unanticipated conditions. A IlellaPt's RacDnmendatIon8 Are Not RnaI Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engi- neers develop thenn principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. TIle geotechnical engineer who developed your report cannot assume responsibility or liability for the report's recommendations if that engineer does not perform construction observation. A Geotechnical EngiIaerIng Report Is Mject to Mislnterpratallon Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geo- technical engineer confer with appropriate members of the design team after submitting the report Also retain your geotechnical engineer to review perti- nent elements of the design team's plans and specifications. Contractors can also miSinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstructibn conferences, and by providing construction observation. Do Not Redraw the Engineer's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions. the logs included in a geotechnical engineering report should neverbe redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, bilt rocognize that separating togs from the report can elevate risk. GIve Conll'actlrs a C_ete Report and GuIdance Some owners and design professionals mistakenly believe they can make contractors liable for unantiCipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give con- tractors the complete geotechnical engineering report, butpreface it with a clearly written leUer of transmittal. In that letter. advise contractors that the report was not prepared for purposes of bid development and fhat the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contrac- tors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Read RIISIIOIIIdItY Pravlslons Closely Some clients, design professionals, and contractors do not recognize thai geotechnical engineering is far less exact than other engineering disci- plines. This lack of understanding has created unrealistic expectations that have led 10 disappoinlments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled 'limitations' many of these provisions indicate where geotechnical engineers' responSi- bilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask Questions. Your geotechnical engineer should respond fully and frankly. Geoenvironllllntal Coacerns Are Not Covered The equipment, techniques, and personnel used to pertorm a geoenviron- mental study differ significantly from those used to pertorm a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmerrtal problems have led to numerous project failures. If you have not yet obtained your own geoen- vironmental information. ask your geotechnical consuHanl for risk man- agement guidance. Do not rely on an environmental report prepared (or someone else. Obtain ProfassloRal Assistance To Ileal with Mold Diverse strategies can be applied during building design, construction. operation, and maintenance to prevent significant amounts of mold from growing on indoor surtacas. To be effective. ali such strategies Should be devised for the express purpose of mold prevention, integrated into a com- prehensive plan, and executed with diligent oversight by a professional mold prevention consultant. Because just a small amount of water or moisture can lead to the development of severe mold infestations, a num- ber of mold prevention strategies focus on keeping building surtaces dry. While groundwater, water infiltration. and similar issues may have been addressed as part of the geotechnical engineering study whose findings are conveyed irrlhis report, the geotechnical engineer in charge of this project is not a mold prevention consultant none of the rervicer per- formed In connecllon with the gllOtllehnlul engin"r" sludy WI/Ill designed or eondueted for the purpose of mold preven· Yon. Prop,r Implementlltlon of the m:omment/ations CDnveyeil in this IlIport will not of IIstJU be sufflclenl to pllIvent mold from growing In or on th' strucfllre Involved. Rely, III YIII' A8fE-MB1IIIer GIDbIcIInI:III . EngIneer , ... AdIIIIIIIII AnIIIInI:e Membership in ASFF!fhe Best People on Earth exposes geotechnical engineers to a wide array of risk management techniques that can be of genuine benefit for everyone involved with a construction project. Confer with you ASFE-mernber geotechnical engineer for more information. ASFE IU ......... 1 II Urlll 8811 COlesville Road/SUite G106. Silver Spring, MD 20910 Telephone: 301/565-2733 Facsimile: 301/589-2017 e-mail: info@asfe.org www.asfe.org CopyrtglJl 2D04 by ASfE, Inc. Dup/Il:dtIon. reproduction. or copying ol1lJls doou"""t. In whole or In fJ8rt, by ,ny ... ,ns wllatsoeVll" is stricl1y pro_, exJ:8f1/ wiIIr ASFE's spt<ilic wrimln pormissirm. fX£ftpUng, quo!illg. or IlIheIWisB extI>cIIrJg worrIing /rom /his doc1Jmsn' Is permll18cl only wUh the..",.., written perm;s.ion of ASFE. IItId only IrK purposes of schollrly research or tJook 1f1View. Only members of ASFf f1IIY use this documBrIt as II comp/Bment to or as an elemtmt of a lJ«)tBchnlcaJ eng/flBfrilfg report Any other firm, IndMdual, or other entity that so uses this C10Cument without bflno an ASFE rneml1Br coukIlJ8 committing nfl(lllgent or intentional (fnJUdul8nt) misrepressntatJcm. lIGERlI6045.0M September 10, 2013 ES-2972 Conner Homes Group, LLC c/o WestPac Development 7449 West Mercer Way Mercer Island, Washington Attention: Mr. Peter O'Kane Dear Mr. O'Kane: • Earth Solutions NW LLC • Ceotechnicdl Engineering • Construction Monitoring • Environn1entdl Sciences Earth Solutions NW, LLC (ESNW) is pleased to present this report titled "Geotechnical Engineering Study, Proposed Rosa Plat, 2724 Benson Road South, Renton, Washington". Based on the results of the geotechnical investigation, the proposed residential development is feasible from a geotechnical standpoint. The soil underlying the site consists predominantly of native weathered and unweathered glacial till deposits. The proposed residential structures can be supported on conventional foundations bearing on competent native soils generally encountered at depths of one to two feet below eXisting grade or structural fill placed as part of the site grading activities. Recommendations for foundation design, earthwork, and other pertinent geotechnical recommendations are provided in this report. A site plan was not available at the time of this report. If you have any questions regarding the content of this geotechnical engineering study, please contact us. Sincerely, EARTH SOLUTIONS NW, LLC :Y1A.~0 Watson, E.I.~ ineer 1805 -136th Place N.E., Suite 201 • Bellevue, WA 98005 • (425) 449-4704 • FAX (425) 449-4711 TABLE OF CONTENTS ES·2972 INTRODUCTION ........................................................................ 1 General.................................................................... ...... 1 Project Description.................................. ......................... 1 Surface............ ................................................................ 1 Subsurface................... ......... ........................................... 2 Geologic Setting....................................................... 2 Groundwater...................................... ..................... ........... 2 DISCUSSION AND RECOMMENDATIONS....................................... 2 General.. ........................................................................... 2 Site Preparation and Earthwork.......................... ............ ...... 3 Temporary Erosion Control....................................... 3 In-situ Soils... ... ... ............ ... ...................................... 3 Structural Fill Placement...... .................. ................... 3 Subgrade Preparation.......... ..................... ................ 4 Foundations.................. ...... ........................ .......... ........... 4 Slab·on-Grade Floors...... ... ... ............... .............................. 5 Seismic Considerations.......... ...... ......... ................................ 5 Excavations and Slopes.................................................... 6 Utilitv Trench Backfill...... ................................................... 6 Drainage ........................................................................... 6 Retaining Wall .................................................................. 7 Pavement Sections... ......... ...... ... ......... ...... ...... ............ ... ... 7 LIMITATIONS ...... '" .......................... , ............ ... ......... ... ......... ...... 8 Additional Services............... ......... ................. .... ............... 8 Earth Solutions torW. LLC GRAPHICS Plate 1 Plate 2 Plate 3 APPENDICES Appendix A Appendix B TABLE OF CONTENTS Cont'd ES-2972 Vicinity Map Test Pit Location Plan Typical Footing Drain Detail Subsurface Exploration Test Pit Logs Laboratory Test Results Grain Size Distribution Earth Solutions NW, LLC GEOTECHNICAL ENGINEERING STUDY PROPOSED ROSA PLAT 2724 BENSON ROAD SOUTH RENTON, WASHINGTON ES-2972 INTRODUCTION This geotechnical engineering study was prepared for the proposed residential development to be constructed off of Benson Road South Renton, Washington. The approximate location of the subject property is illustrated on the Vicinity Map (Plate 1). The purpose of this study was to develop geotechnical recommendations for the proposed project. The scope of services for completing this geotechnical engineering study included the following: • Subsurface exploration consisting of observing, logging and sampling four test pits excavated within accessible areas of the development envelope; • Engineering analysis; and, • Preparation of this report. Project Description The subject site is located southeast of the intersection Benson Road South and South 2ih Street in Renton, Washington. The subject site consists of four adjoining tax parcels totaling approximately 4.2 acres. Existing structures onsite include two houses. A cursory review of an available geologic map indicates the site is underlain by Vashon subglacial till (Qvt). We understand the existing structures will be removed and the site will be redeveloped into residential lots, access roads, and associated utility improvements The existing vegetation consists of tree cover concentrated near the northwest corner of the site and a large grass field for the remainder of the site. Site topography descends northwest at a moderate slope, with approximately forty feet of elevation change across the site. The topography surrounding the two existing single-family structures suggest fills of up to four feet were placed during construction of the buildings. Earth Solutions NW, LLC Conner Homes Group, LLC clo WestPac Development September 10, 2013 Subsurface ES-2972 Page 2 An ESNW representative observed, logged and sampled four test pits excavated at the site for purposes of assessing soil and groundwater conditions. The approximate locations of the test pits are illustrated on the Test Pit Location Plan (Plate 2). Please refer to the test pit logs provided in Appendix A for a more detailed description of the subsurface conditions. Topsoil was encountered to depths of approximately six inches. Fill was encountered at test pit location TP-4 to a depth of about one foot below existing grade. Chunks of old concrete foundation were also observed in fill areas at TP-4. Fill consisted primarily of medium dense silty sand with varying amounts of gravel (Unified Soil Classification SM). Native soils underlying the topsoil and fill were comprised primarily of dense to very dense silty sand with gravel (SM) associated with weathered and unweathered glacial deposits. Soil relative density generally increased with depth. In general, dense conditions were encountered at depths up to three and one-half feet below existing grades. Geologic Setting The geologic map of the area identifies glacial till (Qvt) deposits throughout the site and surrounding area. Based on the results of the subsurface investigation, the soils observed at the test sites are generally consistent with the glacial till. Groundwater No seepage was observed at test pit locations (August 2013). However, groundwater seepage should be expected in site excavations, given the observed soil conditions. Groundwater seepage rates and elevations fluctuate depending on many factors, including precipitation duration and intensity, the time of year, and soil conditions. DISCUSSION AND RECOMMENDATIONS Based on the results of our study, the residential development on the subject site is feasible from a geotechnical standpoint. The proposed residential structures can be supported on competent native soil generally encountered at depth of one to two feet below existing grades or on structural fill placed as part of the site grading activities. Where fill areas are proposed, compaction of the existing fill soils to structural fill specifications described later in this study will be necessary. This study has been prepared for the exclusive use of Conner Homes Group, LLC, and their representatives. No warranty, expressed or implied, is made. This study has been prepared in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. Earth Solutions NW. LLC Conner Homes Group, LLC clo West Pac Development September 10, 2013 Site Preparation and Earthwork ES-2972 Page 3 Site preparation activities will likely include removing the existing structure and associated improvements from the development envelope, establishing clearing limits and installing temporary erosion control measures. The primary geotechnical considerations during the proposed site preparation and earthwork activities will involve the overall cut and fill activities, structural fill placement and compaction, underground utility installations, and final building and pavement area subgrade preparation. We anticipate the mass grading will utilize a balanced approach, with cut soils used as structural fill elsewhere on-site. I Temporary Erosion Control Temporary erosion control measures should include, at a minimum, silt fencing placed along the downslope perimeter of the construction envelope, and a construction entrance consisting of quarry spalls to minimize off-site soil tracking and to provide a firm surface. Surface water must not be allowed to flow over, or collect above, temporary or permanent slopes. Interceptor drains or swales should be considered for controlling surface water flow patterns. ESNW should observe the erosion control measures, and provide supplement recommendations for minimizing erosion during construction. In-situ Soils From a geotechnical standpoint, the silty sand deposits encountered at the test pit locations are generally suitable for use as structural fill provided the soil moisture content at the time of grading allows compaction to the levels specified below. The moisture sensitivity of the silty sand deposits antiCipated to be exposed during grading activities can generally be characterized as moderate to high. Due to the moisture sensitive nature of the silty sand soil, successful use of the soil will largely be dictated by the moisture content at the time of placement and compaction. If the on-site soils cannot be successfully compacted, the use of an imported soil may be necessary. Imported soil intended for use as structural fill should consist of a well graded granular soil with a maximum aggregate grain size of six inches, and a moisture content that is at or near the optimum level. During wet weather conditions, imported soil intended for use as structural fill should consist of a well graded granular soil with a fines content of 5 percent or less defined as the percent passing the #200 sieve, based on the minus three-quarter inch fraction. Structural Fill Placement In general, areas to receive structural fill should be sufficiently stripped of organic matter and other deleterious material. Overstripping of the site and proposed fill surfaces should be avoided. ESNW should observe cleared and stripped areas of the site prior to structural fill placement. Earth Solutions NW. LLC Conner Homes Group, LLC c/o WestPac Development September 10, 2013 ES-2972 Page 4 Structural fill is defined as compacted soil placed in foundation, slab-on-grade, and onsite roadway areas. Fills placed to construct permanent slopes and throughout rockery, retaining wall, and utility trench backfill areas are also considered structural fill. Soils placed in structural areas should be placed in maximum 12 inch lifts and compacted to a relative compaction of 90 percent, based on the maximum dry density as determined by the Modified Proctor Method (ASTM 0-1557-02). In pavement areas, the upper 12 inches of the structural fill should be compacted to a relative compaction of at least 95 percent. City, county, or other jurisdiction compaction requirements may supercede the above recommendations in right-of-way areas. Subgrade Preparation Following site stripping and removal of the existing structural improvements, cuts and fills will be completed to establish the proposed subgrade levels throughout the site. Existing fill placed during the construction of the existing structures may need to be compacted to the requirements of structural fill, depending on field conditions. ESNW should observe the subgrade during the initial site preparation activities to confirm soil conditions and to provide supplemental recommendations for subgrade preparation, if necessary. The process of removing the existing building structure may produce voids where the old foundations are removed, and where basement or crawl space areas may have been present. Thorough restoration of voids from old foundation and basement areas must be completed as part of the overall subgrade and building pad preparation activities. The following guidelines for preparing the building subgrade areas should be incorporated into the final design: • Where voids and related demolition disturbances extend below the planned subgrade level, restoration of these areas should be completed. Structural fill should be used to restore voids or unstable areas resulting from the existing building removal. • Re-compact or overexcavate and replace areas of existing fill (if present) exposed at the building subgrade elevation. ESNW should confirm subgrade conditions and the required level of re-compaction or overexcavation and replacement during the site preparation activities. Overexcavations should extend to competent (medium dense) native soils and replaced with structural fill. • ESNW should confirm overall suitability of the prepared subgrade areas following the site work activities. Foundations The proposed residential structures can be supported on conventional spread and continuous footings bearing on competent native soil or structural fill. We antiCipate competent native soil suitable for support of foundations will generally be encountered at depths of one to two feet below existing grades. Building pad fill areas should be compacted to the specifications of structural fill previously described in this report. Where loose or unsuitable soil conditions are encountered at foundation subgrade elevations, compaction of the soils to the specifications of structural fill, or overexcavation and replacement with structural fill may be necessary. Earth Solutions NW. llC Conner Homes Group, LLC c/o WestPac Development September 10, 2013 For design the following parameters can be used for the foundation design: • Allowable soil bearing capacity • Passive earth pressure • Coefficient of friction 2,500 psf 350 pcf OAO ES-2972 Page 5 The passive earth pressure value provided above assumes the foundations are backfilled with structural fill, A factor-of-safety of 1,5 has been applied to these passive resistance and friction values, For short term wind and seismic loading, a one-third increase in the allowable soil bearing capacity can be assumed, With structural loading as expected, total settlement in the range of one inch is anticipated, with differential settlement of approximately one-half of an inch, The majority of the settlements should occur during construction, as dead loads are applied, Slab-an-Grade Floors Slab-on-grade floors for residential structures should be supported on competent native soil or structural fill, Unstable or yielding areas of the subgrade should be recompacted or overexcavated and replaced with suitable structural fill prior to construction of the slab. A capillary break consisting of a minimum of four inches of free draining crushed rock or gravel should be placed below the slab, The free draining material should have a fines content of 5 percent or less (percent passing the #200 sieve, based on the minus three-quarter inch fraction), In areas where slab moisture is undesirable, installation of a vapor barrier below the slab should be considered. If a vapor barrier is used it should consist of a material specifically designed for that use and be installed in accordance with the manufacturer's specifications. Seismic Considerations The 2009 International Building Code speCifies several soil profiles that are used as a basis for seismic design of structures, If the project will be permitted using the 2009 IBC, based on the soil conditions observed at the test sites, Site Class D, from table 1613.5,2, should be used for design. The 2012 IBC recognizes ASCE for seismic site class definitions. If the project will be permitted under the 2012 IBC, in accordance with Table 20.3-1 of ASCE, Minimum Design Loads for Buildings and Other Structures, Site Class D, should be used for design. In our opinion, liquefaction susceptibility at this site is low, The relative density of the site soils and the absence of a uniform, shallow groundwater table is the primary basis for this designation. Earth Solutions tolIN, LLC Conner Homes Group, LLC c/o WestPac Development September 10, 2013 Excavations and Slopes ES-2972 Page 6 The Federal and state Occupation Safety and Health Administration (OSHAIWISHA) classifies soils in terms of minimum safe slope inclinations. Based on the soil conditions encountered during our fieldwork, fill, weathered native soil and where groundwater is exposed would be classified by OSHAIWISHA as Type C. Temporary slopes over four feet in height in Type C soils should be sloped no steeper than 1,5H:1V (Horizontal:Vertical), Dense glacial till soils would be classified by OSHAIWISHA as Type A. Temporary slopes over four feet in height in Type A soils should be sloped no steeper than 0,75H:1V (Horizontal:Vertical), Temporary slopes steeper than the OSHAIWISHA guidelines detailed above may be acceptable depending on the actual conditions exposed during grading activities, ESNW should observe temporary and permanent slopes to confirm that the inclination is appropriate for the soil type exposed, and to provide additional grading recommendations, as necessary. If temporary slopes cannot be constructed in accordance with OSHAIWISHA guidelines, temporary shoring may be necessary. Permanent slopes should maintain a gradient of 2H:1V, or flatter, and should be planted with an appropriate species of vegetation to enhance stability and to minimize erosion. Utility Support and Trench Backfill In our opinion, the soils observed at the test pit locations are generally suitable for support of utilities. Excessively loose, organic, or otherwise unsuitable soils encountered in the trench excavations should not be used for supporting utilities. In general, the on-site soils observed at the test pit locations should be suitable for use as structural backfill in the utility trench excavations, provided the soil is at or near the optimum moisture content at the time of placement and compaction, Moisture conditioning of the soils may be necessary at some locations prior to use as structural fill. Utility trench backfill should be placed and compacted to the specifications of structural fill provided in this report, or to the applicable specifications of the County or other applicable jurisdiction or agency. Drainage Groundwater seepage was not encountered at the time of our fieldwork (August 2013). However, the presence of perched groundwater seepage should be anticipated during site excavations, particularly in the late fall, winter, spring and early summer months. Temporary measures to control groundwater seepage and surface water runoff during construction will likely involve interceptor trenches and sumps, as necessary, In our opinion, the proposed reSidential structures should incorporate footing drains around the outside perimeter of the foundations. A typical footing drain detail is provided on Plate 3 of this report. Surface grades adjacent to structures should slope away from the structures at a gradient of at least 2 percent. Earth Solutions I'IW, LLC Conner Homes Group, LLC clo WestPac Development September 10, 2013 Retaining Walls ES-2972 Page 7 Retaining walls should be designed to resist earth pressures and applicable surcharge loads. The following parameters can be used for preliminary retaining wall design: • Active earth pressure (yielding condition) 35 pet (equivalent fluid) • At-rest earth pressure (restrained condition) 55 pcf • Traffic surcharge (passenger vehicles) 70 psf (rectangular distribution) • Passive pressure 250 pcf (equivalent fluid) • Coefficient of friction 0.40 • Seismic surcharge 6H* (yielding condition) 14H* (restrained condition) 'Where H equals the retained height Additional surcharge loading from foundations, sloped backfill, or other loading should be included in the retaining wall design. Drainage should be provided behind retaining walls such that hydrostatic pressures do not develop. If drainage is not provided, hydrostatic pressures should be included in the wall deSign. ESNW should review any retaining wall designs to verify that appropriate earth pressure values have been incorporated into design and to provide additional recommendations. Retaining walls should be backfilled with free draining material that extends along the height of the wall, and a distance of at least 18 inches behind the wall. The upper one foot of the wall backfill can consist of a less permeable (surface seal) soil, if desired. A rigid, perforated drain pipe should be placed along the base of the wall, and connected to an approved discharge location. Pavement Sections The performance of site pavements is largely related to the condition of the underlying subgrade. To ensure adequate pavement performance, the subgrade should be in a firm and unyielding condition when subjected to proofrolling with a loaded dump truck. Structural fill in pavement areas should be compacted to the specifications previously detailed in this report. It is possible that soft, wet, or otherwise unsuitable subgrade areas may still exist after base grading activities. Areas containing unsuitable or yielding subgrade conditions will require remedial measures such as overexcavation and thicker crushed rock or structural fill sections prior to pavement. For lightly loaded pavement areas subjected primarily to passenger vehicles, the following preliminary pavement sections can be considered: Earth Solutions ~. LLC Conner Homes Group, LLC c/o West Pac Development September 10, 2013 ES-2972 Page 8 • Two inches of hot mix asphalt (HMA) placed over four inches of crushed rock base (CRB), or; • Two inches of HMA placed over three inches of asphalt treated base (ATB). For relatively high volume, heavily loaded pavements subjected to occasional truck traffic, the following preliminary pavement sections can be considered: • Three inches of HMA placed over six inches of CRB, or; • Three inches of HMA placed over four inches of ATB. The HMA, ATB and CRB materials should conform to WSDOT specifications. All soil base material should be compacted to at least 95 percent of the maximum dry density. Final pavement design recommendations can be provided once final traffic loading has been determined. City of Renton road standards may supersede the recommendations provided in this report. LIMITATIONS The recommendations and conclusions provided in this geotechnical engineering study are professional opinions consistent with the level of care and skill that is typical of other members in the profession currently practicing under similar conditions in this area. A warranty is not expressed or implied. Variations in the soil and groundwater conditions observed at the test sites may exist, and may not become evident until construction. ESNW should reevaluate the conclusions in this geotechnical engineering study if variations are encountered. Additional Services ESNW should have an opportunity to review the final deSign with respect to the geotechnical recommendations provided in this report. ESNW should also be retained to provide testing and consultation services during construction. Earth Solutions NW, LLC Reference: King County, Washington Map 656 By The Thomas Guide Rand McNally 32nd Edition tions NWLLe Construction Monitoring ~ I SCiences Vicinity Map ~'~ . Rosa Property Renton, Washington NOTE This plate may contain areas of color ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Drwn. GLS Checked SCW Proj. No. 2972 Plate ~ - -s:,~,~,~ -1--,---;--- " -iTP-1 LEGEND TP-1-i-Approximate Location of I ESNW Test Pit, Proj. No. ES-2972, Aug. 2013 ---1 I I Subject Site 1 __ - 4 Proposed Lot Number NOTE: The graphics shown on this plale are not intended for design purposes or precise scale measurements, but only to illustrate the approximate test locations relative 10 the approximate locations of existing and I or proposed site features. The information illustrated is largely based on dala provided by the client at Ihe time of our study. ESNW cannol be responsible for subsequent design changes or inlerpretation of the data by others. NOTE: This plate may contain areas of color. ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plale. • '4 15 16 S. 28TII S I. I !1 \ -----\ .JL 12 \ 'I TP-3 \ --------.!--'------..I. NORTH ~j Not -To -Scale Solutions NWLU nkal Englneenng ConstrUCtion MOil LO Il~ and Environmental SCiences Test Pit Location Plan Rosa Property Renton, Washington Drwn. GLS Date 08/29/2013 Proj. No. 2972 Checked SCW Date Aug. 2013 Plate 2 Slope ---.. 2" (Min.) Perforated Rigid Drain Pipe (Surround with 1" Rock) NOTES: • Do NOT tie roof downspouts to Footing Drain. • Surface Seal to consist of 12" of less permeable, suitable soil. Slope away from building. LEGEND: 1<':-:-: <I Surface Seal; native soil or :::::::::: other low permeability material. 1" Drain Rock SCHEMATIC ONLY -NOT TO SCALE NOT A CONSTRUCTION DRAWING • h Solutions NWlU meal Englneenng ConstrUCtlorl MOil Will'S t and EnVironmental SClcncc~ I Drwn. GLS FOOTING DRAIN DETAIL Rosa Property Renton, Washington Date 09/10/2013 Proj. No. 2972 Checked SCW Date Sept. 2013 Plate 3 Appendix A Subsurface Exploration ES-2972 The subsurface conditions at the site were explored by excavating four test pits at the approximate locations illustrated on Plate 2 of this report. The test pit logs are provided in this Appendix. The subsurface exploration was completed in August 28, 2013. The final logs represent the interpretations of the field logs and the results of laboratory analyses. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. Earth Solutions NW. LLC Earth Solutions NWLLC SOIL CLASSIFICATION CHART MAJOR DIVISIONS TYPICAL DESCRIPTIONS CLEAN GRAVEL GRAVELS AND GRAVELLY SOILS (LITTlE OR NO ANES) COARSE GRAINED GRAVELS WITH SOILS MORE TlWI50% FINES OF COARSE FRACTION RETAINED ON NO. 4 SIEVE (APPRECIABLE AMOUNT OF FINES) CLEAN SANDS MORE THAN 50% SAND OF MATERIAL IS AND LARGER THAN SANDY NO. 200 SIEVE SOILS SIZE (LITTlE OR NO FINES) SANDS WITH MORE THAN 50% FINES OF COARSE FRACTION PASSING ON NO. 4 SIEVE (APPRECIABLE AMOUNT OF AHES) SILTS UOUIDUMIT FINE AND GRAINED CLAYS LESS THAN 50 SOILS MORE THAN 50% OF MATERIAL IS SMAUERTHAN NO. 200 SIEVE SIZE SILTS AND LlQUlDUMIT CLAYS GREATER THAN 50 HIGHLY ORGANIC SOILS GP SP OH PT WEll-GRADED GRAVELS, GRAVEL- SAND MIXTURES, UTILE OR NO FINES POORLY-GRADED GRAVELS, GRAVEL -SAND MIXTURES, UTILE OR NO FINES SIL TV GRAVELS. GRAVEL -SAND - SILT MIXTURES CLAYEY GRAVELS. GRAVEL -SAND. CLAY MIXTURES WELL-GRADED SANDS, GRAVELLY SANDS, LITTlE OR NO ANES POORLY-GRADED SANDS. GRAVEllY SAND. LITTlE OR NO FINES SIL TV SANDS. SAND -SILT MIXTURES CLAYEY SANDS, SAND -CLAY MIXTURES INORGANIC SILTS. MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTVS04LS INORGANIC CLAYS OF HIGH PLAsnclTY ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY. ORGANIC SILTS PEAT. HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS DUAL SYMBOLS are used to indicate borderline soil claSSifications. The diSCUSSion in the text of this report is necessary for a proper understanding of the nature of the material presented in the attached logs. • Earth Solutions NW TEST PIT NUMBER TP-1 1805 136th Place N.E., Suite 201 PAGE 1 OF 1 Bellevue, Washington 98005 Telephone: 425-284-3300 CLIENT Conner Homes Grou~ PROJECT NAME Rosa Pro~e!1ll PROJECT NUMBER 2972 PROJECT LOCATION Renton Washington DATE STARTED 8128/13 ____ COMPLETED 8/28113 GROUND ELEVATION 4351\ TEST PIT SIZE --~-.-- EXCAVATION CONTRACTOR NW Excavating GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION ~ ---------~---~-----.---~-~ ---------. LOGGED BY ~---CHECKED BY sew AT END OF EXCAVATION ---- NOTES De~th of TQI1soil & Sod 6": forest duff AFTER EXCAVATION - w 0.. 0 :I: ~ffi .; ~8 fuE will TESTS <..i MATERIAL DESCRIPTION --l:;; .; ~--l " 0.." ;;;j :;;z c.? c,; 0 TPSL" 0.' TOPSOil. scattered roots .4~~ Tan sitty SAND with gravel, medium dense, damp MC=6.30% SM -partially cemenled f--3 .• 432.0 Gray silty SAND wilh gravel, dense. moist MC=9.40% -becomes very dense r--L SM -scattered cobble. MC=8.80% 8.' 426.5 Test p~ terminated at 8.5 feet below existing grade. No groundwater encOuntered during excavation. Bottom of test pit at 8.5 feet. • Earth Solutions NW TEST PIT NUMBER TP-2 1805 136th Place N.E., Suite 201 PAGE 1 OF 1 Bellevue, Washington 98005 Telephone: 425-284-3300 CLIENT Conner Homes GroJ!P ___ PROJECT NAME Rosa Prope~ ---._- PROJECT NUMBE~_.2_9.?2 PROJECT LOCATION. Remon Wa~ton DATE STARTED 8/28113 COMPLETED 8/28113 GROUND ELEVATION ~-TEST PIT SIZE ------"- EXCAVATION CONTRACTOR NW Excavating GROUND WATER LEVELS: EXCAVATION METHOD ----------,--AT TIME OF EXCAVATION -----_. ._-- LOGGED BY SCW CHECKED BY SCW AT END OF EXCAVATION --- NOTES ~lhofTopsoU&Sod6"~. .-AFTER EXCAVATION -- w n. t) ~g ~ffi <Ii ~8 w m TESTS <.i MATERIAL DESCRIPTION ..... :; (I) ~ ..... n." 0 !Z " C) 0 TPSL '-' 0.' TOPSOIL, scattered roots 452.5 Brown silty SAND with gravel, medium dense, damp SM -becomes dense MC=7.20% r---3 .• -----450.0 Gray silly SAND with gravel, dense, moist -scattered cobbles -...L.. SM Me= 10.40% •. 0 445.0 Test pit terrnina1ed at 8.0 feet below existing grade. No groundwater encountered during excavation. Bottom of test pit at 8.0 feet. 0 ~ ~ I ~ I ~ ~ I w • Earth Solutions NW 180S 136th Place NE, Suite 201 Bellevue, Washington 9800S Telephone: 42S-284-3300 CUENT Conner Homes Group PROJECT NUMBER 2972 TEST PIT NUMBER TP-3 PAGE 1 OF 1 PROJECT NAME Rosa ~. ____________ _ PROJECT LOCATION Renton, Washington DATE STARTED 8128113 _ _ COMPLETED -,8",12.,8 ... 11",3,-__ GROUND ELEVATION ...:4",Scc1 ... ft __ _ TEST PIT SIZE _____ _ EXCAVATIONCONTRACTOR-,N~W~~~a~v~a~ti~ngL-_______ _ GROUND WATER LEVELS: EXCAVAnON METHOD . ______ . __ AT TIME OF EXCAVAnON . -____ . ___ . __ ... __ LOGGED BY -'S"'C!!W"--___ _ CHECKED BY -'S"'C"'W"-__ _ AT END OF EXCAVATION -='-__________ _ NOTES Depth of Topsoil & Sod 6": thick grass AFTER EXCAVATION W Do-0 :r ~ffi <Ii t:i1? will U IC) TESTS "'-0 w-~:::; <Ii ~-' 0 t~ ::i C) MATERIAL DESCRIPTION 0 TPSL '--' '0.5 TOPSOIL, roots 450.5 8M MC: 12.10% --- SM MC:9.20% Brown silty SANO with gravel, medium dense, damp 3.0 -becomes moist Gray silty SA~NC"D-wit-,.c-h-gra-ve--C-I,-'de-ns-e,-m-ot-'.s-'t---------------"'''''''''''I.0 -partially cemented -scattered oobble. -becomes very dense 7.5 443.5 Test p~ terminated at 7.5 feet below existing grade. No groundwater enoountered during excavation. Bottom of test pit at 7.5 feet. IL-__ L-__ ~ ____________ ~ __ L-__ L-_______________________________________________________ ~ • Earth Solutions NW TEST PIT NUMBER TP-4 1805 136th Place N.E.. Su~e 201 PAGE 1 OF 1 Bellevue, Washington 98005 Telephone: 425-284-3300 CLIENT Conner Homes GTOU~ PROJECT NAME Rosa Proll!!!!Y PROJECT NUMBER 2972 Pl!0_~ECT LOCATION Renton. Washington .-= .- DATE STARTED 8/28/13 ___ COMPLETED 8128113 GROUND ELEVATION 450 ft TEST PIT SIZE ----- EXCAVATION CONTRACTOR NW EXC!lyatlng .. _. GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION ---------~--.. _--"._-_ .. ._----_ .. _- LOGGED BY scw CHECKED BY SCW AT END OF EXCAVATION - NOTES De~th of Toosoll & Sod 6": grass AFTER EXCAVATION w J: ~ffi oj () :I:(!) !i;g w m TESTS (j 0.0 MATERIAL DESCRIPTION ->::< oj ~-> 0 0.:::. ::i ~z (!) (J) 0 SM (Conaete obstruction -moyeO axcavallon 3' west) Brown silty SAND. medium dense. moist (Fill). concrete chunks 1.0 ..... 0 Brown silty SAND with gravel. medium dense. moist MC~8.80% SM 1-3 .• 447.0 Graysilty SAND with gravel. dense, moist Me = 11.80% -partially cemented r--L SM -scattered cobbles -becomes very dense MC = 10.50% 7.5 442.5 Test pllterminated at 7.5 feet below existing grade. No groundwater encountered during excavation. Bottom of te.t pH at 7.5 feet. AppendixB Laboratory Test Results ES-2972 Earth Solutions /NIl, LLC • Ea~h Solutions NW GRAIN SIZE DISTRIBUTION , . t • 1805 -136th Place N.E., Suite 201 SeHevue, WA 98005 Telephone: 42S-284-3300 CLIENT Conner Homes Grou~ LlC PROJ!;CT NAM!; Rosa PROJ!;CT NUMB!;R ES-2972 PROJECT LOCA nON Renton u.s. SIEVE OPENING iN INCHES I U.S. SIEVE NUMBERS I HYDROMETER 6 4 , 2 15 1 1123IB 3 4 6 8101416 20 ao 40 50 60 100140200 100 K "-tl I I I I I I 95 ~ I"- 90 85 ~ 80 ~ :r. 75 70 ~ I-65 l~ I ~ 60 I~ f\ ~ ~ 55 ~ 0: UJ 50 1\ \ z ii: !z 45 '\ UJ !;! 40 UJ II. 35 30 25 20 15 10 5 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS I COBBLES I GRAVEL I SAND I SILT OR CLAY coarse fine I coarse I medium I flne 1 Specimen Identification Classification LL PL PI Cc Cu 0 TP-1 2,Oft. USDA: Brown Sandy Loam. uses: SM, I2l TP-3 3.Oft, USDA: Brown Loam. uses: SM. Ie, TP4 7.Sft. USDA: Brown Gravelly Sandy Loam. uses: SM. Specimen Identification D100 060 030 D10 %Silt %Clay .0 TP-1 2.Oft. 19 0.194 44.0 I2l TP-3 3.0ft_ 19 0,212 44.9 Ie, TP4 7.SfiL 37.5 0,278 36.9 EMAIL ONLY Distribution ES-2972 Conner Homes Group, LLC clo WestPac Development 7449 West Mercer Way Mercer Island, Washington 98040 Attention: Mr. Peter O'Kane Earth SolUtions torW, LLC September 24, 2013 ES-2972.02 Conner Homes Group 846 - 1 08th Ave Northeast, Suite 205 Bellevue, Washington 98005 Attention: Mr. Kyle Kittelman Subject: Preliminary Coal Mine Hazard Evaluation Proposed Residential Development 2724 Benson Road South Renton, Washington Reference: Earth Solutions NW, LLC Geotechnical Engineering Study ES-2972, dated September 10, 2013 Dear Mr. Kittelman: Earth Solutions NW LLC • Geotechnicdl Engineering • Construction Monitoring • I::nvironmental Sciences In accordance with your request, Earth Solutions NW, LLD (ESNW) has prepared this letter providing a summary of our preliminary coalmine hazard evaluation for the subject property. Records Review The subject property is located along the east side of Benson Road South in Renton, Washington. This general area has been identified as a potential coal mine hazard area due to historic mining records. We reviewed maps K32a through K32e of the King County Coal Mine Maps inventory. Based on review, it appears that the Benson Mine was located north of the subject site about 400 feel. The majority of the mining activity appears to have been located north of South Puget Drive and to the east of Benson Road South. Summary and Opinion Based on our review of readily available coal mine maps for the area, in our opinion, the subject site is not located within a coal mine hazard area. Consistent with section 4-3-050 J1e of the Renton Municipal Code, the site should be classified as a Low Coal Mine Hazard area. LIMITATIONS The recommendations and conclusions provided in this letter are professional opInions consistent with the level of care and skill that is typical of other members in the profession currently practicing under similar conditions in this area. A warranty is not expressed or implied. Variations in the soil and groundwater conditions observed at the test site locations may exist, and may not become evident until construction. ESNW should reevaluate the conclusions in this preliminary geotechnical summary if variations are encountered. 1805 -136th Place N.E., Suile 201 • Bellevue, WA 98005 • (425) 449-4704 • FAX (425) 449-4711 Conner Homes Group September 24,2013 ES-2792.02 Page 2 We trust this geotechnical summary meets your current needs. If you have any questions, or if additional information is required, please call. Sincerely, EARTH SOLUTIONS NW, LLC C.' ...,-c:?V ~~~r' Kyle R. Campbell, P.E. Principal Earth Solutions NW, LLC APPENDIXC Conveyance Analysis StormShed 3G N-D03 N-023 a N-on N 15 19 N-02 :q,'I N-020 N-010 On Site Conveyance System Layout Report: Rosa I Event IPrecip (in) 12 yr 24 hr I 2.00 110 year I 2.90 125 year I 3.40 IIOOyear I 3.90 Reach Records Record ld: P-004 ISection Shape: ~--~~-~--,----:----- Circular IUniform Flow Method: I Manning's ICoefficient: I 0.012 IRouting Method: ! Travel Time Shift IContributing Hyd I ! IDnNode I N-003 iUpNode I N-004 IMaterial I unspeci fi ed ~ I 24 in Diam lEnt Losses I Groove End w/Headwall ILength I 93.00 ft ISlope I 0.69% [Up Invert I 416.64ft IDn Invert I 416.00 ft I Conduit Constraints I Min Vel I Max Vel I Min Slope I Max Slope I Min Cover I 2.00 fils I 15.00 ft/s I 0.50% I 2.00% I 3.00 ft IDrop across MH I 0.00 ft IEx/Infll Rate I 0.00 inlhr Record ld: P-005 ISection Shape: Circular IUniform Flow Method: I Manning's ICoefficient: I 0.012 IRouting Method: I Travel Time Shift IContributing Hyd I IDnNode I N-004 IUpNode I N-005 IMaterial I unspecified ISize I 18 in Diam lEnt Losses I Groove End w/Headwall ILength I 24.00 ft ISlope I 17.96% Iup Invert I 421.45 ft IOn Invert I 417.14ft I Conduit Constraints I Min Vel I Max Vel I Min Slope I Ma~ Si~pe---I Min Cover I 2.00 ft/s I 15.00 ft/s I 0.50% I 2.00% I 3.00 ft IOrop across MH I 0.00 ft IEx/lnfil Rate I 0.00 inlhr Record Id: P-006 ISection Shape: Circular IUniform Flow Method: , ICoeffi~i~t:-I I Manning's 0.012 IRouting Method: I Travel Time Shift IContributing Hyd I IOnNode I N-004 IUpNode I N-006 IMaterial I unspecified ISize I 18 in Diam lEnt Losses I Groove End w/Headwall ILength I 54.00 ft ISlope I 8.44% Iup Invert I 426.01 ft IOn Invert I 421.45 ft I Conduit Constraints I Min Vel I Max Vel I Min Slope T--Max Slope I Min Cover I 2.00 fils I 15.00 ft/s I 0.50% I 2.00% I 3.00 ft IOrop across MH I 0.00 ft IEX/lnfil Rate I 0.00 inlhr Record Id: P-007 ISection Shape: Circular IUniform Flow Metbod: I Manning's ICoefficient: I 0.012 IRouting Method: I Travel Time Shift IContributing Hyd I IOnNode I N-006 IUpNode I N-007 IMaterial I unspecified ISize I 18 in Diam lEnt Losses I Groove End wlHeadwall ILength I 37.00 ft ISlope I 5.81% Iup Invert I 428.16ft IOn Invert I 426.01 ft I Conduit Constraints I I Min Vel I Max Vel I Min Slope I Max Slope I Min Cover I 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft IDrop across MH 0.00 ft IEx/lnfil Ratc I 0.00 in/hr Record Id: P-008 [Section Shape: Circular IUniform Flow Method: Manning's ICoefficient: I 0.012 IRouting Method: Travel Time Shift IContributing Hyd I IDnNode N-007 IUpNode [ N-008 [Material Closed Conduits, Concrete Pipe ISize [12 in Diam· [Ent Losses Groove End w/Headwall [Length 33.00 ft ISlope I 5.27% [Up Invert 430.40 ft IDn Invert -[42S-:-66ft --_ ... _._------- I Conduit Constraints I Min Vel I Max Vel I Min Slope iM------Max Slope r Min Cover nJiOft;~I----~--- I I I 15.00 ft/s 0.50% 2.00% 3.00 ft ---- IDrop across MH [ 0.00 ft IEx/lnfil Rate I 0.00 inlhr ._----_ .. - Record Id: P-009 [Section Shape: Circular [Uniform Flow Method: Manning's [Coefficient: [ 0.012 IRouting Method: Travel Time Shift IContributing Hyd I IDnNode N-008 IUpNode I N-009 [Material Closed Conduits, Concrete Pipe ISize 112 inDiam [Ent Losses Groove End wlHeadwall ILength 107.00 ft ISlope [ 5.16% Iup Invert 435.92 ft IDn Invert [ 430.40 ft I Conduit Constraints [ Min Vel [ Max Vel I Min Slope I Max Slope I Min Cover I 2.00 ft/s [ 15.00 ft/s I 0.50% [ 2.00% I 3.00 ft IDrop across MH I 0.00 ft [Ex/lnfil Rate I 0.00 inlhr Record Id: P-OIO ISection Shape: Circular IUniform Flow Method: I Manning's ICoefficient: I 0.012 IRouting Method: I Travel Time Shift IContributing Hyd I IDnNode I N-009 IUpNode IN~OlO-- IMaterial I Closed Conduits, Concrete Pipe ISize 112 in Diam lEnt Losses I Groove End w/Headwall ILength I 131.00ft ISlope I 3.94% Iup Invert I --_.-- IDn Invert I 441.08 ft 435.92 ft --§ Conduit Constraints I Min Vel--I ---' I I I Max Vel Min Slope Max Slope Min Cover I 2.00 ft/s I 15.00 ft/s I 0.50% I 2.00% I 3.00 ft IDrop across MH I 0.00 ft !Ex/Infil Rate I 0.00 inlhr ----, -~----- Record Id: P-Oll ISection Sha_pe: . Circular , rU~if~rm Flow Method: I ICoefficient: 1 0-.012 -,.-~ Manning's IRouting Method: I Travel Time Shift IContributing Hyd I IDnNode I N-007 IUpNode I N-Oll IMaterial I unspecified ISize I 18 in Diam lEnt Losses I Groove End w/Headwall ILength I 56.00 ft ISlope I 3.23% Iup Invert I 429.97 ft IDn Invert I 428.16 ft I Conduit Constraints I Min Vel I Max Vel I Min Slope I Max Slope I Min Cover I 2.00 fils I 15.00 fils I 0.50% I 2.00% I 3.00 ft IDrop across MH I 0.00 ft IEx/Infil Rate I 0.00 inlhr Record Id: P-012 ISection Shape: Circular IUniform Flow Method: Manning's ICoefficient: 0.012 IRouting Method: Travel Time Shift IContributing Hyd I---~- IDnNode N-Oll IUpNode I N-012 IMaterial Closed Conduits, Concrete Pipe ISize 112 in Diam lEnt Losses Groove End w/Headwall ILength 51.00 ft ISlope I 9.24% Iup Invert 435.18 ft IDn Invert I 430.47 ft I Conduit Constraints I I Min Vel I Max Vel I Min Slope I Max Slope I Min Cover I 2.00 ft/s I 15.00 ft/s I 0.50% I 2.00% I 3.00 ft I IDrop across MH I 0.00 ft IEx/lnfil Rate I 0.00 inlhr Record Id: P-013 ISection Shape: ···-·----·-~--~I Circular IUniform Flow Method: I Manning's ICoefficient: I 0.012 IRouting Method: I Travel Time Shift IContributing Hyd I IDnNode I fUPNode"----1---- N-012 UpNode N-013 lMaterial I Closed Conduits, Concrete Pipe ISize 112 in Diam lEnt Losses I Groove End wlHeadwall ILength I 25.00 ft ISlope I 0.52% lup Invert I 435.31 ft IDn Invert I 435.18ft I Conduit Constraints I Min Vel I Max Vel I Min Slope I Max Slope I Min Cover I 2.00 fils I 15.00 fils I 0.50% I 2.00% I 3.00 ft IDrop across MH I 0.00 ft IEx/lnfil Rate I 0.00 inlhr Record Id: P-014 ISection Shape: Circular IUniform Flow Method: I Manning's ICoefficient: I 0.012 IRouting Method: I Travel Time Shift IContributing Hyd I IDnNode I N-012 IUpNode I N-014 IMaterial I unspecified ISize I 12 in Diam lEnt Losses I . - Groove End w/Headwall ILength I 201.00 ft ISlope I 5.01% Iup Invert I 445.25 ft IOn Invert I 435.18 ft - I Conduit Constraints I Min Vel I Max Vel I Min Slope I Max Slope I Min Cover I 2.00 ft/s ITs·OOft/s I 0.50% I 2.00% I 3.00 ft IOrop across MH -r 0.00 ft IEx/lnfil Rate I 0.00 inlhr ~--"" Record Id: P-015 ISection Shape: 1----Circular IUniform Flow Method: .1 Manning_'s ICoefficient: 0.012 IRouting Method: I Travel Time Shift IContributing Hyd r IOnNode I .. IUpNode I N-014 N-015 IMaterial I Closed Conduits, Concrete Pipe ISize 112 in Diam lEnt Losses I Groove End w/Headwall ILength I --~- ISlope I 23.00 ft 0.52% Iup Invert -~---.-" I IOn Invert ,-445.25 ft 445.37 ft I Conduit Constraints I Min Vel I Max Vel I Min Slope I Max Slope I Min Cover I 2.00 ft/s I 15.00 ft/s I 0.50% I 2.00% I 3.00 ft IOrop across MH I 0.00 ft IExlInfil Rate I 0.00 inlhr Record Id: P-016 ISection Shape: Circular IUniform Flow Method: I Manning's ICoefficient: I 0.012 IRouting Method: I Travel Time Shift IContributing Hyd I IOnNode I N-014 IUpNode I N-016 IMaterial I unspecified ISize I 12 in Diam lEnt Losses I Groove End w/Headwall ILength I 34.00 ft ISlope I 3.00% Iup Invert I 446.27 ft IOn Invert I 445.25 ft Conduit Constraints ---I M~~5~~pe r---~M--::;,--~o::-:~c:c~.,.:op~e--:u---~I.~o~.-o~fto~el~nrih--r- ~o:oO ft-~ ---rEx/lnfil Rate I Min Vel I Max Vel ,------,------I 2.00 fils I 15.00 ft/s IDrop across MH Record Id: P-017 ISection Shape: Circular iUniform Flow Method: I Manning's 0.012 iR~~fu;.gMeth~d;--------. -I Travel Time Shift IContributing Hyd IDnNode I N-OI6 IUpNode N-017 IMaterial I unspecified ISize I 12 in Diam lEnt Losses 1---Groove End w/Headwall ILength I 106.00 ft ISlope ---1-1.50% Iup Invert I 447.86 ft IDn Invert I 446.27 ft I Conduit Constraints I I Min Vel I Max Vel I Min Slope I Max Slope I Min Cover I I 2.00 ft/s r---15.00W-s -I 0.50% I 2.00% I 3.00 ft I --- IDrop across MH I 0.00 ft IEx/lnfil Rate I 0.00 inlhr Record Id: P-018 ISection Shape: Circular IUniform Flow Method: I Manning's ICoefficient: I 0.012 IRouting Method: I Travel Time Shift IContributing Hyd I IDnNode I N-014 IUpNode I N-OIS IMaterial I Closed Conduits, Concrete Pipe ISize I 12 in Diam lEnt Losses I Groove End w/Headwall ILength I 205.00 ft ISlope I 1.41% Iup Invert I 448.14 ft IDn Invert I 445.25 ft I Conduit Constraints I Min Vel I Max Vel I Min Slope I Max Slope I Min Cover I 2.00 ft/s I 15.00 ft/s I 0.50% I 2.00% I 3.00 ft IDrop across MH 0.00 ft IExlInfil Rate I 0.00 inlhr I ----~--, Record Id: P-019 ISection Shape: I Circular I luniform Flow Method: I Manning's Icoefficient: 0.012 IRouting Method: I-Travel Time Shift IContributing H;;d- IDnNode I N-018 IUpNode N-019 IMaterial I Closed Conduits, Concrete Pipe ISize I 12 in Diam lEnt Losses I ------- Groove End w/Headwall ILength --I 33.00 ft [Slope I 3.39% Iup Invert I 449.26 ft IDn Invert I 448.14 ft I - Conduit Constraints j I Min Vel I Max Vel I Min Slope I Max Slope I Min Cover I 2.00 ft/s T 15.00 fils I 0.50% I 2.00% ._--r---3.00 ft IDrop across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-020 ISection Shape: Circular IUniform Flow Method: I Manning's ICoefficient: I 0.012 IRouting Method: I Travel Time Shift IContributing Hyd I IDnNode I N-009 IUpNode I N-020 IMaterial I unspecified ISize I 6 in Diam lEnt Losses I Groove End w/Headwall ILength I 20.00 ft ISlope I 9.10% Iup Invert I 438.24 ft IDn Invert I 436.42 ft I Conduit Constraints I Min Vel I Max Vel I Min Slope I Max Slope I Min Cover I 2.00 ft/s I 15.00 ft/s I 0.50% I 2.00% I 3.00 ft IDrop across MH I 0.00 ft IEx/lnfil Rate I 0.00 inlhr Record Id: P-021 ISection Shape: Circular IUniform Flow Method: Manning's ICoefficient: I 0.012 IRouting Method: Travel Time Shift IContributing Hyd I IDnNode N-OII-~--IUpNode I N-021 IMaterial unspecified ISize ~Diam- lEnt Losses Groove End w/Headwall ILength 22.00 ft ISlope I 11.64% Iup Invert 433.53 ft IDn Invert I 430.97 ft I Conduit Constraints I Min Vel I Max Vel I Min Slope IMaxSlope I Min Cover I 2.00 ft/s I 15.00 ft/s I 0.50% I 2.00% I 3.00 ft IDrop across MH I 0.00 ft IEx/lnfil Rate I 0.00 inlhr Record Id: P-022 ISection Shape: Circular IUniform Flow Method: I Manning's rc;;efficient: I 0.012 IRouting Method: I Travel Time Shift IContributing Hyd I IDnNode I N-OII IUpNode I N-022 IMaterial I unspecified ISize I 6 in Diam lEnt Losses I Groove End w/Headwall ILength I 43.00 ft ISlope I 5.60% Iup Invert I 433.38 ft IDn Invert I 430.97 ft I Conduit Constraints I Min Vel I Max Vel I Min Slope I Max Slope I Min Cover I 2.00 ft/s I 15.00 fils I 0.50% I 2.00% I 3.00 ft IDrop across MH I 0.00 ft IEx/lnfil Rate I 0.00 inlhr Record Id: P-023 ISection Shape: Circular IUniform Flow Method: Manning's ICoefficient: 0.012 IRouting Method: Travel Time Shift IContributing Hyd IDnNode I N-015 IUpNode I N-023 IMaterial I unspecified ISize I 6 in Diam lEnt Losses I Groove End w/Headwall ILength I 17.00 ft ISlope 1 2 .18 %-- Iup Invert I 446.24 ft IDn Invert I 445.87 ft I Conduit Constraints ---- I Min Vel I Max Vel I Min Slope I Max Slope I Min Cover I 2.00 ft/s I 15.00 fils I 0.50% I 2.00% I 3.00 ft IDrop across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-024 ISection Shape: Circular IUniform Flow Method: I Manning's ICoefficient: I 0.012 IRouting Method: I Travel Time Shift IContributing Hyd I IDnNode I N-019 IUpNode I N-024 IMaterial -~,---._. I ISize I unspecified 8 in Diam lEnt Losses I ------ Groove End w/Headwall ILength I 13.00 ft ISlope I 1.62% Iup Invert I 449.97 ft IDn Invert I 449.76 ft I Conduit Constraints I Min Vel I Max Vel I Min Slope I Max Slope I Min Cover I 2.00 ft/s I 15.00 fils I 0.50% I 2.00% I IDrop across MH I 0.00 ft IEX/lnfil Rate Node Records Record Id: N-003 IDescrip: IIncrement 10.10 ft I rIS-ta-rt-E-I.--rI4-1-6-.5-0-ft---------------~IM~a-x=EI~.----il~42~1~.5~0~ft----- ~IV=ol=·d=R=at=io~;I=lO=O=.O=o================Ir_----___ ;I __________ r ICondition IProposed IStructure Type ICB-TYPE 2-48 lEnt Ke IGroove End w/Headwall (ke=0.20) IChannelization INo Special Shape 3.00 ft I 0.00 inlhr [Catch [0.00 ft [Bottom Area [12.5664 sf [MH/CB Type Node Record Id: N-004 [Oescrip: [Increment [0.10 ft I [Start EI. [417.64 ft -[Max El. r---[42C-:8-.1-c4-:ft--- [Void Ratio [100.00 [[ r [Condition [Proposed [Structure Type [CB-TYPE 2-48 [Ent Ke [Groove End w/Headwall (ke~0.20) ~~~;;;;;: [No Special Shape [Catch [ilOofi [Bottom Area [12.5664 sf [MH/CB Type Node Record Id: N-005 [Oescrip: [ [Increment [0.10 ft I ICSt-art-=E~I.-r[4-:2~1.~95~ft--------rIM~ax~E=I-.--r[4~2~8.-:4~5~ft---- ,[V_O_id_R_m_io_r[_10_0_.0_0 _________ [ r[ _____ r ICondition [Proposed ~t~Type [CB-TYPE 2-48 [Ent Ke ~ End w/Headwall (ke~0.20) [Channelization [No Special Shape [Catch [0.00 ft [Bottom Area [12.5664 sf [MH/CB Type Node Record Id: N-006 [Oescrip: [Increment [0.10 ft I [Start El. [426.51 ft [Max EI. [431.51 ft [Void Ratio [100.00 [[ r [Condition [Proposed C::-[S-tru-c-tu-r-e -T-yp-e-'[C-=-B=-_-=T=Y=P-=EC-:2'-_4-c-8:-- [Ent Ke [Groove End w/Headwall (ke=0.20) [Channelization [No Special Shape [Catch [0.00 ft [Bottom Area [12.5664 sf [MH/CB Type Node Record Id: N-007 IDcscrip: IIncrement 10.1 ° it IStart EI. 142s.66 it IMax El. 1433.66 ft IVoid Ratio :-110_o_.°_° ________ 1 I ICondition IProposed ~~~Type rIC-B-.T-Y-P-E-2-.-4-S- ~-IGr~-;;·veEnd w/Headwall (ke=0.20) IChannelization INo Special Shape ICatch 10.00 ft IBottom Area 112.5664 sf IMH/CB Type Node Record Id: N-008 rDe;~·-r IIncrement 10.10 ft I ~ IStart EI. 1430.40 ft IMax EI. 1435.40 ft !Void Ratio 1100.00 I I r ICondition IProposed IStructure Type ICB. TYPE 2·48 lEnt Ke IGroove End w/Headwall (ke=0.20) IChannelization INo Special Shape I Catch 10.00 ft IBottom Area 112.5664 sf IMH/CB Type Node Record Id: N-009 IDescrip: I Increment 10.10 it I :----:---:----~-:-- IStart EI. 1435.92 ft IMax El. 1440.92 ft :-IV_01_·d_R_m_io_~II_O_O._OO _________ :I ____ .~I _____ r ICondition IProposed IStructure Type ICB.TYPE I lEnt Ke IGroove End wlHeadwall (ke=0.20) IChannelization INo Special Shape ICatch 10.00 it IBottom Area 13.97 sf IMH/CB Type Node Record Id: N-OtO IDescrip: IIncrement 10.1 ° ft I :----:---~--~~- IStart El. 1441.os ft IMax El. 1446.08 it :----------------------r---------r----------r IVoid Ratio :-11_00_.0_0 ________ :-1 ____ :-1 ____ _ ICondition IProposed IStructure Type ICB. TYPE I lEnt Ke IGroove End w/Hcadwall (ke=0.20) IChannelization ~~~ ICatch 10.00 ft IBottom Area 13.97 sf IMH/CB Type Node Record Id: N-Oll IDescrip: I IIncrement 10.1 0 ft I IStart El. rI43:-cO-Ac-:-7--=-ft--------rIM-::-a-xcE-:-1. --rI43"-:5-:-A:-::7--=-ft--- IVoid Ratio Ir:--Io::-::o-::.O-::-O--------r-I ----I I ICondition IProposed IStructure Type Ic-C-B--T-Y-P-E-2---48- lEnt Ke IGroove End wlHeadwall (ke=0.20) IChannelization INo Special Sh~p;;- ICatch 10.00 ft IBottom Area 112.5664 sf IMHlCB Type Node Record Id: N-012 IDescrip: I IIncrement 10.10 ft I ICSt-m-=El-:-.-rI4--=-3--=-5.-::-18::-::ft~-------rlM~ax~E=I-.--rI4::-::4--=-0.--=-1-:-8cft---- IVoid Ratio 1100.00 1---------1 I ICondition IProposed IStructure Type ICB-TYPE 2-48 lEnt Ke IGroove End w/Headwall (ke=0.20) ~~;;-iization INo Special Shape ICatch 10.00 ft IBottom Area 112.5664 sf IMH/CB Type Node Record Id: N-013 IDescrip: I IIncrement 10.10 ft IStart El. 1435.31 ft IMax El. 1440.18 ft IVoid Ratio 1100.00 I I ICondition IProposed IC::cS-tru-c-tu-re~T=-yp-e·i-:IC=BC-:-_T=Y=-P=E::--:-1 -- lEnt Ke IGroove End w/Headwall (ke=0.20) IChannelization INo Special Shape ICatch 10.00 ft IBottom Area 13.97 sf IMHlCB Type Node Record Id: N-014 IDescrip: I IIncrement 10.10 ft I IStart El. 1445.25 ft IMax EI. rc-145-:C:0-'.0C-::6--=ft--- IVoid Ratio 1100.00 I I r ICondition IProposed [Structure Type ICB-TYPE 2-48 lEnt Ke IGroove End w/Headwall (ke=0.20) IChannelization INo Special Shape ICatch 10.00 ft IBottom Area 112.5664 sf IMH/CB Type Node Record Id: N-OIS IDescrip: IIncrement 10.10 ft II IStart El. 1445.37 ft IMax EI. 1rc-45-:C:0-'.0C-::6--=ft--- IVoid Ratio 1100.00 __ n_____ I I r ICondition IProposed IStructure Type [CS-TYPE I lEnt Ke IGroove End w/Headwall (ke=0.20) IChannelization INo Special Shape ICatch 10.00 ft IBottom Area 13.97 sf IMH/CB Type Node Record Id: N-016 IDescrip: IIncrement 10.10 ft I IStart EI. 1446.27 ft IMax El. 1r-4S-I-.2-7-ft--- IVoid Ratio 1100.00 I I r ICondition IProposed IStructure Type ICB-TYPE I lEnt Ke IGroove End w/Headwall (ke=0.20) IChannelization INo Special Shape ICatch 10.00 ft IBottom Area 13.97 sf IMH/CB Type Node Record Id: N-017 IDescrip: IIncrement 10.10 ft IStart El. 1447.86 ft IMaxEI. 1452.86 ft ICondition IProposed IStructure Type ICB-TYPE I lEnt Ke IGroove End w/Headwall (ke=0.20) IChannelization INo Special Shape rc;rtch--Io.oo ft IBottom Area 13.97 sf IMH/CB Type Node Record ld: N-018 IDesctip: Ilncrement 10.10 ft I IStart El. 1448.14 ft IMax El. rI4S-:C-S-c.0-7-=-ft--- IVoid Ratio flOD.OO-I I --r ICondition IProposed IStructure Type ICB-TYPE I lEnt Ke IGroove End w/Headwall (ke=0.20) IChannelization INo Special Shape ICatch 10.00 ft IBottom Area 13.97 sf rMHICB Type Node ------ Record ld: N-019 IDescrip: Ilncrement 10.1 0 ft I ~IS-ta-rt~E~1.--rI4-c4~9~.2~6~ft---------'I~M~ax-E=I~.---rI4~S~4-:-.2~6~ft-- rIV_ol_d_R_ru_io_rll_O_O._OO _________ rl __ ·==~_-_rI _____ r ICondition IProposed IStructure Type ICB-TYPE I lEnt Ke IGroove End w/Headwall (ke=0.20) IChannelization INo Special Shape ICatch 10.00 ft IBottom Area 13.97 sf IMH/CB Type Node Record Id: N-020 IDescrip: I IIncrement 10.1 0 ft I IStart El. 1438.24 ft IMax El. 1443.24 ft IVoid Ratio 1100.00 Ir::----=,---rl =-==-__ r ICondition IProposed IStructure Type ICB-TYPE I lEnt Ke IGroove End w/Headwall (ke=0.20) IChannelization INo Special Shape ICatch 10.00 ft IBottom Area 13.97 sf IMH/CB Type Node Record Id: N-OZl IOescrip: IIncrement 10.10 ft I ~ IStart El. 1433.53 ft IMax El.[438.53 ft [V;;;dRat~1100.00 I I I !Condition IProposed IStructure Type ICB-TYPE I lEnt Ke IGroove End w/Headwall (ke=0.20) IChannelization INo Special Shape ICatch 10.00 ft IBottom Area 13.97 sf IMH/CB Type Node Record ld: N-022 IOescrip: I Iincrement 10.10 ft I ~ IStart El. 1433.38 ft IMax El. 1437.38 ft IVoidRatiolIOO.OO I I I ICondition IProposed IStructure Type ICB-TYPE I lEnt Ke IGroove End w/Headwall·(ke=0.20) IChannelization INo Special Shape ICatch 10.00 ft IBottom Area 13.97 sf IMH/CB Type Node Record ld: N-OZ3 IOescrip: I IIncrement 10.10 ft I ~~--~-:-- IStart El. 1446.24 ft IMax El. 1450.74 ft ~IV_O_id_R_a_tio_;I_l0_0_.0_0 ________________ ~1 ________ ;1 __________ 1 ICondition IProposed IStructure Type ICB-TYPE I lEnt Ke IGroove End w/Headwall (ke=0.20) IChannelization INo Special Shape ICatch 10.00 ft IBottom Area 13.97 sf IMH/CB Type Node Record ld: N-024 IDcscrip: Ilncrement 10.1 ° ft I IStart El. rI44-:-:9:-c.9c::7--=ft--------f::-IM-::-a-x-=E-:-I.--rI4-::-:S3:-.4-:-=7c-::ft--- :IV=oi=d=R=m=io::ll=O=O.O=o===============-_,I _____ I r ICondition IProposed IStructure Type ICB-TYPE1- Ifut-K~--IG~~~~~-E;d;"7H~~dwall (ke=0.20) IChannelization INo Special Shape ICatch 10.00 ft IBottom Area 13.97 sf IMH/CB Type Node Contributing Drainage Areas Record Id: 8-005 F ~ SeattleRecord Id: 8-006 Design Method Rational I IDF Table: I I R";oo,1 I IOFT.b1" SeattleRecord Id: 8-007 I I Design Method I R,';oo,1 I IOFT.b1" SeattleRecord Id: 8-008 Design Method I R,"'" lID. T.b1" SeattleRecord Id: 8-009 Design Method Design Method FI~D-;;::-Se.tt!.R=nI Id, B-1lIO Rational IDF Table: I R,,;mm1 I IDF T.b1" SeattleRecord Id: 8-011 Design Method I Rotimml I IOF T.b1" SeattleRecord Id: 8-012 Design Method I ""';,." IIDFT.b1" SeattleRecord Id: 8-013 Design Method ~~ SeattleRecord Id: B-014 Design Method I Rational I IDF Table: F ~ SeattleRecord Id~B-oi5 Design Method Rational I IDF Table: ~~ SeattleRecord Id: B-016 Design Method I Rational I IDF Table: -~-----------.----~ ----- i I_Om! IIDFT'b"' I Design Method roa.d.it"'.'d Id, B-017 r Rm'om! IIDFT'bI" SeattleRecord Id: B-018 -I Design Method ~.-.---. --.~---------------- I Rooo .• I SeattleRecord Id: B-019 I I Design Method IDFTable: I Design Method l:o~";T:=-So.tt1.Roo",lld, ...,,. Rational IDF Table: ------ I R,Hom! I IOFT,bl" SeattleRecord Id: B-021 Design Method I R"'OMI IIDF T.bl" SeattleRecord Id: B-022 Design Method I """""'" I IDF T,bl" SeattleRecord Id: B-023 Design Method I Rooo.. lID. l',bl" SeattleRecord Id: B-024 Design Method ROUTEHYD [J THRU [Rosa) USING [100 yr) AND [Seattle) NOTZERO RELATIVE RATIONAL Rational Method analysis Reach 10 Area (ac) TC(min) i (in/hr) Flow (ds) Full Q Full ratio nDepth Size nVel (ft/s) Nel (ft/s) CArea (ds) (ft) P-024 0.37 6.3 3.209 0.8809 1.6703 0.5274 0.3441 8 in Diam 4.8474 4.7859 8-024 12in P-019 0.51 6.3447 3.1966 1.1971 7.1297 0.1679 0.2768 Diam 6.7592 9.0778 8-019 12 in P-018 1.38 6.4261 3.1745 2.746 4.5952 0.5976 0.5571 Diam 6.1067 5.8507 8-018 P-023 0.36 6.3 3.209 0.852 0.8999 0.9467 0.3877 6 in Diam 5.2156 4.5832 8-023 12 in P-015 1.51 6.3543 3.194 2.9289 2.7908 1.0495 0.8732 Diam 4.0256 3.5533 8-015 12 in P-017 0.51 6.3 3.209 1.0766 4.7399 0.2271 0.3239 Diam 4.8867 6.035 8-017 12 in P-016 0.87 6.6615 3.1129 1.7899 6.7032 0.267 0.3528 Diam 7.2278 8.5348 8-016 12in P-014 3.89 6.9856 3.0333 7.2678 8.6624 0.839 0.7016 Diam 12.3463 11.0294 8-014 . 12 in P-013 0.13 6.3 3.209 0.292 2.7908 0.1046 0.2179 Diam 2.3114 3.5533 8-013 12in P-012 4.15 7.2569 2.971 7.6592 11.7611 0.6512 0.5879 Diam 15.951 14.9747 8-012 P-022 0.52 6.3 3.209 1.2306 1.4423 0.8532 0.3557 6 in Diam 8.2382 7.3458 8-022 P-021 0.51 6.3 3.209 1.2018 2.0795 0.5779 0.2728 6 in Diam 10.9709 10.5906 8-021 18in P-011 5.21 7.3102 2.9592 9.9324 20.5135 0.4842 0.7362 Diam 11.5114 11.6083 8-011 12in P-OlO 0.68 6.3 3.209 0.921 7.6808 0.1199 0.2342 Diam 6.5776 9.7796 8-010 P-020 0.19 6.3 3.209 0.4444 1.8386 0.2417 0.1672 6 in Diam 7.7249 9.3641 8-020 12in P-009 0.98 6.6319 3.1204 1.5758 8.7902 0.1793 0.2865 Diam 8.4777 11.1921 8-009 12in P-008 1.08 6.8423 3.0678 1.7655 8.8867 0.1987 0.3023 Diam 8.815 11.3148 B-008 18 in P-007 6.33 7.3913 2.9414 11.6524 27.5053 0.4236 0.6817 Diam 14.914 15.5648 B-007 18in P-006 6.41 7.4326 2.9325 11.7901 33.1576 0.3556 0.6176 Diam 17.1849 18.7633 B-006 18in P-005 0.11 6.3 3.209 0.2343 48.3538 0.0048 0.0752 Diam 7.0615 27.3627 B-005 24in P-004 6.52 7.485 2.9213 11.9583 20.3857 0.5866 1.1013 Diam 6.7447 6.489 HGl Analysis From To Node HG EI (ft) App (ft) lunct Loss Adjusted Node Bend (ft) (ft) HG EI (ft) Max EI (ft) 426.3 No approach losses at node N-006 because inverts and/or crowns are offset. N-004 N-003 426.7901 0.6912 0.6581 0.0115 426.7686 428.14 N-006 N-004 428.5084 ------0.0699 ------428.5784 431.51 N-007 N-006 430.6006 ------0.683 0.0675 431.3511 433.66 No approach losses at node N-012 because inverts and/or crowns are offset. N-Oll N-007 432.364 1.4767 0.6114 0.3398 431.8385 435.47 N-012 N-Oll 438.7616 ------0.115 0.0443 438.9209 440.18 N-014 N-012 448.5255 ------0.3272 0.1551 449.0078 450.06 N-018 N-014 450.2673 0.0361 0.0144 ------450.2457 455.07 No approach losses at node N-024 because inverts and/or crowns are offset. N-019 N-018 I 450.3205 0.3649 0.3143 ------450.2699 454.26 N-024 N-019 450.6559 ------------------450.6559 453.47 No approach losses at node N-023 because inverts and/or crowns are offset. N-015 N-014 449.3991 0.2924 0.0061 ------449.1128 450.06 N-023 N-015 449.7951 ------------------449.7951 450.74 N-016 N-014 449.1773 0.0292 0.002 ------449.1501 451.27 N-017 N-016 449.2672 ------------------449.2672 452.86 N-013 N-012 438.9249 ------------------438.9249 440.18 , N-022 N-011 434.9167 ------ ------------434.9167 437.38 N-021 N-011 435.0346 ------------------435.0346 438.53 N-008 N-007 431.514 0.0625 0.0119 ------431.4634 435.4 N-009 N-008 436.6714 ------0.0053 0.2185 436.8951 440.92 N-010 N-009 441.624 ------ ------------441.624 446.08 N-020 N-009 438.7489 ------------------438.7489 443.24 N-005 N-004 426.769 ------------------426.769 428.45 Conduit Notes Reach HWDepth HW/D Q(cfs} TW Depth Dc (ft) Dn (ft) Comment (ft) ratio (ft) P-004 10.7901 5.3951 11.96 10.3 1.2426 1.1013 Outlet Control P-006 2.4984 1.6656 11.79 5.3186 1.3058 0.6176 SuperCrit flow, Inlet end controls P-007 2.4406 1.6271 11.65 2.5684 1.2998 0.6817 SuperCrit flow, Inlet end controls P-Oll 4.204 2.8027 9.93 3.1911 1.2154 0.7362 Outlet Control P-012 3.5816 3.5816 7.66 1.3685 0.9818 0.5879 SuperCrit flow, Inlet end controls P-014 3.2755 3.2755 7.27 3.7409 0.9781 0.7016 SuperCrit flow, Inlet end controls P-018 5.0174 5.0174 2.75 3.7578 0.7106 0.5571 Outlet Control P-019 2.1805 2.1805 1.2 2.1057 0.4613 0.2768 Outlet Control P-024 0.6859 1.029 0.88 0.5099 0.445 0.3441 SuperCrit flow, Inlet end controls P-015 4.1487 4.1487 2.93 3.7578 0.7342 0.8732 Outlet Control P-023 3.9257 7.8515 0.85 3.2428 0.4535 0.3877 Outlet Control P-016 3.9273 3.9273 1.79 3.7578 0.5697 0.3528 Outlet Control P-017 2.9972 2.9972 1.08 2.8801 0.4364 0.3239 Outlet Control P-013 3.7449 3.7449 0.29 3.7409 0.2225 0.2179 Outlet Control P-022 1.5367 3.0733 1.23 0.8685 0.487 0.3557 SuperCrit flow, Inlet end controls P-021 1.5046 3.0092 1.2 0.8685 0.4859 0.2728 SuperCrit flow, Inlet end controls P-008 2.854 2.854 1.77 2.6911 0.5656 0.3023 Outlet Control P-009 0.7514 0.7514 1.58 1.0634 0.5329 0.2865 SuperCrit flow, Inlet end controls P-OlO 0.544 0.544 0.92 0.9751 0.4025 0.2342 SuperCrit flow, Inlet end controls P-020 0.5089 1.0179 0.44 0.4751 0.3398 0.1672 SuperCrit flow, Inlet end controls P-005 9.629 6.4193 0.23 9.6286 0.178 0.0752 Outlet Control / i ~l 1351ft % 0346ft 4387.t89ft ~.", % 1624ft 4502457 ft '99ft 45065 72ft I N-OVTLET • Pond Outlet N-0028 P-l1028 Layout Report: Outlet I Event IPrecip (in) 12 yr 24 hr I 2.00 110 year I 2.90 125 year I 3.40 1I00year I 3.90 Reach Records Record Id: P-OOt ISection Shape: Circular-~----I IUniform Flow Method: I Manning's ICoefficient: I 0.012 IRouting Method: I Travel Time Shift IContributing Hyd I IDnNode I -~-~ IUpNode I N-OUTLET N-OOI IMaterial I Closed Conduits, Concrete Pipe ISize 118 in Diam lEnt Losses I Groove End w/Headwall ILength I 43.00 ft ISlope I 2.00% Iup Invert 1-413.72 ft IDn Invert I 412.86ft I Conduit Constraints I Min Vel I Max Vel I Miu Slope I Max Slope I Min Cover I 2.00 fils I 15.00 ft/s I 0.50% I 2.00% I 3.00 ft IDrop across MH I 0.00 ft IExlInfil Rate I 0.00 inlhr Record Id: P-002A ISection Shape: Circular IUniform Flow Method: I Manning's ICoefficient: I 0.012 IRouting Method: I Travel Time Shift IContributing Hyd I IDnNode I N-OOI IUpNode I N-002A IMaterial I Closed Conduits, Concrete Pipe ISize 118 in Diam lEnt Losses I Groove End w/Headwall ILength I 31.00 ft ISlope I 5.97% Iup Invert I 415.57 ft IDn Invert lillT2fi I Conduit Constraints I MinVel I-~M;x-Vel I Min Slope I Max Slope I Min Cover I 2.00 ft/s I 15.00 ft/s I 0.50% I 2.00% I 3.00 ft IDrop across MH I 0.00 ft IEx/lnm Rate I 0.00 inlhr Record Id: P-002B ISection Shape: Circular ~form Flow Method-;---r---Manning's ICoefficient: I 0.012 IRouting Method: I Travel Time Shift IContributing Hyd I IDnNode I N-STORMGA TE IUpNode I N-002B IMaterial I Closed Conduits, Concrete Pipe ISize 118 in Diam lEnt Losses I -- Groove End w/Headwall ILength I 42.00 ft ISlope 1 0.50% Iup Invert I 420.41 ft IDn Invert I 420.20 ft [I --- j Conduit Constraints II Min Vel ~Ve1 I Min Slope I Max Slope I Min Cover I 2.00 ft/s I 15.00 ft/s I 0.50% 1 2.00 % I 3.00 ft J IDrop across MH I 0.00 ft IEx/lnm Rate I 0.00 inlhr Record Id: P-STORMGATE ISection Shape: Circular IUniform Flow Method: I Manning's ICoefficient: I 0.012 IRouting Method: I Travel Time Shift IContributing Hyd I IDnNode I N-002A IUpNode IN-STORMGA TE IMaterial IClosed Conduits, Concrete Pipe ISize I 18 inDiam lEnt Losses I Groove End w/Headwall ILength I 11.00 ft ISlope I 42.09% Iup Invert I 420.20 ft IDn Invert I 415.57 ft II Conduit Constraints I Min Vel I Max Vel I Min Slope I Max Slope I Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 13.00 ft IDrop across MH 0.00 ft IEx/lnfil Rate I 0.00 in/hr Node Records Record Id: N-OOI IOescrip: Iincrement 10.10 ft I ~ IStart El. 1413.72 ft IMa~-fl·~-1417.28 ft [Void Ratio 1100.00 I f ICondition IExisting IStructure Type ICB-TYPE 2-48 lEnt Ke IGroove End w/Headwall (ke=0.20) IChannelization INo Special Shape lC~tZh _ .. -10.00 ft IBottom Area 112.5664 sf IMH/CB Type Node .... Record Id: N-002A IOescrip: I IIncrement 10.10 ft I [&artEi. 1415.57 ft IMax El. 1420.57 ft I IVoidRatiol100.00 --:-f _ .. -_-_" _-_-.:~I----_f ICondition IExisting IStructure Type ICB.TYPE 2-48 lEnt Ke IGroove End w/Headwall (ke=0.20) IChannelization INo Special Shape ICatch 10.00 ft IBottom Area 112.5664 sf IMHlCB Type Node Record Jd: N-002B IOescrip: :-.-~~~~~~~~~_:-IIn_c_re_m_e_nt~_~I_O._IO~ft~~_1 IStart El. 1420.41 ft IMax El. 1427.20 ft IVoid Ratio 1100.00 I I r ICondition IExisting IStructure Type ICB-TYPE 2-48 lEnt Ke IGroove End w/Headwall (ke=0.20) IChannelization INo Special Shape ICatch 10.00 ft IBottom Area 112.5664 sf IMH/CB Type Node Record Id: N-OUTLET IDescrip:--II~~~~ent--10.1 0 ft IStart El. 1412.86 ft IMax El. 1C'C4c--14'--.6:-:6--=ft--- IVoid Ratio 1100.00 I Ic--___ _ ICondition Ir-E-xi-st-in-g---IStructure Type IDummy lEnt Ke IGroove End w/Headwall (ke~0.20) IChannelization Ir-N-o-S-p-ec-ia-]-S-ha-p-e ICatch 10.00 ft IBottom Area 10.00 sf IMH/CB Type Node Record Id: N-STORMGATE I~t::.: 1420.20 ft I:::e~]~nt 1~~15~0~ ft----I IVoid Ratio I 100.00 I ---r ~n IExisting IStructure Type ICB-TYPE 2-48 lEnt Ke IGroove End w/Headwall (ke~0.20) r~i~-;;ti~-;'; rNo Special Shape ICatch 10.00 ft IBottom Area 112.5664 sf IMH/CB Type Node Licensed to: Engenious Systems, Inc. Appended on: Tuesday, April 15, 2014 9:18:24 AM ROUTEHYD [J THRU [Outlet] USING [100 year] AND [J NOTZERO RELATIVE Fixed Flow Gravity Analysis using fixed flowrates Reach ID Flow (ds) Full Q Full ratio nDepth Size nVel (ftls) fVel (ftls) CFlow (ds) (ft) 18in P-002B 7.9 8.0683 0.9791 1.2028 Diam 5.2013 4.5657 7.9 18 in P-STORMGATE 7.9 74.0274 0.1067 0.3298 Diam 27.4272 41.8909 0 18 in P-002A 7.9 27.8742 0.2834 0.5465 Diam 13.5728 15.7735 0 18 in P-001 7.9 16.1366 0.4896 0.7409 Diam 9.081 9.1315 0 I HGL Analysis From Node To Node HG EI (ft) App (ft) Bend (ft) Junct Loss Adjusted (ft) HG EI {ft} Max EI {ft}l 414.36 N-001 N-OUTLET 415.4488 ------0.0309 ------415.4798 417.28 N-002A N-001 417.3048 ------0.0495 ------417.3543 420.57 N-STORMGATE N-002A 421.989 ------0.0113 ------422.0002 425 N-002B N-STORMGATE 422.5739 ------------------422.5739 427.2 Conduit Notes Reach HW Depth (ftl HW/D Q(cfsl TWDepth Dc (ftl On (ftl Comment ratio (ftl P-OOl 1.7288 1.1525 7.9 1.5 1.0897 0.7409 SuperCrit flow, Inlet end controls P-002A 1.7348 1.1565 7.9 1.7598 1.0897 0.5465 SuperCrit flow, Inlet end controls P-STORMGATE 1.789 1.1926 7.9 1.7843 1.0897 0.3298 SuperCrit flow, Inlet end controls P-002B 2.3739 1.5826 7.9 1.8002 1.0897 1.2028 Outlet Control 41436 ft • APPENDIXD Operations and Maintenance Manual KING COUJ\TY, WASHINGTOJ\, SURFACE WATER DESIG~ MAJ\UAL APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.1 -DETENTION PONDS Maintenance Defect or Problem Conditions When Maintenance Is Needed Results Expected When Component Maintenance Is Performed General Trash & Debris Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1 ,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Poisonous Vegetation Any poisonous or nuisance vegetation 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 gaUon 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 life: Seattle/King County Health 2) constitute a fire hazard; or 3) be flushed Department) downstream during rain storms. Unmowed If facility is located in private residential area, When mowing is needed. Grass/Ground Cover mowing is needed when grass exceeds 18 grass/ground cover should be inches in height. In other areas, the general mowed to 2 inches in height. policy is to make the pond site 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 rodent 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 berm via rodent holes or Seattle/King County Health other causes. Department) Insects When insects such as wasps and hornets Insects destroyed or removed from interfere with maintenance activities. Mosquito site. Mosquito control: Swallow complaints accompanied by presence of 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 dams. does not allow maintenance access, or activities. Harvested trees should interferes with maintenance activity (i.e., slope be recycled into mulch or other mowing, silt removal, vactoring, or equipment beneficial uses (e.g., alders for movements). If trees are a threat to berm firewood). integrity or not interfering with access, leave trees alone. 2005 Surface Water Design Manual-Appendix A 1/24/2005 A-I APPE~DIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONV!OYA~CE, 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 stiU present or where there is appropriate erosion control potential for continued erosion. measure(s); e.g., rock Any erosion observed on a compacted berm reinforcement, planting of grass, embankment. compaction. 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 the Sediment cleaned out to designed designed pond depth. pond shape and depth; pond reseeded if necessary to control erosion. Uner Damage Liner is visible and has more than three 1f,.-inch Liner repaired or replaced. (If Applicable) holes in it. Pond Berms (Dikes) Settlement Any part of benn that has settled 4 inches lower Dike should be built back to the than the design elevation. Settling 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 settlement. Emergency Tree Growth Tree growth on emergency spillways create Trees should be removed. If root OverilowJSpillway blockage problems and may cause failure of the system is small (base less than 4 and Berms over 4 berm due 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 roots should be removed and the berm restored. lead to piping through the berm which could lead A licensed civil engineer should be to failure of the berm. consulted for proper berm/spillway restoration. Emergency Rock Missing Only one layer of rock exists above native soil in Replace rocks to design standards. Overflow/Spillway area 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 Surface Water Design Manual-Appendix A A-2 AI'PlcNlJlX A MAII\TLNAI\C1' REQUIREMENTS FOR FLOW CONTROl.. CONVEYA~Cl'. AND WQ FACILITIES NO.4 -CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Perfonned General Trash and Debris Distance between debris build-up and bottom of All trash and debris removed. (Includes Sediment) orifice plate is less than 1.5 feet. Structural Damage Structure is not securely attached to manhole Structure securely attached to wall wall and outlet pipe structure should support at and outlet 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--other than deSigned holes-in the Structure has no holes other than structure. designed holes. Cleanout Gate Damaged or Missing Cleanout gate 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 to gate 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 to Plate is in place and works as missing, out of place, or bent orifice plate. designed. Obstructions Any trash, debris, sediment, or vegetation Plate is free of all obstructions and blocking the plate. works as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having the Pipe is free of ali obstructions and potential of blocking) the overflow pipe. works as designed. Manhole See "Detention Tanks See "Detention Tanks and Vaults" Table No 3 See "Detention Tanks and Vaults" and Vaults" Table No.3 2005 Surface Water Design Manual-Appendix A 1/24/2005 A-5 AI'I'I-"~[)IX A MAINTI-"NANn" REQIIIRFMENTS FI.OW CONTROL CONVEYANCE. AND WQ FACILITIES NO.5 -CATCH BASINS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is perlormed 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 opening or is blocking capacity of the basin by openmg. more than 10%. Trash or debris (in the basin) that exceeds 1h the No trash or debris in the catch depth from the bottom of basin to invert the basin. lowest pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocking Inlet and outlet pipes free of trash or more tha n 11s of its height. debris. Dead animals or 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. attract or support the breeding of insects or rodents. Structure Damage to Corner of frame extends more than ~ inch past Frame is even with curb. Frame andlor Top curb face into the street (If applicable). Slab Top slab has holes larger than 2 square inches Top slab is free of holes and cracks. or cracks wider than y. inch (intent is to make sure all material is running into basin). Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. separation of more than ~ inch of the frame from the top slab. Cracks in BaSin Cracks wider than Y2 inch and longer than 3 feet, Basin replaced or repaired to design Walls/Bottom any evidence of soil particles entering catch standards. basin through cracks, or maintenance person judges that structure is unsound. Cracks wider than % inch and longer than 1 foot No cracks more than 1/4 inch wide at at the joint of any inlet/outlet pipe or any the joint of inlet/outlet pipe. evidence of soil particles entering catch basin through cracks. Settlement/ Basin has settled more than 1 inch or has rotated Basin replaced or repaired to design Misalignment more than 2 inches out of alignment. standards. Fire Hazard Presence of chemicals such as natural gas, oit No flammable chemicals present. and gasoline. Vegetation Vegetation growing across and blocking more No vegetation blocking opening to than 10% of the basin opening. basin. Vegetation growing in inlet/outlet pipe joints that No vegetation or root growth is more than 6 inches tall and less than 6 inches present. apart. Pollution Nonflammable chemicals of more than 1'2 cubic No pollution present other than fool per three feet of basin length. 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 with proper tools. Not Working maintenance person with proper tools. Bolts into frame have less than Y.z inch of thread. Cover Difficult to One maintenance person cannot remove lid after Cover can be removed by one Remove applying 80 Ibs. of lift; 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 \\/atcr Design Manual -Appendix A A-6 APPENDIX A \1AINTENANCE R~,QLJ[REMENTS FOR FLOW COI\TROL CONVEYANCL AND WQ FACILlT[ES NO.5 -CATCH BASINS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed Metal Grates Unsafe Grate Grate with opening wider than 71s inch. Grate opening meets design ([f App[icab[e) Opening standards Trash and Debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. Damaged 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 that is plugging more than 20% Barrier clear to receive capacity of the openings in the barrier. flow Metal 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 deterioration to any part of barrier. standards. NO.7 -ENERGY DISSIPATERS Mai ntenance Oefect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Periormed. External: Rock Pad Missing or Moved Only one layer of rock exists above native soil in Replace rocks to 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 the Pipe cleaned/flushed 50 that it Sediment design depth. matches design. Not Discharging 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 flow" 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. Water Flows Out Top Maintenance person observes water flowing out Facility must be rebuilt or of "Distributor" Catch during any storm less than the design storm or redesigned to standards. Basin. its causing or appears likely to cause damage. Receiving Area Over-Water in receiving area is causing or has No danger of landslides. Saturated potential of causing landslide problems. Internal: Manhole/Chamber Worn or Damaged Structure dissipating flow deteriorates to % or Replace structure to design Post. Baffles, Side of original size or any concentrated worn spot standards. Chamber exceeding one square foot which would make structure unsound. 2005 Surface Water Design Manual-Appendix A 1124/2005 A-7 APPENDIX A MAIl\TFNANCE REQUIREMENTS FOR FLOW CO~TR()L COl\VEYANn:. ANil WQ F;\CILITIES 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 diameter of the pipe. debns. Vegetation Vegetation that reduces free movement afwater All vegetation removed so water through pipes. flows freely through pipes. Damaged Protective coating is damaged; rust is causing Pipe repaired or replaced. more than 50% deterioration to any part of pipe. Any dent that decreases the cross section area Pipe repaired or replaced. of pipe 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 cleanedlflushed of all design depth. sediment and debris so that it matches design. Vegetation Vegetation that reduces free movement of water Water flows freely through ditches. through ditches Erosion Damage to See "Detention 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) Safety 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 than 1 cubic Area clear of litter. foot 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 total of total foliage with split or broken foliage of the tree or shrub. limbs. Trees or shrubs that 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 leaning over, causing exposure adequately supported; remove any of the roots. dead or diseased trees. 2005 Surface \'-later Design Manual-Appendix A 112412005 A-9 APPENDIX A MAINTENANCE RI'()LlRI'MFN IS Fl.UW CONTROL. CONYF.YA,"CE. A,"IJ WQ FACILII II:S NO. 12-ACCESS ROADS Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed General Trash and Debris Trash and debris exceeds 1 cubic foot per 1,000 Roadway free of debris which could square feet (i.e., trash and debris would fill up damage tires. one standards size garbage can). Blocked Roadway Debns which could damage vehicle tires (glass Roadway free of debris which could armetal). damage tires. Any obstruction which reduces clearance above Roadway overhead clear to 14 feet road surface to less than 14 feet. high. Any obstruction restricting the access to a 10-to Obstruction removed to allow at 12-foot width for a distance of more than 12 feet least a 12-foot 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 feet 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 taller Surface than 6 inches tall and less than 6 inches tall and than 2 inches. less than 6 inches apart within a 4DO-square foot area Modular Grid Build-up of sediment mildly contaminated with Removal of sediment and disposal Pavement petroleum hydrocarbons. 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 of erosion and Ditches inches wide and 6 inches deep. matching the surrounding road. Weeds and Brush Weeds and brush exceed 18 inches in height or Weeds and brush cut to 2 inches in hinder maintenance access. height or cleared in such a way as to allow maintenance access. 112412005 2005 Surface Volater Design Manual-Appendix A A-IO APPENDIX A MAINTENANCE REQUIREMENTS FLOW COI':TROL. CONVI·:VANCE. AND WQ FACILITIES NO. 24 -CATCH BASIN INSERT Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Catch Basin Inspection Inspection of media insert is required. Effluent water from media insert is free of oils and has no visible sheen Sediment When sediment forms a cap over the insert No sediment cap on the insert Accumulation media of the insert and/or unit. media and its unit Trash and Debris Trash and debris accumulates on insert unit Trash and debris removed from Accumulation creating a blockage/restriction. insert unit. Runoff freely flows into catch basin. Media Insert Water Saturated Catch basin insert is saturated with water, which Remove and replace media insert no longer has the capacity to absorb. Oil Saturated Media oil saturated due to petroleum spill that Remove and replace media insert. drains into catch basin. Service Life Exceeded Regular interval replacement due to typical Remove and replace media at average life of media insert product. regular intervals, depending on insert product. 1/24/2005 2005 Surface Water Design Manual-Appendix A A-20 APPENDIXE Bond Quantity Worksheet Declaration of Covenant Facility Summary Sheet Site Improvement Bond Quantity Worksheet 515 Web date: 02/22/2013 ~ King County Department of Permitting &. Environmental Review 35030 SE Douglas Street, Suite 210 Snoqualmie, Washington 98065-9266 206-296-6600 TIY Relay 711 Project Name: Rosa Meadows Location: 2724 Benson Road S, Renton, WA 98055 Clearing greater than or equal to 5,000 board feet of timber? ______ yes x no If yes, Forest Practice Permit Number: (RCW 76.09) Page 1019 li-wk~-sbq.YI~ For alternate formats, call 206-296-6600. Date: 2/12/2014 Project No.: Activity No.: Note: All prices include labor, equipment, materials, overhead and profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. Unit prices updated: 02/12/02 Version: 11/26/2008 R"port n"t .. : 2/1?l?n14 Site Improvement Bond Quantity Worksheet S15 Web date: 02/22/2013 Reference # EROSION/SEDIMENT CONTROL Number Backfill & compaction-embankment ESC-1 Check dams, 4" minus rock ESC-2 SWDM 5.4.6.3 Crushed surfacing 1 1/4" minus ESC-3 WSDOT 9-03.9(3) Ditching ESC-4 Excavation-bulk ESC-5 Fence, silt ESC-6 SWDM 5.4.3.1 Fence, Temporary (NGPE) ESC-7 Hydroseeding ESC-8 SWDM5.4.2.4 Jute Mesh ESC-9 SWDM 5.4.2.2 Mulch, by hand, straw, 3" deep ESC-l0 SWDM 5.4.2.1 Mulch, by machine, straw, 2" deep ESC-II SWDM 5.4.2.1 Piping, temporary, CPP, 6" ESC-12 Piping, temporary, CPP, 8" ESC-13 Piping, temporary, CPP, 12" ESC-14 Plastic covering, 6mm thick, sandbagged ESC-15 SWDM 5.4.2.3 Rip Rap, machine placed; slopes ESC-16 WSDOT 9-13.1(2) Rock Construction Entrance, 50'x15'x1' ESC-17 SWDM 5.4.4.1 Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 Sediment pond riser assembly ESC-19 SWDM 5.4.5.2 Sediment trap, 5' high berm ESC-20 SWDM 5.4.5.1 Sed. trap, 5' high, riprapped spillway berm section ESC-21 SWDM 5.4.5.1 Seedinq, by hand ESC-22 SWDM 5.4.2.4 Sodding, 1" deep, level ground ESC-23 SWDM 5.4.2.5 Sodding, 1" deep, sloped ground ESC-24 SWDM 5.4.2.5 TESC Supervisor ESC-25 Water truck, dust control ESC-26 SWDM 5.4.7 WRITE-IN-ITEMS •••• Isee Daae 9\ Page 2 019 li_\A/k-<::_sbq.vlc:. Unit Price Unit Quantity $ 5.62 CY 6750 $ 67.51 Each 60 $ 85.45 CY 142 $ 8.08 CY 230 $ 1.50 CY 6500 $ 1.38 LF 1400 $ 1.38 LF $ 0.59 SY 5500 $ 1.45 SY 400 $ 2.01 SY 400 $ 0.53 SY $ 10.70 LF $ 16.10 LF 100 $ 20.70 LF $ 2.30 SY $ 39.08 CY 25 $ 1,464.34 Each $ 2,928.68 Each 1 $ 1,949.38 Each 1 $ 17.91 LF $ 68.54 LF $ 0.51 SY $ 6.03 SY $ 7.45 SY $ 74.75 HR 120 $ 97.75 HR 120 Each ESC SUBTOTAL: 30% CONTINGENCY & MOBILIZATION: ESC TOTAL: COLUMN: #Of . Applicaliollll' Ca.t . 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 37935 4051 12134 1858 9750 1932 3245 580 804 1610 977 2929 1949 8970 11730 $ 100,453.96 $ 30,136.19 $ 130,590.15 A I Unit prices updated: 02/12102 Version: 11/26/2008 RopOr' n~to: 2/1 ?1?1l14 Site Improvement Bond Quantity Worksheet Web date: 12/0212008 Unit Price GENERAL ITEMS No. Backfill & Compactlon-embankment GI·l $ 5.62 Backfill & Compactlon-trench GI·2 $ 8.53 Clear/Remove Brush. by hand GI-3 $ 0,36 Clearing/Grubbing/Tree Removal GI-4 $ 8,876,16 Excavation -bulk GI-5 $ 1.50 Excavation -Trench GI-6 $ 4.06 Fencing, cedar, 6' high GI-7 $ 18.55 FencinQ, chain link, vin I coated, 6' high GI-8 $ 13.44 Fencing, chain link, gate, vinyl coated, 2 GI-9 $ 1,271.81 Fencing, split rail, 3' high GI-l0 $ 12.12 Fill & compact -common barrow GI-ll $ 22.57 Fill & compact -gravel base GI-12 $ 25.48 Fill & compact -screened topsoil GI-13 $ 37.85 Gabion, 12" deep, stone filled mesh GI-14 $ 54.31 Gabion, 18" deep, stone filled mesh GI-15 $ 74.85 Gabion, 36" deep, stone filled mesh GI-16 $ 132.48 Grading, fine, by hand GI-17 $ 2.02 Grading, fine, with grader GI-18 $ 0.95 Monuments, 3' lon~ GI-19 $ 135.13 Sensitive Areas Si n GI-20 $ 2.88 Sodding, 1"deep, sloped ground GI-21 $ 7.46 SurveYing, line & grade GI-22 $ 788.26 Surveying, lot locationllines GI-23 $ 1,556.64 Traffic control crew (2 flaggers) GI-24 $ 85.18 Trail, 4" chipped wood GI-25 $ 7.59 Trail, 4" crushed C"lnder GI-26 $ 8.33 Trail, 4" taD course GI·27 $ 8.19 Wall, retainj~ concrete GI-28 $ 44.16 Wall, rockery GI-29 $ 9.49 Page 3 of9 SUBTOTAL "KCC 27A authorizes only one bond reduction. li-wk.;:;-sbq.xle;, Unit CY CY SY Acre CY CY LF LF Each LF CY CY CY SY SY SY SY SY Each Each SY Day Acre HR SY SY SY SF SF '.-' Existing Future Public Right-of-Way Right of Way & Drainage Facilities Quant. I Cost Quant. I Cost 500 2,810.00 0.35 3,106.66 500 750.00 6,666.66 Private Quantity Completed Improvements (Bond Reduction)* Quant. 6250 4.15 6000 450 1 250 21500 7 5 2.65 1200 Quant. Cost Complete Cost 35,125.00 36,836.06 9,000.00 6,048.00 1,271.81 5,642.50 20,425,00 945.91 3,941.30 4,125.10 11,388,00 134,748.68 Unit prices updated: 02/12/02 Version: 11/26/08 Rep,..,rt n.:1te: 2/1 ?1?()14 Site Improvement Bond Quantity Worksheet Web date: 12/0212008 Unit Price ROAD IMPROVEMENT No. AC Grinding, 4' wide machine < 1000sy RI·1 $ 28.00 AC Grinding, 4' wide machine 1000-200 RI-2 $ 15.00 AC Gnndinq, 4' wide machine> 2000sv RI-3 $ 7.00 AC Removal/DisposalfRepair RI·4 $ 67.50 Barricade, type I RI·5 $ 30.03 Barricade, type III ( Permanent) RI-6 $ 45.05 Curb & Gutter, rolled RI-7 $ 17.00 Curb & Gutter, vertical RI-8 $ 12.50 Curb and Gutter, demolition and disposa RI-9 $ 18.00 Curb, extruded asphalt RI-10 $ 5.50 Curb. extruded concrete RI-11 $ 7.00 Sawcut, asphalt, 3" depth RI-12 $ 1.85 Sawcut, concrete, per 1" depth RI-13 $ 1.69 Sealant, asphalt RI-14 $ 1.25 Shoulder, AC. {see AC road unit price RI·15 $ Shoulder, gravel, 4" thick RI·16 $ 15.00 Sidewalk, 4" thick RI-17 $ 35.00 Sidewalk, 4" thick, demolition and dispos RI-18 $ 29.50 Sidewalk, 5" thick RI-19 $ 38.50 Sidewalk. 5" thick, demolition and dispos RI-20 $ 37.50 Sign, handica!'. RI· 21 $ 85,28 Striping, per stall RI·22 $ 5.82 Striping, thermoplastic, ( for crosswalk) RI-23 $ 2.38 Striping, 4" refleclonzed line RI-24 $ 0.25 Page 4 of 9 SUBTOTAL ~KCC 27 A authorizes only one bond reduction. li_'Alko;;,_o;;,bq.xJo;;, Unit SY SY SY SY LF LF LF LF LF LF LF LF LF LF SY SY SY SY SY SY Each Each SF ~ Existing Future Public Right-of-way Right of Way & Drainage Facilities Quant. Cost Quant. Cost 150 4.200.00 150 10,125.00 600 7,500.00 600 1,110.00 600 750.00 350 12,250.00 --L-________ -40 10.00 35.945.00 Privata Bond Reduction* Improvements Quant. 1100 600 800 550 Quant. Cost Complete Cost 13,750.00 21,000.00 1,904.00 137.50 36,791.50 Unit prices updated: 02/12/02 Version: 11/26/08 Rep ...... rt n"'te: 2 /1 ')1')014 Site Improvement Bond Quantity Worksheet Web date: 12/0212008 Unit Price Unit ROAD SURFACING (4" Rock = 2.5 base & 1.5" top course) For KeRS '93, (additional 2.5" base) add RS-1 $ 3.60 AC Overlay, 1.5" AC RS - 2 $ 11.25 AC Overlay, 2" AC RS - 3 $ 15.00 AC Road, 2", 4" rock, First 2500 SY RS-4 $ 21.00 AC Road, 2", 4" rock, Oty. over 2500SY RS - 5 $ 19.00 AC Road, 3", 4" rock, First 2500 SY RS-6 $ 23.30 AC Road, 3", 4" rock, Oty. over 2500 SY RS -7 $ 21.00 AC Road. 5", First 2500 SY RS - 8 $ 27.60 AC Road, 5", Oty. Over 2500 SY RS - 9 $ 25.00 AC Road, 6", First 2500 SY S-I $ 33.10 AC Road, 6", Oty. Over 2500 SY S -11 $ 30.00 Asphalt Treated Base, 4" thick S-I $ 20.00 Gravel Road, 4" rock, First 2500 SY RS-I $ 15.00 Gravel Road, 4" rock, Qty. over 2500 SY RS-I $ 8.50 pee Road, 5", no base, over 2500 SY RS-I $ 27.00 pee Road, 6", no base, over 2500 SY RS-' $ 25.50 Thickened Edge S-I $ 8.60 Page 5 of9 SUBTOTAL *KCC 27 A authorizes only one bond reduction. li_wk"~_sbq.xlc;: SY SY SY SY SY SY SY SY SY SY SY SY SY SY SY SY LF Existing Future Public Right-ot-way Right of Way & Drainage Facilities Quant. Cost Quant. Gost For '93 KeRS (6.5" Rock= 5" base & 1.5" top course) 500 11.650.00 11 ,650.00 Private Bond Reduction'" Improvements Quant. 2500 Quant. Cost Complete Cost 58.250.00 58,250.00 Unit prices updated: 02/12/02 Version: 11/26/08 Rep .... rt no::ate: 2 /1 ?/?n14 Site Improvement Bond Quantity Worksheet Web date. 12102f2008 Unit Price Unit DRAINAGE (CPP = Corrugated Plastic Pipe, N12 or Equivalent) Access Road, RID D-ll $ 21.00 Bollards ~ fixed D -21 $ 240.74 Bollards -removable D -31 $ 452.34 * (CBs include frame and lid) CB Type I D-4 $ 1,257.64 CB Type IL D-5 $ 1,433.59 CB Type II, 48" diameter D-6 $ 2,033.57 for additional depth over 4' D-7 $ 436.52 CB Type II, 54" diameter D-8 $ 2,192.54 for additional depth over 4' D-9 $ 486.53 CB Type II, 60" diameter D-10 $ 2,351.52 for additional depth over 4' D-11 $ 536.54 CB Type II, 72" diameter D-12 $ 3,212.64 for additional depth over 4' D -13 $ 692.21 Through-curb Inlet Framework. (Add) D -14 $ 366.09 Cleanout, PVC, 4" D -15 $ 130.55 Cleanout, PVC, 6" D -16 $ 174.90 Cleanout, PVC, 8" D -17 $ 224.19 Culvert, PVC. 4" D -18 $ 8.64 Culvert, PVC, 6" D -19 $ 12.60 Culvert, PVC, 8" D -20 $ 13.33 Culvert, PVC, 12" D-21 $ 21.77 Culvert, eMP, 8" D -22 $ 17.25 Culvert, eM?, 12" D -23 $ 26.45 Culvert, CMP, 15" D -24 $ 32.73 Culvert, eMP, 18" D -25 $ 37.74 Culvert, eMP, 24" D -26 $ 53.33 Culvert, CMP, 30" D -27 $ 71.45 Culvert, eMP, 36" D -28 $ 112.11 Culvert, CM?, 48" D -29 $ 140.83 Culvert, CMP, 60" D -30 $ 235.45 g~v_~~gMP, 72" D -31 $ 302.58 Page6of9 SUBTOTAL *KCC 27A authorizes only one bond reduction. li-wkc:;-sbq.xlc:; SY I Each 1 Each 1 Each Each Each FT Each FT Each FT Each FT Each Each Each Each LF LF LF LF LF LF LF LF LF LF LF LF LF LF Quant. Existing Future Public Private Bond Reduction· Right-of-way Right of Way Improvements & Drainage Facilities Quant Cost Quant. Cost Quant. Cost Complete Cost For Culvert prices, Average of 4' cover was assumed. Assume perforated PVC is same price as solid pipe. I I 1 I 1 I 3 3,772.92 5 10,167.85 - 13.940.77 3501 1 41 6 4 1 20 3 7.350.00 1,809.36 7.545.84 8.134.28 2.351.52 3.498.00 672.57 31,361.57 Unit prices updated: 02/12/02 Version: 11126/08 Repnrt n~te: 2 /1 ')1')014 Site Improvement Bond Quantity Worksheet Web date" 12/02/2008 DRAINAGE CONTINUED No. Unit Price Culvert, Concrete, 8" 0-32 $ 21.02 Culvert, Concrete. 12" 0-33 $ 30.05 Culvert, Concrete, 15" 0-34 $ 37.34 Culvert, Concrete, 18" 0-35 $ 44.51 Culvert, Concrete, 24" 0-36 $ 61.07 Culvert, Concrete, 30" 0-37 $ 104.18 Culvert, Concrete, 36" 0-38 $ 137.63 Culvert, Concrete, 42" 0-39 $ 158.42 Culvert, Concrete, 48" 0-40 $ 175.94 Culvert, CPP, 6" 0-41 $ 10.70 Culvert, CPP, 8" 0-42 $ 16.10 Culvert, CPP, 12" 0-43 $ 20.70 Culvert, CPP, 15" 0-44 $ 23.00 Culvert, CPP, 18" 0-45 $ 27.60 Culvert, CPP, 24" 0-46 $ 36.80 Culvert, CPP, 30" 0-47 $ 48.30 Culvert CPP, 36" 0-48 $ 55.20 Ditching 0-49 $ 8.08 Flow Dispersal Trench (1,436 base+) 0-50 $ 25.99 French Drain (3' depth) 0-51 $ 22.60 Geotextile, laid in trench, polvpropylene 0-52 $ 2.40 Infiltration pond testinQ 0-53 $ 74.75 Mid-tank Access Riser, 48" dia, 6' deep 0-54 $ 1,605.40 Pond Overflow Spillway 0-55 $ 14.01 Restrictor/OIl Separator, 12" 0-56 $ 1,045.19 Restnctor/Oil Separator, 15" 0-57 $ 1,095.56 Restrictor/Oil Separator, 18" 0-58 $ 1,146.16 Riprap, placed 0-59 $ 39.08 Tank End Reducer (36" diameter) 0-60 $ 1,000.50 Trash Rack, 12" 0-61 $ 211.97 Trash Rack, 15" 0-62 $ 237.27 Trash Rack, 18" 0-63 $ 268.89 Trash Rack, 21" 0-64 $ 306.84 Page 7 of9 SUBTOTAL *KCC 27 A authorizes only one bond reduction. II-wks-sbq.xl~ Unit LF LF LF LF LF LF LF LF LF LF LF LF LF LF LF LF LF CY LF LF SY HR Each SY Each Each Each CY Each Each Each Each Each Existing Future Public Right-of-way Right otWay & Drainage Facilities Quant Cost Quant. Cost 280 5796 165 4554 10350 Private Bond Reduction* Improvements Quant. Quant. Cost Complete Cost 700 14490 240 6624 93 3422.4 20 280.2 1 211,97 1 268.89 _L---. - 25297.46 Unit prices updated: 02/12/02 Version: 11/26/08 Report n:=ite: 2J1'J'014 Site Improvement Bond Quantity Worksheet Web date: 12/0212008 Unit Price Unit PARKING LOT SURFACING No. 2" AC, 2" top course rock & 4" borrow PL-t $ 21.00 SY 2" AC, 1.5" top course & 2.5" base caur PL - 2 $ 2S.00 SY 4" select borrow PL - 3 $ 4.55 SY 1.5" top course rock & 2.5" base course PL - 4 $ 11.41 SY UTILITY POLES & STREET LIGHTING Utilitv Pole(s) Relocation I UP-1 Lump Sum Street Liqht Poles w/Luminaires UP-2 Each WRITE-IN-ITEMS (Such as detentionlwater quality vaUlts.) No. WI-1 Each WI-2 SY WI-3 CY WI-4 LF WI-5 FT WI-6 WI-7 WI-S WI-9 WI-l0 SUBTOTAL SUBTOTAL (SUM ALL PAGES): 30% CONTtNGENCY & MOBILIZATION: Page 8 of9 '"Kec 27 A authorizes only one bond reduction. li-wkc:-c:bq.xl<::. GRANDTOTAL: COLUMN: Existing Future Public Private Bond Reduction* Right~of-way Right of Way Improvements & Drain~ Facilities Quant. Quant. Price Quant. Cost Quant. Cost Com lete Cost Utility pole relocation costs must be accompanied by Franchise Utility's Cost Statement 1 15 78,552.43 23,565.73 102,118.15 B C ...l - 286,449.21 85.934.76 372.383.97 D E Unit prices updated: 02112/02 Version: 11/26/08 Repnrt (")~te: 2 /1 ')",n14 Site Improvement Bond Quantity Worksheet Web date: 12/02/2008 Original bond computations prepared by: Name: Brianne Gastfield Date: 2/11/2014 PE Registration Number: Tel. #: 253-838.0 113 Firm Name: ESM Consulting Engineers, LLC Address: 33400 8th Ave S, Suite 205, Federal Way, WA 98003 Project No: ROAD IMPROVEMENTS & DRAINAGE FACILITIES FINANCIAL GUARANTEE REOUIREMENTS Stabilization/Erosion Sediment Control (ESC) Existing Right-ot-Way Improvements Future Public Right 01 Way & Drainage Facilities Private Improvements Calculated Quantity Completed (A) (B) (C) (D) PERFORMANCE BOND' AMOUNT --1 130,590.1 $ $ 102,118.2 $ 372,384.0 Total Right-olWay and/or Site Restoration Bond'r I (A+B) $ 130,590.1 (First $7,500 of bond'" shall be cash.) Performance Bond' Amount (A+B+C+D) = TOTAL (T) 605,092.3 Minimum" bond* amount IS $2000. Reduced Performance Bond* Total *** Maintenance/Delect Bond' Total NAME OF PERSON PREPARING BOND' REDUCTION: BOND' AMOUNT REQUIRED AT RECORDING OR TEMPORARY OCCUPANCY'" (E) $ TxO.30 $ 181,527.7 OR (T-E) $ 605,092.3 Use larger of Tx30 % or (T-E) Date: * NOTE: The word "bond" as used in this document means a financial guarantee acceptable to King County. ** NOTE: KeC 27A authorizes right of way and site restoration bonds to be combined when both are required. PUBLIC ROAD & DRAINAGE MAINTENANCE/DEFECT BOND' (B+C) x 0.25 = $ 25,529.5 The restoration requirement shall include the total cost for all TESC as a minimum, not a maximum. In addition, corrective work, both on-and off-site needs to be included. Quantities shall reflect worse case scenarios not just minimum requirements. For example, if a salmonid stream may be damaged, some estimated costs for restoration needs to be reflected in this amount. The 30% contingency and mobilization costs are computed in this quantity. *** NOTE: Per KCC 27A, total bond amounts remaining after reduction shall not be less than 30% of the original amount (T) or as revised by major design changes. I I REQUIRED BOND' AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES Page 9 019 Check out the DDES Web site at www.kingcountv.govlpermits li-wks-sbq_xls Unit prices updated: 02/12/02 Version: 11/26/08 RApor! n~tA: 2/1 ?I?014 RECORDING REQUESTED BY AND WHEN RECORDED MAIL TO: DECLARATION OF COVENANT FOR INSPECTION AND MAINTENANCE OF STORMW ATER FACILITIES AND BMPS Grantor: _____________ _ Grantee: King County Legal Description: ___________________________ _ Additional Legal(s) on: __________________________ _ Assessor's Tax Parcel ID#: ________________________ _ IN CONSIDERATION of the approved King County ___________ pennit for application No. _________ relating to the real property ("Property") described above, the Grantor(s), the owner(s) in fcc of that Property, hereby covenants(eovenant) with King County, a political subdivision of thc statc of Washington and its municipal successors in interest and assigns ("King County" and "the County", or "its municipal successor"), that he/she(they) will observe, consent to, and abide by the conditions and obligations sct forth and described in Paragraphs J through J 0 Fom1 Revised 12112106 below with regard to the Property, and hereby grants(grant) an easement as described in Paragraphs 2 and 3. Grantor(s) hereby grants(grant), covenants(covenant), and agrees(agree) as follows: 1. The Grantor(s) or hislhcr(thcir) succcssors in intcrcst and assigns ("Owners") shall at their own cost, operate, maintain, and keep in good repair, the Property's stonnwater facilities and best management practices ("EMPs") identified in the plans and specifications submitted to King County for the review and approval of pennit(s) #: _____________ . Stonnwater facilities include pipes, swales, tanks, vaults, ponds, and other engineered structures designed to manage stonnwater on the Property. Stonnwatcr EMPs include dispersion and infiltration devices, native vegctated areas, penneable pavements, vegetated roofs, rainwater harvesting systems, reduced impervious surface coverage, and other measures designed to reduce the amount of stonnwatcr runoff on the Property. 2. King County shall have the right to ingress and egress over those portions of the Property necessary to perform inspections of the stonnwater facilities and EMPs and conduct other activities specificd in this Dcclaration of Covenant and in accordance with King County Code ("KCC") 9.04.120 or rclevant municipal successor's codes as applicable. This right of ingress and egress, right to inspect, and right to perfonn required maintenancc or rcpair as provided for in Section 3 below, shall not extend over those portions of the Property shown in Exhibit "A," 3. If King County detennines that maintenance or repair work is required to be done to any of the stonnwater facilities or EMPs, the Director of the Water and Land Resources Division or its municipal successor in interest ("WLR") shall give notice of the specific maintenance andlor repair work required pursuant to KCC 9.04.120 or relevant municipal successor's codes as applicable. The Director shall also set a reasonable time in which such work is to be completed by the Owners, Ifthe above required maintenance or repair is not completed within the time set by the Director, the County may pcrfonn the required maintenance or repair, and hereby is given access to the Property, subject to the exclusion in Paragraph 2 above, for such purposes. Written notice will be sent to the Owners stating the County's intention to perform such work. This work will not commence until at least seven (7) days after such Form Revised 121]2/06 2 notice is mailed. If, within the sole discretion of the WLR Director, there exists an imminent or present danger, the seven (7) day not icc period will be waived and maintenance andlor repair work will begin immediately. 4. If at any time King County reasonably determines that a stormwatcr facility or BMP on the Property creates any of the hazardous conditions listed in KCC 9.04.130 or relevant municipal successor's codcs as applicable and herein incorporated by reference, the WLR Director or equivalent municipal successors official may take measures specified therein. 5. The Owners shall assume all responsibility for the cost of any maintenance or repair work completed by the County as described in Paragraph 3 or any measures taken by the County to address hazardous conditions as described in Paragraph 4. Such responsibility shall include reimbursement to the County within thirty (30) days of the receipt of the invoice for any such work performed. Overdue payments will require payment of interest at the current legal rate as liquidated damages. Iflegal action ensues, the prevailing party is entitled to costs or fees. 6. The Owners are hereby required to obtain written approval from the King County WLR Director prior to filling, piping, cutting, or removing vegetation (except in routine landscape maintenance) in open vegetated stormwater facilities (such as swales, channels, ditches, ponds, etc.), or performing any alterations or modifications to the stormwater facilities and BMPs referenced in this Declaration of Covenant. 7. Any notice or consent rcquired to be given or otherwise provided for by the provisions of this Agreement shall be effective upon personal delivery, or three (3) days after mailing by Certified Mail, return receipt requested. S. With regard to the matters addressed herein, this agreement constitutes the entire agreement between the parties, and supersedes all prior discussions, negotiations, and all agreements whatsoever whether oral or written. 9. This Declaration of Covenant is intended to protect the value and desirability of the real property described above, and shan inure to the benefit of all the citizens of King County and its Form Revised 12/12/06 3 municipal successors and assigns. This Declaration of Covenant shall run with the land and be binding upon Grantor(s), and Grantor's(s') successors in interest, and assigns. 10. This Declaration of Covenant may be terminated by execution of a written agreement by the Owners and King County or the municipal successor that is recorded by King County in its real property records. Form Revised 12112/06 4 IN WITNESS WHEREOF, this Declaration of Covenant for the Inspection and Maintenance of Storrnwater Facilities and BMPs is executed this __ day of _________ , 20 STATE OF WASHINGTON COUNTY OF KING )ss, On this day personally appeared before me: GRANTOR, owner of the Property GRANTOR, owner of the Property _________ ---,-__ --:-_---,-____ ' to me known to be the individual(s) described in and who executed the within and foregoing instrument and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein stated. Given under my hand and official seal this __ day of _________ , 20 __ , Fonn Revised 12/12/06 Printed name Notary Public in and for the State of Washington, residing at My appointment expires _________ _ KINe; COUNTY, WASHINGTOJ\, SURFACE WATER DESIG~ MANUAL STORMWATER FACILITY SUMMARY SHEET DOES Pennit Number ----------- (provide one Stormwater Facility Summary Sheet per Natural Discharge Location) Overview: Project Name ____ L_a_R_o_s_a _____________________ Date 2014-04-15 Downstream Drainage Basins Major Basin Name Duwamish -Green River Immediate Basin Name _B_l_a_c_k_R_l_v_e_r _____ _ Flow Control: LaRosa Pond Flow Control Facility NamelNumber _______________ _ Facility NW corner of the overall site Location ___ __ Ifnone, Flow control provided in regional/shared facility (give location ) __ --:-_--:---=-_____ ----==--_---:- No flow control required Exemption number General Facility Information: TypelNumber of detention facilities: TypelNumber of infiltration facilities: __ 1_ ponds ___ ponds vaults tanks tanks trenches Control Structure Location West side of Pond Type of Control Structure _______ 6_._0_0_f_t_. ____ Number of Orifices/Restrictions 3 Size of Orifice/Restriction: No.1 2.50 No,2 1.75 in. No.3 7.00 in. (weir) No,4 in. Flow Control Perfonnance Standard Flow Control Duration Standard (Forested) 2009 Surface Water Design Manual 1/9/2009 KI;-JG COU;-JTY, WASHII'GTON, SURFACE WATER DESIGN MANUAL Live Storage Volume _3_8_,_9_0_6_C_f_, __ 5,3% Depth Number of Acres Served ----c-c7_,_1_0 __ a_c __ 21 Number of Lots ________ _ 6,00 ft, Dam Safety Regulations (Washington State Department of Ecology) Reservoir Volume above natural grade ______ _ Depth of Reservoir above natural grade ______ _ Facility Summary Sheet Sketch _ Volume Factor of Safety All detention, infiltration and water quality facilities must include a detailed sketch, (II "x 17" reduced size plan sheets may be used) 2009 Surface Water Design Manual 2 1/9/2009 KING COUNTY, WASIIINGTON, SURfACE WATER ])ESIGN MANUAL Water Quality: Type/Number of water quality facilities/BMPs: biofiltration swale (regular/wet! or continuous inflow) large) ___ combined detention/wetpond large) ___ sand filter (basic or large) ___ sand filter, linear (basic or ___ sand filter vault (basic or (wetpond portion basic or large) combined detention/wetvault ___ filter strip sand bed depth ___ (inches) above ___ flow dispersion ___ farm management plan ___ landscape management plan ___ oil/water separator (baffle or coalescing plate) Liner? ________ _ x catch basin inserts: Manufacturer Contech ___ pre-settling pond ___ pre-settling structure: stormwater wetland x storm filter ___ wetpond (basic or large) wetvault ___ Is facility Lined? If so, what marker is used Manufacturer ___________________ _ __ x_ high flow bypass structure (e.g., flow-splitter catch basin) source controls Design Information Water Quality design flow __ O_,_3_2_C_f_s ________ _ Water Quality treated volume (sandfilter) ________ _ Water Quality storage volume (wetpool) _______ _ Facility Summary Sheet Sketch 2009 Surface Water Design Manual 3 119/2009 KI"G COU"TY, WASHINGTON. SURFACE WATER DESIGN MANUAL All detention, infiltration and water quality facilities must include a detailed sketch. (11 "x 17" reduced size plan sheets may be used) 2009 Surface Water Design Manual 4 1/9/2009 !1l If) o II !1l ...J \ / ~6"" ~~El 'PEr ;~ S C I" :-'HfET (j;' ~~E L~'r'(/I"tt ~~E[T ,At~~_~._ Cd 2. Workhg 011)'11 Be!of" VO'J og 811 lIIibe!1U~L..o¢atlonCenier lDM!ND.oR.WA) A PORTION OF THE NW 1/4 OF SECTION 29, TWP, 23 N •• RGE. 5 E, KING COUNTY, WA STOR'-4FllTER ~HOL£ ~J-1 1091 21 " 11~~~3;';g~I~~gSHEET_ ~'I-O~ i r~:i~~~~~ H~'S I F~I.CE Set i / r-EMEf:>:::[I.\, , O"j SHEET I I ,(N[FFLO~, I"I.S. I / i \ / / [_~V=4/ j(l I I 6' ~O·.O 2[11(-/ I i I I~~=-J. /--r-~-,-.-.I~~~==~d~--'~'.~:~'C '"" i= I yV'1 . ----3-1' PONO OUTlIT: W(TRAsH RACK -. ~~. \ C I' /f' Y·.;:;.:.; :-~1:ll~62'!~~1;'? ---:~=:.~~ ~ ;' I Iii -!-Cd 'epee:, -no 5 S"[[_' -----;-_ \ \ \ I r--I: if: i ...--J----.~,-TRACT A ~,--_" '., \ t- iL I(). r.:,:-:-:-:-:-:-~(.S~~~~ ,~~:":I~.'~?~) .. ;-........ t.' ~'1.,' -h' Il·\t \ '. '. . I J I· ei1l ~''-." : ---'-,4110. ~;/." . 1POND INLET. '.~ ~FASI-~AC.' J"'.. '-'1_ 1 (~L D9 -6 // ~~r'ig~~~I~?\HI~ s",' I : / -,' I I 'fl/\: • -:'-~rll Lf, 2~'(" '0-'/, /1 , /~ 1-~:~~:~:~J~ :-~4~"< ~ l / .... "/ , /<,/ ' .... >( ". ~ ~/ ',-'~ ~F'='~'3"·~ JA ' ':j , 71 ~;~(~;CJG~~fHED POND ACCESS ROAD ANTI-SEEPAGE COLLAR DETAIL rlOTTCSCAL[ II \ I I ~ I I 2 L-~ 21 " n SCALE: 1" _ 20' 2~~-410 440 430 425 420 415 410 l' LF. 18"~ :Ql :>~2 0",% 1+00 1+40 POND VOLUMES RfQlJlf.'~ I) 435 430 425 420 415 410 3+00 1+80 Lf. 5-0 :=Jl~ SEE 51:[-")-0 Ev STIIIG GRC')~JD- 3+40 3+60 4+20 POND CROSS SECTION B-B SCALE: :::{ 2+20 2+60 3+00 SCALE: ~::~c' ~~:~.L i.:.l-t~_~, __ ,_ CHE.CKED F,)P '::)I,M"lIAtrU Ce112WortmgD&ytiBeloreVouDg 4+50 4+00 38.9DE 0-811 """"''lie '""«""AJW DA~E I AI'I'" 1--20' ",~1:~; ':"~";'';''/~ ," ~' \ CATUM'\ " !R CITY F'EII f"IQ~r ~S/B~lId ,,,:Pvbr;, D"~I l.Utiea1k\der~ndLocaIlortCenter (CJIT,NO,OR,WA) LaRosa POND A PLAN, CROSS SECTIONS & DETAILS 415 410 440 405 430 425 420 415 410 APPENDIX F Storm Filter Manhole and Stormgate Calculations and Worksheets C~'~NTECH' ENGINEERED SOLUTIONS CONTECH Stormwater Solutions Inc. Engineer: Date Site Information Project Name Project State Project Location Drainage Area, Ad Impervious Area, Ai Pervious Area, Ap % Impervious Runoff Coefficient, Rc Upstream Detention System Peak release rate from detention, Orelease peak Treatment release rate from detention, Qreleasetreat Detention pretreatment credit (from removal efficiency calcs) Mass loading calculations Mean Annual Rainfall, P Agency required % removal Percent Runoff Capture Mean Annual Runoff,V, Event Mean Concentration of Pollutant, EMC Annual Mass Load, M'o'al Filter System Filtration brand Cartridge height Specific Flow Rate Number of cartridges· mass loading Mass removed by pretreatment system, Mpre Mass load to filters after pretreatment, Mpa551 Estimate the required filter efficiency, E"e, Mass to be captured by filters, Mfilte , Allowable Cartridge Flow rate, O,art Mass load per cartridge, M,art (Ibs) Number of Cartridges required, Nmass T reatm ent Ca pacity Determine Critical Sizing Value Number of Cartridges using Qrelease treat, Nflow Method to Use: SUMMARY Treatment Flow Rate, cfs Cartridge Flow Rate, gpm Number of Cartridges Determining Number of Cartridges for Systems Downstream of Detention EJJ 4/10/2014 Rosa Meadows Washington Renton 7.10 ac 3.98 ac 3.12 56% 0.55 1.17 cfs 0.32 cfs 50% 38 in 80% 90% 488,763 ft3 70 mgtl 2134.58 Ibs Storm Filter 27 in 1.00 gpmlft" 1067.29 Ibs 1067.291bs 0.60 640.37Ibs 11.25 54.00Ibs 12 0.30 cfs 13 HYDRAULIC 0.32 11.3 13 1 of 1 C(>NTECH" ENGINEERED SOLUTIONS StormGate Hydraulic Calculations Prepared by Eli Jefferson April 11, 2014 Pre parer Initials AS Project Name: Structure 10: Site Flow Rates Treatment Flow, Qtreat Peak Flow, Qpeak StormGate Size System Type Manhole Diameter Weir Wall Length, Lwall Weir Length, Lwe1r Storm Gate Hydraulic Calculations StormGate System Info: Invert In Elevation, IE In Invert In Pipe Diameter Low Flow Invert Out Elev, OutLOw Low Flow Pipe Diameter, DLQW Low Flow Orifice Diameter, Do Orifice Type Area of Orifice, Ao Invert Out Elevation, IE Out Invert Out Pipe Diameter Low Flow through Orifice StormGate Weir Elev Rosa Meadows 201 0.32 cfs Provided by the Engineer 7.90 cfs Provided by the Engineer Manhole 4.00 It 4.00 It 3.00 It =Manhole Diameter Length of StormGate adjustable weir 420.20 It Provided by the Engineer 18 in Provided by the Engineer 420.20 It Provided by the Engineer 8 in Provided by the Engineer r---;'57in'-'lselected by CONTECH Stormwater Solutions plate Selected by CONTECH Stormwater Solutions 0.14 sf =Pi' Do'/4 420.20 It Provided by the Engineer 18 in Provided by the Engineer 0.32 cis =0.61·Ao·(2·g·(Weir Elev -(OutLow +Do/24)))'" 420.64 It 420.64 hidden, to round to nearest 100th Check Weir Elev ::> Top of Orifice OK StormGate During Peak Flow: WSE downstream, WSEd-peak Is SG Weir Elev < WSEd-peak : Weir Coefficient, C Qpeak Headloss over Weir, H Upstream WSE in SG at Qpeak Flow through Orifice @ Peak No.of Flowspreaders in StormFilter Check Flow through Orifice Additional Storm Gate Elevations: Rim Elevation Floor Top of Weir Wall Total depth Top of Pipe Elevation Check if Surcharged Conditions OK 0.00 It 3.33 7.90 cfs 0.81 It Assuming Free Discharge Check for submerged weir conditions =(C·Lw .. :H")+(C·(L..,,-L..,,)'(H-6/12)") ,--,4!!2:..:1.::.4:::S"It,,--,I-SG Weir Elev + H 0.68 cfs 1 OK 425.00 It 418.97 It 421.14 It 6.03 It 421.70 It OK =0.61·A'(2·g·(WSEpeak -(Out,=+Do/24)))"2 =Check that Flow through Orifice @ Peak < 1.BOcfs * No. of Flowspreaders Provided by the Engineer =Lower of (StormGate Weir Elev -20") or IE Out =StormGate Weir Elev + 6" =Rim -Floor =IE In + Pipe Diameter If Pipe is surcharged, Engr to confirm design 12021-8 NE Airport Way Portland, OR 97220 ©2006 CONTECH Stormwater Solutions contechstormwater.com Phone: 800-548-4667 Fax: 503-258-3190 1 of 1